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OLD TOWN FLATS - FDP - FDP130049 - REPORTS - TRAFFIC STUDY (3)
Appendix A Old Town Flats - PDP Revised - Transportation Impact Analysis ELB Engineering, LLC October 2013 Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Project Name Location~~&?-;<..S-.oc.J L 23 Ci-\C.U:-.Y ItJl."-,, - I G.. ~~7'~ IM/Y::;(?,J TIS Assumptions I < , Type of Study Full: ('1ntennedia.!Y'! ,,/' Study Area Boundaries NOlth~l-l-6~ r S-outh:\IA-,~ East: /_ ~-b West: \"~~-I- Study Years Short Range: 2cl'i( Long Range: Future Traffic Growth Rate {f."b/vJ~ I I Study Intersections 1. All adciss drives 5. riA" _ L L-. "-~79 .~ 2.0:,l-.....a:,E: Ic::..I-tS1..l2-1 6. I 3./.:~. .:;;-c- -;:,. / r-L~;;::.U; 7. 4. /0).,\= i=-I / ~\~~, ( 8. Time Period for Study :1\'~ 7:00-9:00 ~ 4:00-6:00 I Sat Noon: Trip Generation Rates ir6 -A7TS c.:'G T;>t;- 22..0 Trip Adjustment Factors Passby: 0<"/0 Captive Market: O~ Overall Trip Distribution SEE ATTACHED SKETCH V Mode Split Assumptions f-...l C) .•••. J-C;- ,/ Committed Roadway Improvements ~o~ Other Traffic Studies NQ~k:~~ Areas Requiring Special Study R~",e~/V'..seu~s fJo$~/ble. ..f/Uv~!d'tr~c.II';"'" -1'.1:0 5-1 1-r(1,c. ., f,Ch\ SLt,5 ..., t:::rVt -17 r~~ ;411e;.sl"r -e.,•• ~s ~t. . ~(,-.oCC'S.Tt!'S ( Date: __ ~ __ ~~ __ ~ ~-7~-7 _ Traffic Engineer: ------';;;:....,,~-=-:-~~~f:::::=====------------------------ Local Entity Engi neer: ----f,--"-=----"---'--=-+---------...L.-,L=-'-f--'-""'---------------- Page 4-34 Larimer County Urban Area Street Standards - Repealed and Reenacted April 1, 2007 Adopted by Larimer County.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 Old Town Flats - POP Revised - Transportation Impact Analysis ELB Engineering, LLC October 2013 All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #2 COLLEGE&CHERRYAM : 00000000 : 7/24/2013 : 1 Groups Printed- Class 1 N COLLEGE AVE CHERRYST N COLLEGE AVE CHERRY 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 In!. Total I 07:00AM 28 133 14 0 4 11 5 0 6 95 5 1 20 20 8 0 350 07:15AM 34 131 20 0 9 11 3 0 7 118 4 2 32 23 25 4 423 07:30 AM 35 179 19 1 5 18 6 0 14 100 11 0 25 36 27 0 476 07:45 AM 65 199 16 2 9 22 12 0 13 134 11 1 48 38 38 2 610 Total 162 642 69 3 27 62 26 0 40 447 31 4 125 117 98 6 1859 08:00 AM 35 160 15 1 6 18 11 2 7 141 28 0 26 41 29 2 522 08:15 AM 32 185 10 1 6 13 3 1 11 149 19 1 29 36 28 2 526 08:30 AM 51 170 14 1 12 22 12 0 11 147 25 0 45 28 31 1 570 08:45AM 49 160 19 0 8 19 9 2 11 159 16 0 29 37 31 1 550 Total 167 675 58 3 32 72 35 5 40 596 88 1 129 142 119 6 2168 Grand Total 1 329 1317 127 O.~ 1 59 134 61 1.~ 1 80 1043 119 o.~I 254 259 217 121 4027 Apprch % 18.5 74 7.1 22.8 51.7 23.6 6.4 83.6 9.5 34.2 34.9 29.2 1.6 Total % 8.2 32.7 3.2 0.1 1.5 3.3 1.5 0.1 2 25.9 3 0.1 6.3 6.4 5.4 0.3 N [TIN] Out opm In 1 Total 30981 I 329 1317 127 6 Jht Thru Left Other .•. I 4 ~~ r-, r-r- 0'" ~C\i ~.J T U t-~ ..J ~o :-::w Trn m5. ~ IE~ 'El- m:~..t- ;c-, ------, North .-.....::-~":i T~ " m ~ 7/2412013 07:00 AM ~Oi~ c: .••. ~l: 7/241201308:45 AM r W (j G_~ N!;a: l'I .•. +~~ 61[) N~ ~(I) Class 1 a ~9: s: 6 ~rn g. "'OJ All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #2 COLLEGE&CHERRYAM : 00000000 : 7/24/2013 :2 07:45 AM 65 199 16 2 282 9 22 12 0 43 13 134 11 1 159 48 38 38 2 126 610 08:00AM 35 160 15 1 211 6 18 11 2 37 7 141 28 0 176 26 41 29 2 98 522 08:15 AM 32 185 10 1 228 6 13 3 1 23 11 149 19 1 180 29 36 28 2 95 526 08:30AM 51 170 14 1 236 12 22 12 0 46 11 147 25 0 183 45 28 31 1 105 570 Total Volume 183 714 55 5 957 33 75 38 3 149 42 571 83 2 698 148 143 126 7 424 2228 % App. Total 19.1 74.6 5.7 0.5 22.1 50.3 25.5 2 6 81.8 11.9 0.3 34.9 33.7 29.7 1.7 PHF .704 .897 .859 .625 .848 .688 .852 .792 .375 .810 .808 .958 .741 .500 .954 .771 .872 .829 .875 .841 .913 Peak Hour Data -~~ ~ ~~-..J .A. U f- I ~o ..J -::r"'" , .••.s. North C) ~~------. -i E~ -e- f- t-2~ Peak Hour Begins at 07:45AM ~:~n E Class 1 +~~ r 6'" -~ •... ~ Q -0 Q) 5 :9l":r , ~~ "'I» <D - .A. ~ Left Thru I Rght r Other 83 571 42 2 DQQ] 698 1 15981 Out In Total N All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 G p. t d CI File Name Site Code Start Date Page No : #2 COLLEGE&CHERRYPM : 00000000 : 7/24/2013 : 1 roups rm e - ass N COLLEGE AVE CHERRYST N COLLEGE AVE CHERRYST Southbound Westbound Northbound Eastbound Start Time Rght I Thru I LeftI Other Rght I Thru I LeftI Other Rght I Thru I LeftI Other Rght I Thru I LeftI Other Int. Total I 04:00 PM 38 113 12 0 22 29 12 0 3 147 13 1 14 18 31 0 453 04:15 PM 50 227 23 0 15 51 7 0 6 216 12 2 31 35 64 3 742 04:30 PM 45 170 25 0 16 48 6 0 5 222 10 2 20 28 63 0 660 04:45 PM 40 187 12 0 22 45 14 0 11 203 19 3 34 31 72 2 695 Total 173 697 72 0 75 173 39 0 25 788 54 8 99 112 230 5 2550 05:00 PM 54 173 20 0 22 61 20 0 10 190 20 3 22 41 76 0 712 05:15 PM 53 170 15 0 38 56 8 0 7 195 27 3 19 33 64 0 688 05:30 PM 48 143 18 2 33 41 11 0 3 183 19 0 15 27 43 0 586 05:45 PM 34 209 14 0 24 35 6 0 5 203 22 0 17 21 39 0 629 Total 189 695 67 2 117 193 45 0 25 771 88 6 73 122 222 0 2615 Grand Total1 362 1392 139 0·11 192 366 84 gl 50 1559 142 141 172 234 452 o.~1 5165 Apprch % 19.1 73.5 7.3 29.9 57 13.1 2.8 88.3 8 0.8 19.9 27.1 52.4 Total% 7 27 2.7 3.7 7.1 1.6 1 30.2 2.7 0.3 3.3 4.5 8.8 0.1 ~~ -~f2 ~ ~'ffi~ ..J i U~ ~~ ~o ",s. M "gJ """., -C---------. North +--::-rw l cc .E~ I- ~"c'" , ~~ 7/24/201304:00 PM ~3" 1'-.<::: 7/241201305:45 PM r '" ~~ ~n ~~~ 0'" U)~ Class 1 i-l CD Q os. s: 6 zr- "'Ol ~o "'- 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 04:15 PM 50 227 23 0 300 15 51 7 0 73 6 216 12 2 236 31 35 64 3 133 742 04:30 PM 45 170 25 0 240 16 48 6 0 70 5 222 10 2 239 20 28 63 0 111 660 04:45 PM 40 187 12 0 239 22 45 14 0 81 11 203 19 3 236 34 31 72 2 139 695 05:00 PM 54 173 20 0 247 22 61 20 0 103 10 190 20 3 223 22 41 76 0 139 712 Total Volume 189 757 80 0 1026 75 205 47 0 327 32 831 61 10 934 107 135 275 5 522 2809 % App. Total 18.4 73.8 7.8 0 22.9 62.7 14.4 0 3.4 89 6.5 1.1 20.5 25.9 52.7 1 PHF .875 .834 .800 .000 .855 .852 .840 .588 .000 .794 .727 .936 .763 .833 .977 .787 .823 .905 .417 .939 .946 Peak Hour Data ~~ f- 15'" ~."'j te-.1 T U -::'" :r" ~o •.. s. "~.':f- :0 .c-~ North f-:::r"-~o e", i , " ""_ Peak Hour Begins at 04:15 PM -0.<0 : Class 1 +~~ r "'~ s: '" Q ~g 15 :CD ~o ::r ".•.. '" - All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 G P'tdCI File Name Site Code Start Date Page No : #1COLLEGE&MAPLEAM : 00000000 : 7/24/2013 : 1 roues nn e - ass N COLLEGE AVE MAPLEST N COLLEGE AVE MAPLEST 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 07:00AM 1 80 63 1 48 11 10 3 10 52 6 1 3 8 2 0 299 07:15 AM 0 104 74 1 41 21 8 0 5 93 5 0 1 8 0 0 361 07:30 AM 2 133 76 1 44 29 17 4 2 84 5 2 3 14 2 0 418 07:45AM 2 173 86 0 71 28 16 1 12 92 3 0 9 20 0 0 513 Total 5 490 299 3 204 89 51 8 29 321 19 3 16 50 4 0 1591 08:00AM 6 135 61 2 84 16 9 0 25 91 5 2 6 16 1 0 459 08:15 AM 1 152 61 2 79 33 20 0 16 101 7 0 8 11 2 0 493 08:30 AM 5 155 76 1 78 21 11 0 18 105 4 0 10 23 2 0 509 08:45 AM 0 130 69 1 66 21 16 0 13 123 5 0 6 14 3 0 467 Total 12 572 267 6 307 91 56 0 72 420 21 2 30 64 8 0 1928 Grand Total I 17 1062 566 0.; I 511 180 107 o.! I 101 741 40 o.~I 46 114 12 ~I 3519 Apprch % 1 64.2 34.2 63.4 22.3 13.3 11.4 83.5 4.5 26.7 66.3 7 Total % 0.5 30.2 16.1 0.3 14.5 5.1 3 2.9 21.1 1.1 0.1 1.3 3.2 0.3 Out In Total 1 12641 1654 1 29181 17 1062 566 9 ;Jht Thru Left Other ..I •. 4 ro~ '" .•. 15 ..•. "--ai--l T Urn I- ...J -~~ ~ ~o ~s. .;..: . .'" 2---. North f---~~ ..; I- ~oo C:O <J:>_ 7/24/201307:00 AM ~3" .••. n .<: 7/24/2013 08:45 AM .I'";r- :::~ ~ ID Class 1 o~ '" 0 ~..; .<: rn9- 5' 00., 5 '" ~OO "'- Other ~ 887 1 21021 Out In Total A E 5 All Traffic Data Services, Inc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #1COLLEGE&MAPLEAM : 00000000 : 7/24/2013 :2 07:45 AM 2 173 86 0 261 71 28 16 1 116 12 92 3 0 107 9 20 0 0 291 513 08:00AM 6 135 61 2 204 84 16 9 0 109 25 91 5 2 123 6 16 1 0 23 459 08:15 AM 1 152 61 2 216 79 33 20 0 132 16 101 7 0 124 8 11 2 0 21 493 08:30 AM 5 155 76 1 237 78 21 11 0 110 18 105 4 0 127 10 23 2 0 35 509 Total Volume 14 615 284 5 918 312 98 56 1 467 71 389 19 2 481 33 70 5 0 108 1974 % App. Total 1.5 67 30.9 0.5 66.8 21 12 0.2 14.8 80.9 4 0.4 30.6 64.8 4.6 0 PHF .583 .889 .826 .625 .879 .929 .742 .700 .250 .884 .710 .926 .679 .250 .947 .825 .761 .625 .000 .771 .962 Peak Hour Data ro~ oN '" '$.J i v", f- -' :-:T~ '" ~o ",s;. R~_~ North --I '" f- '-2~ M~ cor.n c Class Peak Hour 1 Begins at 07:45 AM +~~ r 8)..• 5" o~ Q s: '" ~~ 6 :!:!T l~ """'- " Out In Total CZQ§J 918 1 16241 14 615 284 5 ;Jht Thru 1 Left 4 Other All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 G P' d CI File Name Site Code Start Date Page No :#1COLLEGE&MAPLEPM : 00000000 : 7/24/2013 : 1 roues rmte - ass N COLLEGE AVE MAPLEST N COLLEGE AVE MAPLEST 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 ] 04:00 PM 2 102 54 1 66 24 28 3 14 112 12 2 7 27 3 1 458 04:15 PM 1 176 74 2 65 24 20 7 24 162 19 0 12 7 1 0 594 04:30 PM 5 137 63 2 80 22 16 0 22 159 8 0 4 24 6 1 549 04:45 PM 0 157 73 4 75 24 17 0 26 146 8 1 3 25 9 4 572 Total 8 572 264 9 286 94 81 10 86 579 47 3 26 83 19 6 2173 05:00 PM 9 164 59 5 70 28 16 2 24 144 3 1 16 41 11 0 593 05:15 PM 6 131 59 7 80 27 17 1 18 154 6 0 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 4 77 34 16 9 43 138 8 1 8 11 5 0 589 Total 23 572 249 17 308 119 68 18 101 570 23 6 40 93 30 0 2237 Grand Total 1 31 1144 513 26 1 594 213 149 28 1 187 1149 70 o.~1 66 176 49 JI 4410 Apprch % 1.8 66.7 29.9 1.5 60.4 21.6 15.1 2.8 13.2 81.2 4.9 22.2 59.3 16.5 Total % 0.7 25.9 11.6 0.6 13.5 4.8 3.4 0.6 4.2 26.1 1.6 0.2 1.5 4 1.1 ~~ ;§w ~~-..1 T U'" ~o -' :r~ ....s•. ~~-f- . North .--::r"2~ --i , 0> 7/24/201304:00 PM ffi.E n 7/241201305:45 PM r";.'~ :-- - .•.. Class 1 CD CD~ 6 Q) 0 :<:D'" ;. ~-0>0>0- -"i 9- , -a> 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 :2 04:15 PM 1 176 74 2 253 65 24 20 7 116 24 162 19 0 205 12 7 1 0 20 594 04:30 PM 5 137 63 2 207 80 22 16 0 118 22 159 8 0 189 4 24 6 1 35 549 04:45 PM 0 157 73 4 234 75 24 17 0 116 26 146 8 1 181 3 25 9 4 41 572 05:00 PM 9 164 59 5 237 70 28 16 2 116 24 144 3 1 172 16 41 11 0 68 593 Total Volume 15 634 269 13 931 290 98 69 9 466 96 611 38 2 747 35 97 27 5 164 2308 % App. Total 1.6 68.1 28.9 1.4 62.2 21 14.8 1.9 12.9 81.8 5.1 0.3 21.3 59.1 16.5 3 PHF .417 .901 .909 .650 .920 .906 .875 .863 .321 .987 .923 .943 .500 .500 .911 .547 .591 .614 .313 .603 .971 Peak Hour Data -~ f-OM "- '~ ~ -~-' .-J T "L.:a'N J"<D ~o -0 0>5- North .eD .- ~~-f-- -+ +--~(-i 0 N E~ 6~ -~ ..M.o~ o_ !&:: '+ Class Peak Hour 1 Begins at 04:15 PM +~ffi r- Q "00 0> 6-;5" s: D OJ !:J" !leD ~~ "". 00- Out In Total ~ 93t 1 18591 15 634 269 13 :tt Thru 1 Left 4 Other 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 Groups Printed- Class 1 N MASONST CHERRYST N MASONST CHERRYST 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 1 Other Rght1 Thru 1 Left I Other lnt, Total I 07:00 AM 0 2 5 1 1 39 3 1 2 0 1 4 1 44 3 2 109 07:15 AM 0 0 3 4 6 40 1 4 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 Total 3 8 18 10 20 204 12 11 12 4 4 10 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 3 5 0 0 2 1 90 7 1 228 08:45AM 4 1 9 4 18 56 1 3 2 1 0 6 1 69 7 0 182 Total 14 9 24 6 45 267 12 15 15 4 2 12 5 319 22 8 779 ~~ ~~.J T ~;:: ..J U ;::r~ "'=> North --i !J) w..c----+ .--::T .••. £~ I- 2::j "'- 7/24/201307:00 AM s: 7/241201308:45 AM r- -~ n ..r-~~ 8'" "C'),0> ~ Class 1 0 ~d s: S' 0""'- " 6 <~'" 0"" -.,- Grand Total 1 17 Apprch % 18.5 Total % 1.2 17 42 18.5 45.7 1.2 3 171~ 111~~ 1.1 4.6 471 80.4 33.2 i.~1 42~~ 1.8 1.9 8 12.7 0.6 6 9.5 0.4 34.221 9 1.6 33 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 :2 07:45 AM 2 4 7 3 16 6 75 8 4 93 5 0 1 2 8 1 104 3 6 114 231 08:00 AM 6 4 3 1 14 8 71 4 5 88 2 1 0 3 6 2 80 4 2 88 196 08:15 AM 0 2 5 1 8 4 53 3 4 64 6 2 2 1 11 1 80 4 5 90 173 08:30AM 4 2 7 0 13 15 87 4 3 109 5 0 0 2 7 1 90 7 1 99 228 Total Volume 12 12 22 5 51 33 286 19 16 354 18 3 3 8 32 5 354 18 14 391 828 %App. Total 23.5 23.5 43.1 9.8 9.3 80.8 5.4 4.5 56.2 9.4 9.4 25 1.3 90.5 4.6 3.6 PHF .500 .750 .786 .417 .797 .550 .822 .594 .800 .812 .750 .375 .375 .667 .727 .625 .851 .643 .583 .857 .896 Peak Hour Data -~ ~~~ U f- El'" OCO T ~o ...J ::rw -w coS. North .•.. """, -l .E~ ~~----. ._::r", .0_ f- Peak Hour Begins at 07:45 AM 2~ ~5" 8M -~ ""~ s: n Class 1 ..r~lO Q r .•.. ~.6 .s:: , "~'" ::r '- ~~ •••.!l!. All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 File Name Site Code Start Date Page No : #3 MASON&CHERRYPM : 00000000 : 7/24/2013 : 1 Groups Printed- Class 1 N MASONST CHERRYST N MASONST CHERRY 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 tnt. Total I 04:00 PM 5 6 8 7 8 80 1 0 4 0 3 0 3 63 4 1 193 04:15 PM 6 2 9 4 4 92 10 0 18 1 6 0 1 77 3 0 233 04:30 PM 3 4 4 16 7 89 3 0 12 2 2 0 2 97 4 1 246 04:45 PM 4 3 21 9 6 96 5 0 10 2 1 0 2 112 1 0 272 Total 18 15 42 36 25 357 19 0 44 5 12 0 8 349 12 2 944 05:00 PM 6 4 16 1 4 142 4 0 11 1 2 1 3 108 5 1 309 05:15 PM 3 3 6 2 6 113 5 3 9 1 5 3 2 103 6 3 273 05:30 PM 2 1 4 4 4 105 2 1 8 0 8 0 3 77 2 0 221 05:45 PM 1 0 2 1 3 89 5 1 6 0 4 0 2 61 0 1 176 Total 12 8 28 8 17 449 16 5 34 2 19 4 10 349 13 5 979 Grand Total 1 30 23 70 441 42 806 35 O.~ 1 78 7 31 3.~ 1 18 698 25 .: 1 1923 Apprch % 18 13.8 41.9 26.3 4.7 90.8 3.9 65 5.8 25.8 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 I~ c:Out I :=:BJq&In zlom Total 30 23 70 44 .Rght J Thru 1 Left 4 Other North T 7/24/201304:00 PM 7/24/201305:45 PM Class 1 ~ Left Thru T Rght r Other 31 7 78 4 I ~~LJ]§J Out In Total NMASON!':T 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 04:30 PM 3 4 4 16 27 7 89 3 0 99 12 2 2 0 16 2 97 4 1 104 246 04:45 PM 4 3 21 9 37 6 96 5 0 107 10 2 1 0 13 2 112 1 0 115 272 05:00 PM 6 4 16 1 27 4 142 4 0 150 11 1 2 1 15 3 108 5 1 117 309 05:15 PM 3 3 6 2 14 6 113 5 3 127 9 1 5 3 18 2 103 6 3 114 273 Total Volume 16 14 47 28 105 23 440 17 3 483 42 6 10 4 62 9 420 16 5 450 1100 % App. Total 15.2 13.3 44.8 26.7 4.8 91.1 3.5 0.6 67.7 9.7 16.1 6.5 2 93.3 3.6 1.1 PHF .667 .875 .560 .438 .709 .821 .775 .850 .250 .805 .875 .750 .500 .333 .861 .750 .938 .667 .417 .962 .890 Peak Hour Data -"'~ ~ ~1ii~ U f- 0'" -' T :-::TI\w ) ~o os. ~~-. North -i cc 0 +-----2 £ £~ f- "'- Peak Hour Begins at 04:30 PM ~5" 6v -~ lOCi; 6 n s: Class 1 r~:Of 0 r :::; ~9: 1Se. w ~w R r ht Other 42 4 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 N MASONST MAPLEST NMASONST MAPLEST 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 Int. Total I 07:00AM 2 3 1 1 1 12 2 4 1 3 1 1 1 13 0 0 46 07:15 AM 0 2 0 2 6 22 3 7 1 3 1 1 1 11 1 1 62 07:30 AM 0 4 1 1 0 20 3 5 0 4 0 1 1 18 0 0 58 07:45 AM 6 9 0 0 3 26 1 9 4 1 0 6 2 27 0 2 96 Total 8 18 2 4 10 80 9 25 6 11 2 9 5 69 1 3 262 08:00 AM 2 8 1 0 1 27 4 1 3 7 1 0 0 15 2 0 72 08:15 AM 0 7 1 1 4 32 2 2 1 5 1 0 2 27 0 1 86 08:30AM 1 7 0 0 2 27 3 1 3 4 0 0 1 30 1 1 81 08:45AM 0 6 0 0 1 26 1 2 2 7 0 0 0 19 0 4 68 Total 3 28 2 1 8 112 10 6 9 23 2 0 3 91 3 6 307 Grand Total I 11 46 4 7.~ I 18 192 19 31 I 15 34 4 14.; I 8 160 4 JI 569 Apprch % 16.7 69.7 6.1 6.9 73.8 7.3 11.9 24.2 54.8 6.5 4.4 88.4 2.2 Total % 1.9 8.1 0.7 0.9 3.2 33.7 3.3 5.4 2.6 6 0.7 1.6 1.4 28.1 0.7 ~~ ;§M ..•~-..J .J' i U "-'~ 00 ~o .....•. North <D 0", -l cOO ~.c-, -~ CX>t- ~ 7/24/201307:00 AM .--2~ "'~ N:; 7/24/201308:45 AM .c m +~U; 0 -~ ~+ Class 1 6N m~ £ <D Q tr ~~ Wo> 0 ~~ <D - 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 07:45 AM 6 9 0 0 15 3 26 1 9 39 4 1 0 6 11 2 27 0 2 31 96 08:00 AM 2 8 1 0 11 1 27 4 1 33 3 7 1 0 11 0 15 2 0 17 72 08:15 AM 0 7 1 1 9 4 32 2 2 40 1 5 1 0 7 2 27 0 1 30 86 08:30 AM 1 7 0 0 8 2 27 3 1 33 3 4 0 0 7 1 30 1 1 33 81 Total Volume 9 31 2 1 43 10 112 10 13 145 11 17 2 6 36 5 99 3 4 111 335 % App. Total 20.9 72.1 4.7 2.3 6.9 77.2 6.9 9 30.6 47.2 5.6 16.7 4.5 89.2 2.7 3.6 PHF .375 .861 .500 .250 .717 .625 .875 .625 .361 .906 .688 .607 .500 .250 .818 .625 .825 .375 .500 .841 .872 Peak Hour Data -"'M ~ OJ ~---.J ..•. U f-15'" - ...J I ~o ::T~ -0 ~~ "'"'" .c-~ North +--::T~ --i '" f-- 2~ "'~ Peak Hour Begins at 07:45 AM ~5" J:n : Class 1 ..r-r ~o '" ... 6 0) ~ :(Q l):T ~ ~~ "...'.. - , ~'" All Traffic Data Services,lnc. Wheat Ridge, CO 80033 303-216-2439 G P' d CI File Name Site Code Start Date Page No : #4 MASON&MAPLEPM :00000000 : 7/24/2013 : 1 roues nnte - ass N MASON ST MAPLEST N MASON ST MAPLE ST Southbound Westbound Northbound Eastbound Start Time Rght I Thru I Left I Other Rght I Thru I Left lather 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 1 3 73 4 JI 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 ~~ "'~~ T u ..J :::FW ~o t- -w .,.,,- "':0 North --i co ..sgj CD ~ 1:t- -----. .--:::F", 2~ 1'-- 7/24/201304:00 PM +t.c 7/24/201305:45 PM r -~ n ,r-~~ Class 1 6'" "'~ ~~ ~C]) Q s: 6 :::F 8~ ~co ~ Left Thru T R r ht Other 10 83 45 19 c:::.:ill.J 157 ~ Out In Total NMA N T 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 :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 % App. 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 ~~ ON .•.-a;-.J T U I- ..J --:"r~ , ~o O>!:'. North .•.. N" ~ io---; f---:-r~ -i I- 2~ 0_ Peak Hour Begins at 04:30PM ~.r:: r :;: 8~ -~ ~Q; n .r:: Class 1 +~r:Q zr l ~g .•.. '" 6 ~()1 0- 1 3 Left Other 4 ~ Left Thru T 6 49 ~ [:J1Q] Out Total T AppendiX C Old Town Flats - POP Revised - Transpot1ation Impact Analysis ELB Engineering, LLC October 2013 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 7/29/2013 ~ .,. t' +- -, -, t I" '. + ..; -+ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ideal Lane Flow Configurations (vphpl) 1900 'i'i 1900 t 1900 " 1900 '\ 1900 t 1900 " 1900 'i 1900 tt 1900 " 1900 'i 1900 tt 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 0.54 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 ..J- "'). • .....-- '- , t I'" '. + -+ .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Ideal Flow Configurations (vphpl) 1900 'i 1900 t. 1900 1900 'i 1900 + 1900 7' 1900 'i 1900 ++ 1900 7' 1900 'i 1900 +t. 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 En[lineering, LLC I Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 7/29/2013 ~ -+ •••••• of +- '- "\ t ~ \. ! .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Sign Lane Control Configurations 'i Free ~ Free • Stop 4' " 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 NB2 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 ~ -+ l- ~ +- -, "" t I" '. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ ~ 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 (ft/s) 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 vC1, 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 # EB1 WB1 NB1 SB1 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 r ~ + -cI Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'Ii'li + r' Ideal Flow (vphpl) 1900 1900 1900 1900 'Ii 1900 + 1900 r 1900 'Ii 1900 ++ 1900 r' 1900 , 1900 ++ 1900 r' 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 ~ •••••• ~ +- -, "\ t /'" \.. --+ + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ ~ ~ t ." ~ tt ." ~ t~ 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 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 --+ "'). of +- "'- ~ t I" 7/29/2013 \.. + ..; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i 1+ 4+ 4' ." 4+ 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 / l- ~ +- "'- "\ t I"" '. ! ..; ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Sign Lane Control Configurations 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 vC1, 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 AppendiK 1/ Old Town Flats - PDP Revised - Transportation Impact Analysis ELB Engineering, LLC October 2013 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 1/21/2014 .,J- --+ ~ -# ~ '- "'\ t I" ~ + ..I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i'i + 'f 'i + 'f 'i ++ 'f 'i ++ 'f 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 0.52 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 507 3539 1583 634 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 56.6 51.3 51.3 57.8 51.9 51.9 Effective Green, g (s) 27.8 17.5 100.0 19.8 13.5 13.5 59.6 52.8 52.8 60.8 53.4 53.4 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 269 252 214 388 1869 836 470 1890 845 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 8.3 14.2 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.49 0.02 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 0.7 0.3 Delay (s) 27.5 38.8 0.1 33.2 40.1 37.6 7.6 7.2 0.3 8.5 14.9 12.0 Level of Service C D A C D D A A A A B B Approach Delay (s) 21.6 37.8 6.9 14.0 Approach LOS C D A B Intersection Summary HCM Average Control Delay 14.8 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 1/21/2014 Year 2018 Basline Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 1/21/2014 .,I- --+ ,. (' -+- -, "\ t I" \. ~ <f4I' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations "i t. "i t ." "i tt ." "i tt. 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 UtiI. 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 879 1863 1583 695 3539 1583 761 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) 15.5 14.2 26.5 19.7 100.0 46.3 43.7 100.0 62.5 54.4 Effective Green, g (s) 18.5 15.7 28.0 21.2 100.0 49.3 45.2 100.0 64.0 55.9 Actuated g/C Ratio 0.18 0.16 0.28 0.21 1.00 0.49 0.45 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) 249 279 320 395 1583 387 1600 1583 636 1972 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 0.36 0.20 0.29 0.23 0.06 0.28 0.05 0.52 0.37 Uniform Delay, d1 33.3 37.7 27.1 33.1 0.0 13.0 17.2 0.0 8.5 12.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.47 0.44 Incremental Delay, d2 0.0 0.8 0.3 0.4 0.3 0.1 0.4 0.1 0.7 0.5 Delay (s) 33.3 38.5 27.4 33.5 0.3 13.1 17.6 0.1 21.8 5.9 Level of Service C D C C A B B A C A Approach Delay (s) 38.3 10.5 14.9 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 Synchro 6 Report Page 2 Block 23 Redevelopment Project 1/21/2014 Year 2018 Basline Traffic - AM ELB Engineering, LLC HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 1/21/2014 ,J- ......• ~ .f +- '- ~ f I'" '. + wt!I' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ., ~ 4+ 4' 7' 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 20 380 10 20 305 35 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 22 332 38 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 370 424 880 875 418 875 861 351 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 370 424 880 875 418 875 861 351 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 pOqueue free % 98 98 98 98 97 89 94 98 cM capacity (veh/h) 1189 1135 243 277 635 249 282 693 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 Volume Total 22 424 391 11 22 60 Volume Left 22 0 22 5 0 27 Volume Right 0 11 38 0 22 16 cSH 1189 1700 1135 259 635 314 Volume to Capacity 0.02 0.25 0.02 0.04 0.03 0.19 Queue Length 95th (ft) 1 0 1 3 3 17 Control Delay (s) 8.1 0.0 0.6 19.5 10.9 19.1 Lane LOS A A C B C Approach Delay (s) 0.4 0.6 13.8 19.1 Approach LOS B C Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 Block 23 Redevelopment Project 1/21/2014 Year 2018 Basline Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 1/21/2014 ,,;. --+- "'). • +- -, ~ t ~ \. + .I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 1+ 1+ 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 pOqueue 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 1/21/2014 Year 2018 Basline Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 2 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College ". Ave ~ (US287) .,. 1/21/2014 '" ...- -, "\ t /'" \. + .f4I' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ + ." ~ + ." ~ ++ ." 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 0.23 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 85 810 205 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 92 880 223 RTOR Reduction (vph) 0 0 0 0 0 70 0 0 20 0 0 117 Lane Group Flow (vph) 321 158 125 54 239 17 71 967 18 92 880 106 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 0.48 0.44 0.06 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 7.2 11.2 1.0 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 10.6 19.8 Approach LOS C D B B Intersection Summary HCM Average Control Delay 20.0 HCM Level of Service B 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 (min) 15 c Critical Lane Group Block 23 Redevelopment Project 1/21/2014 Year 2018 Baseline Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 1/21/2014 ..J' .....••. ~ ., +- '- "\ t r \.. ! <f4I' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ 1+ Ideal Flow (vphpl) 1900 1900 1900 1900 ~ 1900 + 1900 7' 1900 ~ 1900 ++ 1900 7' 1900 ~ 1900 +1+ 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 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 0.27 1.00 Satd. Flow (perm) 1273 1786 727 1863 1583 680 3539 1583 499 3528 Volume (vph) 30 105 40 75 105 310 40 655 105 290 680 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 43 712 114 315 739 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 43 712 114 315 754 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) 19.4 14.9 25.2 17.8 110.0 52.2 48.0 110.0 71.2 61.5 Effective Green, g (s) 22.4 16.4 28.2 19.3 110.0 55.2 49.5 110.0 72.7 63.0 Actuated glC Ratio 0.20 0.15 0.26 0.18 1.00 0.50 0.45 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) 286 266 271 327 1583 398 1593 1583 552 2021 vIs Ratio Prot 0.01 cO.08 cO.02 0.06 0.01 0.20 cO.10 0.21 vIs Ratio Perm 0.02 0.05 cO.21 0.05 0.07 cO.28 vlc Ratio 0.12 0.54 0.30 0.35 0.21 0.11 0.45 0.07 0.57 0.37 Uniform Delay, d1 35.5 43.3 32.2 39.8 0.0 14.0 20.8 0.0 9.8 12.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.59 0.20 Incremental Delay, d2 0.2 2.3 0.6 0.6 0.3 0.1 0.9 0.1 1.3 0.5 Delay (s) 35.7 45.6 32.8 40.5 0.3 14.1 21.7 0.1 16.8 3.1 Level of Service D D C D A B C A B A Approach Delay (s) 43.9 13.9 18.5 7.1 Approach LOS D B B A Intersection Summary HCM Average Control Delay 14.8 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 59.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Block 23 Redevelopment Project 1/21/2014 Year 2018 Baseline Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 1/21/2014 ..J- .,. .f +- -\.. -, t r \. -+ + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i t. ~ 4 ~ ~ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 20 450 10 20 470 25 15 10 45 50 20 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 22 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 1139 1120 495 1155 1111 524 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 538 500 1139 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 pO queue free % 98 98 89 95 91 63 89 96 cM capacity (veh/h) 1030 1064 152 198 575 148 200 553 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 Volume Total 22 500 560 27 49 98 Volume Left 22 0 22 1~ 0 54 Volume Right 0 11 27 0 49 22 cSH 1030 1700 1064 168 575 190 Volume to Capacity 0.02 0.29 0.02 0.16 0.09 0.52 Queue Length 95th (ft) 2 0 2 14 7 65 Control Delay (s) 8.6 0.0 0.6 30.5 11.8 42.6 Lane LOS A A D B E Approach Delay (s) 0.4 0.6 18.5 42.6 Approach LOS C E Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 Block 23 Redevelopment Project 1/21/2014 Year 2018 Baseline Traffic -PM ELB Enqineerinq. LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 1/21/2014 ,J- ,. of ~ '- , t r \.. + ..; --+ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ t. t. 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 vC 1, stage 1 conf 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 1/21/2014 Year 2018 Baseline Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 2 AppendiX ~ Old Town Flats - POP Revised - Transportation Impact Analysis ELB Engineering, LLC October 2013 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College Ave (US287) 1/20/2014 ..J- .....• "t of ...- '- "\ t ". '. + ..; Movement EBl EBT EBR WBl WBT WBR NBl NBT NBR SBl SBT SBR Ideal lane Flow Configurations (vphpl) 1900 'i'i 1900 t 1900 " 1900 'i 1900 t 1900 " 1900 'i 1900 tt 1900 " 1900 'i 1900 tt 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 0.49 1.00 1.00 0.64 1.00 1.00 0.28 1.00 1.00 0.35 1.00 1.00 Satd. Flow (perm) 1775 1863 1583 1192 1863 1583 526 3539 1583 657 3539 1583 Volume (vph) 145 155 160 40 80 35 90 615 45 60 770 205 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 98 668 49 65 837 223 RTOR Reduction (vph) 0 0 0 0 0 34 0 0 21 0 0 94 lane Group Flow (vph) 158 168 174 43 87 4 98 668 28 65 837 129 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) 24.5 15.6 100.0 16.0 11.1 11.1 63.2 57.7 57.7 63.8 58.0 58.0 Effective Green, g (s) 24.5 15.6 100.0 16.0 11.1 11.1 63.2 57.7 57.7 63.8 58.0 58.0 Actuated glC Ratio 0.24 0.16 1.00 0.16 0.11 0.11 0.63 0.58 0.58 0.64 0.58 0.58 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 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) 591 291 1583 219 207 176 401 2042 913 484 2053 918 vis Ratio Prot cO.03 cO.09 0.01 0.05 cO.01 0.19 0.01 cO.24 vis Ratio Perm 0.04 cO.11 0.02 0.00 0.14 0.02 0.08 0.08 vlc Ratio 0.27 0.58 0.11 0.20 0.42 0.02 0.24 0.33 0.03 0.13 0.41 0.14 Uniform Delay, d1 30.0 39.1 0.0 36.2 41.4 39.6 7.7 11.0 9.1 7.0 11.6 9.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.11 0.47 0.02 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.8 0.1 0.4 1.4 0.1 0.3 0.4 0.1 0.1 0.6 0.3 Delay (s) 30.2 41.9 0.1 36.6 42.8 39.7 8.8 5.6 0.3 7.2 12.2 9.9 level of Service C D A D D D A A A A B A Approach Delay (s) 23.7 40.5 5.7 11.4 Approach lOS C D A B Intersection Summary HCM Average Control Delay 13.9 HCM level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle length (s) 100.0 Sum of lost time (8) 12.0 Intersection Capacity Utilization 51.1% ICU level of Service A Analysis Period (min) 15 c Critical lane Group OLD TOWN FLATS DEVELOPMENT 1/20/20142018 Total Traffic - AM ElB Engineering, llC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave (US287) 1/20/2014 ,J- --. .,. of +- '-- '*\ t ~ ~ + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ., ~ ., t " ., tt " ., t~ 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 0.40 1.00 1.00 0.37 1.00 1.00 0.42 1.00 Satd. Flow (perm) 1266 1766 748 1863 1583 691 3539 1583 789 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 20 0 0 0 0 0 0 0 0 2 0 Lane Group Flow (vph) 11 121 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) 15.5 14.3 25.5 20.3 100.0 54.2 50.4 100.0 66.5 58.7 Effective Green, g (s) 15.5 14.3 25.5 20.3 100.0 54.2 50.4 100.0 66.5 58.7 Actuated glC Ratio 0.16 0.14 0.26 0.20 1.00 0.54 0.50 1.00 0.66 0.59 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 202 253 264 378 1583 416 1784 1583 643 2068 vIs Ratio Prot 0.00 cO.07 0.02 0.06 0.00 0.13 cO.06 0.21 vIs Ratio Perm 0.01 0.05 cO.23 0.03 0.05 cO.28 vlc Ratio 0,05 0.48 0.25 0.32 0.23 0.06 0.25 0.05 0.52 0.36 Uniform Delay, d1 35.9 39.4 29.1 33.9 0.0 10.7 14.1 0.0 7.4 10.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.37 0.38 Incremental Delay, d2 0.1 1.4 0.5 0.5 0.3 0.1 0.3 0.1 0.7 0.5 Delay (s) 36.0 40.9 29.6 34.4 0.3 10.7 14.4 0.1 18.1 4.6 Level of Service D D C C A B B A B A Approach Delay (s) 40.5 11.3 12.2 8.8 Approach LOS D B B A Intersection Summary HCM Average Control Delay 12.2 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group OLD TOWN FLATS DEVELOPMENT 1/20/20142018 Total Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 1/20/2014 ."J- -+ " of +- -, -, t I'" \. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i t. 'i t. 4' " 4+ 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 vC1, 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 pOqueue 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 0.0 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 1/20/20142018 Total Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 1/20/2014 -'" -+ " .- +- '- "" t ~ ~ + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4t 4t ~ ~ 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 pOqueue 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% leu Level of Service A Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 1/20/20142018 Total Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 13: Cherry Street & Cherry Street Access 1/20/2014 .....• •• of +- "\ I'" Movement EBT EBR WBL WBT NBL NBR Lane Configurations t. ; 7' 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 vC 1, 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 WB1 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 OLD TOWN FLATS DEVELOPMENT 1/20/20142018 Total Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 15: Maple & Maple Street Access 1/20/2014 ; .....••. ...- -, \.. .tel Movement EBL EBT WBT WBR SBL SBR Sign Lane Control Configurations Free 4' Free 1+ Stop 'I r' 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 WB1 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 1/20/20142018 Total Traffic - AM ELB Engineering, LLC Synchro 6 Report Page 4 HCM Signalized Intersection Capacity Analysis 5: Cherry Street & College ". Ave -+ (US287) "'). 1/20/2014 ~ +- '- ~ t I" \.. ! .I Movement E8L E8T E8R W8L W8T W8R N8L N8T N8R S8L S8T S8R Lane Configurations ~~ t f' ~ t f' ~ tt f' ~ tt f' 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 0.17 1.00 1.00 Satd. Flow (perm) 1021 1863 1583 1223 1863 1583 427 3539 1583 325 3539 1583 Volume (vph) 305 145 115 50 220 80 65 895 135 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 71 973 147 92 886 228 RTOR Reduction (vph) 0 0 0 0 0 70 0 0 79 0 0 120 Lane Group Flow (vph) 332 158 125 54 239 17 71 973 68 92 886 108 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 54.4 49.1 49.1 57.8 50.8 50.8 Effective Green, g (s) 38.9 27.3 110.0 28.9 21.3 21.3 57.4 50.6 50.6 60.8 52.3 52.3 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) 659 462 1583 359 361 307 306 1628 728 291 1683 753 vIs Ratio Prot cO.06 0.08 0.01 cO.13 0.01 cO.27 cO.02 0.25 vIs Ratio Perm 0.12 cO.08 0.03 0.01 0.11 0.04 0.15 0.07 vlc Ratio 0.50 0.34 0.08 0.15 0.66 0.05 0.23 0.60 0.09 0.32 0.53 0.14 Uniform Delay, d1 26.4 34.0 0.0 30.8 41.0 36.1 14.2 22.1 16.8 14.1 20.2 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.51 0.43 0.04 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.4 0.1 0.2 4.5 0.1 0.4 1.5 0.2 0.6 1.2 0.4 Delay (s) 27.0 34.4 0.1 31.0 45.5 36.2 7.6 11.1 0.9 14.7 21.4 16.6 Level of Service C C A C D D A 8 A 8 C 8 Approach Delay (s) 23.5 41.3 9.6 20.0 Approach LOS C D A 8 Intersection Summary HCM Average Control Delay 19.4 HCM Level of Service 8 HCM Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 63.1% ICU Level of Service 6 Analysis Period (min) 15 c Critical Lane Group OLD TOWN FLATS DEVELOPMENT 1/20/2014 Year 2018 TOTAL Traffic -PM EL8 Engineering, LLC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Maple & College Ave .» (US287) -+ ~ .- +- -\.. 1/20/2014 "\ t I'" ~ ! ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Ideal Flow Configurations (vphpl) 1900 ~ 1900 ~ 1900 1900 ~ 1900 + 1900 'f' 1900 ~ 1900 ++ 1900 'f' 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 1778 1770 1863 1583 1770 3539 1583 1770 3524 Fit Permitted 0.68 1.00 0.36 1.00 1.00 0.36 1.00 1.00 0.24 1.00 Satd. Flow (perm) 1273 1778 667 1863 1583 676 3539 1583 439 3524 Volume (vph) 35 115 50 75 105 310 50 655 105 390 680 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) 38 125 54 82 114 337 54 712 114 424 739 22 RTOR Reduction (vph) 0 15 0 0 0 0 0 0 0 0 2 0 Lane Group Flow (vph) 38 164 0 82 114 337 54 712 114 424 759 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) 20.5 15.9 25.9 18.6 110.0 46.6 41.0 110.0 70.3 59.2 Effective Green, g (s) 23.5 17.4 28.9 20.1 110.0 49.6 42.5 110.0 71.8 60.7 Actuated g/C Ratio 0.21 0.16 0.26 0.18 1.00 0.45 0.39 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) 300 281 263 340 1583 375 1367 1583 593 1945 vIs Ratio Prot 0.01 cO.09 cO.02 0.06 0.01 0.20 cO.16 0.22 vIs Ratio Perm 0.02 0.06 cO.21 0.06 0.07 cO.30 vlc Ratio 0.13 0.58 0.31 0.34 0.21 0.14 0.52 0.07 0.72 0.39 Uniform Delay, d1 34.8 42.9 31.7 39.1 0.0 17.1 25.9 0.0 12.3 14.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.03 0.29 Incremental Delay, d2 0.2 3.1 0.7 0.6 0.3 0.2 1.4 0.1 3.8 0.6 Delay (s) 34.9 46.0 32.4 39.7 0.3 17.3 27.3 0.1 16.5 4.6 Level of Service C D C D A B C A B A Approach Delay (s) 44.1 13.7 23.2 8.9 Approach LOS D B C A Intersection Summary HCM Average Control Delay 17.0 HCM Level of Service B HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group OLD TOWN FLATS DEVELOPMENT 1/20/2014 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 9: Cherry Street & Mason Street 1/20/2014 ."i- -+ ""). ~ --- '- '*\ t /"" \.. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ f. 4+ 4' " 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 20 455 15 20 470 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 22 511 27 22 11 54 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 538 511 1144 1128 503 1166 1122 524 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 538 511 1144 1128 503 1166 1122 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 98 86 94 90 62 92 96 cM capacity (veh/h) 1030 1054 154 196 569 143 197 553 Direction, Lane # EB 1 EB2 WB 1 NB 1 NB2 SB 1 Volume Total 22 511 560 33 54 92 Volume Left 22 o 22 22 0 54 Volume Right 0 16 27 0 54 22 cSH 1030 1700 1054 166 569 184 Volume to Capacity 0.02 0.30 0.02 0.20 0.10 0.50 Queue Length 95th (ft) 2 0 2 18 8 62 Control Delay (s) 8.6 0.0 0.6 31.9 12.0 42.6 Lane LOS A A D B E Approach Delay (s) 0.3 0.6 19.5 42.6 Approach LOS C E Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 60.7% ICU Level of Service B Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 1/20/2014 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 10: Maple & Mason Street 1/20/2014 ..J- --+ -,. ~ -+- -, ~ t !' \. + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ ft ft 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 vC1, 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 1/20/2014 Year 2018 TOTALITraffic -PM ELB Engineering, LLC Synchro 6 Report Page 2 HCM Unsignalized Intersection Capacity Analysis 13: Cherry Street & ALLEY 1/20/2014 --+ l- f +- "\ r Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1+ t 'f 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 (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 598 1242 595 vC 1, 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 OLD TOWN FLATS DEVELOPMENT 1/20/2014 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 3 HCM Unsignalized Intersection Capacity Analysis 14: Maple & ALLEY .» --. +- '- \. .; 1/20/2014 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 f+ V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 25 180 160 30 25 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 27 196 174 33 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 207 440 190 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 207 440 190 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pOqueue free % 98 95 98 cM capacity (veh/h) 1365 563 852 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 223 207 43 Volume Left 27 0 27 Volume Right 0 33 16 cSH 1365 1700 645 Volume to Capacity 0.02 0.12 0.07 Queue Length 95th (ft) 2 0 5 Control Delay (s) 1.1 0.0 11.0 Lane LOS A B Approach Delay (s) 1.1 0.0 11.0 Approach LOS B Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 34.4% ICU Level of Service A Analysis Period (min) 15 OLD TOWN FLATS DEVELOPMENT 1/20/2014 Year 2018 TOTAL Traffic -PM ELB Engineering, LLC Synchro 6 Report Page 4 4.9 2.3 24 4.1 1.7 23 1 3.4 1.6 1417 ~Left Thru TI R r ht Other 8 1.2 0.6 612 90.5 43.2 6 8 27 22 ~ Out In 63 c:Total :::Im NMA ST cu-t- ~ Left Thru T Rght I· Other 119 1043 80 5 1 16321 ~ 1 28791 Out In Total N r.nLLEGE AVE