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(1) Appendix - Intersection Analyses.pdf
APPENDIX Intersection Capacity Analyses Summaries n rn 44 c cL KC < t) C L AC C Q co — Q �3t7 N C7 A i'V eV i1 N vl qs vti r�s ry ' ran cn d , rp tri sa L tn 9 io ar cy wn tr r+� sr `D cam? ref r am r3 i ca ass eo� wa ai r� r� a. °'z' Cr ' s ari c cfTM r o a U qr q ? a ", OSY cV > n F. as #^Z rNa w as rya eti s o- (a -` CO 12 i F p r- ety N ry £y 'us to u, rr fn to an`� c uj iy F 6; FZ 6 - m air ca ry iL r, r a r; rn r" r*s ,»� o * t 00 so d eC < `C ` <C y � 4 < `C U B < cxa << < < t „ < < d Z c "` F eLu CL ' ++ F q a 0 C N J � h J J J to w �s a yes m co m m to a rca m m m + °�' co u rr zea ua rn o ur Z exr era err era Z sn Lai v � xq LAW, w C� LAJJ U cl ° Q vda V) u co ! Mi � . �F � i • � !i n � ° � ii �.. vo i# r #i �. ii ii. • i �# � ft •f si 4P .. � � ! 40 ! #! • w i sf # �; .�+ N i1A � ii Yi r � �,. � i i �. � a ./ ii iY ii Pll ii M... r � w � r +i w +i �! s • a ,� ii r � '. ... __ we •Q •k. �# �#�. i i � i a �..� rb. • #b M ; � � i i •4 ■ i i ! i �" w �# � i,i ii ii ii ii ii ii li. � ii i• ii 1�i 1 !i i{ ii ii #i Ri '.�i �i ii �. � � ii t • � ♦4 �. r# � � w �t t E i# ii �� 1 �€ � � 4 \ � 1 i i # i '.... # li ,� '� ;, # d � i '�ii f.:.. 4 a :M ii ", R# _ r '� #w *r Lr w# rR r. � • ## #r � ®: r r� r nr r v n a. .,�, � M i � '.ir � xY ! w# i ..aN 9� # i � wr r# a w y � +r IIA !i #r #a r w ♦ � wY w•' .m r #. ,ice r al •r � w# ws wr * it ws .# � • ir.. ® xY � � • r • r ## #r +� .r. #N s# a#i +s + #, s rr • rw ' r Nr ## � xw :. � x. iM w# # wr -, �', F■ -� +1 tl # x ii � • ! � � e an .: r # '.. # r .e * a i .n a .w .� # # r � i � w 1 { #r xr xx rr ®! a Mr ## + M wx it #i + #• ## ## rr #i x #x ## rY rx rP wr 9x rr # 1 #.. •y ^¥ '# r � b w f� i wr . # __. '. 'i as '. w n r ! s . a � r! i ii wt ,t f # # f • f ! i F i f A . i f f { a} .1 f � ! r1 i • i r r i w { R■ { { U ii Intersection Capacity Analyses Results 2022 Existing Summer Analysis Weekday AM Peak Hour . � ,� �, • a-. � , � � e r a � � � s s 1� ,1 } ` + . � � + !i yi � * �� 0 t:. i" a .pis �`" *! i } B i � �.. -: e *� �:; � �a s r e �,, _� !� a 4 � a -� i � is i M M " � �� i �'s 'o ,, � ! � i i +i • � �� �! a �, , � p ,�� *. �� ",ei •, i, y, � � �.. r i i � r d MUM # r i e • „r r r • - - i r i h �y �r r "•ts � • � _ � � � � �� e « r � F ,P A. o.�. �M'. � ', � �"� � I "0 � ai.. # ! R. a. a n• .l..... �, #. i � � � � . ' .�. fl es r NM,,, i .' �� a o 1 +a e «t. � � � � e � r. , # . 1 �as e. a g �, �r� �, ar ',. ,� d 4! x � �. .: r ! i # # ! a M i 1. .i, s , i .i' ,m • f i a i x .i,- :�•r: fir.. �,w 1F». i i i €i c: 11 M HCM Signalized intersection Capacity Analysis 2022 Existing Summer Condition $: Sand Avenue Weekday Morning Peak Hour Lane Configurations 7i5Ja1 Future volume(vp h) 0 0 0 0 p Tatal Lost time L d t i Frt atd,Flow(prat) l ernttd a td.Flaw(perm) . t Adj.Flow(vph) 0 Q 0 p 0 0 14l , puttar + Lane Crou Flow ~ h� 0 0 0 0 0 0 1 yp rt77 Protected Phases Actuated Green,C(s) Actuated g/C Ratio Lane Grp Cap{vph u a ., v1s Ratio Perm ..:. �tlttr Uniform Delay,d1 Prri� Ic Fapll Incremental Delay,d2 00 fy{ , Level of Service Aro�°i.iet � �1 Approach LCS HCM 2000 Control Delay 0 0 HCf1�2�t1�Level of Service a. Actuated Cycle Lengths} . 5 Sum of last time is} Analysts F'ertod�min� 1S ,,: o taoat�� Cte r�up Stonefield Engineering&Design Synchro 11 Report EX AM 10105/2022 Weekday PM Peak Hour ��. • a � *i �Fi �ii $ii �i *ii � i �! �i �i ' �ii *ii ' • �i 11 11 it i�F if �" • • •• i • #i it i • l it MOM . f 1 i i ii r„ * -.. . � .: i s..-- �. a- i..r i. a -. � a.. i a i •: i ar.. i s i �.. i �,-: �.. t.. .� s • aY,.. la.Y l Y. Y: !. �4. J iY. iY0 ��. �y: �.. �a �. ,: t tea. �• 'ffis R. �® _-_ fin.:, b r ♦ � i �• + # is # i i i ii " �� • • . : � ii i i1 i i i :, i• . a i i � � i ; a i 1i i HCM Signalized Intersection Capacity Analysis 2022 Existing Summer Condition 1: Sound Avenue/Cox Neck Road & CIS 4$ Weekday Evening Peak Hour Lane Configurations Vloo» » Future Volume(vph) 43 4 Ie1li `; g a .. Lane Width 14 1 » Lane Util.Factor 1.00 1 M Fit Protected 0.97 1.00 tai,"" 1 1 .. .»» u., ., It Permitted 0.97 1.00 Peak-dour factor,PHF 0.95 U5 RTaR Reduction(v h) 0 09 Heavy Vehicles %j 0% 7% rr p Ptt ,. . Protected Phases 8 Actuated Green,G(s) 12.7 12.7 Actuated g/C Ratio 0.14 0.14 Vehicle Extension 3.0 3.0 v1s Ratio Prot » vtc Ratio 0.35 0.03 Progression Factor 1.00 1 M Delay(s) 35.7 314 level ,approach Delay(s) MO ppro tonefield Engineering&Design Synchro 11 Report EX2Pi 10/05/2022 HCIVI Signalized Intersection Capacity Analysis 202 Existing Summer Condition 2. Sound Avenue & CR 48 Weekday Evening Peak Hoar ■- Lane Configurations " Future Volume(vph) 644 0 0 837 138 9 Lane Width 12 12 12 12 11 14 Loatm a Lane UN.Factor 1M 1M 1.00 1.00 Fit Protected 1 M 1 M 0,95 1",gt1 Fit Permitted 1,00 1M 0.95 1.06 Peak-tour factor„PHF 0,97 0,97 0.97 0,97 0,97 0.97 Fuup , RTOR Reduction(vph) 0 0 . ., 0. 0 0 8 Heavy Vehicles % % 0% 0% 7% 1% 0% Protected Phases 2 6 4 rml Actuated Green,C(s) 62.4 62.4 12.7 ,12.7 Actuated g1C Ratio 0.69 9.69 M4 0.14 Vehicle Extension(s) 3.0 3.0 3.0 3.0 vds Ratio Prot 0,36 c9.49 o0.08 v/c Ratio 0.51 0.70 0.58 0,01 Progression Factor 0.43 1.00 1.66 1.0 Irt�rrer�tl elegy .1= 14 , Delay(s) 4 2 10,1 39.7 312 . Approach Delay(s) 4:2 10.1 39 yyggy���� .3 HCM 2000 Volume to Capacity ratio 0.68 Intersection Capacity Utilization 64,1 , ICU Level of Service C ayt ,Pe► rt 16 c Critical Lane Croup Stonefield Engineering&Design Synchro 11 Report EX2Pt 10/05/2022 •— ■ - -. ►. - . •-. r NO r 1 r r r'r r .r- r a•^r r r r +r ! r r s • .r- r Fe* r r r -r r e .gym .r: s r * a rr •, i. , 1 1 r �. rr i1 • -a � .ems � 1 � • a �; �; . r � e � � � � �� r + � s � • �.�. r � ��-e -�► , �• e • ®m . r �s- � � e . �o e � x r � r ;�,- � �' .►- �,,v ^� �' � - s � s J ®�. sir *er • w * • 1 pie � � ti �w !- . * t r ! 1 'a� oy p �ffi s a ,��� � 1 '. e; �® �� � ! ' ! i r e i a•,i i 1 i 9:: • is i �:: . ..:i: m p" e' R a a a r a . r 'r • a, 1 ! 1 i F Y "a 8 a F a Mf A ! a " tug 4 :' 4 � 1 Saturday Peak Hour HCM Signalized intersection Capacity Analysis 2022 Existing Summer Condition 1: Sound Avenue/Cox Deck Road & CR 48 Saturday Midday Peak Hour Lane Configurations Tra ir ? . ,:: #,,,,., �, , ; ». ., try Future Volume(vph) $ $ 8 �7 1 � 565 88 0 � 90 , ft00i 1i100 Larreiidth 12 12 10 1Q 12 1 1 12 12 1 Lane lJtii. Fackvr f,t3CJ 1 00 OQ ., 1.00 1.00 1.00 b." ,. il ...".n1k� r..i .r...,. „ .. HOW, 1 ,. .,,. L ected 095 100 1OCl0.95 1 00 1.00 m0.16 1.00 1.00 Peak hour facer,PHF 0.90 0,90 0.00 0 90 0.90 HO 0,90 0.90 0.90» 0,90 0.90 0.90 R OR Reduction(vph) 0 0 0 ail 01 %° Turn Type Perm Perm lA Perm Perm Perm A Pe Perm Permitted Phases 2 2 2 $ ti If is 8 ti .,,. , Effective Green,9(s) 52.5 52.5 52.5'"' -' Clearance Time{s .1 8.1 8.1 8.1 8,1 $.1 ; #t#dl . rclll. Lane Grp Cap(vph} 402 1212 988 125 1198 1049 v/s Ratio Perm 0,10 0,04 0,01 0.04 01 Uniform Delay,d1 5,3 Plc# f. # l# ro Incremental Delay„d2 0.8 5.9 0.1 0,0 OA 0.0 Level of Service Ap 11 # Approach LOS B A A H A 2000 Control Delay 13.1 HCfv#2000 Level of Service Aerated Cycle Length(s) 80.0 Sure o si t r O , . 14. : . Analysis Period(min) 15 e tt StoneSeld Engineering&Design Synchro 11 Report 2SAT 10/05/2022 HCM Signalized intersection Capacity Analysis 2022 Existing Summer Condition 1, Sound Avenue/Cox Neck Road & CR 48 Saturday Midday Peak Hour Lane Configurations F Future Volume(vph) 59 59 Id�atvptt 1r . Lane Width 14 12 Tb t time Lane Utl.Factor 1.00 1,00 Fit Protected 0.97 1.00 Fit Permitted 0.97 1.00 SO Peak-hour factor,PHF 0,90 0;90 RTOR Reduction(vph ,.. .,K0 56 „ Heavy Vehicles %r, 2% 3% Turn Type NA Perri :. „ , Permitted Phases 8 Effective Green,g(s) 12,6 12,6 Clearance Time( ) 5.8 8.8 " � I00t; Lane Grp Cap(vph) 305 246 v RttpProt , » ., „ vls Ratio Perm 0 09 0:01 Uniform Delay,d1 31.1 28.6 Incremental Belay,d2 2.0 0.1 09 «7 Level of Service C Approach LCS C Stonefield Engineering&Design Synchrd 11 Report 2SAT 10/05/2022 11 l 11 1 e + . ,► l t i s fil R * + R R ^RRi F1 1 • • — _ � �� . - . r �� � � � �� �a , � � �, � • i �; M sib r: ��. n t �^-� � .+- � � "� �" � • -� a a d�� � a r ® M �#' ��a +�� ,e� � .�^ � � _ " r r R� � m ,# � Vim, � .�. .•a �� e �r :s, � � M � �- . � � ® , � � �« ,a �.: �� x .... ' ' �lwA _ •� a +r ++w + + + + � w r A s w ISO+a i ■ y 0@"A SEE III y+.. 1 / 1 a' t f 1 t r a i a a it # 1 _ _ I • �;, off goo too off r� I I 1 0 11=1In, 11- oil 8 # ! t 2022 Existing Spring Analysis Weekday AM Peak Hour •:. � o � �ii *8i i �'ii �ii aid, �i �ii *ii �i �ii � i FA i fi i ® i'i i . .:�' » i :t a" �.� F. ii� Niq a:J i"4 ■R:. i:.�.� t �1., + m to iii . , .�. � i r• ii i HCM Signalized Intersection Capacity Analysis 2022 Existing Spring Condition 1: Sound Avenue/Cox Neck Read &CR 48 Weekday Morning Peak Hour Lan onfiuration Future Volume(vph) 3 tdi: �lp� 1 :... . Lane Width 1 1 i L Lane tail.Factor 1.00 Pry dt Fit Protected 1.00 FIrr �. �'� Fit Permitted 1.00 . Peak-hour factor,PH 0,86 + p »' RTOR Reduction(vph) 35 Lhe�lup Ipt ::. . Heavy Vehicles 3% T t .. Protected Phases Pe Pe aes' Actuated Green,C(s) , v Actuated JC Ratio 012 Vehicle Extensions 3.1 ,rp p ? r .: v/s Ratio Prof v/c Ratio r 0,03 rhfstrm t�ell�ya � Progression Factor 1 M h ttl Pella Delay(s) 38.9 Lvet of te : Approach Delay,(s) MMEMM tonefield Engineering&Design Synchro 11 Report EKiAte 10/05/2022 HCM Signalized Intersection Capacity Analysis 2022 Existing Spring Condition 2 Sound Avenue & CR 48 Weekday morning Peak Hour .�— Lane Configurations Future Volume(vph) 811 0 0 402 95 5 .. Lane Width 12 12 12 12. ... 11, 4 � 1t Lod �Cl'►� �` •,.. :. . Lane Uft Factor 1.0 1.00 . 1.00 Fit Protected 1.00 1,00 0.95 1.00 Fit Permitted 1,00 1.00 OM 1 M Peak-hour factor,PH 0.86 0,86 0.86 0.86 0,86 0.86 j,i=�orrPtp RTOR Reduction(vph) 0 0 0 0 0 5 Lahe Heavy Vehicles 9% 0% 0% `ill% 12% 40% yP f r Protected Phases 2 6 4 it# dlhs .`< Actuated Green,G'(s) 55,2 5U 9.9 U Actuated g/C Ratio 0.69 0.69 0,12 0.12 Vehicle Extensions 3,0 3.0 3,0 10 v/s Ratio Prot c0.54 0.27 cg,07 Rate 1c Ratio 0.78 U9 0,57 0.00 Progression Factor 0.46 1.00 1,00 "1.00 1 left' 2 .., . , . . , ., Delay(s) 81 &5 37.1 30.7 Approach Delay(s) 8.1 5.5 36,8 �" l eyl d, erti HC1v12000 Volume to�a�ac�ty ratio 0.75 Intersection Capacity utilization 60. °I ICU Level of Service ire Prs�t It 1 c Critical Lane Group Stonefield Engineering&Design Synchro 11 Report E 1 Af 10/05/2022 �, � � �� • r � i mho i apt e i� � ®�. MI � a--r ,r- A� r �a� i # 0 8 ,, 1.�� i 4., '.�: � +� # 1 . i �.�*. � � +' • '�.. i �P t �,i M 't R �s: � ter, i a s; � t � ; i � i; * . � � { , E � ii a�R .. '� .�. i1 E i ii' � � i a �'e� �. E g y �. i .�. ► '� �. as a "i � l.. . HCM Unsignalized Intersection Capacity Analysis 2022 Existing Spring Condition Cox Neck Road & Bergen Avenue Weekday Morning Peak Hour Lane Configurations 1"1to 1t11f11) 4 Future Volume(Veh1h) 30 9 4 83 91 39 ttol a � a. , Grade. . 0% 0% 0% Hourly flour rate(vph) 34 10 5 95 105 4 Lane Width(ft) " (kttg e . : . Percent Blockage Rj' t ur , ., ... Median type, . None None Upstream signal(ft) CtO nlod vC,conflicting volume 2 32 12 1 50 : ,st cortf ual v2,stage 2 conf vol Cu,untoked l '1, t ,single(s) 6.4 6.2 4.1 ag ) t (s) 15 3.3 21 p9 queue , 9 ,� CIA capacity(vehih) 749 928 1444 Volume Total 44 10 10 olrne Lift 8 Volume Hight 10 cst444 Volume to Capacity U6 UO 02 Control Delay(s) 9,9 0.4 0.0 ti Approach Delay(s) 9 9 0.4 0.0 proaoh:t rrageCl , 1 Intersection Capacity Utilization 17,6 a ICU Level of Service A » Stonefield Engineering&Design synchro 11 Deport EX1 AM 10/05/2022 # # # vim �, m m �� �a 4; �, o� d '� fat 1 � �' � � � � ; 1r m o, � t � � � � i 1 �.m. �' r e-�� '- �, � .�- e •r � �- # + '� � .�: a � , e� � � • e r W� ..f' � .. p N �`i � a.� ".� � '.is .!" f � � e � m � a e - ` �' � � � s� � o °� r R�. 11! � 1 ! il � 11 „ r � �, t a e... a. "@W i� i e t �.. .. � � �` �� .� .. R r= � 1 �,lr, � � �,: CM Signalized Intersection Capacity Analysis 2022 Existing Spring Condition $. Sound Avenue Weekday horning Peak Hour Lane Configurations Future Volume(vph) 0 0 p l 0 0 Total Lost time(s) one 11 atr a Fr# Catd,Flow(prot) 11 Perr S td.Flow rm Adjo Flow(vph� p '� � Lane Grow- Flow v � � 0 � t� Q v Protected Phased 4 pri a: Phase ` ... Actuated Green,G(s) Actuated g1C Ratio Lane Grp Cap(vph) � l�tw Plot vls Ratio Perm J ltip, Uniform Delay,d1 Incremental Delay,d2 Level of Service Pfoac iy Approach LOS A A HCM 2000 Control Delay 0.0 HCM 2000 Level of Service A t 1 Vefl ,e pify rti ; : , DO Actuated Cycle Length(s) 22,E hum of lost time(s Analysis Period(miry) Critld � pw ,. Ctonefield Engineering&Design ynchro 11 Report EY1 Ail 10/05/2022 Weekday PM Peak Hour M Signalized Intersection Capacity Analysis 2022 Existing Spring Condition 1 Sound Avenue/Cox Neck Road & CR 48 Weekday Evening Peak Hour Lane Configurations epolpep Future volume(vph) 2 22 559 73 67 25 627 96 0 0 0 .6 Lane Width 12 10 12 10 10 10 12 12 12 12 12 12 Lane Ufil.Factor 1 M 1.00 1,00 1.00 1.00 1 M Frt Fit Protected 0.95 1.00 1.00 0.95 1,00 1.00 td Ir prat .- 16�1' �� 107 Fit Permitted 0.24 1.00 1,00 .x 0.40 1,00 1.00 Peak-hour factor,PH 0,94 0.94 0.94 0.94 0.94 0,94 0.94 0.94 0.94' 0.94 0.94 0.94 RTOR Reduction(vph) 0 0 0 24 0 0 0 32 0 0 0 0 H22YY vehicles 0% 5" 2% 0% 1% 0% 4% 1% 0% 0% o% 2% T l` , , I I�w r It°tr► �r�n.,' ►� :� ., . Pei Protected Phases 2 6 Actuates Green,C(s) 62.2 62.2 62.2 62.2 62.2 62.2 ey ara, Actuated g/C Ratio 0,69 0,69 0.69 0.69 0, 9 0.69 Vehicle Extensions 3.0 3.0 10 3.0 3.0 &0 v/s Ratio Prot 032 c0.4 v!c Ratio 0,09 0.46 0.05 0.20 0.70 0.06 Progression Factor 1.00 1.00 1,00 OM OM MO Delay(s) 5.2 7.5 4.5 3.5 5,5 2.7 Approach Delay(s) 7.1 5.1 0,0 % 2000 ae113e1a ,>. � vL �r HCP 2000 volumto Capautyad 0, 5 n , Intersec6oh Capacity lltiliatioar �69.4° ICC Level of I Service E A4y1 . y. c Critical Lane Croup Ctonefield Engineering&Design Synchro 11 Report E J PM 10/05/2022 HCM Signalized Intersection Capacity Analysis 2022 Existing Spring Condition 1. Sound Avenue/Cox Neck Read & CR 48 Weekday Evening Peak Hour Lane Configurations r # c Voiurn . ..... Future Volume( h) 4 0 . Lane Width 14 1 Lane UtlL Factor 1.00 1,00 Fit Protected 0.97 1.00 Fit Permitted ON 1,00 Peak-hour factor;PHF 0.94 U4 Aft , RTOR Reduction(vph) 0 37 Hea Vehicles 2% 5% Protected Phases 3 e�att Actuated Green,G(s) 1 .9 12.9 ve reeri . .. .. : Actuated gIC ratio' 0.14 0.14 ale n T t � Vehicle Extensions 3,9 3,0 tt . . ,. v1s Ratio Prot v10 Ratio OA2 0,03 Progression Factor 1,00 1.0 trrttai eiy 1 1 Delay(s) 36.1 33.2 Duet of setc :.. Approach Delay(s) 35.3 tonefield Engineering&Design` - synchro 11 Report Ek1 PSI 10/05/ 02 M �, e � r mb$ } �i • !1 14 11' i1 � q m a � � �' �� o^ �A .. ,� 11 #1 1 + It a � a- �� �� g�� � m � � �, � ", �, �' 1'� __ �ffi � � � � �, �a .�, + -r r ® i k, m � ffi� a o;� �_ �, v �� � # �. a a "" as - � � 1 1,1 1! i g �` !_ � '# � � « ��a �a � � c� � m i m 8 � a 1i! r - e .+�� t 1 .� � $ a � m �� �� s r �� � y f ' _ tea.• s ._ r— s � � .. �„ i '■^�,. � � �� r � e a • s � s !• a a a. � e �.�. � d".� 8 i - �,' � � ^� . � .�� �' r N �' � ; �s .t- � t �t,: e � � -m +� ' a a .�: � s - �a e� � .t« � * �d a .• � ,. r ` � � • r� ,t, ! 1► ! 1 1 �* a ��e ♦. M- . t1 Aa � ! e � a ' �M �r � � ou R.• m $ $ $ $ $ m$r �$ $ ■ r r r � , »i® i .e� ■ HCM Signalized Intersection Capacity Analysis 2022 Existing Spring Condition 8. Sound Avenge Weekday Evening Peak Hour MM Lane Configurations " Future Volume(vph) 0 0 0 0 0 0 t� ai FIPr l? ig 1t��0 1 `1gg Total Lost time N Frt t Pro ; Satd.Floe(prat) fit P Setd. Flow(perm) Adj.Flow(vph) 0 0 0 0 0 0 , » Lane Groue Flow v h 0 0 0 w 0 0 0 r Protected Phases' Actuated Green,G(s) Actuated g1C Ratio I.ea. Time Lane Grp Cap(vph) p(lo t v/s patio Peron v1 ao Uniform Delay,dl P ,ga Ffw ..,. .... .. 3y.,.. ,,.,, Y.:,z ... ..» , ..n.. , L. Incremental Delay,d Level of Service Approach LOS A A A HCM 2000 Control Delay 0.0 HCM 2000 Level of Service A 1� „ "plpr to pit r�#�p . • » ; 0 t Actuated Cycle Length(s) 215 Sum of lost time(s) » � 4,5 Analysis Period(miry) 15 Stonefield Engineering Design Snchro 11 Report EXI Phi 10/05/2022 Saturday Peak Hour ! # • # r # a � r _ � � # r # a # r o * a a a a a a a s �� k • r .' • � ' w � r �# �� �� m M � � � ��� e m �m �sr �� � � g 11` -r • � i � � � x '� 4'� u' �. � �. � .* 1 .� e a -• • � � � p �. s.. E:. �' y...� a. i �; �,. � �.. ffi. ,@: '.. �' � a � � 3 r y "" �r ' ♦ r � e 1! 1F �4 � a A � ME R • rr r r' Y y 1 1 e r e r Ast W. ! -------------------------- i s — "" s.a a :- r — � _ �, raw �"�. • �� t r .:1�. a�m �M�� 6 � a�,w � � � .� 1 i .�,- a e �s. + .�., ��, � � �� � d '� . .1 a' A r a, a' i f � .�. 1 1,. f 1 m ,� � +�� r.. M. , � � 1 1 ! ��e �� o' a• ,� � .r. • �, � y s� � _ y y yy� ■ 1 . i s' MegV Ie er Ie iF m W ■ i � - r .i. 1 f'• 1 ! J d � �� � �� • 1 1 a4 �'.: B #"@ r• � .i' "@ m�' .W"` F b.. .�" # 1. � � �. s � � i a 9..,-..:.. A � J . � ' �� � Mr • - � . ,; � '' ' � 1 � '� �• .�r � it 1 ! 1 11 1 11 � ,� � 4 b x.. a !. a .�. �� �� y . � � .. r i- a '�� L �. HCM Signalized Intersection Capacity Analysis 2022 Existing Spring Condition Sound Avenue Saturday;Midday Peak Hour Lane Configurations TrO Future Volume(vph) 0 0 0 0 0 0 Total Lost time(s) Frt Satd.Flows(prat) t llatttt Satd.Flow(perm) Adj.Flow(vph) 0 0 0 0 0 , R-T 'p Lane Group Flow 0 0 0 0 0 Protected Phases 4 arr �tted � v Actuated Green,G(s) Actuated g1C Ratio r0�1 itn . . ,... Lane Grp Cap(vph) . s vls Ratio Perm atop Uniform Delay,d1 .. Incremental Delay,d2 Level of Service Approach,LOS A A A HCM 2000 Control Delay 0.0 HCM 2000 Level of Service A , A tuat cle Length O 2 : umof lost time(s) 4.5 , ------------ Analysis,l�erlod(min) 1� p ttppe rpp Stonefield Engineering&Design Synchro 11 Report E 1 SAT 10/0 /202 HCM Signalized Intersection Capacity Analysis 2022 Existing,Summer Condition 1 Sound Avenue/Cox Neck Road & Chi 48 Weekday Morning Peak Hour Lana Configurations ► Future Volume(vph) 1 32 548 54 1 2 400 40' 0 0 0 64 Large Width 12 10 12 10 10 10 12 12 12 12 12 12 Large Util.Factor 1,00 1.00 1,00 1.00 1.00 1.00 Fit Protected 0,95 1M 1.00 0.95 1,00 1H00 Fit Permitted 0.52 1.00 1,00 0,42 1,00 1,00 Peak-hour factor, PHF 0.95 0,95 0.95 0,95 0.95 0,95 0.95 0.95 0,95 0,95 0.95 0.9 77, RTOR Reduction(vph) 0 0 0 17 0 0 0 12 0 0 0 0 Heavy Vehicles 10° 0% 0% 0% 13% Pert N' rd Pent �r It Pew Protected Phases 2 6 Actuated.. ,, s� 5 :4 5 ao4 56.4 56.4 5 A 56.4 �, Actuated�tC Ratio 0,70 0.70 .70 0.70,. d.70 0.70 Vehicle Extensions 3:0 3.0 3.0 3.0 3,0 0 0,111111111 A patio Prot c0. 3 ON v1c Ratio 007 Progression Factor 1.00 1.00 1`.00 0.72 0.61 0.5 1ntty.d 0 4; 01 t [fit ley{s} 3.9 5,5 3.7 Z5,,, 10 1,0 Approach[delay Ise 0=1 2.9 0.0 Appr t . HCM 2 -44 000 Volume to apeeity ratio 0.48 Intersectioh Rapacity Utilization 6 °1° ICU level of Service itt E� ��nrn c Critical Lane Group tonefield Engineering&Design - Synchro 11 Deport E 2AM 10/05/2022 2025 Summer No Build Analysis Weekday AM Peak Hour ' a a • M1 ## IM1 #! f1 #! ## ## # go # # R A a '. a 1 # 1 .• # #� # 1 ' 1 # ! a a a t� a m M t k ♦PA 6 r� i- a Ito «y i- �:� � '.;# �. a - f � � � �{ � � a � � � 4 � G , p '�. "^ .+� t! 1! � ' 1 ,� � � , a � � � �. � � � � �Q .� �m r r * � i « � � � � � I 1 a .� � � .� � �', r, � � 1 1 1 �� � �� i � a � � x ��Rr. k�b 6. gib. t �� !t1 � A .f.. .' ♦ t ,� .� � �' � � �' i� • i � S � • # i aim .e- ♦ s s a a• ;a � i, •a ■.gym a i a a i M .a- r • a • i .i. 1 111 ! i { *m a® 1 # } .r' p iPP pp1lP MPP r r r . mr^ r lie 0 r � �r,w ra OEM= a r� r - r r • i- . � „�rr •. •.. s� l iM i i ,...w.. ... .. ,i. a i i � i f • i i �rz i �r i a ��i •. M� 11 � � 1'' 1 xmi r� HCM Signalized Intersection Capacity Analysis 2025 NoBuiid Summer Condition Sound Avenue Weekday Morning Peak Hour Lane Configurations TO t Future Volume(v h) tt 0 g g g g Total Lost time s fn DPI r Frt { Said,Flour�pr�t} a$d.Flov� erm Air Flour(vph). 0 g 0 0 g 7i�R� uo�iort 1 Lane Group Flow v h 0 fl 0 g D 0 ,,. Protected Phases 3 } Actuated Green,G(s) t Actuated g1C Ratio It1 "C'irrte Larne Grp Cap(vph) �� tt r vls Ratio Perm fttp t, Uniform Celayr d1 Incremental Delay,d2 Mg Level of Service phet , A: p�ach`LQS A A A HCM 2000 Control Delay .0 HCM 2000 Level of Service A t Actuated Cycle Length( i 22 5 Sum of lost time(s) 4 Analysis Period(rain} � Cid�tend .. ..��. �,,..,�,,. < .,.,,., ,�,..,.,s �1t it tti ?Y, Stonefield Engineering&Design Synchro 11 Report NB2AM 2025 1 fg512022 Weekday PM Peak Hour all all I##; �F# *## # i # •## i#,F i# ■. .s : # F1 t# # #F 1 � r •r r o r a.r r i#r Fir r r J 1.r y g.r �y e � r e r r is^' ce..■ ®...... t gin ®.„ A �. #" ___ �. :.. .• a r 1ii F �+ # ii Mi'• Fii 1i e i' a a e i M i i # �.:. o � a �.: � � a e �� e, . � � � � � *' 11 . � a �. .. r � «�- � s � • b� �, � �" ^r � t � a � ° 1' �� , ` • . .� �� a -� � s -► M r � � 1 � � . � ,® �', — e8 4 �.�. � � B p,. �. '.g. �. . a 4�� !y i F i a � � 'i1 ® � 6 f .mr • i MEMEL r of 0 i rr i as r r 4 M: �. � �, • • r . �,. " ,. � rC • � r � � � � � �� �� � �, r� r r -:} }, � � ',, �' r � � �',, +d � R d `�'a � $"`� $ .f. 'a� m '.,� a��. F � i N,A, iA m Vim. � � .:�� r�' � � � ! �..d. #�s i �m �.: � m ....:� � a r+�� s. IY• 1 i �e� �. �. a .�. � � �{ # �� "^ '"�� 1 M 1 ' IP t �..... off.: r s `gym �d a �' 8 t • ! a i r�® �r s` n � IT • s «. � � iv s .. l..� • w ■,. �. �. � _ � � � � � � � ► s 4 t � . 1 � F � � � � �' 1+ i" �' �' �a � � �, �.�. a•°� .. a .�. `r a .�- t +� r.�'" � ', �.. s./' * '. � v�$ e ® . t ' ® �� � R w � .�. � !1 i ! � M,! 1 t1 �e� ra �� y �® gym , • ~ � r M w �i r * M.�r �, � ; �, ,� HCM Signalized Intersection Capacity Analysis 2025 f'oBuild Summer Condition 8. Sound Avenue Weekday PM Peak Hour Lane Configurations Future Volume(vph) 0 0 0 p 0 0 , ,.li 7. . . _ Total Lost tme(s Frt Satd.Flow(prat) tl, Satd.Flow(perm) Adj.Flow(vph) p 0 0 0 . ..,s. 0 0 I" Lane Group Flow' h) 0 0 0. 0 0 ... s Protected Phases 4 PA�t� { ts Actuated Green:G(s a 1 Actuated gtC Patio Lane Grp Cap(vph) vls Ratio Perm Uniform Delay,d1 Incremental Delay,d2 l► ty <;, Level of Service Approach LOS A A Aa HCM 2000 Control Delay 0.0 HC 12000 Level of Service �tC Vptturp .,..:,cad� �t€t off t Actuated Cycle Length(s) 22,5 Sure of lost time(s) 4.5 Analysis Period(miry) 15 rl terou . tonefield Engineering&Design Synchro 11 Report NB2PIM 202 10/0 1202a2 HCM Signalized Intersection Capacity Analysis 2025 NoBuild Summer Condition 1: Sound Avenue/Cox Neck Road & CR 48 Weekend Saturday Peak Hour t Lane Configurations A t Future 11tlumevphJ 55 910 7 1 , 1�a 582, 1 0. 0 „0 93 Lane R�t�,Factor 1� 1r�0� 1a00 1.00 v� »1,I�0' . 1�=00 Fit Proteoted 0.95 1.00 ,. 1.00 0.95 s 1,00 1.00 �. , , . , ,.,...I t s . _ ;� »,» FIt Per nitted 6.36 � 1.GO 1.00 �,�ON ��0 1.00 Peak-hour factor,PHF 0,90 0 90 0.90 0.90 0,90 0.90 0.90 0.90 0,90 0,90 0,90 OM [[yy RTrR Reduot�onvphl 1 0 0 35 Heavy eh�ctes�v,�� 0v 8vly 2vfv {�v/v Ovl}y�� 1t90v1y °/v 1°lv t}°1v tt% 0°lv 1°Iv Turn Type Perm Perm -CIA Perm Perm Perm HA 'erm Perris 1 1 Permie Phases 2 2 8 F fi 8 £ Lane Grp Cap(vp ) 385 1205 983 108 1192 1043 vfs Ratio Perm 0.11 0.04 0.01 0.04 lJnlform aeay d1 .4 1 .7 .0 4.9 7.5 5.0 incremental Celay d2 .9 7.1 0.1 0.1 0,5 0.0` Level of Service A B A A A A 4 Approach lCS B A A HCM 2000 Control Delay y14.O HC i 2000 Level of Service B S Atuatetl Cycle Length{s 80 0 Sum of lost time s) 14 9 Analysis Perwotl�m�n} �� 15 Stonefield Engineering&Design ynchro 11 Report NB2SAT 202 10/05/2022 # Ip1 1i f + t `1 w well 11 SEEM # : .&# :# #.I 4 i � '� 1 .. . w ; . r, -�. � � � � �� �� • � �®� � $� �' � a � ; �, oa �! �1 #! it � � '• I IMF • i r � o� �� � � '� � � � �, gi t � �' �; �. '.. M.�t is �.:a !e. t ■" • « .# � N �. .� � �� x� �, 4 � # .. *,. �. ,� . . 6 � �� a w,t �, - + ! A�� �� d dip', � � - r � � 1 � � A. .� � e � � l: .A. �..... �. r . � . ., � .. . * r. , '-�+ Off * ,, yy 41 y. '�'..y .i.• y `y y yya . r y ■ s y � yy HCM Unsi naii ed Intersection Capacity Analysis 2025 NoBuiid Summer Condition 4. Cox Neck Read & Bdr en ;Avenue Weekend Saturday beak dour ,14 Lane Configurations Future Volume Veh1h �r rode b 1 t 1 Est � � 12g 21 ilrt t ., Median type ,. ;. ., None Non pstream rgnal � s 4 11, } t tg tl .,v,.t:.,.... ., .,., .. ,.,.,;; ..................................1 4 rr 2,stage eonl r of .: 1 J 4 t pi4l .9 t, } cif capacity(veh1h) 722 9 „f . Volume'Total 52 11 (t Vp1e�e Volume Right , r . Q t Lh'z ! t i It 1 1 Intersection rapacity Util�zaticn a , ��.2�'a �� a 1 L el o ertiJVice Stonefield Engineering&Design NB2SAT 2025 Synchro 11 Report 10/ 5/202 r • ! �, � � F.. � � � � � �, � a �,: ik } r '1, � � � ,. ., a� �, �, �� '' � * �1 • .F. e' � �ffi-� r ,r. '' +" � ,� ^� . � .�. e � � � � �� � .� � � a s ':�:.. � � J t � } ..�...`: � �' � � �! � � '� !. i, i �� •�°: � m a ��� �. m 1 x�,. �. i 3�� �� i �: e � s ■ r -- x. � .. �. # i., �' s � � � ,F *� .m �,h .� 1., � ��` �& r � � i 1 a .� � � � �:�� �" r.. / r R^.. �,� ',`;, �; `� � ..e" i i 7 # .�" � a�. ! � W d IM. � .r �, w .w, NII ! ! 1 !F fi�F '- A � a � � �" �" : � � $ s ,a a .i ��� �p r x �; a �. t a �. Q8 r •w �! • • .. # #q '' R', '. • � �..,. . �' �, '� 1,-. W R � �� ��'� �f ,. � ., � ,}. � "1 ! •.. # ►', �. "P � i: .... is � #. "'r -r ,: A� � ,� � � � � � .� �,. p.,. r. i �., �.e,.. ;_:';.: '��� �e R 11 � r mr: „ '� � a ,�� � � ! i m � � � t, � .y fM - b � .. , r � �. s oft Project Build Analysis (2025 Summer Season) Weekday AM Peak Hour # q< * * Ai • s , i i i .• #° . # # r ail °i6 °ti, .ii +i ; #ii; �ii' .ii .ii pii °li •ii # # a*} B a r �. •r `. * i i i •• i is i i ' i . i i r # `" rr - # • ii it Ii i . i s 1 a # # p # r ii i HCM Signalized Intersection Capacity Analysis 2025 Build Summer Condition Sound Avenue Cox Neck Road & CR 48 Weekend Peale Hour Lane Configurations ME Traffic Valumie,(y h) 3 Future Volume(vh) 35 36 Ideal Flo (vphpl) 1900 1900 Lane Width 14 1 Total Lost time(s) .6 &S Lane Util.Factor ' U0 12 Frt 1.00 0,86 Fit Protected 0.97 1.00 atd.Flog(prot) 1792 1369 Fit Permitted ON 7 1:06 Satdw Flown erm 172 139 Peak-hour factor,PHF 0,95 0.95 Adj.Flom vph) 7 38 RTCR Reduction{vph) 6 34 Lane Group Flow(vph) 106 4 Heaa Vehicles % 3% 18% Turn Type NA Perris Protected Phases 6 Permitted Phases Actuated Green,G(s) U 3, Effective Green, s 6: 8,8 Actuated IC Ratio 0A II 9,11 Clear nce'Time(s) 0.8 6.8 Vehicle Extensions &0 U Lane rp Oap(vp l 197 180 v/s Ratio Prot v1s Ratio Perm 0106 t1. v/c Ratio 0,54 0.83 Uniform Delay,d1 33. 31 Progression Factor 1 M 1 M incr rental delay,d2 2.8 , 01 Delay(s}, X5 31,9 Levef of service Approach belay(s) 35. Appr LOS i tonetield Engineering&Design 6C2AM 2025 ynchro 11 Report m s * * A a • 1 1 * HCM Unsignali ed Intersection Capacity Analysis 2025 wild Summer Condition 3: Sound Avenue & Ber en Avenge Weekend Peak Hour - Lane Configurations 4 + Traci Volume(veh/h) 28 685 431 2 2 37 Future Volume(Vehlh) 28 685 431 2 2 37 Sign Control Free Free Stop Grade 0% 0% 4% eak boor Factor; O 97 6�97 0,97 0,97" 0.97 ,97 Hourly flown rate(vph) 29 706 444 2 2 38 Pedestrians Lane Width(tt) Walking S tt,(f 's) Percent Blockage Right turn flare(veh) Median type None None Median storage vh) Upstream signal(tt) p ,.platon unhloded VC,conflicting volume 446 1209 445 v 1,stage 1 conL of v2,stage 2 conf vol vCu,unblocked vol 446 1269 445 tC,single(s) 4:2 6.9 6.2 tC,2 stage"(s) t (s) 2,3 4.0 3.3 pO queue free% 99 94 M capacity(veh/h) 108,8 158 611 r Volume Total 735 446 40 Volume Left 28 5 2 Volume Bight 0 2 38 c$H 1088 1760 534 Volume to Capacity 0,03 0.26 6;07 Queue Length,9 th(fit) 2 8 6 Control[delay(s) 0.7 0.0 12,3 La no LOS A Approach Delay(s) 0.7 OI O 123 Approach LC; 8 MIN LIM z Average[May, 8.8 Intersection Capacity Utilization 68.8% ICU I evel of Service C Analysis Period(min) 15 tonefield Engineering&Design BD2AM 2025 5ynchro 11 Report 10/05/2022 HCM Unsignalized intersection Capacity Analysis 2025 Build summer Condition 4: Cox Neck Rod & Ber en Avenue Weekend Peak Hour U , Lane Configurations Traffic c11u '(v hlh) 7 a 3 84 82 34 Future Volume(Vehlh) 27 8 3 84 82 34 sign'Control Stop free,. Free Grade 0% 0% 0% Peak Hour tractor 0,87 0,87 0.87 0.87 0,87 0.87 dourly flow rate(vph) 31 9 3 97 94 39 Pedestrians Lane Width(ft) Walking wed(ft1s) Percent Blockage Right turn'flare(v h) Median type done Bone Medianstdrage vh) Upstream signal(ft) A platoon unblo ked vC,conflicting volume 216 114 133 v1;stage 1'conf vol, vC2,stage 2 conf vol vu,unblocked vol 21,5 114 133 t ,single(s) 64 6.2 4.1 t , stage,(s) t (s) 35 6.3 2.2 pO queue free% 96 99 100 clvl capacity(veh/h) 766 945 1464 Volume Total 40 100 133 Volume Left 31 3 0 Volume Hight 9 0 39 cH 144 1700 Volume to Capacity O.05 0. 0 0. 8 Queue Length 95th( ) 4 0 0 Control Delay(s) 9.7 02 0.0 Lane LS, Approach Delay(s) 97 0.2 0.0 A pfoach LOS Average Delay .5 Intersection Capacity Utilization 16.8%' ICU Level of Service A Analysis Perldd(rain) 15 tonefield Engineering&Design BDA12025 Synchro 11 Deport 10105/202 HCM Unsi nalwzed Intersection Capacity Analysis 2025 Build Summer Condition 5: Cox Neck Road/West Mill Road & Breakwater Road Weekend teak Hour Lane Configurations , TrOc Vb]urne(veh/lh) 48 41 41 g 1 60 Future Volume(Veh/h) 43 41 41 g 1 50 Sign Control Free Free Stop, Grade %, 0% 0% Peak Hour Factor° 0,87 0`, 7 0.87 037 0,87, 0,87 Hourly flow rate(vph) 55 47 47 0 1 57 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flara(v h) Median type None Dane i edian storage veh) Upstream signal(ft) P ,platoon unblocked vC,conflicting volume 47 204 47 vet;Stage"IcoindVol vC2„stage 2 conf vol VCU,unblocked vol 47 204 47 tC,single(s) 4.3 6.4 5,2 tC,2 stage(s) tF(s) 2.4 3,5 &3 PO queue free% 95 100 94 cM capacity(vehlh) 1436 759 101'7 Volume Total 102 47 53 Volume Left 58 0 1 Volume might g g 57 cBH 1436 170 111 Volume to Capacity 0,04 &03 g.05 Queue Length'95thf( ) 3 5 Control Delay( ) 4,2 0.0 &8 Lane LCS A A Approach Delay(s) 4.2 0.0' 8,8 Approach.LCS A MAIM OEM Average Delay, ,5 Intersection Capacity Utilization 21,5% ICU Level of Service A Analysis Period(Hain) 5 Stoneeld Engineering&Design BD2AM 2025 Bynchro 11 report 10105/2022 HCM Unslgnalized Intersection Capacity Analysis 202 Build Stammer Condition 6: West Mill Road & Sela Lane/Bq lew AvenuewillWeekend Pear Hour x " Lane Configurations Traffld Volume(ve") 0 0 0 14 0 1 1 21 7 1 11 0 Future Volume(Veh/h) 0 0 0 14 0 1 1 21 7 1 11 0 Sign Control Stop Op 0l� 0% p stop Free Peak Hour,Factor 0,90 om I no 0,90, ago ago, 0.90 0.90, 0,90 0; 0 0. 0 no, Hourly flew rate(vph) 0 0 0 16 0 1 1 23 8 1 12 0 Pedestrians Lane Width(ft) `alkitig Speed(f s) Percent Blockage Right turn flare(ve Median type None None Median storage Veh) Upstream signal(ft) p ,pl toon un'blocked vC,conflicting volume 44 47 12 43 43 27 12 31 vQ1,stage 1 conf vol vC2,stage 2 conf vol vu,unblocked'vol 44 47 12 43 43 27 12 61 tC,single(s) 7.1 6.5 6.2 7.2 6.5 6.2 4.1 4.1 t ,2 stage,(s) tF(s) 3,5 4.0 &3 3,6 4.0 3.3 2.2 2.2 pD queue free% 100 100 100 96 100 100 100 100 M capacity(vehfh) 962 847 1074 942 852 1051 1620 1588 IN�.ti . . Volume Total 0 17 32 13 Volume Left 0 16 1 1 Volume Right 0 1 8 0 cSH 1700 947 1620 1588 Volume to Capacity 0.01 0.02 0,00 0,00 Queue Length 96ih,( 1 0 0 Control Delay(s) 0�0 8.9 4.2 0.6 Lane LOS A A Approach Delay(s) Ong 8.9 01 0.6 Approach LOS A s , Average[Delay 21' Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period min) 15 Stonefield Engineering&Design B2AM 2025 ynchro 11 Report 10/05/2022 HCM Signalized Intersection Capacity Analysis 2025 Build Summer Condition $a Soared Avenue Weekend Peak Hour Lane Configurations Traffic Volume(vph) 0 0 0 0 0 Q Future Volume(vph) g Q 0 g 0 g Ideal Flow(vphpl) 1900 1900 1900 1 1900 1900 Total Lost time( ) Lane Ufif Factor Frt Flt Protected atd.Flow(prot) Fit Permitted Said.Plow errn Peak-400factor,PH '0, 0 0,9,, , o. 2 fl. 0,92 Adj.Plow(vph) 0 0 0 0 0 0 RTOR Reduction o) a g Q {I g Lane Group Flown(vph) 0 0 0 0 tt 0 TUMType Perm Protected Phases 4 Phases 8 Actuated Green,G(s) Effoc,bve Green, ( Actuated 1C Ratio Clearance Tlm s Lane Grp Cap(vph) vla Ratio Prot v1s Ratio Perm le'Retio Uniform belay,d1 Progression Factor Incremental belay,d2 Delay(s) Level of Service Approach delay( ) off 0a0' 0,0 Approach LOS A A A HCM 2000 Control belay 0,0 HCM 2000 Level of Service A HOM 2000 Volume to dapadty ratio 0.00 Actuated Cycle Length(s) 22.5 Sun?of lost time(s) 4, Intersection Capacity utilization g. / ICU leuel of Service A Analysis Period(rain) 1 c Crdical Lane Croup tonefield Engineering&Design BD2AM 2025 Synchro 11 Report 1 /0 12022 Weekday PM Peak Hour HCM Signalized Intersection Capacity Analysis 2025 Build Stammer Condition I: Sound Avenue/Cox beck Road & CR 48 Weekend Peak Hour Lane Configurations Traffic Volume(vph) 4 41 616 73 2 3 902 71 0 0 52 Future Volume(vph) 4 41 616 73 2 3 902 71 0 0 0 52 Ideal,Flow(vphpl) 1900 1900 1900 1900 11900 1900 MO 1000 1900 1900 1900 1 1 Lane Width 12 10 12 10' 10 1 12 12 12 12, 12 12 Tdtal Lost time(s) &1 61 5.1 51 3.1 561 Lane LIM Factor 1 00 1.00 1.00 1w00 1.00 1,00 rt 1.00 1:00 x 5 1M 1. 0 Om It Protected 0.95 1.00 1,00 0,95 1.00 1.60 atd.Flow(prat) 1640 1863 1402 1595 1776 15,53 It Permitted 020 1,00 1,00 0.37 1.00 1.00 Sato.Flour 163 1492 552 1776 1553 Peak-hour factor,PHF 0.95 0,95 "5 0,95 0.95 0.95 0,95 0.95 0.95 0.95 0.95 0,95 Adj.Plow(vph) 4 43 645 77 2,, 3 949 75 . 0 l 5 RTOR Deduction(vph) 0 0 0 24 0 0 0 23 0 0 0 0 Lane Group Flow(vph) 0 47 643 53 1 0 5, 949 52 0 0 6 0 Heavy Vehicles °la 0% 3% % 1'%' 0% 0% 7% 4% 0% 0% 0% 4% Tern Type Perm Perm CIA Perm Perm' 'Perm', NA Perm Perm Protected Phases 2 6 Permitted Phases 2 2 2 6 6 6 6 Actuated Green,G(s) 6Z2 62.2 62,2 6Z2 62,2 52.2 Effective green,g(s) 622 612 62,2 62.2 ' 42 62,2 Actuated JC Ratio 0, 9 0.69 OM 0.69 0.69 0,69 Clearence r to(s 6.1 .1 5: 81 Vehicle Extensions 3.0 3,0 &0 3,0 3.0 3,0 Lane Grp dap(vph), 2,38' 1281' 10 31 450 1227 1073 vfs Ratio Prot 0,35 cOM v1s,Rafiq Perm 0.14 0.04 0,01 0,03 v1c Ratio 0.20 0.50 0.05 0.01 0.77 OM Uniform Delay;di.; 5'0 6.6 4,5 0 91 4.4 Progression Factor 1.00 1,00 1.00 0.73 0.54 0,65 Inch mental Delay,d2 19 1.4 0,1 0,0 Z , 0.0 Delay(s) 6.8 8,0 4.5 3.4 7.3 2.9 Level of Service A A A A A A Approach Delay(s) T6 Approach L 7A 0A NOVO H owl delay HCM�200 L"vel of ervi ,q HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle,Length( ) OvO Urn of lost time(s) 14.9 Intersection Capacity utilization 66.1% ICU Level of service C Arllysis'Priod(rind 5 c Critical Lane Gaup 5tonefeld Engineering&Design 8D2Pt 2025 3ynclaro 11 Report 10/05/202 HCM Signalized Intersection Capacity Analysis 2025 Build Summer Condition 1: Sound Avenue/Cox Neck Road & CR�4$ Weekend Peak Hour Lane Configurations " traffic Volume(v l 1 Future Volume(vph) 45 91 ldeal Flow(uph fall 1900 1900 Lane Width 14 12 Total Post time(s) U 6.8 Lane Util.Factor 1.00 1.00 rt too OM Flt Protected 0.97 1.00 Said.Flow(prat) 1932 1509 Flt Permitted 0. 7 100 td.Flew errn 192 1509 Peak-hour factor, PHF OM OM Adj.Flow(v ) 47 64 RTOR Reduction(vph) 0 46 Lane Group Flo NO 102 0 Heavy Vehicles 0% 7% Tarn Type 'NA, Perm Protected Phases O Permitted Phases Actuated Green,6(s) 12,9 12.9 Effective Green,g(s) 12.9 1 ,9 Actuated C Ratio .14 0,� (earanca Tirne(s) &8 &8 Vehicle Extensions 3.0 &0 cane Grp Crap( p ) 276 216 v15 Ratio Prot v/s patio Perm0.0 0, 1 v/c Ratio 0.37 O.0 Urban Delay,di 30 33.2 Progression Factor 1.00 1,00 Incremental Delay,0,2, Ord 01 Delay(s) 35.7 33.3 Level of Service Q Approach belay(s) 34. p'rloch Ltd ME �. Stonefield Engineering&Design l3D2PM 2025 S nchro 11 Report 10/0 12022 1r s r r v i 1 �+ t t t t I !• r 3 ' t t M 0 t k a Bp 9w is i # li,. HCM Unslgnalized Intersection Capacity Analysis 2025 Build Summer Condition Sound Avenue Bergen Avenue Weekend Peak Hour w Lane Configurations +fir Traffic volume(veh°h) 31 533 876 .9 8 38 Future Volume(V'eh/h) 31 533 876 9 8 38 ' Sign Control Free Free, Stop Peak HourFactor' U3 0,23 U3 0.93 9.93 9:9;3 Hourly flow rate(vph) 33 573 942 10 9 41 Pedestrians Lane Width(ft) Walking Speed(fys) Percent Blockage Right,turn:fare(ueh) Median type None None i edlan,storage v h) Upstream signal(ft) PX platoon unblocked vC,conflicting volume 952 1586 947 1 F,stage 1 conf vol v2,stage 2 conf vol vCu,unblocked vol 952 1588 947 tC,single(s) 4.1 6A . tC,2 s '(s) tF(s) 2.2 3.5 3.4 po queue free% 95 92 87 cat capacity(veh1h) 718 116 365 ON ...u.Volume Total 686 952 ,.,5p Volume Left 33 5 9 Volume bight u 10 41 c H 718 1700 235 Volume to Capacity 0.05 6.56 6.21 Queue Length 95t,h( ) 4 29 Control Delay(s) 1.2 0,0 24A Lane LOs A C Approach Delay(k) 12 0.0 2 A Approach',L08Q A�rerege��lay 1:2 Intersection Capacity Utilization 634% ICU Level of service g An lysisPerlod(min) 5 9tonefield Engineering&Design D2PM 2025 ynchro 11 Report 1 19 1202 HCM Unsignali ad Intersection Capacity Analysis 2025 Build Summer Condition 4: Cox Neck Road & 22Egen,,Avenue weekend Peak flour 4 . Lane Configurations Traffic Volume(vehlh) 24 14 7 98 102 24 Future Volume(Vehdh) 24 14 7 98 192 24 ,Sign Control Step Free Free Grade to 0% 0% Peak Haar`Factor 0.07 8.87 0.87 0$87 0,87 9.87 Hourly ffow rate(vph) 28 16 8 1 t 8 117 2 Pedestrians Lane Width(ft) Walking Speed(ttfs) Percent Blockage Right turn flare(veh) Median type None hone Median storage veh) Upstream signal((t) pXi,platcon unblocked v ,conflicting volume 260 181 14 v1,stage 1 conf vol, vC2,stage 2 conf vol uu,unblocked vol 29 11 14 tC,single(s) 6A 6,2 4,1 t ,2 stage(a) tF(s) 15 3,3 2.2 pG queue free°I 9 8 cM capacity(vehlh) 721 924 1450 s � , r .. .., Volume Total 44 121 14 Volume Lett 28 8 Volume Right 16 p 28 cH 783 19 170 Volume to Capacity 0,96 9.91 o,09 Queue Length 98th(ft) 0 9 Control flay(s) 9.9 0.5 9.9 Large LQS Approach Delay(s)` 9,9 90 0,0 pproadh LOS Average Delay Intersection Capacity Utilization &9% ICU Level of Service A Analysis Perfbd,�min), 1 Stonefield Engineering&Design BD2PM 2025 Synchro 11 Report 1 16a1202 HCM Unsigrtallzed Intersection Capacity Analysis 2025 Build Summer Condition Cox Neck R-oadANest Mill Road & Breakwater Road Weekend Peak Hour ^ aY Lane Configurations Traffic Volume'(v h/h) 67 65 Future Volume(Vehftt) 67 65 59 tl 2 48 Sign:Controt Free Free stop Grade 0% 0 0% Peak Hour Factor 91 0 90 6. 6r 0,99 6,99 Hourly flow rate(vph) 74 72 66 6 2 53 Pedestrians Lane Width(ft) Talking Speed(ftfs) Percent Blockage Right turn#ar (v h) Median type None lone Medtan storage vast) Upstream signal(ft) p ,platoon un4locked v ,conflicting volume 66 286 66 v1,stage 1 calf vpl vC2„stage 2 conf vol v ,unblocked vol 66 286 66 tC,single(s) 4:1 6.4 6,3 t ,2 stage(s) tF(s) 2.2 3.5 3 4 p queue free 95 166 95 CM capacity(vehlh) 1517 674 979 Volume Total 146 66 55 Volume Left 74 0 2 Volume Right 0 6 53 c H 1517 1700 963 Volume to Capacity g.05 0.04 9,1 Oueue Length 95 t(ft) 4 6 Control Delay(s) 4.6 0.0 9.9 Lana LOS A Approach belay(s) 4.0 9 6 9.0 Approaphl,08 A Aver�g l�ela .t4 Intersection Capacity Utilization 23.8% ICU Level of Service A Analysis Pe (ruin) 15 Stonefield Engineering&Design BD2PM 2026 S nchro 11 Deport 1010512022 HCM Unsigrtalized Intersection Capacity Analysis 2025 Build Summer Condition 6: West Mill Road & Selah Lane/Bay mew Avenue Weekend Peak Hour N,. Its Es,IV Lane Configurations 4 Traffic Volume(voh ) 0 0 2 10 0 2 2 24 16 0 41 0 Future Volume(Vehlh) 0 0 2 10 0 2 2. 24 16 0 41 0 Sign Control, Stop Stop tree Free Grade 0% 0% 0% 0% Peak Hour Factor 0. 0 0,80 0'.80 0a60 0,80 0.60 0.80 0,80 0,80 0.88 0.80 0�80 Hourly flaw rate(vph) 0 0 2 12 p 2 2 30 20 0 51 Pedestrians Lane Width( ) Walking Speed fta Percent Blockage Right turn flare(vh) Median type None Acne tWan storage v h Upstream signal(ff pX,platow unblocked vC,conflicting volume 97 105 51 97 95 40 51 50 Vol j stage 1 COO Vol v2,stage 2 conf vol vDu,unblocked vol 97 105 51 97 95 40 51 50 tC,single(s) 7.1 6.5 6.2 71 6.5 6,7 4.1 4.1 tj 2 stage(s) IF(s) 3.5 4.0 3.3 3.5 4.0 3.8 2.2 Z2 pot quouelfree,OW, 100 100 100 99 100 100 100 100 chi capacity(vehlh) 887 788 1023 888 798 910 1568 1570 x Volume Total 2 14 52 51 Volume left 0 12 2 0 Volume Bight 2 2 20 0 cSH 1023 891 1568 1570 Volume to Capacity 0.00 0.02 0,00 0.00 Queue Length 95th(4) 0 1 0 0 Control Delay(s) . 8.5 9A 0.3 0.0 Lone LOS, A A A Approach Belay(s� 8,5 9.1 0.3 0.0 Approach,LtS A A Average E)61a1.3 Intersection Capacity Utilization 180% ICU Level of Service A Anal P d (min):- 15 Stonefield Engineering&Design Synchro 11 Report BD2PM 2025 1010512022 HCM Signalized Intersection Capacity Analysis 2025 Build Summer Condition 8: Sound Avenue Weekend'Peak Flour Lane Configurations Traffic Volume(vph) 0 0 0 0 0 0 Future Volume(vph) 0 0 0 0 0 0 Ideal Flow(Vphpi) 1900 1900 1900 1910,0 1900 1900 Total Last time(s) Lane Litil;;Factor Frt Fit Protected Satd,Flog(prat) Fit Permitted atd.Flow Peak-'haurf tor,PHF 0,92 0`02 0,92 0,92 . 0,82 0,02 Adj.Flog(vph) 0 0 0 0 0 0 RTOR Reduction(vph) 0 0 0 0 0 0 Lane Group Flow(vph) 0 0 0 0 0 0 Tura T pe Perm Protected Phases Permitted Phases Actuated Green,G(s) Effective Green,g(s) Actuated g]C Ratio Clearance Time Lane Grp Cap(vph) v)s'Raa Prot v/s Ratio Fern vc Ratio Uniform Delay,dAl Progression Factor Incremental[delay,d2 Delay(s Level of Service Approach Nlay( ) 0.0 O.O 0,0 Approach LGS A A A HCM 2000 Control Delay 0.0 HCM 2000 Level of Service A HC l 2000 Volume to Capacity ratio 0.00 Actuated Cycle Length(s) 22.5 Sung of lost time(s) 4. Intersection,Capacity Utilization 0 0 tCU Level of Service A, Analysis Period gran) 15 c Critical Lane Group Stonefield Engineering&Design' Synchry 11 Report B®2PM:2025 10/05/2022 Saturday Peak Hour HCM Signalized Intersection Capacity Analysis 2825 Build Summer Condition 1: Sound Avenue Cox beck load & CFI 48 Weekend Peak Hour Lane Configurations " "traffic Volume(vph) 3 55 910 79 1 1 582 91 0 01 0 � Future Volume(vph) 3 55 910 79 1 1 582 91 0 0 0 93 Ideal Flow(vphpl) 1900 1900 1900 1900 190,0, 1900 1900 1900 jq0o 0 19o0 19t�0' Lane Width 12 10 12 10 10 10 12 1 1 12 12 1 Total Lost#me(s) 0.1 8.1 8,1 8.1 8:1 8.1, Lane Calf.Factor 1,00 1.00 1,00 1,00 1.00 1.00 Frt 1.00 1 M 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1,0 Satd.Flow(prat) 1565 1 848 1507 1123 1827 1599 Fit Permitted 0.36 1.00 1.00 0.14 " 1.00 1.00 Saild.Flow(pet,, 591 1M 1507 '167 1827 1599 Peak-hour factor,PH 0.90 0,90 0.90 0,90 0.90 0,90 0.90 0.90 0.90 0,90 0.90 0.90 Adj.Flow(vph) 3 61 1011 88 1 1, 647 101 0 0 0 103 RTCR Reduction(vph) 0 0 0 31 0 0 0 35 0 0 0 0 wane Group Flow(vph) 0 84 1011 57 0 2 + 647 66 0 01 0 0 Heavy Vehicles 0% 8% 2% 0% 0% 100% 4% 1% 0% 0% 0% 1% Bus Elloqk2ges Lttr 01 0 2, 0 0 0 0 0 0 0 0 0 Turn Type Perm Perm NA Perris Perri Perm NA Perm Perm Protected Phases 2' 6 Permitted Phases 2 2 2 6 6 6 8 Actuated Green,G,(s) 52.2 52:2 522 52.2 52.2 52.2 Effective Green,9(s) 5Z. 52.2 522 521 52.2 52.2 Actuated g1C Ratio 0.65 0,65 U5 0.85 0165 0.65 Clearance Time( ) 8.1 8,1 8.1 8.1 8.1 8.1 Vehicle Extensions .0 ,0 ,0 3.0 3.0 3.0 Lane Grp Cap(vph) 385 105 983 108 1192 103 vls patio Prot COO 0:35 v/s Ratio Perris 0.11 O,04 0.01 0.04 v c Patio 0.17 0.64 0.06 0.02 0.54 0.06 Uniform Delay,d1 5A 10.7 510 4.9 7.5 ao Progression Factor Uo 1.00 1.00 0.73 0,63 oo Incremental Delay,d2 0.9 7.1 0.1 0.1 0.5 0.0 Delay(s)1 6.3 17.8 5,1 3.6 5.1 3.3 Level of Service A B A A A A Approach Delay(s) 161 0 010 Approach LCS B A HCM 2000 Control Delay 14.0 HCM 2000 Level of Service B' HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length(s) 80.0 Sum of lost time(s) 14.9 Intersection Capacity Utili abon 69.2% ICLI Level of Service C Analysis Period(min) 15 c Cdfica Lang Group Stonef eld Engineering 8 Design - Synchro 11 Report BD2SAT 2025 10/0512022 HCM Signalized Intersection Capacity Analysis 2025 Build Summer Condition 1: Sound Avenue Cox Neck Road & CIS 48 Weekend Peak Hour Dane Configurations Trek Volume(vph) 61 61 Future Volume(vph) 61 61 Ideal Flew( dal) 19 1900 Lane Width 14 12 Total Lost time(s), 6.8 .8 Lane Util Factor 1.06 1. 6 rt I U 9.86 Fit Protected 0.97 1'.60 atd.Flom(prat) 11940 1568 Fit Permitted 9. 7 190 ald.Flow 1949 1 68 Peak-hour factor,PHF 0,90 9.911 Adj.Flow(v,ph) 68 68 RTGR Reduction(vph) tl 67 Lane Group Flow(vph), 171 11 Heavy Vehicles(%) 2% 3% Bus BI os 1hr 6 Turn Type NA pear Protected.Phases `8 Permitted Phases 8 Actuated Green, (s) AZ9 12.9 Effective Green„g(s) 12.9 12.9 Actuated g/C Ratio 616 0.16 Clearance Time(s) ,8 6.8 hlol Extension .6 U Lane Grp Cap(vph) 312 252 vs Ratio Fret v/s Ratio Perm 9.89 0,01 vfo patio 6*86 0.04 Uniform Delay,d1 30.9 28.3 Progression Factor 1:9 1 M Incremental Delay,d2 2.8 0.1 la ,(s) 318 28A Level of Service Approach Delay( ) 31.16 Approach L Stonefield Engineering&Design Synchro 11 Report D2 AT 2025 19f66I2022 HCM Signalized Intersection Capacity Analysis 2025 Build:Summer Condition 2: Sound Avenue & CR 48 Weekend Peak pour Lane Configurations ' Traffic,Volume(vph) 996 0 0 562 160 10 Future Volume(vph) 996 0 0 562 160 10 Ideal Plow(vphpQ 1900, 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 11 1 Total Lost time(s) 8.1 &1 6,8 6.8 Lane Util Factor 1.00 1,00 1.00 1.00 rt 1,90 1,00 1.00 '0.86 Fit Protected 1. 0 1. 0 0.95 1.00 atd.Flora(prat) 163 1,827, 1711 1566 Fit Permitted 1. 0 1.00 0.95 1,00 Said:Flog rm 1863 827 1711 1566 Peak-hour factors PHF 0,98 0,98 0,98 0.98 0,98 0.98 d1.Flog(vph) 1016 0 0 573 163 10 RTCR Reduction�vph) 0 0 0 0 0 Lane Group Flog(vph) 1016 0 0 673 163 2 Hea Vehicles °l 2% 0% 0% 4% 2% 10'% Turn T NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green,G(s) 51 52.2 12.9 12.9 Effective Green,g,(s), 5 ,2 82*2 12g9 12.9 Actuated dC Ratio 0.65 0.65 6.16 0.16 Cle r nce Time(e) 8.1 8.1 6,8 6,8 Vehicle Extensions 10 3.0 3.0 3.0 Lorne Grp;Cap(vph) 1215 1192 275 252 vls Ratio Prot c0.55 0.31 c0.10 vls patio Perm 0.00 vlc patio 0.84 0. 8 0,59 0.01 Uniform Delay,d1 %6 7,0 '31.1 28.2 Progression Factor 0.45 1.00 1,00 1,00 lr cremerit l Delay,d2 .2 0,3 3A B Delay(s) .0 7.3 34.5 28,2 Level of Service A A C C Approach Delay(a) 9.0 7.3 34.2 Approach LOS A A C CM 2600 Control Delay 101,9 HM2000 level of Service B HCIUI 2000 Volume to Capacity ratio 0.79 Actuated!Cycle Leno(s) 80.0 SUM of lost time(s) 14A Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period(min) 15 Critical Lane Group Stonefield Engineering&Design Synchrd 11 Report BD2SAT2025 /0105/2022 HCM Unslgnall ed Intersection Capacity Analysts 2025 Build Summer Condition a Sound Avenue & Bergen Avenge Weekend Peak Hour' Lane Configurations Traffic Volume NON 66 909 634 11 7 30 Future Volume(Veh/h) 65 909 634 11 7 30 Sign Control Free Free Stop Grade 0 0% 0% Peak Ho r Factor O.90 GA O190 O.90 G.90 0,90 Hourly flow rate(vph) 72 1010 704 12 8 33 Pedestrians Lane Width(ft) Walking Speed(fVs) Percent Blockage Right turn flare(veh) Median type None None ledian storage veh) Upstream signal(ft) p7C,platoon uhbi6cked vC,conflicting volume 716 1864 710 vC1"'Stage 1'conf'vol vC2„stage 2 conf vol vCu,unblocked vol 716 1864 710 t ,single(s) 4.1 6,6 6.2 t ,2 to a(s tF(s) 2.2 3.6 3.3 pQ queue free% 92 88 92 cM capacity(vehr) 880 68 42 k Okloffi WWI Volume Total 1082 716 41 Volume deft 72 0 8 Volume Right 0 12 3 c H 880 170,0 212 Volume to Capacity 0.08 0,42 0.19 Queue Length 96th(6) 7 0 17 Control Delay(s) 2.4 0.0 26.0 Lane LOS A Approach Belay(s) 2.4 0.0 2&0 Approach,.LOS C Average b6lay Intersection Capacity Utilization 98.80 ICU Level of Service F Analysts Peridd,(min) 15 Stvnefidld Engineering&Design - Synchro 11 Report R©2SAT 2025 10/05/2022 H M Unsigrtelized Intersection Capacity Analysis 2025 Build Summer Condition 4: +hex Deck Road & Ber en Avenue Weekend Peak Hour Lane Configurations Traffic Volume(voh7h) 9 11 I 104 124, 29 Future Volume(Vehth) 39 11 7 104 124 20 Sign Control Step Free Free Grade % % 0% Peak Hour Factor U6 0.96 9.96 0.96, 0.96 0.96 Hourly flow rate(vph) 41 11 7 106 129 21 Pedestrians Lane Width(tt) Walking eed tts) Percent Blockage Right turn flare(veh) Medan type None None Itedlan'storage vh) Upstream signal(tt) p ;platoon unblocked vC,conflicting volume 262 140 150 vC1,stagy ll con#'vol vC2,stage 2 conf vol u,unblocked vol 262 140 150 t ,single(s) 6A 6.2 4.1 t ,2 stage(s) tF(s) 3,5 33 2.2 G queue free° 94 99 100 cM capacity(vehlh) 722 914 1444 Volume Total 52 115 150 Volume Lett 41 7 0 Volume light 11 0 21 cSH 755 1444 1700, Volume to Capacity 0.07 0.00 O 09 Queue Length 95t ,( ) 9 9 Control Relay(s) 16.1 0.5 0.0 Lane LCC' Approach Delay( ) 10.1 0.5 0.9 Approach LCS Average Delay, 1.9 Intersection Capacity Utilization 21A ICU Level of Service A Analysis Period(min) 1 Stonefield Engineering&Design Synchro 11 Report BD2SAT 2025 10/05/202 HCM Unsignalized Intersection Capacity Analysis 2025, Build Summer Condition Cox Neck Road est Mill Road & Breakwater Road Weekend Peak flour Lane Configurations , Traffic,Volume(veh1h) 1t16 52 55 6 2 123 Future Volume( eh ) IG6 52 55 6 2 123 Sign Control Free Free Stop Grade % 0% 0% Peak Hour Factor OA 0.66 0.86 0.86 6 0.86 Dourly t1.flow rate{vph) 123 60 64 7 2 143 Pedestrians Lane Width(ft) Walking gpeed(fUs) Percent Blockage Right torn flare(yh) Median type lone None Median storage v h) Upstream signal(ft) p ,platoon unblocked vC,conflicting volume 71 374 68 uC1,stage 1 conf vol C2,stage 2 conf vol vCu,unblocked vol 71 374 68 tC,single(s) 41 6A 6.2 t ,2 stage(s) tF(s) 2.3 3.5 3.3 pO queue free 92 100 86 cM capacity(vehlh) 1504 580 993 Volume Total 183 71 '145 Volume Left 123 0 2 Volume Right 0 7 143 cSH 150,41, 1700 983 Volume to Capacity 0.08 O.G4 015 Queue Length 95th(ft) 7 0 13 Control Delay(s) 53 0.0 9.3 Lane Log A Approach Belay(s) 5,3 0.0 9.3 Approach LOS A Average Delay 5.8 Intersection Capacity Utilization 29.7% ICU Level of Service A Analysis Ped6dd (min) 15 Stonefield Engineering 8 Design Synchro 11 Report SD2SAT 2025 10/05/2022 a i ,i a •r a a a.•a a •r , r .r- r a ,. r a « rr r g *r r r a i IN a . a a • .. ri Ii ii r i ii .a. • • � ��r . is a r • • a •a. i li �1 i !i 1 li; + � a a r a a. i• y m,aa r, a a k N A a m: all ar i i HCM Signalized intersection Capacity Analysis 2026 Build Summer Condition 8: Sound Avenue Weekend leak Hour Y Lane Configurations Traffic Volume(vph) 0 0 0 0 0 0 Future Volume(vph) 0 0 0 0 0 0 Ir eel Flog(vphpQ' 1900 1900 1900 1900 1900 1900 Total Lost time(s) Lane U61,;Factor, Frt PltProte atd.Flew(prat) Fit Permitted Satd.Flaw rrrt Peak-hear factor,PHF 0:g2 0.92 0,92 '0.92 0.92 0.92 Add,Flay(vph) 0 0 0 0 0 0 RT OR Reduction(vph) 0 0 0 0 0 0 Lane Grou Flow vph)' 0 0 0 0 0 0 7trrn Type Perm Protected Phases 4 Permitted Phases S Actuated Green,G(s) Effective Green, (s) Actuated fC Ratio Clearance 1-ie s' Lane Grp Cap(vph) v/s Redd Prot v1s Ratio Perm v/c Ratio Uniform Delay,dl Progression Factor Incremental Delay,d2 Delay(s) Level of Service Appro relay(s), 0.0 0.0 0.0 Approach LOS A A A , HC 12000 Control Delay 0.0 HCM 2000 Level of Service A HCM 2000volume.to capacity ratio 0;00 Actuated Cycle Length(s) 2M Sumer of lost tine(s) 4.5 Intersection Capacity Utilization 0.0 ICU Level of Service A Analysis Period(min) 15 c Critical Lane Croup Stonefield Engineering&Design BD2SAT 2020 Synchro 11 Report 10/0 /202 2024 Spring No Build Analysis Weekday AM Peak Hour r ., �. .. �. �. � P � m �� �� � � �� - • � s • • # ! � t � . a $ 4 : a . � tl #� �! #1 !� M1 11; @ 4 F 1 4 . a o er � � t .,r ! �r 1F 11 i • 1� i � Mr r r �- � o 1 ! r ! . � . "t � r * a: M r y a r a �; .e p * � 1 : -, -' '.i a 1 *�1 d. � 44# }i./ �.� k€ �R.l �+p �y if ■ � .� w a A�.. ,.� i R i .4 �� ». m •. .. M � �' � ; � � � � `,. ems, i � - � � * fir♦ � � ! �, � � i � � s r 0 e t a J t a J i � * "a t a a • yea ®. � � �, t 11! r r .�. � 1 « a� � *. � a � .. a® i . . � ,. . ; r- r �-�� t � � HCM Signalized Intersection Capacity Analysis 2024 Build Spring Condition 1: Sound Avenue/Cox Neck Road & CR 48 Weekday AM Peak Hoerr Lan onfigurations Tr 'lc Votume'( p) 1 Future Volume(vph) 41 Ideal Flow(vphpl) 190 Lane Width 1 Total Lost time(s) Lane I.Itil,Factor 1.00 rt 0.188 Fit Protected 1. 0 S td.Flow(prat) 181 Fit Permitted 1.00 td.Flow 181 Peak-hour factor,P H F 0.86 Adt. tow( ph) 4 RTOR Reduction(vph) 4 Lame Group Flow(uph H22yy Vehicles % 23 Tum Tvoe Per r Protected Phases Permitted Phases 8 Actuated Green,G(s) 10,8 5ffwffve Crean,9(s) 10.0 Actuated g/C Ratio 012 Clearance Time(s) 0. Vehicle Extension s 3:0 Lane Grp ap(vph) 1 v1s Ratio Prot v/s Ratio Perm 0.0 v/c Ratio 0.04 Uniform Delay,01 3o.8 Progression Factor 1.00 Incremental enta(Delay;d2 0.1' Delay(s) 8t1.9 Level of Service Approach Delay(s) Approach LU ON Stonefiield Engineering&Design Synchro 11 Report l3D1A 024 10105/2022 4 �' la • , a o . a � a 1I 1' 11 �1 • . ! .. ! it � is i tr ® d i 4 HCM Unsignalized Intersection Capacity Analysis 2024 Build Spring Condition Sound Avenue;& Bergen Avenge Weekday Aid Peak Hour Lane Monfigurlations Tragic Volume(vehjhj 33 806 505 2 2 .43 Future volume(Veh/h) 83 606 505 2 2 43 Sign Control Fro Free Stop Grade 0% 0% 0% Peak Hour Factor 0.97 0,97 0.97 OX 0. 7 0, 7 Hourly flog rate(vph) 3 331 521 2 2 44 Pedestrians Lane Width(ft) Walkin S (ftls) Percent Blockage Right tum flare(veh) Median type None None Median storage veh) Upstream signal(ft) p ,platoon unblocked vC„conflicting volume 523 1421 522 vcl stagy I cortf Vol vC2,stage 2 conf vol vu,unblocked vol 52 1421 522 t ,single(s) 4.2 &9 6.2 tC 2 stage(s) tF(s) 23 4.0 3. PO queue free,% 97 98 92 cM capacity(veh1h) 1018 114 553 , MEMM Volume Total 355 523 46 Volume Left 34 0 2 Volume light 6 2 44 c,Skl 1018 1700 474 Volume to Capacity OM 0,31 0A0 Queue Length 95 (ft) 3 8 6 Control Delay(s) 1U gee 13A Lane'LOS A B Approach Belay(s) 6.9 0,0 13A Approach LOS' B Average Delay10 Intersection Capacity Utilization 79,2% ICU Level of Service D Analysis Perod(min) 115 Stonefield Engineering&Design S nchro 11 Report BI31AM 2024 10/05/2022 HCM Gnsignalized Intersection Capacity Analysis 2024 Build Spring Condition 4: Cox Neck Feed & BeW en Avenue Weekday AM Peals Hour a Lane Configurations , Traffic Volume(vet Ihl 1 0 .4 1f18 99 40 Future volume(Veh1h) 1 9 4 108 99 40 Sign Control Stop Free Free Grade 0% %, % Peak Hour Factor OR 0.87 017U7 0.87 0k6 Hourly flow rate(vph) 36 10 5 124 114 46 Pestrias Lane Width(ft) Walking Speed{t ` ) Percent Blockage Right turn flare( eh) Median type None None Median storage vqh) Upstream signal(ft p ,pfatootl unblocked v ,conflicting volume 271 137 160 v1,stage tcoftf Vol vC2,stage 2 conf vol vu,unblocked vole 271 1 10 t ,single(s) &4 6.2 4A tC 2 stage'(s) tF(s) 15 3.3 2.2 p0,queue free% 95 99 100, cM capacity(vehlh) 712 917 1432 may..�.�. .:_� � � v Volume Total 4 1 9 160 Volume Lett 36 0 0 Volume Right 10 0 46 cS 748 .1432 1700 Volume to Capacity 0.06 0.00 0.0 Quoub,Length 6th( ) 5 0 0 Control Delay(s) 10.1 0.3 0.0 Large LOS Approach Delay(s) 101 0.3 0.0 Approach l.OS AverageWelay 1.6 Intersection Capacity utilization 18.9% ICU Level of Service A Analysis Period(mia) 16 Stonefield Engineering&Design Snchro 11 Report BC 1AM 2024 1010512022 HCM Unsignali ed intersection Capacity;Analysis 2024 Build Spring Condition : Cox beck Road/West Mill Road & Breakwater Read Weekday Ali Peak Near Lane Configurations , Traffic Volume(ve tlhl) 58 51 0 1 58 Future Volume(Vehlh) 56 B 51 0 1 5S Sign Control Free Free Stop Grade 0% 0% 0% Peak flour Factor 0.07 0,87 0; 7 047, : 0,67 47 Hourly flow rate(vph) 64 67 59 1 67 Pedestrians Lane Width(tt) Walking Speed(ft s) Percent Blockage Right turn dare(veh) Median type None alone Median storage vep) Upstream signal(ft) p ,platoon unblocked v ,conflicting volume 50 254 59 v ,stage 1 cont vol vC2,stage 2 cont vol uu,uhbl6ckadvol 5 254 59 tC,single( ) 4.3 6.4 6.2 tC 2 tags ,(s) tF(s) 2A 3.5 3.3 t)queue free� 95, 11,00 93 CM capacity(veh/h) 1421 706 1001 Volume Total 131 59 68 Volume befit 64 g 1 Volume Might 0 0 67 c H 1421 1700 995 Volume to Capacity 0.05 0,03 0,07 reue Length 95thi 5 Control Delay(s) 3.9 0.0 &9 Lane LOS A A Approach Delay(s) 3.9 0.0 3.9 Approach LC Average�Dalay 4 3 Intersection Capacity Utilization 23.1% ICU Level of Service A Analysis Period(min) 5 tdnefield Engineering&Design ynchro f I Deport s 1AIw�2 24 10/051202 FICM Unsignalized Intersection Capacity Analysis 2024 Build Spring Condition 6: West Mill Read & Selah .ane/t view Avenue Weekday Aft Peak Hour u rn Lane Configurations Traffic,Volume.,( ehih ", 1 1 g 119 Future Volume(Vehlh) 0 0 0 20 0 1 1 45 9 1 1 1 8 0 Sign Control step stop Free Free Grade 0% 0% 0% 0% Peak Flour°Fsctor 0.90, 0.90 0.90 OAP 0.90, 0,90 no 0,90 0.90 0.90 0.90 0.go Hourly flaw rate(vph) 0 0 0 2 1 1 50 10 1. 20 0 Pedestrians Lane Width(ft) "alking Speed( s) Percent Blockage Rightturn flare(veh) Median type None None Median storage v h) Upstream signal(ft) p ,platoon unblocked VC,conflicting volume 80 84 20 79 79 55 20 60' VC1,stags 1 codf Vol v2,stage 2 conf vol v u,unblocked vol 80 84 20 79 79 20 60 tC,single(s) 7.1 6.6 6,2 7,2 6,5 6.2 4.1 4.1 tC 2 stage(s) tF(s) 3.5 4.0 3.3 16 4,0 3.3 2.2 2.2 ply queue,free 104 100 100 98 100 100 100 . 100 cM capacity(vehfh) 911 809 1064 892 814 1018 1609 1556 Volume Total 0 23 61 -21 V lume Left ' 2 1 1 Volume Right 0 1 10 0 cCR 1700 897 1609 1556 Volume to Capacity 0,0 0.03 0.00 0.0 Queue Length 5th,(ft) 0 2 0 0 Control Delay(s) 0.0 91 01 0A Lane LOOS A A Approach Delay(s) 0.0 9.1 0.1 0.4 Approach LC A Average Delay 1 Intersection Capacity Utilization 13.3% ICU Level of Service A AnaIyFssls P nod,( rin) 15 tonefield Engineering&Design BD1A�9 2024 Syncro 11 Report 10/05/20 2 HCM Signalized Intersection Capacity Analysis 2024 Build Spring Condition $: Sound Avenue Weekday AEI Peak Hour Lane Configurations Ttaffto Vo(urne(vph) 0 0 01 0 0 Future Volume(vph) 0 0 0 0 0 0 , Ideal Flews(vphpl) i000 1000 1900 0 1000 19011, Total Lest time(s) Lana Utll.Factor Frt Fit Protected Satd.Flew(prat) Fit Permitted Said.Flow er Peak-hour factor,PHF 0.02 0.92 0.02 U2 0:92 U2 Adj.Flow(vph) 0 0 0 0 0 0 ITR Reduction(vph) 0 0 0 0 0 0 Lane Grou2 Flow v h 6 0 0 0 0 0 Turn Type Perm Protected Phases 4 Permitted Phases Actuated Green,G(s) Effedtiva Green,g(s) Actuated g/C Katie Clearance lime s`, Lane tarp Cap(vph) V/s Ratio Prot vfs Ratio Perm We Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach,Delay(s) ob 0.0 Approach LSO A A HCM 2000 control Delay 0.0 HC '2000 Level of Service A HC 2000'Volue to Capacity ratio 0. 0 Actuated Cycle Length(s) 22,5 Sure of lost time(s) 4. Intersection Capacity Utilization H% ICU Level of Sbrvjoe A Analysis Period(min) 15 c Critical Lhe Group Stonefield Engineering lIi Design ynchro 11 Report DIIAM 2024 0/05/2022 Weekday PM Peak Hour � � b � � � �� �� � � �� o p i ,. i e i io � �A r4 �� r i d i � � � * � �� IF ! 1# 1# t1 �; !M 1 i - .i � s !� �� � If 41 . r � i p� � � e -� # �1 !i 1 ' 1i i � i �� �` �a g i��, a� r`• �.. �' � � MA i..f A • MA i id -.--� •J - • •d._ � �d-:-- y �.d. - � ♦J � ll. � !l � 11. a w. ., A.i yy F � F �� A: r T d ! 4 y �! � f�k f a Y I. A M ��.� F i � i .i �� "! rk :6 �. d � � ''� i. f 8 � ® i � � i � �, d �. ! �^ �. d #. �'` M �. � e 8i e ® � > � d F � a .. A 1�� i ! .i. i � aM ^r _ a i � a A s r .i. s •+ dw, + . . J �. i4 i HCM Signalized Intersection Capacity Analysis 2024 NoBuild Spring Condition 1: Bound Avenue/Cox Neck Road & CR 4$ Weekdayr Evening Peak Hour Lane Configurations Future Volume(vph) 46 41 i e flo ( hP),, j 1 Q Lane Width 14 12 ; Total st"Onl (s Cane Ufil.Factor . ( Fit Protected 0,97 1bo at .Flow(prot) 1931 1'538, Fit Permitted Ok 1'0t1 td.Fly hR 193f 15,38 - Peak-hour factor,PHF M4 0.94 . r( 1 4 RTOR Reduction(vph) 0 38 L n [ pFlow'yp ) � `1 � 6 He a Vehicles % % 'rrnyp � trrt Protected Phases ; P nilt dd Phases- ` Actuated Green,G(s) 13.0 13,0 h 01 .g Actuated g/C Rand 014 0.14 . : . Vehicle Extensions 3.0 10 v/s Ratio Prat t R��Derr ; •�� �� Q.(1 • : . ,; ; . v/c Ratio t1.42 Ct.[l3 Unlbrm,flay,d1 ` 3y1 '° 3.': , Progression Facto 1,0 1. . Delay(s) 36A 33.1 Approach Delay(s) 35.3 o tonetield Engineering t Design rnchrc 1 Report NB1 Ply 10/11/2022 i i i.'... i; d{ i i i r � f M a � a e e e e: � : 1• r o a 1 i 1 � * • � * • ar t,„ �r, � •.�, • � - _ � �� �� • r , � e ti, N#:w !.1 lit MO.. • W c o is 1' �,, ! e, a � * w�. �. �' $a.� �� � y� R 4 '+ . It. 'a f `� Y .k` + • r � . � a � �- e r • go. a �, �r- • �' a e -� �' :v^^ r e � ' .N,. n;� �,�� � � r � ! 1 t � 4 �� $, . .. ,�a + .�. r " a ,! # � s • # y • N ## # # • o r`•# 4 # # N Will Be # e N # t + A t , # A . so off .r W '0 i �= i1 a �; pt Construction Build Analysis Phase 1 Excavation (2024 Spring Season) Weekday AM Peak Hour w i i 1 i i m m 1 « ii ii i ia• !. 1u` . # i f ii k B all i i HCM Signalized Intersection Capacity Analysis 2024 Build Spring Condition (Excavation) Sound Avenue Cox Neck Road & CR 48 Weekday Morning Peak Hour Lan onfigorations Future Volume(vph) 1 Ideal Flo (upnpl,) P800 Larne Width 12 . Lane Utit.Factor Fit Protected 1.00 ad;Flr:(P 131 Fit Permitted 1,00 . Peak-hour factor,PH 0,86 R OR Reduction(vph) 42' U0e Group Fit(yph Heavy Vehicles a 23% Protected Phases Permitted Phases 8 Actuated Green,G(s) MO . . E ;otivle Oroen, (a , Actuated g/C Ratio 0.12 learartl Vehicle Extension .s 3.0 L rro, rti a r( I : v/s Ratio Prot v p F to Perm v/c Ratio 0,04 Uniform lay;d9 u8 Progression Factor' 1,00 larenti Belay( goes L'Oef'ofr ioe Approach Delay(s)' 'L'08 Stonetield Engineering&Design Synchro 11 Report, a1 Aid 2024 10/11/2022 • m + + + + + • J d + + + ® ': + i a J HCM Unsignalized Intersection Capacity Analysis 2024 Build Spring Condition (Excavation) 3: Sound Avenue & Een en Avenue Weekday Morning Peak Hour Lane Configurations Trafficc Vplpmvfltt 3 , Future Volume(Veh/h) 33 80 505 2 2 43 , fgrf t r t f Fr fp Grade 0% 9 0% Peafe Hotar.Fafo : . 7 . . 7fx l,,f :.. Hourly flow rate(yph) 34 8�1 521 2 2 44 . Poeatrfa s Lane Width(fl) Percent dockage' Median type None None Upstream signal(tt vC,conflicting volume 523 1421 522 vol st r e 1'cordVol . , vC2,stage 2 conf vol v u,4nbf ke'd Vol ;, 1421 2 tC,single(s) 4.2 5.9 5.2 to W tF(s) 2.3 4.0 3.3 p que f cM capacity(vehlh) 1013 114 553 . ig Volume`dotal 865 523 45 Volrro Leo 2 . .. ' Volume Right 0 2 44 cH � 1t} 44 .. Volume to Capacity 0.03 0,31 010 Queue rth' 5th Control belay(s) 0.9 0.0 13.4 Lang 1.0 A Approach belay( ) O:9 0,0 13A Intersection Capacity Utilization 79.2% ICU Level of Service D An, ie',Period(rplh tonefield Engineering&[design Synchro I I Report BD1AM 2024 10/11/2022 6 �°� w-.. i ! .,@. �, ®m.� �` � .y,. .� �' � �.. "• 4 .ffi` ! # N N N s� ��- � a r- � ' �' #,'.8 '@ �.., a... •. � a r .#` .M. �� � �1 +� ` � , ,,� � Aa .�� � +r �• . 1 1 1 ��� •. M• . ! # ! M "rf �. &» �,. �a :f � � 1 1 '� rs + `• • �: i r + � w j a a+ m�. t • .a• e .a, a4 � t a o i y y � � : � i• r M ..rs ' HCM Signalized Intersection Capacity analysis 2024 Build Spring Condition (Excavation) $: Sound Avenue Weekday Morning Peak Hourk. Lane Configurations Future Volume(vph) 0 00 0 0 0 Ideal:Fib ( a �:11_ 9 g. ..: '`::1 ': ;. " Taal Lest time(s) L'a 1JtiI:F t r r Frt FitPte Satd.Flow(prot) Fit Permitted Satd,Flom(pen) Adj.Flew(vph) 0 0 g g g g RT R coon( : : . � � = '0....... Lame Group Flow v h 0 0 g 4 0 0 Protected Phases 4 Ntmted,Phases . .. : Actuated Green,G(s) ectevrerl, '. Actuated C Ratite ..; Lane Grp asap(vph) v1s Ratio Perm . v?ko:Pr Uniform[delay,dl OtPg "Factor Incremental Delay,d2 ly' 1. . Level of Service Ap Approach LOS A A A HCM 2000 Control[delay H HCM 2000 Level of Service A HC . pacit tetip: ;C Actuated Cycle Length(s) 22.5 Sure of lost time(s) 4,5 lrtrsdfin bpi Utilitiprr l etf ruie Analysis Period(min) 1 "" 0del L 0: rd .. Stonefeld Engineering&Design Synchrd 11 Report BDIAM 2024 14f11/2022 Weekday PM Peak Hour •i 1 11 �1 1 ' #1 ii Air ii i «.:♦ �� �.� �� � ■ � } i A �• ii I-ICM Signalized Intersection Capacity Analysis 2024 Build Spring Condition (Excavation) 1: Sound Avenue/Cox Neck Road & CR 48 Weekday Evening Peak dour Lane Configurations T�fifitfltana ( l . Future Volume(vph) 45 6 Lane Width 14 12 Lane Util.Factor 1.00 1,00 (lg : Fit Protected 0,97 1,00 w hurt} 1 ; Fit Permitted O;97 '1:00 §etc.Fl `� . , �1.9 ``,15 Peak-hour factor,PHF 0.94 0,94 .. , ... RTOR Reduction(vph) 0 55 Iitritprllca ( 1t, •;. Heayy Vehicles ° 2% 11% Tim TJ o Protected Phases $ Actuated Green„G(s) 13,6 110 A,ctuated'g1C Ratio 0.14 0.14 Vehicle Extensions 3.0 3.9 . .. . ... ... v/s Ratio Prot Ja a a 9t v1c Ratio 5.43 0.05 Progression Factor 1.00 1.00 1tr . rrtal Iel 1:& : Delay(s)` 36.2 33,2 Luol of n . .. Approach Delay(s) 3 .1 tonefield Engineering&Design Synchro 11 Report BDI PM 2024 10/11/2022 HCM Signalized Intersection Capacity Analysis 2024 Build Spring Condition (Excavation) 2: Sound Avenge & CR 48 Weekday Evening Peak Hoer Lane Configurations ,. r. .. . Future Volume(vph) 755 0 0 886 136 41 00,t1 1 + 1900 . Oi . Lane Width 12 12 12 12 11 14 Tttl' t€ire ;1 Lane Util,Factor 1.00 1.00 ' 1.00" 1.00 OP Fit Protected 1.00 1,00 0.95 1.00 Sod.Flor,; p� t),,�, 1891 ,,$, ... . Fit Permitted 1.00 1 M 0.95 1.00 ' td',,F2 � :. Peak-hour factor, PHF 0.93 0,93 0.93 0,93 0.93 0.93 .. RTCR Reduction(vph) 0 0 0 0 0' 38 Heav Vehicles 1% 0'° 0% 3% 3% 0% Turn 1 =IVA Prat sr �. Protected Phases 2 6 4 Peripltt6d Phases ... Actuated Green,C Isl 621 62A 13,0 13.0 f� erb, ;; ':..:. .:62y ; . Actuated gJC Ratio 0,69 0.69 0.14 0.14 Vehicle Extension s 3,0 10 3.0 3.0 Wool PORI(0)" vts Ratio Prot Oo3 c0.52 c0.09 v/c Ratio 0.63 0.75 OM 0,03 Progression Factor 0.52 1.00 1.00 1.00 .: . Belay(s) 6.1 11 A 40.O 33.1 Ltf�dt. ric Approach Delay(s} 61 11.4 38.4 l + ritrd[13e1 ,y :.• : 18 �1 9 t, el f �v� . HCM 2000 Volume to Capacity ratio 012 #date >r f ltr dal Intersection Capacity Utilization 66,6% ICE!Level of Service C c Critical Lane Croup Stonefield Engineering&[design Synchro 11 Report BD1PM 202 10/11/2022 HCM Unsignaiized intersection Capacity Analysis 2024 Build Spring Condition (Excavation) 3: Soured Avenue & Bar eta Avenue Weekday Evening Peak Hour Lane Configurations 44, tve me Future Volume(Vehfh) 36 621 1036 11 9 Grade 9 0°l 0% �� Hourly flow rate(vph) 39 668 1114 12 10 47 strr : Lane Width(ft)" Iktrl ( J Percent Blockage Median type None None Upstream signal(ft) ? Rftkii . vG,conflicting volume 1126 1666 1120 vC2,stage 2 cord vol t ,single(s) 4.1 6.4 6,3 t ,2• t (a t (s) 2.2 '15 3.4 p 6 Oq, 7 cM capacity(vehlh) 617 76 241 Volume Total 707 1126 57 dcluip'Lft 3g Volume Might 0 12 47 e :-617 1,7 7 : Volume to Capacity 0,06 0,66 0.33 Control Delay(s) 1.7 0.0 35.4 r� :.. .. Approach Delay(s) 1,7 0,0 35.4 ach . .E a . MOM Areg Intersection Capacity Utilization 72,1° ICU Level of�rvice naly Per ( mi 16 Ctdnefield Engineering&Design ynchro 11 Report 13Q1PM 2024 10/11/202 �. "� � ,. Rr. ... a •� _.R ` r • , 'f 0 8 �' a 4 • * ♦ is �. ��. � �;�� .� � +. * � 'a . � .a- ! a e t . e r r • .4" � /'. �.$ `! �. ! s. s. * J ffi��.:,. �� 4 il' � r F m a � * • ^ '• .�. 1 � 1 ' � � a t a M w , ! F N «�R �: �� . # 1 1 t �o� �. m � � r^ p h e #6 * « w .y_ * Mt a* y * r # * J * r�. p * A y � d ! * * ! y 1 ! # IY. # #R ■. ..... i 1 i . • i i r 55 a , i # r ' i I i 'i# m i # # 'F 2024 Summer No Build Analysis Weekday AM Peak Hour gi d •. r� � �1 11 ! a 1� 11' a a�� A b $ m i e. a ■, e i a e got s.. f'. t e ' 1 s i is a e e i e i s e r i i e � x mi too a r a „# i g i is r i a i M a MST i r a r . rr- s r � Af r ' + J r ' • .r. 1 1 t 1 i r M i • r 1�. . 1 i r r .r. • r �+r 11 1 R ! B � �. e * �,�.; t � F ': ! '&4 1 ! � .� � 11 �;�4" 1 i"� a. � ��. 6 .�" i R � �� �� ! • a �.. i '....:d.�.' � � ®� +� ! .t. _ :� .:.. ':s �' a eM, ' ..�. 1 1 ! 1! 1' # " '� a P A r � �, . 1 1 a�P � �' ' � tee^ •' a a �m �� a� ° � �...:.: .. .. M • ® '� !.��, !r� � i "'..� r ":' °�" 11.::.f.. #�. i ♦ r•, i.. i +$ � i; 'a i i � i .r- i.�.... i i..o "- i .i. � i i � i- �, ®, ~e � ,r- i i i i . i�, ii ', .� s�. i i �* � i � m a k' J � i a' s .� � i - ° �� �, .i. a.: t �i i ■ ■� / '� � � A. i i •ri i. ®� � « � 1 a �ii i. } t �. ii N. �' � r -r N= r • .OA k A t d t l� � r r ema � � ti a � 8 � � �� �� l a � � - -� w �, e � �, .� r t �. .� w � � # ��� � � • "• h .� 0 t � �. .� �: �. i �, * . . A � :�a �: 8 w' y i - � e i y �'. i 1 F �.�' Weekday PM Peak Hour r •. !`d Ii # • � ,, -# 11 it 1 # i! �..� n *.# ■ ! 1. IN J F a. F F F lotW x # a F# # F '..� »� �: _... #.. �.... i YF �' �, ��; wit �+i ��..� �''�x ��. f.'.. R �"A R .'N' 4 `� � � ��" 1 �,.. �. �: # ° a .�" e � � x �: � a .�. �� ' � i �. ',, � ��. � � � . �� � 1 � � 1 k x#i !. �` . � � � � 9m #d a, �_ a , .t. 1 s �', a �� M 1 t IHCM Unsignali ed Intersection Capacity Analysis 2024 No wild Summer Condition 4; Cox Neck Road & Eder en Avenue Weekday PM Peak Hour tune Configurations Future Volume(Veh1h) 23 14 7 96 90 23 Of 4 . , .,w, � Grade 00 0% 0% P H Ptt t 7 B t7 } Hourly flown rate(vph) 26 16 8 109 103 2 Pitt } Lane Width(ft) igal Percent Blockage Median type None Nome Upstream signal(ft) p � l�tC�rt�� IM1A�✓d r . , t 1 if } l i 7 4 $t 3 vC,conflicting volume 241 116 129 n v vC2,stage 2 conf vol tC,single(s) 6. 6:2 4.1 pk} c, tlY(s) 3.5 3.3 2 2 } cM capacity(vehlh) 739 942 1469 Volume Taal 42 117 129 } U`crlume Bsr�ht 16 0 26 Volume to Capacity 0.06 0.01 0.08 roc ptt gift ) 4 ;0 { i 0 Control Delay�s) 9 7 0.6 0.0 r" �ipproach�e1ay�s) 9,7 0.6 0 0 Intersection Capacity Utilization 20.8% ICU Level of Service A., At k4ftt �. Stdnefield Engineering&Design Synchrc 11 Repeat 1' B2PM 10/05/202 fir.® MIS r r e r,r 9 Tr. r r r-•r r .r- r ®r K r sr® r r . s �r r a � a , r �� rr w - � ♦ r r .em a w�- r w�^ s � F a a a r « 8 HCM Signalized Intersection Capacity Analysis 2024 NoB ild Summer Condition Sound Avenue Weekday PM Peak Hour Lane Configurations Future volume�v�h� � dl {� t� � i dal� Tt�tal Est�me � a, t; .e I.. f rt lard t �f t S�patd,Mawr{prct) Y ® 5atd,Flc�u� u,> w ;,.. � � � li,.,A S;Nl ,,...,u,u �...,},.:'�..., t ,.#,... ..,r.t ...>„ s �,.J »„t,.✓n;t �.�.,£,c.`c .».,,,,v,� ".,. ..,,,.. .. Protected Phases Actuated Green, � f f Actuated 91C Ratio Ill �r z h Lane Grp C ��,.. f , ap�vh Unifrrn Incremental Delay,d2 s t ft Srft aas { y t{ i y o h s 3, JJ ..... .•S ....:n`i.,,S:.,,:.,� i„,t piNS. ., it .,.., r: l i.e. F 5.,,ss�bt�sti.`{tlF t CF �.,s. .,iSt S S4SS*� f 1$}tY if j ( t Level�3�SerVtCf: � . Approach IFS �l,-Jl�C4lpl 2Q Ccntrv}lq Delay tl a FtCt�iOt�Level of Service A § 1 1 t { f 3 s t Actuated Cye Lenth ) ,mt Icst trees} } Staneeld Engineering&Design Synchry 1 Report B2P l 10/05/2022 Saturday Peak Hour c w' �' � •i w � w i � w oil ai Aai wii; 'iN "i4 w 1i' i! i1 i1 i! it mill I ill!11 if ii i l i .. -• i ii iIF M l iI x i'®m a+x i' i' x iixr r ixx is ix x x w w• i i i i i i i i i i �,•. .. .. is �.,, .. �. +... _ �. ..y. w s ♦ f w i i i i i w �• " i 'o i i is i i i � i i 6 x e ii D' . • iif A w a ! w ii i HCM Signalized intersection Capacity Analysis 2024 NoBuild Summer Condition 1: Sound Avenue/Cox Lack Road & CFI 48 Saturday Midday Peak Hour 0 Lane Configurations Traffic Volume(vph) 00 Future Volume(vph) 60 60 Ideal Flour NOW, 190 1900 Lane Width 14 12 Total Lost time(s) 6.8 •;8 Lane LItiL Factor 1.00 1.06 Frt. 140 0,85, Fit Protected 0,97 1,00 Setd.Flow(prpt) 1940 1808 Fit Permitted 0.97 1.00 S td.Flow erm 1940 1668 Peak-hour factor,PHI* 4.90 0.96 Adj.Flow(vph) 67 07 RTOR Reduction(vph) 0 56 Lane troop Flow(vph) 180 1.1. Heavy Vehicles N 2% 3% Bus Block2 s, r 0 Turn Type; NA Perm Protected Phases t Permitted Phases Actuated Green, s) 12w0 12,0 Effective Green,9(s) 12.8 12:8 Actuated g/C Ratio 0.16 0.16 Clearance Time(s) 6.8 6.8 'vehicle Extension 4 3,0 Lane Grp Cap(vph) 310 250 vIs Ratio Prat v/s Ratio Perm 0.09 0,01 vic Ratio 045 0,04 Uniform Delay,d1 30.9 28.4 Progression Factor 1.00 1,00 Incremental May,d2 2.0 0.1 Delay(s) 32.9 28. Level of Service Approach Delay(s) 31J8 Approach LOS Stonefield Engineering&Design Synchro 11 Report' NB SAT 10/05/2022 r r b # a # #o r a' i .# � / t � 1 • � • f a a #1 # i HCM Unsignalized Intersection Capacity Analysis 2024 NoBuild Summer Condition 3: Sound Avenge & Ber en Avenue Saturday Midday Peak Hour : -- Lane Configurations , Traffic Volume(veh)h) 64 900 6,27 11 7 30 Future Volume(Vehlh) 64 90 627 11 7 30 Stn.Control Free Free stop Grade 0% %, Oslo Peak Four Factor 0.90 0.90 090 A90 0 0 90 Hourly flora rate(vph) 71 1000 697 12 3 33 Pedestrians Lane Widths(ft) Walking Speed( ) Percent Blockage Right turn,flan(veh) Median type None None Median storage ve ) Upstream signal(ft) p ,platoon unblocked vC,conflicting volume 709 1845 703 vC1,stage 1 copf vel vC2,stage 2 conf vol vCu,unblocked vol 709 1345 703 tC,single(s) 41 6.5 51 tCi 2 stage,(s),. tF(s) 2.2 3.0 3.3 pQ uOue free% 92 92 cM capacity(veh#h) 885 70 436 4 Volume Total 1071 709 1 Volume Left 71 0 8, Volume Right 0 12 33 cSH 55 ' 1700 217 Volume to Capacity 0:0 0.42 0,1 Queue Length 95th(ft) 7 0 17, Control Delay(s) 2,6 0.0 25.5 Lane LQS A D Approach Delay(s) 2.3 0.0 25.5 Approach LQS D 1 Average Delay 1 rrg Intersection Capacity Utilization 97.9% ICU level of Service F ,analysis Period(min) 15. Stone field Engineering&Design Synchro 11 Report NB2SAT 10/05/2022 HCM Unsegnalized Intersection Capacity Analysis 2024 IVoBuild_Summer Condition 4: Cox Neck Road & Bergen Avenue Saturday Midday Peak Hour Lane Configurations Traffic Volume( h1h) 9 11 7 103 122 19 Future Volume(Vdh/h) 39 11 7 103 122 1 Sign Control Stop Free, Free Grade 0% % 6% Peak Dour Factor 0.96 0.96 U6 U6 0,96 0.96 Hourly flow rate(vph) 41 11 7 107 127 20 Pedestrians Lane Width(ft) Walking-Speed(fYs) Percent Blockage Right turn flare(veh) Median type None None Median storage eh) Upstream signal(ft) pX,platoon until 'eel vC,conflicting volume 258 137 147 vC1,,stage 1 conf vot vC ,stage 2 conf vol vt u,unblocked vol 258 137 147 tC single( ) 6.4 62 4e1 tQ,2 stage(s) tF(s) 3.5 3.3 Z2 p0 queue free% 94 9 100 cM,capacity(vehlh) 729 917 1447 r Volume Tatal 52 1F�l 47 Volume Left 41 7 0' Volume Right 11 0 20 cSH 759 1447 1700 Volume to Capacity 0.07 0.00 0.09 u+eue Ler¢gth 9 th ft) 6 0 0 Control Delay(s) 10.1` 0. 0.0 Lane LS Approach Delay(s) 10.1 0.5 0.0 approach OS Average'Delay 19 Intersection Capacity Utilization 21,20 ICU Level of Service A Analysis P dod(min) 1 Stonefield Engineering&Design Synchro 11 Report N132 AT 1010 12022 HCM Unsignalized Intersection Capacity Analysis 2024 NoBuild Summer Condition Cox Neck Road/West Dill Road & Breakwater Road Saturday Midday Peak Hour a Lane Configurations Traffic Volume(veh/h) '105 51 64 61 2 121 Future Volume(V hrh) 105 51 54 6 2 121 sign control Free Free Stop, Grade 0% 0% 0 Peak Hour Factor 0.86 U6 0A GA 00 0.86 Hourly float rate(vph) 122 59 63 7 2 141 Pedestrians Lane Width(ft) Walking Speed(ft(s) Percent Blockage Right turn flare,(yeh Median type None None Median storage veh) Upstream signal(ft) p , latQdn oOWockOd v ,conflicting volume 70 370 66 vC sta e;:1 oor f vol v 2,stage 2 conf vol v u,unblock6d.vol 76 379 66 t r single( ) 4.2 6.4 &2 t 2 st s); tF(s) 23 3.'5 3. 8 que4e t' % 92 100 , 86 clot capacity(vehlh) 1506 683 994 Volume Total 181 70 13 Volume Left Volume Right 0 7 141 cSH 1606 1700 985 Volume to Capacity 0.08 0,04 0.15 uoue'Leng i 95th(ft) 0 13 Control Delay(s) &3 0.0 9.3 Lane LOS A A Approach Delay(s) 5.3 0=0 9.3 Approach,LOS A Av r ge Delay, 58 Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Par d(min) 15 Stonefleld Engineering&Design - S nchro 11 Report NB2SAT 10/05/202 HCM Unsignalized Intersection Capacity Analysis 2024 NaBuild Summer Condition & West Mill Road & Selah Lan /B-a iew Avenue Saturday Midday Peak Hour ,, --- Lane Configurations + Traffic Volume(ve ) 1 0 2 16 1 3 3 15 18, 4 1 Future"Volume(V"ehlh) 1 0 2 16 1 3 3 15 18 4 13 0 Sign control Stop stop Free Free Grade 0% 0% 0% 0%Peak Hour,Factor 0,8 , 0, 0 .80' ,80 U0 0:80 0.80 0.80 OX 0.80 U0` Hourly flow rate(vph) 1 0 2 20 1 4 4 19 22 ` 5 16, 0 Pedestrians Lane Width(ff) Walking ,Vs) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) p, ,platoon unbled vC,conflicting volume 68 75 16 66 64 30 16 41 uC1,stage,I confvol v2,stage'2 conf vol vu,unblocked vol 68 75 5 66 64 30 16 41 IC,single(a) Tj 6:5 &2 7.1 6.5 6.2 4A 4,1 tc,2 stages) t (s) 3.5 4.0 3.3 3.5 4.0 3.3 2,2 Z2 pO queue free 100 100 100 98100 100 100 100 cM capacity(vehlh) 920 815 1069 927 8 6 1050 1615 1581 1 t "Volume Total 3 25 45 21 Volume Leff 1 20 4 Volume Right 2 4 22 0 cSH 1014 940 115 1581 Volume to Capacity 0.00 0.03 0.00 0.00 Queue Length 95th ) 0 2 0 0 Control Delay(s) 8,6 8,9 0:7 1,8 Lane LOS Approach Delay(s) 8.6 8.9 0.7 1.8 Approach LOS A Average DePyM 3. Intersection Capacity Utilization 113% IDII Level of Service Analysis Period(min) 1 Stonefield Engineering&Design Synchro 11 Deport; N13 SAT 10/05/202 HCM Signalized Intersection Capacity Analysis 2024 NoBuild Summer Condition Sound Avenue Saturday;Midday Peak Hour ', Lane Configuration Traffic Volume(vph) 0 0 g 0 9 g Future Volume(vph) g Q g 0 D tt Ideal Flow(uphpi) 1900 1,900 19,00 1900 1 goo, 1,90 Total Lust time(s Lane'Util,Factor Fri Fit Protected Said.Flow(prot) Fit Permitted Sato.Flow rm Peak-(your factor,I HF 0.92 0M 0.92 9 92 0M 0.92 Adj.Flow(vph) 0 g 0 0 9 g R I UK Reduction(vph) g 0 g Lane rou Flow v h 2 0 g 0 0 0 To Type Perin Protected Phases Permitted Phases S Actuated Green,G(s) Effacbe,Greeri,g(s) Actuated g1C Ratio Clearance Time s Lane Grp Gap(vph) v/s Ratio Prot vfs Ratio Perm vIc Ratio Uniform[delay,d1 Progression'Factor Incremental[delay,d2 Delay a) Level of'Service Approach belay(s) L9a 9.:0 11 Approach LS A A A HCM 2GOO Control Delay 9,0 HCM 2000 Level of Service A HCM 2000 Volurne to C paeity ratl'o 9. Actuated Cycle Length(s) 22,5 Siam of lost time(s) 4. Infers- tipn rapacity utilization 0.0 t U Level of Service A Analysis Period(min) 15 c ;Critical Lane toup, Stonefield Engineering&Design 5ynchro 11 Report E SAT 10/05/2022 9% Construction Build Analysis Building Construction With Retaining Wall And Drainage (2024 Summer Season) Weekday AM Peak Hour *a '":.♦ . :eM #f.# if •ff •if #Ye #i9 ■i t B�:.A. #i'�.. �ii #ii u. • ♦ a • # • oil I" • i a •! of # # # HCM Signalized Intersection Capacity Analysis 2024 Build Summer Condition Sound Avenue/Cox Neck Road & CFI 48 Weekend Peak Flour Lane Configurations 1 ralc Volume VP h) 35 4 Future Volume(vph) 35 44 Ideal Flew(vPhpl) 1900 1900 Dane Width 14 12 Total Lost,time(s) U 6.8 Lane Util.'Factor 1.00 1,00 Frt 1.00 0.80 Fit Protected 0. 7 1.00 Satd.Flog(p t) 1792 1369 Fit Permitted 0.97 1 00 Said.Flout erm 171 109 Peak-hour factor,PHF 0.95 0.9 ).Flow(vph) 37 46, RTOR Reduction(vph) 0 41 Lame Group Flow(vph) 106 Heavy Vehicles % % 18% Turn Type NA Perm Protected Phases 8 Permitted phases 8 Actuated Green,G(s) 8.8 8.8 fedtive Greens g s) 8.8 8.8 Actuated grC Rao 0.11 0.11 Clearance Time( U 6.8 Vehicle Extensions M 10 Lune ;CAP h 197 180 v/s Ratio Prot v} Ratio Perm 0106 0,80 vlc Ratio 0.54 OM Uniform Delay,d1' 33.7 81`a8 Progression Factor 1.00 1.00 Incremental Delay, Z8 0.1 Delay(s) X5 31.9 Duel of;Service Approach Delay(s) 36.1 Appmach L S Q Stonefeld Engineering&[design Synchro 1'1 Report Bu2Al 2024 10/0012022 � a s`« i,... . is i• Mr '��. ®*._.. �.. ii. _ _ rr: irr Trr �r. ♦r i `i ■ � F i i a. Oi i t HCM Unsignalized Intersection Capacity Analysis 2024 Build Summer Condition Sound Avenue & Ber en Avenue Weekend Peak Hour Lane Configurations 7reftlo Volume(v h/h) 28 726 436 2 2 37 Future Volume(Vehlh) 28 726 436 2 2 37 Sign Control Free, Free Stop Grade 0% 0% 0% Peak lour Faotx 0, 7 0,97 ON 0,97 0.97 0197 Hourly flow rate(vph) 748 449 2 2 38 Pedestrians Lane Width(ft) 'l elking speed(ft s) Percent Blockage Rightturn'flare,(veh) Median type None None Median storage vets) Upstream signal(ft) Pkplatoop,unblocked vC,conflicting volume 451 1256 450 vC1I stage 1 corlf, of v 2,stage 2 conf vol vu,unblocked,vol 481 1260 480 tC,single(s) 4.2 6.9 6.2 t ,2 stage(a) tF(s) 2.3 4.0 3.3 pO queue free g7 99 94 cM capacity(veh1h) 1084 147 607 Volume Total 777 481 40 Volume Loft 29 0 2, Volume Right 0 2 38 cSR 1084 1700 628 Volume to Capacity 0.03 0.27 0.0 Quou Length 9 th,( ) 2 0 Control Delay(s) 0,7 0:0 124 Lan LO S A B Approach Delay(s) 0.7 00 1 .4 Approach LIS B fte Belay t�.8 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period(min) 18 Stonefield Engineering&Design Synchro 1'1 Report; Sl 2Alul2024 1 /0612022' HCM Unsignalized Intersection Capacity Analysis 2024 Build Summer Condition 4: Cox Neck Read & Ben en Avenue Weekend Peak Hour Lane Configurations Trafft Volume(vhlh) 27 133 91 34 Future Volume(Veh ) 27 8 3 133 91 34 Sign Control Step Free Free Grade 06% 0� 0% Peak H'our Factor 0,87 0. 7 0.67 '87 0;87 OX Hourly flew rate(vph) 31 9 3 153 105 39 Pedestrians Lane Width(ft) Walking Speed(f j Percent Blockage Right turn flare(vh) Median type None None Median storage ven} Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 284 124 144 v 1,stage 1 conf vol vC2,stage 2 conf veal vu,unblocked vol 284 14 144 tC,single s) 6.4' &2 4.1 t ,;2 stage(s) tF(s) 15 3.3 2.2 pO queue free 99 100 cM capacity(vehf ) 701 932 1451 Volume Total 40 156 144 Volume Left 31 0 Volume Right 9 0 39 OSH 742 141 1700 Volume to Capacity 0.05 0,00 0,08 Queue,Length 9 th,.,(1t) 4 0 tl Control Delay(s) 10.1 02 0,0 Lane LS S Approach delay(s) 10.1 0.2 0.0 Approach,LOS, S MEMMEMM Ayetaae IMIay Intersection Capacity Utilization 19.4% ICU Level of Service A Analysls Perlod(ruin) 16 Stonefield Engineering&Design Synchro 11 Report BU2AM 2024 10105/202 HCM Unsignalized Intersection Capacity Analysis 2024 Build Summer Condition Cox beck RoadANest Mill Road & Breakwater Read Weekend Peak Hour k a Lane Configurations Traffic Volume(v h1h) 48 91 50 0 1 50 Future Volume(Veh1h) 48 91 50 0 1 50 Sign Control Free Free ;Stop Grade 0% 0% 0% Peak Hour Factor 0,87 0;87 0.87 0,87 OW 0,87 Hourly flow rate(vph) 85 105 57 0 1 57 Pedestrians Lane Width(ft) Walking Speed(fps) Percent Blockage Might rr flar (veh) Median tyre Done None Median storage vh) Upstream signal(ft) p ,platoon unblo ked vC,conflicting volume 57 272 57 VC1,stage 1 ccorif vol vS2z stage 2 conf vol vSu,unblocked vol 57 272 57 tC,single(s) 4.3 6.4 6.2 tS,2 stae(s) tF(s) 2.4 3.5 3.3 pO queue tree 6 100 9 cM capacity(veh/h) 1423 694 1004 10 <, . Volume Total 1`60 57 58 Volume Left 0 1 Volume Right 0 0 57 cH 143 1700 996 Volume to Capacity 0.04 0,03 0.06 Queue'Length 95# : ) 8 0 5 Control Delay(s) 2.8 0.0 8.8 Lane LOS Approach Delay( ) 2.8 0.0 8.8 Approach LOS A Qa . °6 a Average Iley 3,5 Intersection Capacity Utilization 24,1% ICU Level of Service A Analysis Period(min) 15 Stonefreld Engineering&Design Synchro 11 Report B02AM 2024 10/051202 H M Unsignali ed Intersection Capacity Analysis 2024 Build Summer Condition 6: West Mill Road & Selah Lane/Ba` vier Avenue Weekend Peak Hour Lane Configurations Traffic Volume(veh/h) 0 0 14 0 1 1 71 7 1 20 0 Future Volume(Vehlh) 0 0 0 14 0 1 1 71 7 1 20 Sign Control Stop Stop Free Free Grade 0°l0 0% 0% 0% Weak Hour Factor 0.90 0.90 0,90 0.90 , 0.90 0A90 0.90 Ho 0.90 0.90 0.90 U0 Hourly flow rate(vh) 0 0 0 16 0 1 1 79 8 1 22 Pedestrians Lane Width(ft) Walking Speed(ftts) Percent Blockage Right turn flarb(vph) Median type None None Median stcrage,veh) Upstream signal(ff) p ,platoon unblocked, vC,conflicting volume 110 113 22 109 109 83 22 87 v 1;stage 1 copf vol v2,stage 2 conf vol v u,unlb,ocked vol 110 113 22 109 109 83 22 87 t ,single(s) 7:1 &5 6.2 7.2 6.5 6.2 4.1 4.1 t ,2 stage,(s) tF(s) 3.5 4.0 3.3 3.6 4.0 3.3 2.2 2. 00 queue free% 100 1100 100 18 100 109 100 100 M capacity(veh/h) 871 780 1061 852 784 979 1607 151 .w ,,. Volume Total 0 17 88 23 Volume Leff 0 16 1 1 Volume Right 0 1 8 0 c H 1700 869 1807 1515 Volume to Capacity 0.01 0.02 0.00 0.00 queue L n9th 95th(ft) 0 2 0 0 Control Delay(s) 0.0 9.3 0.1 0.3 Lane LOS A A A Approach Delay( ) O=O 9,3 0.1 0.3 Approach LO A Average belay ' 1.4 Intersection Capacity Utilization 14 5% ICU Level of Service A Analysis,Period(min) 115 tonefield Engineering&Design Synchrc 11 Report BD2AM 2024 10/05/2022 HCM Signalized Intersection Capacity Analysis; 2024 Build Summer Condition 8; Send Avenue Weekend Peak Hour Lane Configurations Traffic Votume(Vph) 0 0 0 01 0 0 Future Volume(vph) 0 0 0 0 0 0 Ideal Flow(vphpt) 190,0 1900 1900, 1900 1900 1000 Total Lost time(s) Lane UtIL Factor rt Flt Protected Satd.Flory(prat) Fit Permitted atd.Flow erm Peak-hotly factor,P iF 0, 2 OM U2 0.02 0.92 0.02 Adj.Flow(vph) 0 0 0 0 0 0 TR Reduction(vph) 0 0 0 0 0 0 Lane Groue Flog v h 0 0 0 0 0 rrt T p Perm" Protected Phases 4 errnitttxd:Phases; Actuated Green,G(s) Actuated g/C Ratio Clearrtiod Time Lane Grp Cap(vph) uls Ratio Prot v/s Ratio Perm v1c Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay,(s) Level of Service Approaoh'IOetay(s) 0.0 01'0 0.0 Approach LOS A A A HCM 2000 Control belay 0.0 HC 12000 Level of Service A HCM2000 Volume to Capacity ratio 0,00 Actuated Cycle Length(s) 2 . Sum of lost time(s) 4.5 I*rseotiop Cap ityb'ilization 0,0 ICU Level of rvlce Ai Analysis Period(rain) 16 c Crlfil Lane Giroux Stonefield Engineering&Design Synchro 11 Report Bi02AM 2024 10/0 120 2 Weekday PM Peak Hour HCM Signalized Intersection Capacity Analysis 2024 Build Summer Condition 1 Sound Avenue/Cox Neck Road & GR 48 Weekend Peak Hour m Lane Configurations ` Traffic Volume( ph) 3 4 901 79 1 57 91 0 0 0 98 Future Volume(vph) 64 901 79 1 1 576 91 0 0 1 9 Ideal Flow`(vphpi) 1900 1900 1 10 1 00 900 1900 1900 1900 1900 1900" 1gf 1900 Dane Width 12 10 12 10 10 10 12 12 12 12 12 1 "total Lost time(s) 8:1 81 8A 81 8.1 8.1 Lane Util.Factor 1.00 1.00 1.00 1.00 1,00 1.00 Frt1,t)0 1, 0 086 1.00 1, 0 0.86 Fit Protected 0.95 1.00 1,00 0.95 1,00 1,00 Said.Floaar;(prot) 155 1 , 107 1123827 1599 Fit Permitted 0,36 1.00 1.00 0,15 1.00 1.00 Satd.Flog,' errn 599 188 1507 175 1827 1599 Peak-hour factor,PHF 0,90 0.90 0,90 0,90 0,90 no a90 0,90 0.90 0.90 0,90 0,90 Adj.Flo+ (uph) 3 71 10 1 88 1 1 640 101 0 0 0 100 RTCR Reduction(vph) 5 0 0 30 0 0 0 35 0 0 Dane Group Flow(vph) 0 74 1001 58 0 2 640 66 0 0 0 0 Heavy Vehicles 0% 8% % 0% 0% 1 0% % 1% 0% 0% 0% 1% SOs 131ocka es 0 5 2 0 0 0 0 0 0 0 0 5 Turn Type Perm Perm NA Perm Perm Perm NA Perm Perm Protected Phases 6 Permitted Phases 2 2 2 6 6 6 8 Actuated preen, (s) 52.3 52.3 62.3 52.3 52.3 52.3' Effective Green,g(s) 5Z3 52.3 52.3 52.3 52,3 52,3 Adtuated,g/C Ratio 0,65 0.65 .0w 5 0.65 0165, 0,66 Clearance Time(s) 8.1 8.1 8.1 8.1 8.1 8A Vehicle Extens!o 1 10 3.0 3.0 10 3.0' Lane Grp Cap(vph) 391 1208 985 114 1194 1045 v1s Ratio Prot c0, 4' 0.35 v/s Ratio Perm 0.12 0.04 0.01 0,04 v1c;Ratio 019 0,83 0.06 01.02 0.54 0,00 Uniform Delay,d1 5.5 10,5 ,0 4.9 7A 5,0 Progression Factor 1,00 11.00 1,00 0.73 0.63 0:66 incremental Delay,a2 1.1 6,6 0,1 0.1 0.4 0.0 Delay(s) 6r5 1 a1 5.1 16 5,0, 33 Level of Service A B A A A A Approach'Delay is) 15 5 4:6 0.0 Approach L S B A A HCM 2000 Control Belay 141 HCM 2000 Level of Service B HMM"Vollonla to Capacity ratio 0.78 Actuated Cycle Length(s) 80,0 Sure of lost time(s) 14.0 Intersection C#aoltyLifillization 76.7°,I ICU Level`of'$erv16e1 D Analysis Period(min) 15 c C101 brae Group Stonefield Engineering&Design Synchro 11 Report 8D2SAT 2024 10/0512022 HCM Signalized Intersection Capacity Analysis 2024 Build Summer Condition 1: Sound Avenue/Cox Beck Read & CR 48 Weekend Peak Hour Lane Configurations Tr f fic olume(vpn) 60 11 Future Volume(vph) 66 115 Ideal Flow vphpl) 1900 1 0 Lane Width 14 12 Tonal Last time(s) 8,8 8 Lame Util.Factor 1.06 1.00 Frt 1.00 0. 0 Fit Protected 0.97 1 M Satd,Flow(prot) 1039 1568 Fit Permitted 0.87 1.60 S t .Flow ermn 1939 1668 Peak-hour factor,PHF 0.90 0. 0 A 1,Fidw( ph). 87 128 RTOR Reduction(vph) 6 108 Lane Group Flow( ph) 176 20 Heavy Vehicles 2% 3% Bus Bl a es±hr 8 Turn Type NA Perm Protected Phases Permitted Phases Actuated,Green, s) 1Z8 12,8 Effective Green,g(s) 12.8 12,8 Actuated Raatio 016 0.1 Clearance Time(s) 6.8 6.8 Vehicle l Xtenslon s 3.0 &0 Larne Grp Cap(vph) 310 20 vls Ratio Prot v/s Ratio Perm 0.09 0.01 v1e Ratio a5,7 0.08 Uniform Delay,d1 31.0 28.6 Progression Factor U0, 1,08 Incremental Delay,d2 2.4 0.1 Detay(s) 33,4 28,7 Level of Service C l Approach Delay si 31.E Approach LOS Stonefield Engineering&Design Synchra 11 Report Bt02SAT 2024 10/05120222 HCM Signalized Intersection Capacity Analysis 2024 Build Summer Condition 2: Sound Avenue & CFI 48 Weekend Peak Hear NO Lane Configurations TraBic'Volu e(vph) 992 01 0 557 158 10 Future Volume(vph) 913 0 0 557 158 10 Ideal Flow(uphpl) 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 11 4 Total Lost time(s 81 0.1 8.8 ti.8 Lane Ubl,Factor 1.00 1.00 1.00 1.00 Frt 1.00 1:00 1.00 0.85 Fit Protected 1.00 1.00 0.95 1.00 SAW,Flow(prat) 1863 1827 1711 1566 Fit Permitted 1.00 1100 0.95 1.00 Sdtd Flow rrrr 1863 102 1711 1588 Peak-hour factor,PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj.Flow( ph) 1012 0 0 568 161 10 R OR Reduction(vph) 0 0 0 0 0 8 Large rou 'Flow(uph) 1012 0 0 568 161 2 Heavy Vehicles 2% 0% 0% 4% 2% 10% Turn Type NA lA Prot Perm Protected Phases 2 8 4 Permitted Phases 4 Actuated Green„G(s) 52.3 52.3 12.8 12.8 Effective Green,9( ) 62.3 52' 12.8 12.8 Actuated g/C Ratio 0.65 065 0.16 5.18 Cleamnce Time(aj 81 5.1 8.8 6;8 Vehicle Extension s 3=0 8.0 10 3.0 Lame Grp-Cap,(uph) 1217 1184 73' 250 vts Ratio Prot c0,54 0.31 c0,09 vis Ratio Perm 0,00. v1c Ratio 0.83 0 .59 0.01 Uniform Delay,d1 1015 7.0 81.2 28,3 Progression Factor 0.40 1.00 1.00 1.00 Incremental Delay,d2 4.1 0.3 12 0;0 Delay(s) 8.9 7.3 34.4 28.3 Level of Service A A C C Approach Delay(s) 8,9 7.3 34.0 Approach L A l tCM 2000 Control Belay 101 HCM 2000 Level of ServiceliffEM&I B HCM 2000 Volume to Capacity ratio 0.78 Actuated C c e'Length(s) 80 0 Sum of lost time ls) 14;g Intersection Capacity Utilization 73.4% ICU Level of Service C Analysis Perlod(min) 15 Critical Lane Croup Stenefield Engineering&Design Synchro 11 Report BI92SAT 2024 10 05/2022 F CM Unsig alizad Intersection Capacity Analysis 2024 Build Summer Condition Sound Avenue & Ber en Avenue Weekend Peak Hour Lane Configurations Traffo Volume,(veh/h) 64 , 910 682 '11 7 30 Future Volume( ehth) 64 910 682 11 7 30 Sign Control Free Free stop Grade 0% % 0% Peak'Hour Factor 0.90 O. 0 0.90 OM 0.90 OM90 Hourly flow rate(vph) 71 101'1 758 12 8 3 Pedestrians Lane Width(ft) Walking Speed fts) Percent Blockage lght turn fair veh) Medan type None gone Median storage vets) Upstream signal(ft) p r platoon unblocked. v „conflicting volume 770 117 '764 v1,stage 1 confvul vC2,stage 2 conf vol vCu,unblocked vol 770 1917 764 tC,single( ) 4,1 6.5 6.2 tC,2'stage(s) tF(s) 2.2 3.6 3.3 pO queue tree 92, 87 02 Glut capacity(vehlh) 840 63 402 4 Volume Total 1082 770 41 Volume Left 71 0 8 Volume Right 0 12 33 cSH 840 1700 196 Volume to Capacity 0.08 0.45 0.21 (queue length 96th(9) 7 0 19 Control Delay(s) 2.5 H 281 Mane LOS A C Approach belay(s) Z5 0.0 281 Appre D Average Delay 2A Intersection Capacity Utilization 101 3%, ICU Level of Service G Anelysls Period(mjn) 1 Stonefield Engineering&Design Synchrc 11 Report BC 2SAT 2024 10/05/2022 H M U signalized Intersection Capacity Analysis- 2024 Build Summer Condition Cox Neck mad & Bets en Avenue Weekend Peak flour Dane Configurations Tr ffic oli me(vehlh) 1,1 7 114 183 19 Future Volume(Veh1h) 39 11 7 114 183 19 Sign Control, Stop Free . Free Grade 0% 0% (1�"r'� Peak Hour: actor 0,96 0.96 0,96 0.96 0A 0m96 Hourly flow rate(vh) 41 11 7 119 191 20 Pedestrians Lane Width(ft) Walking Speed Ott s) Percent Blockage Right turrt flare(veh) Median type none None Median storageveh) Upstream signal(ft) p ,pletoon unblocked vC,conflicting volume 334 201 211 v1,stage conf vol v 2,stage 2 conf vol v u;unblocked vol 334 201 211 tC;single(s) 6.4 6.2 4.1 tr 2 stage 4s) tF(s) 3.5 13 2.2 p9 queue free#/o 94 99 99 cM capacity(veh/h) 656 845 137 Volume Total 52 126 211 Volume Lei 41 7 0 Volume Right 11 0 20 c$H 688 1372 1700 . Volume to Capacity 0.0 0.01 0.12 Queue Length 95 ,(ft) 6 0 0 Control delay(s) 10.7 0:5 U Lane LO ! B Approach Delay(s) 10.7 0.5 0.0 approach LOS 8 4 avrega C'�lsy 1:6 Intersection Capacity Utilization 21.7% ICU Level of Service A Analysis Pend(miry) 5 Stonefield Engineering&Design Synchro 11 Deport BC 2SAT 2024 10/05/2022 HCM Unsignall ed Intersection Capacity Analysis 2024 Build Summer Condition 5: Cox fleck RoadNVest=l+`Plill Road & Breakwater load Weekend Peak Hour M Lane Configurations Traffic Volume(veh ) 62 115 6 2 121 Future Volume(Vehth) 105 62 115 6 2 121 Sign Conl Free Free, stop Grade 0% 0 0% Peak Hour Factor 0.86 0, 6' 0,,86 0,00 0.86 486 Hourly flow rate(vph) 122 72 134 7 2 141 Pedestrians Lane Width(ft) W lking Speed fts Percent Blockage ihtfua flare(veh) Median type None None Median storage veh) Upstream signal(ft pX,platoon unblocked v ,conflicting volume 141 44 138 4 ,:stage I oonf vol v2,stage 2 conf vol vu,unblocked vol 141, 454 138 tC,single(s) 4.2 6.4 6.2 tC;"2 st '(s) tF(s) 2.3 3.5 3.3 pO queue free 91' 100 84 cal capacity(veh1h) 1418 519 96 Volume Total 194 141 143 Volume Left 122 0 2 Volume Night 0 7 141 cSH 1418, 1700 899 Volume to Capacity 0,09 0.08 0A 6 0eue1ength 95th(ft), 7 0; 14 Control Delay(s) 5.2 0. 98 Lade LC3S A Approach Delay(s) 5.2 0.0 9.8 Approach LS A Au re e Ctelay 5,0 Intersection Capacity utilization 33.1% ICU Level of Service A Analysis Perini(mirk) 15 Stonefield Engineering&Design S nchro 11 Report BD SAT 2024 10105/2022 HCM Urtsigrtalized Intersection Capacity Analysis 2024 guild Summer Condition West Mill Read & Selah Lane1Ba view Avenue Weekend Peak Hour 4^^ e,. A 0 Lane Configurations + Trafllc Volume(veh/h) 1 0 2 16 1 8 8 26 18 4, 74 CP Future Volume(Veh/h) 1 0 2 16 1 3 3 26 18 4 74 0 Sign Control stop Stop Free Free; Grade 0% 0% 0% °f ,Peak Hour aotor U01 UO OZ U0 Ol 00 0.80 0,80 0,80 11.80; 0,80 0;80 Hourly flaw rate(vph) 1 0 2 20 1 4 32 22 a 02 0 Pedesla Lane Width(ft) tWalking s " (Ells) Percent Blockage Rig tturh dare(velr) Median type None None Mdian storage vel) Upstream Signal(ft) pX,platoon untalocked vC,conflicting volume 158 164 92 106 153 43 02 54 41,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 1 164 92 55 153, 43 02 4 tC,single( ) 7.1 6,5 &2 7.1 6.5 6.2 4.1 4.1 tC;,2 stage(s) tF(s) 3.5 4.0 3.3 3z 4.0 13 2.2 Z2 p0 queue free% 100 100 100 8, 100 100 100 100 cM capacity(veh/h) 806 728 971 811 738 1033 1515 15,64 Volume Total 3 25 58 97 Volute Left 1i 20 4 8 Volume Right 2 4 22 0 cSH 009 836 1515 164 Volume to Capacity uO 0.03 bm 0.00 Queue,Length 0 ttr ft) u 2 0 0 Control Delay(s) U 9.4 U 0.4 Lace LS A A A A Approach Delay(s) 0.0 9,4 0.5 0,4 Approach Los Avenge Cldlay 1 Intersection Capacity Utilization 15.1% ICU Level of Service A Analysis Period(min.) 1 stonefield Engineering&Design — ynchro 11 Report BD2 AT 2024 10105/202 HCM Signalized intersection Capacity Analysis 2024 Build Summer Condition & Sound Avenue Weekend Peak Haug Lane Configurations ► Tragic Volume(vph) 0 0 0 0 0 0 Future Volume(vph) 0 0 0 0 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900, 1000 Taal Lost time(s) Lane Util.Factor Frt Fit Protected Satd.Flow(prot) Fit,Permitted Satd.Flog(perm) Peak-hourWor,PHF 0,92 0.92 O,92 0d02 0,92 0,02 Adi,Flow(vph) 0 0 0 0 0 0 RTO'R Reduction(vph) 0 0 0 0 0 Lane Crou Fiov vph) 0 u 0 0 0 0 Tian Type Perm Protected Phases Permitted Phases S Actuated Green,C(s) Effective Green,0( Actuated C Patio Clearance Time s Lane Grp Cap(vph) A Ratio Prot v/s Ratio Perm vlc Ratio Uniform Delay,d1 Progroioiloh Factor Incremental Delay,d2 Delay(4) Level of Service Approach Delay(s) 0.0 0„0 .0.0 Approach LDS A A A HCM 2000 Control Delay 0,0 HCM 2000 Level of Service A HCM 2000 volume to Capacity ratio OMActuated Cycle Length(s) 225 Sum of lost tine(s) 4:5 lntersectipn Cap ci +Ufftat on 0.0% ICU Level of SeNce A Analysis Period(min) 10 c Utical Lane Croup Stonefield Engineering&Design Synchro 11 Report SD2SAT 2024 10105/ 022 Saturday Peak Hour sp4 N '� ! � N.N r � ` ! ■' 1 � , E• � `" y a A• � � " �' n � "y " F " yy !y y` Q 9# .,. �, t �.r: � �: r: �r ��.� n.� �.r �e..n ��.p �". �� "f " "' y x� .. e ;; * � � # 1; m - � m a t *" i �- "__ �' � 1 ". ! ! ' � ! 1 ! 1 1 . 1 N � � r ^ < w !^ " � A. 1. i. 1, A.. "f'R M. �' . " �' f a .! ! #' � a ° !1 i � HCM Signalized intersection Capacity Analysis 2024 Build Summer Condition 1: Sound Avenue/Cox Deck Road & CR 48 Weekend Peak Hour ;< Lane Configurations Traffic Volume( p ) 44 89 Future Volume(vph) 44 99 Ideal Flow(vphpl) 1900 1900 Lane Width 14 12 Total Lpst lime(s) 8 83. Lane Util,Factor 1.t 0 1.010 F t 100 0,85, Fit Protected 6,97 1.00 Satd.Flown(prot) 1929 150 Fit Permitted 0. 7 I M Said,Flog earl 1029 1,1509 Peak-hour factor,PHF 0.55 OM j,Flow(vph) 46 104 RTcR Reduction(vph) 0 89 Lane.Group Flaw ph) 14 15 HeayX Vehicles 0% 7% Turn Type A Perm Protected Phases Permitted Phases 8 Actuated Green,G tsl 128 1 .8 Effective Green,9 tsg 1,24 12.E Actuated tC Ratio 0,14 0.14 Clearance Time(s) 8.8 Vehicle Extension,s 3,0 &0 Lane,Grp ap'(vp ) 274 214 vfs Ratio Prot vas R do Penn OM Obi v/c Ratio 0.38 ON Uniform Gary,d1 35,0 3:4 Progression Factor 1.00 1.00 Incremental Belay,d2 0.9 0.1 Delay(s) 35.0 3 .5 Level of Swim D Approach Delay(s) 347 Approach L ME onefield Engineering&Design Synchro 11 Report G2Plvl 2024 10/05/2022 HCM Signalized Intersection Capacity Analysis 2024:Build;Summer Condition 2: Sound Avenge & CR 48 Weekend Peak Hour Lane Configurations Traffib,Volume(vph) 663 0 6 855 141 9 Future Volume(vh) 63 0 0 855 141 9 Ideal Flo (vphpl) 1900 1900 1900 11,900 , 1900 '190 Lane Width 12 12 12 12 11 14 Total Lost fl (s) 8.1 6,1 6.8 6�8 Lane Ubl,Factor 1.00 1.00 1.00 1.00 Fn 11 1,00, 4,00 0,85 Fit Protected `'66 1 M 8.35 1 M Satd,Plow(prot) 1863 177 .1728 172 Fit Permitted 1.00 1M 0.95 1.00 Said.Flow 1863 1776 '1728, 17,23 Peak-hour factor,PHF 0.97 0,97 0.97 0.97 0.97 0,97 Adj,Flo Vph)' 604 6 0 .381 145 9 R OR Reduction(vph) 0 0 0 0 0 8 Lane Group t'lauv(vph) 684 0 6 '881 145 1 Heavy Vehicles °lcr 2% 0% 0OX, 7% 1% 0% Tarn Type NA, NA', Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green,G(s) 62,E t3 12.8 12.8 Move preen, s) 623 623 12 8 12.8 Actuated C Ratio 0.69 0.6 9.14 ON Clearance 1<m ) 8.1 ;1 6.8 6,8 Vehicle Extension s 3.0 10 3.0 3.0 Lane, r p(uph) 128 '1229 245,, 245, vls Ratio Prat 0,37 cOM cO.08 vt Ratio Perm 8. p vlc Ratio 0,53 0.72 0.59 0,01 Uniform Delay,d1 6.7 8,5 6a2 33�1 Progression Factor 0.44 1,00 1.0ft 1.00 Incremental Delay,d2 1.4' 2,0 3.,8 0, Delay(s) 4, 10.5 40.0 33.1 Level of Service D C Approach Delay(s) 4.4 1t1.5 29,6 Approach'LOSA B D 1126Q Cor1#rot C�eley 1 .6 HCr�t 2060 feel df Service 13 HCI 200�0 Volume to Capacity ratio 0 60 Actuated Cycle Length s) 90.0 Sumr o lost fi a s) 14.9 Intersection Capacity Utilization 652% ICU Level of Service C Analysis Prlod(rain) 15 c Critical Lane group tonefield Engineering&Design Synchro 11 Report RD2PM 2024 1 /051202 HCM U slgnalized intersection Capacity Analysis 2024 Build Sumter Condition Sound Avenge & Bergen Avenue Weekend Peak Hour Lane Configurations Traffic Volume(vehlh) 31 5 5 922 8 36 Future Volume(Vehlh) 31 535 922 9 8 38 sign ontrel 'Free Free stop Grade 0% 0% 0% Peak Hour Factor 0.93 0.93 0.93 0 93 0:93 0093 Hourly flog rate(vph) 33 575 91 10 9 41 Pedestrians Lane Width(ft) alkiir ` ed(fps) Percent Blockage Right turn flare(veil) Medan type None None Median storage veh Upstream signal(ft) p plat orr unblocked,, v ,conflicting volume 1001 1637 996 u 1;stele 1 con f,Vol v2,stage conf Vol v u,unblocked voi; 1001, 1 37 996 t ,single(o) 4.1 6.4 6.3 t ;2 soe S tF(s) 2.2 15 3.4 p0 queue free 9 02 86 CM capacity(vehlh) 688 107 285 Volume Total 608 1001 00 Volume Left, 33 9 Volume Right 0 10 41 cH : 688 1700 219 Volume to capacity 0,05 0.59 0.23 CuJOUe LeA th,,95th(ft) 1 control Delay(s) 1.3 0.0 262 Lane Los Approach Delay(s) 13 0.O 26.2 Aproph L{ Rw+ rage0lelay 13 . Intersection Capacity Utilization 63.5% ICU Level of Service B Analysis Period(rriirt) 15 Btonefleld Engineering&Design Synchro,11 Report BD2PM 2024 1 /05/2022 HCM Unsignalized Intersection Capacity Analysis 2024 Build Summer Condition 4: Cox deck Road & Ser en Avenue Weekend Peak Hour Lane Configurations Traffic Volume(vehlh) 23 14 7 106 151 23 Future Volume(Veh1h) 23 14 7 106 151 23 lgn con l Stop Free Free Grade % % 0% Peak dour Factor 0.$ .0.67 0, 7 0,87 0.87 OX Hourly flora rate(vph) 23 16 8 1`22 174 26 Pedestrian Lane Width(ft) Walklpg Speed(jVs Percent Blockage Rlght:fum dare(ueh) Median type Mane None Median storage ueh) Upstream signal(ft) p ,pl$toontnblocked vC,confilctng volume 325 187 200 uC1,stage 1 coot Vol vC2,stage'2 conf vol vC ,unblocked vol 325 187 200 tC,single(s) 6.4 6.2 4.1 tC, stage(s) tF(s) 15 3.3 2:2 p0 queu&free 96 98 89 cM capacity(veh/h) 661 860 1384 Volume Total 42 130 200 Volume Left' 26 8 0 Volume Right 16 0 26 cSi 725 1384 1700 Volume to Capacity 0.06 0,01 OA 2 Queue,Lengtl195th(ft) 5! 0 0 Control Delay(s) 10.3 0.5 0.0 Labe LDS B Approach Delay(s) 10.3 0.5 00 Approach,LOS ;Avarage Delay 103' Intersection Capacity utilization 21.3% ICU Level of Service A Analysis Rerlod(mla) 1' Stnefield Engineering&Design Synchro 11 Deport B 2PM 2024 10/05/2022 H M Unsignalized Intersection Capacity Analysis 2024 Build Summer Condition 5: Cox Neck RoadANest Mill Road & Breakwater Read weekend Peak Hour Lane Configurations ' Traffic Volume(vehr) 66 76 109 0 2 48 Future Volume(Vehfh) 66 73 109 0 2 48 Sign Control Free Free 5fiap Grade 0% 0% 0% Peak Hour Factor 0,90 0.90 0190 0,90 'Uo Q.W Hourly flow rate(vph) 73 81 121 0 2 53 Pedestrians Lane width(ft) Walking Speed(ftls) Percent Blockage Right torn flare(veh Median type Nara None l"an'sto ge veh Upstream signal(ft pX,platoon unblocked vC,conflicting volume 121 348 11 V01,stage donf Vol vC2,stage 2 conf vol v u,unblocked vol 121 348 1,21 tC single(s) 4.1 '6,4 6.3 tC, stage s) tF(s) 22 3.5 3.4 p0 queue tree,% 96 94 CM capacity(vehlh) 1448 620 912 Volume Total 154 121 66 Volume Left 73 0 2 Volume Right 0 0 83 oSH 1448, 1700 896 Volume to Capacity 0,05 0.07 0.06 ueua Length 95th ftj 0 6 Control Delay(s) 3.8 0,0 9,3 Land LtSA A Approach Delay(s) &8 0.0 93 Approach LOS A Ave Coley 33 Intersection Capacity Utilization 241% ICU Level of Service A Ands Period(min) 16 Stonefield Engineering&Design Synchro 11 Report BD2Ph120 4 10/0512022 it r i ■'. i.. 4 .i" rs . i a + i a �i.'.• i. A, t is HCM Signalized Intersection Capacity Analysis 2024 Build Summer Condition $' Sound Avenue Weekend Peak Hour a Lane Con1guration Trafic Volume(yph) 0 0 0 0 0 0 Future Volume(vph) 0 0 0 0 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1190 Total Lost time(s) Lame LIM.Factor Frt Fit Protected Satd.Flow(prat) Fit Permitted Satd.Flour(perm) Peak-hodrt tdr;PHF' ON 0.92 022 0..92 0,92 0 Adj.Flow(`vph) n 0 0 0 0 4 RT R Red ctlon(vph) 0 0 4 0 0 0 Lane t rou Flog(vphj 0 0 0 0 0 0 Tint Type Perm Protected Phases P rmi#ed Phases Actuated Green,C(s) ffdtive green,g( ) Actuated g/C Ratio; Clearance Tlme s Lane Grp Cap(vph) ins,Ratio Prot vls Patio Perm vlc Ratio Uniform Delay,d1 Prngressio Ftor Incremental Delay,d2 Delay(s) Level of Service Approach Delay(s) 0.0 0,0 0.0 Approach LOS A A A HCM 2000'Control Delay 0,0 HCM 2000 Level of Service A HCM,2000 vume to Capacity ratio 0,00 Actuated Cycle Length(s) 22.5 Sum of lost time(s) 4.5 Intersection Capacity Utili etion 0. ° ICU level of Service A Analysis Period(min) 15 c Critical Lane Group Stonefceld Engineering&Design Synchro 11 Report BD2PM 2024 101051202 Construction Build Analysis Phase 1 Excavation - Alternate (2024 Spring Season) Weekday AM Peak Hour ., � # . a :: M � �. a -. r J a a a,'. � � r aii a�,i °ii i �ii aii *i; "# aiF °i °i�F aid r� i � i i e * a � : m • it ii ti ii �� ili if i i i s i Ii i s i : a M v ° a � � �f a as r a• « � � ; i of � '"' i • i �� i �* 1sa i «a Mis i �♦ iw. . i �� is ire its i pia +t a a • �a � � a i *' i e e � a � � : �; i a a i i '+ �� a ar rY i` �r ip it i,. iY __ a a':r r �. '.M �. w. .$ r. �. a '� i i 0 a a r { i ( ! 4 # i ". ate- i ii ii ii iia '". rp i � •' Mir � !� 1 � � 1. i �� ' r r' ii' Ibi' i1 i i � ai # ii . ® i • i i i ii �: � �,. *. i � A. � A. k. i. i. �` ili � r .�. • i ar " .a "" a :i �, � k �. �. .Ms f ri 's`a N g m. 4® i } :r � i , a � i i HCM Signalized Intersection Capacity Analysis 2024 Build Spring Condition ALL 1: Sound Avenue/Cox Mack Road & CR 48 Weekday AID Peak Hour Lanes onfiic3uration Traffic Volume(vph) 37 Future Volume(vph) 3 Ideal Flow( phpl) 1900 Lane Width 1 Total Lost time(s) 6,8 Lane Util.Factor 1.00 Frt 0.8 Fit Protected 1.00 M Flown prat 1568 Fit Permitted 1,00 Said.Floe arm 1668 Peak-hour factor,PHF 0,86 Adj.Flog(vph), 43 RTOR Reduction(vph) 38 Lade Group Flow(vph) 5' Heav Vehicles % 3% Turn Type Perm Protected Phases Permitted Phases 8 Actuated Green,G( ) 10.0 E ve' rn, 10.0 Actuated gJC Ratio 0.12' Clearance Time(s) 6 8 Vehicle Extension 10 Lane Grp Cop(vph) 106 vls'Ratio Prot v19 Ratio Perim 0.00 vlc Ratio 0,03 Uniform'l elay, 1 30,7 Progression Factor 1.00 Incremental Delay;d2 0.1 Delay(s) 30,8 Level of Service l3 Approach Delay(s Approach L S Stonefield Engineering Design S nchro 11 Report BD1A t12024 ALT 10/05/ 02 ! � ,.. M i F '. 9 @ p +'. A t a. v i, "" r r Y� 4 ! * 1N ,,� � � .� ti !! � •` �1 ■ y _. ■ y_ _._ _ �. ..� ,� � ___ ___ &...- w� 'P� } a 4 .� 1 � i � .. a � o w ! 1 ! M '. � 1 � 1 �� 1 � 1 1F � 1 a � 4: it '° �. i �.A.g M� ��� i 1 k -.. .. �,. t �• Fd i � 1 r • i �, � � ', "'"11' '� HCM Urtsignalized Intersection Capacity Analysis 2024 Build Spring Condition ALT 3 Sound Avenue & Bergen Avenue Weekday AM Peak Hoar '` —► — Lane Configurations Traffic-Volume,(veh/h) 33 8g 501 2 2 47 Future Volume(Veh1h) 33 866 501 2 2 47 Slgn Control Free Free Stop Grade fJ% 0% g% Peak Hour Factor UT 0.97 N OX 0..87 0.97 Hourly flow rate(vph) 34 831 516 2 2 48 Pe,destrlan Lane Width(ft) Walking s) Percent Blockage Right turn flare(veh Medan type None done Madlan storage veh Upstream signal(ft) p ,;platoon nblocked vC,conflicting volume 518 1416 517 VC I,stage I conf yr l vC2,stage 2 conf vol vCu,unblocked vol 51.8 11 , , 17 tC,-single(s) 4.2 6.9 6.3 tC,2 stage(s) tF(s) 23 4.0 3.4 p6 queue free 97', 8 81 cM capacity(vehlh) 1023 115 539 Volume Total 865 518 64 Volume Leff 34 0 2 Volume Right 6 2 48 cSll 123 1700 47 Volume to Capacity 0.63 0.30 6.11 CNeue Length 9 th(ft) 3 u 91 Control Delay(s) H 0.0 13.6 Lane Los A Approach Delay(s) 6,9; 0.0 136 Approach I-OS B Avreg i3e�a 1 a Intersection Capacity utilization 79.2% ICU Level of Service D Analysis Period,(rnln) 15 Stonefeld Engineering&Design nchro 11 Report BDIAM 2024 ALT 10105/2022 HCM Unsignalized Intersection Capacity Analysis 2024 Build Suring Condition AL 4- Cox Neck load & Bergen Avenue Weekday AM Peak Hour Lane Configurations Traffic Volume(veh/h) 31 9 4 108 95 44 Future Volume(Veh/h) 31` 108 95 44 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.87 0.87 OR 0.37 9e87 0.187 Hourly flog rate(vph) 36 10 5 124 100 51 Pedestrians Lane Width(ft) Walking pd(ftls). Percent Blockage Right turn flare(ve ) Median type None None Median storage veh) Upstream signal(ft) p ,platoon unblocked vC conflicting volume 263 134 160 vC1,stage 1,cofif vol vC2,stage 2 conf vol vCu,unblocked vol 269 134 160, tC,single(s) 6.4 6.2 4A tC,2 stage(s), tF'(s) 3.5 33 2.2 p0 queue free°, 95 '99 100 cM'capacity(vehlh)' 714 020 1432 all Volume Total 46 129 160 Volume Left 36 5 0 Volume Right 10 0 51 oSH 750 1432 1700 Volume to Capacity 0,06 0,00 0.00 Queue Length 95th ft) 5 0 Control Delay(s) 10.1 0.3 0,0 Lane LCS B Approach Delay(s) 101 03 0 0 Approach LOS B mobil ON Average'Delaym 15 Intersection Capacity Utilization 18.9% ICU Level of Service A Analysis Period(min) 16 Stonefield Engineering&Design Synchro 11 Report B131 AM 2024 ALT 10105/2022 HGM Unsignali, ed Intersection Capacity Analysis 2024 Build Spring Condition ALT' 5; Cox Neck Road Jest Mill Road & Breakwater Road Weekday AM Peak Hour Lane Configurations Traffic Volume(vehth)' 56 8 51 0 1 , 58 Future Volume(Vehfh) 56 58 51 0 1 58 t h Control Free Frei* Stop Grade 0% 0% 0% Peak flour Factor 0.87 0,87 0�87 0,87 0.87 0,87 Hourly flour rate(vph) 64 67 59 0 1 67 Pedesians Lane Width(ft) Walking Spg t(tt1s) Percent Blockage Right turn flare{veh Median type None None Median storage:veh) Upstream signal(ft pX platoon'unblocked vC,conflicting volume 58 254 59 vC ,stoge,l,00nf vol vC2„stage 2 conf vol vCtr;unblocked vol 254 69 tC,single(a) 4,9 6.4 61 tC,;2 stage s) tF(s) 2A 3.5 3.3 p0 queue free% 95 100 S3 cM capacity(vehth) 1421 706 1001 Volume Total 131 59 68 Votrtrne Left 6 l Volume Right 6 0 67 cSH , 1421 17010 906 Volume to Capacity 0.05 0.03 0.07 Queue Length 95 ft) 4 6 `6 Control Delay(s) 3.9 0.0 8. Lane LCS A Approach Delay(s) 3.9 00 8.9 Approach LCS t' Average f lay 4.3 Intersection Capacity Utilization 23.1% ICU Level of Service A Analysis Period(rain) 15 Stonefield Engineering&Design Synchro 11 Report DI AM 2024 AL1 16105120 2 HCM Unsignalized Intersection Capacity Analysis 2024 Build Spring Condition ALT 6 West Mill Roach & Selah Lane/Ba view Avenue weekday AM Peak Hour — 4,- AN t Lane Configurations Tra c Volume(vehlh) 0 0 0 20, 0 1 1 45 9 1 18 Future Volume(Veh/h) 0 0 0 20 0 1 1 45 9 1 18 0 Sign control $top stop Free Free . Grade 0% 0% 0% 0% Peak Dour Factor 0,90 0.90 0 90 0.90 0 90 UO HO 0.90 0.90 Ow90 HO 0"90! Hourly flow rate(vph) 0 g 0 22 0 1 1 50 10 1 20 0 Pedestrians Lane width(ft) Walking Speed(ftls) Percent Blockage Right turn fiar (veh) Median type None None Median storgevh Upstream signal(ft) X,platoon unblocked vC conflicting volume 80` 84 20 79 79 55 20 60 vC ,stage I conf vol vc2,stage 2 cord vol v u,unblo ked vol 80 84 g 79 79 55 20 60 tC,single(s) 7.1 6.5 61 7.2 6.5 6.2 4.1 4.1 tC,2stage(s) tF(s) 3.5 4.0 33 3.6 4.0 3.3 2.2 2.2 ptl queue free% 100 100 100 98 100 100 100 100 cM capacity(vehlh) 911` 809 1064 892 814 1018 1609 1556 Volume Total 0 23 61 21 Volume Left 0 22 1 1 Volume Right 0 1 10 l 1700 897 1609 1566 Volume to Capacity 0,00 0.03 0.00 0.00 Queue*Length 95th(ft) 0 2 0 0 Control Delay(s) 0.0 9.1 0:1 OA Lane,LOS A A A A Approach Delay( ) 0:0 9.1 01 0.4 Approach,L OS A Average Delay 21 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis period(mitt) 15 Stonefield Engineering&Design S nchro 11 Report BD1AM 2024 ALT 10/0512022 HCM Signalized Intersection Capacity Analysis 2024 Build Spring Condition ALA` 8. Sound Avenue Weekday AM Peak Hour Lane Configurations Traffic Volume(vph) 0 0 0 g g tl Future Volume(vph) g' g 0 g p q Ideal Flow(uphill) 1909 1900 1999 1909 1900 1900, Total Lost tine(s) Lame Util,Factor Frt Fit'Rotected Satd.Flour(prat) Fit Permitted Satd.Flow rm Peakv�hourfactor,PHF 012 U;9 9,92 04 9a92 ,92 Adj.Flow(vph) 0, t) 0 9 0 0 RTOR Reduction(vph) 9' 01 4 0 9 Lane Groug Flov v'h 0 0 9 0 0 g Turn Type Perris Protected Phases 4 Permitted Phases # Actuated Green,G(s) Effective Creeat,g(s) Actuated g/C Ratio Clearance Tlnne s Lane Grp Cap(vph) v/s Ra#o Prot vls'Ratio Para vfo RA#o Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service p `ch Celay,.(s) U 9.0 Approach LOS A A A HCM 2999 Control Delay ' U HC t 2900 Level of Service A HCM 2000,Volome-toC apacity ratio 0.00 Actuated Cycle Length(s) 225 Sum of lost time(s) 4.5 Intersection Calpacity,Utilization 9. W, ACU Level of ice A Analysis Period(min) 15 c 04ccal brae Group tonefield Engineering&Design Synchro 11 Report BD1 AM 2024ALT 19195/2022 Weekday PM Peak Hour /Y M Jt i r. ,r . w 1 ! s • i a.. i ,. ..: i is ' i l,.1' •;'1 �.., i.g, a�,.�. i i. i l ° 4 ° * * :... t 1i 41 oil 1! �N 1 ! 'J 6I R ■ R s � a a i a g. ii + + HCM Signalized Intersection Capacity Analysis 2024 Build SpringCondition ALT 1 w Sound Avenue/Cox beck Road & CR 48 Weekday Ply Peak Hour Larne Configurations Traffic Volume(vph) 46 58 Future Volume(vph) 46 5 ideal Flow(vphpl) 1900 1900 Lane Width 14 1 To al'Losttime(s) 6.8 5. Lane Util.Factor 1.00 1.00 Frt 1 M 0.8 Fit Protected 0.97 1,00 atd.Flog prt) 1930, 13 Fit Permitted 0.97 1.00 Satd,Flow(Perm) 1,930 1538 Peak-hour factor,PHF 0.94 0.94 Adj,Flog( ph) 4 '62 RTOR Reduction(vph) g 53 Lane Grcup,Flcvu(Vh) 11 Heavy Vehicles ° 2% 5% Turn Type NA, Perm Protected Phases 8 Permitted Phases Actuated Green,G(s) 13,0 110 Effective Green, ( ) 1&0 13.10 Actuated g/C Ratio 0.14 0.1 Clearance Tire (s); QA 5. Vehicle Extension 3.0 30 Lane Grp p(vph) 27 '222 v/s Ratio Prot v/s Ratio Perm 0,00 O} 1 v/c Ratio 0.43 U4 Unifbrm'Del y,e1 3511 331 Progression Factor 1.00 1,00 Incremental Delay„d2 '1.1 01 Delay(s) 30.2 332 Level of Service C Approach Delay(s) 35.2 Approach S > tenefield Engineering&resin Synchro,11 Report B 1 Pik 2024 ALT 10/05/2022 i # � s ® � `s 1,,. �"' 9M e � � � �; ® � �' � r �*� t # f aar r � , �; 6 � a � M1 i1 MI �1 e . .+ �� I 1 ' 11 ■m .� M� !# 4 • 11 •. ,�� u � �• a� +r � a a 1 1 v �� �a i '4 h 4 s ' ° ei �, �,. a a � .. � �� � r,� �,�.. -� t � . � a .°, � f M 1 a .� e ° -a � �a 1 � +w ! 1 # f err - s � � M! t! 11 a: ' ±.....t! 4. . °. iF .F«. ' i. i.r. �. i 4# i t �� r � a t'� � � �: . HCM Unsignali ed Intersection. Capacity Analysis 2024 Build Spring Condition ALT 3 Sound Avenue & Ber n Avenue Weekday PSI Peak Hour Lane Configurations Traffic Volume(vehr) 36 621 182 11 9 8 Future Volume(Veh/h) 36 621 1032 11 9 48 Sign Control Free Frye tIo Grade 0% 0% 6% P ak Flour factor 6M OM 0,93 0.93, OM 0,93 Hourly flow rate(vph) 39 668 1110 12 16 52 Peaeatrlans Lane Width(ft) Walking Speed(GIs) Percent Blockage Right turn flare(veh Median type Done None Median storage veh Upstream signal(ft) p „platoon unblocked VC,conflicting volume 1122 1862 1116 vC1,stage 1 conf Vol vC ,stage 2 conf vol vCU,ubblocked vol, 11122 1862 1116 tc,single(s) 4.1 6A 6A tC,'21,stags( ) tF s) 2.2 3.5 15 p6 queue free% 94 67 78 CM capacity(veh/h) 619 76 234 Volume Total 707 1122 62 Volume ref 990 10 Volume Right 9 12 52 c H 619 1700 175 Volume to Capacity 6.66 0.66 0.35 Queue Length 96th(ft) 6 Cl 7, Control Delay(s) 1.7 4,0 86A Lane LS A E Approach Delay(s) 17 Ot 36A Approach LOS Averree'Clay 16 Intersection Capacity Utilization 72.2% ICU Level of Service C Analysis Period(mitt) 15 5tonefield Engineering&Design Synchro 11 Report BD1PM 2024 ALT 10105/2022 HCM Unsignalized Intersection Capacity Analysis 2024 Build Spring Condition ALT 4; Cox fleck Road & Ber en Avenue Weekday PM Peak Hour Lane Configurations Traffic Volume,(veh h) 28 16 S 117 124 32 Future Volume(Vehlh) 28 16 8 117 124 32 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0,87 0:87 0.&7 0 87 8.87 8:87 Hourly flow rate(vph) 32 18 9 134 143 37 Pedestrians Lane Width(ft) Walking sp (ftls Percent Blockage Bight turn fare veh Median type Nome None Median storage veh Upstream signal(ft) pX,platoon unblocked vC conflicting volume 314 162 180 v1;stage 1 conf veil vC2,stage 2 conf vol vu,unblocked vol 314 162 180 tC single(s) 6.4 6.2 41 t ,:2 stage(s) IF(s) 3.5 3.3 2,2 p0 queue,freel 96 98 9 cM capacity(veh1h) 671 889 1408 Volume Total 50 143 180 Volume Let 3 9 0 Volume Right 18 0 37 cSH 736' 1408 1700 Volume to Capacity 0,07 0.01 0,11 Queue Length 95th(ft) 50 0 Control Delay(s) 10.2 0.5 0,0 Lane LiOS, 8 A Approach Delay(s) 10.E 0.5 00 Approach LtS Averegeielay: 16 Intersection Capacity Utilization 22.7% ICU Level of Service A Arlatyfs Perind(mini) 16 Stonefi ld Engineering&Design Synchro 11 Report BDIPM 2024 ALT 10/05/2022 HCM Unsignalized Intersection Capacity Analysis 20 4 Build Spring Condition ALT 5 Cox Neck Roadffi?'est Mill lead & Breakwater Road Weekday PM Peak Hour Lane Configurations Traffic Volume(vehlh) 78 78 79 fl 2 66 Future Volume(Veh1h) 78 78 79 g 2 56 Sign Contret Free Free stop Grade 0% 0% 0 Peak Houffactor 6.90 0 90 ,9 UP 9.9 Hourly flow rate(vph) 87 87 88 9 2 62 Pedestrians Lane Width(h) llalking'Speed{ft1 ) Percent Blockage_ Right harp fla(Oveh) Median type None done ledlan stt)tage veh) Upstream signal(ft) p ,platoon unblocked v ,conflicting volume 88 349 88 vCl,stage 1 conf vol vS2„stage 2 cent vol vu,unblocked vol 8 88 t ,single(s) 4A 6A 6.3 tC,2 stage(s) t (s) 2.2 3.5 3. p queue tree 94 196 .93 cM capacity(vehlh) 1489 614 951 Volume Total 174 88 64 V lurne Left 87 9 " 2 Volume Right 6 4 6 cSH 1489 '1798 935 Volume to Capacity 8.06 0.05 6.07 Queue Length 95th(ft) 6 0 5 Control Delay(s) 46 0,0 9.1 Lane LOS A Approach Delay(s) 4.0 g.6 91 Approach L+O , Average Delay 3.9 Intersection Capacity Utilization 2 .3% ICU Level of Service A Analysis period(rain) 15 -- InM!>IIIIlmr�Y toneField Engineering&Design Synchro 11 Report Cal Pit 2024 ALT 1 D1951202 a a 'a a � • d d # as a as ar OP a 4 all as a e a HCM Signalized Intersection Capacity Analysis 2024 Build Spring Condition ALA` 8: Sound Avenue Weekday PM Peak Hour Lane Configurations Traffic Volume(uph) 0 0 0 0 0 Future Volume(vph) 0 0 0 0 0 0 Ideal Flow vphpl) 1900 190,0 1900 1900 Igoo 900 Total Lost time(s) Lane Uft FactOr Frt Fit Protected Satd.Flow(prat) Fit Perm itled Satd.Flow erm Peak-hour factor,PHF 0.92' 0.92 0.92 04 6.92 0.92 Adj.Flour(vph) 0 0 0 0 0 0 RTOR Reduction( ph) 0 0 0 0 0 0 Lane 6rouB Flow h 0 0 0 0 0 0 Turn T' Perris Protected Phases Permitted Phases 9 Actuated Green,C(s) Effective Green,g(s) Actuated g/C Ratio Clearance Time s' Lane Grp Cap(vph) v/s Ratio Prot v1a Ratio Perm vic Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach Delay s) 0,0 0,0 Ok Approach LOS A A A HCM 2000 Control i Delay 0.0 HCM 2000 Level of Service A HCM 200,0 Volume to,Capatity,ratio 0,00 Actuated Cycle Length(s) 22.5 Sure of lost time(s) 4.5 Irate boon Capacity Utilizatien 0. 0 I If Lovet f Service A Analysis Period(min) 1 c" ritic 'Lane Group Stonefield Engineering&Design Synchro 11 Report. Sp1 PIS 2024 ALA' 10/0512022 Agency Data _ g � n_- °® m O a nzs r.. �pTa nxii n ti ;a ,- x+'o to � igg sag 9 z F ae E 0 � w w ` a Q 46 ct r: HIS : P P LLp � 3e, tj -8 . � ce� tx5Q �p MRA rN ° � a uj � r � I 6 cvNOM 0 W O L0 2 3; f- .lJ v3 W..0 on r §' uj0 ati NM ON Mo R;z�2v$!gF :RO Ica x- +1 tFi SLN t�IXk6 C¢y ,�- ,-r r s^a[vie�cue nk r+t n1�+r cv to iC��TTAd s3�c�+rt zh v AMR c 4 91w M 44) CC q m ' m w u� .�0- LLJ � 0 0w mF �r�r r a z 62 "ta r cc w � uj �m ��S� U. p".........V;:�2V3 mamma as .� v moo..sra or i7� an S rc�ca -t- " t a4c's.oaama�ame �o�.4` a a {C "[ � �o � �� e�ctzaggGqaqaq 3a aa�aa� � agq�aaaaaa 9 6 q 12 41v am 121 f111121 p n6 n4 q a q q µ,ry.-.-ni r es a r r:.��-sa m ea#�A�q i aaaa...a.q...dggq......... .e4 T 00 ? N a,ao.v..cx vgga ggCwaaaaaa.aca 9 A3J MII1N Q^ � `�... .cf czq oqq.tea aaaa oa�.a�a�crq qoq a��q Lu Ig G « �!,p.. a o q as a 6 a bt'S SS 4 s Ca p R A KA tl 4 qCN a a a a a B b Gi 6 Cl 0 9 B Sl 4 q a cx g a q a b b a ��� q a MIg us v c 4 49, 4g C A V Rrr 101 R1 �a sv au q ������ Akq , q�ICJ@i1Fap-Bt9ttkVNi*�iV �. 661'� 6 c5 aoG Cd0 KY t366 ci a®�i cz?O C*'40.�5ct t] p e.rc� cs Ica ci cr ci:�S was Ffi�r»m»�.�u,va nm?ca.a r. +u. it r Q°°s...a.n.v.❑❑. Q 5 . ...ca t.. .....r...0....... ... o 8 �g .Lu �� a..,•�.���,�.������.»vim � � � * d a7ova,.Ma.... .a a..a.®.....,.:c ».aa . m � New York State Department Of Transportation Classification`Count Average Weekday Data Report ROAD* ROAD NAME:BREAKWATER RD YEAR 2015 STATION; : d7�� COUNTY NAME: Suffolk MONTH:August REGION CODE; 0 FROM. W MILL RAJ DIRECTION Noniit South : TOTAL TO, END �NUMBER OF VEHICLES 777 731 �m lose REF-MARKER: NUMBEROFAXLES 1503 loss 3132 END MILEPOINT: 011s NO,OF LANES.. 2 HEAVY VEHICLES(F4-F13) 2.19% 3. 2A9% :FUN 17 HPMS NQ %TRUCKSAND BUSES(F3-F13) 20AG% 21,26% 201" :,STATION 0: 1698 UC3w. AXLE CORRECTON FACTOR 0.99 1.00 COUNT TAKEN BY.: ORO CODE.TTO INITIAL&OKS PROCESSED BY" ORC+CODE::DOT INITIALS,JLB BATCH ID DOT-RID WVV35d Class VEHICLE CLASS Fl F2 :F3 F4 FS F6 F7 Fs F9 F10 Fill F12 F13 TOTAL NO.OFAXLES 2 2 2 2.6 2: 33. .. 4 3.5 :5 S 5... 6 ..8,75 ENDING HOUR 1:00 0 6. 1 0 0: 0: 0 0 : 0 0 A.. 0 0 7 200 0: 2. 0. 0 0 0 :. 0.. 0 0 0 0: 0:.: . 0 2 3:00 0 2 0 0 0.. 0.... 0 :.. 0 0 0 0 0 0 2 400 0 2 0 0 0.: 0 0:: 0 : :0 0 0 0 0 :: 2 &00` 0 1 1 0 0`. 0 0 0 0 .0 0,: 0... 0 2 6;00 0. :2 0' 0 0: 0 0 0 - 0 0 0 0 0 : 2 7:00 0. R4. 2 0 0:' b : 0 0 :...0 .0 0` 0 0 5 6:00: 0 12 6 0 0: 0 0 0 0 0 0... 0 0: .. 18 9!00 0 16 7 0 0 0 0 0 0 0 0 0 0 25 10.00 0 20 7: 0 2:: 0.... 0.: 1 0 01. 0:. 0.. . 0 : 30 DIRECTION 11:00 0 24 0 "0 1. 0 : 0 1 0 0 0:' 0 0 ::35 North 12:00 0 30 9 0 1 0 0 1 ' 0 0 0 0 0 50 1100 0:.. 46 t0 - 0 2:: 0 0... 0 0 0 0 0 0 :..513 1C00" 1 49 : 3 :0 1 0 0' 1. :.0 0: 0:.' 0 : 0 :...so 1500 0 44 9 0 1 0: 0 0 0 0 0... 0 0 ::54 16�00 1 45 9 _. :0 0` 0 : 0 1 0 0 0,.. 0 0 :"..56 1700 0 46 13 0 0 0... 0.. 0 : :0 0 0: 0:. 0 : Ss 18:00 "1 47 14 0 1, 0..:, 0 0 0. 0 0:.. 0. 0 ::63 19:00: 0 50 11 0 2" 0. .. 0: 0 0 0 0: 0 0 :.69 20,100 1 53 8: 0 0. 0.. 0 0 0 0 0. 0 0 :62 2100. 0 43. 10 :0 0 0 . : 0 0 0 0 0.... 0 0 53 22:00: 0 28 5 0 0: 0 : 0::.. 1 0 0 0... 0 . 0 :34 23:00 0 13 1 0 0. 0 0 0 0 0 0; 0: 0 14 24:00: :0 12 2 01 0 0": 0 : 0 0 0 0 : 0 0 14 TOTAL VEHICLES 4 614 142 0 14 0.: 0 6 0 0 0: 0 0 :777 TOTALAXLES :a 1228 ':284 ::0 22 0 0 21 0 0 0 0: 0 1583 too 0 3 1 0 0 0 0 0 0 0 0 0 0 4 ENDING HOUR 2 00 0 1 0 0 0 0 : 0 0 0 0 0- 0 0 1 3:00 0 1 0 0 0: 0 0 0 0 _0 0:; 0 0 1 Cog 0 1: 0 -0 0: 0' 0 0 0 0... 0 0 0 1 ..510` 0 3. 1 '0 0;: 1 0- 0 0 0: 0;:. 0 0 5 6:00 0 5 2 :0 0.: :0 0 0 0 0. 0:: 0. 0 7 7:00 0 14 5 0 0: 0 0 0 0 0 0' 0 0 20 6100 0 25: 10 0 0 0: 0 0 0 0 0':. 0:.. 0 ".;35 9:00 '1 40 10 0 1 0 0..... 0 _..'0 :0. 0: 0. . 0 ,_62 10:00 0 40. 7 0 3 0. 0:- 0 :. 0 0 0... a 0 :.63 11,00 �1 42: s 0 2.. 0:.. 0 0 111 0 0. 0 0 ".53 DIRECTION 1200 0 45 10 0 1 0 0 1 0 0 0 0 0 57 South 13:00 0 39 s 0 2 0 0 0 0 0 0 0 0 49 14:00 1 42 7 :0 :2- 0.,- 0 0 -0 0 0' 0 0 -':52 15:00 0 45 9 0 1 0 0 1 0 0 0 0 0 s9 16100 1 35: 11 :0 2: 0 . 0 2 0 0 0.... 0 0 :.61 17:00 0 45. 8 :0 2: 0... 0 0 0 0: 0..:. 0: 0 :.55 10:00: :0 36 9 "0 2.... 0 0 0 0 0. 0. 0 0 47 19:00 1 40 9 0 0: 0 0 0 ::.0 0 0 0: 0 .so 20:00 0 39: 5 0 1:: 0 ... 0 0 :0 :0 0.... 0 0 : 46 21:00: 0 35 10 0 2 0: 0 0 0 0" 0 0 0 47 22.00. _0 17 2 :0 1 0. .- 0 0 :0 0 0:' 0 0 -20 23.00 0 9 3 0 1 0.: 0 ... 0 0 -0 0:. 0: 0 13 24,00 0 5: 1 0 0.. 0_. :0 0 '0 0�r 0.. 0 0 6 TOTALVEHICLES S 610 438 0 23- 1 0 4 0 6 0 0 0 791 TOTALAXLES: 101 1220 -276 0 46:. 3 0 14. "0 0 0 0.. 0.. M9 GRAND TOTAL VEHICLES.. 9 1224 280 :0 34.::. 1 0 10 :....0 0 0 0 0 :loss GRANDTOTALAXtES 1s 2448 660 0 65:. 3: 0 35 0 "0: 0 0 0 1132 VEHICLE CLASS11FICATION CODES. TRAFFIC FLOWBY DIRE`; F2. �Auttarcyclsa F3: 2Aa6e,4-Tire Pickups,Vans,Malorhorms* F4,.Buses F5, 2Axte,5-Tee Single Uert Truths 0 F5. 3Ax1e Single Unit Trucks �... . F7, 4.4r More Axle Single Unit Trucks :.. L7 F8. 4 of Less Vehicles„One Unit is a Truck S 60 1`9. 8 Axle Double Unit VVahkJoe,One Unn is a Truck Uj F10 S:Or More Double Unit V®hlrles One Unit Is a Truck ,,. F11.Scr Less AsdeMulti-UnitTncks U. F12 8Axle Mute-UrdtTrucks Q 40 F13,7cr More Axle.Mulii-Uns!Trucks INCLUDING THOSE HAULING TRAILERS 20 FUNCTIONAL CLASS CODES-, RURAL URBAN SYSTEM rr. na 01 11 PRINCIPAL ARTERIAL-INTERSTATE 02 12 PRINCIPAL ARTERIAL-EXPRESSWAY ENDING HOLD 02 14 PRINCIPAL ARTERIAL-OTHER 06: 16 MINORARTERIAL 07 17 MAJOR COLLECTOR -NcrElt --Sc01 08 17MINO-RCOLLECTOR 09 19 LOCAL SYSTEM PEAK HOUR DATA: DIRECTION HOUR COUNT 2-WAY HOUR :COUNT ;North 19.' so &M. 12: 107:. Scutt 12 67 Rhit 19 119 SOURCE:NYSDOT DATA SERVICES BUREAU [1p ate., fie IP 4F -0 Vol 8 W Up Fowl ;:Rv yI O� � V. V)VIV- LL 00 MOM � C4R S smmo �c €a ,c R WtvONOto 400�g. ,p, IS W cbe U. 0 � j, uj g t SH 16 m Of to its r wy w r 01 '0 wNV-tD47i o IlJ +CS Nr�„iF7 BY Fa }� I O-€�s css a ga, 4 43 II 4V4S 4$4i 1 43L1lrw r a e- r-twc-v�t°�fiE4 ti49°eP� R9A) t7 t 0) LO-t Mt T 3: (A �, r P`h* d"` i c� 3 ul 80 l Q rs�+r� rasrr lw cop CD Ca OD OP �a 0 U iv G 0ww u - : Z 11 ��, 18 ,_ ' oj (20 m `) ORS L0. 01-: 6 ft ea 06 1 1ul LLI t; O w' I- - cU. t V.c,rs0r vM s + ®o CD . • *- v m aIN 00)