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Home My WebLink About6.1 Moller Ranch Attch 6 #1 • • APPENDIX • • • DublinMollerRanch99.AppendixHeaders,doc 10 September 2012 . APPENDIX TURNING MOVEMENT VOLUMES EXISTING CONDITIONS EXISTING + PROJECT TRAFFIC CONDITIONS TRIP GENERATION NEAR-TERM TRAFFIC CONDITIONS NEAR-TERM + PROJECT TRAFFIC CONDITIONS LONG-TERM TRAFFIC CONDITIONS LONG-TERM + PROJECT TRAFFIC CONDITIONS MITIGATED TRAFFIC CONDITIONS FREEWAY ANALYSIS QUEUING SUMMARY ALAMEDA CTC ROADWAY SEGMENT ANALYSIS ALAMEDA CTC FREEWAY SEGMENT ANALYSIS • • DublinMollerRanch09.AppendixHeaders.dec 10 September 2012 • • • • TURNING MOVEMENT VOLUMES • DublinMollerRanch09.AppendixHeaders.dcc 10 September 2012 • C — - = _ - - 0r, r 0 >, = s_ = - O c cI 0 - 0 _ c O O N t _ O r ✓ O O - o °o O N _ _ _ _ _ _ _ _ o� - 0000-83 O CV O .. _ o O V r - =c o N N N T _ _ _ 0 _ 000000 E -O N O _• m O 0 Z Z U 4) — co - -• - ° - = _ - = - r'i ".....1 - m u_ in co n_ gl 0 < G 010 0 cc _ 0 0 ,� O O O c O° .. , - - o c - coo r. ° c c 0 00000 -o n = Z. = = 7 = 0 A = cc cc 000 = coo = 00000 coo c 000000 O - O V ._ co �— .— - - - O - f+y ;FmI r c _ - n . ... . . . I_ _ _ _ ° 0 =0 0 G _ _ _ - . . ., = = t. • T N O r � 0O O Or - N - 4` II C =_ C � �� = 000 _ 00 - OOJ ° O G . = C ° _ - _ v r ...at- Eric c - en coo 0 co c 0 c 0000 x = O - m = .. r ,� cr, x - M r c u. — - r F -r - xo E., 00 . O . . . . . — � n =-° p 0 0 o - - v II N ,n 1 Y Ei C (0 C CO e. on ono = - nc = on c�ry � ioimo o - Tt ° o-rn - 2n Po' o - 0 c % =. `" ❑ o - , 9• 9 C e r r r� X X _ '0 = -c _ r � r � _ c = c = i.= r r r r L.' ° O - 0 0 0- 000 - - - - - - - - - _ --•_ c o co t: F c_ .- N s v. ._ C) (7.) E' :DE °e T o = O Ss U ao - 000 — ca — N . 0 C Dublin Boulevard Out In Total — 1 1J I 2} I 31 _ 1 1 I 01 21 01 Al ynt TDm Left JJ Coc000- 9 000000§ as _ 0000000 IF Y O P_ p RS 0 O t!L �'� Lm —~c` 0 L m C ter ) 0 4—z CO 4-5j — ISc poit = 'o Ia J_ °U It d nI _0 !1 00000.0s L 0 0- - n n C r 0 — — Y 0000000 O Ii Dal RNA_ itAN — 10—m0 b 1 1 20000 0 rZ 10 J [C 12101 ul MO PJenalno8 utignt - 2000000 • 0 O O . '-' 0 240' C *- 0 0 0 O O O 0 cp N1 C O - q - 0 C O O C 0 0 0 0 O 0 0 • u O _ 1.▪a t C — = 0 .- Lu r o o d L <c c 0 2 °o s- s Cu C Q _c CD O Q 0 O O N ab O r 7 O O O N N O Q) i O r N O r O V M QJ N Q) E -O O co O Q Z Dublin Boulevard Out In Total Z U t a) I Ij 1 el N N co CP U co co d I I I of 51 gl Right That Left CI CI 0 O d N V � H _J 0 - Lt. H = ;u= L 0 1 z` co 1 r -a f �_ w , - Y o LJ ICI o_f o. IF; Y y % - _c E- -- 61I u a — I Q - Ili l n.o41 146 a IO II o-1 I � � 1 • — rg -1 fl _I��l rs__-I . elol ul I^O pienatnoe upgn0 • r . Y - - C Co C Ca • _O C O Q fn ..- N O 0 _-- U U • • C - �l7, rPrnnn N0xmx Yco, 0C her Y - - rnrcc -- r O Y O ? 'n- p el ; r. 7 Y- NrIO- --r1 n N f r a fl n Y ^ V..0 C c 0 r - ,n 0 _I CI - T • `- - •• cc c -Ia c r Ycc rl Y Y `Oc -7c c x - oOx ' - ci c•If1c rl "-GS -t^ fin`lc7 a- i c0rrr L = 0 rata ox el C O - - on el CC -rn`t a el el el .n Y n - CC r n Y r n Y G <I r - p It C.x rI p - nn r x r 0 ,n col O r :'is e c�I0 co .n. c n c. O c -co C O NI C - ,n e. c cC `n n 0 a _ ,�--,H 0' ccr 'l �-cc - N O \ 7 n - 0 - o rl o o -et . - - c rl -r o c o - - G = Y r 0 V - ji - - J cn c r .n c C - - n o •n 1 c I Y c Y, r Y - r' - o,O .n 0 aiMY r'O :4r fn • - -in - - - x� r 0 el (t O0z - uC N � _ Cl n t^'.'.ally c l� i t � :'r n^ K_ v _ •n r rr •r �s c o n o o as 01 CO - = Y n r, 0 0 - rr M Y LLCO COa - - 't Y - 7 0 c en o r rl 'I. O c el o x n o n .n r^. Y G - - -- Y n r l r i el ' Cl M T r,rn 0 . _ G - fl F <I e r r n c rt Y n c 'c n O rn G r o w - r c Y - O r v Y - oc tl - N Jl n ri r E. na - - co'rir r_ ci nr - r a - n n Y rn rn n rn Y Y •f• .n 0 'n c ^ 1 rl r - .e lf. r^ Y 0 x Y ,Q 0 0 0 0 0 0 0 C 0 G 0 0 0 0 0 0 0 0 0 0 0 r C 0 0 Y n c CI et ›. c, r- 0 7 rl n - - - 1 x I 1 r .n ^O_ r c- A V:-c - rn r r n r r x -1 ' rrn - -0 r cr - rl Y 25 _ -- cc Y ran• o c c N C/ r \^. 'n`O in n rrnn•-C v ^ ryn 00 = ri •-• = --V1 fl fl l rl x fl r^. C r - - I _ c -n - xri 1001 _ • - i en n' ro J c f en rr Y -o - - n - x •V _ =J 'n Y C O G � - Y 'n O Y x r r r Y -r n- CI.el JC r; O 0 r O, c ^ - x n U �l ^ o G n •n t o' n -r r^ 'i ✓ - - n 'n F. f4 r-1 C1 rl c ri l n n 7 . - _ '1' - •n r - v - ,7 rl - �l1 a 'O IC In ,C n ply - � oo - n o -- _ r. oc -c_ - - c'n - _ — _ - 0 e; 0 GC C = c ' C L S 0 Y nr 'r.VI 0 Y err^ c\^. r: Y ri C. r x x q o -f r x S T 1 Ni I Y fl rl �' ^'n C V in � = 0 n c S V r x r x n r Y C r l .n cn - n L el I A rc r 00 = c 1 -n -_0. fl v - Y c c -i co n r. F. 0. 0 c •P Y r- c. r - N rn v 0 .r n in ^ rl in-c- C in J c-N l- - .r r - o Y n c- x C Ni Ni .n - n f1 r ^ O Y Y V. - 3• - O 1 0c- ^ -S n 0 x ^ l b r z.p c .n c - 1 < ✓ r Y Y a V Y as e 1 el rl O rl rl el el -- n _ 7 -. - c O x x -t n - �0� - cl 1 x 7 - - 9 -1- rl x o n- Y x 'c E = Y I 1 Y ° o' ••=1•=1,r c0 ..c -t oo -O Yn - c --O rc cn ry = ,o f '7 r I r-I r O V a d I fl ri rl a. _ X,F , F. KI - o rv. S E. _ °_ - o J = - r cc I 1 -c o el r0 1 r P Y r S I c fl �p Y r Cr o C pr r •n rn x r . C h i c ra, r l O n n n el r l 10 - r el - c IC . J J.t en l - n O P - V r V' r o c - Y c C c i•(0 v srn rna - -en0_on oocaNCC N- r ccca ovc C CO J a - Y fl N y ' c - _ el C O _ ' _ y O .n O.. - r O C �. r r• 0 0- G 0 in G !3-_ O in n F _ OCGO „ L 0 O - 0 C .- > in co Err rr F. xoo66661E cec�° r rrr ° 0- 3 <_ ,- N 0 0 0 0 0 0 0 0 - - - - - - F N = t o < 0 0 •F a,F c o F= ], T t 2 < =- Y O C 1--- in oi = -i c C C c x '0 rn n -r x . C r ..-2 ri-n r x • "' p >V rC0", n t c OI i Dublin Boulevard Out In Total — - F1144 1 10221 1 21661 I in r' C 1 267] 4971 2581 rt • Right Thor Left li I h 5j. C O r cNC In y 'n-° x - — C el rn'C x - N.n. Y Y rn 'n Y CZ Ln pc�1 r -7. W cC O P _ , - - m °n~U ml.j� Q o To L? CI - c, i 7 co o - o _a. m .1 r▪ c - cmi 1 c co n,O� �� a 3 �LJ no LJ —J 3o - N c rl r I Y O] , _ rt n C in c f tt 0' 0. C. 0 T r' a 1 I r1 Ual nr4! Ig61a . - 1c sze-i 8oe-1 - " N -r. Cr — C f b G ci rI s- 19s 2 I (zss 7 [vaot I - late! ul no prenalnof upano — 'r rt C — ^ Y C n- 'r IJ t- . CI C' rt.w C -a C °. N ob c._ N r z0c.-r N • P rt rt '0. C & C • U CC in c -n* L_ c r r r r 5 C C C > G Oa 11 c 0 c I Q) 0 0 O t0' O x- .47. 0 O 0 N O I O r N O t r O V Cr) O N E 178 O • O Q Z Dublin Boulevard Z U N Out In Total O N @ �i aa3 f 14741 1 28221 W to d 1 1 1 4891 6411 3441 Right Thru Left 4 Ct Am ur`ni': 0 ol_ LI _ L w e—° � U a ft 7 r o f—� 0 4—z m 4— 1 JI: . (0 t dl �i L o° f Y x ; T,_c • 41,1 Run 146!a I I iMAIM1 rat, ree>n letol ul In0 preneinoa uggn0 r c N c m c- n O 0 In N O U • U_ o w C - N N N NCO ri — r r N n c n r I O — 4 Vh O r l r l P m 0 vo C o Y E. CO G N _ O - �c 000 = cc= o cNn. - cc - 000000 0 O N ° III = ai O n1 v co rt p - -c r1 rI - 0 ,-, - 0 7= r1 c-- 01 - 0 — — ,8 N O - — - - r O V r '. O O 47 -o coo 0000 - 0 c — 0 0 0 - - _ 000000 E a N O - _ co O Q z ZU ,J a) • 0 Ca c = - - 00 - - O _ = 0 0_ — O— t1 — — 000 —LLCOCnd = f� c Q - = O = = = = = O' _ _ _ - o - _ - - t'. r! a.1 = = =c00 rc tc A O _ O U r co !it ri �w Or- n _ —C1 _ c - r r 0 c 6. c cn < C lid ` _ =0 0 c_. _ 0000 O = cc 0 0000 'a 0 .-—�• - wow ^I - c m r. o c - - - noon N n r w 7. • 00c = cc = c = O c = o -- - - r ry = 00000 to r .. 000 = = 0 0 0 = - - - r1 = = 000. 0 c �I J II = = = = = O cc = cc ., 0 0 0 __ A_ 000 = = . ., .1d7-4-. p 0 O c C 0 0 0 = 0 0 = = 0 0 0 — N " 0 0 0 0 0 0 L _ VJ CII -0 O O 0 0000 0 000 0000 = 0 0 0 006000000 r • o J ri N y O C ' CU — ,..E1• 5: CM oo - — nc .n = o - - - no .n � _ - .no .ncua •— 7, 0 i. -1' C - n--c c re-^. -D C — , r a o _.6 T O - 9 = = r rte = :crr. ° - rr__. ` _ :.2 r» -' = c O - 00 ' 000 F - - - -- d c : 0000 = F G. c D N 9 <° h c 3 4 N O U (2 o• c F _ > O s l U m • n oI .n, r c fV 0 — 0 c'1 O v1 '0r 0 _ O — rI O O 7C 0000000 • O Dublin Boulevard Out In Tota 31 © I al E CI © UM Right Thru Left 4 L, 07 0000000 7-1 ( — — 000000 .— HL o R t4 0 • o � ° a L o a m 000000.0 — r.10- G O u 0 O G G r 1101 Will IOW — T_piEl 0 I -00000 _ rE L1 rs I —. lelos ul In° • PJeAaInoo ugan0 O G O c 0 0 0 `0 o 1 • C _ g 0 0 0 0 G 0 0 I- G O 0• 00000000 J' ✓ J 27= '1 V O v1 rn N L_ Q o > G 0• 0 1 '1 0- C_ n p N a C N U S N O O p N • V' Cr O r O N N- ° a i O • N O r O V CO o O O O • O 0 z Dublin Boulevard Z U , O Out3, In 5 Total N 0.) 13( E wcncna 01 41 11 Right Thar Left CC o, @ (6 n o tH _I JI p �m L m J�z L JJ � ' r°I �� 0 1— '—=co ct o Y EaJ a (6 ry 71-2 "c C3) of mo Jo 1�1 Ifo1 m41 t46_RJ 10 IZ 1 L, 6 1 rS Fr • lelol ul In0 pteeeinos ullgn4 C C_ • C = O p N 4— a) O • o U m • C_ Q N m .nq � - 1 V ^ en co. �1rO r�C 4' - VID P C P CITP ,n C P Q N Y ^ 6 P P N S"n O ,n Vr C V ^ C Q C V P 4D�O en vl C r r O x M 0 W ,n O - 1 CO -- O •n r rr- Q T ^ - c.^. O' Z _ c a N CI C r- CI _el C m in ,n it C �[.' S C 'c r r S O OC C x f^ p C - n Y Y P c Q) - I c �l O� U di I _ Y c ,n ,L P n - c ,r 1 9D x - l Y Y c hi 5 _ a 'c' N O LI o l cv.V el n l el m O O N _ Zn • = fl 1 OC ' r - , _ c . c YYP- 'C VQP V c, cr - c in „ n n ,_ m , r I = - - _y O O t` _ el N _ I- ot r- 00 0 i _ a - - Peer ^ n c.n, lr C4 00 V r 7 .7- _ ▪ " _ n- > v 10 N 0 C - p cc r' .c CI.x c In V0 - in r� n r cc - rl -•� P .n'0 Ci N n Cc n• @ O O c _ III- r nrn:o- [r`i n _i Y ,n`O cr, n ',CY =tc n 'Om ZU _ Lq) = o 2.el) - rnn Y Y n�X 0 1"n fl - x c ,r, O c P ..c P - _ x _ ,_^ ,y^6 ^Co - - fl - nl N ri rl el C Nl b n •C 0 r CD V/ LL o. r c- rl r en Y r ,n Y Q Ll N P "1 c r in r O. in C N Q - rl 1� - CI el fn c m 1,1 M CI co el N - el - r CO 1 x ^ - F = co n x Q V fall c c V^ c N '.G �. = -8 r- fI M ne o P H o f CI - CI (V Y.. -I f en - m P :c.. r, - . O n - O (`I - Y 0 c c C I C I c -C O - r n r l - O 1 C OE _ oc P c c c tit � - / n ee C O Ct I LI- r_ fr`I 1111r cal r'll %1 O - O O0- - P .0 P n .— A f O M c Q r V r CI ,n v., CI Q O , C O c O OI O ,n S rn S co Q` O in 9P c. r 0.IC. U a`.c.a r to r 9 r P i C c 7 f. rq n ri - O O T r r ^ O `I P c Y :C o r c r- n1 - - r C - m - V m rn M - - -CI v C o Y ,n n q Vl�c�c r in rl 'X l ,n a r rp r CI -1 i E". < l " jfl inCPr f1 �; xrY r C,,r,I-- CC or - n Y. i r _ - Ci - ° m P yel m 10.1"1 .41 rl o C N r n O m l0 = _ _ M rl r/ - ,n 'n _ G °p O o ,n P el M 0 m P Y �. N N Q - ,. .. N V n - ^ r 1p - - c x K c • n G Q - y J 1/1 0 fl rl 10 C. O Y .` m - •- m Y x m^Y ^ Y r., - T ^. P O 0 Y - Y rn -f - Y ,n ill c U 1- r -Q fl in r r-n n Y -f -I- r c L V - -i rl fl - r r G - - n c. o, -IY - yj Q ,n cc-. - r r CO C O l�. N - al rf l P x C - O - ,n 0 el r. n ,n - 0 d-c' - V r - - Y - ~c7 iia C r. - . = 1,C O r. = y w r G CO[- - m r ,n h--M- rn -y OC r m I n x c -c c IO rq W it o r :i.r r 0 1 to C I -W - C l �O C I 1 r ^C CO ▪ - V• Ca -. N - x c) .L 5 _C C rn r r L co 5 C, _ r V c rn 1 1 r c P P ri rr W - P r Q.r m tit 00 C Cn - O rn rn O N C c Q rl rn rl -o rn 4' c, c P - et I r m c -- 1p - p - .c CO _ _ _ � P _ y'no ,n o c ; - xo - C '=' 0000 7 0 vo_oo.- crnOy a g ,ncin a c ,n oy e e C, c ° O N F r r IC r° a " x ° C �O C L r h ° ` v 9 Q iC > c . . U) OOoo�- cccc - - - - - - F' of 1 _� G O U H -J c- o o ° o w T 2 < O t 1 s m j to U �j = Omo rr e Y C x ' Y C C f. >J 1 .. Y C .11 — 7 V. S C nt 0 M CI N 'a n •C Cl el fl r o o O r { ' CI N fl CI C M ‘o r 0 m if. -ca C. c Dublin Boulevard — I Out 4O41 ME6121 1 11821 1 fI CI CI en - bg ® 451 ME Right Thm Lett T - 71� 7 CII Cl C n c': r�C Y � {. L~� J Lq� LFt Jy rn ' S p�IJ n C. p Y L �i Oi_� O o .E G_C,9 N C n rl M C 'f'. Ii I L N C O o y vl - J1LJ _C of (1) a J� _ !1 n V pl C p LL ir • 72—'4 'jr- gS 'f."1 C r V If 1 a 4l r, CC I. Dal m41 196RJ — ra8 rBLZ 9lt -- 1 , c, c 0 -r .1-■ — fl en — Y_ r] — C r le10 ro8ro 1 L11,0 lelol ul Ino pieAalnng uIlgnp - N CI - Cl z 1 7 G C C U Y C S 1,1 Er) In r r U 4 " 1 '=n o '= • C.6 '� v nc . o o — C - :2.€ ,.:31:-: 1:-: (:2E- -.-6 ± i ._ > d P < o O E- C C 0 -a C a) U (6 S . N O O 0 N CO O .t O O O N O N O N-- O V CO 0 N a) a N O • (4 0 0 z Dublin Boulevard Z 0 r, N Out In Total N N N t$1 1 1450i 1 6291 1 2079 LL CO Cn 0_ I I . { 12 4341 183{ Right Thru Left ' —r et ■Iml el A cp ml,rv',. to m s. CO CC ^. c9 ° = - -mil u oo m� N „I w L` m.._c N a 1i rla a 0.. al �r Hal m91 14 b ' rL9L -1 L06 nzzn I I rz66tl [96z r169H lelol uI Inp •Pienainos uilgno . C c6 . C [o • 9 C n O • 0 (n .. N O U . CO U C - ri - r-,2 N NI,.: - o c t 0 0 0 ca - C• _c - - 01 -1 I 1 _ _ _ M , 0 _ _ _ _ .- c o _ CO =1 0 G r,I ca H _ coo 0 = cc 000 = 0 = 0 = 00 - Cl) _ c _ °_ . O ' O O N = - - c ~ O r 0 0 14E 0 c O C cc cc 000 0000000 ON -...1 -= _ c r O _ CD O . N O ` r O r c coo cc co Oo 0 o c _ cG c c0 - 0 0 0 O O N W 'O N O co 007 — Z U — N = = o co0a O N co , . u_ 00o_ GI _ - G = = = _ = . . -. = _ .0 . 00 . , 9 - c E2 E2 •M _ _ - o 0 - - - o.l cnc , co c.o cp 7 N .. Z _ A _ _ T_ T o o c c ToT - . O _1 r N C O c O rz- _ O O C O C C= O C -. c C. O C O�- _i j 0000000 C N Cl-.1 CO 0 _ -Li .. .� _ C .:I u -_ O O O O G O C C C O C O COO c p ... _ _ 1 O C .a. _2 n O C CC= CO CC COO _ - -. COO G O C 0 :7, 525 f O r cd 6n co _ p t N C N , cc 0 - -re p.1 - 00.000000 p r r j O S (M - a - C_ W 92 O O Q O .9. -, v?q 7,-e. ;-7 n O O vl O r Y = r r o c c , _ 9 O - _ c_ O _ ��. ¢0 CC 0 -0 J 6 c s . T T O 1 1 c Ct c I L ca e N 0 ea H co O O O N O' O O N r` O 0) i O r N O 1— O V' N �O y Highland Road E (6 9 Out In Total al Z 000 1 of I 01 I 01 t O CID I 01 01 01 LL C/) U) d Right Thru Left Ii ■ Ct Ct A o o o m V o 0, I_ is—, cu Lam' —~R Eizi n L P `v h v OI O f O FO Li x w ` jl� OQF LL ■H l 1 n n1141 100 0 10 0 [o—I 0 1_J alai ul me Y C as C m _c >_ o O D m 4) O U T >- - O O ca 'O - - n - r ,.. . (6 r c x. L r 0) N 0 (Q CO ..� o 0 C. 0 c c M O O O N ' O 0 0 0 0 0 0 0 0 0 1 O N , O , O m N O • . OVM - Occ pio o -0 N N N m m Z c - - c n Z N Si S� N N N @ LL (n CO d c L c N CI c o c :.c - o`. o °� 0 • O ON - -_ ," r r CD Q c= G 0 0 0 0 0 0 0 000 - 10 rl- . _ N O O r, .0 O c c 0 O c p ai= r_ - -0000000, V: H -' 0 °o r'U c G' . jC =O N O O N o O In Y i . C - v 9 C >,c'....6 ,d. r (< 'cE O O _ c Li, o•0 N y -c ._ > c ._ O s . - - O O ° c °_ OD 11 U C L C) CO 2 t3 10 to fA. N I M O O O N Co O C V O O O N r O N O ✓ O V V EN Highland Road C a N O Out In Total Upz I 2I 3! Z .+ C 0_ .t n LL Cn C/) d Right Thru Left C S o -_ U o JJ 0 L� �F r I- °'r o 2 rrh 7,1-7 m Y x m co of N a m� it EL _41 a1 mill Wk21 b�0 70 to I ro 1P101 ul tn0 C C N C CO C = O 0 CO 0 O O.- 6 LO 7 - c F i r l o = (i I al 1 - rr i ri e Cl z 7..4 r 744 !I ^ L 1 - zl n 7 c r U+ n - O 1 1 c Vl CI - 7 r n y' - fl Ci f l C C I (n`i el -- j - - r l r r i O i !`i cI C M - C O Cr, o CO C U) - c, ,E a o 0 C 0 0 o c O O O O O c O c O O O O O - 0 o c o c c c co _ o -R O c o o c 0 .- .� r.G, 0 0 o o C O O 0 0 O O - -, OON r' O VO O - 0000 o0 r O N — _C) CTM .7. 0 0 0 0 0 00000 o 0 O o 0 o 0 0 0 o o I O - N O r r O V r ° a . . . . . . . . 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O v1 C. - c V, o in- F' = x -r c n G 0 — rico T CI N eI t P 00000 O 0000000 C 00 O C 000 0000000 C O Silvera Ranch Drive Out In Total - F 17I 52J ! 69 _ fl I I 2 of Sol Right Thnl Left 'J L, ^ NI r Y ' F'- fl - `G'7 C.. r.. N F (6 _ O O O' C 7 O O 0. y C ç'. C •^ _R, o rLi _ J Q m L rF _ o J ? K L c (— c p t o { v ..^ lam: f �� m �_L� _ cl 1oc y = o _ j� o�_I a J° 0000000 CI nO dI am. yel WLl 1961`J -o [O_— a A _- Fe C N Y %I Y Y CI eml ul In0 000 = 000 c c - o 1� , ` - - oi - :canon t 0 N Y 000 7 C el —cc n- ca G= O O O O C O O O O 0'0 O L ▪ G O VI O Vl F _ _ - - I� rr � 90c G • O C - 00 U C ld m L a) Vl CU as C Cn C H O � O _N O O O � O N O N O Silvera Ranch Drive O V M Out In Total I 441 I 20J I 721 E O 21 0) 26) as O Q Z z Right Thru Lett 47 a) @ C3) U W d Ct Cit 0 5 NI 0 as -` ✓ O Oi O 121 j m~ N 41004 " 0 41—z =i a 0 4—c = c`M CO - IN u N a Dil J° 1-. a 1101 m41 14fi!21 I-0. Fa I 0 1 ro—I L° I [0 12101 u1 in0 C 9 C O N Co T T Um C — _ 1 Q M ('1 N - N - -N cT Ct - 7 C Cl 9- M V. rI {n - - M C u) C� - - CD G T E -I V CO C =.. Ct N •CO = c CO < - 0 0 0 O C G O C C. C 0 0 0 O- - -O G _- O O c 0 O G C _f M 'II C - - = OON O r = = = c COI 0 0 c c ' C C c a a - - -o n = - - O C C z O m o -r- - C C n N O r O ' r V I . . . . . . . . _ooccc .- ccOc c - cc _ - Co =- ccco1occ■ n - N N N O m ooZ z t/ C LL (/) C/) O_ - - 7. 4I 1 _ C C C N r I .- .. n c O C O _ _I L O y = c J- = - GOON N .- 0- - C O 'Y r7 r - �O V- - O n -.1rr Cv _ = C C C C C O C O O C O C c c = G C CI I -0 Co) _' = O O J C O C C c O 0 c c .c. .- `. c. C O O C O G v C-O I v - G C O CC C C 0 0 0 C c O O C C = a O a - - - - v 1 O O C O = O O O C O O O C O O O O C O O _ • r G 7 1 0 — 1 ,-'1 O - ^-- c -O - O O O - c C - O y ` c. - - O O O - c O _ r- - - ' v er. = v - - ter r cc c➢ C r O COO O 0 C 0 0 0 O O O O O O C O O O = C 0 0 0 0 0 0 0 O r - r v Y O _ i as oc °C CO c"c _° y - _ i. c ° o "- ' ..=° o rr c ° - _ ° o fIc ° - N Cl: V Co '0 U ° _ _ T U s U 03 — Nro — r ri ri N c - 0 0 — n p , 'N n M N Gleason Drive Out In Total I 71 1 41 I 111 1 01 41 o Right Thru Left 1 0000000 C 0 O - O O- O_ O N -. 0 0 0 0 0 0 0 CU 6 N ~L NJ Q O L P L H r R �— ?-1 0 1—o m 4—al' C o - -F O Y s 'as O J 000 coop a 0 c oo— o — 0,0 0 0 o cop p 47 _ I1a1 m41 14618 9 �0 —1 00Cl0C1 of itn- I tetol ul ln0 an4G uoseal0 o 00o 0 0 0 O c o O srn Ca , r C O N C Cl 0 0 O d F — O O C' C 50000000 T.1 F C L r'1 'S O - F A v r r 0 c PL c' - S F Le Le rLe `I u 0.0 n. C O• N N N LO (6 L Ct (A (n co H N 0 0 O N O "O O O N I-- O t O N O v— OV co N N yO Gleason Dnve E 6 Out In Total 1 I 11 ZU +, O I- 01 11 01 LL U) Q Right Thru Left 1- • C • O of @ V � L vJ p r r _ 2 03 c H ' °I — • 07 rO IK Ia csa i.73! ,Lc 2 CL ImM <C 11 Ilan nr41 14fiRi Ii It —1 le 1 1t I lelol ul MO 0nu0 uoseal0 COC C C CO Q C = O ' O (n w N O U C0 C — 0 - T 10.p V P10c - r l if ,n -O r - O. x w ° r0i. n N U) = l O n co re .0 r0 in in -r ^q 0 o d o n .0 O 10 n n �C cei (Z N E x .0 r C V n - n 10 n rl re _ 1 CI - nVnl 'n Oxr'110r rlflrinl ,. v, 7M0, _ 0 ry 1 L r N b c O..C O en M 'S- '1 4 e Cl O h ern 00 lrfi in .r-el R n\? to Y. K �N 0, 'S 'Y lfi ^l L t- e - el ? 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C' - - off - _.V _ _ 1 - r N el l w Or C M 0 - O .N ren p: 2 ., O Cl 0 0 01 - - .n en -- G O a V O- `SO. yI 7 a r - ^ / L b .71-r c en P C nOMC- rhrl Ce -n is 70 - r .nt —iri nl m co r - c Y O V r - - -4 IM. - x-a4 xmco , n m n h 2 C x r y - O 7 r O rl fi -i H In _ _ V _ _fl - r _c .� rt� Ir o,cc N - - 0 C c _ 7 C: r' Cl.` nl= xri -c--i c. - Ol - -C - n0nr n - 'y' _ f nG - ^ .n- El rl 51 ,1c o x Oi-a rlr ^c :::: OG 0 r 1 nr C0 aw r 1 Y rl H. r 0 V O r 0 L -' nn - TG T n oc e 'S Y ? .. 1 C s.r` n K CI Y en V-7 n r C T en .1- •n rl - - r] - nj i_J _ C r^ - el el In en ,z1 x Mena iP C n CEO - c VI S, M r- O ri r n Ln- - CI S v - N e'1'^CI 7 O'N .0 1 T r'I fl r- 0 T m nn x in ,e N - I r-,n a s O r ! en a HZ- rn fl R -.{L` to nt 0 J 2 n rn Cf vt P CI .,1 er �fi C O fl - O c < G N ,n ery 1 L P n G C n C O o en en0.0 4C , !ni en O r F - CI I o en en I fl In v1 N O I_ c ^ ^ M ,. y ..1 i n n OI O P IF •r a V O vn ni _ N O C.n 0-O N .n _ � O � - to C. y c �I I ° 7_, r._Oa„ T 'Y YrG x o � xN � - orrn- r1p - -- ' 0 rlr1r0 C .6 foul e0 o c c vl vl vl 0 0 _ __ rl 1 -- r a. C Vl 0 0.= " r , o ti • .0 H r 1 n x ,n l e n N - 0 x 00 0 10 - O M "-I O 0 cc P H x O,a; O n o Gl `l ^(- - r' rI P.C I- N O fl C O. U O r 1 CI N N 0 V V CI r N - r j n V Y ° en C CCt '- o x c x -I -Cl x o f a 0 00 0 CI en x -r C` N 0 c o ' 4 - O .n O 0- f j .- O - F = 0 I N n x 0 Cc;0 5 0 O o In G 7 C O 1n C !S , O n 0 .0 O O vl O � _- -a o C LJ 0 0 0 O F' W Q) - 0000 0000r a p V: . r - G t U ri CJ 4 r U U m ° C. C. • in Y Yf ^ -T 'Y 7, n fl 3 F2, [A l C ' E- r! C C C — I C . V. S v T C. . Y C. T en v v .n en Ci max' Gleason Drive ' I a 3451 I Total I rl ni Fri > 0 en I 511 1551 25j Right Thai Lett Tin r 0 — 2 > f, I - r CO S Q Ali N — DFu1 o,'—_l Q Lt. mF O n 0 N CI ~ o L I� CIF ' TO i Z a 4 ~I e C v N v -, (---. + v' I �R . d. 1 I— W 2 7. ^ I Li- ,(J Y 'n CI v LL etCr N v rcl tc r::: 0 F I ! . V. en en ni In to r ,11 1 N111 tllsla 1 e> f.q<<1 EC—I — I - - - 1909—1 rS61.J Rijn 15101 ul Inc antra uosealO ni . rvC - r 0e c . G r O NJ C C! O CI C CC — . x C — 'U U. j Y er c —t c Inc 1n �a— — o 4- r c a 2 r r 9 c ei _ > c Q or--" 43 ° <I Y 1 C 0 w m a) cnm as Cu CO Cu H t` 0 O O N c O V O 0 O O N O O N O O V a O E Gleason Drive Z 0 N I Out 4061 I 0. I Total 6461 • cn j E co CO a X h e Right t Thru Let lI f ft Y r■rf • Cal yV A Tel cn, 0 IS m V v �J 0 L - -j nh o E .121 z t r.o _ ry —� O /—z m 4- eC • a a L O - a r• Hal iT 146!a IC IZ�ZYL�99-1 F5e9-1 Rib Fin 15101 ul MO SAUD u0sea!g • C C co OD Q C O O D co Q.) O U w U 0 o0 1_ -F. - - v —N r` m - = O0 o0 - C 'c N - - U C6 CO c Co -. 0 c QS E _ _ CO - - - 000 O - o �n O EH =1 _ O O N - - _ _ co O V O O _ -— r O N - - o0 000 0 000 000 =OCc O 9. N O . r O V r - O O 0 O O O c c O La 00000 . C N N - - •03 O 0 Z o 0 m = Cc N C C N N knl - 00000 = — ... (6 -. LL w ca d _ _ G G G CI �_ O O N a O N N O • C C C- _ - CI = z = — N = z = GC — 0 0 Ca r - trzl `- - - --C - - _ — - 00 cn O N O O_ — — = = = = < — —= COO = 44f1 :2 g rl - 1 r • '• r- - 0 C - C N re. r.. rn -. G C _ • O O O O O O O O C = r F- 0 O -O N M e'1 O ,n Oc000O = C_ r C r-. = 'J. _ - on 0 a. G' - o O O c = 0 0 0 • _ 0 7 0 0 0 0 0 0 0 re- Y 0 v C C CO ▪ -i 0 00 =n _0°° 00 2 7 -i 4 = _ • C C � 6� - T_ C C � r O U 4 U U [o .co • U to US . •U) U) U) CO H 0 0 0 O N V O O O O N . O t O r N 0 T- O V N a) N a) E D N 0 - Central Parkway - O Z Out In Total .0 (1) _ 1 OI I 0i I 01 LL (n (A O_ 1 of of of - R1 ight T Iru Left Lk • CC CI A LL:j: °m O o o RS o 0 U a1_ J� O L �r •— o c II r 3S' –_ F k 0 —z 1—r =m`V (fl L o _ t o rt a) ^I 4 ,u 1 Zvi lulua Fro I o--1 I I r I La I lelot ul Ino Aemryad laltuaO . C C 0 C_ CO _0 C 0 O O N • ,_ a) O 5 T >' •J O cm • - -r - N� 01 CL. c o 0) U co cri — = v, N 0 m 0 . I < CO - c v- c -o O - of o O O N _ col 0 . _ N V Co = 0 - -_ - coot cco r, o CA O r U _ 5. O V M • • • • • • • • _ c c o 0 0 - m o m z — . v 2 . N N -t m _ ° N o c N o LL CO (/) d ci C -- c c c c o o - cn o '. - O N C c N C C CI — = O O O O O G O . O 7. O - 4.mI r 76 o i.a `O °1 — : 11 : ::: . - C O O O O O O O 9 r: G G 4- 0 0 0 0 0 0 0 ▪ C,'_ C in = C▪ y 1 S = 0 -- ° "0n 0 - J - -t = - r'cu o c - o o c C O c c p o Y c C c i CD U m • co • O N ✓ O• O O m O r N O r O V' V N N E (6 0 Central Parkway CD Z U Q z Out In Total w. N 1 01 I 21 1 21 a m LL (n (nd nh0 2 0 Right Thm Lett I-1 4 yV A m (7,1_ O (0 0 cp _ o � n ttR • cc ,_Z ca , ~ J C J cn v a a m • vo I I rti � k 1101 rata Itl6la £ I 1Z I 10101 al 1n0 6emyied leJIua0 • C 0 C ▪ C . 7 0 U) 4— N 0-Ti U GO 03 n h in P; c r^ r r'1 -i C `n cl ri r C c rl of c mn c 7 _ `=' r - `C c V^ ^ M n - , -r , - in lG.n .n N -1' X. - 7 41 v^t- r 'n V ' cl r. U 'II RS -1c f17XIS r - CC Q 'A - ccc yr in [nfl P Q, n \O -10 10rn C., C. - CC .S r ^ .n ^ cc T rlM 'f .n Vlcn •} C' 7Y -rT _ r C CI in Cx ft CI CI O CI r C in - T Y Cl- cc _ n CI .c n RS ` T rn n CI - ,f W o - r l M r m Or O N - -:c m c�rn r r r c _ - �� ' 0 ° iI- ri di 0 i N S.i M col =r vi v re o_ -O An a r, n n; _ V O O - O N a = r - - _ a c 1 0 0 T CV 0 � - _-- CU.n o - •n o 7 - fl x n in r,- C. 0 - U O `Zr r - 4) a ? ❑lo7r=fn -rl .mnx nol -riz r°r° -rlx ccr -u = - xr - C25 O = .7 - OI r'.� - .n CO O0 Z a Z0 - - - - r 1 c n.XC -rle CI rl? rnflc CI 'n - .q - Li C/) d rl CI - 7 o CI .n 0 .n r- - n Y _ _ rl r -1T > `Yw- - rl r -� p rl a ' J nn > r-d C! x , r - x-r x c r cc - - ^n 'I' ^ -c x r -I S �. rl_ r r c rl O r. n - o O r -rl F firer, _ - _ C51 ! c o c c c o c c c ?.- =�I L c^. (.` o - Ct .7- v n Z p z _ _ c x - - on- o-i o om O O 7 -r r r-1 c x n r r r in m c C I - - re; - n CI n ... (ICI rl M - - _CI - r Or T ,n .n n O n CO it i - - 7 1 P rn - - 'c -fl 1 to y N- rI f Y in ,n V dh a V r f rn ° - n n IJ - ri `l _ r r-. _ rl c f fl G - y y I rI vl n`l CI rl CI 'T I7 Cl R- C i_ P L. n rn rn n .n Y'- ^ .n Cl CI - r V r ,l - Cl - , ri C rn ii- C C C C - C C 7 r f - - -r x _ _ nI - el in cc -�c J ' n CI r l - - r - ri - C r..l ciccna riic � o rn r ., - n .. _ - - _ �ic so r,i If ti u 'X N rn , r Cl n r =YID - " r-i ^o rn N oc n .c rte^. y ... <I - - rl cCr rlr.(• CI_l -- - r __ _ c. _ _ _ - C4 ! NI -1 Cc".l' - r'1 N o -r0 0 - T 7 c O el rl 7 1. CI ,n . - - - _ •11 r C - o r.c _ _ _ 2 . - rn co' - rt.:M c ' N- - rG ^! - r V O _Y fl �O n _ Cl c n rrl r T _ N N rl N c _ .n r V 'i 1 - o cn aa C ` 3= r. r2 0 -c M,.o `m0- r n ! r Nr c - .no = o o - o In a occ f - � Ci n Y.h f! N X nn o r _i _ r n _ n -r - - _ a u O.- -o C ° n M n-- r o a .n n - 7 - n{ O 2 C MI ..1.; r ' o o . o . o o ` Y O n n .4 0 l o .no o .no . - C .nc . - o .ncfn = F -'C' O- rn,M O y - c N _ O, m7 - ov � G " r 000=1` « «c « - VDcc-cC 1-l� r r= c 5 n °j< = i � ,� N _ _ ._ _ _ - . O 7,3 H -, �H Et oo c. T >1 c < _ - y . U w V s 1 O m cnI r- r— It Ka en t ■n Lf .no c Cl V in Y lel fl ac C O ^ ^ Y o fl r'1 — Cl X L' ^ I In e+1 ri in – h • C X C o fl fl - - - ^en". Central Parkway 1 ga ] I In T 081 1 Total 1 o ^ _x — 1 CIei % n- c c 1 171 651 1261 Right Thru Lett I-1 I L0 Cl ^ C n { fl Cl 1 M - �C rn C M O C -t — 0o 0 ^ -, C 1 r4 1 M W rb 7°1 y LU P_ f I r I –ry e s T.en N r R x ^ p' TO' �V P Y. O1 j ni ilel C � O` o Et IO f I rl c x —� 1—Z m ,—F-M • C R 1 N — c" K. H O p1 N 2 -q_m� Na Y Y ._ =3: .t. L N a a ° - M.. r-.^ fI ,n ^^^ . - J 7 U ,. -- '1101 roll 14611 — r°11—Fb£ 1 1 -- 1 P.m it Z. r o Irb6-1 1BZC in-27 — c lelol ul MO Aemnyed leiluap . - l C 0 Y oc N. - C 1 0 L ^ , C C in c_ —x v C y - - °- 4 P c I''a1) — v o 0 ^t v, fl – CC v in C C L O i. L▪ i C in 01n t,— L L" Q a _ C ▪ 'o ;_°e 11 23 23 Co a) U m m N N co O O N CO O r- .1. O O O N � ° rn 1 CD N O r— O V M N 4) (1.) E O N O Central Parkway N 0 z Out In Total z U i C 179) 1 96! 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V O N - _ c _ _ _ 0 oOC - u 000aco0 O - r O a) N O - —- r 0 V r - - - - - of - n n - - coc- . . . . . . . . c ei I- a) N N e, @ O Q Z <I c z U w • = _ _ = 0 _ 0 0 0 _ = 00 = = = 0 N N N ' _ i _ _ .0 2 iincna - _ — - - N - . , , _ •?..- Cl: - - - _ = � = _ c 0 = Car-- co _ 0 CI e«. S = r 1 • X fP :_ 0 0 C c. v _ _ O 0 O �.O O O J ▪ O O - - - - 0 = 00 = - G OC O 0 co 0 0 C 000 xi:- 0000008 E2 :4-1?-'- v _ - C o O o 0 0 0 0 o r O - C C O U = v U - -r .L, _ r =n Cu• C O C _ 'F"..8 - .. 0 0 0 0 0 0 r Y O �=O T O , - = 0 .= '1 R = C - C - r G - n r _ G F '9 n r h G r CL C = 0 - O w N -7 r _ < es-O 0 c _ = a T — U — — - U on _ c a E Co cc m • O w ca C m • 0) m F O 0 O N W O 0 ✓ O O O N • 0 - Out Westbound Ramps CV 0 0 r Out In Total O V (N of !oO I of a) a) a) I of of o1 Z U Q Z Right Tl , w LL N N N co N 0 _r CO __ _ o z co CO cc (O o _ aL N a ca L o 1 1.1 1101 mill wfi a 1° I o ro-1 I [o 0 0— le X sd cdweii pun oQtsaM 09 OBS-I C C CO C CO -0 C O • • CO .- N O U ], T U m CO — Q 7 - N C N i E G r, .., N� _ co . 00 000 _ o co in G L. C • ^I •CZ – – 0 CO CO C –— r. _ a G 000000 – c p O N xx ce00 00 - _ 00 o 0 0 0 O N – o. r O as I O N O r O 'Cr M - - r10 - .7 0 O N y 0 NO N z < z O _ a) _ _ = = = = . 0 0 CC — Ao O Cs) I.." aW - " 0000 - -' C x 1r. -- – 000000 – 0 n o 0 0 0 0 = - - _ ... 0 c ^ > - - - 7 - - _ 00 ,• ! -rI r.H to O '–U r-.0000000 – . r o O -0 O 0 Y CO C i... C m = o=n -0 C - „2 x r r N = F x 7 O = o O 0 Z.'< . =i c .- (1) v: < O O • E _ U �. x UCO xi• c co a E . to rY co . O co U IL O O N - O 1— V O O O N • O tP 6580 Westbound Ramps N 0 Z.— Out In Total ✓ O V '7 of I of I OI N N i 01 o1 01 - E -Q co 0 Ri ht That Left a) 4)4) 0) iimcna CI • Ct R O as O a o • 92 � � o ` _`L —_� O •0 m rit t—F — R CI co '" 2 ff Mali!— _ 1111 c m.. Li- 111 a. A. 1;01 n,a1 1V6!td I • I i !a I (o---I [2:—____] . lelol ul 1°O sdwea punogtsaM 099-I • C C t6 C CI . Q C • = 0 D to . N . O V T >•• .-• 0 U m N C e o - O ' - cC'00°i= x0=0- 0C 00 - - ri - L Cwi - 7 00000 n T -^S - Y V O CO 0 c O C G C G G O O - 0 E a c c a 0 a cil cri m G c c c C o c o G G G G G c c o _ o _ a G a .. 0 = N _ _ fd o -_ -I o 0 0 o o c H O ' - O C o C o 0 0 C O c c o 0 O C c o o 0 0 - O O - - z CO O O _ c o O o G 00000 o 0 o c o 0 0 0 0 0 0 0 0 - - c o 0 o c o al ON == ?I. O ^ 06) = - - N O C � - = 00CG0 = 0000 Coco= _ AGOG Gco r- O V _ _ �1 r_I oG o r,l . 2 m Y'- v, l_ E . = oGCC1c oGOOG .,�aco Gooco oco @ =s O Z C C.l o 1� 1^ in T n 7T'J D - O N c O rl f? M CI r-r t CD _ i^I C� Q rn rn O r�C� ��, _ r Y T,C 'Y n F V.'= u 7 - - _ - U W U) 0_ _ N Y C CI 7: — n G O G OI O G O C O c c G G C C C O O O O C y N (`I fJ N J ,!) fI C i` fl V O , 1 N O� r w �`I _, -�1 O O o 0 0 0 O -I 7. _ O - = Z - '2; _ .r. n - - IT C1 o'r T ^ CC G in z c DC mn r w c rn_ T [ r y O C f I r C_- _ CI._i-t J J l`I C I Cl r.t T 471,4 1 ^ r CI O• CO C CI N rl % N- _ = -^ fl riC GCGCC x. 000 GOOD Oorl El CO CI - el CI N ^ f 1 - N [I M1 x C`I - [OI 'cJ 'C- _ .-I N w c P 'n r `- (r 1 I 1 N = y r ^ r jmml G c O O : C= O C O - L■ o G 0 G G 0 E � rn r, ry c �c ans rm� c i-r;°^,on .. - .o - s r N - - t`I - f �_ C, Cl M -I'I Y T n- G^ ^ r ^^ _ �Ol a. - !. C G - Y T T T - Y N c r r..l T Y T Y r � fl - t�YM^ In -c% In V' ClYr l'7 CC _ CI r fel 'Y] r`I r l - 0 C c. 0 - Y N l l C !` 1 rn T - Y Y -Y Y mn n T c 0 Y Y ^.r _ ,- =17 1 n O CI -T iY J OD N N fJ - CCCC 7 N_I - _ G C 0 0 0 o O O`0O O O O O C O G O G O O n 7_ C F- r - = =� y� o 0 r c Ir v o c, o w rI N 71 n r �i - - Y 0- V, N N P c r ll ^I 0... = f L 7 lV _ N x n x 0 .n ro _ - Cinr LIN_ _ r - - - _ - - - r `Y= �0 n r - '� C w ,n- rw C - ^I C a ,. c o - r Cr r m En r o p o C G c c o ,_ 000000 CIYr CC r - 0 1 7r - r _ - - CI el rl N N c CI 1 1 - b N r o Y - o C 0 o G G o 0 0 0 0 0 0 0 0 o c O o 0 o O o o G o C 00 �' ,r .- .n o - C Y o - = . o _�I c o r n c r- = O SIC `TIC On YT Cn0"Y0 C OiI :lei F _ c p .. I:GCCrIF 00•^Or - - - - � I�1\ _ 'O% C ,n ` O U H = cF c ° 5 C -• U V 1 = U m ° - _ N O — oC 2 ' M 3 G 'C Y 00000 p 00 0 0 0 0 C 0 C p O O O O 0 0 C 0 E .0 0 0 0 0 0 9 1-580 Westbound Ramps Out In Total I 5531 I 8591 [ 1412] — I — rn r cp 0. Y ac c Y .. r. .n C 31 544 t Ri ht Thru Left rl m el cc r — in I"- x c .nr C, x v. — ei c ` cc t n -,r t i S cc _� (� r 00 c cpC p d s L o L _ p J L a Fs to, �! ?, 1�m-u a,t__■ O m — I = R �A CC z - N - E. N <i. o R O I le W!_o-, Y 2 L d ._ F Og tt a ca w a,= U a –] r c c n c. Y ., R r c n '... r1 '9 C' 0000000 0 0 -too' 0 - cc o n c rn x 'Ual wl 1 HA DA — n0—f0—T6 1 . (ores rt 1 r uj letol u1 1nO sdwsu punogtsaM 08S-I r c r r p c" Inc -a • c ^°c – c 1 c Lt c S c ry N N el _ P r':n 0 CD a 0 0 0 0 o c o c g _ c L— 0 fl �•T E- W T 'O,Err N r'9 0 �lc <_ > c c 0 o F e 2 11 rn E Ct m 0 CO ct In co • H 0 O O N O 1— V O O O N n O O I-580 Westbound Ramps N 00 r Out In Total O V co I 6771 1 801 N 0) 01 5( Rigt Thru Left U0Z IJ I h L, Z N (6 O Li i N ncna Ct -co: o r� 0- JJ p C L J = co. • = z — -J . LL q c a " a Jo p Hal m41 146!21 r0-10—Th-1 rL69-1 r0 I 1 L179 I 'wok u1 1n0 sdweei punoalsem 0801 C C CO C CD -0 O = = O N w N O U T - U 0 03 CO C L - N N 7 oG - - 'S - 7 - W 7 N 7 OO C 5 O c-1 7 K CO E0 (0 - a _. CO E. -C[-1 en - - O000 G rl0 - n - N _ O-On n W O E 0 0 0 O 0 0 00000 0.0 c o coo E r 0000000 41 - -J C 0 - 0 =--1 L - O rl7 - - 00000 7O - n r-O7 r C - o - o rl n O,n N ' j _ c o I Y o P rn _ QS = S_ C = G G C G G O O O C 0 O O C O C O O 0 0 0 0 0 0 0 0 r. O - = 8 2 b f V, r - 0 G O G O O O O c 0 O C O O O O O 0 Cr 0 0 0 0 0 0 0 r 'J O OI O N —— .2 o O O E 0000 0 ., = oo000 0 r O N_ - q O - i O rn � N O r 0000 00 00000 00 co 00 0000000 r O V r 7 - ml = -� o c Q) Q� Q) L ` 000 C 0 OOO C C CD CD CO 000 - 0000000 N o 0Z C - - - _' 0 Z O r 0 cr Z = 0000 c 000 - - G - a - Ncc -' z1 0000000 Q) w N 07 v = _ 0 QS - LL CO W d c Cr 0 Cr Cr Cr 0 Cr c c 0 o o c o 0 0 0 7 0 0 0 0 0 0 0 0 - 0 - 0 - c 0 n G n l G n - G - rI 7 p I i elet ,Z qq I A 0 - 2 C 0 C 0 0 7, 0 0 0 0 0 C O 0 0 0 0 0 _ 0000007 CO U O _ _ C Et ,,,,N• I -I 0 C 0 c c C -0 0 0 - -o `. - n C c t O c C c O C O T N _ - i 1 _ CO - _ G -c - cG n .. n ca oc - - h 7 - wr a 00 - 0 - 0 -. .. ;n 0 r c G c G c c o o G O o 0 0 0 0 D o c 0 c c o 0 0 o 0 0. i■1 _ C O O ."J G C O C O C O O O G O O O _ 0 0 0 0 0 O 0 G G c O .0 _c CO O G O G c O O C 0 0 - O O EEEE: z- G G 7 L— V im - 0 0 0 0 G 0 G 0 0 0 O C 0 C C C 0 C - G O O O O O C - 0 c CI �T G O rll G N 4 O - n G O • _C 1 O C)c o G C G Cr o c G G Cr 0 c o 0 0 o CI--0000000 - - - . 0 G c 7 C 2 7 'N = O C c C c n r --7 v Cr,. 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A p `S o 2 co 0 7 C Le 0 i- o co N IA _ � m r o O /— - 1: c L z m (6 m 0 J� C—' at i m Jo a Q 11 el 1 rh ' 11a1 rea0 mql 1gUR1 rc n 10 1 I ro I ] LJ lelol ul ■nO sdwey punogtse3 Oeg-I r Y C N 9 C O Cu', a) O U .- U 0 [0 CM r cc _:m __ggA cgs F 1".. , - N = t In .M r V r r, _ OPn v� { 2' `D .1c. @ 25555 Z.1,3 ` i _ .i __ r T Of Mr, � -o + CO _ E C E ® i 0 0 0 0 0 0 m w -- r"F- - - = x 1 Q. CO ,rr., -a v. ., .. - r- nx0xcc ! __ . 0 L .48 .aF:_ + '11 _ _ _ - c. T- ® j . x r n oOO r ° CD CD CV co m c- N 0 - - _ -u- " - - o ^ ICI 22 . - ' .C 1 r 1 r C T r p !U`U CD w C) - 77 1- - - - FAF3 '=- - J - 1x ,- r-0c' r LI- a _ © - a6i -a_ _ - _ - 0000000_ ry fn CU coN. _ x - 0 0 0 0 o 0 c cn 3 cc coo OE - - - _ _ _ •, • •n 000000;. = =u 00= 00001 G _c t i =I C - = 3I 7 1 OCO00O. = • 1 � x `" 3 00 =0000 I ' 'r D 1 __ ___ _ _ 5 000000) - ., d_____ ___ o I _ a _ 6.7, 7_ r1 rl -) C •1I _ _ G O C -1 M 1 1.■ - .n 1 -1 L " -0 O - r C -x -n _______ ____ _ .. 4 .G V .. a _a _ � _j r M n = ti g - _ `;'-;.'.Z.--$.2 x39 3,7,, ::.L 2 oorr- x , .1 - - o a - F 9 ri nl r1 r. o R 0 r ' . 2J- � r 5 _ o F '-Rr nr- riSrl ` :h.i: Y C _ r 1 o n v xT o V r r cE ', M 7) _ ..Pear, SS r :0:2,74 0 0 _ C_ m - _ , - - - 3 c` X000000= O O = __ _ _ __ ^L C 0 U) - .c:c 8 '8 3 1 7 _ _ E ' oocc °p p c o c a . E to m Lu O c LO . C13 Ct as . 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CD 11 U) U) ^L - 000000 G U) V/ x et = o n CO r x en 0, In N C ccl n n n _ :2 Citi _ O �m - U ° _ '= - - . tit _ _ .r _ c _rnx z ^ i - C000000. 0 c el Emu CD T '� T Y r r tn IC ^H 1.1 - 00000 C G C G C C O O C. C i 0 0 0 0 0 0 0 t 4 0 %� 0 0 0 0 0 0 s m 0 0 o G o G - o` cl . . .. . . . 2 0 -t r N 0 r- - 0 r T en n c c - G - 1 0 - ' - n C C rl x .n r '. `� T ,y,'C� . = a n n T • C '- '0 - 1 - ./1 a o C K x v o • .0 1 H nl (V o c e 0 0 (6 n c - rJ a. C CO F 'z u000000 § = 0 fi n_ 0 n L !.O 8',9, 4'.4 .3 =1.- T T _C= - > - Uto (711' 2 HI N a E N CO LLI . 0 O II) (6 it CO . C (6 CO r O O N ob O r ✓ O O O N_ I.._ O 0) c Pimlico Drive O r Out In Total CNI O V V .�0 N,, 1 606-1 6581 1 12641 6 ¢eI I N �°o o,a I mz1 3771 01 1791 E -o O w a` Hard Right Thru Left 4 1 2E 4 (6 O Z o V Right 1j Z U N m j 0% 0ea�p .'! 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N O O N k r. -— ro' O r i ICNV nI10 c el — x .. nI hn Y ,.6�c coo — c n — —.In En Out In Total I oil oil 01 I „4. „ �1 DI oI of Right Thru Left 4-I I h o 0 c 0 c O 0 - aO :C 0 C_en r-.:n r ■ - c =O r 03 N V n - 0 0 „ a y _ Q '6 Ls — J~ oIJ _ tt :A ` t m 2[ c c c 0 c 0 - m ' o 1—z m (—=I - [—�I_ 0o t _1_i u WW CC W W 1 - F WI OL J /.) d J L ` LL c O 0 o G C 0 0 0 0 =c c Hal m91 RI6M . 11 -1-0----1-6?-1 -- 1 • I "c7ie-in1 n^ bE I rock r'l—r IeIo1 ul Inc) anu0 Vuuea eianIIS of Cxro.mC — - - c s c pNx - rr'Nyv . -. rC ' 0 - o 0 0 0 000 _ o J O v1 N O -M O. F n o A I, I L U C ct N l� VJ C O to - LL N O O N • o O •vP O O O N ✓ O 0) O N O OV' M N 4) N Out In Total E - N O 01 I 01 01 • O 0 z Z U N w 00 01 01 01 Ct 00 Right Thin Left r 0 _FS ° INIa ^ CSI�j- �'= _I"Ill d �i LL O Y m =J J cl ''rc (6 „: r ° N a mo CL •■ IMMO T , Sal Lit _^�41 ! 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T C 0 Co LL M O O N O O o ✓ O O O O r O r N O r O V N U) O 0 Co O Z Z U 0 N Cydonia Court • W ' 0 Out In O Total LL in !n d I of of of • Ri ht Thm Left / 4 Ct O r ° m r, V o � ~ }'de a'2 4* e 0 4-u. o o LL ca F18 • uvi m91 1V 0 Ib a 10 I o L_—I ISIOd ul WO • C C (0 CO C = 0 N 4— a) O U 0 Um CD 'c . 000-- 0.1 O - ell -O - >, U = C E" oil al Li_ c.i Co C 0 O N 0000 0c0 CO O r s O N O N O V CO N O N — O Z _ = �� ZU �, N N :q m E. (n (n d -- c - 0 - c _ L. c c c c _ 0 - w . E — c c c c c c , Z ma t — , c c c o - �o O O 1 o U N ty _ O O C 0 = • ' - `-` I gl 000000 . •- 0 0 0 0 C O O • aJ= E.I O 1 C ra 0 0 0 0 0 0 0 - O I 3 — -0 0 0 C 0 0 0 b v O S C v . (0 — o C_ 07 c. NO 'hov -, a - ` _Q C = -ll O O _ .2_-..-. _ _ _ _� . . 19 N -a > G .4- N n " < O ° U c c V_Tl M> 11 W J • C 0 -o a C 0 I CO O O O N col O O N O a O r N O V O O O m in Z.0 Z Cydonia Court O W Out 01 I Oi 1 Total L� U) 000_ I 1 of 01 01 Right That Left 4 CC C^� S-- O '° � o �i JE_ CEO 7z CO o 0 cc a3 1111. r c. ° O a ml L Jo' CL 41 ru41 1461n TO--a-- INEMMI 1 1 10 1e101 u1 010 C CO C 00 .0 C C O • 0 us 4- O O .) > > +- U 0 m C n 0 a.n (n 0 r-c w r� r.v -r n CI :, r F.l n = 'nom n.7 0 - Cl cc vt _ - 0 - r^., OI CC r�- 1 in _ I M:C in rn C = n Fn r .n n nt Y n c c C •r in .n 0 O — Cl — rl x — — _ 000= CO LL • - _.�.- 00000 00000 o 000 O O 0 = CO r• = Lci 0 0 N s c_ c 0 0 0 C OO r I _I R 0 0 O _1 0 c 0!1 0 0 0 0 0 0 0 0 c O c c o c o c o o c o c o 0 0 _ _CNI , 00 O _� No r _ El 000000, r O'V r•• • c 0-c 0 0 ococo o c o c o 0 0 0 0 0 o• - O N N E• O Qz _ 100000 0co00 00000 0cCc0 000 ,31 coccoc zC. ° a (d = c COO 0 00000 = 00 ..vim. 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O c c O O O 0 0 0 C O 0 Ji C Y C Y en en V• P - 000. 00 00000 O O O O C C 0 0 0 O 0 O O - l`' Y Y r n l.n .c 0p. — 7! f 7 P C L c0 0 _ C C . y i n n r 7 '1 GC- C C C -O' O r 21 0 " O O Y O - r'1 r '1 C'1 pl ' G L CI r I 'Y 1 7 'S r't ("I 7 - CI- 1 r C I - F 1 C O'O r _ v O. 7 -I r e ^ C C K rn Y CI O P `Y O - .0 n N - rl rn CC O CI - n C. `I CI c, rJ = _ O _CD C= 0 O .in O.in r C IC ^ .in O 0 .in 0 .n n C n O in -.:.... ,5. �L C 0 0 0 -O Q N N O - . 'S - 7 - r'CY J- m V p C_ C G r Il .. , O CC .. L O N O C - = 4 0 - i a) — C C O C �.co co 0 — - U _ _ :C Q U H O 6. . C 'r0' _T > O N Ca tt Go Vi to V S 1 P 0 0 0 0 0 O O O O O O C 0 O . C 0 0 0 O 0 0 0 O 0 0 0 0 0 O 0 C O . C Cydonia Court Out In Total I 10F 1 71 I 171 o in r- — M n n rn rq in 1 31 01 41 Right Thw Left 4-1 .. 4 0 - - - n ric of to) n N m n n C C. -m. 03 0000000 r ++ N (7 cr 9�L ,]it._t 0 _ y L �' m co ll � m t 'o n a n rn rn C C 0 S —' m '— L _ z LL v O To a a o - a N _ oR Y 'O Y : 0 0 0 0 0 O p C. • N —N0 rt.p�n ri � k0. 411 1 mill 14r_ ' — j0 �0 �0 1 _ rvnrIls r h FO—Li 10 1 10101 U In0 O O o 0 0 0 0 0 o c —o '4 o a — t Nw rcN N — a 0 • v 0 e-:'Fr) o ± O 60N — M to N0 . 0 V C O u 0 in O Vll J A L - O — n V F TC] 1� o _ jtC- C _ G Q'� ? L <I o F .. C L J CO 0 T U co • C O L M O O N O O V O O O N • N- O C I O.� - N N— O V M O N E • 0 0 Z Z U - (i) Cydonia Court N t)) N ((6 Out In Total E. .(1) co 0 9I 91 is] I 41 01 51 Right Thai Left HI L/ 'N O fQ m N N. o r� of 0 _ Lc. IF. N el C L O+ `. C NJ c _ �z m Ih iA_LL co LL ._ rn .n. L N m 0- lor mi• 41 r� Hal m41 146!21 [0 H 001 rd I io I I [o 10101 ul trip C cCO 9 C � o 0) O U T >- - U U C5 • C O 7., — NM M M — — — — W 0 — NMI0 0 CO C C (0 ?- F V C O o O O O 0 � o - o c c 0 0 0 o - 'o c • LL c c V G 4 r _ O O N .. 000 0 0 % o 0 0 0 o c 0 N O r u _n o _ V 0 0 - = 1 O N C c £1 N O r _ 0,3 % o c c c _ c c 000 ^_ CI , 00° 0000 r O V r - r - t] L o L 0 _ F C c o o 0 0 0 0 0 == = .00000 = co O0Z °' � -. Z U O . cp0asm — — - -_ LL CD V l LL - N �1 M [1 - - .� C f- 'n - 0- N M C 0 O 'n' G � dl < -'f 000 a 0 - - C r - (..-, kr. C -1 - N _Er -C L - 000 O 0 0 0 0 c 000 - 2 0000000 C 0 et _ zp _ Z - CI - - A - - - N t t1 [o 0 O 0 m O 1 O (o) I� }: coo 0 0 0 = 0 0 `I 00 co 7. I _ r 0 - c _ ooc o o c - 0 0 Coo 0000000 '^ CI OI G. d =� y = o O 0 0 0 0 0 0 0 COG 2 O O O O c O X H O 0 0 0 0 0 C = 0 0 c c ° 0- 00000 -07 C - 0 O o 0 O . cacao 8 G ▪ 000 = 0 0 0 0 0 ::: =- 7 = cacao - _ r c t� C _ = O = O O O C O O O C O O O O C C O p n C 0 -�� 0 0 0 o O C 0 0 O• 000 0 0 5 00 ., 0 0 0 0 0 0 0 r ._ 75 o .. . 00 O a. C (0 _ - - ° C CO 0 . - o v 'n - o =- F o _ no ' o v- 9c- % M V U F a- 0 - c c ` - - F °u 9 cn n Y. g cc 00 cr1 • 0 _ o c Ecl00o f 0. G w 7 • U v o c F T _ Y U 11 Um _ 0_ C O N t6 a) 0 C O N LL O- O N O O O O O O N r O 6 i O r N O - O V N O O N C -O 0 O • O Z z U O O CO N C) Out In Total m 1 01 L of I 01 LL (n (n 2 1 • L ' of of J Right Trim Left VV O (4 Uo _ oiJ _ 0 L;, _ H , _r r o f m 1_ CV r rl ~ = Z h LL • c m, L o 4-) ri Hal m41 19621 (0 I 0 �0 r9 I r I Ieiol ul 1n0 an110 uoenaiO C 6 CCD C C O C rn .4- O O _T U U m C — O - — 0 0 — N 0 N o n 4) L c F C: : :: ii: W O E 0 n V O O :E. 72 O N ^ r N- O Er) ° ^ . N O , - - r 0000000 o N O N ' . . .. . . . U : Z 0 N N N O) m LL CO (nd = o C N c - 00o - co o 'n N L C t c tit 0 0 0 0 0 0 0 O O 7 ^ CI A 0 000 O O O o O V r T r O , QD G O 0000000]0] PM* — 0 Q L 0000000 0000000 0 —_ 0000'_. C < O c 0 0 0 O O ti'. 0•. C C — O C Ler, = 2-2 Le. = = = , 00,00 .000. ez C L- c C - di O 7:!▪00 p 0000000 l"' v O C -Y - c E CO v C m w m m _. On c OO v' — a C = = co r E . O O PL= - - - - o ` Oct = < � < O O o ° e -. O < s . U • - C O w a a) 0 0 co U- O N co O O O O O (\ O O N r O V E v O co o ZU —, N Out In Total LL n cn a of 01 J of Right Thru Left et N ca Co ra VO 121_ 1U-1 p _ LaI �1 o 1 0 1— 1 I� � %. _r �� j ri o'— _o r _d 01 � m a ! J l0 0_ 13 l Rau 146 a r 0-11 —I � � I [1 I t I fob 10101 ul trio anon ooeeeI c 03 C C _0 C O O ,— a) O C? T >' r.+ 0 Um c — J- N o,() 1 P I n -O Co- ^ ��O M +t ds r n nO - � W r p CO E-N _ _ v V 1 _ _ N x -1 V1 s r-C.'r_ c C M rr."CS x cc r N vll 0 x _c ac C 0 n 0 o N m b LL _ • - C CI m N M or in.r...-.•3 0 c CI O fl 0 M M fl OC C� G V = - M <I W OOH _ _ II _el = v r. rl ^ V O O - - -o c x o or r c, r el M-r •n in o rI �' O N - - - l- 'n n,o C.el r r+10 in - rr a - 'C a _ N. 0 a _ - n n c1 S r N00 ., : _ - o 0 o 0 0 0 C re lc a- O ;1--- r ', coo - - G O o N N O O rl C rl `. -M c.> P (./ O O O rrinx - ■ O O 0 Z o oil`7 ^ - - t -, N - - - ' ri n F .0 -o-MI n el 1� cc^oc - C O - E - In in n 1 r- _ ZU _ el N - — i- 0_ �_ co o c o C o 0 0 0 o c 0 0 0 0 0 0 0 0 0 0 = 0 c CO V ,n ri -r - o LL (./) (nd F _ .DC '* 'nn n n T .. P in x `L .0 r l M o c c o oc. -a r ,n .t -n - C. 71 - .0 r C 1 QI 0 0 0 0 0 0 T nto ,M^. x_ -nCO n7 't 'Yc, Cr`C -C 'C ^i n - - 'I n r E. El -c o^ f a - - r 1 el 0 0 0 .0 0 0 0 0 _ f i - G J.0 c ^ ^ -. 00000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 A - o C. Un - — 't O O y CC N Y 1 ' O - 'n U 0 _ / - r 11 =o- 77 - t - n r ^ ^r 0,0 x r'1 0 0 t r C CO - r y t Cl CI CI Cif T in 'S C' n - in ri O O O O C N. _ . r -nr P_ cI(I . _ - - rv - - mt _ - rin j - -r - 6 cn .. .. < 0 0 o c o 0 0 0 0 0 0 0 0 0.. .. o.. c .. _- O c 0000 — _ _ j o c C O c o c 0 c 0 C O O 0 C o C c 0 0 0 - o c o _.- _- a .- 00000 00000 000 0 00000. 0 0 0 0 0 0 0 0 0 2 _ 0 0 0 = _ = 0 0 0 00000 00000 CO= - 0 o o 0 C O 0 c 0 0 0 c. 0 0 0 - QI Z ^ 1` _ CI G a r S C`f1 A 7 A-. o^ oc f` O - .0 t C - 0 C' '1 fG O x (` n C O Y n - in in V r. 0 v-1 ell ` - h r Y - h T. _ _l _ f rn j C C C O C - 0 - - r 0 0 0 0 0 O r O C I cr I- ft.. 1 Y r. pp C o n xo - - rr, vM_ x -. -co x -cc o Mo. x 1 `0 el - - r1 - .n w .n - v -, -_ r - o 0 'o w JI �' 1/ - p, x ' _ y r o c- co O - C. v1 n r r, o _ r - cc -0 p 0 0 o 0 0 0 } f1 n m.n x L. y to 'S - V r1 f '1 in x CI - 'V x r l � _ r V C 00 c o 0 c 0 o c 0 0 0 o 0 o 0 0. 0 0 0 0 0 o c o o —'_ C co E u ,no tx o o I'` 0a C _n od o = O O vm.on = C v)0n= 0v,oin 2 c inomn- n _ =_0000 =>O _M -S O_ 'Y • 000F 0E' O _M t C _ O c c :6- 'OF or z. C ^ = C ▪ N •- 0 000 _ - -- - -• do c) T3 F c_ z. c 2 _ TO ts CO.7 L 2 cc• ' Vn r I r I In Y r If''niii . is in rt in inn re — w x r r rI r- r-.,rt —` r 0 0 o 0 o = 0 . S - - — �IC • et.I'- Out In Total — I 0c f 1 01 I a r7 G a ri IMMION a 0 0 01 Right Thm Left �i L, 0 0 = 0 c E x in .t � vi 3 in a as x _ x o ry r tin.0 Ln q'°I o 6 J n c e h f o C m J- N _ R I— L, � t c 2P, ni C a 0000 0 Oc 8 "9 F LL Pj d J 0 0 0 0 0 0 0 0 G 0 0 0 0= 0 0 E. Ili tiol mgl I1.16RJ — feoio—i5zCn -- — Im. rizicl rg5.ri re9z- IeIo1 ul tnO anPO uoseaIO - or -r C C — C Y rt r J r_ " T rn , r.... n v = - r44. .00 0 0 0 0 0 0 0 0 0 0 _ c `' o c v . rr r 9 c c. GI .3' 1.,? La▪ La C O - tn 0 CO LL O N N O r V O O • • O N r O O r N r O Cr CO O O N Cu O N Z Z O O N N N o) Out In Total (6 1 01 I 01 I DI LL CO (1) d I f of of o Right Thru Left `V Crter) V • TX' °o o tn.i o0 V r0 JJ Q - � � W tt z 175, rllc I o f m� �I 2 __� 3 z m e m a ;"1 -r ° - 1i [0;Ni CL CD CL 'Ual ru41 14621 X99 0 L6l ItiZE� ZgZ (ZL1.1 12101 ul tOO °n44 uosealg C C C_ 9 C O rn 0 O a CO — N N 05 0 O ea % C c U - _ c O _ = 0 O _ c - C O = = _ c co 75 = c L_ H In G r_ c. < < 0 O N — — O N-- _ _ a _ _ c o c _ c c 0 0 0 0 0 V 0 0 _ E' - _ ;i O N - _ _ - _ - N OO V, ,- _ - o c cc cc c _ _ _ 0 0 o 0000 N O N J E 'O N O _ co O o Z - CC _ _ _ - c00000 c Z U a - - Ls_ O U Q _c C c c - C c _ o _ o -� _0 0 c c o 0 - - -° .°E-= L o c c cc c = - : : : : :: :- _ c - -oc - o ° o = yr — _= - C _ — 0 ow t r cn C c _ _ _ _ C O 0 C c O c J ' V c c 0 O c c, c O c 0 0 c 0 0 — JG -7. an C .__ O O O - 0 0 0 0 0 0 0 - 7, C ti I 1 C o c o a c _ c as 0 c 0 0 0 0 0 CO 0 c c 0 c 0 o c T = c C O s;. C _ , c CO _ - c c ._�O n O ng _ _ Y O ? _ :LT_ C = o J - ( C C O C > = 0 w r < < - < '- - - O U C E = o T U1 Um a) U c 0 co U- o O N W O ca O O • O N O 63 r O N ✓ O V N N N N E O m Z ZU0 a) 4) N e Central Parkway Out In Total j� (n CO d of al I oI I 0 01 I 1 Right Thnr Left I—' 1 L� 0 Erg o I° ° 2 r _ e!°I �_ 0 4- f6 L r^^ CO LL O.L �R JL� Of m. 1101 ru41 19C I I ro I ro H ro� � lelol ul In0 APMryed lepua0 C p C a 0 O co 4- N 0 T T ▪ U U O2 - 0 - el c . o . . . U C ° o . as O N O O -=O N r O O =_ O _ r O V CO cocoa = o . N O 0 U Ea m a Co O 0 Z - c o c O 0 c - Z U 4) — _- a) m 0) CO ii LL U) CO d rI 0000000 . 5. --11 . c000000 p_ M t % _. AmS M A O 0 O Cs) L ;•• co ml w _ ' L. L c o c 1 . c cccco 0 0 E2 Ai = — t c c o - - o c C n_ '0 2 "; r O CO ° _C a] - = o m o T - 0 .O C ' C CC^ = oC 7 O _ r m G O N < c 4- N r .. 2 < O 3 c c r. a T ]' 0 1 1 O m C C O m I C O N O O r O O O N O O r N r O V V • 0 N N m O m Z o ZU � a� a) Q) C) Central Parkway _ (p Out In Total IJ_ CO CO a I op 1 ol 01 1 • I 01 01 01 Ri ht Thru Left o / 4 A m o -a @ o JJ 0 t= IL -0 Li To E r `o-f! i- 1 O 4—a m /— tI —f-¢ C Z ILL O' < a'= (13 v aL m L� o' T a r4 yal rag! _146!21 f0—f0 10 1 FL I [0 ] 1L 1 lelol ul In0 ARMHlad Ie1lua0 C (6 C CO _D C O 0 to w N O U U m U a r x 71 C .°IC -t - - - rn rr.2 s =rc , occ �� - _ of- rim ?) 0 = C O = T x- x T - r T n - a x ,I r c c '1� c xnr o - - - rr r- ci cI c - - - ' — — c I r — T T _ cc NCIC L.I.- l Up - - c o - o 0 0- - O C 0 0 0 oco - - ,. c o <1 O O N elO O O . l - r - c n1,- - � O N _1 o l_ _ .7 y1M Ooor . ac . C =,%1 ,n O mI - - r O �—I r 0 r a O o O c . . . . . . . . . 0 - 0c - oco-- o c o c o 0 = 0 - - , _c iHL • N N a) - = al 012Z . =CI In r T o c• C ,. r - c c VG , , 0 ” ,-1 , i w CO o C am - _0 _.0 00000 0 0 0 0 0 000 .00 0 0 0 VV °:. ''' \72r-' -t x , , Cl ci o - o -t T O o ,n r-r - c, ,n r n r r cc 1 r 00 .. . . On a f. z �. n 4 �n �n ... O =I. I r, CI ^ -I C. 3 c1- _-,,A0 =000 0 _ `.0 _ 00000 `. 0 `. 0 0 _ ` 0 .1, ,, ,- - , ri C ri yv F. _1,00000 GO COO 0000 C 00000 coo = = 01 - - T C C. j 77 = Q O 7 / _ n r' r O r coo - , n. fi .0 - ,-;: g: 31 � r r N - - - „' - f x c _ I N- _ n T r r _ _ r nI o _ _ -r -r r s r - c v l rn G o c o G o 00000.: : :: : : : :: : 0 0 0 0 0 0 G_I : : : : :: - -c 4_ _ cG O o - `u a ,oaraaaaa 006000 o c O o _ O c O c 0 000 U • Is _ ` V X1 0 C 0 0 0 c s .- 0 .06- 0 _ _ _ _ _ _ _ 01 I'v ' 0 O C O 06 = 06 ,.v -.0 G 0 _ 000 T v 5I I 1 2 n n c- c _ 4r , Cy�ix � _ _I __iR —7 x _ 00000 O C G G C . . .. . 00000 0 r.; 1 vn .. 7 C _ O 741, r ... _ ,.. c, = P. 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C 0. 00000 00000 00000 0 0 0 0 0 000 O CJ ADC _ Tr=0000 o c = 0 00 _ , -o - 0 _^ y o _,o �n c ,n �Y - a C > d Pi--- Ni rl= - ,x " .0 CC , ° _ - _ r r= o n 5 <e - c o c C c - c` o o o 0 - - - - -, v; .. 5 < TU o < _ 11 0 [0 `" - • 0 I"- V �I— 0 ■ 0 0 – r " N N –W U nIxc� 'n - 'I" 0 - . r .C. b O r I – r . — r 000 00 02 0 - r! ,n r cn P O - u 4 Central Parkway Out In Total E—Ed I of f of I 0 c 0 0 m N gal al al . ,iy ht Thru Left J 1 Lo 0 0 0 O O O O O cc cc c � n r ON a rn —r (6 -__–._. _ n z -a IS NI CO e o m `. .n 1-H °NJ Q O L–�_ m F — m ( L pl t ll v9 O1 t m ae; N h 000. o N L_' C O H O Z m ~F.� C C C _r _ - I M x s J m to a. - 0 .00000 0 =000000 0 0 .0000. = Ile) ru41 14621 — (Z£ 0 bE - 0 0 0 WI 0 rZb 1. roo r92I - - ^ letot ul too 6emryed leJtueo min- w - 0' o — ri ;c zl . vCO W 7 — T OI V — O 0 0 0 CC'r r 1 Z C c ■ 'en o C O O O o O o.0 o O . V' v O N LL C.=0"-u n :21' O - O 15 _L o LL a IF: ° . 1 ..1 C C C a) U C O Cu u_ to O O N CO O • O O O N N— O O O • N O O V co N E O O 0 Z cci Z a) a) N Out Central Parkway Out In Total • co co d I 01 I 01 I 06 I oI OJ op Right Thru Left 4J CC Ct A o ICI o co.F� co coN V t p tm� s Esti C IoJI p' t =110.1 _ = Y x r ° L z • v r II I = ;11 m t J o r C (D W 6L1 • 3 L °Io Q. ■ Gal n141. 19u!N JEI 10 ZE1 SOB I (Sh [S£ letol ul Inc) AeM`fled leltuaa C C n C = O O w w N O U 7 0 +� U U m C — — '- 0 c 0 0 0 O c - 00 C - _ C ci 0 — — CD CI co O O - 0 0 0 O C 00 LL GI 0 CO G AI C O O N < < • O - 0 0 O O O . i 0 0 0 0 0 0 0 O O ..1. O N - _ -� - -� o-83 O � O `- = =— _— 0 V ta - c c 0 c c - - - .0 0 o a 0 a 0 0 E• a 0 Z• U Z O O c O O = 0000. 0. 00, 0 CD CD CO i= i C ncna — ✓ C = c O C o 0 0 C 0 _ E - i O 01 <I O O 0 0 0 1 0 .0 0 0 0 0 - O E E: � O O O O O = i `. O c C O O O CI — . A - O - - - O O O a C 0 0 0 C O / ' 1 O V c _ co O O COO 0 7. O O C G Cl Cr) - < - 1 U i 0 0 coo =1 .✓000000 rM _ .5 c_ II Hi co o O co 0 - ��I c c 0 0 0 0 0 L i C .: 0 c c - 0 0 c 0 O c c . a c 0 0 0 o O c GI 0 G C: C O 0 O a O c c 0 0 0 0 .NI 0 ti p -2 C 1 O tr.L J - L_ L :O = - 0 0 0 0 0 _ a - - 0 0 0 0 0 0 O W O C r. c O C O �,C -O c o O O c 0 C . r c i S C CM U 'n = = o e - E oco0 , �I . 9 c - U � - O - enK c L c S c 0 0 _ - :- 12. °0 F J o 0 0 0 . c CO Cl t - 4- N v: 0 < v; � > C U U V o 0 1= e • U s U • ' t • C_ • a C O N LL O O O N c6 O r - Co O N O O O N O r O V N N O N E 6 i3 O m o o Z ZU ,_, N Q) (fl @ Dublin Boulevard L1 CO CO d Out In Total of 1—� I 01 of of 01 Right Thai Left 4-1 I L) r ° °fl as D�� J s° ° ° r c¢` tc� _ CO Ioi = Y = L cri 61=_I ca co • an 1 • ,U 1 n,Uj t4fi a I I [ l0 Llfa I 12101 ul In0 pienatnog upgn0 C C C_ CO C • O • N .0 a) O U U m •C 7 o - c O - E n o _ C 0 N v cocoa - L.L c CD E. 0 O p N < . • 00 . _ % c c o 0 0 0 r O N _ - -. O ✓ 0 0 = c = co O V co ,- cc ccco - - F 0 o 0 _ E -O N O _0 Z U 0 Z — 0000000 J - m ., to L.L. incna —_ . C n. • G 0 < c C7 O • 0000000 O CI a 7_ if 7 `I4r r `V — . A = 0 0 0 - ! o L O Ur- _ 00... 00 Call E CD - a r. 0 0000 PI - -• J = 0 0 0 O 0 O c 0 0 0 0 0 0 0 H— 0 0 0 0 0 0 0 • 0 N} 00 -- c • 1 . r - O c 0 c 0 0 0 _ = N =n =ago 0 0 0 0 0 0 te 0 r _ c -, o C ° E C 03 - oc -no-n v _•- = 0 F c F Cl CO � <,`o c y- N % . _ < O O o c ° o t U <1 U m C 0 C 0 N U- O O O N • o `'" O O O N O o 0 N O N O N @ O Q Z o Z U t a) a) N N Dublin Boulevard 11 CO t d - Out In Total 1 01 01 01 1 01 01 01 Right T Iru Left Q =° ° o V ° -j_ Tc,J _ c u m co a °i oh° CO u_ -- O 1.= IL r v N c s o ➢al rugl Weil ro—"o f0 i • I I [I 110 ) fly lelol ul wO _ pienalnoe ullgrc COC C cCO _o C O O Oct ,_ a) O () T >• O a m C — q - r C ^I r vi o% 0 0 c ? 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N o el el o CC • O N - - cc O \ r l f l l]L ri ri n T - nI n i-0-0 0-C l z Y _ - fI OO _ - c - -- v a �I - - N O s — 1- O V r Si: J o g Occooc O U O ,a c o 0 0 0 0 0 o c c 0 0 c 0 0 o c c o 0 0 0 _ O CO O 0 Z - rI r• T a ,n r Z 0 r l r l — cc r l l 1 7 0 7 0 0, 0 0 0' ccc - - _ OI 1 o rl fV- 'S C c n Oni a r1 O N N CS) - 7. o U_ U) CO d J o c00 a 000 as E o e m o, r- - en EH " T n r l n - Tea in r l - c_ o_ n_._n^ - n'n nx ^an, - , T rl - rl 1 CC a .Y ^ C 0 0 0 0 0 0 ' n ^ a' Or. mm� r TT r- - - ^ ^ a el �Il C `O c- rc o o .Oc r-aA c o0 c 0Or cc , �J . - C = - J =Fr. _ 00000 00000 00000 00000 O � O5 TAD W 0 'n' % r_ rl Fc. 7 CZ N- c , 0 0 0 0 0 O O O O C COO- - O O O O O - -O — A7 J y---2 =l1 O N 'nn0 IT O - O^ V 7- - t = c na 'n in - re.c 'r a rnna 'nn cr cnon L a V' T b �C a G a Y in T on r� 10 0 0 0 .y T .� - rl rl r1 0 r- rl - fT� _ 0 0000 S r _ Ci r` lc: - 'n^ 'nc nOT - -4- in cO - r-, el 0 0 0 CT T 'na O t � J - _ _ Fi -. o . ,. co O 0 - < 000 - 0 0 ooc co -n re - o o - 'n c o c o o c ty° _ 7 - D o c 0 7 0 0 0 0 c 0 0 0 0 0 0 0 0 o c c c ▪ -o c o - 0 0 0 0 0 00000 00000 - 00 o 0 0 0 o 0 ,E i 200. 0..-- c c 0 c o 0 00000 0 o c c o coo -� 000Oc 00.. 00 00 - rin O-OG - 00 - - Cr noire a .. - . v.n r,J 0 r^ n O c r T Y - - n T T o n N c b - n _n'r _ _ _ _I r.. O P.O O O O - r en r- 0' 7 - nio n (I-o vt 0 0 0 0 0 c c O O c o 0 o O o 0 0 0 c O 0 C rn ti n o C_ 7 p 0)- 0 C rrl a ^1 0O 0 T = 1 .n T • :4 -c a- r- in Y^ nl:rl -- 4 'nO Tn'nTO nr1R yI -a,s C c C - rl ^ .ri ri O on cc _ ,o r^ n 'n ar,2. nx ? r O0O -r 1 _ 0000000 r L Vr or V T a rl n T oC 0 O n -c oe r-e v1 b .. o en -Y o to Eil RIr -00o - 0000 o 00 - r..- 0000 o rl - _ O C 03 j o0 I�- oo'nov, - - C E''-- en.rn ? .. .. E a 9 0 •a Ino in I= 0 'n 7 i = o in c 'n= 0 inoin _ c o oc o?.G N O- n T, ' 0 -r1 T 0. 0 -re t .. o T r e e° O N E n° ec ax 66 a b cat l�nE n ° < a c w N o 0 c o 0 0 0 0 - F ° o n < O U F • c F' 'o o � > U ,r 0j :c :c U m ° 0 p c-0. F. • Bin rn 0, ri c r - Y c c - N z 0 x oor-PoifF 0 en 0-C O O - C - rI O h fl fl r- hl r f^ ^ r Dublin Boulevard Out In Total `-r 1 01 01 01 Right Thru Left fl 1_, _ O c O - .n, C RN- NNC' rf R na .� :� NCC ' nic of o CO "- _� _ _ r oi,«. I-Li / 0 0 Lo_, �F- r�� = = 1 - et O r m u_ z a x _i w H _oJ a 1 Jo 0_ cc coc co 0 o c r - - r'i _ oin s c r- nal will 1461B — is1 1flC81 - w r u ' _ , 061 I 166 I x i (6-1 . poi ul_ no Fuehalnoe uilgn0 — I _ O ' 1 '0 r— r i r-c- i ^ P 0 m cc . f-:'=n c a o o 0 c o c . . o r. c -n c a - - = -to — c _ �.G 6 r n G 1 . L. 7 G O O O o L C = 7 C C O � co LL. O O O N . a0 O r O O O N • t` O O N r O V co N O N E to o Z U Z a) N a) N Dublin Boulevard CO CO d Out 3 In 31• Total S 01 0r 31 Right Thru Left 4J L, • CC ime AO N'AI C ml N U CD I Lr �jJ Q � r ¢ oen— rg-1 1-2i° —m. • Tr 01=1 OJ LL OL .2 IO N• N J'.1 JO LL co L LLLJJJ CL. • �I Iual min 146itl 9L—�L LSE E£—1 [K91 I 66 p • Mal ul ln@ pienalnoe upon@ Y C Ct c CO C O 0 N O V • T >• +� O (.) 03 • co — a Tr. - N - T - - N V' 00000 O C _• LML _ CD - = 0 __ a- a-. 0 0 p x coca = O LO _ G < < O c a co cc ._ O O O O O 000000 '- Li _ _ _ _ = O O O 0 0 C C O C 1▪ = 00000c = C?- OCV _ _ - co O r H ✓ C 0= 0 N- 0 O - =I cc 00 0 o O 0 o o - = 000000 - N O r - ✓ O V r (1) co (1) _ - - C ry C - - r c _ 00000 0 `c° ° Z I E. Z U � Q) - N N N m < < C11 — LL C0OO_ < cc _p = cc ccc R- - c s M 1" --., 4 - in _ -r `v A - = . . . . C _ . . . .7 C = O }UN - pp c c- p p co to p p O _▪ _ p C 0 0 0_ - - co O O c c O O O O - 00000 = 0 S % 0 .0. `. `. cc O. _. c O io= Er �I- O 5 _ . ZE 1 O o O = = E71.7,00000 .00 U f- a -. w p x v i O O cc = ac ac = c 0. -°0 0 0 O = O p r � n O■ . c . C - C CO v 0 ,1 • - c 4,)7 _ u o -n o ,n v _ o - 7. ° O > ao. _ _ O 7. n C = �v R2 0= r = = r-r- r- r B? - D O -• _ - _ - - • - _ _ 00 0 o --i O• 3 . O = = ° o T T O - U CC _ N a E no O co LC) 0 O C▪O LL O O N ' O ✓ O O O N r O — N O 0 V N 1-580 Westbound Ramps • • • • • • • • Out ut In In Total 0) o N r-1 I 01 I O0Z I of or 01 Z U CD R1 111 Thru Left . I..L CO CO 0– CAS AO =' o� m _,o Ca L '_i p _ Lm aF r co •[yam E. O LL° --E • cn ce 0) a" m� LJ o° - a '-1 _ rL Hal m41 146!?J • 10 I fa I r01 P101 ul 1n0 sdwey PunoglsaM ass-I • CO r C C C_ 07 C • O N w Cl..) O U U CO Q E m m O O C C O o ao LC) o = c c o 0 0 = U_ _ - 2 C O O C O C 2 o N = = of ✓ O O O N �f. 0 oCC. 0 00 N O - r O V M a) 0 0 c6 O m Z Z CJ t N 0 0 co o v/ W � LL = = = c- .= a O O- e 3. Z = o 0 A - c o c c o c c 0 - O r ;CI Emla, V. - - o -N -A JAI c� O C O O O O cl.'= t C. z = in r 00 =0 p 0 0 C 0 0 0 O Y _ C - C o L CO J C vl C • C O = - > O O c o F e to s 1 0 CO • to asa E m O 03 co C LI r- 0- O N CO O s ✓ O O - O N O 35 O N O t 0 Nt 1-500 Westbound Ramps Out In Total OI I 01 01 E -° 0 O l @ 0 0 Z I 01 ol ol Z U 't (1) Right Tai Left u_ CO CO d CiZt Q I° is o U O I J O J� Lit W nil J >— .N� c.•• o`L— a-1 0 <—z m 1-1 —tc ]_ 40 li rCu 0_ m 1 0 11 Hal wl 14681 EIME 1-0—T 0 12101 ul r Inp sdwaa punoplseM 0201 Y C C_ C O O CD .— U) O V > > +— U Um ca a —1-.a xo'C ^m fi C`D CO in0nlr in Tc (fi CIn - C o nI n nI P I '1 rl - M - 6 _ - - T• _ axon - - nn �c .. InOnc= n n - - ? - _ c _ • Al ri[`I O. rl CI rl - rI CI o . m n C x _� O CO lq - - c c o c c c o c o O c O c c o c o c o c c c C - 'I O - _ _ _� _ _ ._ co c M • 00000 0 0 0 0 0 0 0 0 0 0 0 0 0 c c O 0 r - ti r - - _ _ _ c o 0 O O N — - - coO r = r O c O a O 0 C 0 0 0 0 O O O O O c O O i N- 0 N z - x RO c O O - � acao ccooO ococo c000c Occ 000000 N O r r O V r - _ -I O O N i - - - o c o o o c c o c o c c o o o c _ �. o U- COCOa _ - _ 0 - .• � TT '��r C'�^ T 'n in 'n Y 'GnrC rrTC r - � .JI - N 1 ]C - F, - .^I - CI cc _ •• I _ I o _ oco 00000 ..., _ _ _ .. `. ,. = -I zinc -ir• r.- 0. CI C _ O T x b 7 .O O N O. 'n n n x_ O 'n x P el T - r-o.A - Vll I l r T = N N 0 : - VN rI n .o r1.�- rI x W in r— y . .I r y T y y - .a _ — c c r c C 4j r _ r - �i r _ 0 0 0 0 0 0 o c o o c 0 0 0 o c_ o c c _�I F' Cr) C ^ r r i n T 1n - ` CC r-C cc r 1 _ - I - Cr.'- n ni _ r r 11 o 'n rl on -r .nfa ' o ' Cc el idie. c oc 0 oc 00000 oc^'. ^ _ ,� - r. _ _ � - ° - n-.r fl -n c.o r: -I- ° 1 n c^ Y�!C' r c r 1-: -7 c 'n x m ' rl - r.l m O. m rl If. xr . _ - 'n ri ' - - - 0 - _ - - e n e - e c - _ - N c - f z -I Y CI i r O - N r C - r r_ CI rn cc en Y rI -r- =- ^I _ r. i0 el - _ nc nv. .^ r_- _ _y - nr - L �V' T n Y T C CI N - n r- N 'n J Gr_ n _ 1- x = xz - n 0 0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 0 C ✓ I1 _ _ = _I _ _ N P r O x cL re N.n O r - - r P Cl 'CC ^ - ? - - '/' N y .-7... p T 'n co c. ^ x- co r n 'n T T 1.` O 'n Y C'Y' - - I= 'Y C Y 0 Ca O - t r n >T ^ - ro- c r- I re ON C C - .I -' a CO ° 0000 C r r I V o r ^L n v _I n o O r l J Y o s ti C = 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ococo 0 0 0 0 N ° C 03 .. m c ' n v = C -E r r x Z 'I 0 0In0lel= 0 i 0in - 8 mn c 'Y - o '-r.T - _ o n v 0 _ n T _ 0- T l • y : 1� r'° X no z °' 0 .; V Z 1:-:r<r� L' o = ., = <'_ n ,� oo oo r' 0000'` F ° z v.- _ y ° O U - 6 S F _T V v < e U CO cn� 0 Vl N fl in ' C M T C — n n en en 0 00000 8 . CO` 0 0 0 O C 0 8 CC 000 ,0008 0 0 0 0 0 0 0 0 0 1-580 Westbound Ramps Out In Total 1 801 1 2671 1 3471 I I C9; r,--, nwo `c 2071 1 - 59] _ Right Thru Left 4J I 4 x = n • _ el r C r-el r V, - t -r > n r ,• - - xc, • .CO o -_ OcGCOOC AO COI 'V M 8 t-- m_j Q o i_w� i9 o rt v m FE Nit n C '- 2 ll h =O, - =10— F-1 p 4—z 4, 4— 1 _ x � = r :n L = m 1`- _ - en x O o J a I o CD CL J r rl — n L'r,c _rze n x, cc en x en r1 .n x Bal nlal 146ia 0 0 0 .. 0 — — Dc 7- Fri - N (1 - X lZSE—I lb rZcE 1 lelol al MO sdwed punoatsaM 0891 - r rn n rn x r C n o 0 0 Z el rl W 1 -t . -L .,O N c f 1(`I P n. 1L CO' . Or■-' 0 p 0 0 0 C O C'0 C'L 0 CO N O _ C % eJ v,O tin O , L C O•nr < c a O Q i 1 C G • co co E m 0 a, 0 U- 0 O N O r V O O r O N O O N O r O CO 1-580 Westbound Ramps Out In Total I 311 1 3411 1 3721 Ea trs O o z z 3161 31 22J N Riyht Thru Left N 0 N 1 �1 LL clJ O Ct A @ is 3 11.K• o f0 m o f p _ Coe -4 r u c r s2 r O 4— I� _ m— `° —� 0 4—E- 0 p Lj 101 u.LL o C • Il r' 11e1 r441 146121 PO r0 10-1 R[fl 10 rzi2 1 lelol ul In0 sdweu punoglsaM 0851 N- Y C C_ m Q C O N .o N O _T U U m 0 CD- cv tv — — Cl 7 — 00000 0 E c `c co - .' CC - _ CO . al - o co O 0 o O o - 0 0 0 0 0 O O 7 `c CO - - LO c c O' 4 < = — c E y 0 = o c c o o c ? _ o c c c c c O o = o W = £ ° = 0 0 o 0 o c o 0 - 0 0 0 0 0 0 0 �_ - c H O O N x x O v, _ Sc col V 0 0 0 0 0 o O o — 0 0 0 0 0 0 0 N p ' _ c i O T N O O V . . . . . . . . 1 . _ _ c _ _ .n - 00oco c N _ c O E "O N O 0 -. _ z E Z U C) N as p) - c _ = coc - = ooccoc0 L o = - - G - - N O O L 0 0 0 0 0 0 0 - O L 0 0 -I O A - _ 0 O 0 C C 0 0 0 0 0 0 0 0 0 0 O s O V r f�itl� O O 0 0 _ C O O O O 0 T r F (0 C. O G F v C LC .. 0 C 0 0 0. 0 0 _ 0 0 0 0 0 0 0 rH ti c9 C C C — c O C O c ::: — :::::: —z in 0 O o 0 c — O oL - 0 oc0 _. I = o d. 1 ck 4 < 0 0 0 0 O O O 0 O o 0 0 o 0 0 0 i = o °_ ti c O , t � o O ^ _ - r O O O O 0 O 0 Ups ° — 0 u v — 0'Eh O v . o ',' O O O O O c O O ^c. c O O O O O o o o 0 o 0 y o C CO ° c C0] m o o yooin o , 1] c o o _ - O = V o � r r 3 p _ •7 O _ H ° _ _ .,- (j c o 0 0 o H 0 w - ° � a- > w 4) U ,. a � � ,_ ^ G O U 0 o o o U Um __ is • to E m w 0 CO • 0 • a5` U W co r O O N aS O O O O N_ n O co 1-58D Eastbound Ramps CNI r 0 V' N I Out In Total 01 I 01 01 N a) a) 1 0 O z Right Thru Left z00 a a li U) u) EL CC , CC ryc `13 m °i (0 G tti I° 0 1 o m ' F' ° r= R ;•.Irn w ft; 'cc CO r. L ' oL c cc L C Q � 11 1101 null l4fi!a L ro [0 18101 W 1fl0 sdwea punoglse3 089-I C a cCO _p = O C to a) Co T T — 0 • 6 m CO a 7.' N O O - n in CO . W 7 O O O O G O 0 = O CO G 0 C C O O O _ L J U = _ LU O L - C CO - -.: 7, . C-0000=i 0• 0 N = O 0 r v. w_ O N = 0000000 p m _ c O ✓ O CD T- Cl" M . . . . . . . . - - O O O 5 O ^I Z U t Z G m N N . , N - 00000j=0 LL CO CO D_ c 0. • 2. 000 - 00 Ct _ 7 r 0,c`1 `V 0.00000.0 p g O U r 0 0 .0 0 0 y„r = s S al [� � E 0 0 0 O O C - --. = __ - - 000000 - 0 c x 00.000 .0 - 0 c 0 G - O C O C O C - O _ J 'J O L , C- -J .O O - r, ^ O J G b , 00 �' F c c -'�� - o =0 7 000000c 0 Y - Ti. C E . v @ O C m l . . ^o �.yo . ^— .0 C = i N O_ • E CC CO L1J O CO O co • co O O r O O O N O p0 1-580 Eastbound Ramps 0 Out In Total O V 1 01 I ' 01 1 01 N N te a. 0 01 O Z U Q z Right Thru Left f L, O N N ii CO CO a CC La o co m o 0 VtV L ~ y Z m F — L U o o /'W I JL O LL wool ■1 • ,11 l will 148i21 • L0 I 1-0-1 ul IaO sdwell punoglss osg-t C C (6 C CO Q = O U) w a) O U >, — U_• U m • U) — E - a o x 0 r o° CI) - -C x x rn - n v x oa 7 - _ oc c• =c rti-Y- P 0 CI -CI CI oC N C m COI co 0 Co F o x O r G c 7.n - C W x O - 7 Y x CC Y G -� W CO F o _ o oc n C _ _ V r c � -S o _I _ CI -N N OC N 1 fl 1 W�° O _ r. 7O S vl Cl i75 co a - 0 0 0 C 0 c C O 0 c 0 0 0 0 O 0 0 O <<I G J U - c 000 c - S S r 7 7 C o r a - a C n Y bU cc n ? 'n7 777YI� YncO _ — C - 1 - Cl cc CI W G a G O O O O G O O O O O G 0 0 0 Cr Cr O O O O H O O N �_ , W O1- z - � r • O O c - C - -� Nlr = inn. lc xin Off:el 7 �G T 'n - cCl n' - Nn�; Yr0 N Or S R -I r O 'Cr r - . 00000 00000 00000 00000 COC . . . . . . . . o -■ - [` M S - I . c N O N If' - -� - Et (Q O _ 0 oC - rx.a0r t - Vn0 I d (o 0 0 ^el 1 CI 1U'n Y rn n'1 h n Y C 7 C x G Z U a r- .- CO pia. r- ClC 1O7 Cl O. nn`rn nnv ,n..,_ n c r F. nor c Cl Cit to n 0 0 0 o O 0 0 0 G O 0 0 0 0 0 0 0 0 0 0 _ V t � = N f`i 0 - =In rininn Crn CN CriarK 00n -1 A c Cl n CI fI C Y N o c O o c 0 0 o O 0 � ,.n _ O . t - o � i Il r 7 _ 0^- '" L 'Q ♦ -S '^ NO 1CY CICC PROM r - Cc }�/ r�In 1N - - r Y '�I�I r - _ CI V - _ _ o G r h = = 0 0 0 o G 0 0 0 O G O O O O O Cr O o O O O O O - I C.C.I, C Mal '-' _ = 00000 GOO GO 0 0 ., 00 00000 0 E. _ ■ O 0 O .0 C C. — ` _ 0 G e O G O O c O O O O O O c O O o O O G o o E : : C C 0 _ O o i j G O o O O O G c c O O O O O o x t O o O c O O^c. O O O C 0 0 0 O o c G c O c _ 0° 0 0 0 O o O O c O O G O'0 0 0 0 0 0 C O O - - Cs■r m rn n C r�n x P r 'A r = Cl O n Ic-Cl - 'n- c n I Cl 1 n c on_ � N. OON c oc 'C O G 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 - 7 L rn ° 7 _ _ O ▪ p F.Vr ...L.- r- �c In in '-''7 V, co n CI , r P xn n- r el in n .n x x V ^ '^ 1] <11 n "1 r r N b AD O�° .`CJ 01 - N - _ W N N r U U F - - n O • ` Cl N 7 7 t-1 r 7 C•C ' .. O 'J V 5 , c C - C l \° °p t i C 0 -b !n`I N N n 0 7 n n r l x N n O C o O O G O O N n p Y c r. - 0 0 0 0 0 0 0 o c o 00000 0 0 0 0 0 000 0 CU C m - n^ C - := o0 cc— o 9 O 0 0 inoin c o -no - O ano =n- c - n• - -1 c- c c 0 c v o - Y O - 7 ° O - Y 0 Y E n e o - {j, 0 N Foco off"" 0000r' �.?�°vI,_° rrr r_ F o= n 94= - i O U F cF v o ' ° e >. >. t (1 < - - U .rY U s :e 0 CO Ci'i o` 7 tx r rn g —C. C = r-c: or -- -r v. Y rn C '.i `. 'S 0 —c. O C O O O O ^ C O 1 Y T S F V ^A iyi 1-580 Eastbound Ramps Out In Total I 21] I 01 1 211 . 1 C — x 0.-r C rc in Ir. > - I 01 01 01 Right Thw Left 1-/ Lk r cs O. N co 7 C Cl nm v ' — ' r N C C (13 0000000 52,CO 0 �m CO o I �, c o r' 7 r �'--�� ! d c 00 000 _I U i o' $i a a J u U L. _ _ G O O O C 0 ` 0 0 0 0 = 0 0 0 0 0 0 0 I, — IcLTIo—f8L I I n n_ col n [T85-1 IESZL1 e2Z—I 12101 01 1n0 sdwea punoglse3 029-I . of . N: _ —H0 fl P a —s 7 5 . = c - -r rx 7 = - 1.r N'on — u o 0 0 0 0 0 0 0 0 0 0 c % L — _ L' 14- O _O r L_ r r E ° 0_ R. > 0 G r < co a E c m w 0 aD m s CO 0 0 N n OO N N 0 1-580 Eastbound Ramps r ED CO Cr Out In Total • 1581 01 I 1581 N N O I E O co Z Ri of of al hl Thru Left Z w N C .0 U_ C Ct `° ° a3 V m� ��z � � Ci tron o �1a ml 2 O o 4 3 c'�' � _� �t o _ r m" _cri l� wcmI ° °' f6 m �I cc OJ d O v d • • • l-I T usi n14T 145!N [ZOL 10 IOZ i I I fL9t ielol u1 In0 • sdweil punogtse3 OBS1 • • C Co C m C 4 O rn .- O T U Uo7 Prepared by NDS/ATD • Volumes for:Thursd y,April 19,2012 City: Dublin Project#: 12-7149-001 Location: Tassajar Road between 1-580 and Dublin Boulevard, Start No hbound Hour Totals Southbound Hour Totals Combined Totals Time Morning Afternoon Morning 'Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 4 260 ' 33 263 12:15 3 279 26 264 12:30 3 299 14 248 . 12:45 1 253 131 1091 29 294 102 1069 233 2160 1:00 1 263 10 305 .- 1:15 1 270 13 297 1.30 1 247 9 290 1:45 1 223 59 1003 5 287 37 1179 96 2182 2:00 253 6 285 2:15 247 3 313 2:30 261 5 279 2:45 238 28 999 9 313 23 1190 51 2189 3:00 • 305 7 287 3:15 261 6 303 3:30 282 8 339 3:45 280 22 1128 8 333 29 ' 1262 51 2390 4:00 1 274 6 324 4:15 284 12 330 4:30 271 12 320 4:45 1 289 41 1118 22 364 52 1338 93 2456 • 5:00 1 317 36 345 5:15 1 331 38 376 5:30 3 398 58 315 5:45 5 435 125 1481 ' 72 317 204 1353 329 2834 6:00 6 397 86 291 615 7 416 119 328 6:30 8 380 135 303 6:45 11 376 333 1569 171 264 511 1186 844 2755 7:00 15 344 234 287 7:15 18 325 301 285 • 7:30 217 308 370 269 .. 7:45 256 315 806 1292 387 226 1292 1067 2098 2359 8:00 270 276 422 198 8:15 229 268 _. 408 230 8:30 253 244 414 206 8:45 230 246 982 1034 398 188 1642 822 2624 1856 9:00 239 200 342 156 9:15 203 191 300 159 , 9:30 188 182 281 140 0 9:45 203 168 833 741 297 115 1220 570 2053 1311 . 10:00 195 151 252 106 10:15 186 130 242 116 10:30 180 92 229 107 10:45 219 92 780 465 209 78 932 407 1712 872 11:00 216 91 266 108 11:15 215 71 267 60 11:30 . 217 52 265 31 11:45 261 44 909 258 276 38 1074 237 1983 495 Total 5049 12179 5049 12179 7118 11680 7118 11680 12167 23859 Combined 17228 17228 18798 18798 36026 - Total • AM Peak 11:45 AM 8:00 AM Vol. 1099 1642 P.H.F. 0.919 0.973 PM Peak 5:30 PM 4:30 PM Vol. 1646 1405 P.H.F. 0.935 ' 0.934 Percentage 29.3% 70.7% 37.9% 62.1% • • Prepared by NDS/ATD • Volumes for:Thursday,April 19,2012 City: Dublin Project#: 12-7149-002 Location: Tassajara Road between Dublin Boulevard and Gleason Drive. Start Northbound Hour Totals Southbound Hour Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 ' 25 111 16 144 12:15 19 120 5 119 12:30 14 130 10 141 12:45 8 115 66 476 7 127 38 531 104 1007 1:00 5 119 1 111 1:15 8 126 5 100 1:30 6 132 4 130 1:45 6 111 25 488 1 107 11 448 36 936 2:00 4 128 0 110 2:15 3 118 4 117 2:30 4 143 0 126 ' 2:45 3, 166 14 555 1 144 5 497 19 1052 3.00 1 197 3 139 3:15 0 197 2 204 3:30 1 192 219 3:45 4 201 6 787 208 8 770 14 1557 4:00 7 178 163 4:15 4 164 174 4:30 4 189 1 136 4:45 ' 11 186 26 717 176 29 649 55 1366 5:00 5 200 2 191 515 9 221 2 170 •- 5.30 15 266 2 163 5:45 30 273 59 960 3 178 107 702 166 1662 6:00 28 237 6 156 6:15 33 230 5 145 6.30 36 241 7 151 6.45 58 219 155 927 10 122 306 574 461 1501 7:00 83 220 14 140 7.15 92 199 15 114 7:30 129 187 21 105 7:45 177 184 481 790 26 77 769 436 1250 1226 8:00 179 151 28 88 8:15 154 164 34 98 8:30 160 131 31 87 8:45 133 148 626 594 28 62 1230 335 1856 929 9:00 130 116 261 61 9:15 114 138 191 63 . 9:30 103 108 174 44 0 9:45 107 92 454 454 167 38 793 206 1247 660 10:00 86 94 • 152 33 10:15 67 72 126 46 10:30 76 53 161 44 10:45 92 45 321 264 107 47 546 170 867 434 11:00 92 57 113 35 11:15 '76 31 132 28 11:30 84 33 139 14 11:45 110 24 362 145 143 18 527 95 889 240 Total 2595 7157 2595 7157 4369 5413 4369 5413 6964 12570 Combined 9752 9752 9782 9782 19534 Total AM Peak 7:45 AM 8:00 AM Vol. 670 1230 P.H.F. 0.936 0.899 PM Peak 5:30 PM 3:15 PM Vol. 1006 794 P.H.F. 0.928 0.906 Percentage 26.6% 73.4% 44.7% 55.3% Prepared by NDS/ATD Volumes for:Thursday,April 19,2012 City: Dublin Project#: 12-7149-003 Location: Tassajara Road between Gleason Drive and North Dublin Ranch Drive. Start Northbound Hour Totals Southbound Hour Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 5 83 84 12:15 8 77 64 12:30 8 82 80 12:45 9 85 30 327 62 19 290 49 617 1:00 2 110 63 1:15 6 86 58 1:30 2 91 69 1:45 2 112 12 399 64 9 254 21 653 2:00 5 100 59 2:15 4 115 64 2:30 0 132 . 76 2'.45 3 109 12 456 59 2 258 14 714 3:00 0 131 88 3:15 1 127 105 3:30 1 160 116 3:45 149 5 567 133 4 442 9 1009 4:00 141 120 415 135 94 430 143 95 4:45 156 10 575 108 21 417 31 992 5:00 177 1 110 • 515 206 1 79 5'.30 216 1 101 5:45 282 24 881 1 94 65 384 89 1265 6:00 256 4 95 6:15 1 225 3 78 6:30 2 195 4 97 6:45 3 172 87 848 7 67 190 337 277 1185 7:00 4 201 87 90 7:15 51 186 91 65 7:30 66 181 163 59 7:45 99 128 256 696 191 42 532 256 788 952 , 8:00 136 129 202 44 8:15 131 118 241 47 8:30 114 101 226 47 8.45 119 82 500 430 196 31 865 169 1365 599 9:00 81 102 154 26 9:15 91 93 112 25 9:30 63 81 121 33 0 9:45 62 66 297 342 98 16 485 100 782 442 10:00 55 60 91 13 10:15 60 54 81 21 10:30 67 46 91 17 10:45 58 37 240 197 67 18 330 69 570 266 11:00 71 32 72 12 11:15 68 15 81 13 11.30 64 24 74 8 . 11:45 65 18 268 89 77 3 304 36 572 125 Total 1741 5807 1741 5807 2826 3012 2826 3012 4567 8819 Combined 7548 7548 5838 5838 13386 • Total AM Peak 8:00 AM 8:00 AM Vol. 500 865 P.H.F. 0.919 0.897 PM Peak 5:30 PM 3:15 PM Vol. 979 474 P.H.F. 0.695 0.891 - Percentage 23.1% 76.9% 48.4% 51.6% • Prepared by NDS/ATD Volumes for:Thursday,April 19,2012 City: Dublin Project it 12-7149-004 Location: Tassajara Road between North Dublin Ranch Drive and Fallon Road. Start Northbound Hour Totals Southbound Hour Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 11 57 8 75 12:15 8 63 3 63 12:30 , 5 71 2 76 12:45 3 60 27 251 6 52 19 266 46 517 • 1:00 2 57 1 67 1:15 2 64 4 50 1:30 2 64 2 62 1:45 5 57 11 242 2 66 9 245 20 487 2:00 3 78 0 56 2:15 0 62 1 55 2:30 1 83 1 65 2:45 2 112 6 335 0 50 2 226 8 561 3:00 0 103 0 91 3:15 0 113 1 91 3:30 0 80 1 107 3:45 4 117 4 413 1 120 3 409 7 822 4:00 2 104 2 132 4:15 5 96 4 103 4:30 1 104 5 80 4:45 2 99 10 403 7 79 18 394 28 797 5:00 1 119 9 105 5:15 1 125 11 82 5:30 0 155 10 84 5:45 7 173 9 572 14 77 44 348 53 920 6:00 9 161 28 76 6'.15 6 127 27 74 6:30 17 128 36 77 • 6:45 14 103 46 519 47 63 138 290 184 809 7:00 21 133 81 63 715 26 98 66 62 7:30 43 92 106 59 7:45 59 102 149 425 135 37 388 221 537 646 8:00 98 82 193 42 8:15 126 83 230 32 8:30 72 71 251 48 8:45 80 62 376 298 192 26 866 148 1242 446 9:00 69 52 167 24 9:15 57 51 95 16 9:30 54 49 121 25 0 9:45 61 45 241 197 84 16 467 81 708 278 10:00 48 39 91 12 10:15 46 35 72 16 10:30 39 39 94 16 10:45 40 22 173 135 62 14 319 58 492 193 11:00 37 26 63 13 11:15 46 28 71 10 11:30 39 16 71 5 11:45 53 15 175 85 76 2 281 30 456 115 Total 1227 3875 1227 3875 2554 2716 2554 2716 3781 6591 Combined 5102 5102 5270 5270 10372 Total AM Peak 8:00 AM 8:00 AM • Vol. 376 866 P.H.F. 0.746 0.863 PM Peak 5:30 PM 3:30 PM • Vol. 616 462 • P.H.F. 0.939 0.875 Percentage 24.0% 76.0% 48.5% 51.5% . Prepared by NDS/ATD Volumes for:Thursd y,April 19,2012 City: Dublin Project#: 12-7149-005 Location: Tassajar Road between Fallon Road and County limit. Start No hbound Hour Totals Southbound Hour Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 1 50 2 63 12:15 60 3 59 12:30 65 4 76 12:45 53 27 228 0 70 9 268 36 496 1:00 62 4 67 1:15 57 2 _ 46 1:30 66 1 63 1:45 64 11 249 1 54 8 230 19 479 2:00 77 0 55 2:15 .66 1 57 2:30 76 0 68 2:45 91 4 310 1. 66 2 246 6 556 3:00 97 2 83 315 • 95 0 59 3:30 71 0 79 - 3.45 95 4 358 2 63 4 284 8 642 4:00 104 1 71 • 4:15 94 5 7 4:30 106 5 7 4:45 135 10 439 6 8 17 309 27 748 5:00 127 - 4 7 5:15 158 15 7 5:30 169 11 9 5:45 1 152 23 606 19 8 49 319 72 925 6:00 1 143 31 7 615 136 28 8 6:30 1 136 54 8 6:45 - 1 133 46 548 85 7 198 311 244 859 7:00 3 128 80 6 7:15 4 98 118 6 7:30 4 101 173 5 7.45 4 99 162 426 214 4 585 231 747 657 8:00 5 79 194 4 8:15 71 79 192 3 8:30 62 65 190 3 8.45 63 70 253 293 142 2 718 135 971 428 9:00 62 50 121 4 • 9:15 67 55 117 2 9:30 59 55 95 0 9:45 70 33 258 193 100 2 433 93 691 286 10:00 41 39 68 1 10:15 39 39 68 1 10:30 43 35 76 2 10:45 44 23 167 136 75 1 287' 71 454 207 11.00 48 29 60 1 11.15 41 21 71 11:30 51 22 74 11:45 58 11 198 83 61 266 24 464 107 Total 1163 3869 1163 3869 2576 2521 2576 2521 3739 6390 Combined 5032 5032 5097 5097 10129 Total AM Peak - 8:15 AM 7:45 AM Vol. 258 790 P.H.F. 0.908 0.923 PM Peak 5:15 PM 5.30 PM Vol. '622 326 P.H.F. 0.933 0.867 . Percentage 23.1% 76.9% 50.5% 49.5% Prepared by NDS/ATD Volumes for Thursd y,Apnl 19,2012 City: Dublin Project#: 12-7149-006 Location: Tassajar Road between County limit and Highland Drive. Start' No hbound Hour Totals Southbound Hour Totals Combined Totals Time Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon_ Morning Afternoon 12:00 1 48 1 44 12:15 59 3 54 12:30 66 3 ' 54 12:45 52 26 225 0 51 7 203 33 428 1:00 61 2 48 1:15 52 3 42 1:30 68 1 50 1:45 66 11 247 1 40 7 180 18 427 2:00 75 0 43 2:15 62 1 49 2:30 78 1 47 2:45 61 4 276 0 52 2 191 6 467 3:00 75 2 59 3:15 73 0 61 3:30 70 0 66 3:45 82 4 300 2 63 4 249 8 549 4:00 76 0 48 4:15 82 6 55 4:30 87 4 65 4:45 114 7 359 7 49 17 217 24 576 5:00 117 5 37 5:15 114 9 43 • 5:30 118 8 47 5:45 1 103 24 452 21 . 63 43 190 67 642 6:00 1 94 27 43 6:15 92 25 - 65 6:30 1 88 55 55 6:45 1 81 45 355 82 46 189 209 234 564 7:00 2 82 66 49 7:15 3 72 101 59 7:30 3 77 121 38 7:45 4 70 136 301 159 26 447 172 583 473 8:00 4 70 152 26 8:15 5 67 160 20 8:30 4 60 125 21 8:45 4 59 187 256 109 28 546 95 733 351 9'.00 4 46 90 26 9:15 5 58 76 14 • 9:30 4 51 75 12 0 9:45 5 37 205 192 61 13 302 65 507 257 10:00 4 40 54 10 10:15 3 39 55 21 10:30. 4 34 53 20 10:45 4 24 168 137 60 8 222 . 59 390 196 11:00 4 27 61 4 1115 4 21 - 49 4 11:30 5 23 60 6 11:45' 5 10 197 81 41 • 3 211 17 408 98 Total 101 3181 1014 3181 1997 1847 1997 1847 3011 5028 Combined 4195 4195 3844 3844 8039 Total AM Peak 11:45 AM 7:45 AM Vol. 230 596 P.H.F. 0.871 0.931 PM Peak 4:45 PM 3:00 PM Vol. - 463 249 P.H.F. 0.981 0.943 • Percentage 24.2% 75.8% 52.0% 48.0% EXISTING CONDITIONS DubnnMOUerRanonoe.AppendixHeaaera.aoc 10 September 2012 • Queues Existing. 1: Dublin Blvd & Dougherty Road Timing Plan.AM PEAK LaneGroup' .„ fBL.,' T EST,. ' -.EBR ' WBh ` WBT.. -WBR, .":. -NBT_ ' NBR,-. SBL, . '&BT ' Lane Group Flow(vph) 49 362 338 322 621 334 575 704 379 548 1658 v/c Ratio 0.30 0.25 0.28 0.66 0.35 0.34 0.78 0.65 0.42 0.63 0.82 Control Delay 63.8 38.1 20.4 63.1 33.7 6.0 61.3 49.3 5.2 47.2 44.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • • Total Delay. 63.8 38.1 20.4 63.1 33.7 6.0 61.3 49.3 5.2 47.2 44.5 Queue Length 50th(ft) 21 87 87 94 146 49 167 201 0 209 369 Queue Length 95th(ft) . 42 125 130 110 168 83 193 215 31 283 416 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1424 1264 729 1761 994 844 1721 1194 868 2056 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn . 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21. 0.25 0.27 0.44 0.35 0.34 0.68 0.41 0.32 0.63 0.81 Intersection Summary : ,.: -,. • • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Existing . 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK -' -'t f '~ t 4\ t P \ j r Movement -mi-'_ rEBT .EBR ;WBL .WBT •'':WBR'"`"NBL i , �NBT._.._NBR .,SBL ''SET"- SBR Lane Configurations ¶1 ttt rr vi) tfi+ r vn 9T+ rr m MT.4 Volume(vph) . 45 329 308 258 497 i 267 489 598 322 493 1404 88 Ideal Flow(vphpl). 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 ii 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes . 1.09 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 • 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prof) 3433 5085 2763 4990 5085 1569 4990 5085 2787 3433 6344 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2763 4990 5085 1569 4990 5085 2787 . 3433 6344 Peak-hour factor, PHF 0.91 0.91 0.91 0.80 0.80 0.80 0.85 0.85 0.85 0.90 0.90 0.90 Adj. Flow(vph) 49 362 338 322 621 334 575 704 379 548 1560 . 98 RTOR Reduction(vph) 0 0 17 0 0 56 0 0 298 0 7 0 Lane Group Flow(vph) 49 362 321 322 621 278 575 704 81 548 . 1651 0 Confl. Peds. (#/hr) 3 1 1 3 6 6 Confl. Bikes(#/hr) 1 3 2 Turn Type . Prot pm+ov Prot pm+ov Prot Perm Prot Protected Phases 5 2 3 1 6 7 3 8 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 5.4 36.4 55.6 12.7 44.0 76.9 19.2 27.7 27.7 32.9 41.4 Effective Green,g(s) 5.4 36.4 55.6 12.7 44.0 76.9 19.2 27.7 277 32.9 41.4 Actuated g/C Ratio 0.04 0.28 0.43 0.10 0.34 0.59 0.15 0.21 0.21 0.25 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 4.5 2.0 4.5 Lane Grp Cap(vph) 143 1424 1182 487 1721 928 737 1083 594 869 2020 v/s Ratio Prot 0.01 0.07 0.04 c0.06 c0.12 0.08 c0.12 0.14 0.16 c0.26 v/s Ratio Perm 0.08 0.10 0.03 v/c Ratio 0.34 0.25 0.27 0.66 0.36 0.30 0.78 0.65 0.14 0.63 0.82 Uniform Delay,dl 60.6 36.3 24.1 56.6 32.4 13.2 53.4 46.7 41.5 43.1 40.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.4 0.0 2.6 0.6 0.1 5.0 1.7 0.2 1.1 3.0 Delay(s) 61.1 36.7 24.1 59.2 33.0 13.2 58.3 48.4 41.6 44.3 43.8 Level of Service E D C E C B E D D D D Approach Delay(s) 32.6 • 34.4 50.3 43.9 Approach LOS C C D D intersection Summary • HCM Average Control Delay 42.2 HCM Level of Service D HCM Volume to Capacity ratio 0.62 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization . 84.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 2 • • Queues Existing 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK - --► • { q t t ► 1 r LaneGr6up EBL. EBT,'d .EBR ^WBV WBT NBL:: 'NBT` 'NBR .._°SBC SBT'> SBR Lane Group Flow(vph) 111 349 147 348 546 239 411 117 20 484 112 v/c Ratio 0.51 0.18 0.11 1.14 0.27 0.64 " 0.32 0.11 0.14 0.32 0.21 Control Delay 66.9 27.3 2.8 146.1 26.2 66.1 31.6 5.5 62.1 36.0 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.9 27.3 2.8 146.1 26.2 66.1 31.6 5.5 62.1 36.0 6.9 Queue Length 50th (ft) 47 71 0 -176 110 70 136 0 8 116 0 Queue Length 95th(ft) 68 83 12 #262 137 100 184 23 21 136 35 Internal Link Dist(ft) 2411 1552 1208 1717 . Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 252 1920 1376 306 2036 405 1277 1067 279 1515 539 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.18 0.11 1.14 0.27 0.59 0,32 0.11 0.07 0.32 0.21 Intersection Summary e . -'-"_._ , w w „�: ,:. - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • Moller Ranch TIA Synchro 7- Report KHA Page 3 • HCM Signalized Intersection Capacity Analysis Existing 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK { 4 4\ 1 r `► 1 r Movement `4.y ft,tttfcill.EBL ,. EBT.EBRT- °'WBL`., WBT WBR., NBL l NBT TNBR:Iv .SBL:==-<-SBT SBR Lane Configurations ¶1 tft Pffl vi tn. VI) ft rr T1 44+ i° Volume(vph) 88 276 116 303 451 24 227 390 111 17 402 93 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900. Total Lost time(s) • 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 1.00 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected . 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said. Flow(prot) 3433 5085 2752 3433 5041 4990 3539 2749 3433 5085 1545 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2752 3433 5041 4990 3539 2749 3433 5085 1545 Peak-hour factor, PHF 0.79 0.79 0.79 0.87 0.87 0.87 0.95 0.95 0.95 0.83 0.83 0.83 Adj. Flow(vph) 111 349 147 348 518 28 239 411 117 20 484 112 RTOR Reduction(vph) 0 0 81 0 4 0 0 0 75 0 0 77 Lane Group Flow(vph) 111 349 66 348 542 0 239 411 42 20 484 35 Confl. Peds. (#/hr) 5 2 2 5 12 1 1 12 Confl. Bikes(#/hr) 3 5 1 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 ' 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 8.2 48.8 58.5 11.5 52.1 9.7 46.7 46.7 3.4 40.4 40.4 Effective Green, g (s) 8.2 48.8 58.5 11.5 52.1 9.7 46.7 46.7 3.4 40.4 40.4 Actuated g/C Ratio 0.06 0.37 0.45 0.09 0.40 0.07 0.36 0.36 0.03 0.31 0.31 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 • Vehicle Extension (s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 215 1893 1228 301 . 2003 369 1261 979 89 1567 476 v/s Ratio Prot 0.03 0.07 0.00 c0.10 c0.11 c0.05 c0.12 0.01 0.10 v/s Ratio Perm 0.02 0.02 0.02 v/c Ratio 0.52 0.18 0.05 1.16 0.27 0.65 0.33 0.04 0.22 0.31 0.07 Uniform Delay,dl 59.5 27.7 20.6 59.8 26.7 59.0 30.7 27.6 62.6 34.7 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.9 0.2 0.0 101.1 0.3 2.9 0.7 0.1 0.5 0.5 0.3 Delay(s) 60.4 28.0 20.6 160.9 27.0 62.0 31.4 27.7 63.0 35.2 32.4 Level of Service E C C F C E C C E D C Approach Delay(s) 32.1 79.1 40.4 35.6 Approach LOS C E D D lntersechon.Su`mmary 1; - :_-r. . - ._. _ . -_ HCM Average Control Delay 49.6 HCM Level of Service • D HCM Volume to Capacity ratio 0.40 • Actuated Cycle Length(s) 131.1 Sum of lost time(s) 15.2 Intersection Capacity Utilization 101.9% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group _ Moller Ranch TIA Synchro 7- Report KHA Page 4 • Queues Existing 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK 1 ' j Larie_Group PVBL. :NET • Lane Group Flow(vph) 516 204 60 503 v/c Ratio 0.76 0.27 0.13 0.68 Control Delay 15.2 10.7 10.2 16.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 15.2 10.7 10.2 16.8 Queue Length 50th(ft) 50 31 9 92 Queue Length 95th (ft) 88 76 31 215 Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 1018 1196 754 1197 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.17 0.08 0.42 a_ Intersection Summa , '�'"77 s t, • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 5 • • HCM Signalized Intersection Capacity Analysis Existing 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK < s t r `• Movement WEL wBR . ,NBT__. NBR_°;SBL SBTt ,;, -- -.. :' " Lane Configurations V 14, 'l 4 Volume(vph) 97 264 170 2 53 443 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.90 1.00 1.00 1.00 Flt Protected 0.99 1.00 0.95 1,00 Satd. Flow(prot) 1657 1860 1770 1863 Flt Permitted 0.99 1.00 0.63 1.00 _ Satd. Flow(perm) 1657 1860 1173 1863 . Peak-hour factor, PHF 0.70 0.70 0.84 0.84 0.88 0.88 Adj. Flow(vph) . 139 377 202 2 60 503 RTOR Reduction(vph) 177 0 1 0 0 0 • Lane Group Flow(vph) 339 0 203 0 60 503 Turn Type Perm • Protected Phases 8 2 6 Permitted Phases 6 Actuated Green,G(s) 13.3 17.4 17.4 17.4 Effective Green,g(s) 13.3 17,4 17.4 17.4 Actuated g/C Ratio 0.31 0.41 0.41 0.41 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 516 758 478 759 v/s Ratio Prot c0.20 0.11 c0.27 . v/s Ratio Perm 0.05 v/c Ratio 0.66 0.27 0.13 0.66 Uniform Delay,dl 12.7 8.4 7.9 10.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay, d2 • 3.0 0.2 0.1 2.2 Delay(s) 15.7 8.6 8.0 12.5 Level of Service B A A B Approach Delay(s) 15.7 8.6 12.0 Approach LOS B A B Irifersection Summary _'. � =° a _ _j HCM Average Control Delay . 13.0 HCM Level of Service B HCM Volume to Capacity ratio 0.66 . Actuated Cycle Length(s) 42.7 Sum of lost time(s) 12.0 Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report • . KHA . Page 6 • Queues - Existing 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK 4\ t tit Lirie—GIOU57 .. rEBL --flEBR NBL SBT—t:t - - Lane Group Flow(vph) 24 338 100 180 662 v/c Ratio 005 0.36 0.27 0.20 0.57 Control Delay 17.4 3.8 28.5 7,9 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.4 3.8 28.5 7.9 16.7 Queue Length 50th (ft) 6 0 13 22 77 Queue Length 95th(ft) 22 23 44 70 160 Internal Link Dist(ft) 922 569 1222 Turn Bay Length (ft) 275 480 Base Capacity(vph) 1044 1746 364 1545 2297 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.02 0.19 0.27 0.12 0.29 Intersection Sum-Mary.' Moller Ranch TIA Synchro 7- Report KHA Page 7 HCM Signalized Intersection Capacity Analysis Existing 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK t • • Movement __ .... • €BL EBRa °NBL. .J1NBT SBTt 5BR'° ``", Lane Configurations 'I re )'S Volume(vph) 20 287 82 148 501 62 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 • Lane Util. Factor 1.00 0.88 0.97 1.00 0.95 Frpb,ped/bikes 1.00 0.98 1.00 1.00 1`.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 ■ Satd. Flow(plot) 1770 2728 3433 , 1863 3481 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 2728 3433 1863 3481 Peak-hour factor, PHF 0.85 0.85 0.82 0.82 0.85 0.85 Adj. Flow(vph) 24 338 100 180 589 73 RTOR Reduction(vph) 0 253 0 0 14 0 Lane Group Flow(vph) 24 85 100 180 648 0 Confl. Peds. (#/hr) 1 Turn Type Perm Prot Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green,G(s) 12.9 12.9 3.8 26.5 16.7 • Effective Green,g(s) 12.9 12.9 3.8 26.5 16.7 Actuated g/C Ratio 0.25 0.25 0.07 0.52 0.32 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 444 685 254 960 1131 v/s Ratio Prot 0.01 c0.03 0.10 c0.19 v/s Ratio Perm c0.03 v/c Ratio 0.05 0.12 0.39 0.19 0.57 Uniform Delay,dl 14.6 14.9 22.7 6.7 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.0 0.1 0.7 Delay(s) 14.7 15.0 23.7 6.8 15.1 • Level of Service B B C A B Approach Delay(s) 14.9 12.8 15.1 Approach LOS B B B Intersecetion Summary m HCM Average Control Delay 14.6 HCM Level of Service B HCM Volume to Capacity ratio 0.38 Actuated Cycle Length(s) 51.4 Sum of lost time(s) 18.0 Intersection Capacity Utilization 42.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 8 • • Queues Existing 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK f -• m { 4- 4\ t P I, el rinidr-oiir----'-'n.' EEL .4,4',•EBT..-, tBR'" \NBC" tiVBT-„,,..,,„NEiL, NET ' HER", = SBT ',. Lane Group Flow(vph) 226 6 25 5 7 32 64 133 125 709 v/c Ratio • 0.47 0.02 0.09 0.01 0.03 0.17 0.06 0.14 0.15 0.73 Control Delay 28.4 28.6 13.1 38.5 37.7 38.4 7.7 2.2 14.2 10.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 , 0.0 0.0 0.0 Total Delay 28.4 28.6 13.1 38.5 37.7 38.4 7.7 2.2 14.2 10.6 Queue Length 50th (ft) 72 2 0 1 2 12 9 0 29 53• Queue Length 95th(ft) 197 13 19 7 8 37 27 8 89 265 Internal Link Dist(ft) . 974 348 433 464 Turn Bay Length(ft) 470 150 50 155 180 50 Base Capacity(vph) 1332 1544 1316 650 1026 975 1460 1269 1402 1314 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 . Reduced v/c Ratio 0.17 0.00 0.02 0.01 0.01 0.03 0.04 0.10 0.09 0.54 • Moller Ranch TIA Synchro 7- Report KHA Page 9 HCM Signalized Intersection Capacity Analysis Existing 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK ,.d . Mave'ment.:_ .„..,_. . . ,_BBL ° •EBT EBR :WBL :WBT = WBR=. NBL ''sN6T . :NBR SBL"°°-r?S8T SBR Lane Configurations t1 1 1 'S t I ' t P ) t P Volume(vph) 192 5 21 2 3 0 21 42 88 0 120 681 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 i 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1770 1863 1583 1863 1583 Flt Permitted 0,95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1770' 1863 1583 1770 1863 ' 1770 1863 1583 1863 1583 Peak-hour factor, PHF 0.85 0.85 0.85 0.42 0.42 0.42 0.66 0.66 0.66 0.96 0.96 0.96 Adj. Flow(vph) 226 6 25 5 7 0 32 64 133 0 125 709 RTOR Reduction(vph) 0 0 23 0 0 0 0 0 62 0 0 293 Lane Group Flow(vph) 226 6 2 5 7 0 32 64 71 0 125 416 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 i 8 4 Actuated Green,G(s) 17.2 4.9 4.9 12.9 0.9 3.5 36.6 36.6 27.8 27.8 Effective Green,g(s) 17.2 4.9 4.9 12.9 0.9 3.5 36.6 36.6 27.8 27.8 Actuated g/C Ratio 0.25 0.07 0.07 0.19 0.01 0.05 0.54 0.54 0.41 0.41 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 2.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 446 134 114 335 25 91 1000 850 759 645 v/s Ratio Prot c0.13 0.00 0.00 c0.00 c0.02 0.03 0.07 v/s Ratio Perm 0.00 0.05 c0.26 v/c Ratio 0.51 0.04 0.02 0.01 0.28 0.35 0.06 0.08 0.16 0.64 Uniform Delay,dl 21.9 29.5 29.4 22.5 33.3 31.3 7.6 7.7 12.8 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay.d2 1.2 0.2 0.1 0.0 8.2 0.9 0.0 0.1 0.1 2.5 Delay(s) 23.1 29.7 29.5 22.5 41.5 32.1 7.6 7.7 13.0 18.7 Level of Service C C C C D C A A B . B Approach Delay(s) 23.9 33.6 11.1 17.8 Approach LOS C C B B Intersection-Summary HCM Average Control Delay 18.0 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 68.2 Sum of lost time(s) 18.8 Intersection Capacity Utilization 63.3% ICU Level of Service B • Analysis Period (min) 15 c Critical Lane Group Moller Ranch TIA . Synchro 7- Report KHA Page 10 • Queues Existing 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK 1 t t P \• 1 Lane Group WBL WBR' :JBT, :,.NBR- ;SBL., :,SBT ' _ Lane Group Flow(vph) 85 3 267 18 2 745 v/c Ratio 0.32 0.01 0.21 0.02 0.01 0.57 Control Delay . 23.8 14.5 6.8 4.1 23.5 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.8 14.5 6.8 4.1 23.5 8.0 Queue Length 50th(ft) 24 0 28 0 1 111 Queue Length 95th(ft) 38 4 95 8 6 237 Internal Link Dist(ft) 283 4023 607 Turn Bay Length(ft) 145 195 80 Base Capacity(vph) 892 799 1234 1054 892 1859 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.00 0.22 0.02 0.00 0.40 a 1 Intersection Summary,. ..-:.7.,-1,,„:. Moller Ranch TIA Synchro 7- Report KHA Page 11 HCM Signalized Intersection Capacity Analysis Existing 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK • I t t P ti 1 Movement-_ ` '.; WBL WBR NET NBRb SBL SBT Lane Configurations " r R- P iii Volume(vph) 50 2 224 15 2 708 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5.5 6.0 6,0 5.5 6.0. Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1,00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Fit Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0.59 0.59 0.84 0.84 0.95 0.95 Adj.Flow(vph) • 85 3 267 18 2 745 • RTOR Reduction(vph) 0 3 0 8 0 0 Lane Group Flow(vph) 85 0 267 10 2 745 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green,G(s) 6.0 6,0 31.5 31.5 0.8 37.8 • Effective Green,g(s) 6.0 6.0 31.5 31.5 0.8 37.8 Actuated g/C Ratio 0.11 0.11 0.57 0.57 0.01 ' 0.68 Clearance Time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 2.0 4.0 Lane Grp Cap(vph) 192 172 1061 902 26 1273 v/s Ratio Prot c0.05 0.14 0.00 c0.40 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.44 0.00 0.25 0.01 0.08 0.59 Uniform Delay,dl 23.1 22.0 6.0 5.2 26.9 4.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.0 0.2 0.0 0.5 0.8 Delay(s) 23.7 22.0 6.1 5.2 27.3 5.4 . Level of Service C C A A C A Approach Delay(s) 23.6 6.1 5.5 Approach LOS C A A Intersectien.Summary , 1:;.%-:-<-11_ HCM Average Control Delay 7.1 HCM Level of Service A HCM Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 55.3 Sum of lost time(s) 11.5 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 12 • • Queues Existing 7: Gleason Dr & Tassajara Rd ` / w P Timing Plan:AM PEAK Lane Group • "` •EBL..: EBL' .EBR. WBL',:wBT_ -NBL/.. NET"' °NBR SBL •,••••SBT sBR Lane Group Flow(vph) 64 152 44 365 299 101 489 202 69 1070 267 v/c Ratio 0.25 0.48 .0.17 0.67 0.59 0.35 0.35 0.28 0.41 0.80 0.39 Control Delay 46.6 41.3 36.1 44.7 • 34.5 46.2 23.2 4.8 50.2 32.4 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.6 41.3 36.1 44.7 34.5 46.2 23.2 '4.8 50.2 32.4 11.0 Queue Length 50th(ft) 17 78 21 98 144 27 103 0 37 274 37 Queue Length 95th (ft) 39 133 49 138 191 62 187 42 93 455 113 • Internal Link Dist(ft) 2097 1073 942 . 2259 Turn Bay Length(ft) 250 265 245 290 295 210 Base Capacity(vph) 755 779 • 642 755 754 755 1587 804 389 1572 784 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.20 0.07 0.48 0.40 0.13 0.31 0.25 0.18 0.68 0.34 lhters on Summary _. . � • Moller Ranch TIA Synchro 7- Report. KHA Page 13 • HCM Signalized Intersection Capacity Analysis Existing 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK • -It ` '- k' 4\ t /4 `► 1 .1 Movement_c..',.'.; EBL .'_EBT. EBR -, WBL • WET: WBR ` NBL 'NBT NBR SBLm 1SBT.. :.SBR • Lane Configurations 'P + r Vi 1 V3 t+ rr . I T# Volume(vph) 48 114 33 252 155 51 86 - 416 172 59 920 230 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 1.00 i 1.00 0.99 -Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flew(prot) 3433 1863 1537 3433 1787 3433 3539 1547 1770 3539 1560 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) ' 3433 1863 • 1537 3433 1787 3433 3539 1547 1770 3539 1560 Peak-hour factor, PHF 0.75 0.75 0.75 0.69 0.69 0.69 0.85 0.85 0.85 0.86 0.86 - 0.86 Adj. Flow(vph) 64 152 44 365 225 74 101 489 202 69 1070 267 RTOR Reduction(vph) 0 0 0 0 9 0 0 0 124 0 0 102 Lane Group Flow(vph) 64 152 44 365 290 0 101 489 78 69 1070 165 • Confl. Peds. (#!hr) 2 6 6 2 3 2 2 3 Confl. Bikes(#/hr) 7 3 1 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 7 4 1 6 5 , 2 Permitted Phases 8 6 2 Actuated Green, G(s) 5.6 16.7 16.7 14.6 25.7 7.9 36.6 36.6 7.4 36.1 36.1 Effective Green,g (s) 5.6 16.7 16.7 14.6 25.7 7.9 36.6 36.6 7.4 36.1 _ 36.1 Actuated g/C Ratio 0.06 0.18 0.18 0.15 0.27 0.08 0.39 0.39 0.08 0.38 0.38 Clearance Time(s) • 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 204 330 272 532 487 288 1374 600 139 1355 597 v/s Ratio Prot 0.02 0.08 c0.11 c0.16 0.03 0.14 c0.04 c0.30 v/s Ratio Perm 0.03 •0.05 0.11 v/c Ratio 0.31 0.46 0.16 0.69 0.60 0.35 0.36 0.13 0.50 _ 0.79 0.28 Uniform Delay,dl 42.5 34.8 32.9 37.7 29.8 40.8 20.5 18.6 41.7 25.7 20.1 Progression Factor 1,00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 1.4 0.4 3.4 2.3 0.5 0.3 0.2 2.0 3.5 0.4 . Delay(s) 43.2 36.2 33.3 41.0 32.1 41.3 20.8 18.8 43.7 29.3 20.5 Level of Service D D C D C D C B D C C Approach Delay(s) 37.4 37.0 22.9 - 28.3 • Approach LOS D 0 C C Inntersection Summary= °.:: _ _ . .. ,.. r HCM Average Control Delay 29.5 HCM Level of Service C • HCM Volume to Capacity ratio 0.67 Actuated Cycle Length(s) 94.3 Sum of lost time(s) 14.0 Intersection Capacity Utilization 62.4% ICU Level of Service B • Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 14 • • Queues Existing 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK -, t `► 1 r Carle Gratis EBL •: EBT" _.. EBR �:;WBL ,iWBT NBL :: NBT�:Q.NaR •• SBL:, SBT i,SBR .. ; Lane Group Flow(vph) 162 47 104 150 97 44 696 68 11 1214 124 v/c Ratio ' 0.57 0.14 0.29 0.37 0.38 0.27 0.37 0.08 0.08 0.73 0.16 Control Delay 43.1 29.5 8.4 40.2 35.2 44.4 15.4 5.4 44.7 25.7 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.1 29.5 8.4 40.2 35.2 44.4 15.4 5.4 44.7 25.7 11.3 Queue Length 50th(ft) 79 21 0 37 43 22 93 0 5 276 16 Queue.Length 95th(ft) 136 41 21 78 89 57 227 22 26 #641 73 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 474 848 764 919 827 474 1883 874 474 1659 763 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 ' 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.06 0.14 0.16 0.12 0.09 0.37 0.08 0.02 0.73 0.16 t. Intersedtion Summary r `i � -. - --� .' , ,. _ �f_, "_� - , # 95th percentile volume exceeds capacity,queue may be longer.. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 15 • HCM Signalized Intersection Capacity Analysis Existing 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK c ~ -, t /4 `• 1 r Movement EBL 4EBT EBR_ -WBL , WET WBR NBL NBT. 'NBR SBL .._'-SBT-::'SBR Lane Configurations fi F N5 'S tt rf 11 tt t' Volume(vph) 118 34 76 126 65 17 35 550 54 10 1093 112 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb,ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00, 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1557 3433 1805 1770 3539 1583 1770 3539 1555 At Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1557 3433 1805 1770 3539 1583 1770 3539 1555 Peak-hour factor, PHF 0.73 0.73 0.73 0.84 0.84 0.84 0.79 0.79 0.79 0.90 0.90 0.90 Adj.Flow(vph) 162 47 104 150 77 20 44 696 68 11 1214 124 RTOR Reduction(vph) 0 0 88 0 9 0 0 0 34 0 0 37 Lane Group Flow(vph) 162 47 16 150 88 0 44 696 , 34 11 1214 87 Confl. Peds. (#/hr) 6 6 6 6 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 12,7 12.7 12.7 9.3 9.3 4.3 42.3 42.3 1.0 39.0 39.0 Effective Green,g(s) 12.7 12.7 12.7 9.3 9.3 4.3 42.3 42.3 1.0 39.0 39.0 Actuated g/C Ratio 0.15 0.15 0.15 0.11 0.11 .0.05 0.50 0.50 0.01 0.47 0.47 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 2.5 4.0 4.0 Lane Grp Cap(vph) 268 282 236 381 200 - 91 1786 799 21 1647 724 v/s Ratio Prot c0.09 c0.03 0.04 c0.05 c0.02 c0.20 0.01 c0.34 v/s Ratio Perm 0.01 0.02 0.06 v/c Ratio 0.60 0.17 0.07 0.39 0.44 0.48 0.39 0.04 0.52 0.74 0.12 Uniform Delay,dl 33.2 30.9 30.5 34.6 34.8 38.7 12.8 10.5 41.2 18.2 12.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.2 0.1 0.5 1.1 2.9 0.2 0.0 16.8 1.9 0.1 Delay(s) 36.4 31.1 30.6 35.1 35.9 41.6 13.0 10.5 58.0 20.1 12.8 Level of Service D C C D D D B B E C B Approach Delay(s) 33.7 35.4 14.3 19.7 Approach LOS C D B B - Intersectron Summary HCM Average Control Delay 21.2 HCM Level of Service C HCM Volume to Capacity ratio 0.75 . Actuated Cycle Length(s) 83.8 Sum of lost time(s) 28.0 Intersection Capacity Utilization 55.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 16 • Queues Existing 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK { 4- 1 t P \► 1 I Lane Group:• n . ":EBL." ES EBR WBL -NBL . NBT4, .NBR.='_`SBL SBI SBR Lane Group Flow(vph) 66 70 201 422 226 396 666 141 17 1189 185 v/c Ratio 0.25 0.16 0.26 0.55 0.36 0.57 0.35 0.16 0.08 0.50 0.16 Control Delay , 44.0 39.8 23.1 38.4 33.8 39.5 14.0 3.2 44.2 22.1 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.0 39.8 23.1 38.4 33.8 39.5 14.0 3.2 44.2 22.1 3.6 Queue Length 50th(ft) 18 18 42 78 56 73 99 0 4 148 0 Queue Length 95th(ft) 42 44 83 124 104 107 168 25 16 201 23 Internal Link Dist(ft) 2216 1117 ' 968 743 Turn Bay Length(ft) 220 220 350 320 250 250 Base Capacity(vph) 845 1742 1081 1228 1724 1228 1934 , 929 845 3076 1416 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 '0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.04 0.19 0.34 0.13 0.32 0.34 0.15 0.02 0.39 0.13 _ - Intersection-Summary 1 • Moller Ranch TIA Synchro 7- Report KHA Page 17 • • HCM Signalized Intersection Capacity Analysis Existing 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK c 4- k- 4\ t P `► 1 r Movement __ ''tEBL EBT ' EBR r1/1/BL ,VVBT •WBR' NEL 'NBT' :`NBR. ...SBL. SST SBR Lane Configurations ¶i +1' fir '1V1 'Ab 11 I4 fr ¶1 tilt F volume(vph) 59 63 181 384 191 15 329 553 117 16 1094 170 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util.Factor 0.97 0.95 0.88 0.94 0.95 0.94 0.95 1.00 0.97 0.86 0.88 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 2787 4990 3498 4990 3539 1583 3433 6408 . 2751 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 2787 4990 3498 • 4990 3539 1583 3433 6408 2751 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.83 0.83 0.83 0.92 0.92 0.92 Adj. Flow(vph) 66 70 201 422 210 16 396 666 141 17 1189 185 RTOR Reduction(vph) 0 0 12 0 5 0 0 0 70 0 0 112 Lane Group Flow(vph) 66 70 189 422 221 0 396 666 71 17 1189 73 Confl. Peds. (#/hr) 1 1 Confl. Bikes(#/hr) 3 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 5.0 7.4 19.3 13.1 15.5 11.9 45.0 45.0 1.9 35.0 35.0 Effective Green,g(s) 5.0 7.4 19.3 13.1 15.5 11.9 45.0 45.0 1.9 35.0 . 35.0 Actuated g/C Ratio 0.06 0.08 0.22 0.15 0.17 0.13 0.51 0.51 0.02 0.39 0.39 Clearance Time(s) 5.0 5.8 5.0 5.0 . 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 193 294 604 734 609 667 1789 800 73 2520 1082 v/s Ratio Prot 0.02 0.02 0.04 c0.08 c0.06 c0.08 0.19 0.00 c0.19 v/s Ratio Perm 0.03 0.05 0.03 v/c Ratio 0.34 0.24 0.31 0.57 0.36 0.59 0.37 6.09 0.23 - 0.47 0.07 Uniform Delay,dl 40.4 38.2 29.3 35.4 32.4 36.3 13.4 11.4 42.8 20.1 16.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.4 0.1 0.7 0.4 0.9 0.2 0.1 0.6 0.2 0.0 Delzy(s) 40.8 38.6 29.4 36.0 32.8 37.2 13.6 11.5 43.4 _ 20.3 16.9 Level of Service D D C D C D B B 0 C. B Approach Delay(s) 33.5 34.9 21.1 20.1 Approach LOS C C C C Infersection.Suinmary', _ 7 1°'1 HCM Average Control Delay 24.4 . HCM Level of Service C HCM Volume to Capacity ratio 0.47 Actuated Cycle Length(s) 89.0 Sum of lost time(s) 15.8 - Intersection Capacity Utilization 56.3% ICU Level of Service B Analysis Period(min) 15 , c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 18 • • Queues Existing 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK t t t 1 r LaneiGroup :WBL WBR NBT° e'NBR SBT SBR ..; Lane Group Flow(vph) 598 346 1040 570 1328 435 v/c Ratio 1.06 0.49 0.40 0.36 0.38 0.32 Control Delay 96.6 9.7 7.1 0.4 3.9 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.6 9.7 7.1 0.4 3.9 0.6 Queue Length 50th(ft) -227 14 161 0, 74 0 Queue Length 95th(ft) #338 58 m180 m0 94 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 566 712 2615 1583 3461 1362 Starvation Cap Reductn 0 0 • 0 0 0 0 • Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.49 0.40 0.36 0.38 • 0.32 f[itersection Sum6aary _.2. '71,-:71=, f __ : stacT Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer.- Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • Moller Ranch TIA Synchro 7- Report KHA • Page 19 HCM Signalized Intersection Capacity Analysis Existing 10: 1-580 WB Ramps & Tassajara Rd Timing Plan-AM PEAK l ` t 1 t P ti j r Movement'T�,- _, EBL ' . EBT EBRa`' WBL -WBT, INBRr'..NBL.%srrNBT NBR; SBL -= SST-, SBR Lane Configurations Ti) err 14 I tt1. P Volume(vph) 0 0 0 544 0 315 0 1009 553 0 866 844 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 4.7 5.4 4.0 5.4 4.0 Lane Util.Factor 0.97 0.88 0,95 1.00 0.86 0.86 Frt 1.00 0.85 1,00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 3539 1583 4570 1362 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 3539 1583 4570 1362 Peak-hour factor, PHF 0.92 0.92 0,92 0.91 0.91 0.91 0.97 0.97 0.97 0.97 0.97 0.97 Adj.Flow(vph) 0 0 0 598 0 346 0 1040 570 0 893 870 RTOR Reduction(vph) 0 0 0 0 0 253 0 0 0 0 84 0 Lane Group Flow(vph) 0 0 0 598 0 93 0 1040 570 0 1244 435 Turn Type custom custom Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green,G(s) 17.3. 17.3 77.6 105.0 77.6 105.0 Effective Green,g (s) 17.3 17.3 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 0.16 0.74 1.00 0.74 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 2615 1583 3377 ' 1362 v/s Ratio Prot c0.29 0.27 v/s Ratio Perm c0.17 0.03 0.36 0.32 vfc Ratio 1.06 0.20 0.40 0.36 0.37 0.32 Uniform Delay,dl 43.9 37.9 5.1 0.0 4.9 0.0 Progression Factor 1.00 1.00 1.32 1.00 1.00 1.00 Incremental Delay,d2 53.6 0.5 0.1 0.4 0.3 0.6 Delay(s) 97.5 38.3 6.8 0.4 5.2 0.6 Level of Service F D A A A A Approach Delay(s) 0.0 75.8 4.5 4.1 Approach LOS A E A A _ _ m___ Intersection-Summary =- - _ '' _ ' :- HCM Average Control Delay 19.9 RCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 51.2% ' ICU Level of Service A Analysis Period(min) 15 c, Critical Lane Group • • . Moller Ranch TIA Synchro 7- Report . KHA Page 20 • Queues Existing 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK c 1 r `► 1 -' Lane Group EBL2 EBT EBR = WBL .WBR WBR2 NBT> NBR SBL SBT- SBR I Lane Group Flow(vph) 578 158 715 192 329 111 820 419 190 1101 248 v/c Ratio 0.97 0.77 0.46 1.39 1.15 0.39 0.51 0.34 0.79 0.49 0.16 Control Delay 74.7 70.0 1.0 252.3 130.9 25.4 21.8 18.1 58.5 5.6 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.7 70.0 • 1.0 252.3 130.9 25.4 21.8 18.1 58.5 5.6 0.2 Queue Length 50th(ft) -217 105 0 -94 -197 44 200 93 130 92 0 Queue Length 95th(ft) #339 #208 0 #160 #323 74 256 133 m172 m97 m0 Internal Link Dist(ft) 1255 935 981 Tum Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 596 206 1563 138 285 320 1604 1234 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.97 0.77 0.46 1.39 1.15 0.35 0.51 0.34 0.68 0.47 0.16 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • • Moller Ranch TIA Synchro 7- Report KHA Page 21 • HCM Signalized Intersection Capacity Analysis Existing 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK j { k z t r , \ l . i Movement EBL2 EBT EBR WBL -'WBR WBR2 NBT NBR NBR2 SBL°• SBT _ SBR Lane Configurations VI• t tr Tri rf r tt r0' ) tt r Volume(vph) 538 147 665 163 280 94 779 329 69 175 " 1013 228 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5.4 5.4 5.4 5.4 5.4 5.4 4.0 Lane Util.Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 • 1.00 Satd. Flow(prof) 3433 1863 1563 3431 1583 1583 3539 2688 1770 3539 1550 Flt Permitted 0.95 1.00 1.00 0.37 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1563 1337 1583 1583 3539 2688 1770 3539 1550 Peak-hour factor, PHF 0.93 0.93 0.93 0.85 0.85 0.85 0.95 0.95 0.95 0.92 0.92 0.92 Adj. Flow(vph) 578 158 715 192 329 111 820 346 73 190 1101 248 RTOR Reduction(vph) 0 0 0 0 0 0 0 15 0 0 0 0 Lane Group Flow(vph) 578 158 715 192 329 111 820 404 • 0 190 1101 248 Confl. Peds. (#/hr) 1 1 4 4 ' 4 Confl. Bikes(#/hr) 2 - 2 Turn,Type Prot Free custom custom custom Perm Prot Free Protected Phases 3 8 4 5 6 5 2 Permitted Phases Free 7 5 4 6 Free Actuated Green,G(s) 18.2 11.6 105.0 10.8 18.9 18.9 47.6 47.6 14.3 67.3 105.0 Effective Green, g(s) 18.2 11.6 105.0 10.8 18.9 18.9 47.6 47.6 14.3 67.3 105.0 Actuated g/C Ratio 0.17 0.11 1.00 0.10 0.18 0.18 0.45 0.45 0.14 0.64 1.00 • Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 595 206 1563 138 285 285 1604 1219 241 2268 1550 v/s Ratio Prot c0.17 c0.08 c0.05 0.05 0.23 0.11 c0.31 v/s Ratio Perm 0.46 c0.14 0.16 0.02 0.15 0.16 v/c Ratio 0.97 0.77 0.46 1.39 1.15 0.39 0.51 0.33 0.79 0.49 0.16 Uniform Delay,dl 43.1 45.4 0.0 47.1 43.0 38.0 20.4 18.5 43.9 9.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 0.92 0.52 1.00 Incremental Delay,d2 29.5 14.2 1.0 214.2 101.7 0.3 1.2 0.7 11.5 0.3 0.2 Delay(s) 72.7 59.6 1.0 261.3 144.8 38.3 21.6 19.2 51.7 5.3 0.2 Level of Service E E A F F D C B D A A Approach Delay(s)_ 35.9 20.8 10.2 Approach LOS D C B Intersection Summary' - - .j HCM Average Control Delay 40.2 HCM Level of Service D HCM Volume to Capacity ratio 0.74 Actuated Cycle Length(s) • 105.0 Sum of lost time(s) 15.3 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 22 Queues Existing 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK t 1 r Lane.Group EBL NBL NBT SBT SBR - Lane Group Flow(vph) 64 14 86 192 4 v/c Ratio . 0.11 0.03 0.08 0.20 0.01 Control Delay 4.1 16.5 6.4 9.7 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 • Total Delay 4.1 16.5 6.4 9.7 9.3 Queue Length 50th(ft) 0 1 1 2 0 Queue Length 95th(ft) 3 17 35 87 5 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1402 1464 1861 1722 1464 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.05 0.01 0.05 0.11 0.00 Intersection Summary- .4 . ( Moller Ranch TIA Synchro 7- Report KHA Page 23 HCM Signalized Intersection Capacity Analysis Existing 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK J 1 1 t ' 1 J Movement EBL EBR NBL NBT SBT SBR j Lane Configurations .e R 4 t if Volume(vph) 1 29 11 65 138 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 . Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.87 1.00 1.00 1.00 0.85 Fit Protected 1.00 0.95 1.00 1.00 1.00 . Satd, Flow(prot) 1584 1770 1863 1863 1583 Flt Permitted 1.00 0.95 1.00 1.00 1.00 • Satd. Flow(perm) 1584 1770 1863 1863 1583 Peak-hour factor, PHF 0.47 0.47 0.76 0.76 0.72 0.72 Adj. Flow(vph) 2 62 14 86 192 - 4 RTOR Reduction(vph) 53 0 0 0 0 3 Lane Group Flow(vph) 11 0 14 86 192 1 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Protected Phases 4 5 2 6 Permitted Phases 6 Actuated Green, G(s) 3.4 0.6 11.2 6.6 6.6 Effective Green, g(s) 3.4 0.6 11.2 6.6 6.6 Actuated g/C Ratio 0.14 0.03 0.47 0.28 0.28 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 225 44 873 514 437 v/s Ratio Prot c0.01 0.01 c0.05 c0.10 v/s Ratio Perm 0.00 v/c Ratio 0.05 0.32 0.10 0.37 0.00 Uniform Delay,dl 8.9 11.4 3.5 7.0 6.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 4.1 0.1 1.0 0.0 . Delay(s) 8.9 15.6 3.6 7.9 6.3 Level of Service A B A A A • Approach Delay(s) 8.9 5.3 7.9 Approach LOS A A A . Intersection Summary • -` ` •-` _- 1 HCM Average Control Delay 7.4 HCM Level of Service A HCM Volume to Capacity ratio 0.30 Actuated Cycle Length(s) 23.9 Sum of lost time(s) ' 14.6 Intersection Capacity Utilization 22.2% . ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 24 • Queues Existing 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK I T /° �► 1 • • Lane Group WBL NBT NBR SBL` SBT Lane Group Flow(vph) 12 94 6 6 186 • v/c Ratio 0.04 0.06 0.00 0.02 0.11 Control Delay 13.9 2.8 2.8 16.2 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 2.8 2.8 16.2 1.1 Queue Length 50th(ft) 1 0 0 1 0 Queue Length 95th(ft) 8 25 3 9 24 Internal Link Dist(ft) '605 1596 671 • Turn Bay Length(ft) 90 120 Base Capacity(vph) 1406 1793 1524 1078 1863 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.01 0.05 0.00 0.01 0.10 • • • • Idtersection;Summary .• _ Moller Ranch TIA Synchro 7- Report KHA Page 25 HCM Signalized Intersection Capacity Analysis Existing 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK c '- t P `► 1 Movement WBL - YVBR INBT NBRI SBL :SBT • I Lane Configurations V 4 if 'S 4 Volume(vph) 4 3 74 5 5 156 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.94 1.00 0.85 1.00 1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1708 1863 1583 1770 1863 Flt Permitted 0.97 1.00 1.00 0.95 1.00 • Satd. Flow(perm) 1708 1863 1583 1770 1863 Peak-hour factor, PHF 0.58 0.58 0.79 0.79 0.84 0.84 Adj. Flow(vph) 7 5 94 6 6 186 RTOR Reduction(vph) 5 0 0 2 0 0 _ Lane Group Flow(vph) 7 0 94 4 6 186 • Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 0.8 26.0 26.0 0.7 30.7 Effective Green,g(s) 0.8 26.0 26.0 0.7 30.7 Actuated g/C Ratio 0.02 0.64 0.64 0.02 0.75 Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph). 33 1187 1009 30 1402 v/s Ratio Prot c0.00 • 0.05 0.00 c0.10 . v/s Ratio Perm 0.00 v/c Ratio 0.22 0.08 0.00 0.20 0.13 Uniform Delay,dl 19.7 2.8 2.7 19.8 1.4 - Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.2 0.1 0.0 • 1,2 0.1 Delay(s) 20.9 2.9 2.7 21.0 1.5 Level of Service C A A C A Approach Delay(s) 20.9 2.9 2.1 Approach LOS C A A Intersection Summary • • - HCM Average Control Delay 3.1 HCM Level of Service A • HCM Volume to Capacity ratio 0.13 Actuated Cycle Length (s) 40.8 Sum of lost time(s) 9.3 • Intersection Capacity Utilization 20.3% ICU Level of Service A Analysis Period(min) 15 . c Critical Lane Group • • • Moller Ranch TIA Synchro 7- Report KHA • Page 26 Queues Existing 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK f ->r ride GrOUr7_ EBL EBR NBLI—INBT n—t—r—SBT:c SSC ,ViTT rttI TTTTTi Lane Group Flow(vph) 72 203 323 256 247 - 77 v/c Ratio 0.12 031 0.52 0.08 0.33 0.20 Control Delay 21.0 5.0 24.2 5.3 21.7 7.3 Queue Delay 0.0. 0.0 0.0 0.0 0.0 0.0 Total Delay 21.0 5.0 24.2 5.3 21.7 7.3 Queue Length 50th(ft) 10 0 71 8 35 0 Queue Length 95th (ft) 20 . 1 168 22 90 32 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(It) 200 175 155 150 Base Capacity(vph) 1942 1644 626 4642 1877 863 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 . 0 0 . 0 0 0 • Storage Cap Reductn 0 0 0 0 0 0 Reduced'tic Ratio 0.04 0.12 0.52 0.06 0.13 0.09 Intersection'Sulthery , ' icr.:77- ° ' " - • p • Moller Ranch TIA Synchro 7- Report KHA Page 27 HCM Signalized Intersection Capacity Analysis Existing 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK J . 4\ t 1 r Movement =�°' =EBLF ESR ;NBL-`' NBT -SBT,_ .:SBR." 77"7-7-7 ` ' ° _) Lane Configurations ¶1 fr 5 Pt+ ?T r Volume(vph) 44 124 184 146 222 69 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 • Total Lost time(s) 5.0 5.0 4.5 5.0 5.0 5.0 ' Lane Util. Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1,00 1.00 Satd. Flow(prot) 3433 2752 1770 5085 3539 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 3433 2752 1770 5085 3539 1562 Peak-hour factor, PHF 0.61 0.61 0.57 0.57 0.90 0.90 Adj.Flow(vph) 72 203 323 256 247 77 RTOR Reduction(vph) 0 166 0 0 0 60 Lane Group Flow(vph) 72 37 323 256 247 17 Confl. Peds. (#/hr) 1 2 2 Turn Type Perm Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 Actuated Green, G(s) 10.9 10.9 21.3 38.8 13.0 13.0 Effective Green,g(s) 10.9 10.9 21.3 38.8 13.0 13.0 Actuated g/C Ratio 0.18 0.18 0.36 0.65 0.22 0.22 Clearance Time(s) 5.0 5.0 4.5 5.0 5,0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 627 502 632 3305 771 340 v/s Ratio Prot c0.02 c0.18 0.05 c0.07 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.11 0.07 0.5T 0.08 0.32 0.05 Uniform Delay,dl 20.4 20.2 15.1 3.9 19.6 18.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.3 0.0 0.3 0.1 Delay(s) 20.5 20.3 15.4 3.9 20.0 18.5 Level of Service C C B A B B Approach Delay(s) 20.4 10.3 19.6 Approach LOS C B B Inte sect Infersee6on Summer-CT „, q ^,^ „ _=.'„�• °' w °._ :r::. ": �{ HCM Average Control Delay 15.2 HCM Level of Service B HCM Volume to Capacity ratio 0.36 Actuated Cycle Length(s) 59.7 Sum of lost time(s) 14.5 Intersection Capacity Utilization 33.7% ICU Level of Service A • Analysis Period(min) 15 c Critical Lane Group • Moller Ranch T IA Synchro 7- Report KHA Page 28 Queues Existing 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK 1 t l d Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 46 49 37 298 530 48 v/c Ratio 0.13 0.13 0.12 0.20 0.14 0.04 Control Delay 12.5 6.5 14.1 3.5 4.8 3.6 Queue Delay ' 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 6.5 14.1 3.5 4.8 3.6 Queue Length 50th(ft) 4 0 3 0 0 0 Queue Length 95th(ft) 22 13 25 50 54 15 Internal Link Dist(ft) 745 200 1101 Turn Bay Length(ft) 270 120 215 Base Capacity(vph) 1132 1583 1132 1863 4586 1432 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.03 0.03 0.16 0.12 0.03 Intersection Summary ' Moller Ranch TIA Synchro 7- Report KHA Page 29 HCM Signalized Intersection Capacity Analysis Existing 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK t 4\ 1 1 d Movement -- EBL- •EBR -NBL NBT SBT SBR Lane Configurations P '1 4 ttF P Volume(vph) 32 34 30 244 . 509 46 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected .0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 1863 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1770 1863 5085 1583 Peak-hour factor, PHF 0.69 0.69 0.82 0.82 0.96 0.96 Adj. Flow(vph) 46 49 37 298 530 48 RTOR Reduction(vph) 0 46 0 0 0 22 Lane Group Flow(vph) 46 3 37 298 530 26 Turn Type custom Prot Perm Protected Phases 5 3 8 4 Permitted Phases 2 4 Actuated Green, G(s) 3.7 2.7 1.0 26.9 21.4 21.4 Effective Green,g(s) 3.7 2.7 1.0 26.9 21.4 21.4 Actuated g/C Ratio 0.09 0.07 0.03 0.68 0.54 0.54 Clearance Time(s) 4.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 165 108 45 1266 2748 855 v/s Ratio Prot c0.03 c0.02 c0.16 0.10 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.28 0.03 0.82 0.24 0.19 0.03 Uniform Delay,dl 16.7 17.2 • 19.2 2.4 4.7 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 0.2 67.7 0.1 0.0 0.0 Delay(s) 17.0 17.4 86.9 2.6 4.7 4.3 Level of Service B B F A A A Approach Delay(s) 17.2 11.9 4.7 Approach LOS B B A Intersection Summary HCM Average Control Delay 8.3 HCM Level of Service A HCM Volume to Capacity ratio 0.24 Actuated Cycle Length(s) 39.6 Sum of lost time(s) . 8.5 Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 30 Queues Existing 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK s 1 1 r LanecGroup ':EBL `EBRa NBL"' :NBT SRI SBR: Lane Group Flow(vph) 19 93 70 322 575 33 v/c Ratio 0.08 0.06 0.16 0.28 0.33 0.04 • Control Delay 18.7 Q.1 20.8 6.5 11.4 5.0 ' Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.7 0.1 20.8 6.5 11.4 5.0 Queue Length 50th(ft) 5 0 9 43 65 0 Queue Length 95th(ft) 18 0 22 66 103 13 Internal Link Dist(ft) . 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 822 2262 1593 1573 2988 1342 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.04 0.04 0.20 0.19 0.02 • Intersection'Summary Moller Ranch TIA Synchro 7- Report KHA Page 31 HCM Signalized Intersection Capacity Analysis Existing . 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK t -0 l { 4- t 4l t t \► 1 d Movement EBL i EBT`> i EBR WEiL 'W8T_' WBR NBL Nat, "NBR'. SBL SST" "SER Lane Configurations 11 1 rr i) viii 1, l itli e Volume(vph) 18 0 87 . 0 0 0 56 258 0 0 512 ' 29 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 1.00 0.88 0.97 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 "0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prof) 1770 2787 3433 1863 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 2787 3433 1863 3539 1583 Peak-hour factor. PHF 0.94 0.94 0.94 0.92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj. Flow(vph) 19 0 93 0 0 0 70 322 0 0 575 33 RTOR Reduction(vph) 0 0 75 0 0 0 0 0 0 0 0 19 Lane Group Flow(vph) 19 0 18 0 0 - 0 70 322 0 0 575 14 Turn Type Prot Perm Prot Prot Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 4 Actuated Green, G(s) 9.6 9.1 3.3 28.7 20.9 20.9 Effective Green, g(s) 9.6 9.1 3.3 28.7 20.9 20.9 Actuated g/C Ratio 0.20 0.19 0.07 0.60 0.44 0.44 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 355 531 237 1119 1547 692 v/s Ratio Prot c0.01 0.02 c0.17 c0.16 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.05 0.03 - 0.30 0.29 • 0.37 0.02 Uniform Delay,dl 15.4 15.8 21.1 4.6 9.0 7.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0,3 0.2 0.2 0.0 Delay(s) 15.5 15.8 21.4 4.8 9.2 ' 7.7 Level of Service B B C A A A Approach Delay(s) 15.7 0.0 7.8 9.2 Approach LOS B 'A A A Intersection.Summary HCM Average Control Delay 9.3 HCM Level of Service A HCM Volume to Capacity ratio 0.29 ' Actuated Cycle Length (s) 47.8 Sum of lost time(s) 14.5 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 32 Queues Existing 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK 4 t t P 1 r Lane Group V!FBL WBT.' WBR NBT ' 'NBR- ,SBR° Lane Group Flow(vph) 33 33 220 270 95 291 369 v/c Ratio 0.08 0.08 0.26 • 0.16 0.07 0.17 0.38 Control Delay 7.5 7.5 2.4 3.9 0.1 4.0 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 7.5 2.4 3.9 0.1 4.0 1.9 Queue Length 50th(ft) 3 3 0 7 0 7 0 Queue Length 95th(ft) 10 10 9 10 0 15 14 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 190 Base Capacity(vph) 1513 1521 2530 3370 1441 3539 1583 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.09 0.08 0.07 0.08 0.23 Intersection,Seminary e �.u, '` • • Moller Ranch TIA Synchro 7- Report KHA Page 33 HCM Signalized Intersection Capacity Analysis Existing 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK - ` - k- . 4\ f / l -' • Movement ' ' --- .i EB&- EBTf EBR 'WBL MT •INBR : NBL Her--I BR SBL SBT. =SBR Lane Configurations i 4 rr tie F ft P Volume(vph) 0 0 0 58 2 198 0 181 74 0 274 347 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 4.0 4.0 4.0 4.0 • Lane Util. Factor 0.95 0.95 0.88 0.91 0.91 0.95 1.00 Frt 1.00 1.00 0.85 0.99 0.85 1.00 0.85 Fit Protected 0.95 0.96 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1681 1690 2787 3369 1441 3539 1583 Flt Permitted 0.95 0.96 1.00 1.00 1.00 - 1.00 1.00 Satd. Flow(perm) 1681 1690 2787 3369 1441 3539 1583 Peak-hour factor, PHF 0.92 0,92 0.92 0.90 0.90 0.90 0.70 0.70 0.70 0.94 0.94 0.94 Adj. Flow(vph) 0 0 0 64 2 220 0 259 106 0 291 369 RTOR Reduction(vph) 0 0 0 0 0 181 0 6 0 0 0 193 Lane Group Flow(vph) 0 0 0 33 33 39 0 264 95 0 291 176 Turn Type Perm Perm Free Perm Protected Phases 8 2 6 Permitted Phases 8 8 Free 6 Actuated Green,G(s) 3.9 3.9 3.9 10.4 21.8 10.4 10.4 Effective Green, g(s) 3.9 3.9 3.9 10.4 21.8 10.4 10.4 Actuated g/C Ratio 0.18 0.18 0.18 0.48 1.00 0.48 0.48 Clearance Time(s) 3.5 3.5 3.5 ' 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 301 302 499 1607 1441 1688 755 v/s Ratio Prot 0.08 0.08 v/s Ratio Perm 0.02 0.02 0.01 c0.07 c0.11 v/c Ratio 0.11 0.11 0.08 0.16 0.07 0.17 0.23 Uniform Delay,dl 7.5 7.5 7.5 3.2 0.0 3.2 3.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 0.0 0.1 0.0 0.1 Delay(s) 7.6 7,6 7.5 3.3 0.1 3.3 3.4 Level of Service A A A A A A A Approach Delay(s) 0.0 7.5 2.4 3.3 Approach LOS A A A A Interseefion'Sumaiary _:.. +._.: . _.. - � f'. . . _ _ € HCM Average Control Delay 4.0 HCM Level of Service A • HCM Volume to Capacity ratio 0.16 Actuated Cycle Length (s) 21.8 Sum of lost time(s) 4.0 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 34 Queues Existing 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK t P l d • Line Group EBL EBR : NBT r:NBR SBT_ SBR - Lane Group Flow(vph) 233 91 97 23 190 179 v/c Ratio 0.16 0.13 0.07 0.02 0.26 0.12 Control Delay 6.4 2.5 6.0 0.0 3.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.4 2.5 6.0 0.0 3.9 0.2 Queue Length 50th(ft) 10 .0 4 0 6 0 Queue Length 95th (ft) 17 9 9 0 24 0 Internal Link Dist(ft) 195 1206 Turn Bay Length(ft) 375 560 Base Capacity(vph) 3237 1497 3373 1441 1596 1504 Starvation Cap Reductn 0 0 0 0 0 . 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 • Reduced v/c Ratio 0.07 0:06 0.03 0.02 0.12 0.12 Intersection Summary-.-- 7i; 1:1" _. • • Moller Ranch TIA Synchro 7- Report KHA . Page 35 • HCM Signalized Intersection Capacity Analysis Existing 18: 1-580 EB Ramps & Fallon Rd ` Timing Plan:AM PEAK / 4 ♦'/ 4-- -, t � `► j tl Movement.±.Z.:: =e, x EBL EBI' EBR.-, .,WBL WBT WBR 'NBL .L::NBT. .NBR-�=' SBL SET SBR Lane Configurations t1 ii F fria, r & P Volume(vph) 182 0 71 0 0 0 0 75 21 0' 59 . 270 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane N. Factor 0.97 1.00 0.91 0.91 0.95 0.95 Frt 1.00 0.85 1.00 0.85 0.90 0.85 Flt Protected 0.95 • 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 1583 3374 1441 1596 1504 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 1583 3374 1441 1596 1504 Peak-hour factor, PHF 0.78 0.78 0.78 0.92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 . Adj. Flow(vph) 233 0 91 0 0 0 0 94 26 0 66 303 RTOR Reduction(vph) ' 0 0 62 0 0 0 0 2 0 0 84 0 Lane Group Flow(vph) 233 0 29 0 0 0 0 95 23 0 106 179 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green,G(s) 7.3 , 7.3 7.3 22.6 7.3 22.6 Effective Green, g(s) 7.3 7.3 7.3 22.6 7.3 22.6 Actuated g/C Ratio 0.32 0.32 0.32 1.00 0.32 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 1109 511 1090 1441 516 1504 v/s Ratio Prot 0.03 c0.07 v/s Ratio Perm c0.07 0.02 0.02. . 0.12 v/c Ratio 0.21 0.06 0.09 0.02 0.21 0.12 Uniform Delay,dl 5.6 5.3 5.3 0.0 5.5 0.0 Progression Factor 1.00 1.00 ' 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.0 0.2 , 0.2 Delay(s) 5.6 5.3 5.4 0.0 5.7 0.2 Level of Service A A A A A A Approach Delay(s) 5.5 0.0 4.3 3.0 Approach LOS A A A A Intersection Sumroaty. _ � - - : HCM Average Control Delay 4.2 HCM Level of Service A HCM Volume to Capacity ratio 0.21 Actuated Cycle Length(s) 22.6 Sum of lost time(s) 8.0 Intersection Capacity Utilization 23.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • • Moller Ranch TIA Synchro 7- Report KHA Page 36 • • Existing AM Thu Jul 19, 2012 18:51:18 Page 1-1 Scenario Report Scenario: Existing AM Command: Existing AM Volume: Existing AM Geometry: Existing Impact Fee: Default Impact Fee Trip Generation: None - Trip Distribution: Project Paths: Default 'Path Routes: Default Route Configuration: Ex AM Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Existing AM Thu Jul 19, 2012 18:51:18 Page 2-1 Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ v/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd P. xxxxx 0.467 A a;-gas 0.467 + 0.000 V/C if 4 Camino Tassajara/Windemere Pkw A xxxxx 0.267 A xxvvx 0.267 v 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Existing AM Thu Jul 19, 2012 18:51:18 Page 3-1 • Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ******************************************************************************** Intersection #3 Camino Tassajara/Highland Rd . *.-************************************************************+***************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.467 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxmx Optimal Cycle: 43 Level Of Service: A **************************************.***_************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I I I I I I I I Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ' Lanes: - 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1) 0 0 Volume Module: Base Vol: 0 170 2 53 443 0 0 0 0 97 0 264 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 170 2 53 443 0 0 0 0 97 0 264 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 170 2 53 443 0 0 0 0 97 0 264 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 170 2 53 443 0 0 0 0 97 0 264 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 170 2 53 443 0 0 0 0 97 0 264 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 170 2 53 443 0 0 0 0 97 0 264 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 170 2 53 443 0 0 0 0 97 0 264 II II II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.99 0.01 1.00 1.00 0.00 0.00 0.00 0.00 0.27 0.00 0.73 Final Sat. : 0 1700 20 1720 1720 0 0 0 0 462 0 1258 1 II I I I Capacity Analysis Module: Vol/Sat: 0.00 0.10 0.10 0.03 0.26 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Crit Volume: 172 443 0 361 Crit Moves: **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Existing AM Thu Jul 19, 2012 18:51:18 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) Intersection #4 Camino Tassajara/Windemere Pkwy **************************.**************�* ****<*****...k*.* *** ***********x* Cycle (sec) : 100 Critical Vol./Cap. (1K) : 0.267 Loss Time (sec) : 0 Average Delay (sec/veh) : Optimal Cycle: 25 Level Of Service: A *****k*.kk****************************,********************************* ***** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I II II II I Control: Protected Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Yd-R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I I I I I H I Volume Module: Base Vol: 82 148 0 0 501 62 20 0 287 0 0 0' Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 82 148 0 0 501 62 20 0 287 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 82 148 0 0 501 62 20 0 287 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PEF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 REF Volume: 82 148 0 0 501 62 20 0 287 0 0 0 _ Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 82 148 0 0 501 62 20 0 287 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 45 0 0 0 RTOR Vol: 82 148 0 0 501 62 20 0 242 0 0 0 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOU MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 82 148 0 0 501 62 20 0 242 0 0 0 I II II II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustmen6: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.78 0.22 1.00 0.00' 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 3061 379 1720 0 3127 0 0 0 II II II Capacity Analysis Module: Vol/Sat: 0.03 0.09 0.00 0.00 0.16 0.16 0.0i 0.00 0.08 0.00 0.00 0..00 Grit Volume: 41 282 121 0 Crit Moves: **** **`* **" * ************************************************************+-****r******* s*<<k Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, 'SAN R MOM • • Queues Existing 1: Dublin Blvd & Dougherty Road Timing Plan: PM PEAK f 1 ! ~ " - P `■ Lane Group fBL ; EBT_ EBR ".WBL WBT WBR. NBL ' _NBT NBR. °+SBL SBT . Lane Group Flow(vph) 147 738 596 355 661 504 790 1565 426 303 803 v/c Ratio 0.65 0.59 0.49 0.68 0.45 0.72 0.94 0.91 0.35 0.58 0.39 Control Delay 73.2 45.7 22.5 62.9 39.1 27.6 72.2 50.0 3.5 56.0 33.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.2 45.7 22.5 62.9 39.1 27.6 72.2 50.0 3.5 56.0 33.9 Queue Length 50th(ft) 63 201 163 103 168 240 235 460 0 123 147 Queue Length 95th(ft) 98 252 225 135 208 339 #315 527 39 172 179 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1261 1209 729 1471 700 844 1721 1225 528 2050 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 ' 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.59 0.49 0.49 0.45 0.72 0.94 0.91 0.35 0.57 0.39 Intersection Summary ! # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. . • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Existing 1 : Dublin Blvd & Dougherty Road Timing Plan: PM PEAK l { ~ t 1 t ♦ `► 1 r SBL' Movement "' ° "°� EBL' ;-=E8T: 'EBR:-;;WBh . VdBT VVBR ' NBL `'NBT 'NBR"''" SBL' SBT `'SBR Lane Configurations • 5i tuft trr 111111 ??F r vri fi4* it )ii in Volume(vph) 131 657 530 344 641 ' 489 743 1471 400 291 692 79 Ideal Flow(vphpl) 1900 1900 1900 1900. 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) • 5.0 5.3 5.0 - 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 5085 2765 4990 5085 1563 4990 5085 2787 3433 6297 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0,95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2765 4990 5085 1563 4990 5085 2787 3433 6297 • Peak-hour factor, PHF 0.89 0.89 0.89 0.97 0.97 0.97 0.94 0.94 0.94 0.96 0.96 0.96 Adj. Flow(vph) 147 738 596 355 661 504 790 1565 426 303 . 721 82 RTOR Reduction(vph) 0 0 50 0 0 7 0 0 282 0 15 0 Lane Group Flow(vph) 147 738, 546 355 661 497 790 1565 144 303 788 0 Confl. Peds. (#/hr) 5 1 1 5 8 8 Confl. Bikes(#/hr) 1 . 5 Turn Type Prot pm+ov Prot pm+ov _ Prot Perm Prot Protected Phases 5 2 ' 3 1 6 7 3 8 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 8.5 32.2 54.2 13.6 37.6 57.5 22.0 44.0 44.0 19.9 41.9 Effective Green,g(s) 8.5 32.2 54.2 13.6 37.6 57.5 22.0_ 44.0 44.0 19.9 41.9 Actuated gIC Ratio 0.07 0.25 0.42 0.10 0.29 0.44 0.17 0.34 0.34 0.15 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 ' 4.5 2.0 2.0 4.5 2.0 2.0 4.5 4.5 2.0 4.5 Lane Grp Cap(vph) 224 1260 1153 522 1471 691 844 1721 943 526 2030 v/s Ratio Prot 0,04 0.15 0.08 c0.07 0.13 c0.11 0.16 c0.31 0.09 0.13 v/s Ratio Perm 0.12 0.21 0.05 v/c Ratio 0.66 0.59 0.47 0.68 0.45 0.72 0.94 0.91 0.15 0.58 0.39 Uniform Delay,dl 59.3 43.0 27.5 56.1 37.7 29.6 53.3 41.1 30.0 51.1 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 incremental Delay,d2 5.2 2.0 0.1 2.9 1.0 3.0 17.1 7:8 0.1 1.0 0.2 Delay(s) 64.5 45.0 27.7 59.0 38.7 32.6 70.4 48.9 30.1 52.1 34.3 Level of Service E D C E D C E D C D C Approach Delay(s) 40.0 41.4 52.1 39.2 Approach LOS D D D D ,.,r , -r=- :3 tersechan Summary -. _. _ . _ ;; -�-art �. _.. . ° HCM Average Control Delay 45.1 HCM Level of Service D . HCM Volume to Capacity ratio 0,81 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization _ 88.0% ICU Level of Service E . . Analysis Period(min) 15 c Critical Lane Group . Moller Ranch TIA Synchro 7- Report • • KHA Page 2 Queues Existing 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK L'aheGroup .. EBL EBT EBR WBC ' NIBT:. NBL " NBT- '•NBR' 'SBLr :SBT SBR Lane Group Flow(vph) 177 999 218 188 463 208 542 543 58 430 ' 86 v/c Ratio 0.73 0.51 0.15 0.67 0.23 0.57 0.46 0,45 0.33 0.28 0.16 Control Delay 76.0 31.6 2.4 69.9 26.2 64.3 35.8 9.3 63.9 35.2 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.0 31.6 2.4 69.9 26.2 64.3 35.8 9.3 63.9 35.2 7.6 Queue Length 50th(ft) 76 235 0 79 93 60 191 42 24 101 0 Queue Length 95th(ft) #124 283 22 120 121 84 238 83 46 130 37 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 254 1959 1433 307 2002 408 1188 1195 281 1524 522 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.51 0.15 0.61 0.23 0.51 0.46 0.45 0.21 0.28 0.16 Intersachon°Summa"ry;s . # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Existing 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK f - Mr ` t- 4\ t P `► 1 -' Movement EBL EBT_," EBR `WBLr -WBT" -WBR = NBL ._ HBT NBR SBL • _SST'SBR Lane Configurations ¶1 t?t t°r Ini Hit ¶V1 ?fi Pf 1111 tt4 - P Volume(vph) 165 929 203 177 421 14 179 466 467 51 378 76 Ideal Flow(vphpl) ' 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2747 3433 5057 4990 3539 2735 3433 5085 1541 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2747 3433 5057 4990 3539 2735 3433 5085 1541 Peak-hour factor, PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.86 0.86 0.86 0.88 0.88 0.88 Adj.Flow(vph) 177 999 218 188 448 15 208 542 543 58 430 86 RTOR Reduction(vph) 0 0 119 0 2 0 0 0 278 0 0 60 Lane Group Flow(vph) 177 999 99 188 461 0 208 542 265 58 430 26 Confl. Peds. (#/hr) 6 4 4 6 14 6 6 14 Confl. Bikes(#/hr) 4 4 1 1 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 9.1 49.5 58.8 10.4 50.8 9.3 43.1 43.1 5.6 39.4 39.4 Effective Green,g(s) 9.1 49.5 58.8 10.4 50.8 9.3 43.1 43.1 5.6 39.4 39.4 Actuated g/C Ratio 0.07 0.38 0.45 0.08 0.39 0.07 0.33 0.33 0.04 0.30 0.30 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 j 5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 . 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 242 1947 1249 276 1987 359 1180 912 149 1549 470 v/s Ratio Prot 0.05 c0.20 0.01 c0.05 0.09 c0.04 c0.15 0.02 0.08 v/s Ratio Perm 0.03 0.10 0.02 v/c Ratio .0.73 0.51 0.08 0.68 0,23 0.58 0.46 0.29 0.39 0.28 0.06 Uniform Delay,dl 58.9 30.6 19,9 57.8 26.2 58.1 33.9 31.8 60.2 34.1 31.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 9.4 1.0 0.0 5.4 0.3 1.4 1.3 0.8 0.6 0.4 0.2 Delay(s) 68.3 31.6 ' 19.9 63.3 26.5 59.5 35.2 32.6 60.8 34.6 32.0 Level of Service E C B . E C E D C E C C Approach Delay(s) 34.4 37.1 38.0 36.9 Approach LOS C D D D Intersection Summary 4::4 '- z-1 HCM Average Control Delay 36.4 HCM Level of Service D HCM Volume to Capacity ratio 0.52 Actuated Cycle Length(s) 129.3 Sum of lost time(s) 20.7 Intersection Capacity Utilization 97.4% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group ' Moller Ranch TIA Synchro 7- Report KHA Page 4 Queues Existing 3: Highland Rd &Tassajara Rd Timing Plan: PM PEAK it Lade- VVBV.2:. NBtU SBT Lane Group Flow(vph) 56 497 234 226 v/c Ratio 0.12 0.33 0.32 0.15 Control Delay 7.3 4.3 5.8 3.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.3 4.3 5.8 3.6 Queue Length 50th (ft) 1 0 0 0_ Queue Length 95th(ft) 21 109 ' 71 47 Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 538 1811 885 1841 Starvation Cap Reductn 0 0 0 0 Spillback cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.27 0.26 0.12 Sum . .. intersection mary , —77- • • Moller Ranch TIA Synchro 7- Report KHA Page 5 HCM Signalized Intersection Capacity Analysis Existing 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK c ` t P '`► it Movement WBL -VVBR NET NBR SBL ,,SET ) Lane Configurations pV 1. 11 t • Volume(vph) 5 43 415 47 - 215 208 .' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 Frpb,ped/bikes 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.88 0.99 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 Satd. Flow(prof) 1574 1833 1770 1863 Flt Permitted 0.99 1.00 0.48 1.00 Satd. Flow(perm) 1574 1833 897 1863 Peak-hour factor, PHF 0.86 0.86 ' 0.93 0.93 0.92 0.92 Adj. Flow(vph) 6 50 446 51 234 226 RTOR Reduction(vph) 47 0 10 0 0 0 Lane Group Flow(vph) 9 0 487 0 234 226 Confl. Bikes(#/hr) 3 2 Turn Type Perm Protected Phases 8 2 ' 6 Permitted Phases 6 Actuated Green, G(s) 1.8 15.7 15.7 15.7 Effective'Green,g(s) 1.8 15.7 15.7 15.7 Actuated g/C Ratio 0.06 0.53 0.53 0.53 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 96 976 477 991 v/s Ratio Prot c0.01 c0.27 0.12 v/s Ratio Perm 0.26 v/c Ratio 0.09 0.50 0.49 0.23 Uniform Delay,dl 13.1 - 4.4 4.4 3.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.4 0.8 0.1 Delay(s) 13.5 4.8 5.2 3.8 Level of Service B A A A Approach Delay(s) 13.5 - 4.8 4.5 Approach LOS B A A Intersection Summary - I• HCM Average Control Delay 5.1 HCM Level of Service A HCM Volume to Capacity ratio 0.46 Actuated Cycle Length(s) 29.5 Sum of lost time(s) 12.0 Intersection Capacity Utilization 54.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 6 • Queues Existing 4: Windemere Pkwy & Tassajara Rd Timing Plan:PM PEAK 4\ t Lane Group EBL EBR NBL NBT. SBT Lane Group Flow(vph) 37 151 238 476 245 v/c Ratio 0.05 0.13 0.23 0.42 0.17 Control Delay 16.2 4.1 26.1 9.8 13.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 4.1 26.1 9.8 13.2 Queue Length 50th(ft) 7 0 29 71 23 Queue Length 95th(ft) 30 16 #129 220 62 • Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 1097 1748 1019 1635 2370 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.09 0.23 0.29 0.10 Intersection Summary =` • m.: ;_ . # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 7 HCM Signalized Intersection Capacity Analysis Existing 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK `\ t 1 4' Movement EBL EBR"'u" NBL7=NBT =.SBT, SBR �,. . .. " r_ Lane Configurations ire In t ?i Volume(vph) 30 124 214 428 188 35 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 0.88 0.97 1.00 0.95 Frpb,ped/bikes 1.00 0,98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 2726 3433 1863 3449 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 2726 3433 1863 3449 Peak-hour factor, PHF 0.82 0.82 0.90 0.90 0.91 0.91 Adj. Flow(vph) 37 151 238 476 207 38 RTOR Reduction(vph) 0 121 0 0 24 0 Lane Group Flow(vph) 37 30 238 476 221 0 Confl. Bikes(#/hr) 1 3 Turn Type Perm Prot Protected Phases 4 5 2 6. • Permitted Phases • 4 Actuated Green, G(s) 9.2 9.2 10.1 25.7 9.6 Effective Green,g(s) 9.2 9.2 10.1 25.7 9.6 Actuated g/C Ratio 0.20 0.20 0.22 0.55 0.20 • Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 347 535 739 1021 706 v/s Ratio Prot c0.02 0.07 c0.26 0.06 v/s Ratio Perm . 0.01 v/c Ratio 0.11 0.06 0.32 0.47 0.31 Uniform Delay,dl 15.5 15.3 15.5 6.4 15.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.0 0.3 0.3 0.3 Delay(s) 15.6 15.4 15.8 6,8 16.1 • Level of Ser ice B B B A B Approach Delay(s) 15.4 9.8 16.1 Approach LOS B A B ... ,r Jntersee6on Summary HCM Average Control Delay 12.0 HCM Level of Service B HCM Volume to Capacity ratio 0.37 Actuated Cycle Length(s) 46.9 Sum of lost time(s) 12.0 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 8 • • Queues _ Existing • 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK . J l { '\ t P ti 1 r Lane Group . " 'EBL EBT. EBR •WBL WBT WBR NBL ' -NET .. 'NBR.''. SBL - SBT. SBR Lane Group Flow(vph) 584 1 20 7 7 2 7 155 1 1 • 88 261 vic Ratio 0.52 0.00 0.07 0.01 0.04 0.01 0.06 0,45 0.00 0.01 0.28 0.54 Control Delay 11.4 17.0 7.9 24.0 33.7 26.0 36.0 31.3 22.0 36.0 29.5 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • . 0.0 0.0 Total Delay 11.4 17.0 7.9 24.0 33.7 26.0 36.0 31.3 22.0 36.0 29.5 9.2 Queue Length 50th(ft) 89 0 0 1 • 2 0 3 53 0 0 29 1 Queue Length 95th (ft) 362 3 11 9 8 3 16 127 4 6 90 67 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 470 150 50 50 155 180 50 50 Base Capacity(vph) 1162 1488 1242 1045 816 694 775 1246 1059 775 1224 1106 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 • 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced vic Ratio 0.50 0.00 0.02 0.01 0.01 0.00 0.01 0.12 0.00 0.00 0.07 0.24 Intersection 5 mma ' -7:- • • • • Moller Ranch TIA Synchro 7- Report KHA Page 9 • HCM Signalized Intersection Capacity Analysis Existing 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK t -► 1 '- t 4\ t I `- • 4 Movement EBL,. EBT'' EBR.: WE:. _WBT 'WBR , ,ll NBLtk.t. NBT.e._ NBR. SBL ,_, SBT. 'SBR Lane Configurations ) t F 'S R rr l'i t rV ? Volume(vph) 514 1 18 3 3 1 6 127 1 1 79 235 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 ' 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 ' 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prof) 1770 1863 1545 1770 1863 1583 1770 1863 1583 1770 1863 1548 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) .1770 1863 1545 1770 1863 1583 1770 1863 1583 1770 1863 1548 Peak-hour factor, PHF 0.88 0.88 0.88 0.44 0.44 0.44 0.82 0.82 0.82 0.90 0.90 0.90 Adj.Flow(vph) 584 1 20 7 7 2 7 155 1 1 88 261 RTOR Reduction(vph) 0 0 18 0 0 2 0 0 1 0 0 219 Lane Group Flow(vph) ' 584 1 2 7 7 0 7 155 0 1 88 42 Confl. Bikes(#/hr) 1 1 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases . 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 44.7 7.0 7.0 39.2 1.8 1.8 0.9 13.0 13.0 0.7 12.0 12.0 Effective Green,g(s) 44.7 7.0 7.0 39.2 1.8 1.8 0.9 13.0 13.0 0.7 12.0 12.0 Actuated g/C Ratio 0.57 0.09 0.09 0.50 0.02 0.02 . 0.01 0.17 0.17 0.01 0.15 0.15 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 1012 167 138 887 43 36 20 310 263 16 286 238 v/s Ratio Prot c0.33 0.00 0.00 c0.00 c0.00 c0.08 0.00 0.05 v/s Ratio Perm 0.00 0.00 0.00 0.03 v/c Ratio 0.58 0.01 0.01 0.01 0.16 0.00 0.35 0.50 0.00 0.06 0.31 0.18 Uniform Delay,dl 10.7 32.4 32.5 9.8 37.5 37.3 38.4 29.6 27.2 38.4 29.4 28.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • 1.00 Incremental Delay,d2 1.0 0.0 0.1 0.0 2.4 0.0 3.8 1.7 0.0 0.6 0.8 0.5 Delay(s) 11.7 32.5 32.5 9.8 39.9 37.3 42.2 31.4 27.2 39.0 30.2 29.3 Level of Service B C C A D D D C C D C C Approach Delay(s) 12.4 26.4 31.8 29.5 . Approach LOS ' B C C C Intersection Summa y . c ° HCM Average Control Delay ' 20.7 HCM Level of Service C _ HCM Volume to Capacity ratio 0.51 • Actuated Cycle Length(s) _ 78.2 Sum of lost time(s) 13,5 Intersection Capacity Utilization 53.9% ICU Level of Service A Analysis Period(min) , ; 15 • c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 10 • Queues Existing 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK P 1 Lane Group =WBL WBR NBT •NBR SBT Lane Group Flow(vph) 33 3 623 51 - 282 v/c Ratio '0.17 0.02 0.38 '0.04 0.17 Control Delay 24.0 16.0 3.4 1.5 2.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.0 16.0 3.4 1.5 2.4 Queue Length 50th(ft) 9 0 0 0 0 Queue Length 95th(ft) 26 5 127 8 48 Internal Link Dist(ft) 283 4023 607 Turn Bay Length(ft) 145 195 Base Capacity(vph) 827 725 1625 1386 1863 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 - Reduced v/c Ratio 0.04 0.00 0.38 0.04 0.15 tntersectton.Summary ' • Moller Ranch TIA Synchro 7- Report • KHA Page 11 HCM Signalized Intersection Capacity Analysis Existing 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK { IL 1 P \* 1 Movement . r.. ._... / �?NBL'�: WBR�= . NgT,. NBR': � SB[,� " SBT. ' Lane Configurations l P M P vs t Volume(vph) 26 2 536 44 0 240 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5,5 5.5 6.0 6.0 6.0 . Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb,ped/bikes 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1538 1863 1583 1863 Flt Permitted 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1770 1538 1863 1583 1863 Peak-hour factor, PHF 0.78 0.78 0.86 0.86 0.85 0.85 Adj.Flow(vph) 33 3 623 51 0 282 RTOR Reduction(vph) 0 3 0 10 0 0 Lane Group Flow(vph) 33 , 0 623 41 0 282 Confl. Bikes(#/hr) 1 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases i 2 i 8 Actuated Green, G(s) 2.4 2.4 41.3 41.3 41.3 • Effective Green, g(s) 2.4 2.4 41,3 41.3 41.3 Actuated g/C Ratio 0.04 0.04 0.75 0.75 0.75 Clearance Time(s) 5.5 5.5 6.0 6.0 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 77 67 1394 1184 1394 v/s Ratio Prot c0.02 c0.33 0.15 v/s Ratio Perm . 0.00 ' 0.03 v/c Ratio 0.43 0.00 0.45 0.03 0.20 Uniform Delay,dl 25.7 25.3 2.6 1.8 2.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.4 0.0 . 0.3 0.0 0.1 Delay(s) 27.1 25.3 2.9 1.8 2.2 Level of Service Ci C A A A Approach Delay(s) 27,0 2.9 2.2 Approach LOS C A A Inte'rse"chori Siifrimary r` , u. i ;> T5 HCM Average Control Delay 3.5 HCM Level of Service A HCM Volume to Capacity ratio 0.45 Actuated Cycle Length(s) 55.2 Sum of lost time(s) 11.5 Intersection Capacity Utilization i 41.1% ICU Level of Service A . Analysis Period(min) 15 . . c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 12 Queues Existing 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK f T c '~ 4\ t P `. 1 1 Lane Group r..:1-. ... -EBL `'=EB7_' EBR . ..1A/BL,. .WBT..: NBL` :` NBT •.NBR°- --SBL SBT .,,SBR . 71 Lane Group Flow(vph) 234 211 73 199 117 230 847 230 26 518 79 v/c Ratio 0.51 0.50 0.21 0.47 0.30 0.50 0.57 0.30 0,19 0.53 0.16 . Control Delay 42.0 34.9 31.0 42.7 29.5 42.1 23.6 4.7 48.6 29.7 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.0 34.9 31.0 42.7 29.5 42.1 23.6 4.7 48.6 29.7 8.0 Queue Length 50th(ft) 55 93 30 47 44 54 144 0 12 113 0 Queue Length 95th (ft) 132 199 80 96 91 120 348 41 50 245 39 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 265 245 290 295 210 Base Capacity(vph) 856 887 730 856 852 856 1768 878 441 1765 816 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 • Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.24 0.10 0.23 0.14 0.27 0.48 0.26 0.06 0.29 0.10 Intersection-Summary r. ` " '-` • Moller Ranch TIA Synchro 7- Report KHA Page 13 • HCM Signalized Intersection Capacity Analysis Existing 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK c - k 4\ t t `► 1 4i Movement E6L EBTr 7IBR77 WBL,' WBT WBR' • 'NBL Tn$JBT NBA ' '`SBL. 'SBT PSBR Lane Configurations '4'1 t r vi b vi. 44- r R 44 r Volume(vph) 213 192 • 66 151 67 22 191 703 191 23 • 466 71 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpb,ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1,00 1.00 1.00 .1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) ' 3433 1863 1543 3433 1786 3433 3539 1536 1770 3539 1558 Fit Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 . 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1543 3433 1786 3433 3539 1536 1770 3539 1558 Peak-hour factor, PHF 0.91 0.91 0.91 0.76 0.76 0.76 0.83 0.83 0.83 0.90 0.90 0.90 Adj. Flow(vph) _ 234 211 73 199 88 29 230 847 . 230 26 518 79 RTOR Reduction(vph) 0 0 0 0 9 0 0 0 135 0 0 54 Lane Group Flow(vph) 234 211 73 199 108 0 230 847 . 95 26 518 25 Confl. Pads. (#/hr) 7 • 9 9 7 3 9 9 3 Conti. Bikes(#/hr) 1 1 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases . 3 8 7 4 1 6 5 2 Permitted Phases 8 6 2 Actuated Green, G(s) 11.5 19.4 19.4 10.6 18.5 11.4 36.1 36.1 2.5 27.2 27.2 Effective Green, g(s) 11.5 19.4 19.4 10.6 18.5 11.4 36.1 36.1 2.5 27.2 27.2 Actuated g/C Ratio 0.13 0.22 0.22 0.12 0.21 0.13 0.41 0.41 0.03 0.31 0.31 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 451 413 342 415 377 447 1458 633 51 1099 484 v/s Ratio Prot c0.07 c0.11 0.06 0.06 c0.07 c0.24 0.01 0.15 v/s Ratio Perm 0.05 0.06 0.02 v/c Ratio 0.52 0.51 0.21 0.48 0.29 0.51 0.58 0.15 0.51 0.47 0.05 • Uniform Delay,dl 35.5 29.9 27.9 35.9 29.0 35.5 19.9 16.1 41.9 24.4 21.2 Progression Factor • 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 1.4 0.4 0.6 0.6 0.7 0.8 0.2 5.7 0.6 0.1 Delay(s) 36.2 31.4 28.3 36.6 29.6 36.3 20.7 16.3 47.7 24.9 21.2 Level of Service D C C D C D. C B D C C Approach Delay(s) 33.1 34.0 22.7 25.4 Approach LOS C C C C _ ..ct Inters. ectron:Suiitmaiy - _ _ � HCM Average Control Delay 26.5 HCM Level of Service C HCM Volume to Capacity ratio 0.53 Actuated Cycle Length(s) . 87.6 Sum of lost time(s) 14.0 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period(min) 15 • c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 14 • Queues Existing 8: Central Pkwy & Tassajara-Rd Timing Plan: PM PEAK f -* ' I. 4- 4\ t • t `► 1 I Lane Group EBL fBT EBR WBL WBT ''<NBL° ' NBT NBR SBL , SBT r SBR Lane Group Flow(vph) 86 65 100 80 36 106 1030 130 • 12 677 55 v/c Ratio 0130 0.22 0.30 0.23 0.15 0.43 0.48 0.13 0.08 0.41 0.07 ' Control Delay 36.3 29.2 8.9 37.8 21.7 39.1 .15.0 4.6 41.6 21.5 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.3 29.2 8.9 37.8 21.7 39.1 15.0 4.6 41.6 21.5 7.6 Queue Length 50th (ft) 31 23 0 14 7 38 118 1 4 110 0 Queue Length 95th (ft) 104 64 32 50 34 126 414 40 29 296 31 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265- 245 300 250 205 Base Capacity(vph) 536 969 854 1040 895 536 2171 996 536 2069 910 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.07 . 0.12 0.08 0.04 0.20 0.47 0.13 0.02 0.33 0.06 Intecsecticn Summary,.. _ -- . - ,mm _ . � ` • • • Moller Ranch TIA Synchro 7- Report KHA Page 15 • HCM Signalized Intersection Capacity Analysis Existing 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK y 7 ` ~ t q t P `• 1 J Movement ..,__., EBL _EBL«: EBR `wBL:._ -wBT.. WBRt t'NBL":`. NBT;. ff NBR "''SBL SBT ).- SBR Lane Configurations 'I 1 rT m FP ) ?ii, r *t ?4 P Volume(vph) • 72 55 84 66 17 13" 92 896 113 11 616 50 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 • 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 • Frpb, ped/bikes 1.00 1.00 , 0.98 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95. 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1555 3433 1721 1770 3539 1550 1770 3539 1536 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 '1.00 1.00 0.95 1.00 1.00 Sato': Flow(perm) 1770 1863 1555 3433 1721 1770 3539 1550 1770 3539 1536 Peak-hour factor, PHF 0.84 0.84 0.84 0.83 0.83 0.83 0.87 0.87 0.87 0.91 0.91 0.91 Adj.Flow(vph) 86 65 100 80 20 16 106 1030 130 12 677 55 RTOR Reduction(vph) 0 0 86 0 15 0 0 0 55 0 0 30 Lane Group Flow(vph) 86 65 14 80 21 0 106 1030 75 12 677 25 Confl. Peds. (#(hr) 7 9 9 7 18 18 Confl. Bikes(#/hr) 2 2 , 3 Turn Type Prot Perm Prot Prot Perm Prot Perm . Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 9.8 10.8 10.8 5.7 6.7 8.2 42.5 42.5 0.9 35.2 35,2 Effective Green,g(s) 9.8 10.8 10.8 5.7 6.7 8.2 42.5 42.5 0.9 35.2 35.2 Actuated g/C Ratio 0.12 0.14 0.14 0.07 0.09 0.10 0.54 0.54 0.01 0.45 0.45 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 2.5 4.0 4.0 • Lane Grp Cap(vph) 221 257 214 250 147 185 1918 840 20 1589 690 v/s Ratio Prot c0.05 c0.03 0.02 0.01 c0.06 c0.29 0.01 0.19 v/s Ratio Perm 0.01 0.05 0.02 v/c Ratio 0.39 0.25 0.06 0.32 0.15 0.57 0.54 0.09 0.60 0.43 0.04 Uniform Delay,dl 31.5 30.2 29.4 34.5 33.2 33.4 11.6 8.6 38.6 14.7 12.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 0.4 0.1 0.5 0.3 3.5 0.4 0.1 34.4 0.3 0.0 • Delay(s) 32.4 30.6 29.5 35.1 33.5 36.9 , 12.0 8.7 73.0 15.0 12.1 Level of Service C C C D C D B A E . B B Approach Delay(s) 30.8 34.6 13.7 15.7 .Approach LOS C C B B unity Intersection Summary _ rty "ter s 7 5 � , HCM Average Control Delay - 17.2 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length(s) 78.4 Sum of lost time(s) 13.5 Intersection Capacity Utilization ,. 55.0% ICU Level of Service B ' Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 16 . • Queues Existing 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK { 4- 4\ t P 1, 1 Lane Group EEL EST EWBL WBT N& NIBT4r.riNBR-itti SBL Lane Group Flow(vph) 336 605 524 245 191 473 840 464 62 735 111 v/c Ratio 0.66 072 0.45 0.49 0.29 0.63 0.61 0.54 0.27 0.41 0.13 Control Delay 47.9 40.5 16.2 47.7 33.4 44.5 27.3 6.6 51.8 29.8 6.3 Queue Delay 0.0 . 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.9 40.5 16.2 47.7 33.4 44.5 27.3 6.6 51.8 29.8 6.3 Queue Length 50th(ft) 102 181 94 -51 47 98 219 22 19 105 0 Queue Length 95th(ft) 186 299 173 98 97 158 325 84 48 165 23 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 320 250 250 Base Capacity(vph) 745 1535 1335 1082 1504 1082 1560 927 745 2710 1225 Starvation Cap Reductn 0 • 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.39 0.39 0.23 0.13 0,44 0.54 0.50 0.08 0.27 0.09 Intersectiah Surnmary T772 • • Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Existing 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK f -• { ~ t 4\ t f `► 1 ✓ Movement .• EBL, EBT- :EBR.,; WBL•° `WBT;''.WBR_ NBL-:e;NBL iTTNBR ' •-_SBL SBT . SBR Lane Configurations ¶1 tilt err viR 41. °vi ft rt. 'S tilt re, Volume(vph) • 306 551 477 233 147 34 402 714 , 394 55 654 99 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util. Factor 0.97 0.95 0.88 0.94 0.95 0.94 0.95 1.00 0.97 0.86 0.88 Frpb,ped/bikes i 1.00 i 1.00 0.99 1.00 1.00 1.00 1.00 i 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fd 1.00 1.00 0.85 1.00 0:97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 2761 4990 3439 4990 3539 1583 3433 6408 2747 Flt Permitted 0.95 1.00 1,00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 2761 4990 3439 - 4990 3539 1583 3433 6408 2747 Peak-hour factor, PHF 0.91 0.91 0.91 0.95 0.95 0.95 0.85 0.85 0.85 0.89 0.89 0.89 Adj.Flow(vph) 336 605 524 245 155 36 i 473 840 464 62 735 111 RTOR Reduction(vph) 0 0 62 0 16 0 0 0 251 0 0 79 Lane Group Flow(vph) 336 605 462 245 175 0 473 i 840 213 62 735 32 Conti. Peds. (#/hr) 2 2 2 2 Cenft. Bikes(#/hr) 3 1 Turn Type Prot pm+ov i __Prot Prot Perm Prot Perm Protected Phases 5 2 3 .1 6 3 i 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 14.3 22.9 37.4 9.7 18.3 14.5 37.5 37.5 5,1 28.1 28.1 Effective Green, g(s) 14.3 22.9 37.4 9.7 18,3 14,5 37.5 37.5 5.1 28.1 28.1 . Actuated g/C Ratio 0.15 0.24 0.39 0.10 0.19 0.15 0.39 0.39 0.05 0.29 0.29 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 507 837 1067 500 650 747 1371 613 181 1860 797 v/s Ratio Prot c0.10 c0.17 0.06 0.05 0.05 c0.09 c0.24 0.02 0.11 v/s Ratio Perm 0.10 0.13 0.01 v/c Ratio 0.66 0.72 0.43 0.49 0.27 0.63 0.61 0.35 0.34 0.40 0.04 Uniform Delay,dl 39.0 34.0 21.9 41.2 33.5 38.7 23.8 21.0 44.2 27.5 24.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.5 3.1 0.1 0.3 • 0.2 1.3 0.9 0.5 0.4 0.2 0.0 Delay(s) 41.5 37.1 22.0 41.5 33.8 39.9 24.8 21.5 44.6 27.7 24.7 Level of Service D - D C D C D C C D C C Approach Delay(s) 32.7 38.1 ' 27.9 28.5 Approach LOS C D C C . _ ;° Intersection Summary ti '- * ,__` _, .. .. ..z 2 '1 HCM Average Control Delay 30.5 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 96.8 Sum of lost time(s) 15.8 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period(min) • 15 c Critical Lane Group • . Moller Ranch TIA Synchro 7- Report KHA Page 18 Queues Existing • 10: 1-580 WB Ramps & Tassajara Rd Timing Plan, PM PEAK c t 1 P 1 r Lane EUpc :WBL WBR • NBT LJBR =SBT- SBR.'_:- Lane Group Flow(vph) 572 335 1592 752 1524 443 v/c Ratio 1.01 0.61 0.61 0.49 0.44 0.33 Control Delay 84.9 32.6 5.8 0.1 5.2 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.9 32.6 5.8 0.1 5.2 0.7 Queue Length 50th(ft) -203 80 206 0 117 0 Queue Length 95th (ft) #311 130 m205 m0 138 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 566 549 2615 1550 3477 1345 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.61 0.61 0.49 0.44 0.33 intersection Summary- �` _ -1 - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. . m Volume for 95th percentile queue is metered by upstream signal. • • Moller Ranch TIA Synchro 7- Report KHA Page 19 • HCM Signalized Intersection Capacity Analysis Existing . 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK Movement . . "EBL"- EBT EBR .. WBL -WBT5 WBR' '" NBL NBTa._ NB81 r; SBL . SBT SBR Lane Configurations li'fi t"r ?9- i +tT. i' Volume(vph) 0 0 ' 0 509 • 0 298 0 1433 677 0 1104 647 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 4.7 5.4 4.0 5.4 4.0 . Lane Util. Factor 0.97 0.88 0.95 1.00 0.86 0.86 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 3539 1550 4661 1345 Fit Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 3539 1550 4661 ' 1345 Peak-hour factor, PHF 0.92 0.92 0.92 0.89 0.89 0.89 0.90 0.90 0.90 0.89 0.89 0.89 Adj. Flow(vph) o 0 • 0 572_ 0 335 0 1592 752 0 1240 727 _ RTOR Reduction(vph) 0 0 0 0 0 90 0 0 0 0 32 0 Lane Group Flow(vph) 0 0 0 572 0 245 0 1592 752 0 1492 443 Conn. Bikes(#/hr) 3 1 Turn Type custom custom Free i Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green,G(s) 17.3 17.3 77.6 105.0 77.6 105.0 Effective Green,g (s) 17.3 17.3 - 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 0.16 0.74 1.00 0.74 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s)- 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 , 2615 1550 3445 1345 v/s Ratio Prot c0.45 0.32 v/s Ratio Perm c0.17 0.09 0.49 0.33 v/c Ratio 1.01 0.53 0.61 0.49 0.43 0.33 Uniform Delay,dl 43:9 40.2 6.5 0.0 5.3 0.0 Progression Factor 1.00 1.00 0.85 1.00 1.00 1.00 Incremental Delay,d2 40.5 2.2 0.1 0.1 0.4 0.7 Delay(s) 84.3 42.3 5.6 0.1 5.7 0.7 Level of Service F D A A A A Approach Delay(s) 0.0 68.8 3.8 4.5 Approach LOS A .E A A h.' °'--'Intersection'SUmmary„_.. - .. `; �: . •. n' - � "7":< . ) HCM Average Control Delay 15.4 HCM Level of Service B HCM Volume to Capacity ratio 0.68 . Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 20 • Queues Existing 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK Lane-Group - `, t:EBL2 EBT' ' EBR- ='WBL-. WBRF°WBR2 u. NBT ':'1NBR-. = SBL. , SBT='7-SBR- :,„4 A Lane Group Flow(vph) 564 295 439 211 444 120 1385 577 316 1122 327 v/c Ratio 1.08 1.43 0.28 1.53 1.41 0.38 0.86 0.46 1,13 0.48 0.21 Control Delay 107.0 255.6 0.4 305.6 227.4 24.6 32.8 20.4 125.8 5.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 107.0 255.6 0.4 305.6 227.4 24.6 32.8 20.4 125.8 5.8 0.2 Queue Length 50th(ft) -220 -270 0 -103 -347 47 427 140 -250 105 0 Queue Length 95th(ft) #254 #352 0 #165 #494 80 530 193 m#370 m120 m0 Internal Link Dist(ft) 1255 935 981 ' Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 520 206 1563 138 316 319 1604 1241 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 ' 0 Reduced v/c Ratio 1.08 1.43 0.28 1.53 1.41 0.38 0.86 0.46 1.13 0.48 0.21 < -Y. , Intersection Summary, -. . . _.s - Volume exceeds capacity,queue is theoretically infinite.. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • Moller Ranch TIA Synchro 7- Report KHA Page 21 • • HCM Signalized Intersection Capacity Analysis Existing 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK -0 -h ` k. t t r t . a Movement EBL2_.tEBL EBT-- =EBR ''..1/1113L:itik.wBR WBR2:` NBT =NBR sNBR2, ''SBL . SBT Lane Configurations 'Ili • it- r 'ii' r i tt rrr , ) tt Volume(vph) 434 1 226 338 179 377 . 102 1288 445 92 288 1021 Ideal Flow(vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5.4 5.4 5.4 5.4 5.4 5.4 • Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 Frpb,ped/bikes 1.00 1.00 0.99 1,00 0.99 1.00 1.00 0.97 1.00 . 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) ' 3433 1862 1563 3431 1566 1578 3539 2705 1770 3539 Fit Permitted 0.95 1.00 1.00 0.47 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 1862 1563 1699 1566 1578 3539 2705 1770 3539 Peak-hour factor, PHF 0.77 0.77 0.77 0.77 0.85 0.85 0.85 0.93 0.93 0.93 0.91 0.91 Adj. Flow(vph) 564 1 294 .439 211 444 120 1385 478 99 316 1122 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 15 0 0 0 Lane Group Flow(vph) . 564 0 295 439 211 444 120 1385 562 0 316 ' 1122 Confl. Reds. (#/hr) 1 1 2 2 2 Confl. Bikes(#/hr) 3 2 2 1 1 Turn Type Prot Perm • Free custom custom custom Perm Prot Protected Phases 3 8 4 5 6 5 2 Permitted Phases 8 Free 7 5 4 6 Actuated Green, G(s) 15.9 11.6 105.0 8.5 21.2 21.2 47.6 47.6 16.6 69.6 Effective Green,g(s) 15.9 11.6 105.0 8.5 21.2 21.2 47.6 47.6 16.6 69.6 Actuated g/C Ratio 0.15 0.11 1.00 0.08 0.20 0.20 0.45 0.45 0.16 0.66 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8' 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 520 206 1563 138 316 319 1604 1226 280 2346 v/s Ratio Prot 0.16 c0.06 0.06 c0.39 0.18 0.32 v/s Ratio Perm 0.16 0.28 c0.12 0.22 0.02 0.21 v/c Ratio 1.08 1.43 0.28 1.53 1.41 0.38 0.86 0.46 1.13 0.48 Uniform Delay,dl 44.5 46.7 " 0.0 48.2 41.9 36.2 25.8 19.8 44.2 8.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.59 Incremental Delay,d2 64.3 220.0 0,4 271.1 200.3 0.3 6.4 1.2 87.2 0.3 Delay(s) 108.9 266.7 0.4 319.4 242.2 36.5 32.2 21.0 127.4 5.4 Level of Service F F A F F D C C F A Approach Delay(s) 108.1 28.9 26.3 Approach LOS F C C ,vtey Intersection Summary `h" f '' HCM Average Control Delay 72.9 HCM Level of Service E HCM Volume to Capacity ratio 1.12 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 20.7 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group _ Moller Ranch TIA Synchro 7., Report KHA Page'22 HCM Signalized Intersection Capacity Analysis Existing 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan. PM PEAK Movernent . er- Lafk#Configurations Volume(vph) 298 Ideal Flow(vphpl) 1900 Total Lost time(s) 4.0 Lane Util.Factor 1.00 Frpb. pedlbikes 0.98 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow(prot) 1550 Flt Permitted 1.00 Satd.Flow(perm) 1550 Peak-hour factor, PHF 0 91 Adj. Flow(vph) 327 RTOR Reduction(vph) 0 Lane Group Flow(vph) 327 Confl Peds. (#/hr) Confl Bikes(#/hr) 2 Turn Type Free Protected Phases Permitted Phases Free Actuated Green,G(s) 105.0 Effective Green,g (s) 105.0 Actuated g/C Ratio 1.00 Clearance Time(s) Vehicle Extension (s) Lane Grp Cap(vph) 1550 v/s Ratio Prot v/s Ratio Perm 0.21 v/c Ratio 0.21 Uniform Delay,dl 0.0 Progression Factor 1.00 Incremental Delay,d2 0.2 Delay(s) 0.2 Level of Service A Approach Delay(s) Approach LOS InterSectionl.Snmmary.7T7'1'177 7 7 Moller Ranch TIA Synchro 7- Report KHA Page 23 Queues Existing 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK is 4\ 1 1 d Lane Group NBC "N B T' S F r. SBR� Lane Group Flow(vph) 32 10 149 80 20 v/c Ratio 0.06 0.02 0.10 0.07 0.02 Control Delay 6.2 8.1 1.8 4.7 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 8.1 1.8 4.7 3.7 Queue Length 50th(ft) 0 0 0 1 0 Queue Length 95th(ft) 6 8 22 29 8 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1592 1618 1863 1863 1550 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.08 0.04 0.01 Intersection:Summary r - 'I • Moller Ranch TIA _ Synchro 7- Report KHA Page 24 HCM Signalized Intersection Capacity Analysis Existing 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK t T 4\ 1 1 1 Movement: z EBL, - EBR NBC--"'NBT --SBi SBR°r = 7 Lane Configurations 'r' " 'I t t r Volume(vph) 5 10 9 128 78 19 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 • Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 Frt 0.91 1.00 1.00 1.00 0.85 Fit Protected 0.98 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1669 1770 1863 1863 1549 Flt Permitted 0.98 0.95 1.00 1.00 1.00 Satd. Flow(perm) - 1669 1770 1863 1863 1549 Peak-hour factor, PHF 0.47 0.47 0.86 0.86 0.97 0.97 Adj.Flow(vph) 11 21 10 149 80 20 RTOR Reduction(vph) 20 0 0 0 0 16 Lane Group Flow(vph) 12 0 10 149 80 4 Confl. Bikes(#/hr) 1 Turn Type Prot Perm Protected Phases 4 5 2 6 Permitted Phases 6 Actuated Green,G(s) 0.6 0.6 8.1 3.5 3.5 Effective Green,g(s) 0.6 0.6 8.1 3.5 3.5 Actuated g/C Ratio 0.03 0.03 0.45 0.19 0.19 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 . Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 56 59 838 362 301 v/s Ratio Prot c0.01 0.01 c0.08 0.04 v/s Ratio Perm 0.00 . v/c Ratio 0.21 0.17 0.18 0.22 0.01 Uniform Delay,dl 8.5 8.5 3.0 6.1 5.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 1.4 0.2 0.6 0.0 . Delay(s) 9.1 9.8 3.2 6.8 5.9 Level of Service A A A A A Approach Delay(s) 9.1 3.6 6.6 Approach LOS A A A . Intersection Summary - �'"` v ° HCM Average Control Delay 5.2 HCM Level of Service A HCM Volume to Capacity ratio 0.18 Actuated Cycle Length(s) 18.0 , Sum of lost time(s) 9.3 - Intersection Capacity Utilization 20.3% ICU Level of Service ' A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 25 Queues Existing 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK ? r• `► 1 Lane ,SBL , Lane Group -_ '. . NlBC NBT`"r NBR Lane Group Flow(vph) 12 141 3 6 86 v/c Ratio 0.04 0.08 0.00 0.02 0.05 Control Delay 14.1 2.7 3.0 16.5 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 2.7 3.0 16.5 1.1 Queue.Length 50th(ft) 1 0 0 1 0 Queue Length 95th(ft) 11 40 3 10 13 Internal Link Dist(ft) 605 1596 671 Turn Bay Length(ft) 90 120 Base Capacity(vph) 1402 1787. 1518 1075 1863 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.01 0.08 0.00 0.01 0.05 Inters2cton'Semm2Y Moller Ranch TIA Synchro 7- Report KHA Page 26 HCM Signalized Intersection Capacity Analysis • Existing 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK 1 A" 1 P `► B -_. ; Movement. -:- _ WBL`- WBR�" .NBT NBR .SB[ SBT' _ ° = Lane Configurations arw f r iri + . Volume(vph) i 5 4 134 3 6 83 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 - Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.94 1.00 0.85 1.00 1.00 Fit Protected 0.97 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1708 1863 1583 1770 1863 Flt Permitted 0.97 1.00 1.00 0,95 1.00 Satd. Flow(perm) 1708 1863 1583 1770 1863 Peak-hour factor, PHF 0.75 0.75 0.95 0.95 0.97 0.97 Adj. Flow(vph) 7 5 141 3 6 86 RTOR Reduction(vph) 5 0 0 1 0 0 Lane Group Flow(vph) 7 0 141 2 6 86 Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green, G(s) 0.8 26.2 26.2 0.7 30.9 Effective Green, g(s) 0.8 26.2 26.2 0.7 30.9 Actuated gIC Ratio 0.02 0.64 0.64 0.02 0.75 Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 33 1191 1012 30 1404 v/s Ratio Prot c0.00 c0.08 c0.00 0.05 Ws Ratio Perm 0.00 v/c Ratio 0.22 0.12 0.00 0.20 0.06 Uniform Delay,dl 19.8 2.9 2.7 19.9 1.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.2 0.1 0.0 1.2 0.0 Delay(s) 21.0 3.0 2.7 21.1 1.3 Level of Service C A A C A Approach Delay(s) 21.0 3.0 2.6 Approach LOS C A A Intersection Sunim'ara HCM Average Control Delay 3.7 HCM Level of Service . A HCM Volume to Capacity ratio 0.12 Actuated Cycle Length(s) 41.0 Sum of lost time(s) 13.3 Intersection Capacity Utilization 20.3% ICU Level of Service ' A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 27 • Queues Existing • 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK Lane,Group '.EBR ` NBL `NBT SB7 SBR Lane Group Flow(vph) 79 179 78 207 174 46 v/c Ratio 0.09 0.22 0.26 0.08 0.15 0.08 Control Delay 14.4 4.0 24.2 6.7 14.1 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.4 4.0 24.2 6.7 14.1 6.5 Queue Length 50th(ft) 6 0 14 6 14 0 Queue Length 95th(ft) 26 16 83 31 55 21 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 2767 2241 941 4701 2719 1206 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.08 0.08 0.04 0.06 0.04 intersection Summary a, - "- • • • • Moller Ranch TIA Synchro 7- Report KHA Page 28 • HCM Signalized Intersection Capacity Analysis Existing 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK -° '\ t i I Movement__= €BL.�, EBRr, _�NBL :NBTJ_',`SBT. -S BR Lane Configurations ¶1 Fr 11 'PH 'Pt tT Volume(vph) ' 65 147 72 190 151 40 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Lane Util.Factor 0.97 0.88 1,00 0.91 0.95 1.00 • Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 , Flpb, ped/bikes 1.00 1.00 1.00 1.00 1,00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0,85 At Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prof) 3433 2746 1770 5085 3539 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1 00 Satd. Flow(perm) 3433 2746 1770 5085 3539 1562 Peak-hour factor, PHF 0.82 0.82 0.92 0.92 0.87 0.87 Adj. Flow(vph) 79 179 78 207 174 46 RTOR Reduction(vph) , 0 135 0 0 0 31 Lane Group Flow(vph) 79 44 78 207 174 15 Confl. Peds. (#/hr) 4 4 4 Confl. Bikes(#/hr) 1 Turn Type Perm Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 • Actuated Green, G(s) 11.0 11.0 4.3 23.6 14.8 14.8 Effective Green, g(s) 11.0 11.0 4.3 23.6 14.8 14.8 Actuated g/C Ratio 0.25 0.25 0.10 0.53 0.33 0.33 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4,0 4.0 4.0 Lane Grp Cap(vph) 847 677 171 2691 1174 518 Ws Ratio Prot c0.02 c0.04 0.04 c0.05 v/s Ratio Perm 0.02 0.01 v/c Ratio 0.09 0.07 0.46 0.08 0.15 0.03 Uniform Delay,dl 13.0 12.9 19.0 5.2 10.5 10.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.7 0.0 0.1 0.0 Delay(s) 13.0 12.9 19.7 5.2 10.6 10.1 Level of Service B B B A B B Approach Delay(s) 12.9 9.2 10.5 Approach LOS B A B Intersection HCM Average Control Delay 10.8 HCM Level of Service Btlm HCM Volume to Capacity ratio 0.17 Actuated Cycle Length (s) 44.6 Sum of lost time(s) 14.5 Intersection Capacity Utilization 2a1% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 29 Queues Existing 15: Central Pkwy & Fallon Rd Timing Plan: PM PEAK l t l tl . Lane Group TTT ._ P ESL =EBR- ,NBL NBT . 'SBT:.�;SBR' ---.:''l'' — .._ .. _,- Lane Group Flow(vph) 24 40 18 388 413 11 v/c Ratio 0.08 0.11 0.06 0.23 0.09 0.01 Control Delay 11.9 6.0 13.2 2.2 3.6 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.9 6.0 13.2 2.2 3.6 4.4 Queue Length 50th(ft) 4 0 3 0 0 0 Queue Length 95th(ft) 12 9 16 77 39 7 Internal Link Dist(ft) 745 200 1101 Turn Bay Length(ft) 270 120 215 Base Capacity(vph) 1111 1563 1111 1863 4629 1442 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.03 0.02 0.21 0.09 0.01 InteiSeGtion'8tAiria' �° ° ..„ • Moller Ranch TIA Synchro 7- Report KHA Page 30 HCM Signalized Intersection Capacity Analysis Existing 15: Central Pkwy & Fallon Rd Timing Plan: PM PEAK f t 1 r r. . Mokie Frient -�- '=` �' ''� EBL k EBR'' JNBL `'° NBT " SBT.. SBR -.s Lane Configurations P ,p tMh if • Volume(vph) 15 25 17 372 347 9 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.0 4.5 5.0 5.0 .. 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1549 1770 1863 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 1549 1770 1863 5085 1583 Peak-hour factor, PHF 0.63 0.63 0.96 0.96 0.84 0.84 Adj. Flow(vph) 24 40 18 388 413 11 RTOR Reduction(vph) 0 39 0 0 0 5 Lane Group Flow(vph) 24 1 18 . 388 413 , 6 Confl. Peds. (#/hr) 1 Turn Type custom Prot Perm Protected Phases 5 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 2.2 1.2 0.9 29.1 23.7 23.7 Effective Green,g (s) 2.2 1.2 0.9 29.1 23.7 23.7 Actuated g/C Ratio 0.05 0.03 0.02 0.72 0.59 0.59 Clearance Time(s) 4.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 . 4.0 2,0 4.0 4.0 4.0 Lane Grp Cap(vph) 97 46 40 1345 2990 931 v/s Ratio Prot c0.01 0.01 c0.21 0.08 v/s Ratio Perm 0.00 0.00 v/c Ratio 0.25 0.03 0.45 0.29 0.14 0.01 Uniform Delay,dl 18.3 19.0 19.5 2.0 3.7 3.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.3 2.9 0.2 0.0 0.0 Delay(s) 18.7 19.3 - 22.4 2.1 3.8 3.4 Level of Service B B C A A A Approach Delay(s) 19.1 3.0 3.7 Approach LOS B A A Intersection Summary . HCM Average Control Delay 4.5 HCM Level of Service A HCM Volume to Capacity ratio 0.29 Actuated Cycle Length (s) 40.3 Sum of lost time(s) , 9.0 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 31 • • Queues Existing 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK t 1 r Lane Group" ' EBl EBR=, fJBL�.NBT ...;SBT v.SBR:.` Lane Group Flow(vph) 105 392 82 320 434 24 v/c Ratio 0.24 0.25 0.18 0.35 0.40 0.05 Control Delay 15.6 0.4 19.5 7.7 13.9 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 • Total Delay 15.6 0.4 19.5 7.7 13.9 6.0 Queue Length 50th(ft) 20 0 9 43 47 0 Queue Length 95th (ft) 52 0 26 79 72 10 Internal Link Dist(ft) 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 820 2279 1590 1595 3031 1359 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap,Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.17 0.05 0.20 0.14 0.02 T Interseetion'6i a" _; • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 32 HCM Signalized Intersection Capacity Analysis Existing 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK J - , ! h - 4\ t P ` • 1 1 Movement_. _ m. I JJ .EBL EBT....EBR WBL- ':WBT MR.' `, NBL -;NBT NBR °_' 'SBL SBT SBR Lane Configurations 11 t rr i T. In ' i It P Volume(vph) 88 0 329 0 0 0 79 307 0 0 360 20 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 1.00 0.88 0.97 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 2787 3433 1863 3539 1583 Fit Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 2787 3433 1863 3539 1583 Peak-hour factor, PHF 0.84 0.84 0.84 0.25 0.25 0.25 0.96 0.96 0.96 0.83 0.83 0.83 Adj. Flow(vph) 105 0 392 0 0 0 82 320 0 0 434 24 RTOR Reduction(vph) 0 0 285 0 0 • 0 0 0 0 0 0 17 Lane Group Flow(vph) 105 0 107 0 0 0 82 320 0 0 434 7 Turn Type j Prot Perm Prot Prot Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 4 Actuated Green,G(s) 12.7 12.2 ' • 4.5 22.6 13.6 13.6 Effective Green,g(s) 12.7 12.2 4.5 22.6 13.6 13.6 Actuated g/C Ratio 0.28 0.27 0.10 " 0.50 0.30 0.30 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 502 759 345 940 1074 481 v/s Ratio Prot c0.06 0.02 c0.17 c0.12 v/s Ratio Perm 0.04 0.00 v/c Ratio 0.21 0.14 0.24 0.34 0.40 0.02 Uniform Delay, dl 12.2 12.3 18.6 6.6 12.4 10.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.1 0.3 0.3 0.0 Delay(s) 12.3 12.4 18.7 6.9 12.7 10.9 Level of Service B B B A B B Approach Delay(s) 12.4 0.0 9.3 12.6 Approach LOS B A A B .r-.... w , ._ _ Intersedtian Summary m - --..m � HCM Average Control Delay 11.6 HCM Level of Service B HCM Volume to Capacity ratio 0.34 ` Actuated Cycle Length(s) 44.8 Sum of lost time(s) 14.5 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15 • c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 33 • Queues Existing 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK t t t 1 r Lane'Qwup � _ �. - ��WBL . .1N8G��._WBR . NBT SBT _.. Lane Group Flow(vph) 16 17 365 237 36 634 218 v/c Ratio 0.04 0.04 0.40 0.15. 0.05 0.39 0.26 Control Delay 8.2 8.3 2.8 4.1 2.0 5.2 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 8.3 2.8 4.1 2.0 5.2 1.7 Queue Length 50th(ft) 1 1 0 6 0 18 0 Queue Length 95th(ft) 8 8 14 15 5 42 14 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 190 Base Capacity(vph) 1395 1426 2376 3379 1423 3539 1564 Starvation Cap Reductn 0 0 0 0 0 0 0 Spill back Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.01 0.15 0.07 0.03 0.18 0.14 Intersection Summary. �s .7, := __r z 7-2-71-1 Moller Ranch TIA Synchro 7- Report KHA Page 34 HCM Signalized Intersection Capacity Analysis Existing 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK f , -► c a - 4\ t P `► l -' Movement -`- -f,.- EBL -..:EBTm._ EBR <1WEL WET 'It NOR NBL ':NBT -NBR.C+, SBL ' SE12.,ThER Lane Configurations 4 rr n- P +1' € Volume(vph) 0 0 0 22 6 314 0 189 32 0 571 196 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 0.91 0.95 1.00 . Frpb,ped/bikes 1.00 1.00 1,00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 - 0.85 1.00 0.85 Flt Protected 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1681 1719 2787 3381 1423 3539 1564 Flt Permitted 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1719 2787 3381 1423 3539 1564 Peak-hour factor, PHF 0.92 0.92 0.92 0.86 0.86 0.86 0.81 0.81 0.81 0.90 0.90 0.90 Adj. Flow(vph) 0 0 0 26 7 365 0 233 40 0 634 218 RTOR Reduction(vph) 0 0 0 0 0 281 0 2 19 0 0 118 Lane Group Flow(vph) 0 0 0 16 17 84 0 235 17 _ 0 634 100 Conti.Bikes(tt(hr) 1 1 Turn Type Perm • Perm Pemi Perm Protected Phases 8 2 6 Permitted Phases 8 8 2 6 Actuated Green,G(s) 5.6 5.6 5,6 11.2 11.2 11.2 11.2 Effective Green,g(s) 5.6 5.6 5.6 11.2 11.2 11.2 11.2 • Actuated g/C Ratio 0.23 0.23 0.23 0.46 0.46 0.46 0.46 Clearance Time(s) 3.5 3.5 3.5 4.0 4,0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 387 396 642 1558 656 1631 721 v/s Ratio Prot 0.07 c0.18 v/s Ratio Perm 0.01 0.01 c0.03 0.01 0.06 v/c Ratio 0.04 0.04 0.13 0.15 0.03 0.39 0.14 Uniform Delay,dl 7.3 7.3 7.4 3.8 3.6 4.3 3.8 Progression Factor 1.00 1.00 1.00 _ 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Delay(s) 7.3 7.3 7.5 3.8 3.6 - 4.4 - 3.8 Level of Service A A A A A A A Approach Delay(s) 0.0 7.4 3.8 4.2 Approach LOS A A A A Intersection Summary- . HCM Average Control Delay 5.0 HCM Level of Service A HCM Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 24.3 Sum of lost time(s) 7.5 . Intersection Capacity Utilization 26.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 35 • • Queues Existing 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK > > t v l r Lane:Group EBL._. 6 BR ;. .NBT.:'NBR SBT SBR. Lane Group Flow(vph) 236 25 137 96 351 326 v/c Ratio 0.18 0.04 0.10 0.07 0.47 0.22 Control Delay 7.4 4.2 2.7 0.1 7.2 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 4.2 2.7 0.1 7.2 0.3 Queue Length 50th(ft) 10 0 1 0 26 0 Queue Length 95th (ft) 24 6 8 0 55 0 Internal Link Dist(ft) 180 1206 Turn Bay Length(ft) 375 560 Base Capacity(vph) 3129 1445 3004 1423 1632 1486 Starvation Cap Reductn • 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.02 0.05 0.07 0.22 0.22 Intersection Summary. ,- ..:ea.____. . . n I • • • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 36 • HCM Signalized Intersection Capacity Analysis Existing 18: 1-580 EB Ramps & Fallon Rd ` / •- q Timing Plan: PM PEAK • / y ♦ ♦ \ t /p \* if 4/ Movement ,j. '"'`EBL EBT -EBR-';WBL= u"WBT WBR'f-.NBL .. .;NBT CENBR: SBL r'-SET . SBR Lane Configurations VI r vr. r T. r Volume(vph) 182 0 19 0 0 0 0 33 158 0 157 425 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4:0 4.0 4.0 4.0 4.0 Lane Util. Factor 0,97 1.00 0.91 0.91 0.95 0.95 Frpb,ped/bikes 1.00 1.00 0.99 0.99 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.89 0.85 0.93 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 1583 3003 1423 1633 1486 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 1583 3003 1423 1633 1486 Peak-hour factor, PHF 0.77 0.77 0.77 0.92 0.92 0.92 0.82 0.82 0.82 0.86 0.86 0.86 Adj. Flow(vph) 236 '0 25 0 0 0 0 40 193 0 183 494 RTOR Reduction(vph) 0 0 18 0. 0 0 0 56 0 0 56 0 Lane Group Flow(vph) 236 0 7 0 0 0 _ 0 81 _ 96 0 . 295 326 Confl. Bikes(#/hr) 1 1 Turn Type' custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green, G(s) 7.4 7.4 11.4 26.8 11.4 26.8 Effective Green, g(s) 7.4 7.4 11.4 26.8 11.4 26.8 Actuated g/C Ratio 0.28 0.28 0.43 1.00 0.43 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 948 437 1277 1423 695 1486 v/s Ratio Prot 0.03 c0.18 v/s Ratio Perm 0.07 0.00 0.07 c0.22 v/c Ratio 0.25 0.02 0.06 0.07 0.42 0.22 Uniform Delay,dl 7.5 7.1 4.5 0.0 5.4 0.0 Progression Factor 1.00 1.00 1.00 1.00 ' 1.00 1.00 Incremental Delay,d2 0.1 0.0 0.0 0.1 0.4 0.3 Delay(s) 7.6 7.1 4.6 0.1 5.8 0.3 Level of Service A A A A A A Approach Delay(s) 7.5 0.0 2.7 3.2 Approach LOS A A A A Intersection summary ,. .:m... ; := - '' 77-7M11":-:3517-1 HCM Average Control Delay 4.1 HCM Level of Service A HCM Volume to Capacity ratio 0.32 Actuated Cycle Length(s) 26.8 Sum of lost time(s) 4.0 Intersection Capacity Utilization 31.9% ICU Level of Service A Analysis Period(min) 15 _ c Critical Lane Group . • Moller Ranch TIA Synchro 7- Report KHA Page 37 Existing PM Thu Jul 19, 2012 18:51:33 Page 1-1 Scenario Report Scenario: Existing PM Command: Existing PM Volume: Existing PM Geometry: Existing Impact Fee: Default Impact Fee Trip Generation: None Trip Distribution: Project • Paths: Default Path Routes: Default Route Configuration: Ex PM Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Existing PM Thu Jul 19, 2012 18:51:33 Page 2-1 Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C n 3 Camino Tassajara/Highland Rd A xxxxx 0.422 A xxxxx 0.422 + 0.000 V/C f 4 Camino Tassajara/Windemere Pkw A xxxxx 0.266 A xxxxx 0.266 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Existing PM Thu Jul 19, 2012 18:51:33 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) . #**#*+#*#k+*+***************************************i.******************+*#+***#* Intersection #3 Camino Tassajara/Highland Rd +**k***#*r*F***********************i*********+******+***+*********************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.422 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 32 Level Of Service: A **************************+***+***********************************.-_************ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T R I II II II I Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 ' 0 Y+R: 4.0 4.0 4 .0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4'.0 4.0 Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1! 0 0 I I I I I I I I Volume Module: Base Vol: 0 415 47 215 208 0 0 0 0 5 0 43 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 415 47 215 208 0 0 0 0 5 0' 43 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 415 47 215 208 0 0 0 0 5 0 43 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 RHO Volume: 0 415 47 215 208 0 0 0 0 5 0 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 415 47 215 208 0 0 0 0 5 0 43 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 415 47 215 208 0 0 0 0 5 0 43 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' FinalVolume: 0 415 47 215 208 0 0 0 0 5 0 43 - I II II II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.90 0.10 1.00 1.00 0.00 0.00 0.00 0.00 0.10 0.00 0.90 Final Sat. : 0 1545 175 1720 1720 0 0 0 0 179 0 1541 I II II , II -. I . _ Capacity Analysis Module: Vol/Sat: 0.00 0.27 0.27 0.13 0.12 0.00 0.00 0.00 0.00 0.03 0:00 0.03 Grit Volume: 462 215 0 48 Grit Moves: **** **** *'** • Traffix 8.0.0715 (o) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • • Existing PM Thu Jul 19, 2012 ' 18:51:33 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ***-***-***-*****************************#***i*******F****+********4******* *-«-** Intersection #4 Camino Tassajara/Windemere Pkwy *_*,.*************** .*******_*****_*************_****************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.266 Loss 'Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 28 Level Of Service: A ********#*******__*_********_**************************#***__****>***********#** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I I I H I Control: Protected Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 YIP.: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I II II II I Volume Module: Base Vol: 214 428 0 0 188 35 30 0 124 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 214 428 0 0 188 35 30 0 124 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 214 428 0 0 188 35 30 0 124 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 214 428 0 0 188 35 30 0 124 0 0 0 • Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 214 428 0 0 188 35 30 0 124 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 118 0 0 0 RTOR Vol: 214 428 0 0 188 35 30 0 6 0 0 0 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 214 428 0 0 188 35 30 0 6 0 0 0 II II II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.69 0.31 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 2900 540 1720 0 3127 0 0 0 I I I I I I I I Capacity Analysis Module: . Vol/Sat: 0.07 0.25 0.00 0.00 0.06 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Volume: 428 111 30 0 Crit Moves: **** **** ******_*********_****************************#**s******************************* • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • EXISTING + PROJECT CONDITIONS • DublinMollerRanch09.AppendixHeaders.doc 10 September 2012 Queues Existing+Project 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK 7 f k- 4\ t P " 1 - Lane`Gtoup=-i _a. EBL 'EBTz�'.,EBR �WBL �WBT`__WBR TNBC ' .,NBT NBR`-'z S87 Lane Group Flow(vph) 49 367 338 328 640 339 575 704 380 549 1658 v/c Ratio 0.30 0.26 0.28 0.66 0.36 0.34 0.78 0.65 0.43 0.63 0.82 Control Delay 63.8 38.3 20.6 63.0 33.9 6.0 61.3 49.3 5.2 47.2 44.5 Queue Delay' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.8 38.3 20.6 63.0 33.9 6.0 61.3 49.3 5.2 47.2 44.5 Queue Length 50th(ft) 21 89 88 96 152 50 167 201 0 210 369 Queue Length 95th(ft) 42 127 131 112 173 85 193 215 31 284 416 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1417 1259 729 1761 994 844 1721 1195 868 2056 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.26 0.27 0.45 0.36 0.34 0.68 0.41 0.32 0.63 0.81 IntersectronSur unary_ x., - - :..' . • • • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Existing+Project 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK • t -, m c '- k- 4\ 1 /4 ti t d Movement _ €BL , EST': - EBR =`WBL .r.WBT W8R? NBL .:"ABP.. NBR, 'SEL` SET . SBR Lane Configurations VI 4++ PF WI) +4+ F Mils 4+4 i? iftli tilt Volume(vph) 45 334 308 262 512 271 489 598 323 494 1404 88 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 • Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 ' 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 5085 2763 4990 5085 1569 4990 5085 2787 3433 6344 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2763• 4990 5085 1569 4990 5085 2787 3433 6344 Peak-hour factor, PHF 0.91 0.91 0.91 0.80 0.80 0.80 0.85 0.85 0.85 0.90 0.90 0.90 Adj.Flow_(vph) 49 367 338 328 640 3.39 575 704 380 549 1560 98 RTOR Reduction(vph) 0 0 15 0 0 56 .0 0 • 299 0 7 0 Lane Group.Flow(vph) '49 367 323 328 640 283 575 704 81 549 1651 0 • Confl. Peds.(#/hr) 3 1 1 3 6 6 Confl. Bikes(#/hr) 1 3 2 Turn Type Prot pm+ov Prot pm+ov Prot Perm Prot Protected Phases 5 2 3 1 6 7 3 8 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 5.4 36.2 55.4 12.9 44.0 76.9 19.2 27.7 27.7 32.9 41.4 Effective Green,g(s) 5.4 36.2 55.4 12.9 44.0 76.9 19.2 27.7 27.7 32.9 41.4 Actuated g/C Ratio 0.04 0.28 0.43 0.10 0.34 0.59 0.15 0.21 0,21 0.25 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 4.5 2.0 4.5 Lane Grp Cap(vph) 143 1416 1177 495 1721 928 737 1083 594 869 2020 v/s Ratio Prot 0.01 0.07 0.04 c0.07 c0.13 0.08 c0,12 0.14 0.16 00.26 v/s Ratio Perm 0.08 0.10 • 0.03 v/c Ratio 0.34 0.26 0.27 0.66 0.37 0.31 0.78 0.65 0.14 0.63 0.82 Uniform Delay,dl 60.6 36.5 24.2 56.5 32.5 13,2 53.4 46.7 41.5 43.2 40.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.4 0.0 2.6 0.6 0.1 5.0 1.7 0.2 1.1 3.0 Delay(s) 61.1 36.9 24.3 59.0 33.2 13.3 58.3 48.4 41.6 44.3 43.8 Level of Service E D C E ' C B E D D D D Approach Delay(s) 32.8 34.5 50.3 43.9 Approach LOS C C D D Interrcfro n Surnn wa , ti _ z . .., . _ _ __ a HCM Average Control Delay 42.2 HCM Level of Service D HCM Volume to Capacity ratio 0.62 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 84.2% ICU Level,of Service E Analysis.Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 2 Queues Existing+Project 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK -' - c ~ t P `► 1 I Lane'Gioup' _ •••EBL E8T7:EBR WBL.°`.WBT '.NBL= NBT.. 75NBR , SBUSI S6T`" SBR• • `'i Lane Group Flow(vph) 111 363 147 353 589 239 411 118 25 484 112 vlc Ratio 0.51 0.19 0.11 1.15 0.29 0.64 0.32 0.11 0.17 0.32 0.21 Control Delay 66.9 27.4 2.8 151.3 26.5 66.1 31.8 5.5 62.3 36.0 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.9 27.4 2.8 151.3 26.5 66.1 31.8 5.5 62.3 36.0 6.9 Queue Length 50th(ft) 47 74 0 -181 121 70 136 0 10 116 0 Queue Length 95th(ft) 68 86 12 #268 148 100 185 24 23 136 35 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 252 1920 1376 306 2039 405 1273 1064 279 1515 539 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.19 0.11 1.15 0.29 0.59 0.32 0.11 0.09 0.32 0.21 Intersectidii=Summary `- Volume exceeds capacity,queue is theoretically infinite. . Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity.queue may be longer. Queue shown is maximum after two cycles. • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 3 • HCM Signalized Intersection Capacity Analysis Existing+Project 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK -' r ~ t 4\ t t `► 1 r Movement:..„ 4.r.,._/EBL"1 EBT EBR'... WBL i_ WBT:'. WBR. .4 NBL v •4BT •-1\16R...,. SBL SBT ' •SBR Lane Configurations VI tot rr n to *T§ Tt rr T€ tit, l< Volume(vph) ' 88 287 116 307 488 24 227 390 112 21 402 93 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0,97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 1.00 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) - 3433 5085 2752 3433 5044 4990 -_ 3539 2749 3433 5085 1545 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 • 5085 2752 3433` 5044 4990• 3539 2749 3433 5085 1545 Peak-hour factor, PHF 0.79 0.79 0.79 0.87 0.87 0.87 0.95 0.95 0.95 0.83 0.83 0.83 Adj.Flow(vph) 111 363 147 353 561 28 239 - 411 118 25 484 112 RTOR Reduction(vph) 0 0 81 0 4 0 0 0 76 0 0 77 Lane Group Flow(vph) 111 .363 66 353 585 0 239. 411 42 25 484 35 ConfL Peds. (#/hr) 5 2 2 5 12 1 1 12 •Confl. Bikes(#/hr) 3 5 1 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 . 2 3 1 0 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 8.2 48.8 58.5 11.5 52.1 9.7 46.5 46.5 3.6 40.4 40.4 Effective Green,g(s) 8.2 48.8 58.5 11.5 52.1 9.7 46.5 46.5 3.6 40.4 40.4 Actuated g/C Ratio 0.06 0.37 0.45 0.09 0.40 0.07 0.35 0.35 0.03 0.31 0.31 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 • 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 . Lane Grp Cap(vph) 215 1893 1228 301 2005 369 1255 975 94 1567 476 v/s Ratio Prot • 0.03 0.07 0.00 c0.10 c0.12 c0.05 c0.12 0.01 0.10 v/s Ratio Perm 0.02 0.02 0.02 v/c Ratio ' 0.52 0.19 0.05 1.17 0.29 0.65 0.33 0.04 0.27 0.31 0.07 Uniform Delay,dl 59.5 27.8 20.6 59.8 26.9 59.0 30.9 27.7 62.5 34.7 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1:00 - 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.9 0.2 0.0 107.2 0.4 2.9 0.7 0.1 0.6 0.5 0.3 Delay(s) 60.4 28.0 20.6- 167.0 27.3 , 62.0 31.6 27.8 63.0 35.2 32.4 Level of Service E C C F C E C C E D C Approach Delay(s) 32.1 79.6 40.5 35.8 Approach LOS C E D D InersestomSuma _ . 2m r a -- �.r � i � �a x . . . .., . } HCM Average Control Delay 50.2 HCM Level of Service D HCM Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 131.1 Sum of lost time(s) 15.2 Intersection Capacity Utilization 102.0%._ __ ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page4 Queues Existing+project • 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK 1 `► 1 Lane Group ':*1-. WBL 'NBT^ SBL° SBT w r: Lane Group Flow(vph) 516 220 60 508 v/c Ratio 0.76 0.29 0.13 0.68 Control Delay 15.3 10.9 10.2 16.9 Queue Delay 0.0 - 0.0 0.0 0.0 Total Delay 15.3 10.9 10.2 16.9 Queue Length 50th(ft) 50 33 9 94 Queue Length 95th(ft) 88 82 31 218 • Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 1016 1193 741 1194 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.18 0.08 0.43 Intersection-Summa • • Moller Ranch TIA Synchro 7- Report KHA Page 5 HCM Signalized Intersection Capacity Analysis Existing- Project 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK c t t P v 1 Mouenient 4.. _ _. ".WBL=th BR • NBT° .'NBRT -SBL• SBT__ . °' 1 Lane Configurations V S. 'I t Volume(vph) 97 264 183 2 53 447 ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) . 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.90 1,00 1.00 1.00 . Flt Protected 0.99 1.00 0.95 1.00 Satd. Flow(prot) 1657 1860 1770 1863 Flt Permitted 0.99 1.00 0.62 1.00 . Satd. Flow(perm) 1657 1860 1156 1863 Peak-hour factor, PHF 0.70 0.70 0.84 0.84 0.88 0.88 Adj. Flow(vph) 139 377 218 2 60 508 RTOR Reduction(vph) 177 0 1 0 0 0 Lane Group Flow(vph) 339 0 219 0 60 508 Turn Type Perm Protected Phases 8 . 2 6 Permitted Phases 6 Actuated Green,G(s) 13.3 17.6 . - 17.6 17.6 Effective Green,g(s) 13.3 17.6 17.6 17.6 Actuated g/C Ratio 0.31 0.41 0.41 0.41 Clearance Time(s) 6.0 6.0 6.0 6.0 • Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 514 763 474 764 v/s Ratio Prot c0.20 0.12 c0.27 v/s Ratio Perm 0.05 • v/c Ratio 0.66 0.29 0.13 0.66 Uniform Delay,dl 12.8 8.5 7.9 10.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.1 0.2 0.1 2.2 Delay(s) 15.9 8.7 8.0 12.5 Level of Service B A A B Approach Delay(s) 15.9 8.7 12.0 Approach LOS B A B InterseetfonSummdiy _ , : r , ..,ar ...°-- .. _ ' HCM Average Control Delay 13.0 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 42.9 Sum of lost time(s) 12.0 Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 6 • • Queues Existing+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK f l 4\ t l Lane Grou _ EBL EBR. =NBLS :NBT SST m_ 7. =` "'":' Lane Group Flow(vph) 24 339 105 . 196 667 v/c Ratio 0.05 0.36 0.29 0.21 0.58 Control Delay 17.4 3.8 28.6 8.0 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.4 3.8 28.6 8.0 16.7 Queue Length 50th(ft) 6 0 14 24 78 Queue Length 95th(ft) 22 23 46 76 162 Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 1043 1745 364 1543 2296 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.02 0.19 0.29 0.13 0.29 Intersection Summary __._. - .. : • Moller Ranch TIA Synchro 7- Report KHA Page 7 • HCM Signalized Intersection Capacity Analysis Existing+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan.AM PEAK 7 4\ t 1 d Movement -EBL ry'EBR -NBL: '''NBF; SBT_ SBR . _ 71 Lane Configurations nit In fi 3 i Volume(vph) 20 288 86 161 505 62 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor. 1.00 0.88 0.97 1.00 0.95 Frpb,ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1,00 Frt 1.00 0.85 '1.00 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 2728 3433 1863 3481 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 2728 3433 1863 3481 Peak-hour factor, PHF 0.85 0.85 0.82 0.82 0.85 0.85 Adj. Flow(vph) 24 339 105 196 594 73 RTOR Reduction(vph) 0 254 0 0 13 0 Lane Group Flow(vph) . 24 85 , 105 196 654 0 Confl. Peds. (#/hr) 1 Turn Type Perm Prot .Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green, G(s) 12.9 12.9 3.8 26.6 16.8 Effective Green,g(s) 12.9 12.9 3.8 26.6 16.8 Actuated g/C Ratio 0.25 0.25 0.07 0.52 0.33 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 • Vehicle Extension(s) 3.0 3.0 3.0 ' 3.0 3.0 Lane Grp Cap(vph) 443 683 253 962 1136 v/s Ratio Prot 0.01 c0.03 0.11 c0.19 v/s Ratio Perm c0.03 vlc Ratio 0.05 0.12 0.42 0.20 0.58 Uniform Delay,dl 14.7 14.9 22.8 6.7 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.1 0.1 0.7 Delay(s) 14.7 15.0 23.9 6.8 15.1 Level of Service B . 'B C A B Approach Delay(s) 15.0 12.8 15.1 Approach LOS • B B B Intersection Summary , , �, _ Y :��r HCM Average Control Delay 14.6 HCM Level of Service B HCM Volume to Capacity ratio 0.38 Actuated Cycle Length(s) 51.5 Sum of lost time(s) 18.0 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period(min) 15 _ c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 8 • Queues Existing+Project 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK f c ~ t t 1 r LaneGroup°° .xEBL.. ,EBT- .EBR A'WBT '`"■BL F-NBT NBR SBR� Lane Group Flow(vph) 279 6 25 5 7 32 95 133 191 849 v/c Ratio 0.67 0.02 0.10 0.02 0.04 0.24 0.08 0.13 0.19 0.81 Control Delay 39.6 31.0 12.9 43.5 43.3 46.4 8.2 2.2 13.9 18.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.6 31.0 12.9 43.5 43.3 46.4 8.2 2.2 13.9 18.5 Queue Length 50th(ft) 137 3 0 2 4 16 16 0 50 199 Queue Length 95th(ft) 243 13 19 8 9 38 41 9 140 #670 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 470 150 50 . 155 180 50 • Base Capacity(vph) 971 1242 1064 432 681 648 1181 1052 1022 1044 - Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.00 0.02 0.01 0.01 0.05 0.08 0.13 0.19 0.81 art _17 _ : Intersection Summary =" # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 9 • HCM Signalized Intersection Capacity Analysis Existing+Project 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK - c ~ 't 1 t P \ j J Moveni:nt,, , EBL -- EBT 7 EBR WBL'. .WBT WBR ,J-NBL"''NBT . NBR SBL i i SBT ='SBR Lane Configurations il , ? r "i + r ) } r 9 4 P Volume(vph) 237 5 21 2 3 i 0 21 63 88 0 183 815 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected . 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd.,Flow(prot) 1770 1863 1583 1770 1863 1770 1863 1583 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1770 1863 1583 1770 1863 1770 1863 1583 1863 1583 Peak-hour factor, PHF 0.85 0.85 0.85 0.42 0.42 0.42 0.66 0.66 0.66 0.96 0.96 0.96 Adj. Flow(vph) 279 6 25 5 7 0 32 95 133 0 191 849 RTOR Reduction(vph) 0 0 23 0 0 0 0 0 51 0 0 188 Lane Group Flow(vph) 279 6 2 5 7 0 32 95 82 0 191 661 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected.Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 197 7.4 7.4 13.2 1.2 3.9 55.5 55.5 46.3 46.3 Effective Green,g(s) 19.7 7.4 7.4 13.2 1.2 3.9 55.5 55.5 46.3 46.3 Actuated g/C Ratio , 0.22 0.08 0.08 0.15 0.01 0.04 0.62 0,62 0.52 0.52 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 2.0 4,0 4.0 4.0 4.0 Lane Grp Cap(vph) 388 153 130 260 25 77 1150 977 959 815 v/s Ratio Prot c0.16 0.00 0.00 c0.00 c0.02 0.05 0.10 v/s Ratio Perm 0.00 0.05 c0.42 v/c Ratio 0.72 0.04 0.02 - 0.02 0.28 0.42 0.08 0.08 0.20 0.81 • Uniform Delay,dl 32.5 38.0 37.9 32.8 43.9 41.9 6.9 6.9 11.8 18.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 6.7 0.1 0.1 0.0 8.2 1.3 0.0 0.1 0.1 6.5 Delay(s) 39.2 38.1 38,0 32.8 52.1 43.2 7.0 7.0 11.9 24.6 Level of Service • D D D C D D A A B C Approach Delay(s) 39.1 44.1 11.4 22.3 Approach LOS D D B C Intersection-SummaN... m.,-: .,. . _.:....`_T..m r, mn .m -c;:°t . ... Y.... _ „,......1 HCM Average Control Delay 23.9 HCM Level of Service C HCM Volume to Capacity ratio 0.75 Actuated Cycle Length(s) 89.9 Sum of lost time(s) 18.8 Intersection Capacity Utilization . 71.5% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group -- • • Moller Ranch TIA Synchro 7- Report KHA Page 10 • Queues Existing+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK C 4s- t P `• takie.Grodptr wBL: 1wBRNS NBR-4.4 t'SBL 7.-‘4SBT Lane Group Flow(vph) 85 3 320 18 2 886 v/c Ratio 0.34 001 0.24 0.02 0.01 0.64 Control Delay 29.1 18.0 -6.1 3.3 29.5 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.1 18.0 6.1 3.3 29.5 8.8 Queue Length 50th (ft) 28 0 36 0 1 157 Queue Length 95th (ft) 47 4 111 8 7 324 Internal Link Dist(ft) 283 4023 607 Turn Bay Length(ft) 145 195 80 Base Capacity(vph) 789 707 1265 1081 789 1788 Starvation Cap Reductn • Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 0.11 0.00 0.25 0.02 0.00 0.50 ReibettioftsuifithW J12',07.1"7-17:7;c1-7-777-77.17.7.crl • • • • Moller Ranch TIA Synchro 7- Report KHA Page 11 HCM Signalized Intersection Capacity Analysis Existing+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK c t 1 r' ' 1 Movement ''' N/611'1 WBR', .NBT-...a118R"- 'Hit .,SBT 7 '- -. .. , .x_. a Lane Configurations R P . '4 P =I 4 Volume(vph) 50 2 269 15 2 842 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) . 5.5 5.5 6.0 6.0 5.5 6.0 Lane Util. Factor 1.00 1.00 1,00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 • Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 . Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) J 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0.59 0.59 0.84 0,84 0.95 0.95 . Adj. Flow(vph) 85 3 320 18 2 886 RTOR Reduction(vph) 0 3 0 7 0 0 Lane Group Flow(vph) 85 0 320 11 2 886 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 . • Actuated Green,G(s) 6.4 6.4 38.6 38.6 0.8 44.9 Effective Green,g(s) j 6.4 6.4 38.6 38.6 0.8 44.9 Actuated g/C Ratio 0.10 0.10 0.61 0.61 0.01 011 Clearance Time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 2:0 4.0 Lane Grp Cap(vph) 180 161 1145 973 23 1332 v/s Ratio Prot c0.05 0.17 0.00 c0.48 • • v/s Ratio Perm 0.00 0.01 v/c Ratio 0.47 0.00 0.28 0.01 0.09 0,67 Uniform Delay,dl 26.6 25.3 5.6 4.7 30.6 4.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 0.0 0.2 0.0 0.6 1.4 Delay(s) 27.3 25.3 5.8 4.7 31.2 6.3 Level of Service C C A A C A Approach Delay(s) , 27.3 5.8 6.3 Approach LOS C A A Intersection Summary j " "�'-�� j HCM Average Control Delay 7.6 HCM Level of Service A HCM Volume to Capacity ratio 0.64 ' • Actuated Cycle Length(s) 62.8 Sum of lost time(s) 11.5 Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period(min) 15 c' Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 12 Queues Existing+Project 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK Lane Gratify =EBL.._'EBT-"J.'EBR WBL WBT NBL NBT NBR ,SBL SBT , SBR , I Lane Group Flow(vph) 65 152 44 368 299 101 540 204 70 1220 272 v/c Ratio 016 0.48 0.17 0.68 0.59 0.35 0.39 0.28 0.42 0.91 0.40 Control Delay 46.7 41.4 36.2 44.7 34.4 46.2 23.7 4.8 50.3 40.0 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.7 41.4 36.2 44.7 34.4 46.2 23.7 4.8 50.3 40.0 12.6 Queue Length 50th(ft) 18 78 21 99 144 27 116 0 37 333 46 Queue Length 95th (ft) 40 132 49 139 191 62 208 42 94 #581 129 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 265 245 290 295 210 Base Capacity(vph) 754 778 641 754 753 754 1585 804 389 1571 774 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.20 0.07 0.49 0.40 0.13 0.34 0.25 0.18 0.78 0.35 Intersection Summa y. # 95th percentile volume exceeds capacity,queue may be longer. Queue.shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 13 HCM Signalized Intersection Capacity Analysis Existing+Project 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK t -• 1 1 ..- t 1 • t P ' j J Movement • ` EBL TEBTr- -EBR ,:WBL TWBT, WBR ==NBL. 7:NBT. hIBR-':-SEE SBT SBR Lane Configurations VI t r VI 1. VI tt r ii 'H' P Volume(vph) 49 114 33 254 155 51 86 459 173 60 1049 234 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 . 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 • 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 • 1.00' 1.00 0.98 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ' 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1863 1537 3433 1787 3433 3539 1546 1770 3539 1560 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1537 3433 1787 3433 3539 1546 1770 3539 1560 Peak-hour factor, PHF 0.75 0.75 0.75 0.69 0.69 0.69 0.85 0.85 0.85 0.86 0.86 0.86 Adj. Flow(vph) 65 _ _152 44 368 225 74 101 540 204 - 70 1220 272 RTOR Reduction(vph) 0 0 0 0 9 0 0 0 125 0 0 91 Lane Group Flow(vph) 65 152 44 368 290 0 101 540 79 70 1220 181 Confl. Peds. (#/hr) 2 6 6 2 3 2 2 3 Conti. Bikes(#/hr) 7 3 1 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 2 Actuated Green,G(s) 5.6 16.7 16.7 14.7 25.8 7.9 36.5 36.5 7.5 36.1 36.1 Effective Green,g(s) 5.6 16.7 16.7 14.7 25.8 7.9 36.5 36.5 7.5 36.1 36.1 Actuated g/C Ratio 0.06 0.18 0.18 0.16 0.27 0.08 0.39 0.39 0.08 0.38 0.38 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 204 330 272 535 488 287 1368 598 141 1353 597 v/s Ratio Prot 0.02 0.08 c0.11 c0.16 0.03 0.15 • c0.04 c0.34 v/s Ratio Perm 0.03 0.05 0.12 v/c Ratio 0.32 0.46 0.16 0.69 0.59 0.35 0.39 0.13 0.50 0.90 0.30 Uniform Delay,dl 42.6 34.8 32.9 377 29.8 40.8 21.0 18.7 41.6- 27.5 20.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • 1.00 Incremental Delay,d2 0.7 1.4 0.4 3.4 2.3 0.5 0.3 0.2 2.0 8.9 0.5 Delay(s) 43.2 36.2 33.3 41.0 32.0 41.4 21.3 18.9 43.6 36.4 20.9 Level of Service D .D C D C D C B D D C Approach Delay(s) • 37.5 37.0 23.1 34.0 Approach LOS D D C • ' C Intersection Summary,; • . ._ -• .0 - .,.y« ._- , . . «• HCM Average Control Delay 32.1 HCM Level of Service - C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 94.4 Sum of lost time(s) 14.0 Intersection Capacity Utilization 66.2% ICU Level of Service C_ . Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA • Page 14 • • Queues Existing+project 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK Lane Group,? _.17 ';EBE EBT,. :EBR'_ WBL ;tWBT :-NBL NBT_:,'NBR -ABU -SBT =a.SBR t Lane Group Flow(vph) 162 47 104 152 97 44 752 70 12 1352 130 v/c Ratio 0.57 0.14 0.29 0.38 0.37 0.27 0.40 0.08 0.09 0.81 0.17 Control Delay 43.1 29.6 8.4 40.2 35.2 44.5 15.8 5.4 44.7 28.6 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0' 0.0 0.0 0.0 Total De{ay 43.1 29.6 8.4 40.2 35.2 44.5 15.8 5.4 44.7 . 28.6 12.1 • Queue Length 50th (ft) 79 21 0 38 43 . 22 102 0 6 326 19 Queue Length 95th(ft) 136 41 21 79 89 58 248 23 28 #751 80 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 474 848 764 919 827 474 1881 874 474 1659 761 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 . 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio - 0.34 0.06 0.14 0.17 0.12 0.09 0.40 0.08 0.03 0.81 0.17 • Intersection-Summary _.p _ .._._ . - _ a-. _ # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 15 HCM Signalized Intersection Capacity Analysis Existing+Project 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK i t 4\ t t ti t Movement, °EBC EST'` EBR ::WBL :kWBR-. WBR "&B ' Nat rll NBR` rl. SBL" S$T 'SB3 Lane Configurations Ili ? F DTs T. 'S tt it ) tt it Volume(vph) 118 34 76 128 . 65 17 35 594 55 11 1217 117 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 - 1.00 1.00 1.00 0.98 . Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt ' 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 .1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Bath. Flow(prof) 1770 1863 1557 3433 1805 1770 3539 1583 1770 3539 • 1555 Flt Permitted 0.95 1.00 1.00 • 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1557 3433 1805 1770 3539 1583 1770 3539 1555 Peak-hour factor, PHF 0.73 0.73 0.73 0.84 0.84 0.84 0.79 0.79 0.79 0.90 0.90 0.90 Adj.Flow(vph) 162 47 104 152' 77 20 44 752 70 12 1352 130 RTOR Reduction(vph) 0 0 88 0 9 0 0 0 35 0 0 35 Lane Group Flow'(vph) 162 47 16 152 88 0 44 752 35 12 1352 95 Conti. Peds.(#/hr) 6 6 6 6 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 12.7 12.7 12.7 9.4 9.4 4.3 42.3 42.3 1.0 39.0_ 39.0 Effective Green,g(s) 12.7 12.7 12.7 9.4 9.4' 4.3 42.3 42.3 1.0 39.0 39.0 Actuated g/C Ratio 0.15 0.15 0.15 0.11 0.11 0.05 0.50 0.50 0.01 0.46 0.46 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 • Vehicle Extension(s) 2.5 2.5 2.5 2.5 - 2.5 2.5 4.0 4.0 2.5 4.0 4.0 Lane Grp Cap(vph) 268 282 236 385 202 91 1784 798 21 1645 723 v/s Ratio Prot c0.09 c0.03 0.04 c0.05 c0.02 c0.21 0.01 c0.38 v/s Ratio Perm 0.01 0.02 0.06 v/c Ratio 0.60 0.17 0.07 0.39 0.44 0.48 0.42 0.04 0.57 0.82 0.13 Uniform Delay,dl 33.3 31.0 30.5 34.6 34.8 . 38.7 13.1 10.5 41.2 19.4 12.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.2 0.1 0.5 1.1 2.9 0.2 0.0 27.2 3.6 0.1 Delay(s) 36.5 31.2 30.6 35.1 35.9 41.6 13.3 10.6 68.5 23.1 12.9 Level of Service D C C D D D B B E C B Approach Delay(s) 33.7 35.4 14.5 22.5 Approach LOS C D B C Intersection Summary. HCM Average Control Delay 22.5 HCM Level of Service C HCM Volume to Capacity ratio 0.80 . Actuated Cycle Length (s) 83.9 Sum of lost time(s) 28.0 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis period_(min) j 15 . c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 16 • Queues Existing+Project • 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK f -• { 4\ t t `► 1 I. Lane'Group _ _'„-- EBL 'EDT` EBR WBL WBT NBL• =NBT'= NBR' SBL _. SBT .. :SBR. , Lane Group Flow(vph) 88 73 201 424 235 396 695 142 18 1266 245 vlc Ratio 0.32 0.17 0.26 0.57 0.39 0.57 0.36 0.15 0.09 0.51 0.20 Control Delay 45.0 40.8 24.2 39.7 35.9 40.6 13.9 3.1 45.1 22.0 3.2 • Queue Delay 0.0 0.9 0.0 0.0 0.0 0.0 0.0 0.0 0:0 0.0 0.0 Total Delay 45.0 40.8 24.2 39.7 35.9 40.6 13.9 3.1 45.1 22.0 3.2 Queue Length 50th(ft) 25 20 45 82 62 76 105 0 5 160 0 Queue Length 95th(ft) 53 45 84 124 109 107 176 25 17 . 216 26 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 320 250 250 Base Capacity(vph) 812 1675 1045 1181 1659 1181 1927 927 812 2957 1401 Starvation Cap Reductn 0 0 0 0 0 • 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 • 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.04 0.19 0.36 0.14 0.34 0.36 0.15 0.02 0.43 0.17 Inter'sec`tion S6mmary • • • Moller Ranch TIA Synchro 7- Report KHA Page 17 • • HCM Signalized Intersection Capacity Analysis Existing- Project 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK t c - 4\ t r `' d 4' Movement. 'a, . •EBL =EST;'=, EBR VBL.,,._..WBT :`sWBR•. :NBL: :.NBT NBR °�SBL SBT SBR Lane Configurations VI ft rr 111) ti. Ws ft ;$ tim tiff rrr Volume(vph) 79 66 181 386 199 15 329 577 118 17 1165 225 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util. Factor 0.97 0.95 0.88 0.94 0.95 0.94 0.95 1.00 0.97 0.86 0.88 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 j 1.00 . 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . 1.00 Frf 1.00 1.00 0.85 1.00 0.99 1.00 1.00 ` 0.85 1.00 1.00 0.85 • Flt Protected 0:95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 2787 4990 3499 4990 3539 1583' 3433 6408 2751 Flt Permitted 0,95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 2787 4990 3499 4990 3539 1583 3433 6408 2751 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.83 0.83 0.83 0.92 0.92 • 0.92 Adj.Flow(vph) 88 j 73 201 424 219 16. 396 695 142 18 1266 245 RTOR Reduction(vph) 0 0 10 0 4 0 0 0 68 0 0 145 Lane Group Flow(vph) 88 73 191 424 231 0 39.6 695 74 18 1266 100 Confl. Peds. (#/hr) 1 1 Confl. Bikes(#/hr) 3 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 5.6 • 7.5 19.6 . 13.1 15.0 12.1 47.5 47.5 2.0 37.4 37.4 Effective Green, g(s) 5.6 7.5 19.6 13.1 15.0 12.1 47.5 47.5 2.0 37.4 37.4 Actuated g/C Ratio 0.06 0.08 0.21 0.14 0.16 0.13 0.52 0.52 0.02 0.41 0.41 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 210 289 596 713 572 658 1833 820 75 2614. 1122 v/s Ratio Prot 0.03 0.02 0.04 c0.08 c0.07 c0.08 0.20 0.01 c0.20 v/s Ratio Perm 0.03 0.05 . 0.04 v/c Ratio 0.42 0.25 0.32 0.59 0.40 0.60 0.38 0.09 0.24 0.48 0.09 Uniform Delay,dl 41.5 39.5 30.4 36.8 34.3 37.5 13.3 11.2 44.1 20.0 16.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.5 0.1 0.9 0.5 1.1 0.2 0.1 0.6 0.2 0.0 Delay(s) 42.0 39.9 30.5 37.7 34.8 38.6 13.4 11.2 44.7 20.2 16.7 Level of Service D D C D C D B B D C B Approach Delay(s) 35.2 36.7 21.3 20.0 Approach LOS D D C B �-7 Interseebon Sumrary.. .. -f-'97-7:17-777' � rte - _;.r„ 7771„. . , a_ r. .- : ,. . ._:::;. , HCM Average Control Delay 24.8 HCM Level of Service C HCM Volume to Capacity ratio 0.49 ' Actuated Cycle Length(s) 91.7 Sum of lost time(s) 15.8 Intersection Capacity Utilization 57.3% ICU Level of Service B .. Analysis Period(min) . 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 18 Queues Existing+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK c aL 1 P 1 d . Lane Group;:. _„is :=-WB INBR- -NBT NBR .SBT: SBR, ,:„- .. z c.. ;1-....,..; , _. . Lane Group Flow(vph) 598 346 1065 570 1376 461 v/c Ratio 1.06 0.49 -0.41 0.36 0.40 0.34 Control Delay 96.6 10.8 7.2 0.4 4.0 0.7 . Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.6 10.8 7.2 0.4 4.0 0.7 Queue Length 50th (ft) -227 18 169 0• 78 0 Queue Length 95th (ft) #338 63 m185 m0 9'9 0 Internal Link Dist(ft) 981 968 . Turn Bay Length (ft) 315 585 660 Base Capacity(vph) 566 701 2615 1583 3462 1362 • Starvation Cap Reductn 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.49 0.41 0.36 0.40 0.34 Summary 77 �. Intersection - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • Moller Ranch TIA Synchro 7- Report KHA Page 19 HCM Signalized Intersection Capacity Analysis Existing+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK f -• 7 c - e 4\ t t `► 1 J Movement '>EBL EBT EBR WBL WBT WBR NBL NBT .NBR SBL SBT SBR Lane Configurations 11) f°r R4 r ?4tk P Volume(vph) 0 0 0 544 0 315 0 1033 553 0 887 895 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 4.7 5.4 4.0 5.4 4.0 Lane Util. Factor 0.97 0.88 0.95 1.00 0.86 0.86 Frt 1.00 0.85 1.00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 • 3539 1583 4564 1362 Flt Permitted ' 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 3539 1583 4564 1362 Peak-hour factor, PHF 0.92 0.92 0.92 0.91 0.91 0.91 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 0 0 0 598 0 346 0 1065 570 0 914 923 RTOR Reduction(vph) 0 0 0 0 0 241 0 0 0 0 87 0 Lane Group Flow(vph) 0 0 0 598 0 105 0 1065 570 0 1289 461 Turn Type custom custom Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green,G(s) 17.3 . 17.3 77.6 105.0 77.6 105.0 Effective Green,g(s) 17.3 17.3 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 0.16 0.74 1.00 0.74 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 2615 1583 3373 1362 v/s Ratio Prot c0.30 0.28 vls Ratio Perm c0.17 0.04 0.36 0.34 v/c Ratio 1.06 0.23 0.41 0.36 0.38 0.34 Uniform Delay,dl 43.9 38.1 5.1 0.0 5.0 0.0 Progression Factor 1.00 1.00 1.34 1.00 . 1.00 1.00 Incremental Delay,d2 53.6 0.5 0.1 0.4 0.3 0.7 Delay.(s) 97.5 38.6 ' 7.0 0.4 5.3 0.7 Level of Service F D A A A A Approach Delay(s) 0.0 75.9 4.7 • 4.1 Approach LOS A E A A Intersection Summary- 7 -777-17 - j'- ` ' HCM Average Control Delay 19.7 HCM Level of Service B HCM Volume to Capacity ratio 0.53 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 20 • Queues Existing+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK < < z t r • 1 r Lane Group EBL2 EBT EBR: WBC WBR WBR2 •NBT NBR SBL SBT SBR" Lane Group Flow(vph) 597 •158 715 192 329 111 827 419 190 1124 248 v/c Ratio 1.00 0.77 0.46 1.39 1.15 0.39 0.52 0.34 0.79 0.50 0.16 Control Delay 82.1 70.0 1.0 252.3 130.9 25.4 21.9 18.1 58.5 5.7 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 82.1 70.0 1.0 252.3 130.9 25.4 21.9 18.1 58.5 5.7 0.2 Queue Length 50th(ft) -230 105 0 -94 -197 44 203 93 129 96 0 Queue Length 95th(ft) #353 #208 0 #160 #323 74 260 133 m172 m102 m0 Internal Link Dist(ft) 1255 935 981 Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 596 206 1563 138 285 320 1604 1234 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.00 0.77 0.46 1.39 1.15 0.35 0.52 0.34 0.68 0.48 0.16 Intersection Sum'mary Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • • • Moller Ranch TIA Synchro 7- Report KHA Page 21 HCM Signalized Intersection Capacity Analysis Existing+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK J - f 4.. z t r 1 Movement EBL2 EBT EBR WBL WBR WBR2 NBT NBR NBR2 SBL SBT SBR Lane Configurations RR 1' r vi r r 4f rr ) 4? r Volume(vph) 555 147 665 163 280 94 786 329 69 175 1034 228 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5.4 5.4 5.4 5.4 5.4 5.4 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 -1.00 Satd. Flow(prot) 3433 1863 1563 3431' 1583 1583 3539 2688 1770 3539 1550 Flt Permitted 0.95 1.00 1.00 0.37 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1563 1337 1583 1583 3539 2688 1770 3539 1550 Peak-hour factor, PHF 0.93 0.93 0.93 0.85 0.85 0.85 0.95 0.95 0.95 0.92 0.92 0.92 Adj.flow(vph) 597 158 715 192 329 111 827 346 73 190 1124 248 RTOR Reduction(vph) 0 0 0 0 0 0 0 15 0 0 0 0 Lane Group Flow(vph) 597 158 715 192 329 111 827 404 0 190 1124 248 Confl. Reds. (#/hr) 1 1 4 4 4 Confl.Bikes(#/hr) 2 2 Tum Type Prot Free custom custom custom Perm Prot Free Protected Phases 3 8 4 5 6 5 2 Permitted Phases Free 7 5 4 6 Free Actuated Green,G(s) 18.2 11.6 105.0 10.8 18.9 18.9 47.6 47.6 14.3 67.3 105.0 Effective Green,g(s) 18.2 11.6 105.0 10.8 18.9 18.9 47.6 47.6 14.3 67.3 105.0 Actuated g/C Ratio 0.17 0.11 1.00 0.10 0.18 0.18 0.45 0.45 0.14 0.64 1.00 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 595 206 1563 138 285 285 1604 1219 241 2268 1550 v/s Ratio Prot c0.17 c0.08 c0.05 0.05 0.23 0.11 c0.32 v/s Ratio Perm 0.46 c0.14 0.16 0.02 0.15 0.16 v/c Ratio 1.00 0.77 0.46 1.39 1.15 0.39 0.52 0.33 0.79 0.50 0.16 Uniform Delay,dl 43.4 45.4 0.0 47.1 43.0 38.0 20.5 18.5 43.9 9.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.52 1.00 Incremental Delay,d2 37.7 14.2 1.0 214.2 101.7 0.3 1.2 0.7 11.4 0.3 0.2 Delay(s) 81.1 59.6 1.0 261.3' 144.8 38.3 21.7 19.2 51.7 5.4 0.2 Level of Service F E A F F D C B D A A Approach Delay(s) 39.8 20.8 10.2 Approach LOS D C B Intersection Summary w^ - " HCM Average Control Delay 41.2 HCM Level of Service D HCM Volume to Capacity ratio 0.75 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 15.3 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 22 Queues Existing+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK t 1 1 Lane Group EBL NBL NBT SBT SBR ) Lane Group Flow(vph) 64 14 113 279 4 v/c Ratio 0.12 0.03 0.11 0.25 0.00 Control Delay 4.7 17.9 6.0 9.0 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 4.7 17.9 6.0 9.0 8.7 Queue Length 50th(ft) 0 1 0 0 0 Queue Length 95th(ft) 3 18 43 121 5 . Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) . 160 100 Base Capacity(vph) 1394 1431 1837 1707 1451 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 . 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.05 0.01 0.06 0.16 0.00 Intersection Summary,- ') Moller Ranch TIA Synchro 7- Report KHA Page 23 • .J HCM Signalized Intersection Capacity Analysis Existing+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK I 7 4\ t j r - Movement. .. EBL''�"�=EBRRR� mNBL'''-t`NBT� . .SBT" x'SBR -1 ' r.�. :r,, - " ! Lane Configurations V S t Volume(vph) 1 29 11 86 201 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 • Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb,ped/bikes 0.98 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt - 0.87 1.00 1.00 1.00 0.85 At Protected 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1584 1770 1863 1863 1583 Flt Permitted 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1584 1770 1863 1863 1583 Peak-hour factor, PHF 0.47 0.47 0.76 0.76 0.72 0.72 Adj. Flow(vph) 2 62 14 113 279 4 RTOR Reduction(vph) 55 0 0 0 0 2 Lane Group Flow(vph) 9 0 14 113 279 2 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Protected Phases 4 5 2 6 Permitted Phases 6 Actuated Green, G(s) 3.3 0.6 16.1 11.5 11.5 Effective Green, g(s) 3.3 0.6 16.1 11.5 11.5 Actuated g/C Ratio 0.11 0.02 0.56 0.40 0.40 Clearance Time(s), 4.0 4.0 5.3 5.3 5,3 • Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 182 37 1045 746 634 v/s Ratio Prot c0.01 0.01 c0.06 c0.15 v/s Ratio Perm 0.00 v/c Ratio 0.05 0.38 0.11 0.37 . 0.00 Uniform Delay,dl 11.3 13.9 2.9 6.1 5.2 . Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 6.4 0.1 0.7 0.0 Delay(s) 11.3 20.2 3.0 6.7 5.2 Level of Service B C A A A Approach Delay(s) 11.3 4.9 _ 6.7 • Approach LOS B A A Intersectron'Summary n R ° # HCM Average Control Delay 6.9 HCM Level of Service A HCM Volume to Capacity ratio 0.33 Actuated Cycle Length(s) _ 28.7 Sum of lost time(s) 14.6 Intersection Capacity Utilization 23.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 24 Queues Existing+Project 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK r 1 f `► 1 � Lane Group - WBL' ` NBT�-- . ,NBR "SBL '-° SBT_ -=� ?= � � �,. -, Lane Group Flow(vph) 12 120 6 6 261 v/c Ratio 0.04 0.07 0.00 0.02 0.15 Control Delay 14.0 2.7 2.8 16.4 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 ' 2.7 2.8 16.4 1.2 Queue Length 50th(ft) 1 0 0 1 0 Queue Length 95th (ft) 8 31 3 9 32 Internal Link Dist(ft) 605 1596 671 Tum Bay Length(ft) 90 120 Base Capacity(vph) 1404 1790 1521 1077 1863 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.01 0.07 0.00 0.01 0.14 Intersection Summary . s°. ;',. - ,- w • Moller Ranch TIA Synchro 7- Report KHA Page 25 HCM Signalized Intersection Capacity Analysis Existing+Project 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK i i\- T P \* 1 Movement • `s CA/BL , wBRt NBT ..'WEIR. e SBC SBT] " Lane Configurations V 'F r ) t Volume(vph) 4 3 95 5 5 219 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 • Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.94 1.00 0.85 1.00 1.00 • Flt Protected 0.97 1.00 1.00 0.95 1.00 • Satd. Flow(prot) 1708 1863 1583 1770 1863 , Flt Permitted 0.97 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1708 1863 1583 1770 1863 Peak-hour factor, PHF 0.58 0.58 0.79 0.79 0.84 0.84 Adj. Flow(vph) 7 5 120 6 6 261 ' RTOR Reduction(vph) 5 0 0 2 0 0 Lane Group Flow(vph) 7 0 120 4 6 261 Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 0.8 26.1 26.1 0.7 30.8 Effective Green,g(s) 0.8 26.1 26.1 0.7 30.8 Actuated g/C Ratio 0.02 • 0.64 0.64 0.02 0.75 • Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 . Lane Grp Cap(vph) _ 33 1189 1010 30 1403 vls Ratio Prot c0.00 0.06 0.00 c0.14 v/s Ratio Perm 0.00 v/c Ratio . ' 0.22 0.10 0.00 0.20 0.19 Uniform Delay,dl 19.7 2.9 2.7 19.8 1.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.2 0.1 0.0 1.2 0.1 Delay(s) 20.9 2.9 2.7 21.0 1.6 Level of Service C A A C A Approach Delay(s) 20.9 2.9 2.0 . Approach LOS C A A lntersect{onTtimmafY - "r . :` "I -° HCM Average Control Delay 2.9 HCM Level of Service A • HCM Volume to Capacity ratio 0.19 Actuated Cycle Length (s) 40.9 Sum of lost time(s) 9.3 Intersection Capacity Utilization 23.4% ICU Level of Service , A Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 26 • Queues Existing+Project 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK t 4\ t 1 4 Labe:Croup :.. �.EBL _EBR' NBL' - 'NBT ':-SB7 -.SER r° �', _ Lane Group Flow(vph) 74 205 323 291 314 79 v/c Ratio 0.12 0.31 0.53 0.09 0.40 0.19 Control Delay 21.5 5.1 24.9 5.2 22.1 7.1 Queue Delay 0.0 0,0 0.0 0.0 0.0 0.0 Total Delay 21.5 5.1 24.9 5.2 22.1 7.1 Queue Length 50th(ft) 10 0 74 9 45 0 Queue Length 95th(ft) 21 1 168 25 112 32 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 1901 1615 613 4628 1838 848 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.13 0.53 0.06 0.17 0.09 Intersection Summa • Moller Ranch TIA Synchro 7- Report KHA Page 27 • HCM Signalized Intersection Capacity Analysis Existing+Project 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK f 4\ 1 1 d • Movement . . "EBL r EBR` , NBLr NBT ,-:S&F" "SBR. 77777 ., Lane Configurations 511 P R t++ ?R Volume(vph) 45 125 184 166' 283 71 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 3433 2752 1770 5085 3539 1562 Fit Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 3433 2752 1770 5085 3539 1562 Peak-hour factor, PHF 0.61 0.61 0.57 0.57 0.90 0.90 Adj.Flow(vph) 74 205 323 ,. 291 314 79 RTOR Reduction(vph) 0 168 0 0 0 61 Lane Group Flow(vph) 74 37 323 291 314 18 Conti. Peds. (#/hr) 1 2 2 Turn Type Perm Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 11.0 11.0 21.2 39.8 14.1 14.1 Effective Green,g(s) 11.0 11.0 21.2 39.8 14.1 14.1 Actuated g/C Ratio 0.18• 0.18 0.35 0.65 0.23 0.23 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 621 498 617 3329 821 362 v/s Ratio Prot c0.02 c0,18 0.06 c0.09 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.12 0.07 0.52 0.09 0.38 0.05 Uniform Delay,d1 20.8 20.7 15.8 3.8 19.7 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.4 0.0 0.4 0.1 Delay(s) 21.0 20.8 16.1 3.9 20.1 18.2 Level of Service C C B A C B Approach Delay(s) 20.8 10.3 19.7 Approach LOS C B B Intersection Summary , . HCM Average Control Delay 15.5 HCM Level of Service B HCM Volume to Capacity ratio 0.38 Actuated Cycle Length(s) 60.8 Sum of lost time(s) 14.5 Intersection Capacity Utilization 35.3% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 28 Queues Existing+Project 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK f 4\ 1 1 r 1 Lane Group EBL' ESR NBL ; =NBL ' SBT _._SBR '' . _ .�:< ___ . Lane Group Flow(vph) 48 51 37 322 593 50 v/c Ratio 0.14 0.13 0.12 0.21 0.15 0.04 Control Delay 13.0 6.7 14.6 3.4 4.7 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0,0 Total Delay 13.0 6.7 14.6 3.4 4.7 3.4 Queue Length 50th(ft) 4 0 3 0 0 0 Queue Length 95th(ft) • 24 13 26 54 61 15 Internal Link Dist(ft) 745 200 1101 Turn Bay Length(ft) 270 120 215 Base Capacity(vph) 1124 1583 1124 1863 4539 1418 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.03 0.03 0.17 . 0.13 0.04 Intersection Summary .� • • • • Moller Ranch TIA Synchro 7- Report KHA Page 29 • HCM Signalized Intersection Capacity Analysis Existing+Project 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK , f 4\ 1 , r Movement EBL.. . ESR '` NBL:1:'MBThc' SBT, `SBR 3.,. = Lane Configurations P + R't+ P Volume(vph) 33 35 30 264 569 48 . Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 1863 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1770 1863 ' 5085 1583 Peak-hour factor, PHF 0.69 0.69 0.82 0.82 0.96 0.96 Adj. Flow(vph) 48 51 37 322 593 50 RTOR Reduction(vph) 0 48 0 0 0 23 Lane Group Flow(vph) 48 3 37 322 593 27 Turn Type custom Prot Perm Protected Phases 5 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 3.6 2.6 1.0 27.4 21.9 21.9 Effective Green,g(s) 3.6 2.6 1.0 27.4 21.9 21.9 Actuated g/C Ratio 0.09 0.07 0.02 0.68 0.55 0.55 Clearance Time(s) 4.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 159 103 44 1276 2784 867 v/s Ratio Prot c0.03 c0.02 c0.17 0.12 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.30 0.03 0.84 0.25 0.21 0.03 Uniform Delay,dl 17.0 17.5 19.4 2.4 4.6 4.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.2 75.1 0.1 0.1 0.0 Delay(s) 17.4 17.7 94.5 2.5 4.7 . 4.2 Level of Service B B F A A A • • Approach Delay(s) 17.6 12.0 4.6 Approach LOS B B A Interse`ation Summary u_„ _ - ( HCM Average Control Delay 8.2 HCM Level of Service A HCM Volume to Capacity ratio 0.26 Actuated Cycle Length(s) 40.0 Sum of lost time(s) 8.5 Intersection Capacity Utilization 28.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • • Moller Ranch TIA Synchro 7- Report KHA Page 30 Queues Existing+Project 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK t 1 4 2 LaneGrou "" p. �- .. �EBL EBft _NBL:'�NBT `Y1S6T= Lane Group Flow(vph) 26 94 70 341 628 48 v/c Ratio 0.10 0.06 0.16 0.29 0.35 0.06 Control Delay 20.0 0.1 21.7 6.4 11.2 4.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 0.1 21.7 6.4 11.2 4.2 Queue Length 50th(ft) 7 0 9 47 72 0 Queue Length 95th(ft) 23 0 23 69 113 15 Internal Link Dist(ft) 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 805 2232 1562 1540 2926 1317 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.04 0.04 0.22 0.21 0.04 Inteisestion.Surnma - Moller Ranch TIA Synchro 7- Report KHA Page 31 HCM Signalized Intersection Capacity Analysis Existing+Project 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK 2 -• - r { 4- t fi \* 4 1 Movement I . :. ."7.:. EEL= EBL, , EBR hWBL ' "fWBT-....--VVBR-Tv NBL . - NBT. ._1\iBRT_ ,:SBL j. _ SBT .' SBR Lane Configurations ) t rr •ii T. k T. •1 ft r Volume(vph) 24 0 88 0 0 0 56 273 0 0 559 43 Ideal Flow(vphpl) 1900 1900 1900 1900 1900. 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) , 4.5 • 5.0 4.5 5.0 5.0 5.0 Lane Util, Factor 1.00 0.88 0.97 1.00 0.95 1.00 Fri ' 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 2787 3433 1863 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 2787 3433 1863 3539 1583 Peak-hour factor, PHF 0.94 0.94 0.94 0.92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj.Flow(vph) 26 0 94 0 0 0 70 341 0 0. 628 48 RTOR Reduction(vph) 0 0 77 0 0 0 0 0 0 0 0 26 Lane Group Flow(vph) 26 0 17 0 0 0 70 • 341 0 0 628 22 Turn Type Prot Perm Prot Prot Prot Perm Protected Phases 5 . 2 1 6 3 8 7 4 • Permitted Phases 2 . ' Actuated Green,G(s) 9.6 9.1 - 3.3 29.9 22.1 22.1 Effective Green,g(s) 9.6 j 9.1 . 3.3 29.9 j 22.1 22.1 Actuated g/C Ratio 0.20 0.19 . 0.07 0.61 0.45 0.45 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 347 518 - 231 1137 1596 714 v/s Ratio Prot c0.01 0.02 c0.18 c0.18 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.07 0.03 0.30 0.30 0.39 0.03 Uniform Delay,dl 16.1 16.3 21.8 4.6 ' 9.0 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.3 0.2 0.2 0.0 Delay(s) 16.1 16.4 22.0 4.8 9.2 7.5 Level of Service B B C A A A - Approach Delay(s) 16.3 0.0 7.7 9.1 Approach LOS B A A A Intersection Siimmary, HCM Average Control Delay 9.3 HCM Level of Service A HCM Volume to Capacity ratio 0.32 Actuated Cycle Length(s) 49.0 Sum of lost time(s) 14.5 • Intersection Capacity Utilization 40.9% j ICU Level of Service A . Analysis Period(min) 15 c Critical Lane Group . Moller Ranch TIA Synchro 7- Report KHA Page 32 Queues Existing+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK c - t t t 1 r LaneGtoup = `MC- WBE-WSR NBT NBA.' SST-- SBR _ >� _.._� m. ._. . Lane Group Flow(vph) 33 33 233 275 - 95 339 369 • v/c Ratio 0.08 0.08 0.27 0.17 0.07 0.20 0.38 Control Delay 7.5 7.5 2.4 3.9 0.1 4.1 1.9 ' Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 7.5 2.4 3.9 0.1 4.1 1.9 Queue Length 50th(ft) 3 3 0 7 0 8 0 Queue Length 95th(ft) 10 10 9 11 0 18 14 Internal Link Dist(ft) • 1536 1206 561 • Turn Bay Length(ft) 135 110 200 190 Base Capacity(vph) 1510 1518 2527 3370 1441 3539 1583 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.09 0.08 0.07 0.10 0.23 Intersection Summary -m m�a • • • • Moller Ranch TIA Synchro 7- Report KHA Page 33 • HCM Signalized Intersection Capacity Analysis Existing+Project . 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK -' - "V ! ~ . . 4\ I P `► 1 Movement : .* -".._..-..r. .; EBL EBT : EBR ...WBL :.;WBT • WBR " `NBC NBT.r:+NBR.;...SBL•; -,SBT,•.,"SBR Lane Configurations '1 4 Fr Tt> r Ft r Volume(vph) 0 0 0 . 58 . 2 210 0 185 74 0 319 347 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 0.91 0.95 1.00 Frt 1.00 1.00 0.85 0.99 0.85 1.00 0.85 Flt Protected 0.95 0.96 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1681 1690 2787 3370 1441 3539 1583 Flt Permitted 0.95 0.96 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1690 2787 3370 1441 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.90 0.90 0.90 0.70 0.70 0.70 0.94 0.94 0.94 Adj.Flow(vph) 0 0 0 64 2 233 0 264 106 • 0 339 369 RTOR Reduction(vph) 0 0 0 0 '0 191 0 5 0 0 0 193 Lane Group Flow(vph) 0 " 0 0 ' 33 33 42 0 270 95 0 339 176 Turn Type Perm Perm Free Perm Protected Phases ' 8 2 6 Permitted Phases 8 8 Free 6 Actuated Green,G(s) 3.9. 3.9 3.9 10.4 21.8 10.4 10.4 Effective Green,g(s) 3.9 3.9 3.9 10.4 21.8 10.4 10.4 Actuated g/C Ratio 0.18 0.18 0.18 0.48 1.00 0.48 0.48 Clearance Time(s) 3.5 3.5 3.5 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 301 302 499 1608 1441 1688 755 v/s Ratio Prot 0.08 0.10 v/s Ratio Perm 0.02 0.02 0.01 c0.07 c0.11 v/c Ratio 0.11 0.11 0.08 0.17 0.07 0.20 0.23 Uniform Delay,dl 7.5 7.5 7.5 3.2 0.0 3.3 3.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 0.0 0.1 0.0 0.1 Delay(s) 7.6 7.6 7.5 3.3 0.1 3.3 3.4 Level of Service A A A A A A A Approach Delay(s) 0.0 7.5 2.4 3.4 Approach LOS A A A A Internt_ t____S_n section Summary .• .. _. _,,. ... s .T. . 7.__ d ._.._. . , : ..: :. Lr,,. '.. . .`; ) HCM Average Control Delay 4.0 HCM Level of Service A HCM Volume to Capacity ratio 0.16 Actuated Cycle Length(s) . 21.8 Sum of lost time(s) 4.0 Intersection Capacity Utilization . 32.3% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group . • Moller Ranch TIA Synchro 7- Report KHA Page 34 • • Queues Existing+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK 7 T P CaneGroup" _ EBL' EBR` NBT NBR- • SBT , SBR`- _ Lane Group Flow(vph) 233 91 102 23 216 205 v/c Ratio 0.14 0.11 0.06 0.02 0.25 0.14 Control Delay 6.3 2.4 6.0 0.0 3.8 0.2 Queue Delay - 0.0 0.0 0.D 0.0 0.0 0.0 Total Delay 6.3 2.4 6.0 0.0 3.8 0.2 Queue Length 50th(ft) 10 0 4 0 7 0 Queue Length 95th(ft) 17 9 9 0 27 0 Internal Link Dist(ft) 195 1206 Turn Bay Length(ft) 375. 560 Base Capacity(vph) 3237 1497 3377 1441 1601 1504 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.06 0.03 0.02 0.13 0.14 Intersection Summary' .. . , . :°;... ,. . _._._ .. Moller Ranch TIA Synchro 7- Report KHA Page 35 HCM Signalized Intersection Capacity Analysis Existing-Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK --. 7 c k- -, t " 1 r Movement% • EBL ' EBT-" ;EBB:- WBL _WBT--°WBR NBC NBT NBR - SBL- •-SBT -t SBR Lane Configurations Vi r tr. i t. P Volume(vph) 182 0 71 0 0 0 0 79 21 0 70 304 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.91 0.91 0.95 0.95 Frt 1.00 0.85 1.00 0.85 0.90 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 1583 3375 1441 1601 1504 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 . Satd. Flow(perm) 3433 1583 3375 1441 1601 1504 Peak-hour factor, PHF 0.78 0.78 0.78 0.92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj.Flow(vph) 233 0 91 0 0 0 0 99 26 0 79 342 RTOR Reduction(vph) 0 0 62 0 0 0 0 2 0 0 93 0 Lane Group Flow(vph) 233 0 29 0 0 0 0 100 23 0 123 i 205 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green,G(s) 7.2 7.2 7.2 22.4 7.2 22.4 Effective Green,g(s) 7.2 7.2 7.2 22.4 7.2 22.4 Actuated g/C Ratio 0.32 0.32 0.32 1.00 0.32 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 3.0 3.0 . Lane Grp Cap(vph) 1103 509 • 1085 1441 515 1504 v/s Ratio Prot 0.03 c0.08 v/s Ratio Perm 0.07 0.02 0.02 c0.14 v/c Ratio • 0.21 0.06 0.09 0.02. 0.24 0.14 Uniform Delay,dl 5.5 5.3 • 5.3 0.0 5.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.0 0.2 0.2 Delay(s) 5.6 5.3 5.4 0.0 5.8 0.2 Level of Service A A A A A A Approach Delay(s) 5.5 . 0.0 4.4 3.1 Approach LOS A A A A �.. . Intersection Sum mary .. '' ; .;_. :; . HCM Average Control Delay 4.2 HCM Level of Service A HCM Volume to Capacity ratio 0.18 Actuated Cycle Length(s) 22.4 Sum of lost time(s) 4.0 Intersection Capacity Utilization 24.9% ICU Level of Service • A Analysis Period(min) 15 c Critical Lane Group . • Moller Ranch TIA Synchro 7- Report KHA • Page 36 • • Queues Existing+Project . 19: Project Driveway & Tassajara Rd Timing Plan:AM PEAK < < 1 t `• Lane Groups' VJBL ., WBR:4 NBT, ; NBR- SBL- :SBT Lane Group Flow(vph) 214 18 283 80 6 828 v/c Ratio 0.58 0.05 0.28 0.09 0.05 0.76 Control Delay 26.7 9.7 8.6 3.0 24.7 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 _ 9.7 8.6 3.0 24.7 14.9 Queue Length 50th(ft) 63 0 39 0 2 176 Queue Length 95th(ft) 121 13 99 16 11 #316 Internal Link Dist(ft) 727 1608 3040 Turn Bay Length(ft) 200 120 200 Base Capacity(vph) 370 345 1020 902 129 1084 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Raft 0.58 0.05 0.28 0.09 0.05 0.76 Ihtersection Summary ' ' P # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 37 HCM Signalized Intersection Capacity Analysis Existing+Project 19: Project Driveway & Tassajara Rd Timing Plan:AM PEAK { �, t t 4 1 • Movement :'WBL- WBR NBT' !NBR 0SBL SBT' ` 3 Lane Configurations rr t P T Volume(vph) 197 17 232 66 6 795 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frf 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0.92 0.92 0.82 0.82 0.96 0.96 Adj. Flow(vph) 214 18 283 80 6 828 RTOR Reduction(vph) 0 15 0 39 0 0 Lane Group Flow(vph) 214 . 3 283 41 6 828 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 • Actuated Green, G(s) 11.5 11.5 , 30.1 30.1 0.8 36.4 Effective Green,g(s) 11.5 11.5 30.1 30.1 0.8 36.4 Actuated g/C Ratio 0.19 0.19 0.51 0.51 0.01 0.61 Clearance Time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 2.0 4.0 Lane Grp Cap(vph) 343 306 944 802 24 1142 • v/s Ratio Prot c0.12 0.15 0.00 c0.44 v/s Ratio Perm 0.00 0.03 vlc Ratio 0.62 0.01 0.30 0.05 0.25 0.73 Uniform Delay,dl 22.0 19.4 8.5 7.4 29.0 8.0 Progression Factor 1.00 1.00 1;00 1.00 1.00 1.00 • Incremental Delay,d2 8.3 0.1 0.8 0.1 2.0 4.0 Delay(s) 30.3 19.4 9.3 7.5 31.0 12.0 . _ Level of Service C B A A C B Approach Delay(s) 29.4 8.9 12.2 Approach LOS C A B Intersection Summary HCM Average Control Delay 14.2 HCM Level of Service B HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 59.4 Sum of lost time(s) 11.5 Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 38 J E� + Project AM Thu Jul 19, 2012 18:51:49 Page 1-i • Scenario Report Scenario: Es + Project AM Command: Es + P AM Volume: Existing AM Geometry: Existing Impact Fee: Default Impact Fee Trip Generation: • Project AM Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: Ex + P AM • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Ex + Project AM Thu Jul 19, 2012 18:51:49 Page 2-1 Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd A xvvvv 0.467 A xxxxx 0.470 + 0.002 V/C # 4 Camino Tassajara/Windemere Pkw A xxxxx 0.267 A xxxxx 0.269 + 0.002 V/C - Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KINLEY-HORN, SAN RAMON Ex + Project AM Thu Jul 19, 2012 18:51:49 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ..*}******r**********##**-k*****ry*4*i*****+**********************}*#************* Intersection #3 Camino Tassajara/Highland Rd ******k***** ****#******************:****+*********#***********4.*4************* Cycle (sec) : 100 Critical Vol./Cap. (2) : 0.470 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxrzcx Optimal Cycle: 44 Level Of Service: A • ********_*********************************4**************+********************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - ., L - T - R L - T - R I II II II I Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4 .0 4.0 4.0 4.0 Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1! 0 0 I II II II I Volume Module: Base Vol: 0 170 2 53 443 0 0 0 0 97 0 264 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 170 2 53 443 0 0 0 0 97 0 264 Added Vol: 0 13 0 0 4 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 183 2 53 447 0 0 0 0 97 0 264 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 183 2 53 447 0 0 0 0 97 0 264 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 183 2 53 447 0 0 0 0 97 0 264 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 183 2 53 447 0 0 0 0 97 0 264 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 183 2 53 447 0 0 0 0 97 0 264 I--- II II II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.99 0.01 1.00 1.00 0.00 0.00 0.00 0.00 0.27 0.00 0.73 Final Sat. : 0 1701 19 1720 1720 0 0 0 0 462 0 1258 I II I I I I I Capacity Analysis Module: Vol/Sat: 0.00 0.11 0.11 0.03 0.26 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Crit Volume: 185 447 0 361 Crit Moves: - *.*. ,*4* #*4+**+*#*** *********************************************_********************* • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Ex + Project AM Thu Jul 19, 2012 18:51:49 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) **********+.-+***********+*************************+****.***********+*+**+****+++ Intersection #4 Camino Tassajara/Windemere Pkwy #***********************************_*****+****************=**************+*-**Ar Cycle (sec) : 100 Critical Vol./Cap. (K) : 0.269 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 25 Level Of Service: A **+***+******#***************#***********++*********************************+*** Approach: North Bound South Bound East Bound West Bound - Movement: L - T - R L - T - R L - T - R L - T - R I I I I I I I I Control: Protected Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 . 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I . I I I I I I I Volume Module: Base Vol: 82 148 0 0 501 62 20 0 287 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 82 148 0 0 501 62 20 0 287 0 0 0 Added Vol: 4 13 0 0 4 0 0 0 1 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 86 161 0 0 505 62 20 0 288 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 86 161 0 0 505 62 20 0 288 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 • Reduced Vol: 86 161 0 0 505 62 20 0 288 0 0 0 RTOR Reduce: 0 0 0 0 0 0 0 0 47 0 0 0 RTOR Vol: 86 161 0 0 505 62 20 0 241 0 0 ' 0 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 86 161 0 0 505 62 20 0 241 0 0 0 II I I II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.78 0.22 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 3064 376 1720 0 3127 0 0 0 I II II-- I Capacity Analysis Module: Vol/Sat: 0.03 0.09 0.00 0.00 0.16 0.16 0.01 0.00 0.08 0.00 0.00 0.00 _ Crit Volume: 43 284 120 0 Crit Moves: **** **** **** ********.***.***********+******************************_*************-*******#*** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • • Queues Existing+Project 1: Dublin Blvd & Dougherty Road Timing Plan: PM PEAK Lane Group .EBL EBT- ',EBR_,`WBL , WBT;.: WBR.:._ NBC 'C NBT -"NBR SBL:: SBT • Lane Group Flow(vph) 147 757 596 358 671 507 790 1565 431 308 803 v/c Ratio 0.65 0.60 0.49 0.68 0.46 0.73 0.94 0.91 0.35 0.59 0.39 Control Delay 73.2 46.1 22.5 62.8 39.2 27.9 72.2 50.0 3.5 56.3 33.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.2 46.1 22.5 62.8 39.2 27.9 72.2 50.0 3.5 56.3 33.8 Queue Length 50th (ft) 63 208 163 104 171 242 235 460 0 125 147 Queue Length 95th (ft) 98 259 225 136 212 343 #315 527 39 175 179 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length (ft) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1257 1207 729 1470 700 844 1721 1228 528 2050 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.60 0.49 0.49 0.46 0.72 0.94 0.91 0.35 0.58 0.39 intersection Summary, s- .. . ..,m„__.`... • # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Existing+Project 1 : Dublin Blvd & Dougherty Road Timing Plan: PM PEAK Movement _ . ,EBL T EBT---EBR 'WBLa 'WBT WBR .':NBL , rNBT T NBR ''"SBL .'SBT SBR Lane Configurations ¶1 ?'FM Frr mil ttt r ,») +T} rr '1r1 nit. Volume(vph) 131 674 530 347 651 492 743 1471 405 296 692 79 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5 0 _ 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Said. Flow(prot) 3433 5085 2765 4990 5085 1563 4990 5085 2787 3433 6297 Flt Permitted 0.95 1.00 1.00 0.95 1,00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2765 4990 5085 1563 4990 5085 2787 3433 6297 Peak-hour factor, PHF 0.89 0.89 0.89 0.97 0.97 0.97 0.94 0.94 0.94 0.96 0.96 0.96 Adj. Flow(vph) 147 757 596 358 671 507 790 1565 431 308 721 82 RTOR Reduction(vph) 0 0 50 0 0 7 0 0 285 0 15 0 Lane Group Flow(vph) 147 757 546 358 671 500 790 1565 146 308 788 0 Confl.Peds. (#/hr) 5 1 1 5 8 8 Confl. Bikes(#Ihr) 1 5 Turn Type Prot pm+ov Prot pm+ov Prot Perm Prot Protected Phases 5 2 3 1 6 7 3 8 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 8.5 32.1 54.1 13.7 37.6 57.5 22.0 44.0 44.0 19.9 41.9 Effective Green,g (s) 8.5 32.1 54.1 13.7 37.6 57.5 22.0 44.0 44.0 19.9 41.9 Actuated g/C Ratio 0.07 0.25 0.42 0.11 0.29 0.44 0.17 0.34 0.34 0.15 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 4.5 2.0 4.5 Lane Grp Cap(vph) 224 '1256 1151 526 1471 691 844 1721 943 526 2030 v/s Ratio Prot 0.04 0.15 0.08 c0.07 0.13 c0.11 0.16 c0.31 0.09 0.13 v/s Ratio Perm 0,12 0.21 0.05 v/c Ratio 0.66 0.60 0.47 0.68 0.46 0.72 0.94 0.91 0.15 0.59 0.39 Uniform Delay,dl 59.3 43.3 27.6 56.0 37.8 29.7 53.3 41.1 30.0 51.2 34.1 Progression Factor 1.00 1.00 1.00 . 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 5.2 2.1 0.1 2.9 1.0 3.2 17.1 7.8 0.1 1.1 0.2 Delay(s) 64.5. 45.5 27.7 58.9 38.9 32.9 70.4 48.9 30.2 52.3 34.3 Level of Service E D C E D C E D C D C Approach Delay(s) 40.3 41.6 52.1 39.3 Approach LOS D D D D • Intersection Summary, .__._ „.„ . _,-...,,„ .., „ „ ...„.r - ., ' :7-4'7F.,°'°'' = . • -i HCM Average Control Delay 45.1 • HCM Level of Service D HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 130.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group • ' Moller Ranch TIA Synchro 7- Report KHA Page 2 • Queues Existing+Project 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK { 4- 1 t P V 1 r Lana GroUp ' 1,'. • EBL; .4EBT -EBR - •WBL• WBT" • .NBL •_a-NBT-/ -NBR- SBL SeT ._ SBR .. .. Lane Group Flow(vph) 177 1038 218 191 489 208 542 549 72 430 86 v/c Ratio 0.73 0.53 0.15 0.68 • 0.24 0.57 0.46 • 0.47 0.38 0.28 0.16 Control Delay 76.0 32.1 2.4 70.2 26.4 64.3 36.3 11.3 64.2 35.2 7.6 Queue Delay 0.0 0.0 0.0 0.0 • 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.0 32.1 2.4 70.2 26.4 64.3 36.3 11.3 64.2 35.2 7.6. Queue Length 50th(ft) 76 247 0 80 98 60 192 55 30 101 0 Queue Length 95th (ft) #124 295 22 122 128 84 241 101 54 130 37 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 254 1957 1432 307 2002 408 1175 1167 281 1524 522 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn - 0 0 0 0 , 0 0 0 0 , 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.53 0.15 0.62 0.24 0.51 0.46 0.47 0.26 0.28 . 0.16 Intersection Summary r # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Existing+Project 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK ' • A\ t P 1 ✓ Movenent: _*, --T.EBL ', EBT,'° EBR WBL °WBT ,WBR 2,,..---A BC-AST 'NBR' SBL-'"SBT "SBR Lane Configurations ¶1 4R4 Fr VI +41.0 11) 44 ,*P n 444 r Volume(vph) 165 965 203 180 446 14 179 466 472 63 378 -76 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 _ 6.2 4.5 4.5 6.2. 4.5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 . 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2747 3433 5059 4990 3539 2735 3433 5085 1541 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2747 3433 • 5059 4990 3539 2735 3433 5085 1541 Peak-hour factor, PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.86 0.86 0.86 0.88 0.88- 0.88 Ad].Flow(vph) 177 1038 218 191 474 15 208 542 549 72 430 86 RTOR Reduction(vph) 0 0 119 0 2 0 0 0 260 0 0 60 Lane Group Flow(vph) 177 1038 99 191 487 0 208 542 289 72 430 26 Confl. Peds. (#/hr) 6 4 4 6 14 6 6 14 Conti. Bikes(#/hr) 4 4 1 1 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 9.1 49.4 58.7 10.5 50.8 9.3 42.7 42.7 6.1 39.5 39.5 Effective Green,g(s) 9.1 49.4 58.7 10.5 50.8 9.3 42.7 42.7 6.1 39.5 39.5 Actuated g/C Ratio 0.07 0.38 0.45 0.08 0.39 0.07 0.33 0.33 0.05 0.31 0.31 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 - 4.5 5.5 5.5 4.5 5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 241 1941 1246 279 1986 359 1168 903 162 1552 . 470 v/s Ratio Prot 0.05 c0.20 0.01 c0.06 0.10 c0.04 c0.15 0.02 0.08 v/s Ratio Perm 0.03 0.11 0.02 v/c Ratio 0.73 0.53 0.08 0.68 0.25 0.58 0.46 0.32 0.44 0.28 0.06 Uniform Delay,dl 59.0 31.1 20.0 57.8 26.4 58.2 34.3 32.5 60.0 34.1 31.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 9.6 1.1 0.0 5.4 0.3 1.4 1.3 0.9 0.7 0.4 0.2 Delay(s) 68.5 32.1 20.0 63.3 26.7 59.6 35.6 33.4 60.7 34.6 32.0 • Level of Service E C C E C E D C E C C Approach Delay(s) 34.8 • 37.0 38.5 37.4 Approach LOS C D D D Inn€erseshon•Summaiy ` - , _ _._ - - HCM Average Control Delay 36.8 HCM Level of Service D HCM Volume to Capacity ratio 0.53 Actuated Cycle Length(s) 129.4 Sum of lost time(s) 20.7 . Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 4 • Queues Existing+Project 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK Lang—gouP WBL Nat -SBL ré JE7 TT; rt""—*7 • •- -- • 4 Lane Group Flow(vph) 56 507 234 242 v/c Ratio 0.12 034 032 0.16 Control Delay 7.5 4.2 5.7 3.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 7.5 4.2 5.7 3.5 Queue Length 50th(ft) 1 0 0 0 Queue Length 95th(ft) 22 112 70 50 Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 534 1800 873 1829 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 ' Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.10 0.28 0.27 0.13 Intersection Summary ." . . • --- 7.-771 • • • Moller Ranch TIA Synchro T- Report KHA Page 5 HCM Signalized Intersection Capacity Analysis Existing+Project 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK - T .P V 1 Movement -.,: . - = WBL "°WBRv_< NBT_ "NBR SBL- SBT `_ - -"' Lane Configurations V 1 'S t Volume(vph) • 5 43 424 47 215 223 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util.Factor j 1.00 1.00 1.00 1.00 Frpb, ped/bikes 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.88 0.99 1.00 1.00 . Flt Protected 0.99 1.00 0.95 1.00 Satd. Flow(prot) 1572 1833 1770 1863 Flt Permitted 0.99 1.00 0.48 1.00 Satd. Flow(perm) 1572 1833. 889 1863 Peak-hour factor, PHF 0.86 0.86 0.93 0.93 0.92 0.92 Adj. Flow(vph) 6 50 456 51 234 242 RTOR Reduction(vph) 47 0 10 0 0 0 Lane Group Flow(vph) 9 0 497 0 234 242 Confl. Bikes(#/hr) 3 2 Turn Type Perm Protected Phases 8 2 6 Permitted Phases . 6 Actuated Green,G(s) 1.7 16.1 16.1 16.1 Effective Green,g(s) 1.7 16.1 16.1 16.1 Actuated g/C Ratio 0.06 0.54 0.54 0.54 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 90 990 480 1007 v/s Ratio Prot c0.01 c0.27 0.13 v/s Ratio Perm 0.26 v/c Ratio 0.10 0.50 0.49 0.24 Uniform Delay,dl 13.3 4.3 4.3 3.6 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.4 0.8 0.1 Delay(s) 13.8 4.7 5.1 3.7 Level of Service B A A A Approach Delay(s) 13.8 4.7 4.4 Approach LOS B A A 7 Ntersection i Summary& y ` . HCM Average Control Delay 5.1 HCM Level of Service A HCM Volume to Capacity ratio 0.46 Actuated Cycle Length(s) 29.8 Sum of lost time(s) 12.0 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 6. • Queues Existing+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK t [aae:Group . • ,`EBLCeEBR SET '°- ;;, Lane Group Flow(vph) 37 157 241 486 261 v/c Ratio 0.08 0.18 0.50 0.43 0.26 Control Delay 16.3 4.3 29.7 9.9 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.3 4.3 29.7 9.9 14.0 Queue Length 50th(ft) 7 0 29 73 25 Queue Length 95th(ft) 30 16 #131 225 66 Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) . 1071 1713 479 1635 2372 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.09 0,50 0.30 0.11 Intersection Summary . '_. ,. -;mom . , .. : ._ # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 7 • HCM Signalized Intersection Capacity Analysis Existing+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK • f t 1 r Movemenf_. EBL EB$} NBL iNBT SBTSBRm Lane Configurations f`t" VI k 31+ Volume(vph) 30 129 217 437 203 35 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 . Lane Util. Factor 1.00 0.88 0.97 1.00 0.95 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 At Protected 0.95 1.00 0.95 . 1.00 1.00 Satd. Flow(prot) 1770 2726 3433 1863 3455 Flt Permitted 0,95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 "2726 3433 1863 3455 Peak-hour factor, PHF 0.82 0.82 0.90 0.90 0.91 0.91 Adj. Flow(vph) 37 157 241 486 223 38 RTOR Reduction(vph) 0 126 0 0 20 0 _ Lane Group Flow(vph) '37 31 241 486 241 0 Confl. Bikes(#/hr) 1 3 Turn Type Perm . .Prot Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green, G(s) 9.7 9.7 6.7 27.0 14.3 Effective Green,g(s) 9.7 9.7 6.7 27.0 14.3 Actuated g/C Ratio 0.20 0.20 0.14 0.55 0.29 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 • Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 353 543 472 1033 1015 v/s Ratio Prot c0.02 0.07 c0.26 0.07 v/s Ratio Perm 0.01 v/c Ratio 0.10 0.06 0.51 0.47 0.24 Uniform Delay,dl 15.9 15.8 19.5 6.5 13.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.0 0.9 0.3 0.1 Delay(s) 16.1 15.8 20.4 6.9 13.2 Level of Service B B C A B Approach Delay(s) 15.9 11.4 13.2 Approach LOS B B B >_ Intersection Summa "` HCM Average Control Delay 12.5 HCM Level of Service B • HCM Volume to Capacity ratio 0.37 Actuated Cycle Length(s) 48.7 Sum of lost time(s) 12.0 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 8 • • Queues Existing+Project 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK f y ` ~ k- 4\ t ie `► • I Lane Group-- ' EB EL BT :EBR ; WBL `WBT - `WBR NBL-'• NBT-.=NBR.. SBL -._ SBf °SBR Lane Group Flow(vph) 757 1 20 7 7 2 7 241 1 1 134 360 v/c Ratio 0.70 0.00 0.07 0.01 0.04 0.01 0.06 0.57 0.00 0.01 0.34. 0.70 Control Delay 18.6 21.0 9.7 27.3 38.3 29.0 40.7 32.6 20.0 41.0 28.7 18.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.6 21.0 9.7 27.3 38.3 29.0 40.7 32.6 20.0 41.0 28.7 18.4 Queue Length 50th(ft) 164 0 0 . 1 3 . 0 3 92 0 - 0 49 47 Queue Length 95th(ft) #717 4 13 10 10 3 18 188 4 7 125 172 • Internal Link Dist(ft) 974 348 433 464 • Turn Bay Length(ft) 470 150 50 50 155 180 50 50 Base Capacity(vph) 1081 1383 1156 1006 758 646 721 1158 984 721 1138 1037 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0' Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.00 0.02 0.01 0.01 0.00 0.01 0.21 0.00 0.00 0,12 0.35 iers cti ir.: - Intersection Summary = = ' �* 3 1 i 1- '1-11,, # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 9 HCM Signalized Intersection Capacity Analysis Existing+Project - 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK t -► 7 { - ' 4\ t /' j r . • Movement_-•. '- °'_ -n EBL `EBT- .. EBR -x'WBL WBT- 'WBR.._- NBL NBT •-:NBR •-':SBL SBT. 3 SBR Lane Configurations 1 Ir r 1 P r ) 4 r 1 t p Volume(vph) 666 1 18 3 3 1 6 198 1 1 121 324 !deal Flow(vphpl) . 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4:0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1,00 0.95 1.00 1.00 Satd, Flow(prot) 1770 1863 1544 1770 1863 1583 1770 1863 1583 1770 1863 1549 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1,00 0.95 1.00 1.00 - Satd. Flow(perm) ' 1770 1863 1544 1770 1863 1583 1770 1863 1583 1770 1863 1549 • Peak-hour factor, PHF 0.88 0.88 0.88 0.44 0.44 0.44 0.82 0.82 0,82 0.90 0.90 0.90 Adj. Flow(vph) 757 1 20 7 7 2 7 241 1 1 134 360 RTOR Reduction(vph) 0 0 18 0 0 2 0 0 1 0 0 189 Lane Group Flow(vph) 757 1 2 7 7 0 7 241 0 1 134 171 Confl. Bikes(#/hr) 1 1 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 46.3 6.8 6.8 41.0 1.8 1.8 0.9 17.1 17.1 0.7 16.1 16.1 Effective Green,g(s) 46.3 6.8 6.8 41.0 1.8 1.8 0.9 17.1 17.1 0.7 16.1 16.1 Actuated g/C Ratio 0.55 0.08 0.08 0.49 0.02 0.02 0.01 0.20 0.20 0.01 0.19 0.19 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4,5 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 977 151 125 865 40 34 19 380 323 15 358 297 v/s Ratio Prot c0.43 0.00 0.00 c0.00 c0.00 c0.13 0.00 0.07 v/s Ratio Perm 0.00 0.00 0.00 0.11 v/c Ratio 0.77 0.01 0.01 0.01 0.17 0.00 0.37 0.63 0.00 0.07 0.37 0.58 Uniform Delay,dl 14.7 35.4 35.5 11.0 40.3 40.2 " 41.2 30.5 26.6 41.3 29.5 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 4.1 0.0 0.1 0.0 2.8 0.0 4.4 3.9 0.0 0.7 0.9 , 3.2 Delay(s) 18.8 35.5 35.5 11.0 43.2 40.2 45.6 34.4 26.6 42.0 30.4 34.0 Level of Service B D D B D D D C C D C C Approach Delay(s) 19.3 28.7 34.7 33.1 Approach LOS B C C C Intersection Summary --;11 . _ . HCM Average Control Delay 26.3 HCM Level of Service C HCM Volume to Capacity ratio • 0.67 Actuated Cycle Length(s)• 83.9 Sum of lost time(s) 13.5 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 10 • • Queues Existing- Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK < < 1 t 1 • Lane Group. ._. VVgL WBR _ NBT NBR SBT• r -, Lane Group Flow(vph) 33 3 800 51 387 • • v/c Ratio 0.18 0.02 0.49 0.04 0.24 Control Delay . 25.6 17.0 4.1 1.6 2.5 • Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 17.0 4.1 1.6 2.5 Queue Length 50th(ft) 9 0 0 0 0 . Queue Length 95th (ft) 27 5 189 9 67 Internal Link Dist(ft) 283 4023 607 Turn Bay Length(ft) 145 195 Base Capacity(vph) 786 690 1636 1394 1844 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.49 0.04 0.21 • • • Intersection Summary Moller Ranch TIA Synchro 7- Report KHA Page 11 HCM Signalized Intersection Capacity Analysis Existing+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK c 4` t P `• 1 Movement (; - _ . WBL -_WBR ..NBL NBR. .SBL _ SBC.im _ __ _. -. . v....� Lane Configurations ) P I' P 1) 'F Volume(vph) ' 26 2 688 44 0 329 . Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5.5 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb,ped/bikes 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 Frt 1,00 0.85 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1538 1863 1583 1863 Flt Permitted 0.95 1.00 1.00 1,00 1.00 Satd. Flow(perm) 1770 1538 1863 1583 1863 Peak-hour factor, PHF 0.78 0.78 0.86 0.86 0.85 0.85 Adj. Flow(vph) 33 3 800 51 0 387 RTOR Reduction(vph) 0 3 0 7 0 0 Lane Group Flow(vph) 33 0 800 44 0 387 Cont. Bikes(#/hr) 1 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green, G(s) 2.4 2.4 44.0 44.0 44.0 Effective Green,g(s) 2.4 2.4 44.0 44.0 44.0 Actuated g/C Ratio 0.04 0.04 0.76 0.76 0.76 Clearance Time(s) 5.5 5.5 6.0 6.0 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 73 64 1416 1203 1416 v/s Ratio Prot c0.02 c0.43 0.21 via Ratio Perm 0.00 0.03 v/c Ratio 0.45 0.00 0.56 0.04 0.27 Uniform Delay,dl 27.1 26.6 2.9 1.7 2.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.6 0.0 0.6 0.0 0.1 Delay(s) 28.7 26.6 3.6 1.7 2.2 Level of Service C C A A A Approach Delay(s) 28.5 3.4 2.2 Approach LOS C A A Intersection Summary"> ;' _ .. _ �_r: _ �_ # HCM Average Control Delay 3.8 HCM Level of Service A HCM Volume to Capacity ratio 0.56 • Actuated Cycle Length(s) 57.9 Sum of lost time(s) 11.5 Intersection Capacity Utilization . 49.1% ICU Level of Service A Analysis Period(min) 15 _ c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 12 , Queues Existing+Project 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK C ~ 1 t P `� 1 1 Lane Group EBL a EBT' EBR. 1 LVBL ` WBT • NBL .,N8F °":NBR" SBE, ' SBT 'SBR Lane Group Flow(vph) 240 211 73 200 118 230 1023 233 27 612 82 v/c Ratio 0.54 0.53 0.22 0.50 0.32 0.53 0.67 0.30 0.21 0.53 0.15 Control Delay 45.0 38.0 33.1 45.6 31.6 45.2 26.6 6.5 50.8 29.1 .7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 38.0 33.1 45.6 31.6 45.2 26.6 6.5 50.8 29.1 7.8 Queue Length 50th(ft) 69 115 37 57 55 66 244 10 15 138 0 Queue Length 95th (ft) 135 199 80 97 92 120 442 59 52 294 39 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 265 245 290 295 .210 Base Capacity(vph) 788 817 673 788 784 788 1627 812 406 1624 758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vic Ratio 0.30 0.26 0.11 0.25 0.15 0.29 0.63 0.29 0.07 0.38 011 ..use ._ .y IntersechcmSummary, _ "'` • • • Moller Ranch TIA S9nchro 7- Report KHA Page 13 HCM Signalized Intersection Capacity Analysis Existing+Project 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK 4\ f c 4- t t t • d Movement _< -: r_.. EBL EBT EBR WBL WBTz= WBR, 1,NBL. . NET NBR°= SBL -SBT SBR Lane Configurations ¶1 4 F Vi 3. Vi 4+ r "I 4+ t° Volume(vph) 218 192 66 152 67 23 191 849 193 24 551 74 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util.Factor 0.97 1.00 1.00 0.97 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 . 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1863 1542 3433 1783 3433 3539 1535 1770 3539 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1542 3433 1783 3433 3539 1535 1770 3539 1558 Peak-hour factor, PHF 0.91 0.91 0.91 0.76 0.76 0.76 0.83 0.83 0.83 0.90 0.90 0.90 Adj. Flow(vph) 240 211 73 200 88 30 230 1023 233 27 612 82 RTOR Reduction(vph) 0 0 0 0 10 0 0 0 117 0 0 54 Lane Group Flow(vph) 240 211 73 200 108 0 230 1023 116 27 612 28 Conti. Peds. (#/hr) 7 9 9 7 3 9 9 3 Conti. Bikes(#/hr) 1 1 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 2 Actuated Green, G(s) 11.7 19.6 19.6 10.7 18.6 11.5 39.4 39.4 4.0 31.9 31.9 Effective Green,g(s) 11.7 19.6 19.6 10.7 18.6 11.5 39.4 39.4 4.0 31.9 31.9 Actuated g/C Ratio 0.13 0.21 0.21 0.12 0.20 0.12 0.43 0.43 0.04 0.34 0.34 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 433 394 326 396 358 426 1504 652 76 1218 536 v/s Ratio Prot c0.07 c0.11 0.06 0.06 c0.07 c0.29 0.02 0.17 v/s Ratio Perm 0.05 0.08 0.02 v/c Ratio 0.55 0.54 0.22 0.51 0.30 0.54 0.68 0.18 0.36 0.50 0.05 Uniform Delay,dl 38.1 32.5 30.3 38.5 31.5 38.1 21.6 16.6 43.1 24.1 20.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.2 1.8 0.5 0.7 0.7 1.0 1.5 0.2 2.1 0.6 0.1 Delay(s) 39.3 34.3 30.7 39.3 32.2 39.1 23.1 16.8 45.2 24.7 20.4 Level of Service D C C D C D C 8 D C C Approach Delay(s) 36.1 36.6 24.6 25.0 Approach LOS D D C C �_. lnters'eetion Summary __ - -- = `' .. HCM Average Control Delay 27.9 HCM Level of Service C HCM Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 92.7 Sum of lost time(s) 14.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 14 • Queues • Existing+Project 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK Lane'Group• _EEL. EBT-::'T EBR :WBL . WET ":.":'NBL ,'Nan. NBR . . SBV SET =-SBR- Lane Group Flow(vph) 86 65 100 81 37 106 1199 132 13 768 59 v/c Ratio - 0.31 0.22 0.31 0.24 0.16 0.43 0.55 0.13 0.09 0.45 0.08 Control Delay 37.2 30.1 9.0 38.7 21.9 40.0 16.2 5.6 42.5 21.9 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.2 30.1 9.0 38.7 21.9 40.0 16.2 5.6 42.5 21.9 8.8 Queue Length 50th(ft) 32 24 0 15 8 39 150 4 5 131 2 Queue Length 95th(ft) 104 64 32 50 34 126 511 49 30 342 35 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 527 952 840 1021 877 527 2189 997 527 2032 894 Starvation Cap Reductn 0 0 0 0 0 . 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.07 0.12 0.08 0.04 0.20 0.55 0.13 0.02 0.38 0.07 Intersection Summary _.. ? :` ) • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 15 • HCM Signalized Intersection Capacity Analysis Existing+Project 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK `- k 1 t /4 `► 4 -' Movement e EEL EBT)-EBR` =WBL ,WET WBR " NBL! - NBT_ :,NBR 56L_` 1SF -SBR Lane Configurations 'I f r » f ) ft r ) fit, r Volume(vph) 72 55 84 67 17 14 92 1043 115 12 699 54 • Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4,5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.97 . Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1555 3433 1717 1770 3539 1550 1770 3539 1535 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1555 3433 1717 1770 3539 1550 1770 3539 1535 Peak-hour factor, PHF 0.84 0.84 0.84 0.83 0.83 0.83 0.87 0.87 0.87 0.91 0.91 0.91 Adj. Flow(vph) 86 65 100 81 20 17 106 1199 132 13 768 59 RTOR Reduction(vph) 0 0 86 0 16 0 0 0 48 0 0 28 Lane Group Flow(vph) 86 65 14 81 21 0 106 1199 84 13 768 31 Confl, Peds. (#/hr) 7 9 9 7 18 18 Conti. Bikes(#/hr) 2 2 3 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 9.9 10.9 10.9 5.7 6.7 8.3 43.7 43.7 0.9 36.3 36.3 Effective Green, g(s) 9.9 10.9 10.9 5.7 6.7 8.3 43.7 43.7 0.9 36.3 36.3 Actuated g/C Ratio 0.12 0.14 0.14 0.07 0.08 0.10 0.55 0.55 0.01 0.46 0.46 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 2.5 4.0 • 4.0 Lane Grp Cap(vph) 220 255 213 246 144 184 1940 850 20 1612 699 v/s Ratio Prot c0.05 c0.03 0.02 0.01 c0.06 c0.34 0.01 0.22 v/s Ratio Perm 0.01 0.05 0.02 v/c Ratio 0.39 0.25 0.06 0.33 0.15 0.58 0.62 0.10 0.65 0.48 0.04 Uniform Delay,dl 32.1 30.8 30.0 35.2 _ 33.9 34.0 12.3 8.6 39.2 15.1 12.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 0.4 0,1 0.6 0.3 3.5 0.7 0.1 51.6 0.3 0.0 Delay(s) 33.0 31.2 30.1 35.8 34.2 37.6 13.0 8.7 90.9 15.4 12.1 Level of Service C C C D C D B A F B 6 B . Approach Delay(s) 31.3 35.3 14.4 16.3 Approach LOS C D B B IntersectionTSummary 1: -. . HCM Average Control Delay 17.5 HCM Level of Service B HCM Volume to Capacity ratio 0.52 • Actuated Cycle Length(s) 79.7 Sum of lost time(s) 13.5 Intersection Capacity Utilization 59.1% ICU Level of Service B _ Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 16 • • • Queues Existing+Project 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK c '- °\ t P \► 1 r Lane,Group 7..,. ., _EBL EBT. _EBR ':WBL'.. .,1VBT NBL*c .NBT. NBR SBL 'SST SBR '-71 Lane Group Flow(vph) 411 615 524 246 198 473 934 466 63 788 152 v/c Ratio 0.71 0.74 0.46 . 0.50 0.34 0.64 0.66 0.54 0.28 0.42 0.17 Control Delay 48.8 42.1 17.3 49.1 36.3 46.0 28.4 8.4 52.8 29.8 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.8 42.1 17.3 49.1 36.3 46.0 28.4 8.4 52.8 29.8 5.5 Queue Length 50th(ft) 128 192 101 53 53 101 254 39 20 115. 0 Queue Length 95th(ft) 227 305 176 98 101 158 373 120 48 178 26 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 320 250 250 Base Capacity(vph) 719 1484 1305 1046 1454 1046 1509 887 719 2619 1212 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 ' 0.41 0.40 0.24 0.14 0.45 0.62 0.53 0.09 0.30 0,13 „_.c Intersedtfon Summary' `m; Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Existing+Project 9: Dublin Blvd & Tassajara Rd ` / f p Timing Plan: PM PEAK f -• ♦ ♦ ~- < 1 t / • * 1. 1' Movement . .. -.ESL EBT= _EBR it WBL :WEST ,,WBR NBL. ,NE I; NBR. _SBL t -SBT .SBR Lane Configurations ¶1 ft rr I 4t. WI 44- F IA tin FF Volume(vph) 374 560 477 234 153 35 402 794 396, 56 701 135 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util.Factor 0.97 0.95 0.88 0.94 0.95 0.94 0.95 1.00 0.97 0.86 0.88 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1:00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prat) 3433 3539 2760 4990 3440 4990 3539 1583 3433 6408 2747 Fit Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 2760 4990 3440 • 4990 3539 1583 3433 6408 2747 Peak-hour factor, PHF 0.91 0.91 0.91 0.95 0.95 0.95 0.85 0.85 0.85 0.89 0.89 0.89 Adj. Flow(vph) 411 615 524 246 161 37 473 934 466 63 788 152 RTOR Reduction(vph) 0 0 57 0 17 0 0 0 221 0 0 106 Lane Group Flow(vph) 411 615 467 246 181 0 473 934 245 63 788 46 Cont, Peds. (#/hr) 2 2 2 2 Conf. Bikes(#/hr) 3 1 Turn Type Prot pm+ov Prot ' Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 16.7 23.4 38.0 9.7 16.4 14.6 39.9 39.9 5.2 30.5 30.5 Effective Green,g(s) 16.7 23.4 38.0 9.7 16.4 14.6 39.9 39.9 5.2 30.5 30.5 Actuated gIC Ratio 0.17 0.23 0.38 0.10 0.16 0.15 0.40 0.40 0.05 0.31 0.31 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 574 830 1051 485 565 730 1415 633 179 1958 840 v/s Ratio Prot c0.12 c0.17 0.07 0.05 0.05 c0.09 c0.26 0.02 0.12 v/s Ratio Perm 0.10 0.15 0.02 v/c Ratio 0.72 0.74 0.44 0.51 0.32 0.65 0.66 0.39 0.35 0.40 0.06 Uniform Delay,dl 39.3 35.4 23.0 42.8 36.8 40.2 24.4 21.3 45.7 27.4 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.5 3.6 0.1 0.3 0.3 1.5 1.3 0.5 0.4 0.2 0.0 Delay(s) 42.8 39.0 23.1 43.1 37.1 41.7 25.7 21.8 46.1 27.6 24.5 Level of Service D D C D D D C C D C C Approach Delay(s) 34.7 40.4 28.8 28.3 Approach LOS C D C C . Intersection Summary aw: f HCM Average Control Delay 31.6 HCM Level of Service C HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 99.8 • Sum of lost time(s) 21.6 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period(min) 15 c .Critical Lane Group _ _, • Moller Ranch TIA Synchro 7- Report • KHA Page 18