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FEEDER SUPPLY - PDP - PDP130012 - SUBMITTAL DOCUMENTS - ROUND 2 - TRAFFIC STUDY (3)
Appendix A Feeder Supply, LLC Transportation Impact Analysis ELB Engineering, LLC January 2013 Chapter 4 - Attachments Attachment A Transportation Impact Study Base Assumptions Project Information Project Name ~-:;;EL- ~ !O-o,--y Project Location 'u:..ltr ......0.•......•~ Lt.I ".J>oc;' ...J TIS Assumptions ...-,- ...~-... -..y.."- Type of Study Full: ,Intermediate;..) "-.... ....~..•,.... " Study Area Boundaries North: South: East: West: Study Years Short Range: C;",'J' ,"'" ""5/3 LGng'Ra11'gcS: 2.c:' tk, Future Traffic Growth Rate LI'7o I I Study Intersections 1. A II access drives 5. 2·/..tvo6-t'; ~~t-,.) 6. 3.t-t'-Ic-# e_.:- -, -1-~Jj e" " - ,.. 7. 4. (1- -/1> .;- /'-' ..I•i c :» 8. c- r./,,· Time Period for Study \IP ,..".A.---w.- :. 7:00-9:00 \" rPM:.•...• "•.,.:) ' 4 :00-6 :00 I Sat Noon: Trip Generation Rates -- rrt;; _or._ 566 A--71~ Trip Adjustment Factors Passby: _ I Captive ~ _. YJe::~. ;r'- Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions d,,-,r::- Committed Roadway Improvements LI e;•.. ' Other Traffic Studies V<:!>~/()c......~ jZ.,06~ j;)(J7~c:j ?~t Areas Requiring Special Study /I·cr H.."">I?2S Dale: t!f/' J~- { ;'.! c....c;;I:;;:-> ;> ."~'. :; f .----' ~~ .."::? ~ ./' / "..-~'!-;I""'''' ....•...~•.,. ~/ r' Traffic Engineer: ~t<-- (J=k~=_ .q .Ii / Local Entity Engineer: _ / ~~ -' "1 c.) I I - Page 4-34 Larimer County Urban Area Street Standards - Repealed and Reenacted April 1, 2007 Adopted by Larimer County, City of Loveland.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 Feeder Supply, LLC Transportation Impact Analysis ELB Engineering, LLC January 2013 fittJ oj fJOld ~ PO Box 580 Fort Collins, Co 80522 Turning Movement Study North\South Street: Linden East\West Street: Jefferson Time: PM lCU Mumber: 39 Groups Printed- Unshifted File Name: Linden & Jefferson 11-23-11 Site Code : 000039סס Start Date : 11/23/2011 Page No : 1 Linden Jefferson linden Jefferson Southbound Westbound Northbound Eastbound Time Start Right , Thru' Left, peels' App. T_ 1Right IThru! Left' Peds , App. Total Right I Thru I Left I Peds I App. Total Right IThru I Left I Peds I App. T_ . Int Total I 04:30 PM 6 8 11 0 25 ! 6 66 4 0 100 6 6 5 0 17 4 83 3 0 90 232 04:45PM 6 11 14 0 31 i 10 91 9 0 110 16 8 10 0 36 9 81 5 0 95 272 Total 12 19 25 0 561 16 179 13 0 210 ! 24 14 15 0 53 13 164 8 0,: 185 504 05:00 PM 5 8 12 0 25 1 12 69 4 0 85 8 4 ,4 '..,·,·0 -v:c. 16 2 82 7 0 :.. 91, . ..•217·,., 05:15 PM 8 7 19 0 34 10 105 2 0 117 14 9 4 0 27 3 93 1 0 97 275 Grand Total 25 34 56 0 115 1 40 353 19 0 412 46 27 23 0 96 18 339 16 0 373 996 Apprch % 21.7 29.6 48.7 0 9.7 85.7 4.6 0 47.9 28.1 24 0 4.8 90.9 4.3 0 Total % 2.5 3.4 5.6 0 11.51 4 35.4 1.9 0 41.4 4.6 2.7 2.3 0 9.6 1.8 34 1.6 0 37.4 i Out In Total ! .'A ,. I 83! c:=, :llil c::J]ID ,: 34; 1 1 'hI 251 Thru 1 Left L~ 561 Peds 01 ~~ ~i--' ...t T u~ ::r'" ~~ -0 North c ~5: l~ m2~ "'r= ..-;;11"2~ , •• 1112312011 04:30 PM J .•• -m "'- ~~~ ,..~~ 111231201105:15 PM -~ UO~ Unshifted _ ..r-r ~;D " 8'" 'U ~d I a, m a. .. (t.1))- 0; em; 01 ficvd ~ PO Box 580 Fort Collins, Co 80522 Turning Movement Study North\South Street: Linden East\West Street: Jefferson Time:AM reu Mumber: 39 U hifted File Name : Linden & Jefferson 11-23-11 Site Code : 00000039 Start Date : 11123/2011 Page No : 1 Groups Printed- ns Linden Jefferson Linden Jefferson Southbound Westbound Northbound Eastbound Start Time Right , Thru 'left' Peds , App. To1aI Right / Thru / Left / Peds /1Ipp. Talal Right' Thru 'left IPedS, App. ToIoi Right / Thru I Left / Peds I App. ToJaJ In\. Total I 07:30AM 3 7 13 0 23 1 59 4 0 64 9 5 2 0 16 1 57 4 0 62 165 07:45AM Total 8 5 11 4 18 5 0 0 37 14 4 3 144 85 12 8 0 0 160 96 17 8 7 2 4 2 0 0 28 12 2 1 138 81 4 8 0 o· 148 86 208 373 08:00AM 4 7 4 0 15 9 84 8 0 101 7 6 0 0 13 0 69 3 0 72 201 08:15AM 7 0 7 0 14 4 77 4 0 85 8 2 0 0 8 1 64 3 0 68 175 Grand Tolal 19 18 29 0 66 17 305 24 0 346 30 15 4 0 49 3 271 14 0 288 749 Apprch % 28.8 27.3 43.9 0 4.9 88.2 6.9 0 61.2 30.6 8.2 0 1 94.1 4.9 0 Total % 2.5 2.4 3.9 0 8.8 2.3 40.7 3.2 0 46.2 4 2 0.5 0 6.5 0.4 36.2 1.9 0 38.5 n Out In Total ~ 66 om 19 18 29 0 'ht Thru 1 Left t, Peds .,I . u :- :.T~ ..• @~ North .~'~ 20 1112312011 07:30 AM ., <">1: 1112312011 08:15AM Ut r -~ h ..r-~ Unshilled 6'" 0.i , ~ ~~ ~IP n, "'0. m- filtJ of, fievd ~ PO Box 580 Fort Collins, Co 80522 Turning Movement Study North\South Street: College East\West Street: CherryIWilIow Time:AM lCU Mumber: 40 File Name: College & Cherry-Willow 06-14-11 Site Code : 00000040 Start Date : 6/1412011 Page No : I Groups Printed- Unshifted College WHlow College Cherry Southbound Westbound Northbound Eastbound Start Time Right I Thru I left I Pedal App. Total RighI I Thru I Left Peds IApp. Toto! Right Thru I Left I Peds I"'":oIaI RighI Thru Left I Peds App.T_ 1M. Tole! Factor 1.0 I 1.0 I 1.0 I 1.0 I 1.0 I 1.0 I 1.0 1.0 I 1.0 1.0 I 1.0 I 1.0 I 1.0 1.0 1.0 I 1.0 07:30AM 35 163 13 0 211 6 10 7 0 23 6 93 7 0 106 33 29 29 0 91 431 07:45AM 58 198 32 0 288 6 8 8 0 22 4 171 17 0 192 36 38 30 0 104 606 Total 93 361 45 0 499 12 18 15 0 45 10 264 24 0 298 69 67 59 0 195 1037 ,..•J•:. ~ •......... 08:00AM 64 164 16 0 244 11 19 11 0 41 8 156 17 0 181 29 35 36 0 100 566 08:15AM 48 144 15 0 207 7 22 10 0 39 9 129 22 0 160 33 30 31 0 94 500 Grand Total 205 669 76 0 950 30 59 36 0 125 27 549 63 0 639 131 132 126 0 389 2103 Apprch% 21.6 70.4 8 0 24 47.2 28.8 a 4.2 85.9 9.9 0 33.7 33.9 32.4 0 Tolal% 9.7 31.8 3.6 0 45.2 1.4 2.8 1.7 0 5.9 1.3 26.1 3 0 30.4 62 6.3 6 0 18.5 North T ~ Left Thru T ~ Peds 63 549 27 0 eibJ oJ !}0Jtt eoIlitt6 PO Box 580 Fort Collins, Co 80522 Turning Movement Study North\Soutb Street: College East\West Street: CherryIWdlow Time: PM lCU Mumber: 40 File Name : College & Cherry-Willow 06-14-11 Site Code : 00 0040סס Start Date ; 611412011 Page No :1 Groups Printed- Unshlfted College WiDow College Cherry Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left IPeds I~ Total Right I Thru I Left I Peds Ip<>p. Total Right I Thru I Left IPeds l.lpp· Toto' Right I Thru I Left IPeds IAfIp. Tofol In!. TOIa' I Factor 1.01 1.0 I 1.01 1.0 I 1.0 I 1.0 I 1.0 I 1.0 I 1.011.011.011.01 1.011.011.011.01 1 04:30PM 54 224 24 0 302 15 29 21 0 65 17 153 14 0 184 27 31 81 0 139 690 04:45PM 51 223 39 0 313 17 34 11 0 62 19 203 28 0 250 21 29 66 0 116 741 Total 105 447 63 0 615 32 63 32 0 127 36 356 42 0 434 48 60 147 0 255 1431 " . . :,~~ 05:00PM 75 195 30 0 300 17 52 20 1 90 11 220 24 0 255 16 27 80 0 123 768 05:15PM 66 217 14 0 2!17 23 42 12 0 77 17 224 22 0 263 16 35 74 0 125 762 Grand Tohil 246 859 107 0 1212 72 157 64 1 294 64 SOD 88 0 952 80 122 301 0 503 2961 Apprch% 20.3 70.9 8.8 0 24.5 53.4 21.8 0.3 6.7 84 9.2 0 15.9 24.3 59.8 0 Total % 8.3 29 3.6 0 40.9 2.4 5.3 2.2 0 9.9 2.2 27 3 0 32.2 2.7 4.1 10.2 0 17 -;s.' .. North T 1 "001 'ee- aoo 641 01 ! I I 10031 952 ~ Ot.i In ToIa! Eric L. Bracke, P.E., P. T.O.E ELB Engineering, LLC 5401 Taylor Lane Fort Collins, CO 80528 (970) 988-7551 Tabular Summary of Vechicle Counts Date 23-Jan-2013 CitylTown Fort Collins Intersection Willow/Linden Time Eastbound Westbound Total Southbound Northbound Total Total Begins L T R Total L T R Total east/west L T R Total L T R Total north/south ALL 7:30 12 22 4 38 1 13 4 18 56 1 9 8 18 6 6 3 15 33 89 7:45 6 35 7 48 2 19 4 25 73 1 10 9 20 2 9 0 11 31 104 8:00 10 28 2 40 5 19 3 27 67 2 6 10 18 14 13 2 29 47 114 8:15 12 27 4 43 1 13 1 15 58 2 10 7 19 2 8 1 11 30 88 7:30·8:30 401 112 171 1691 9 64 12 85 254 6 35 341 75 24 36 61 66 141 3951 PHF I 0.881 0.79 I 0.94 I 0.57 Time Eastbound Westbound Total Southbound Northbound Total Total Begins L T R Total L T R Total east/west L T R Total L T R Total north/south ALL 4:30 7 32 7 46 3 9 3 15 61 3 20 14 37 9 12 2 23 60 121 4:45 10 27 7 44 3 9 4 16 60 3 17 5 25 9 11 2 22 47 107 5:00 4 37 14 55 3 11 6 20 75 2 13 10 25 11 9 3 23 48 123 5:15 7 32 10 49 1 11 4 16 65 1 15 9 25 11 17 6 34 59 124 4:30-5:30 I 281 128 38 1941 10 401 171 67 261 91 651 381 112 401 49 131 102 214 475 PHF I 0.881 I 0.84 0.76 I 0.751 AppendiK C Feeder Supply, LLC Transportation Impact Analysis ELB Engineering, LLC January 2013 HeM Unsignalized Intersection Capacity Analysis 3: '/Villow & Unden Street 1/25/2013 ./ -+ 't t' +- '- "\ t I'" ~ + -.I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBK Lane Configurations 4+ 4+ 4+ 4+ Sign Control Stop Stop Stop Stop Volume (vph) 12 121 17 9 64 12 24 36 6 6 35 34 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) 13 132 18 10 70 13 26 39 7 7 38 37 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 163 92 72 82 Volume Left (voh) 13 10 26 7 Volume Right (vph) 18 13 7 37 Hadj (s) -0.02 -0.03 0.05 -0.22 Departure Headway (s) 4.3 4.4 4.6 4.4 Degree Ublization, x 0.20 0.11 0.09 0.10 Capacity (veh/h) 797 771 728 768 Control Delay (s) 8.4 8.0 8.1 7.8 Approach Delay (s) 8.4 8.0 8.1 7.8 Approach LOS A A A A Intersection Summary Delay 8.1 HCM Level of Service A Intersection Capacity Utilfzation 26.7% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/25/2013 Existing AM Peak Hour ELB Engineering, LLC Page 1 HCM Signalized Intersection Capacity Analysis 9: Cherry Street & College Avenue 1/25/2013 ~ "'). r +- -, ~ t ~ -.... \.. ! .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Ideal Flow Configurations (vphpl) 1900 "" 1900 t 1900 r 1900 " 1900 1+ 1900 1900 " 1900 tt 1900 " 1900 " 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 Lane Util. Factor 0.97 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 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 1863 1583 1770 1768 1770 3539 1583 1770 3539 1583 Fit Permitted 0.59 1.00 1.00 0.67 1.00 0.31 1.00 1.00 0.38 1.00 1.00 Satd. Flow (perm) 2130 1863 1583 1240 1768 583 3539 1583 703 3539 1583 Volume (vph) 126 132 131 36 59 30 63 549 22 76 669 205 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) 137 143 142 39 64 33 68 597 24 83 727 223 RTOR Reduction (vph) 0 0 0 0 27 0 0 0 12 0 0 108 Lane Group Flow (vph) 137 143 142 39 70 0 68 597 12 83 727 115 Turn Type pm+pt Free pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 2 2 6 6 Actuated Green, G (s) 20.3 15.6 90.0 15.7 13.3 49.9 44.8 44.8 50.1 44.9 44.9 Effective Green, g (s) 23.3 17.1 90.0 18.7 14.8 52.9 46.3 46.3 53.1 46.4 46.4 Actuated g/C Ratio 0.26 0.19 1.00 0.21 0.16 0.59 0.51 0.51 0.59 0.52 0.52 Clearance Time (s) 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 Lane Grp Cap (vph) 641 354 1583 281 291 430 1821 814 494 1825 816 vis Ratio Prot cO.01 cO.08 0.01 0.04 0.01 0.17 cO.01 cO.21 vis Ratio Perm 0.04 cO.09 0.02 0.08 0.01 0.09 0.07 vlc Ratio 0.21 0.40 0.09 0.14 0.24 0.16 0.33 0.02 0.17 0.40 0.14 Uniform Delay, d1 25.8 32.0 0.0 28.9 32.7 8.3 12.8 10.7 8.1 13.3 11.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.8 0.1 0.2 0.4 0.2 0.5 0.0 0.2 0.7 0.4 Delay (s) 26.0 32.7 0.1 29.1 33.1 8.5 13.2 10.7 8.3 13.9 11.7 Level of Service C C A C C A B B A B B Approach Delay (s) 19.6 32.0 12.7 13.0 Approach LOS B C B B Intersection Summary HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/25/2013 Existing AM Peak Hour ELB Engineering, LLC Page 1 HCM Signalized Intersection Capacity Analysis 6: Jefferson & Linden Street 1/29/2013 ~ ,. ~ +- -, "\ t ~ ~ + -+ .,; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ t~ ~ t~ 4+ ~ t 7' 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 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.92 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3534 1770 3512 1700 1770 1863 1583 Fit Permitted 0.48 1.00 0.55 1.00 0.99 0.72 1.00 1.00 Satd. Flow (perm) 900 3534 1017 3512 1692 1346 1863 1583 Volume (vph) 14 271 3 24 305 17 4 15 30 29 18 19 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) 15 295 3 26 332 18 4 16 33 32 20 21 RTOR Reduction (vph) 0 1 0 0 6 0 0 11 0 0 0 7 Lane Group Flow (vph) 15 297 0 26 344 0 0 42 0 32 20 14 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 11.6 11.6 11.6 11.6 38.1 38.1 38.1 38.1 Effective Green, g (s) 13.1 13.1 13.1 13.1 39.6 39.6 39.6 39.6 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.65 0.65 0.65 0.65 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) 194 763 219 758 1104 878 1215 1033 vIs Ratio Prot 0.08 cO.10 0.01 vIs Ratio Perm 0.02 0.03 cO.02 0.02 0.01 vlc Ratio 0.08 0.39 0.12 0.45 0.04 0.04 0.02 0.01 Uniform Delay, d1 19.0 20.4 19.2 20.7 3.8 3.8 3.7 3.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.3 0.2 0.4 0.1 0.1 0.0 0.0 Delay (s) 19.2 20.7 19.4 21.1 3.8 3.8 3.7 3.7 Level of Service B C B C A A A A Approach Delay (s) 20.6 21.0 3.8 3.8 Approach LOS C C A A Intersection Summary HCM Average Control Delay 18.2 HCM Level of Service B HCM Volume to Capacity ratio 0.14 Actuated Cycle Length (s) 60.7 Sum of lost time (s) 8.0 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/25/2013 Existing AM Peak Hour ELB Engineering, LLC t page 1 HCM Unsignalized Intersection Capacity Analysis 3: Willow & Linden Street 1/25/2013 .,; --+ .,. ~ -of-- '- "\ t I'" '. + .I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Stop Stop Stop Stop Volume (vph) 7 128 38 9 64 12 40 49 13 9 65 38 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) 8 139 41 10 70 13 43 53 14 10 71 41 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 188 92 111 122 Volume Left (vph) 8 10 43 10 Volume Right (vph) 41 13 14 41 Hadj (s) -0.09 -0.03 0.04 -0.15 Departure Headway (s) 4.5 4.7 4.8 4.6 Degree Utilization, x 0.23 0.12 0.15 0.15 Capacity (veh/h) 753 718 708 733 Control Delay (s) 8.9 8.3 8.6 8.4 Approach Delay (s) 8.9 8.3 8.6 8.4 Approach LOS A A A A Intersection Summary Delay 8.6 HCM Level of Service A Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/25/2013 Existing PM Peak Hour ELB Engineering, LLC . ..Ige 1 HGM Signalized Intersection Capacity Analysis 9,: Cherry Street & College Avenue 1/25/2013 .» ,. of .•.... -, "\ t r \. --+ + .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 r 1900 'i 1900 1+ 1900 1900 'i 1900 tt 1900 r' 1900 'i 1900 tt 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 Lane Util. Factor 0.97 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 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 1863 1583 1770 1775 1770 3539 1583 1770 3539 1583 Fit Permitted 0.37 1.00 1.00 0.65 1.00 0.20 1.00 1.00 0.22 1.00 1.00 Satd. Flow (perm) 1329 1863 1583 1205 1775 380 3539 1583 415 3539 1583 Volume (vph) 301 122 80 64 157 72 88 800 64 107 859 246 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) 327 133 87 70 171 78 96 870 70 116 934 267 RTOR Reduction (vph) 0 0 0 0 23 0 0 0 38 0 0 144 Lane Group Flow (vph) 327 133 87 70 226 0 96 870 32 116 934 123 Turn Type pm+pt Free pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 2 2 6 6 Actuated Green, G (s) 23.1 19.1 90.0 21.5 18.3 45.2 39.6 39.6 46.2 40.1 40.1 Effective Green, g (s) 26.1 20.6 90.0 24.5 19.8 48.2 41.1 41.1 49.2 41.6 41.6 Actuated g/C Ratio 0.29 0.23 1.00 0.27 0.22 0.54 0.46 0.46 0.55 0.46 0.46 Clearance Time (s) 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 Lane Grp Cap (vph) 514 426 1583 358 391 313 1616 723 341 1636 732 vis Ratio Prot cO.04 0.07 0.01 0.13 0.02 0.25 cO.03 cO.26 vis Ratio Perm cO.15 cO.05 0.04 0.14 0.02 0.16 0.08 vlc Ratio 0.64 0.31 0.05 0.20 0.58 0.31 0.54 0.04 0.34 0.57 0.17 Uniform Delay, d1 26.8 28.8 0.0 24.8 31.4 11.5 17.6 13.6 11.1 17.7 14.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 0.4 0.1 0.3 2.1 0.6 1.3 0.1 0.6 1.5 0.5 Delay (s) 29.4 29.2 0.1 25.1 33.5 12.1 18.9 13.7 11.7 19.1 14.6 Level of Service C C A C C B B B B B B Approach Delay (s) 24.7 31.6 17.9 17.6 Approach LOS C C B B Intersection Summary HCM Average Control Delay 20.3 HCM Level of Service C HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/25/2013 Existing PM Peak Hour ELB Enoineerino. LLC .---.... Page 1 HCM Signalized Intersection Capacity Analysis 6: Jefferson & Linden Street 1/25/2013 ~ -+ ,. ~ +- "- "\ t I'" '. + '" Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ +t. ~ +t. ~ ~ + 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 Lane Uti/' Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.94 1.00 1.00 0.85 FIt Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1770 3512 1770 3486 1721 1770 1863 1583 FIt Permitted 0.33 1.00 0.38 1.00 0.95 0.69 1.00 1.00 Satd. Flow (perm) 617 3512 701 3486 1655 1285 1863 1583 Volume (vph) 16 339 18 19 353 40 23 27 46 56 34 25 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) 17 368 20 21 384 43 25 29 50 61 37 27 RTOR Reduction (vph) 0 6 0 0 15 0 0 15 0 0 0 8 Lane Group Flow (vph) 17 382 0 21 412 0 0 89 0 61 37 19 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 13.8 13.8 13.8 13.8 55.2 55.2 55.2 55.2 Effective Green, g (s) 15.3 15.3 15.3 15.3 56.7 56.7 56.7 56.7 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.71 0.71 0.71 0.71 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) 118 672 134 667 1173 911 1320 1122 vIs Ratio Prot 0.11 cO.12 0.02 vIs Ratio Perm 0.03 0.03 cO.05 0.05 0.01 vlc Ratio 0.14 0.57 0.16 0.62 0.08 0.07 0.03 0.02 Uniform Delay, d1 26.9 29.3 27.0 29.7 3.6 3.6 3.5 3.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 1.1 0.5 1.7 0.1 0.1 0.0 0.0 Delay (s) 27.5 30.5 27.5 31.4 3.7 3.7 3.5 3.5 Level of Service C C C C A A A A Approach Delay (s) 30.3 31.2 3.7 3.6 Approach LOS C C A A Intersection Summary HCM Average Control Delay 25.0 HCM Level of Service C HCM Volume to Capacity ratio 0.19 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 34.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/25/2013 Existing PM Peak Hour ELB Engineering, LLC Page 1 Append 1:( I? Feeder Supply, LLC Transportation Impact Analysis ELB Engineering, LLC January 2013 HCM Unsignalized Intersection Capacity Analysis 3: Willow & Linden Street 1/29/2013 /' --+ "'). .f -+- -, ~ t ~ ~ + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Stop Stop Stop Stop Volume (vph) 15 140 20 10 70 15 45 55 15 10 40 40 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) 16 152 22 11 76 16 49 60 16 11 43 43 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 190 103 125 98 Volume Left (vph) 16 11 49 11 Volume Right (vph) 22 16 16 43 Hadj (s) -0.02 -0.04 0.03 -0.21 Departure Headway (s) 4.6 4.6 4.8 4.6 Degree Utilization, x 0.24 0.13 0.17 0.12 Capacity (veh/h) 744 724 708 729 Control Delay (s) 9.0 8.3 8.7 8.2 Approach Delay (s) 9.0 8.3 8.7 8.2 Approach LOS A A A A Intersection Summary Delay 8.6 HCM Level of Service A Intersection Capacity Utilization 31.5% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/20132016 AM Peak Hour - Background ELB Enqineennq, LLC - Page 1 HCM Signalized Intersection Capacity Analysis 9: Cherry Street & College Avenue 1/29/2013 ~ "'). .f 04- -\.. -, t I" '. + ~ ot/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Ideal Lane Flow Configurations (vphpl) 1900 "i"i 1900 + 1900 , 1900 "i 1900 1+ 1900 1900 "i 1900 ++ 1900 r 1900 "i 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 Lane Util. Factor 0.97 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 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 1863 1583 1770 1765 1770 3539 1583 1770 3539 1583 Fit Permitted 0.56 1.00 1.00 0.62 1.00 0.26 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 2031 1863 1583 1154 1765 486 3539 1583 628 3539 1583 Volume (vph) 145 150 150 40 65 35 70 610 30 85 775 235 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) 158 163 163 43 71 38 76 663 33 92 842 255 RTOR Reduction (vph) 0 0 0 0 28 0 0 0 16 0 0 126 Lane Group Flow (vph) 158 163 163 43 81 0 76 663 17 92 842 129 Turn Type pm+pt Free pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 2 2 6 6 Actuated Green, G (s) 21.0 16.2 90.0 16.2 13.8 49.0 43.8 43.8 49.8 44.2 44.2 Effective Green, g (s) 24.0 17.7 90.0 19.2 15.3 52.0 45.3 45.3 52.8 45.7 45.7 Actuated g/C Ratio 0.27 0.20 1.00 0.21 0.17 0.58 0.50 0.50 0.59 0.51 0.51 Clearance Time (s) 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 Lane Grp Cap (vph) 640 366 1583 273 300 376 1781 797 459 1797 804 vis Ratio Prot cO.02 cO.09 0.01 0.05 0.02 0.19 cO.02 cO.24 vis Ratio Perm 0.05 cO.10 0.03 0.10 0.01 0.10 0.08 vlc Ratio 0.25 0.45 0.10 0.16 0.27 0.20 0.37 0.02 0.20 0.47 0.16 Uniform Delay, d1 25.4 31.8 0.0 28.5 32.5 9.0 13.7 11.2 8.4 14.3 11.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.9 0.1 0.3 0.5 0.3 0.6 0.0 0.2 0.9 0.4 Delay (s) 25.6 32.7 0.1 28.8 33.0 9.3 14.3 11.3 8.6 15.2 12.3 Level of Service C C A C C A B B A B B Approach Delay (s) 19.4 31.8 13.6 14.1 Approach LOS B C B B Intersection Summary HCM Average Control Delay 16.0 HCM Level of Service B HCM Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/28/20132016 AM Peak Hour - Background ELB Engineering, LLC Page 1 HCM Signalized Intersection Capacity Analysis 6: Jefferson & Linden Street 1/29/2013 ,}- -+ " • ~ "- "" t /"" ~ + .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Ideal Flow Configurations (vphpl) 1900 'i 1900 +1+ 1900 1900 'i 1900 +1+ 1900 1900 1900 4+ 1900 1900 'i 1900 + 1900 " Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Uti!. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.92 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3532 1770 3510 1709 1770 1863 1583 Fit Permitted 0.36 1.00 0.42 1.00 0.99 0.71 1.00 1.00 Satd. Flow (perm) 662 3532 787 3510 1701 1331 1863 1583 Volume (vph) 15 315 5 30 350 20 5 20 35 35 20 25 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) 16 342 5 33 380 22 5 22 38 38 22 27 RTOR Reduction (vph) 0 2 0 0 7 0 0 11 0 0 0 8 Lane Group Flow (vph) 16 345 0 33 395 0 0 54 0 38 22 19 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 13.5 13.5 13.5 13.5 55.5 55.5 55.5 55.5 Effective Green, g (s) 15.0 15.0 15.0 15.0 57.0 57.0 57.0 57.0 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.71 0.71 0.71 0.71 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) 124 662 148 658 1212 948 1327 1128 vis Ratio Prot 0.10 cO.11 0.01 vis Ratio Perm 0.02 0.04 cO.03 0.03 0.01 vlc Ratio 0.13 0.52 0.22 0.60 0.04 0.04 0.02 0.02 Uniform Delay, d1 27.1 29.3 27.6 29.8 3.4 3.4 3.3 3.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.7 0.8 1.5 0.1 0.1 0.0 0.0 Delay (s) 27.5 30.0 28.3 31.2 3.5 3.5 3.4 3.4 Level of Service C C C C A A A A Approach Delay (s) 29.9 31.0 3.5 3.4 Approach LOS C C A A Intersection Summary HCM Average Control Delay 26.2 HCM Level of Service C HCM Volume to Capacity ratio 0.16 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/28/20132016 AM Peak Hour - Background ELB Enqineerinp, LLC ( ----,-_ .... Page 1 v HCM Unsignalized Intersection Capacity Analysis 3: Willow & Linden Street 1/29/2013 .,J- "'). of +- '- "\ t ;-- \. -+ + ~ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Stop Stop Stop Stop Volume (vph) 10 150 45 15 45 20 45 55 15 15 70 50 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) 11 163 49 16 49 22 49 60 16 16 76 54 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 223 87 125 147 Volume Left (vph) 11 16 49 16 Volume Right (vph) 49 22 16 54 Hadj (s) -0.09 -0.08 0.03 -0.17 Departure Headway (s) 4.6 4.8 4.9 4.7 Degree Utilization, x 0.28 0.12 0.17 0.19 Capacity (veh/h) 735 694 687 716 Control Delay (s) 9.4 8.4 8.9 8.7 Approach Delay (s) 9.4 8.4 8.9 8.7 Approach LOS A A A A Intersection Summary Delay 9.0 HCM Level of Service A Intersection Capacity Utilization 31.6% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/20132016 PM Peak Hour - Background ELB Enqineenno I LC Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 9: Cherry Street & College Avenue 1/29/2013 -'" ••• # +- -, "'\ t I" \.. + --+- .; Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations .,., t '{I ., ~ ., tt '{I ., tt '{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 4.0 Lane Util, Factor 0.97 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 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 1863 1583 1770 1773 1770 3539 1583 1770 3539 1583 Fit Permitted 0.34 1.00 1.00 0.61 1.00 0.15 1.00 1.00 0.15 1.00 1.00 Satd. Flow (perm) 1230 1863 1583 1140 1773 279 3539 1583 274 3539 1583 Volume (vph) 350 140 90 70 170 80 95 925 70 125 995 285 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) 380 152 98 76 185 87 103 1005 76 136 1082 310 RTOR Reduction (vph) 0 0 0 0 22 0 0 0 44 0 0 170 Lane Group Flow (vph) 380 152 98 76 250 0 103 1005 32 136 1082 140 Turn Type pm+pt Free pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 2 2 6 6 Actuated Green, G (s) 24.0 20.0 90.0 22.4 19.2 42.6 36.9 36.9 47.0 39.1 39.1 Effective Green, g (s) 27.0 21.5 90.0 25.4 20.7 45.6 38.4 38.4 50.0 40.6 40.6 Actuated g/C Ratio 0.30 0.24 1.00 0.28 0.23 0.51 0.43 0.43 0.56 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 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 504 445 1583 355 408 261 1510 675 308 1596 714 vIs Ratio Prot cO.05 0.08 0.01 0.14 0.03 0.28 cO.05 cO.31 vIs Ratio Perm cO.18 cO.06 0.05 0.17 0.02 0.20 0.09 vlc Ratio 0.75 0.34 0.06 0.21 0.61 0.39 0.67 0.05 0.44 0.68 0.20 Uniform Delay, d1 27.9 28.4 0.0 24.2 31.1 13.6 20.7 15.1 12.5 19.5 14.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.3 0.5 0.1 0.3 2.7 1.0 2.3 0.1 1.0 2.3 0.6 Delay (s) 34.2 28.8 0.1 24.5 33.8 14.6 23.0 15.2 13.5 21.9 15.5 Level of Service C C A C C B C B B C B Approach Delay (s) 27.6 31.7 21.8 19.8 Approach LOS C C C B Intersection Summary HCM Average Control Delay 22.9 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/28/20132016 PM Peak Hour - Background ELB Engineering, LLC Page 1 HCM Signalized Intersection Capacity Analysis 6: Jefferson & Linden Street 1/29/2013 ~ " of .....- -, "\ t /'" \. + ../ -+ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations " t1+ " t1+ 4+ " t '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 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 0.93 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1770 3513 1770 3487 1718 1770 1863 1583 Fit Permitted 0.28 1.00 0.33 1.00 0.95 0.68 1.00 1.00 Satd. Flow (perm) 528 3513 620 3487 1651 1266 1863 1583 Volume (vph) 20 390 20 25 410 45 25 30 55 65 40 30 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) 22 424 22 27 446 49 27 33 60 71 43 33 RTOR Reduction (vph) 0 6 0 0 14 0 0 19 0 0 0 10 Lane Group Flow (vph) 22 440 0 27 481 0 0 101 0 71 43 23 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 15.3 15.3 15.3 15.3 53.7 53.7 53.7 53.7 Effective Green, g (s) 16.8 16.8 16.8 16.8 55.2 55.2 55.2 55.2 Actuated g/C Ratio 0.21 0.21 0.21 0.21 0.69 0.69 0.69 0.69 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) 111 738 130 732 1139 874 1285 1092 vis Ratio Prot 0.13 cO.14 0.02 vis Ratio Perm 0.04 0.04 cO.06 0.06 0.01 vlc Ratio 0.20 0.60 0.21 0.66 0.09 0.08 0.03 0.02 Uniform Delay, d1 26.0 28.5 26.1 29.0 4.1 4.1 3.9 3.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 1.3 0.8 2.1 0.2 0.2 0.0 0.0 Delay (s) 26.9 29.8 26.9 31.1 4.2 4.3 4.0 3.9 Level of Service C C C C A A A A Approach Delay (s) 29.7 30.9 4.2 4.1 Approach LOS C C A A Intersection Summary HCM Average Control Delay 24.8 HCM Level of Service C HCM Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 39.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ------------------------------------------------------------------- .~ Feeder Supply, LLC 1/28/20132016 PM Peak Hour - Background ELB Enaineering, LLC -J .. """IIV U ."-GfJVlt Page 1 Appendix. e Feeder Supply, LLC Transportation Impact Analysis ELB Engineering, LLC January 2013 HCM Unsignalized Intersection Capacity Analysis 3: Willow & Linden Street 1/29/2013 /' -+ ••• of +- -, ~ t I'" \. + .I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Stop Stop Stop Stop Volume (vph) 20 145 25 10 75 15 45 55 15 10 45 45 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) 22 158 27 11 82 16 49 60 16 11 49 49 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 207 109 125 109 Volume Left (vph) 22 11 49 11 Volume Right (vph) 27 16 16 49 Hadj (s) -0.02 -0.04 0.03 -0.22 Departure Headway (s) 4.6 4.7 4.8 4.6 Degree Utilization, x 0.26 0.14 0.17 0.14 Capacity (veh/h) 738 714 694 718 Control Delay (s) 9.2 8.5 8.8 8.4 Approach Delay (s) 9.2 8.5 8.8 8.4 Approach LOS A A A A Intersection Summary Delay 8.8 HCM Level of Service A Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/20132016 AM Peak Hour - TOTAL ELB Engineering, LLC City of Fort Collins Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 3: Cherry Street & College Avenue 1/29/2013 ; •• ~ Movement EBL EBT -. EBR WBL WBT ~ WBR -, NBL "\ NBT t NBR I" SBL ~ SST + SBR .; Lane Configurations " t l' , f;. , tt l' , tt l' }-tlea! F!ow (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 Lane Uti\' Factor 0.97 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 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 1863 1583 1770 1767 1770 3539 1583 1770 3539 1583 Fit Permitted 0.53 1.00 1.00 0.61 1.00 0.26 1.00 1.00 0.34 1.00 1.00 Satd. Flow (perm) 1909 1863 1583 1134 1767 484 3539 1583 624 3539 1583 Volume (vph) 145 155 150 40 75 40 70 610 30 90 775 235 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) 158 168 163 43 82 43 76 663 33 98 842 255 RTOR Reduction (vph) 0 0 0 0 27 0 0 0 17 0 0 126 Lane Group Flow (vph) 158 168 163 43 98 0 76 663 16 98 842 129 Turn Type pm+pt Free pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 2 2 6 6 Actuated Green, G (s) 21.3 16.5 90.0 16.5 14.1 48.6 43.4 43.4 49.6 43.9 43.9 Effective Green, g (s) 24.3 18.0 90.0 19.5 15.6 51.6 44.9 44.9 52.6 45.4 45.4 Actuated g/C Ratio 0.27 0.20 1.00 0.22 0.17 0.57 0.50 0.50 0.58 0.50 0.50 Clearance Time (s) 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 Lane Grp Cap (vph) 622 373 1583 273 306 373 1766 790 456 1785 799 vIs Ratio Prot cO.02 cO.09 0.01 0.06 0.02 0.19 cO.02 cO.24 vIs Ratio Perm 0.05 cO.10 0.03 0.10 0.01 0.11 0.08 vlc Ratio 0.25 0.45 0.10 0.16 0.32 0.20 0.38 0.02 0.21 0.47 0.16 Uniform Delay, d1 25.2 31.7 0.0 28.3 32.6 9.2 13.9 11.4 8.6 14.5 12.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.9 0.1 0.3 0.6 0.3 0.6 0.0 0.2 0.9 0.4 Delay (s) 25.4 32.5 0.1 28.6 33.2 9.5 14.5 11.5 8.8 15.4 12.5 Level of Service C C A C C A B B A B B Approach Delay (s) 19.4 32.0 13.9 14.2 Approach LOS B C B B Intersection Summary HCM Average Control Delay 16.2 HCM Level of Service B HCM Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 50.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/28/20132016 AM Peak Hour - TOTAL ELB Engineering, LLC City of Fort Collins Synchro 6 Report Page 1 HCM Signalized Intersection Capacity Analysis 6: Jefferson & Linden Street 1/29/2013 .,;. -+ ,. of o4f---- -, "\ t r '. + <tfI' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations lIj tf+ lIj tf+ 4t lIj t 'f ldes! 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 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.98 0.93 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3532 1770 3485 1731 1770 1863 1583 Fit Permitted 0.33 1.00 0.42 1.00 0.99 0.71 1.00 1.00 Satd. Flow (perm) 622 3532 792 3485 1724 1318 1863 1583 Volume (vph) 15 315 5 30 350 40 5 30 35 55 30 25 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) 16 342 5 33 380 43 5 33 38 60 33 27 RTOR Reduction (vph) 0 2 0 0 15 0 0 11 0 0 0 8 Lane Group Flow (vph) 16 345 0 33 408 0 0 65 0 60 33 19 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 13.7 13.7 13.7 13.7 55.3 55.3 55.3 55.3 Effective Green, g (s) 15.2 15.2 15.2 15.2 56.8 56.8 56.8 56.8 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.71 0.71 0.71 0.71 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) 118 671 150 662 1224 936 1323 1124 vIs Ratio Prot 0.10 cO.12 0.02 vIs Ratio Perm 0.03 0.04 0.04 cO.05 0.01 vlc Ratio 0.14 0.51 0.22 0.62 0.05 0.06 0.02 0.02 Uniform Delay, d1 26.9 29.1 27.4 29.7 3.5 3.5 3.4 3.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.7 0.7 1.7 0.1 0.1 0.0 0.0 Delay (s) 27.5 29.8 28.1 31.4 3.6 3.7 3.5 3.4 Level of Service C C C C A A A A Approach Delay (s) 29.7 31.2 3.6 3.6 Approach LOS C C A A Intersection Summary HCM Average Control Delay 25.3 HCM Level of Service C HCM Volume to Capacity ratio 0.18 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/28/20132016 AM Peak Hour - TOTAL ELB Engineering, LLC City of Fort Collins Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 14: EB Access @ Linden St & Linden Street 1/29/2013 ~ " "\ t + .; Movement EBL EBR NBL NBT SBT SBR Lane Configurations V +1' t. Sign Control Stop Free Free Grade 0% 0% 0% . Volume (veh/h) 5 30 30 55 80 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 33 33 60 87 5 Pedestrians 10 10 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 235 110 102 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 235 110 102 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 pO queue free % 99 96 98 cM capacity (veh/h) 725 928 1477 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 38 92 92 Volume Left 5 33 0 Volume Right 33 0 5 cSH 892 1477 1700 Volume to Capacity 0.04 0.02 0.05 Queue Length 95th (ft) 3 2 0 Control Delay (s) 9.2 2.8 0.0 Lane LOS A A Approach Delay (s) 9.2 2.8 0.0 Approach LOS A Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 24.1% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/20132016 AM Peak Hour - TOTAL ELB Engineering, LLC City of Fort Collins Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 12: Willow & NB Access @ Willow 1/29/2013 --+ •••••• .f .••..... -, /'" Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1+ 4' ¥ Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 50 10 10 140 15 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 54 11 11 152 16 11 Pedestrians 10 10 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 75 254 80 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 75 254 80 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pOqueue free % 99 98 99 cM capacity (veh/h) 1511 718 964 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 65 163 27 Volume Left 0 11 16 Volume Right 11 0 11 cSH 1700 1511 799 Volume to Capacity 0.04 0.01 0.03 Queue Length 95th (ft) 0 1 3 Control Delay (s) 0.0 0.5 9.7 Lane LOS A A Approach Delay (s) 0.0 0.5 9.7 Approach LOS A Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/20132016 AM Peak Hour - TOTAL ELB Engineering, LLC City of Fort Collins Synchro 6 Report Page 1 HCM Unsignalized Intersection Capacity Analysis 3: Willow & Linden Street .» •••••• .f +- -, "\ t ~ 1/29/2013 \.. ! .."I --lit- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Stop Stop Stop Stop Volume (vph) 15 155 50 20 50 20 45 60 20 15 75 55 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) 16 168 54 22 54 22 49 65 22 16 82 60 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 239 98 136 158 Volume Left (vph) 16 22 49 16 Volume Right (vph) 54 22 22 60 Hadj (s) -0.09 -0.05 0.01 -0.17 Departure Headway (s) 4.7 4.9 5.0 4.7 Degree Utilization, x 0.31 0.13 0.19 0.21 Capacity (veh/h) 721 673 672 700 Control Delay (s) 9.8 8.6 9.1 9.0 Approach Delay (s) 9.8 8.6 9.1 9.0 Approach LOS A A A A Intersection Summary Delay 9.3 HCM Level of Service A Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/2013 2016)dV1""Peak Hour - TOTAL ELB Engineering, LLC 'f7r1 Page 1 HCM Signalized Intersection Capacity Analysis 9: Cherry Street & College Avenue tug-!20'i3 y. ~ ~ +- '- -, t I"" '. + --+ ot/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~~ t 7' ~ t. ~ tt 7' ~ tt 7' 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 Lane Util. Factor 0.97 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 0.95 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 1863 1583 1770 1773 1770 3539 1583 1770 3539 1583 Fit Permitted 0.32 1.00 1.00 0.60 1.00 0.15 1.00 1.00 0.14 1.00 1.00 Satd. Flow (perm) 1165 1863 1583 1124 1773 273 3539 1583 263 3539 1583 Volume (vph) 350 145 90 70 180 85 95 925 70 130 995 285 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) 380 158 98 76 196 92 103 1005 76 141 1082 310 RTOR Reduction (vph) 0 0 0 0 22 0 0 0 44 0 0 172 Lane Group Flow (vph) 380 158 98 76 266 0 103 1005 32 141 1082 138 Turn Type pm+pt Free pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 2 2 6 6 Actuated Green, G (s) 24.6 20.6 90.0 23.0 19.8 41.8 36.1 36.1 46.6 38.5 38.5 Effective Green, g (s) 27.6 22.1 90.0 26.0 21.3 44.8 37.6 37.6 49.6 40.0 40.0 Actuated g/C Ratio 0.31 0.25 1.00 0.29 0.24 0.50 OA2 OA2 0.55 OA4 OA4 Clearance Time (s) 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 Lane Grp Cap (vph) 496 457 1583 358 420 256 1479 661 306 1573 704 vis Ratio Prot cO.05 0.08 0.01 0.15 0.03 0.28 cO.05 cO.31 vis Ratio Perm cO.19 cO.06 0.05 0.17 0.02 0.21 0.09 vlc Ratio 0.77 0.35 0.06 0.21 0.63 OAO 0.68 0.05 OA6 0.69 0.20 Uniform Delay, d1 27.6 28.0 0.0 23.8 30.8 14.0 21.3 15.6 12.9 20.0 15.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.0 0.5 0.1 0.3 3.1 1.0 2.5 0.1 1.1 2.5 0.6 Delay (s) 34.6 28A 0.1 24.1 33.9 15.1 23.8 15.7 14.0 22.5 15.8 Level of Service C C A C C B C B B C B Approach Delay (s) 27.7 31.9 22.6 20A Approach LOS C C C C Intersection Summary HCM Average Control Delay 23A HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/28/2013 2016..Af\ifPeak Hour - TOTAL ELB Engineering, LLC fn -, Page 1 HCM Signalized Intersection Capacity Analysis 6: Jefferson & Linden Street 1/29/2013 ~ •• .f ••..... '- "\ t I"" '. + ..; --+ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'i tt.. Ideal Flow (vphpl) 1900 1900 1900 1900 'i 1900 tt.. 1900 1900 1900 4+ 1900 1900 'i 1900 t 1900 r' Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Uti!. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.94 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1770 3513 1770 3466 1723 1770 1863 1583 Fit Permitted 0.27 1.00 0.34 1.00 0.95 0.68 1.00 1.00 Satd. Flow (perm) 503 3513 633 3466 1656 1261 1863 1583 Volume (vph) 20 390 20 25 410 65 25 35 55 75 50 30 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) 22 424 22 27 446 71 27 38 60 82 54 33 RTOR Reduction (vph) 0 6 0 0 21 0 0 19 0 0 0 10 Lane Group Flow (vph) 22 440 0 27 496 0 0 106 0 82 54 23 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s) 15.8 15.8 15.8 15.8 53.2 53.2 53.2 53.2 Effective Green, g (s) 17.3 17.3 17.3 17.3 54.7 54.7 54.7 54.7 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.68 0.68 0.68 0.68 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) 109 760 137 750 1132 862 1274 1082 vIs Ratio Prot 0.13 cO.14 0.03 vIs Ratio Perm 0.04 0.04 0.06 cO.07 0.01 vlc Ratio 0.20 0.58 0.20 0.66 0.09 0.10 0.04 0.02 Uniform Delay, d1 25.7 28.1 25.7 28.7 4.3 4.3 4.1 4.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 1.1 0.7 2.2 0.2 0.2 0.1 0.0 Delay (s) 26.6 29.2 26.4 30.9 4.4 4.5 4.2 4.1 Level of Service C C C C A A A A Approach Delay (s) 29.0 30.6 4.4 4.3 Approach LOS C C A A Intersection Summary HCM Average Control Delay 24.2 HCM Level of Service C HCM Volume to Capacity ratio 0.23 Actuated Cycle Length (s) 80.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Feeder Supply, LLC 1/28/2013 2016~ Peak Hour - TOTAL ELB Engineering, LLC '?rJ -r--'" Page 1 HCM Unsignalized Intersection Capacity Analysis 14: EB Access & Linden Street 1/29/2013 ..J- ""). "\ t + .; Movement EBL EBR NBL NBT SBT SBR Lane Configurations V 4' 1+ Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 5 25 35 95 140 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 27 38 103 152 5 Pedestrians 10 10 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 354 175 168 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 354 175 168 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 pO queue free % 99 97 97 cM capacity (veh/h) 616 854 1398 Direction, Lane # EB 1 NB 1 SB 1 Volume Total 33 141 158 Volume Left 5 38 0 Volume Right 27 0 5 cSH 802 1398 1700 Volume to Capacity 0.04 0.03 0.09 Queue Length 95th (ft) 3 2 0 Control Delay (s) 9.7 2.2 0.0 Lane LOS A A Approach Delay (s) 9.7 2.2 0.0 Approach LOS A Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/2013 2016)dQfPeak Hour - TOTAL ELB Engineering, LLC 11""\ Page 1 HCM Unsignalized Intersection Capacity Analysis 12: Willow & NB Access -. ••••• .f +- 1/29/2013 "\ ,.. Movement EBT EBR WBL WBT NBL NBR Lane Configurations r. +1 V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 210 10 10 140 5 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 228 11 11 152 5 11 Pedestrians 10 10 10 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 1 1 1 Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 249 428 254 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 249 428 254 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 pO queue free % 99 99 99 cM capacity (veh/h) 1306 570 772 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 239 163 16 Volume Left 0 11 5 Volume Right 11 0 11 cSH 1700 1306 690 Volume to Capacity 0.14 0.01 0.02 Queue Length 95th (ft) 0 1 2 Control Delay (s) 0.0 0.6 10.3 Lane LOS A B Approach Delay (s) 0.0 0.6 10.3 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 28.4% ICU Level of Service A Analysis Period (min) 15 Feeder Supply, LLC 1/28/2013 201~eak Hour - TOTAL ELB Engineering, LLC ?'1 Page 1