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OLD TOWN FLATS - FDP - FDP130049 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (3)
AppendiX A --Cnepter ~~---4 --- --Attachments --------------------------------- Attachment A Transportation Impact Study Base Assumptions Project Information Project Name -r:;cc.)cL- Z"3 Project Location-:r..:;E::J2··,;J6':~-,.j cAdDr It--l;.. -1....-';;: j Co,-<._.cj:~,e:.. /,j;v:,::cf~l TIS Assumptions ' Type of Study Full: Study Area Boundaries NOlth~(_H:-.::t(;~-?-"\ Study Years Short Range: ZC~l 'if Long Range: Future Traffic Growth Rate I Study Intersections I. All access drives 6. I Time Period for Study ~ 7:00-9:00 t!0> 4:00-6:00 I Sat Noon: Trip Generation Rates Trip Adjustment Factors Passby: o . ~'J t0 I Captive Market: L..-<.. > <''') &0 Overall Trip Distribution SEE ATI'ACHED SKETCH V' Mode Split Assumptions t--..L....J·&'· -: Committed Roadway Improvements Other Traffic Studies Areas Requiring Special Study t - " .' ./\ Page 4-34 Larimer County Urban Area Street Standards - Repealed and Reenacted April 1, 2007 Adopted by Larimer County, City of Loveland, City of Fort Collins Appendix B '(I All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #2 COLLEGE&CHERRYAM : 00000000 : 7/24/2013 : 1 NCO So me RghtI-f- AM 28 1 AM 34 1 AM 35 1 AM 65 1 otal 162--6 __ ~~=,Groups Printed- Class 1 LLEGEAVE "-l' CHERRYST I NCOLLEGEAVE CHERRYST uthbound Westbound! Northboun""d=-r-=-:---+--=- Eastbound ~-+; __ hru 1 Left LO!her i Rght i ThruJ. Left i Other i R~ht! Thru I Left Other Rg~ti Thru 1 Left lather lint. Tot~ 33 14 0 i 4 11 50! 6 95 5 1 20 20 8 0 350 31 20 0 i 9 11 3 0 : 7 118 4 21 32 23 25 4 423 ~~ 42 69- ~~ - .3 ~ I 27 ~ 62 ~~!~ 26 0 ~I ! 40 ~~l~~ 447 31 ~~0411,l,. -1~2~5-~~ -'-1~17=~~ - ~~ 98 ~I 6 I -1859 ~~~ 41 29 21 522 36 28 2 526 28 31 1 570 37 31 1 550 :;-r----:;c~-l;-042 - 119 6- '2168 I Startfl 07:00 07:15 07:30 07:45 -"1' 08:00 AM 35 160 15 ~ I 6 18 11 2 : 7 141 28 0, 26 08:15 AM 32 185 10 6 13 3 1 i 11 149 19 1 j 29 08:30 AM 51 170 14 1 . 12 22 12 0; 11 147 25 0 45 08:45AM 49 160 19 01 8 19 9 " . 2' 11 159 16 0 29 Total 167 . 675 58 3';- 32 72 35 5i 40 596 88 1 129 Grand Total I 329 1317 127 o,~I 59 134 61 51 80 1043 119 5 254 Apprch % 18,5 74 7,1 22,8 51.7 23.6 1,91 6.4 83,6 9,5 0.4 34.2 Total % 8,2 32,7 3,2 0,1 1,5 3,3 1,5 0,1 I 2 25,9 3 0,1 6,3 N Out In Total .[.1319! ---e:i =T9J ---; ~ _30981 i 329;--13171 127! 61 Rght Thru Left Other ~J I ! ..i . 4 259 217 34,9 29,2 6.4 5.4 0,1,12 3 61 I 4027 i All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #2 COLLEGE&CHERRYAM : 00000000 : 7/24/2013 :2 1--='''_'' -:-=:---t-i-=---c N~~~~~~~n~VE- ~e~~b~~;J I N~~~~~~~n~VE I ~~~~~~;dT ! , Start Tir:!l.~J.-'3.g~Irrh;~- Left! Other .T", _13J)ht l-Thru i Left. Other i ",p. T~~ul Rilht i Thru i Lef! 1 Other !:;:,-;;".,1 Rght I Thru i Left J Olher i ",;r,,,, , !~,TO!; I Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM: 65 199 16 2 2821 9 22 12 0 08:00 AM' 35 160 15 1 211 6 18 11 2 08:15 AM 32 185 10 1 228 6 13 3 1 08:30 AM 51 170 14 1 236: 12 22 12 0 Total V~I;;~-T83 714 55 5 957T~5"38-"-3 ._J~..!Ip'p':Total i 19.1 74.6 5.7 0.5 '.'_4flj122.1 50.3_25.5---;~2_~:;- •.. __._ PHF I .704 .897 __ .'.859 . .625 .848 .688 ._..'o 852 .792 .375 43 i 13 134 11 1 159 1 48 38 38 2 126 i 610 37 : 7 141 28 0 176 26 41 29 2 981 522 23 ! 11 149 19 1 180 29 36 28 2 95 526 461 11 147 25 0 183 ! 45 28 31 ....1_~_ 149lJ'~~_~:~ 83 ----2 698 i 148 143 126 7 424! 2228 11.9 0.3 i 3~._~..33J 29.7 1.7 .810 .808 .958 .741 .500 :~5.4.J_)71 .872 .829 .875 .841 .913 .-.,,----------- N ~ Out ~ In [J~8Z: Total I L L!831. J141s5r- 51 R!;}ht Thru Left Other .' ~ ! 4 Peak Hour Data ---------_ ..... - North Peak Hour Begins ai07:4SAM' Class 1 u._. I f----.- . ., .••.1 rt I • LJIT"Left Thru SHI- Rght 4~ Other , ._ J ~. _9QQ.J r' k98J ! 15981 Out In Total N r.n!! t=r.t= AVt= I I All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No r I· ~~~~~.N COLLEGEAVE ~=- __,I -__.__~~~G~r~o~u~ps~P~ri~nt=CHERRYST . e~d_N COLLEGEAVE -C~la~s~s~1~___ ~~~ -, ~~~~~=CHERRYST = ~ I ~ L Southbound Westbound i Northbound Eastbound i I -StartTime I Rg-ht i T~u I Leftl Ot~er Rght Thru I LeitlOther I Rghtl Thru! Left ;·2t_h....,er-+-_R-'Cghc-::jhru! ;t-LI Left! oitie-r+I-lnt-.T-o-ta-'II 04:00PM 38 113 12 0 22 29 12 01 3 147 13 1 14 18 31- 0 '[ 453 04:15 PM 50 227 23 0 I 15 51 7 0 J 6 216 12 2 31 35 64 3 742 04:30PM, 45 170 25 0' 16 48 6 01 5222 10 2 20 28 63 0 660 04"45 PM f 40 187 12 0 I 22 45 14 0 i 11 203 19 3 34 31 72 .._.? I 695 . Totar ---173 69-;---'-'72 0·-----'=7""5---1'73 39 0 i 25 788 54 8 99 '1i2 230 5 I 2550 : #2 COLLEGE&CHERRYPM : 00000000 : 7/24/2013 : 1 05:00 PM I 54 173 20 01 22 61 20 0 10 190 20 3 22 41 76 ~I 712 05:15 PM 53 170 15 ~I 38 56 8 01 7 195 27 3 19 33 64 688 05:30 PM 48 143 18 33 41 11 01 3 183 19 0 15 27 43 0, 586 05:45 PM 34 209 14 01 24 35 6 0, 5 203 22 0 17 21 39 OJ 629 Total 189 695 67 21 117 193 45 .. OJ 25 771 88 6 73 122 222 --OJ 2615 Grand Total I 362 1392 139 0.; I 192 366 84 0' 50 1559 142 14 172 234 452 5 5165 Apprch % 19.1 73.5 7.3 29.9 57 13.1 01 2.8 88.3 8 0.8 19.9 27.1 52.4 0.6 Total % 7 27 2.7 01 3.7 7.1 1.6 01 1 30.2 2.7 0.3 3.3 4.5 8.8 0.1 .AVe Out In Total i 2203 I i f89§] I 409~ r----.-- [ ~ C3621 1392[ 139[---21 Rght Thru Left Other ~J .•. t l..• __J __ i North 7/24/201304:00 PM I 7/241201305:45 PM I ~._. Class 1 _ •.•. 1 i _ ...._---------- ---.-.-----------.- f-, tl ,. ! . , Left Thru Rght. Other '~ln~-14) L 1648' I f~65J [.;3413! Out In Total N COLLEGE AVE All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #2 COLLEGE&CHERRYPM : 00000000 : 7/24/2013 :2 I ,~Start . Time 1- ~ Rght r N Thru COLLEGE Southbound I Left i 0Ih~; AVE r;~ T"" ' . Rght .IThru . -- CHERRY Westbound , Left Lo;ST ~~r I ,,"p. To"" I I l , Rght ---, ·N ! ..Thru . - COLLEGE Northbound ' Left I 0lh~r AVE i App. Total ! i._Rght .~astbound 1Thru ··CHERRY I Left i Other ST r Ap:• )-. Total 1 j ~ Int. Total I I Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM I 50 227 23 0 300 I 15 51 7 0 73 i 6 216 12 2 236 31 35 64 3 133 ! 742 04:30 PM 45 170 25 0 240! 16 48 6 0 70 i 5 222 10 2 239 20 28 63 0 111 I 660 ._~~:6~ ~~I~_;L~~; ~~.0 239l 22 45 14 0 81 I 11 203 19 3 236 34 31 72 2 139 695 0 247 22 61 20 0 103 i 10 190 20 3 223 22 41 76 0 139 ] 712 Total Volume 189 757 80 0 1026 i 75 205 47 0 327 32 831 61 10 934 107 135' 275 5 ·"5-22 i 2809 ~ApE,Tolal i 18.4 73.8. 7.8 a ! 22.9 62.7 14.4 a i 3.4 89 6.5 1.1 20.5 25.9 52.7 1 I PHF l.;??5 .834 .800 .000 .:8551.852 .840 .588"· .600 ,}94 ! .727 .936 ... .763 .833 .977 .787 .823 .905 .417 .93.~J_ .946 . 1--.- ------ ....~ I, I N i Out 1181: ~2(3! In i Total 22071 \8~; 757:. -80~ Rqht T~ru ' Left Other ....., i l., ~ Peak Hour Data ..•. North I , Peak Hour Begins at 04:; S'PM I I ; : Class 1 : ..•. ~·I -+ Left Thru Rght Other LT611_.8311 3~ ,,... I [ 911: L!l:J41 ["18451 Oul In Total N COLLEGE AVE " .._-----_._---- _.- ---- - ._------- --_ .. ------------ All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #1COLLEGE&MAPLEAM : 00000000 : 7/24/2013 : 1 Groups Printed- Class 1 MAPI.E!;W·----· N COLLEGEAVE Westbound Northbound I ~~~--=~L...:.-'----'c,-t-~R_"g';_;;ht.I-!~ru I Left. Other I Rght i Thru i .Left! O_~tie!_ ~ 48 11 10 3 ' 10 52 6 1 41 44 21 29 17 8 4 0 I I ! 2 5 84 93 5 5 2 0 71 28 16 1! 12 92 3 0 ·----,;:;-+---;;:20"4.-----,8"'90- 51 8 i 29 321 19 3 [ MAPLEST Eastbound I__ ~ ~g~J ._:r~r~ i Le~ i Othe~ lint. T;~~ : 1 8 0 0 j 361 3 14 2 0 I 418 -1~ ---;~---t~ [- ._- I N COLLEGEAVE I t§1~r:tJjm~. __Rght I 07:00AM 1 07:15AM 0 07:30AM 2 07:45 AM I 2 Total i 5 08:00AM 6 135 61 2 08:15 AM 1 152 61 2 08:30 AM 5 155 76 1 08:45 AM 0 130 69 1 Total 12 572 -2-67-·------ 6 Grand Total I 17 1062 566 9 Apprch % 1 64.2 34.2 0.5 Total % I 0.5 30.2 16.1 0.3 84 16 9 ~l 25 91 5 2 [ 6 16 1 o i 459 79 33 20 16 101 7 o! 8 11 2 01 493 78 21 11 18 105 4 01 10 23 2 o! 509 66 21 16 ~+13 123 5 01 6 14 3 O_L ____·'1._ ~I__ 307 91 ---56--- 72 420 21 21 30 64 -if - 01 1928 511 180 107 81 101 741 40 o.~I 46 114 12 ~I3519 63.4 22.3 13.3 1 i 11.4 83.5 4.5 26.7 66.3 7 14.5 5.1 3 0.2 ! 2.9 21.1 1.1 0.1 1.3 3.2 0.3 N Out In Total 1 1264! [1,6~J U_918: [- 17[ 1062; 566~ All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #1COLLEGE&MAPLEAM : 00000000 : 7/24/2013 :2 I I N~~~~~~~n~vE---T- N~~~t~;~~n~VE ~:;;u~~ i "I _St,a--crt"T_im_R~g'i-e-.;-,-I ! h~t T"h~ru_~Le~ft~1 i -';,Ot'o'he'or;-'OAP~P.-i •• R9:C"Tota;;h_t~~~Tc-,;';,-i h~r,u~i=-=_L~_e=Oft:::::::~;:::;:::~~::~~_~L~e=T-_h-,~ftc='-r_u=~,-==~c:~;-.:.-:I O~t'=:h=e-r-=-;:A=P-Pc~'-__Ti _TO='-'()t",-'-.~_.-he-A-R-oo,.rL-~g--'-TO-~h-1 -'n'-t-". ,T-=+o,--I -·~T_'al 1 h-_r=u~i-=-L_"" Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM I' 2 173 86 0 261 I 71 28 16 1 08:00AM 6 135 61 2 204! 84 16 9 0 08:15 AM 1 152 61 2 216' 79 33 20 0 08:30 AM i 5 155 76 1 237 i 78 21 11 0 TotalVolumeI 14 615 284 5 918 i 312 98 56 1 _0/oIlPJ':T~tali1.5 ,67 30,9 __,0.5___ i 66.8 21 12 0.2 PHF ! .583 .889 .826 .625 .879 i .929 .742 .700 .250 116 12 92 3 0 107 ! 9 20 0 0 29 i 513 109. 25 91 5 2 123 ! 6 16 1 0 23 I 459 132 , 16 101 7 0 124 ! 8 11 2 0 110 i 18 105 4 0 127 ~3 i 10 23 2 0 35 509 4671 71 389 19 2 481 33 70 5 0 108 ! 1974 I 14.8 80.9 4 0.4 ' 30.6 64.8 4.6 0 i ., .884l.+.-l'1Q.-.-- _--Jl:--26 .679 ":25()- .947" :825 .761-~625 .000- ':7ifr~62 I-----~--------"'. ,----- 14, 6151 • Rght Triru ?~_4L ~J Left Other i ~ Peak Hour Data North I Peak Hour Begins at 07:45 AM : , , Class 1 ' -+ h ~ Left Thru Rght Other L 191 3891 71, 21 I 704] i" 481 !1185' Out In Total N COLLEGE AVE - - - -----------------"._---._0. _ All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No :#1COLLEGE&MAPLEPM : 00000000 : 7/24/2013 : 1 i~C6[LEGEAVE ! Southbound ! Sta-rf tLiji~=--Rght I Thru I Left I Other 04:00 PM 1 2 102 54 1 04:15PM! 1 176 74 2· 04:30PM! 5137 63 21 _--,O:..:.4.:...::4·~dt~·1 ~ ~~; 2~~~1 Groups Printed- Class 1 -MAPLEST I iirc6~LL~E=G~E~AcccV'""E=---MAPLEST '---· Westbound. l Northbound Eastbound I Rght! Thru I Left I oilier Rght! Thru: Left' Other Rght: Thru i Left f-Oih-erl Int:T~iaiI 66 24 --28 .-- 3 14 112 -- 12 '-----02+----"'-=7c-'------02=7-'-- 3 1 j 458 65 24 20 7 ! 24 162 19 0 12 7 1 0 ! 594 80 22 16 0 ! 22 159 8 0 4 24 6 1 ! 549 75 24 17 0 : 26 146 8 1 3 25 9 41 572 286 94B1 101 86 579 47 3 26 B3 19 61 2173 05:00 PM I 9 164 59 ~I 70 28 16 2 24 144 3 1 i 16 41 11 0: 593 05:15 PM 1 6 131 59 80 27 17 1 18 154 6 01 10 26 7 0: 549 05:30 PM 4 123 54 1 . 81 30 19 6 16 134 6 4 6 15 7 0; 506 05:45 PM 4 154 77 4i 77 34 16 9 43 138 8 1 . 8 11 5 O! 589 Total I 23 572· 249 17! 308 119 68 .. lB-!- 101 570 23 ····6j-··--40 93 30 - - Cil----2-23i- Grand Total 31 1144 513 26 1 594 213 149 28 ! 187 1149 70 9 66 176 49 JI 4410 Apprch % 1.8 66.7 29.9 1.5 60.4 21.6 15.1 2.81 13.2 81.2 4.9 0.6 22.2 59.3 16.5 Total % 0.7 25.9 11.6 0.6 13.5 4.8 3.4 0.61 4.2 26.1 1.6 0.2 1.5 4 1.1 N IJULLel..:H: AVe Out In Total lf70~g] T ~ L_~_:DLl1¥I· 513i ;~j Rght Thru Left Other .J I 4 " North i 17i2412013 04:00 PM , 7/24/201305:45 PM \ !.C:la~s 1.. ---' ~ Left Thru Rght I· Other 70 I 11~~1 _187 r--9' L._.._ ...[. . ~; All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #1COLLEGE&MAPLEPM : 00000000 : 7/24/2013 :2 I k____ N-_COLLEGE _$outhbound_ AVE i I We!MAPLE ;tl:>ST o~,-,n.=d-,__ N COLLEGE Northbound AVE ·----MAPLE Eastbound ST --:b I Start Time Rght! Thru Left J Other I "",,;;1Rght I Thru I Left! Oth~r I 'p? TO'"" ; Rght i T!1ru ! Left T Other! 'P.P TOW Rght1 Thru ! Left I OIh~rl ~ T,,," , InLTot~,-1 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PMh1 176 74 2 2531 65 24 20 7 04:30 PM 5 137 63 2 207 i 80 22 16 0 04:45 PM 0 157 73 4 234 i 75 24 17 0 05:00 PM 9 164 59 5 2371 70 28 16 2 . TotalV;;;;';;:;; 15634-269 13 931 1-290 98 69 9 ._ % App. Total. l)L 68.1 28.9 1.-4 ,62.2 .. ?1 14.8 1.9 __ P_HF i A 17 .901 .909 .650 _.920 I .906 .875 .863 .321._-==-,-==,,-- 116 I 24 162 19 0 205. 12 7 1 0 20 : 594 118 ! 22 159 8 a 189 ; 4 24 6 1 35 ! 549 116 ! 26 146 8 1 181, 3 25 9 4 41 I I 572 116 ! 24 144 3 1 lZ~:_ 16 41 11 a 68 I 593 466 96 6fl - 38 2 747 I 35 97 27 5 1641--2308 . 12.9 81.8 5.1 0.3 J?1.3 59.1 16.5 3 i .987 1.923 .943 .500 .500 .911 i .547 .591 .61"4- .313 .603 i .971 Total 1'18591 r---- I n .!~ 6341 n26~ Rght Thru left Other ~ ~ i 4 Peak Hour Data North T i Peak Hour Begins at 04:15 PM lQl~SS.1. _ ! I "'!" ~l r+ left . Thru Rght other C- i :8_1_-6111 ....~y L_ 738' ih71 L.J~fu Out In Total N r.OllEGE AVE All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #3 MASON&CHERRYAM : 00000000 : 7/24/2013 : 1 ,----_----;;;~~GCiirou~s Printed- Clas,,-,s;-;1-;-;-;c=-=-=- --,------:~==o-=-- 1-L -- .~_..._. --.-N "S-MASON -.:o:..:u:.::thc:ST ;:bound ---l . CHERRYST Westbound i" i N Northbound MASON ST CHERRY Eastbound ST -.-:=:-c:'l ---j-- ! Start Timef39ht I Thru ,.-~e!t10ther! Rght I Thru-T_~~ft I Other i RghtJ..!hru i Left i Other Rght 1 Thru [n LeftJ Other Ilnt~T~ 07:00 AM 0 2 5 1 1 39 3 1 1 2 0 1 .4 1 44 3 2 109 07:15 AM 0 0 3 4 6 40 1 4 i 4 4 1 3 0 70 3 4 147 07:30 AM 1 2 3 2 7 50 0 2 ! 1 0 1 1 1 75 2 3 151 07:45 AM 2 4 7 3 6 75 8 4 ! 5 0 1 2 1 104 3 6 231 Totcir- 3 8 18 10 20 204 12' 11 i 12 4 ·-4------;-1'=-+0 ---~3°-- -293--- 11 15 638 08:00 AM 6 4 3 1 8 71 4 5: 2 1 0 3 2 80 4 2[ 196 08:15 AM 0 2 5 1 4 53 3 4: 6 2 2 1 1 80 4 5, 173 08:30 AM 4 2 7 0 15 87 4 31 5 0 0 2 1 90 7 1: 228 08:45 AM 4 1 9 4 18 56 1 31 2 1 0 6 1 69 7 01 182 Total 14- 9 24 6 -45-- 267 12 i 15 4 --2-- 15 ; 12 5 '319 22 81 n 779 GrandTotal I 17 17 42 16 65 471 24 26 ! 27 8 6 22 8 612 33 23 1 1417 Apprch % 18.5 18.5 45.7 17.4 11.1 80.4 4.1 4.4 ! 42.9 12.7 9.5 34.9 1.2 90.5 4.9 3.4 Total % 1.2 1.2 3 1.1 4.6 33.2 1.7 1.81 1.9 0.6 0.4 1.6 0.6 43.2 2.3 1.6 NMA::;UN::;I Out In Total I 106i [92] r: 198[ I t'17I 171 421-161 Rght Thru .J 1 Left 4 Other -----------------_.-----' North j"'7i2412013 07:00 AM i , 7/24/201308:45 AM ! I Class 1 ... 1 _____________ .',.0._-------. i i ,. I . Left Thru Rght Other L 6.L 8r27i22l ~T--- _.J L _ 4.9~: '631 r--1T?] Out In Total NMASONST All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #3 MASON&CHERRYAM : 00000000 : 7/24/2013 :2 1 .-· ·---~fMASONST-- T---CHERRY ST-----r" NMASON ST --,---' .-.- -- - b,_.?tart Tim"e'" R.ghtI'ThsruOI'u~ebftiyontIh'der •••.TO'",· i.'. Rght 1ThrWfuSLtebftoU,"Otdher 1 i. "'P.T-' ;,.' Rght·','Th~u~rtLhebft°:,uOnthder 1 I ~;~~~;dT ~ Peak Hour Analysis From 07:00 AM to 0'8:45 AM . Peak 1 of 1 ~ ,= - =..:...L.=~. """""",.",T"",",,",,Rg"-,-' "ht,Thr~! ' Left! Other'r''oP,T.,., , ;nt.~ Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 1 2 4 7 3 16 I 6 75 8 08:00 AM i 6 4 3 1 141 8 71 4 08:15 AM i 0 2 5 1 8 4 53 3 08:30 AM i 4 2 7 0 13 I 15 87 4 -'T~talVolume-r-1-2-12- 22 5 51! 33 286 19 ._.% App, Total 123,5 23.5 _~~.1 9.8 : 9.3 80,8 5.4 ___ PHF 1.500, .-750 .786 .417 ,797 !§50 ,822 .594 4 93! 5 0 1 2 5 88: 2 1 0 3 4 641 6 2 2 1 3~_"",,0_0 2 16 354 I 18 3 3 8 4,5 ! 56,2 9.4 9.4 25 ,800 .812 ,750 ,375 "".3::.:.7..-.5--.:.::.6.=.:67 8 1 104 3 6 2 80 4 11 1 80 4 7 1 90 7 32 5 354 18 1.3 90,5 4.6 .727 .6?5_~(3,43 ..... - N Out In Total !54l !--ST' 11051 ~~J '--r ~..-- ~. ,._-.-J ..• L ..,.121 12:',~~ Rght Thru Left Other .-. • I 4 ._---,,----"- ~ .....---- .- Peak Hour Data North r i PeakHourBeginsat 07:45AMl i Class1 _ ,_ I ..•. • -: I r-· Left Thru Rght Other L" __31 -3118! .. --,-ill L [~":;NJ L..32! 1 !' .. 681 Out In Total N MASON ST 6 114 I 231 File Name Site Code Start Date Page No Groups Printed- Class 1 .. ,~=-_ :--.~ N MASONST CHERRYST ! NMASONST Southbound Westbound' Northbo'-=u"-nc=d'-----=-:-_ Start Time RghtI Thru I Left~-_="_,_~~ht I Thru i Left; Other i Rght: Thru i _L---:eft;:-,--O_t_h-=er 04:00 PM I 5 6 8 8 80 1 0 I 4 0 3 0- 04:15 PM 6 2 9 4 92 10 0 I 18 1 6 0 04:30 PM! 3 4 4 7 89 3 0 ~ 12 2 2 0 _04:45ToPtMal-~-148 11 135__ 2421 6 96 5 0 : 10 2 1 0 25 357 19 01' 44 5 -1~2°---~0-+ 05 00 PMU 4 16 1 ! 4 142 4 OJ 11 1 2 1 j 3 108 5 1 I 309 05:15 PM 3 3 6 2 i 6 113 5 31 9 1 5 31 2 103 6 31 273 05:30 PM 2 1 4 4 i 4 105 2 1 ! 8 0 8 0: 1 3 77 2 0\ 221 05:45 PM 1 0 2 -it--J~~- 89 5 1 i 6 0 4 0' 2 61 0 1 i 176 totai, 12- 8 28 449 16 - 5-T~ 34 '. 2 19 4: 10 349 13 5j ~~~979 Grand Total I 30 23 70 44 42 806 35 5 78 7 31 4 18 698 25 O.~ I 1923 Apprch % 18 13.8 41.9 26.3 4.7 90.8 3.9 0.61 65 5.8 25.8 3.3 2.4 93.3 3.3 Total % 1.6 1.2 3.6 2.3 2.2 41.9 1.8 0.3, 4.1 0.4 1.6 0.2 0.9 36.3 1.3 0.4 Out In Total ~--741 l.~~B.ZJ ' "2411 I All Traffic Data Services.lnc. Wheat Ridge, CO 80033 303-216-2439 ~-~-----.--~---- ~ I , 30'[ ----:2=3~1~7=O-; "i4l Rght Thru Left Other ~ ~ .... l' i North ~ ~ Left Thru Rght Other ~ ~ ___ _ 71 ,-.-78i~ ---J L76j !~12ol1_196' Out In Total MASON T : #3 MASON&CHERRYPM : 00000000 : 7/24/2013 : 1 CHERRYST---' ---=---c-.--=::Eastbound I Rght I T~~uT Left I Ot~llnt. To;~ 3 63 4 1 , 193 1 77 3 0 I 233 2 97 4 1 246 2 112 1 0 272 -----c8:O--3=-4~f 12 :2!--W4 -- ~~.~~------------- All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #3 MASON&CHERRYPM : 00000000 : 7/24/2013 :2 , 1 . N MASON ST I CHERRY ST N MASON ST CHERRY sf Is.------LT 'R-'-. -I' SO,utLhbft°1und 'Inn~ ,W~sLtbft°~n'~:"""'I__ +-!·n ,. NortLhbft°un.d. ; Eastbound :...,!':lrt Ime i ght,Thru, e .00he, "ef'.TaWI Rght ~ Thru Ie' 9the, , IIpp.T"'"i Rght i T,!1ru; e ! O1he,. ~p,-TaW-+-RC-9-i"T=C--h~t ChrL;rLe~.~.T•"1 "'ol=-he-,-j IIp-p;;"'l'~.'-Tolal I Peak Hour Analysis From 04:00 PM to 05:45 PM . Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM I 3 4 4 16 27 i 7 89 3 0 04:45 PM 4 3 21 9 37 i 6 96 5 0 05:00PM 6 4 16 1 271 4142 4 0 05:15 PM 3 3 6 2 14, 6 113 5 3 Total Volume 16 14-'47~-105i-23 440 17 3 --% --App. -·pBf', Total 15.,667 2 :13.875-3 -~56Q:44.8 .. 26.438 7 .709 i I ,821'=4.8 :91.-pS-1 ':85.3.=5 .0---0.,-,6 ,2=5.=.0_==-=--<.-= 99 ! 12 2 2 0 16 2 97 4 1 104 i 246 107 i 10 2 1 0 13 2 112 1 0 115 j 272 150 : 11 1 2 1 15 3 108 5 1 1171 309 127 ' 9 1 5 3 18 2 103 6 3 114 l 273 483," 42 6 10 '4 62 9 42T)----:r6--5 - 45O-11TOO ! 67.7 9,7 16,1 6,5 2 93}. 3,6 1.1 ,_1-- __ ,805i .875 ,75O ,50O ,333 ,861 ,750 ,938" ,667 ,417 ,962: ,89O Peak Hour Data I'--~-----;, i'_.L' l=§.T'j-, --c.1 -.-4 1.-----.-47 "281 ':"'l RQht Thru Left Other +- L. i N~rth [-Peak Hour Begins at 04:30PM i . I : Class 1,.. " , .. 1 ~ni"" Left Thru Rght other i10T --61 .42_' 41 I ---.-~ I i--,f6 ~ '102' Out L'ln .., . Total N MASONST -----_ .._._---_._--- C=-l····_ ~:~;~~;...... . J . Start Ti!11eI RghtJ.2.§iL_L_eft lather 07:00AM1--"-2 3 1 1 07:15AM I' 0 2 0 2 07:30AM 0 4 1 1 07:45AMi 6 9 0 0 -----Tota-I-!--8 ...18 .2 4 08:00AM 2 8 1 0 08:15AM 0 7 1 1 08:30AM 1 7 0 0 . O~:4~~~! ... 0 6 0 0 3 28 2 1 GrandTotal i 11 46 4 5 Apprch% I 16.7 69.7 6.1 7.6 Total% 1.9 8.1 0.7 0.9 c------- _ .. _--- All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #4 MASON&MAPLEAM : 00000000 : 7/24/2013 : 1 Groups Printed- Class 1 ·······-MAPLE ST I -NMAsorifsl'--------MAPLE ST ._.-: -=--:--,-W-==e.stbound Northbound. Eastboundi .R~ht I Thru-r Left; Other_, ~ght -; Thru i Left-: Other! Rght i Thru: Left I Other !I~t. Total: 1 12 2 4 I 1 3 1 1 : 1" 13() ~-~ 6 22 3 71 1 3 1 1 ' 1 11 1 1 : 62 o 20 3 5 0 4 0 1 1 18 0 0 i 58 3 26 1 9 I 4 1 0 6 2 27 0 2 i 96 16 u 80 9- 25 ' 6 11 '-2 95 69 .1 3 l' ..262 1 27 4 1 3 7 1 0 0 15 2 oi 72 4 32 2 2 1 5 1 0 2 27 0 1 ! 86 2 27 3 1 3 4 0 0 1 30 1 1 : 81 1 26 1 2, 2 7 0 0 0 19 0 ___ ti-.6~ 8 112 . "-10 61 .... ~ 9 23 2 6 --3-'- -91 3 61 307 18 192 19 31 : 15 34 4 9 8 160 4 9 569 6.9 73.8 7.3 11.9 i 24.2 54.8 6.5 14.5 4.4 88.4 2.2 5 3.2 33.7 3.3 5.4 I 2.6 6 0.7 1.6 1.4 28.1 0.7 1.6 NMA~UN~I Out In Total ~ ,__'-.-=···661~· =L-..., .. Llli_4§r-=::~L-'...iJ Rght Thru Left Other .,.1 I I.' ..• ._--- ----_ ..- + I North All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #4 MASON&MAPLEAM : 00000000 : 7/24/2013 :2 . r~:lu~;~~~~JT mT'r'..~;~~~~~~T ..~mm~·~~~:.;b~~;dTl "··r ' ~:;~u~~:•••.m]:I· i~ • i Start Time Rght I Thru Left i Other I App. To", ! Rght Thru I Left lather I App. T~"" Rght! Thru I Left: Other App To,," ,Rght Thru i Left Olher.J App. Tot<oJ" .lnL.~1 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM i 6 9 0 0 151 3 26 08:00 A;W2 8 1 0 11 1 27 08:15 AM 0 7 1 1 9 I 4 32 08:30 AM 1 7 0 0 8 I 2 27 TotalVolume 9 31 2 1 431 10 112 % App. Total i 20.9 72.1 4.7 2.3 I 6.9 77.2 PHFL.375 .861 .500 .250 .717 Lt3.~!J. .875 1 9 39: 4 1 0 4 1 33 3 7 1 2 2 40 1 5 1 3 1 33 i 3 4 0 Tb--13---145 I 11 17 2 6.9"Jl. .L3"0:~m.37.2"5,6" .6g§"_~Lu:906 i .688 .607 .500 N MASON ST c=Out =351 C-43"In 1 ["Total "731 6 11 2 27 0 2 31 I 96 0 0 11 7 2 0 L: ljilJ 0 7 1 6 36 5 99 3 4 111 I 335 16.7 4.5 89.2 2.7 3.6 .250 .818 .625 .825 ---.-375 ----_ .500 ... .841 I .872 I i 1-91"31·--2'-1, R9ht Thru Left Other f-J ..:.. ....• Peak Hour Data t North iPeakHciur"segrrisat07:45AM1 [Class1 ~ ..•. h . ,. Left T~ru Rght Other '-21 --_._171 m .11 .n"_I 61 L4.§': I '361 I 82! Out In Total N MASON ST All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #4 MASON&MAPLEPM : 00000000 : 7/24/2013 : 1 Groups Printed- Class 1 N MASON ST MAPLE ST N MASON ST MAPLE ST Southbound Westbound Northbound Eastbound Start Time Rght I Thru I Left I Other Rght I Thru I Left I Other Rght I Thru I Left I Other Rght I Thru I Left I Other lnt, Total I 04:00 PM 0 10 1 0 4 25 4 0 4 5 1 1 3 25 0 3 86 04:15 PM 1 12 2 1 8 43 4 2 5 14 0 2 0 11 1 1 107 04:30 PM 1 9 0 0 3 26 12 3 4 12 2 5 1 24 1 0 103 04:45 PM 0 9 1 0 3 30 4 0 9 11 2 4 2 30 0 1 106 Total 2 40 4 1 18 124 24 5 22 42 5 12 6 90 2 5 402 05:00 PM 0 10 0 1 1 42 2 1 9 14 1 1 7 51 3 0 143 05:15 PM 0 10 0 2 5 38 5 1 9 12 1 3 0 27 0 0 113 05:30 PM 0 5 0 1 7 34 3 0 3 10 3 0 1 17 3 1 88 05:45 PM 1 8 0 1 2 42 0 1 2 5 0 3 3 14 0 6 88 Total 1 33 0 5 15 156 10 3 23 41 5 7 11 109 6 7 432 Grand Total I 3 73 4 0.; I 33 280 34 2.~ 1 45 83 10 19 1 17 199 8 121 834 Apprch % 3.5 84.9 4.7 9.3 78.9 9.6 28.7 52.9 6.4 12.1 7.2 84.3 3.4 5.1 Total % 0.4 8.8 0.5 4 33.6 4.1 5.4 10 1.2 2.3 2 23.9 1 1.4 Total ~ 4 6 Left 4 Other -f- 0'" "'N ~ oo1ij~ -' T U :~w J W ~o .•• S- North OJ ~~-----. -i CD f-----:J to E:~ f- c~ J'-.~ 7/24/201304:00 PM ~ .c 7/24/201305:45 PM r- ::;; n .,r-gJ, cg -~ Class 1 ON N~ ~Q).c Q ~g :J 0," <5 ~co "'- All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #4 MASON&MAPLEPM :00000000 : 7/24/2013 :2 04:30 PM 1 9 0 0 10 3 26 12 3 44 4 12 2 5 23 1 24 1 0 26 103 04:45 PM 0 9 1 0 10 3 30 4 0 37 9 11 2 4 26 2 30 0 1 33 106 05:00 PM 0 10 0 1 11 1 42 2 1 46 9 14 1 1 25 7 51 3 0 61 143 05:15 PM 0 10 0 2 12 5 38 5 1 49 9 12 1 3 25 0 27 0 0 27 113 Total Volume 1 38 1 3 43 12 136 23 5 176 31 49 6 13 99 10 132 4 1 147 465 %Aoo. Total 2.3 88.4 2.3 7 6.8 77.3 13.1 2.8 31.3 49.5 6.1 13.1 6.8 89.8 2.7 0.7 PHF .250 .950 .250 .375 .896 .600 .810 .479 .417 .898 .861 .875 .750 .650 .952 .357 .647 .333 .250 .602 .813 Peak Hour Data -~ f-ON "- '0> ..,..-.a;J --.! T U :~I\:J'~ ) ~o O>!". North .•.. ~~------. --j f-----::J' ~ f-- 2~ 0_ Peak Hour Begins at 04:30 PM :::j3" -c _ .c , 0> :;;; 6~ -~ - n Q; Class 1 +~f;Q l <5 ::J' ~~ .••. 0;- ro 0- ~<n Out In Total ~ 43 c:JQ[] 1 38 1 3 Jht Thru 1 Left 4 Other AppendiX C -------------------------- -------- HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 7/29/2013 ,}- .....•.. "'). of ~ -, ~ f ~ ~ + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~i~ Dr s. r§ t-, ~ 1~ r ~ ~~~i~rl t:".'§ " ~~';:,tr.e "J,. r:r ff 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 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 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 (prot) 3433 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0.54 1.00 1.00 0.66 1.00 1.00 0.30 1.00 1.00 0.37 1.00 1.00 Satd. Flow (perm) 1945 1863 1583 1223 1863 1583 552 3539 1583 681 3539 1583 Volume (vph) 126 143 148 38 75 33 83 571 42 55 714 183 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 137 155 161 41 82 36 90 621 46 60 776 199 RTOR Reduction (vph) 0 0 0 0 0 31 0 0 21 0 0 92 Lane Group Flow (vph) 137 155 161 41 82 5 90 621 25 60 776 107 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 6 Actuated Green, G (s) 23.9 15.3 100.0 16.3 11.5 11.5 57.6 52.2 52.2 58.2 52.5 52.5 Effective Green, g (s) 26.9 16.8 100.0 19.3 13.0 13.0 60.6 53.7 53.7 61.2 54.0 54.0 Actuated glC Ratio 0.27 0.17 1.00 0.19 0.13 0.13 0.61 0.54 0.54 0.61 0.54 0.54 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 673 313 1583 271 242 206 419 1900 850 495 1911 855 vIs Ratio Prot cO.02 cO.08 0.01 0.04 cO.01 0.18 0.01 cO.22 vIs Ratio Perm 0.03 cO.10 0.02 0.00 0.12 0.02 0.07 0.07 vlc Ratio 0.20 0.50 0.10 0.15 0.34 0.02 0.21 0.33 0.03 0.12 0.41 0.13 Uniform Delay, d1 27.9 37.8 0.0 33.3 39.6 38.0 8.7 13.0 10.9 8.0 13.6 11.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.74 0.68 0.13 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.2 0.1 0.3 0.8 0.0 0.3 0.5 0.1 0.1 0.6 0.3 Delay (s) 28.1 39.0 0.1 33.6 40.4 38.0 6.7 9.2 1.5 8.1 14.2 11.7 Level of Service C D A C D D A A A A B B Approach Delay (s) 21.9 38.1 8.5 13.4 Approach LOS C D A B Intersection Summary HCM Average Control Delay 15.1 HCM Level of Service B HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 48.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/29/2013 Existing Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 ~~~~~~--.---.- HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 7/29/2013 ~ .....•.. "'). -f'" ~ -, ~ t I" '. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ,-~r) ,'- ~.::: !~, «:2 t~~ 1~1' 11 ti 1~'~~~· ~ J r" .\.,- j n 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 4.0 4.0 4.0 4.0 Lane Uti!. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1773 1770 1863 1583 1770 3539 1583 1770 3528 Fit Permitted 0.69 1.00 0.46 1.00 1.00 0.39 1.00 1.00 0.44 1.00 Satd. Flow (perm) 1281 1773 860 1863 1583 730 3539 1583 813 3528 Volume (vph) 5 70 33 56 98 312 19 389 71 284 615 14 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 76 36 61 107 339 21 423 77 309 668 15 RTOR Reduction (vph) 0 19 0 0 0 0 0 0 0 0 1 0 Lane Group Flow (vph) 5 93 0 61 107 339 21 423 77 309 682 0 Turn Type pm+pt pm+pt Free pm+pt Free pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 Free 6 Actuated Green, G (s) 13.4 12.1 24.6 17.8 100.0 50.1 47.5 100.0 64.4 56.3 Effective Green, g (s) 16.4 13.6 26.1 19.3 100.0 53.1 49.0 100.0 65.9 57.8 Actuated glC Ratio 0.16 0.14 0.26 0.19 1.00 0.53 0.49 1.00 0.66 0.58 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 224 241 302 360 1583 430 1734 1583 659 2039 vIs Ratio Prot 0.00 cO.05 0.02 0.06 0.00 0.12 cO.06 0.19 vIs Ratio Perm 0.00 0.04 cO.21 0.02 0.05 cO.25 vlc Ratio 0.02 0.39 0.20 0.30 0.21 0.05 0.24 0.05 0.47 0.33 Uniform Delay, d1 35.0 39.4 28.5 34.5 0.0 11.1 14.8 0.0 7.4 11.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.10 0.46 Incremental Delay, d2 0.0 1.0 0.3 0.5 0.3 0.0 0.3 0.1 0.5 0.4 Delay (s) 35.1 40.4 28.8 35.0 0.3 11.2 15.1 0.1 16.1 5.4 Level of Service D D C D A B B A B A Approach Delay (s) 40.2 11.1 12.7 8.8 Approach LOS D B B A Intersection Summary HCM Average Control Delay 12.0 HCM Level of Service B HCM Volume to Capacity ratio 0.42 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/29/2013 Existing Traffic - AM ELB Enpineerinq, LLC ( Synchro 6 Report Page 1 -----.- ...--~--.--.---. HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 7/29/2013 ..J' -+ ""). .f ~ -, , t I" \. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "t~ 'i·!'~ ,{;', Vc.·1 ;OJ~,,:,-. -;.:/'..'" ) f <~:i;\/~'" -) Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 18 354 420 19 286 33 3 3 18 22 12 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 20 385 457 21 311 36 3 3 20 24 13 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 347 841 1042 1040 613 815 1251 329 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 347 841 1042 1040 613 815 1251 329 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 pOqueue free % 98 97 98 99 96 91 92 98 cM capacity (veh/h) 1212 794 186 221 492 272 165 713 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB 2 SB 1 Volume Total 20 841 367 7 20 50 Volume Left 20 0 21 3 0 24 Volume Right 0 457 36 0 20 13 cSH 1212 1700 794 202 492 270 Volume to Capacity 0.02 0.49 0.03 0.03 0.04 0.19 Queue Length 95th (ft) 1 0 2 2 3 17 Control Delay (s) 8.0 0.0 0.8 23.5 12.6 21.3 Lane LOS A A C B C Approach Delay (s) 0.2 0.8 15.3 21.3 Approach LOS C C Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period (min) 15 Block 23 Redevelopment Project 7/29/2013 Existing Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 7/29/2013 ..J- ""). f +- -, "\ t ;-- \. --+- ! .I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ * ~ 4~ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 3 99 5 10 112 10 2 17 11 2 31 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 3 108 5 11 122 11 2 18 12 2 34 10 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 143 78 39 131 77 24 43 30 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 143 78 39 131 77 24 43 30 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pOqueue free % 100 87 99 99 85 99 100 100 cM capacity (veh/h) 722 810 1033 750 811 1052 1565 1582 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 116 143 33 46 Volume Left 3 11 2 2 Volume Right 5 11 12 10 cSH 816 821 1565 1582 Volume to Capacity 0.14 0.17 0.00 0.00 Queue Length 95th (ft) 12 16 0 0 Control Delay (s) 10.1 10.3 0.5 0.4 Lane LOS B B A A Approach Delay (s) 10.1 10.3 0.5 0.4 Approach LOS B B Intersection Summary Average Delay 8.0 Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period (min) 15 Block 23 Redevelopment Project 7/29/2013 Existing Traffic - AM ELB Engineering, LLC ( Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 7/29/2013 ..)- --+- t f +- '- , t /"" \. ! ../ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19~~)fi jij~ f~'j~ ,1~; ::"? Pj,~~ /\ pi" ~'~l '~~f;' ~]~'1;' '7?l u ~ u'i ' \·'U "E"o-r " u u 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 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 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 (prot) 3433 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0.30 1.00 1.00 0.66 1.00 1.00 0.26 1.00 1.00 0.21 1.00 1.00 Satd. Flow (perm) 1087 1863 1583 1236 1863 1583 484 3539 1583 384 3539 1583 Volume (vph) 275 135 107 47 205 75 61 831 32 80 757 189 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 299 147 116 51 223 82 66 903 35 87 823 205 RTOR Reduction (vph) 0 0 0 0 0 67 0 0 19 0 0 106 Lane Group Flow (vph) 299 147 116 51 223 15 66 903 16 87 823 99 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 6 Actuated Green, G (s) 36.5 24.9 110.0 25.2 19.1 19.1 55.4 50.2 50.2 58.6 51.8 51.8 Effective Green, g (s) 38.0 26.4 110.0 28.2 20.6 20.6 58.4 51.7 51.7 61.6 53.3 53.3 Actuated g/C Ratio 0.35 0.24 1.00 0.26 0.19 0.19 0.53 0.47 0.47 0.56 0.48 0.48 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 661 447 1583 354 349 296 335 1663 744 320 1715 767 vis Ratio Prot cO.06 0.08 0.01 cO.12 0.01 cO.26 cO.02 0.23 vis Ratio Perm 0.10 cO.07 0.03 0.01 0.09 0.01 0.13 0.06 vlc Ratio 0.45 0.33 0.07 0.14 0.64 0.05 0.20 0.54 0.02 0.27 0.48 0.13 Uniform Delay, d1 26.7 34.5 0.0 31.3 41.3 36.7 13.3 20.7 15.6 13.0 19.0 15.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.72 0.24 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.4 0.1 0.2 3.8 0.1 0.3 1.3 0.1 0.5 1.0 0.3 Delay (s) 27.1 34.9 0.1 31.5 45.1 36.8 8.7 16.1 3.8 13.5 20.0 15.9 Level of Service C C A C D D A B A B C B Approach Delay (s) 23.6 41.2 15.2 18.7 Approach LOS C D B B Intersection Summary HCM Average Control Delay 21.1 HCM Level of Service C HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 59.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/29/2013 Existing Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 7/30/2013 ..J- ---+ .,. f 04- '- "\ f ~ '. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "-,1 . ,j\~.< .;;. 'ic, i:~ <i-:j ~".~ ik.,/h [4 '}ii ,~~, "] , ! :..~ I! 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 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1788 1770 1863 1583 1770 3539 1583 1770 3527 Fit Permitted 0.69 1.00 0.41 1.00 1.00 0.38 1.00 1.00 0.31 1.00 Satd. Flow (perm) 1281 1788 770 1863 1583 715 3539 1583 571 3527 Volume (vph) 27 97 35 69 98 290 38 611 96 269 634 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 29 105 38 75 107 315 41 664 104 292 689 16 RTOR Reduction (vph) 0 13 0 0 0 0 0 0 0 0 1 0 Lane Group Flow (vph) 29 130 0 75 107 315 41 664 104 292 704 0 Turn Type pm+pt pm+pt Free pm+pt Free pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 Free 6 Actuated Green, G (s) 18.4 13.9 23.8 16.6 110.0 56.7 52.5 110.0 72.4 62.7 Effective Green, g (s) 21.4 15.4 26.8 18.1 110.0 59.7 54.0 110.0 73.9 64.2 Actuated glC Ratio 0.19 0.14 0.24 0.16 1.00 0.54 0.49 1.00 0.67 0.58 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 276 250 267 307 1583 443 1737 1583 557 2058 vis Ratio Prot 0.01 cO.07 cO.02 0.06 0.00 0.19 cO.08 0.20 vis Ratio Perm 0.01 0.05 cO.20 0.05 0.07 cO.28 vlc Ratio 0.11 0.52 0.28 0.35 0.20 0.09 0.38 0.07 0.52 0.34 Uniform Delay, d1 36.3 43.9 33.1 40.7 0.0 11.8 17.5 0.0 8.5 11.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.89 0.19 Incremental Delay, d2 0.2 2.0 0.6 0.7 0.3 0.1 0.6 0.1 0.8 0.4 Delay (s) 36.4 45.9 33.7 41.4 0.3 11.9 18.2 0.1 16.8 2.7 Level of Service D D C D A B B A B A Approach Delay (s) 44.3 14.2 15.5 6.9 Approach LOS D B B A Intersection Summary HCM Average Control Delay 13.8 HCM Level of Service B HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/29/2013 Existing Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 7/29/2013 .-1 ---to- ""t .- +- -, ~ t I" \.. J. .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 ,.;), (JJ;. (~\ ;Y';':: ';J ;} (~)) Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 16 420 9 17 440 23 10 6 42 47 14 16 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 17 457 10 18 478 25 11 7 46 51 15 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 503 466 1049 1036 461 1068 1029 491 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 503 466 1049 1036 461 1068 1029 491 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 pOqueue free % 98 98 94 97 92 71 93 97 cM capacity (veh/h) 1061 1095 184 224 600 176 226 578 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 Volume Total 17 466 522 17 46 84 Volume Left 17 0 18 11 0 51 Volume Right 0 10 25 0 46 17 cSH 1061 1700 1095 197 600 216 Volume to Capacity 0.02 0.27 0.02 0.09 0.08 0.39 Queue Length 95th (ft) 1 0 1 7 6 43 Control Delay (s) 8.4 0.0 0.5 25.0 11.5 31.9 Lane LOS A A C B D Approach Delay (s) 0.3 0.5 15.2 31.9 Approach LOS C D Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 Block 23 Redevelopment Project 7/29/2013 Existing Traffic -PM ELB Engineering, LLC . - - .-- Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 7/29/2013 » -+ t .f +- -, "\ t I'" \. ! ./ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations (~~ ~~ 4) ~ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 4 132 10 23 136 12 6 49 31 1 38 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 4 143 11 25 148 13 7 53 34 1 41 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 214 144 42 210 128 70 42 87 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 214 144 42 210 128 70 42 87 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pOqueue free % 99 81 99 96 81 99 100 100 cM capacity (veh/h) 621 744 1029 628 759 993 1567 1509 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 159 186 93 43 Volume Left 4 25 7 1 Volume Right 11 13 34 1 cSH 754 750 1567 1509 Volume to Capacity 0.21 0.25 0.00 0.00 Queue Length 95th (ft) 20 24 0 0 Control Delay (s) 11.0 11.4 0.5 0.2 Lane LOS B B A A Approach Delay (s) 11.0 11.4 0.5 0.2 Approach LOS B B Intersection Summary Average Delay 8.2 Intersection Capacity Utilization 33.5% ICU Level of Service A Analysis Period (min) 15 Block 23 Redevelopment Project 7/29/2013 Existing Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 Appendi:Z D HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 7/30/2013 ~ "'). ~ +- -, , t I" \. .......••. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~1 ".r;I' . ~:, t} ~71' ~.u f1 If f" ";i "H' '!r !f! 't~ ;'3 ff';?- ~~ 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 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 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 (prot) 3433 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0.52 1.00 1.00 0.63 1.00 1.00 0.27 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 1896 1863 1583 1168 1863 1583 505 3539 1583 635 3539 1583 Volume (vph) 135 155 160 40 80 35 90 610 45 60 765 195 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 147 168 174 43 87 38 98 663 49 65 832 212 RTOR Reduction (vph) 0 0 0 0 0 33 0 0 23 0 0 99 Lane Group Flow (vph) 147 168 174 43 87 5 98 663 26 65 832 113 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 6 Actuated Green, G (s) 24.8 16.0 100.0 16.8 12.0 12.0 56.7 51.3 51.3 57.7 51.8 51.8 Effective Green, g (s) 27.8 17.5 100.0 19.8 13.5 13.5 59.7 52.8 52.8 60.7 53.3 53.3 Actuated glC Ratio 0.28 0.18 1.00 0.20 0.14 0.14 0.60 0.53 0.53 0.61 0.53 0.53 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 685 326 1583 269 252 214 389 1869 836 469 1886 844 vis Ratio Prot cO.02 cO.09 0.01 0.05 cO.02 0.19 0.01 cO.24 vis Ratio Perm 0.04 cO.11 0.02 0.00 0.13 0.02 0.07 0.07 vlc Ratio 0.21 0.52 0.11 0.16 0.35 0.02 0.25 0.35 0.03 0.14 0.44 0.13 Uniform Delay, d1 27.3 37.4 0.0 33.0 39.2 37.5 9.3 13.7 11.3 8.4 14.3 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.60 0.09 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.4 0.1 0.3 0.8 0.0 0.3 0.5 0.1 0.1 0.8 0.3 Delay (s) 27.5 38.8 0.1 33.2 40.1 37.6 7.5 8.8 1.1 8.5 15.0 12.1 Level of Service C D A C D D A A A A B B Approach Delay (s) 21.6 37.8 8.2 14.1 Approach LOS C D A B Intersection Summary HCM Average Control Delay 15.2 HCM Level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/30/2013 Year 2018 Basline Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 7/30/2013 .,J- t ~ -+- '- ~ t I'" \. + --+- .,; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ';1 :t:) 0, r:; '. /\ /\ F' ~'; :i ''t,~ '::""~. la~(~) 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 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1774 1770 1863 1583 1770 3539 1583 1770 3528 Fit Permitted 0.68 1.00 0.47 1.00 1.00 0.37 1.00 1.00 0.41 1.00 Satd. Flow (perm) 1273 1774 872 1863 1583 695 3539 1583 762 3528 Volume (vph) 5 75 35 60 105 335 20 415 75 305 660 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 5 82 38 65 114 364 22 451 82 332 717 16 RTOR Reduction (vph) 0 19 0 0 0 0 0 0 0 0 1 0 Lane Group Flow (vph) 5 101 0 65 114 364 22 451 82 332 732 0 Turn Type pm+pt pm+pt Free pm+pt Free pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 Free 6 Actuated Green, G (s) 15.2 13.9 26.2 19.4 100.0 46.6 44.0 100.0 62.8 54.7 Effective Green, g (s) 18.2 15.4 27.7 20.9 100.0 49.6 45.5 100.0 64.3 56.2 Actuated g/C Ratio 0.18 0.15 0.28 0.21 1.00 0.50 0.46 1.00 0.64 0.56 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 246 273 316 389 1583 389 1610 1583 639 1983 vis Ratio Prot 0.00 cO.06 0.02 0.06 0.00 0.13 cO.08 0.21 vis Ratio Perm 0.00 0.04 cO.23 0.03 0.05 cO.26 vlc Ratio 0.02 0.37 0.21 0.29 0.23 0.06 0.28 0.05 0.52 0.37 Uniform Delay, d1 33.6 38.0 27.3 33.3 0.0 12.9 17.0 0.0 8.4 12.1 Progression Factor 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.52 0.44 Incremental Delay, d2 0.0 0.9 0.3 0.4 0.3 0.1 0.4 0.1 0.7 0.5 Delay (s) 33.8 38.8 27.6 33.7 0.3 12.9 17.5 0.1 21.8 5.8 Level of Service C D C C A B B A C A Approach Delay (s) 38.6 10.6 14.7 10.8 Approach LOS D B B B Intersection Summary HCM Average Control Delay 13.2 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/30/2013 Year 2018 Basline Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 -- -_._---_._.--- HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 7/30/2013 ..J' --+ '" ~ ....- -, , t ~ \. + ..I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '''' ~v, ~.:" 4-' ,{ii, r ,*,1, Ii ~j' ~\i Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 20 380 10 35 305 20 5 5 20 25 15 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 413 11 38 332 22 5 5 22 27 16 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 353 424 905 891 418 899 886 342 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 353 424 905 891 418 899 886 342 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 pOqueue free % 98 97 98 98 97 89 94 98 cM capacity (veh/h) 1205 1135 231 267 635 237 269 700 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 Volume Total 22 424 391 11 22 60 Volume Left 22 0 38 5 0 27 Volume Right 0 11 22 0 22 16 cSH 1205 1700 1135 248 635 301 Volume to Capacity 0.02 025 0.03 0.04 0.03 0.20 Queue Length 95th (ft) 1 0 3 3 3 18 Control Delay (s) 8.0 0.0 1.1 202 10.9 19.9 Lane LOS A A C B C Approach Delay (s) 0.4 1.1 14.0 19.9 Approach LOS B C Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 59.6% ICU Level of Service B Analysis Period (min) 15 Block 23 Redevelopment Project 7/30/2013 Year 2018 Basline Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 8/27/2013 ,.,i- t of .....- '- -, t ~ \. ~ ..; -+ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations o/.~) ~ t~· '"t:t> Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 105 5 15 120 15 0 20 15 0 35 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 114 5 16 130 16 0 22 16 0 38 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 155 82 43 136 79 30 49 38 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 155 82 43 136 79 30 49 38 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pO queue free % 99 86 99 98 84 98 100 100 cM capacity (veh/h) 700 809 1027 741 811 1045 1558 1572 Direction, Lane # EB 1 WB1 NB 1 SB 1 Volume Total 125 163 38 49 Volume Left 5 16 0 0 Volume Right 5 16 16 11 cSH 811 822 1700 1700 Volume to Capacity 0.15 0.20 0.02 0.03 Queue Length 95th (ft) 14 18 0 0 Control Delay (s) 10.2 10.5 0.0 0.0 Lane LOS B B Approach Delay (s) 10.2 10.5 0.0 0.0 Approach LOS B B Intersection Summary Average Delay 8.0 Intersection Capacity Utilization 23.0% ICU Level of Service A Analysis Period (min) 15 Block 23 Redevelopment Project 8/27/2013 Year 2018 8asline Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 7/30/2013 ..J- "'). .f +- "- "\ t I" '. + ..; -+ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~i ~t <I" '1 ~~ "->r -~ '% , ~ " TT .'t"a ".~! ", %;"-! '1'+ rf " -~ 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 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 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 (prot) 3433 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0.28 1.00 1.00 0.66 1.00 1.00 0.23 1.00 1.00 0.18 1.00 1.00 Satd. Flow (perm) 1015 1863 1583 1223 1863 1583 434 3539 1583 329 3539 1583 Volume (vph) 295 145 115 50 220 80 65 890 35 85 810 202 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 321 158 125 54 239 87 71 967 38 92 880 220 RTOR Reduction (vph) 0 0 0 0 0 70 0 0 20 0 0 115 Lane Group Flow (vph) 321 158 125 54 239 17 71 967 18 92 880 105 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 6 Actuated Green, G (s) 37.3 25.7 110.0 25.8 19.7 19.7 54.4 49.2 49.2 58.0 51.0 51.0 Effective Green, g (s) 38.8 27.2 110.0 28.8 21.2 21.2 57.4 50.7 50.7 61.0 52.5 52.5 Actuated g/C Ratio 0.35 0.25 1.00 0.26 0.19 0.19 0.52 0.46 0.46 0.55 0.48 0.48 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 657 461 1583 358 359 305 308 1631 730 294 1689 756 vIs Ratio Prot cO.06 0.08 0.01 cO.13 0.01 cO.27 cO.02 0.25 vIs Ratio Perm 0.11 cO.08 0.03 0.01 0.11 0.01 0.15 0.07 vlc Ratio 0.49 0.34 0.08 0.15 0.67 0.05 0.23 0.59 0.02 0.31 0.52 0.14 Uniform Delay, d1 26.4 34.0 0.0 30.9 41.1 36.2 14.1 22.0 16.2 14.0 20.0 16.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.53 0.55 0.10 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.4 0.1 0.2 4.6 0.1 0.4 1.5 0.1 0.6 1.2 0.4 Delay (s) 27.0 34.5 0.1 31.1 45.7 36.3 7.8 13.6 1.7 14.6 21.2 16.5 Level of Service C C A C D D A B A B C B Approach Delay (s) 23.4 41.5 12.8 19.8 Approach LOS C D B B Intersection Summary HCM Average Control Delay 20.7 HCM Level of Service C HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period (rnin) 15 c Critical Lane Group Block 23 Redevelopment Project 7/30/2013 Year 2018 Baseline Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 -_ __._-_ _._.__ --- .....• _----._-- _. HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 7/30/2013 ",J- ••••• .f ...- '- ~ t I" \.. -... + ..; Movement EBl EBT EBR WBl WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1;'-..• :') .'~'- 0 '.'-,., '''.~ ~,) ~ f' .,", , ~:», ,. -'-'.(I: ~ ".' :(l "';~'~) 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 4.0 4.0 4.0 4.0 Lane Uti!. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1786 1770 1863 1583 1770 3539 1583 1770 3528 Fit Permitted 0.68 1.00 0.39 1.00 1.00 0.37 1.00 1.00 0.25 1.00 Satd. Flow (perm) 1273 1786 720 1863 1583 680 3539 1583 464 3528 Volume (vph) 30 105 40 75 105 310 40 685 105 290 680 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 114 43 82 114 337 43 745 114 315 739 16 RTOR Reduction (vph) 0 13 0 0 0 0 0 0 0 0 1 0 Lane Group Flow (vph) 33 144 0 82 114 337 43 745 114 315 754 0 Turn Type pm+pt pm+pt Free pm+pt Free pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 Free 6 Actuated Green, G (s) 19.2 14.7 25.0 17.6 110.0 51.3 47.1 110.0 71.4 61.7 Effective Green, g (s) 22.2 16.2 28.0 19.1 110.0 54.3 48.6 110.0 72.9 63.2 Actuated glC Ratio 0.20 0.15 0.25 0.17 1.00 0.49 0.44 1.00 0.66 0.57 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 284 263 268 323 1583 392 1564 1583 549 2027 vis Ratio Prot 0.01 cO.08 cO.02 0.06 0.01 0.21 cO.11 0.21 vis Ratio Perm 0.02 0.05 cO.21 0.05 0.07 cO.27 vlc Ratio 0.12 0.55 0.31 0.35 0.21 0.11 0.48 0.07 0.57 0.37 Uniform Delay, d1 35.7 43.5 32.3 40.0 0.0 14.5 21.7 0.0 10.1 12.7 Progression Factor 1.01 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.41 0.20 Incremental Delay, d2 0.2 2.3 0.7 0.7 0.3 0.1 1.0 0.1 1.3 0.5 Delay (s) 36.2 46.0 33.0 40.7 0.3 14.6 22.7 0.1 15.6 3.1 Level of Service D D C D A B C A B A Approach Delay (s) 44.3 14.0 19.5 6.7 Approach LOS D B B A Intersection Summary HCM Average Control Delay 15.1 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/30/2013 Year 2018 Baseline Traffic -PM ElB Engineering, LLC Synchro 6 Report Page 1 ------- -,_._--,----_.,._-- HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 7/30/2013 /- ""). ~ --to- +- '- "\ t ~ \. ! ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Y:'1 >~,'if, ) €'ijB: IZ', '~'J .'i';, rr'? ~:{~/ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 20 450 10 20 470 25 15 10 45 50 15 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 489 11 22 511 27 16 11 49 54 16 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 538 500 1136 1120 495 1155 1111 524 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 538 500 1136 1120 495 1155 1111 524 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 pOqueue free % 98 98 90 95 91 63 92 96 cM capacity (veh/h) 1030 1064 156 198 575 148 200 553 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 Volume Total 22 500 560 27 49 92 Volume Left 22 0 22 16 0 54 Volume Right 0 11 27 0 49 22 cSH 1030 1700 1064 171 575 189 Volume to Capacity 0.02 0.29 0.02 0.16 0.09 0.49 Queue Length 95th (ft) 2 0 2 14 7 60 Control Delay (s) 8.6 0.0 0.6 30.0 11.8 41.0 Lane LOS A A D B E Approach Delay (s) 0.4 0.6 18.3 41.0 Approach LOS C E Intersection Summary Average Delay 4.6 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 Block 23 Redevelopment Project 7/30/2013 Year 2018 Baseline Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 --~------- ~-- HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 8/27/2013 ~ -+ "l- of +- '- "\ t I" \.. + ..I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4- ~ f,,) ~ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 140 10 25 145 15 0 55 35 0 40 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 152 11 27 158 16 0 60 38 0 43 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 220 144 46 212 128 79 49 98 vC1, stage 1 cont vol vC2, stage 2 conf vol vCu, unblocked vol 220 144 46 212 128 79 49 98 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pOqueue free % 99 80 99 96 79 98 100 100 cM capacity (veh/h) 609 747 1023 622 763 982 1558 1495 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 168 201 98 49 Volume Left 5 27 0 0 Volume Right 11 16 38 5 cSH 755 753 1700 1700 Volume to Capacity 0.22 0.27 0.06 0.03 Queue Length 95th (ft) 21 27 0 0 Control Delay (s) 11.1 11.5 0.0 0.0 Lane LOS B B Approach Delay (s) 11.1 11.5 0.0 0.0 Approach LOS B B Intersection Summary Average Delay 8.1 Intersection Capacity Utilization 31.8% ICU Level of Service A Analysis Period (min) 15 Block 23 Redevelopment Project 8/27/2013 Year 2018 Baseline Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 ...~----. ------------ AppendiX ~ HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 7/31/2013 ; ""'t f ...- -, "\ t ~ \.. + --+ ./ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ll;~;~ 'h" ~~:i' ~[1 ». ~~~" ~t1 t~~.l~, ~i ~ q:~ ;~ ~ 1 r \1~ ,~)~,t· ~ r::§ 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 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 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 (prot) 3433 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0.52 1.00 1.00 0.63 1.00 1.00 0.27 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 1896 1863 1583 1168 1863 1583 501 3539 1583 635 3539 1583 Volume (vph) 145 155 160 40 80 35 90 610 45 60 770 200 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 158 168 174 43 87 38 98 663 49 65 837 217 RTOR Reduction (vph) 0 0 0 0 0 33 0 0 23 0 0 101 Lane Group Flow (vph) 158 168 174 43 87 5 98 663 26 65 837 116 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 6 Actuated Green, G (s) 24.8 16.0 100.0 16.8 12.0 12.0 56.7 51.3 51.3 57.7 51.8 51.8 Effective Green, g (s) 27.8 17.5 100.0 19.8 13.5 13.5 59.7 52.8 52.8 60.7 53.3 53.3 Actuated glC Ratio 0.28 0.18 1.00 0.20 0.14 0.14 0.60 0.53 0.53 0.61 0.53 0.53 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 685 326 1583 269 252 214 387 1869 836 469 1886 844 vIs Ratio Prot cO.02 cO.09 0.01 0.05 cO.02 0.19 0.01 cO.24 vIs Ratio Perm 0.04 cO.11 0.02 0.00 0.13 0.02 0.07 0.07 vlc Ratio 0.23 0.52 0.11 0.16 0.35 0.02 0.25 0.35 0.03 0.14 0.44 0.14 Uniform Delay, d1 27.4 37.4 0.0 33.0 39.2 37.5 9.3 13.7 11.3 8.4 14.3 11.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.49 0.03 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.4 0.1 0.3 0.8 0.0 0.3 0.5 0.1 0.1 0.8 0.3 Delay (s) 27.6 38.8 0.1 33.2 40.1 37.6 8.3 7.2 0.4 8.5 15.0 12.1 Level of Service C D A C D D A A A A B B Approach Delay (s) 21.8 37.8 6.9 14.1 Approach LOS C D A B Intersection Summary HCM Average Control Delay 14.9 HCM Level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 51.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/31/2013 Year 2018 TOTAL - AM ELB Engineering, LLC Synchro 6 Report Page 1 -----------_._-----_. --- HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 7/31/2013 ..J' ---+ ""). f +- "- "\ t r '... ! ../ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ro:~~ i[~ .;1¥:. iff ~~~ ~1!~11" >,;t-v:r: ;:;-,~ l~,fii' n ! ~ b it., .- "1i "r g,iJ~ 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 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1766 1770 1863 1583 1770 3539 1583 1770 3523 Fit Permitted 0.68 1.00 0.43 1.00 1.00 0.37 1.00 1.00 0.41 1.00 Satd. Flow (perm) 1266 1766 807 1863 1583 691 3539 1583 757 3523 Volume (vph) 10 85 45 60 110 335 25 415 75 305 660 20 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 11 92 49 65 120 364 27 451 82 332 717 22 RTOR Reduction (vph) 0 21 0 0 0 0 0 0 0 0 2 0 Lane Group Flow (vph) 11 120 0 65 120 364 27 451 82 332 737 0 Turn Type pm+pt pm+pt Free pm+pt Free pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 Free 6 Actuated Green, G (s) 16.2 14.8 27.0 20.2 100.0 47.0 43.1 100.0 61.9 52.5 Effective Green, g (s) 19.2 16.3 28.6 21.7 100.0 50.0 44.6 100.0 63.4 54.0 Actuated glC Ratio 0.19 0.16 0.29 0.22 1.00 0.50 0.45 1.00 0.63 0.54 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 258 288 311 404 1583 404 1578 1583 630 1902 vis Ratio Prot 0.00 cO.07 0.02 0.06 0.00 0.13 cO.08 0.21 vis Ratio Perm 0.01 0.04 cO.23 0.03 0.05 cO.26 vlc Ratio 0.04 0.42 0.21 0.30 0.23 0.07 0.29 0.05 0.53 0.39 Uniform Delay, d1 32.8 37.6 26.7 32.8 0.0 12.7 17.6 0.0 8.8 13.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.37 0.42 Incremental Delay, d2 0.1 1.0 0.3 0.4 0.3 0.1 0.5 0.1 0.8 0.6 Delay (s) 33.0 38.4 27.1 33.2 0.3 12.8 18.0 0.1 21.6 6.2 Level of Service C D C C A B B A C A Approach Delay (s) 38.0 10.7 15.2 11.0 Approach LOS D B B B Intersection Summary HCM Average Control Delay 13.7 HCM Level of Service B HCM Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 100.0 Sum of lost time (5) 8.0 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/31/2013 Year 2018 TOTAL - AM ELB Enainp.p.rinn I I r: Synchro 6 Report Page 2 -~----~------- ---- HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 10/16/2013 ..J' "')- ("" .....- '- "\ t I" '. + -to- .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '1 t} ~ ~ ,.~?) '~~f 1% u .:;?i..•• ~I Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 20 385 10 20 305 35 10 5 25 25 15 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 418 11 22 332 38 11 5 27 27 16 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 370 429 867 880 424 886 867 351 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 370 429 867 880 424 886 867 351 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 pO queue free % 98 98 96 98 96 89 94 98 cM capacity (veh/h) 1189 1130 248 275 630 243 280 693 Direction, Lane # EB 1 EB2 WB 1 WB2 NB 1 NB2 SB 1 Volume Total 22 429 22 370 16 27 60 Volume Left 22 0 22 0 11 0 27 Volume Right 0 11 0 38 0 27 16 cSH 1189 1700 1130 1700 256 630 309 Volume to Capacity 0.02 0.25 0.02 0.22 0.06 0.04 0.19 Queue Length 95th (ft) 1 0 1 0 5 3 18 Control Delay (s) 8.1 00 8.2 0.0 20.0 11.0 19.4 Lane LOS A A C B C Approach Delay (s) 0.4 0.5 14.4 19.4 Approach LOS B C Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 10/16/20132018 Total Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 .... _ ... --.--- ---- HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 10/16/2013 ..J- "'). ~ ......- -, ~ t I" \,. + --+ ot/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4; 4", ~ r~ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 120 5 20 125 20 0 30 20 0 45 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 130 5 22 136 22 0 33 22 0 49 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 188 109 54 168 103 43 60 54 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 188 109 54 168 103 43 60 54 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pO queue free % 99 83 99 97 83 98 100 100 cM capacity (veh/h) 656 781 1013 690 787 1027 1544 1551 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 141 179 54 60 Volume Left 5 22 0 0 Volume Right 5 22 22 11 cSH 783 796 1700 1700 Volume to Capacity 0.18 0.23 0.03 0.04 Queue Length 95th (ft) 16 22 0 0 Control Delay (s) 10.6 10.8 0.0 0.0 Lane LOS B B Approach Delay (s) 10.6 10.8 0.0 0.0 Approach LOS B B Intersection Summary Average Delay 7.9 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 10/16/20132018 Total Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Cherry Street & Alley 7/31/2013 't ~ -+- --+ "\ I'" Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1;'00;~. \" . ",f" .\ ~'1 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 425 5 0 360 0 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 462 5 0 391 0 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 467 856 465 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 467 856 465 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pOqueue free % 100 100 99 cM capacity (veh/h) 1094 328 598 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 467 391 5 Volume Left 0 0 0 Volume Right 5 0 5 cSH 1700 1700 598 Volume to Capacity 0.27 0.23 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.0 11.1 Lane LOS B Approach Delay (s) 0.0 0.0 11.1 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 32.7% ICU Level of Service A Analysis Period (min) 15 Block 23 Redevelopment Project 7/31/2013 Year 2018 TOTAL - AM ELB Enqineerina. LLC Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 15: Maple & Maple Street Access 10/16/2013 ..J- --+ +- -, '. ..; Movement EBL EBT WBT WBR SBL SBR Lane Configurations ~~'> ("~~. \1 f •..••? Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 20 125 140 20 25 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 136 152 22 27 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 174 342 163 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 174 342 163 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pO queue free % 98 96 98 cM capacity (veh/h) 1403 644 882 Direction, Lane # EB 1 WB 1 SB 1 SB2 Volume Total 158 174 27 16 Volume Left 22 0 27 0 Volume Right 0 22 0 16 cSH 1403 1700 644 882 Volume to Capacity 0.02 0.10 0.04 0.02 Queue Length 95th (ft) 1 0 3 1 Control Delay (s) 1.2 0.0 10.8 9.2 Lane LOS A B A Approach Delay (s) 1.2 0.0 10.2 Approach LOS B Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 29.6% ICU Level of Service A Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 10/16/201320'8 Total Traffic - AM ELB Engineering, LLC ----------------------------------------. ------._--_ .. Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 7/31/2013 ~ "t ~ +- -, "\ t I" \. ~ --. .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'igfB~ ,~\ ;~ ~Sf }1 tt if!! ';';i ;t~,i~\ 1J r~? ~~ ~J].;J1 ~:P;/ " , ~ 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 4.0 4.0 4.0 4.0 4.0 4.0 Lane Uti!. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 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 (prot) 3433 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0.28 1.00 1.00 0.66 1.00 1.00 0.20 1.00 1.00 0.18 1.00 1.00 Satd. Flow (perm) 1021 1863 1583 1223 1863 1583 381 3539 1583 344 3539 1583 Volume (vph) 305 145 115 50 220 80 165 895 35 85 815 210 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 332 158 125 54 239 87 179 973 38 92 886 228 RTOR Reduction (vph) a 0 0 0 a 70 0 a 21 0 a 126 Lane Group Flow (vph) 332 158 125 54 239 17 179 973 17 92 886 102 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 6 Actuated Green, G (s) 37.4 25.8 110.0 25.9 19.8 19.8 57.3 49.1 49.1 54.9 47.9 47.9 Effective Green, g (s) 38.9 27.3 110.0 28.9 21.3 21.3 60.3 50.6 50.6 57.9 49.4 49.4 Actuated g/C Ratio 0.35 0.25 1.00 0.26 0.19 0.19 0.55 0.46 0.46 0.53 0.45 0.45 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 659 462 1583 359 361 307 331 1628 728 291 1589 711 vis Ratio Prot cO.06 0.08 0.01 cO.13 cO.05 cO.27 0.02 0.25 vIs Ratio Perm 0.12 cO.08 0.03 0.01 0.25 0.01 0.14 0.06 vlc Ratio 0.50 0.34 0.08 0.15 0.66 0.05 0.54 0.60 0.02 0.32 0.56 0.14 Uniform Delay, d1 26.4 34.0 0.0 30.8 41.0 36.1 14.7 22.1 16.2 14.9 22.3 17.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.57 0.45 0.08 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.4 0.1 0.2 4.5 0.1 1.7 1.6 0.1 0.6 1.4 0.4 Delay (s) 27.0 34.4 0.1 31.0 45.5 36.2 24.7 11.5 1.3 15.5 23.7 18.3 Level of Service C C A C D D C B A B C B Approach Delay (s) 23.5 41.3 13.2 22.0 Approach LOS C D B C Intersection Summary HCM Average Control Delay 21.3 HCM Level of Service C HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/31/2013 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 7/31/2013 ..J- --+ •••• .f ...- -, "'\ t I" '. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ 'fi' 't~ ,t:;! iJ r. .~.,;.1 . ,(\;:':.,. ~ {~1' P ~ , 'tr.i~ 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 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1778 1770 1863 1583 1770 3539 1583 1770 3528 Fit Permitted 0.68 1.00 0.35 1.00 1.00 0.37 1.00 1.00 0.25 1.00 Satd. Flow (perm) 1273 1778 661 1863 1583 680 3539 1583 464 3528 Volume (vph) 35 115 50 75 105 310 50 685 105 290 680 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 38 125 54 82 114 337 54 745 114 315 739 16 RTOR Reduction (vph) 0 15 0 0 0 0 0 0 0 0 1 0 Lane Group Flow (vph) 38 164 0 82 114 337 54 745 114 315 754 0 Turn Type pm+pt pm+pt Free pm+pt Free pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free 2 Free 6 Actuated Green, G (s) 20.3 15.7 25.7 18A 110.0 52.8 47.2 110.0 70.5 59A Effective Green, g (s) 23.3 17.2 28.7 19.9 110.0 55.8 48.7 110.0 72.0 60.9 Actuated g/C Ratio 0.21 0.16 0.26 0.18 1.00 0.51 OA4 1.00 0.65 0.55 Clearance Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 297 278 261 337 1583 415 1567 1583 533 1953 vis Ratio Prot 0.01 cO.09 cO.03 0.06 0.01 0.21 cO.10 0.21 vis Ratio Perm 0.02 0.06 cO.21 0.06 0.07 cO.28 vlc Ratio 0.13 0.59 0.31 0.34 0.21 0.13 OA8 0.07 0.59 0.39 Uniform Delay, d1 34.9 43.1 31.9 39.3 0.0 13.8 21.6 0.0 10A 13.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.84 0.17 Incremental Delay, d2 0.2 3.2 0.7 0.6 0.3 0.1 1.0 0.1 1.6 0.5 Delay (s) 35.1 46A 32.6 39.9 0.3 13.9 22.7 0.1 20.7 2.9 Level of Service D D C D A B C A C A Approach Delay (s) 44A 13.7 19.3 8.1 Approach LOS D B B A Intersection Summary HCM Average Control Delay 15.8 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 7/31/2013 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 10/16/2013 ~ 't f' ~ "- "\ t I'" \. ~ ..; --+ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1£] (~ ~~:~ (4;of,'J 'l f1 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 20 455 15 25 470 25 20 10 50 50 15 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 495 16 27 511 27 22 11 54 54 16 22 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 538 511 1155 1139 503 1177 1133 524 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 538 511 1155 1139 503 1177 1133 524 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 pO queue free % 98 97 86 94 90 61 92 96 cM capacity (veh/h) 1030 1054 151 192 569 140 193 553 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 Volume Total 22 511 565 33 54 92 Volume Left 22 0 27 22 0 54 Volume Right 0 16 27 0 54 22 cSH 1030 1700 1054 162 569 181 Volume to Capacity 0.02 0.30 0.03 0.20 0.10 0.51 Queue Length 95th (ft) 2 0 2 18 8 64 Control Delay (s) 8.6 0.0 0.7 32.6 12.0 44.1 Lane LOS A A D B E Approach Delay (s) 0.3 0.7 19.7 44.1 Approach LOS C E Intersection Summary Average Delay 5.0 Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 10/16/2013 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 ------------_ .._-------------- HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 10/16/2013 ..J- --+ l- of +- -, "\ t I'" \.. * ../ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +t~ ~ ~ t~ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 5 155 10 30 150 20 0 65 45 0 60 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 168 11 33 163 22 0 71 49 0 65 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 266 188 68 258 166 95 71 120 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 266 188 68 258 166 95 71 120 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pO queue free % 99 76 99 94 78 98 100 100 cM capacity (veh/h) 555 707 995 561 727 962 1530 1468 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 185 217 120 71 Volume Left 5 33 0 0 Volume Right 11 22 49 5 cSH 713 713 1700 1700 Volume to Capacity 0.26 0.31 0.07 0.04 Queue Length 95th (ft) 26 32 0 0 Control Delay (s) 11.8 12.3 0.0 0.0 Lane LOS B B Approach Delay (s) 11.8 12.3 0.0 0.0 Approach LOS B B Intersection Summary Average Delay 8.2 Intersection Capacity Utilization 36.0% ICU Level of Service A Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 10/16/2013 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 13: Cherry Street & ALLEY 7/31/2013 --tIo- •• .f +- -, I'" Movement EBT EBR WBL WBT NBL NBR Lane Configurations !v:i\ ~:' /~\ [;'7 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 545 5 0 595 0 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 592 5 0 647 0 5 Pedestrians Lane Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 598 1242 595 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 598 1242 595 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pOqueue free % 100 100 99 cM capacity (veh/h) 979 193 504 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 598 647 5 Volume Left 0 0 0 Volume Right 5 0 5 cSH 1700 1700 504 Volume to Capacity 0.35 0.38 0.01 Queue Length 95th (ft) 0 0 1 Control Delay (s) 0.0 0.0 12.2 Lane LOS B Approach Delay (s) 0.0 0.0 12.2 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15 Block 23 Redevelopment Project 7/31/2013 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 3 ----~----- ~--. _.- [772472613 07:00 AM , 7/24/201308:45 AM ! ! classl. 1 -- , L_ ..~ i- 621 L 1351 Out In Total , NMA~()N~T i __ • ._ •••• u_ _ _ 2 881 196 d-5 - 3~;90 -1 ~~~ 173 3,6 i .583 .. !1~6 ; 1359 ! [··1"4 f5] :.._??? 4:! Out In Total N f'nl ~r::~~VE Rght Thru Left Other .-J 1 ~ North i ! 7/24/2013 07:o5)i.M- j' j 7/24/201308:45 AM i lc;I!l~§ 1_._._._.._ .. __oj --------_._----- I 'J215J 1 ~8_ZJ [21021 Out In Total N COLLEGE AVE I 1. --- North r 7/7/24/24/201307:2013 08:00 45 AM'I AM Class 1 I 1---------_. __._----, I i •. I ! i [~ Left Thru Rght Other :-1191 10431 _801 '''51 [-, I ! ~g] I 1k47, ~?jj Out In Tolal N r.OLLEGE AVE