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HomeMy WebLinkAboutAppendix B_Transportation Technical Appendices.pdfAPPENDIX B Transportation Appendix 201 HASKINS TRANSPORTATION TECHNICAL APPENDIX 1. Traffic Counts 2. Intersection Level of Service Calculations, Synchro Software, Existing Conditions 3. Traffic Signal Warrants, Caltrans Peak Hour Warrant 3, Existing Conditions 4. Freeway Level of Service Calculations, Highway Capacity Software (HCS), Existing Conditions 5. Intersection Level of Service Calculations, Synchro Software, Existing plus Project 6. Traffic Signal Warrants, Caltrans Peak Hour Warrant 3, Existing plus Project 7. Freeway Level of Service Calculations, Highway Capacity Software (HCS), Existing plus Project 8. Intersection Level of Service Calculations, Synchro Software, 2040 Cumulative without Project 9. Traffic Signal Warrants, Caltrans Peak Hour Warrant 3, 2040 Cumulative without Project 10. Freeway Level of Service Calculations, Highway Capacity Software (HCS), 2040 Cumulative without Project 11. Intersection Level of Service Calculations, Synchro Software, 2040 Cumulative plus Project 12. Traffic Signal Warrants, Caltrans Peak Hour Warrant 3, 2040 Cumulative plus Project 13. Freeway Level of Service Calculations, Highway Capacity Software (HCS), 2040 Cumulative plus Project 1. Traffic Counts Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Haskins Way -- E Grand Ave QC JOB #: 14535701 CITY /STATE: South San Francisco, CA DATE: Thu, Oct 12 2017 0 0 Peak -Hour: 8:00 AM -- 9:00 AM a t L Peak 15 -Min: 8:45 AM -- 9:00 AM a t 0 0 o 0.0 0.0 0.0 J i 4 ✓ i 4 215 0 J t 0 96 42.3 « 0.0 Jf t 0.0 35.4 481 0.82 4. 91 1.5 « * 36.3 723 * 242 z t { 5 492 F a:Q.. 7.6 * 19.8i � t �{ 20.0 * 2.4 124 0 11 I t L)c�.Ll1y%OLJf15 -46.8 0.0 45.5F 247 135 : 6. - 19.8 46.7 L J i 4 L o J t 0 0 0 4 * « 0 z 0 '1 t f 0 0 F ♦r 0 0 O F NA J i NA I 4r L 4 L i 4 5+_ NA NA NA NA r —14 t t� t F 4' NA NA 5 -Min Count Haskins Way Haskins Way E Grand Ave E Grand Ave Total Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Totals Beginning At Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 14 0 0 0 0 0 0 0 0 27 19 0 1 10 0 0 71 7:05 AM 11 0 1 0 0 0 0 0 0 18 21 0 0 5 0 0 56 7:10 AM 10 0 2 0 0 0 0 0 0 17 13 0 0 4 0 0 46 7:15 AM 11 0 0 0 0 0 0 0 0 19 17 0 0 11 0 0 58 7:20 AM 9 0 1 0 0 0 0 0 0 25 22 0 0 11 0 0 68 7:25 AM 10 0 1 0 0 0 0 0 0 25 16 0 1 9 0 0 62 7:30 AM 16 0 3 0 0 0 0 0 0 23 18 0 0 10 0 0 70 7:35 AM 7 0 1 0 0 0 0 0 0 28 10 0 0 7 0 0 53 7:40 AM 10 0 0 0 0 0 0 0 0 39 17 0 0 4 0 0 70 7:45 AM 7 0 0 0 0 0 0 0 0 32 16 0 0 7 0 0 62 7:50 AM 5 0 1 0 0 0 0 0 0 28 24 0 0 5 0 0 63 7:55 AM 13 0 0 0 0 0 0 0 0 38 22 0 0 4 0 0 77 756 8:00 AM 9 0 0 0 0 0 0 0 0 40 27 0 0 4 0 0 80 765 8:05 AM 11 0 1 0 0 0 0 0 0 34 18 0 0 11 0 0 75 784 8:10 AM 11 0 0 0 0 0 0 0 0 37 16 0 0 8 0 0 72 810 8:15 AM 7 0 2 0 0 0 0 0 0 39 20 0 0 5 0 0 73 825 8:20 AM 7 0 1 0 0 0 0 0 0 32 19 0 0 5 0 0 64 821 8:25 AM 9 0 1 0 0 0 0 0 0 33 16 0 0 11 0 0 70 829 8:30 AM 12 0 1 0 0 0 0 0 0 44 26 0 1 8 0 0 92 851 8:35 AM 9 0 2 0 0 0 0 0 0 32 19 0 0 4 0 0 66 864 8:40 AM 14 0 2 0 0 0 0 0 0 27 22 0 0 7 0 0 72 866 8:45 AM 8 0 1 0 0 0 0 0 0 58 22 0 0 9 0 0 98 902 8:50 AM 14 0 0 0 0 0 0 0 0 46 22 0 4 8 0 0 94 933 855 AM 13 0 0 0 0 0 0 0 0 59 15 0 0 11 0 0 98 954 Peak 15 -Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U Total All Vehicles 140 0 4 0 0 0 0 0 0 652 236 0 16 112 0 0 1160 Heavy Trucks 48 0 0 0 0 0 0 12 20 4 36 0 120 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad IStopped Buses Comments: Report generated on 10/19/2017 12:27 PM SOURCE: Quality Counts, LLC (http: / /www.qualitycounts.net) 1- 877 - 580 -2212 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: Haskins Way -- E Grand Ave QC JOB #: 14535702 CITY /STATE: South San Francisco, CA DATE: Thu, Oct 12 2017 0 0 Peak -Hour: 4:15 PM -- 5:15 PM i t L Peak 15 -Min: 5:00 PM -- 5:15 PM a t 0 0 o 0.0 0.0 0.0 0 i 4 757 0 0 522 5.5 « 0.0 � t 0.0 4. 5.0 64 0.92 * 519 6.3 * � 4. 5.0 110 * 46 z t �{ 3 * 72 ; z - ; 13.9 a:Q, 11.8 19.6 � t � 0.0 F i t u.a.L i ty {] L1 f1 5 -1 4 0.0 75.0F 238 0 8 49 246 8. t - 18.4 8.9 L -j 4.p i 4 L o f F i 0 o 1 0 0 z 0 •1 t f 0 1 F ♦r 0 0 O F NA J i NA I 4r L 4 L i 4 5+_ NA NA NA NA r F 4' NA NA 5 -Min Count Haskins Wav Haskins Wav E Grand Ave E Grand Ave Total Hourlv Period 0 0 (Northbound) Beginning At Left Thru Right u 4:00 PM 18 0 0 0 4:05 PM 22 0 2 0 4:10 PM 17 0 1 0 4:15 PM 16 0 1 0 4:20 PM 15 0 1 0 4:25 PM 12 0 0 0 4:30 PM 29 0 0 0 4:35 PM 24 0 1 0 4:40 PM 23 0 0 0 4:45 PM 12 0 1 0 4:50 PM 18 0 2 0 d-FF PM 9 Q n 1 n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n n n n 0 4 7 0 0 6 8 0 0 6 6 0 0 4 8 0 0 2 8 0 0 9 3 0 0 5 2 0 0 4 3 0 0 6 1 0 0 7 4 0 n n n n 0 48 0 0 0 50 0 0 0 53 0 0 1 46 0 0 0 39 0 0 0 29 0 0 1 57 0 0 0 32 0 0 0 51 0 0 0 43 0 0 n R'2 n n Totals I 83 82 82 75 61 70 90 62 71 74 5F R7A 5:00 PM 20 0 0 0 0 0 0 0 0 2 2 0 1 38 0 0 63 868 5:05 PM 30 0 1 0 0 0 0 0 0 6 4 0 0 43 0 0 84 869 5:10 PM 26 0 0 0 0 0 0 0 0 8 2 0 0 55 0 0 91 878 5:15 PM 20 0 1 0 0 0 0 0 0 5 3 1 0 39 0 0 69 865 5:20 PM 23 0 0 0 0 0 0 0 0 3 2 0 0 40 0 0 68 858 5:25 PM 7 0 0 0 0 0 0 0 0 5 5 0 0 33 0 0 50 847 5:30 PM 13 0 0 0 0 0 0 0 0 1 0 0 1 38 0 0 53 830 5:35 PM 15 0 3 0 0 0 0 0 0 5 2 0 0 33 0 0 58 798 5:40 PM 13 0 0 0 0 0 0 0 0 4 0 0 0 34 0 0 51 787 5:45 PM 9 0 1 0 0 0 0 0 0 7 4 0 0 26 0 0 47 763 5:50 PM 12 0 0 0 0 0 0 0 0 6 2 0 1 27 0 0 48 737 5:55 PM 1 8 0 0 0 0 0 0 0 0 6 4 0 3 20 0 0 41 1 723 Peak 15 -Min Northbound Southbound Eastbound Westbound Flowrates Left Thru Right u Left Thru Right u Left Thru Right u Left Thru Right u Total All Vehicles 304 0 4 0 0 0 0 0 0 64 32 0 4 544 0 0 952 Heavy Trucks 8 0 4 0 0 0 0 8 12 0 20 0 52 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad 'Stopped Buses Comments: Report generated on 10/19/2017 12:27 PM SOURCE: Quality Counts, LLC (http: / /www.qualitycounts.net) 1- 877 - 580 -2212 2. Intersection Level of Service Calculations Synchro Software Existing Conditions HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway Bm6&W yster Poir � Ir � Movement EBT EBR WBL2 WBT NBL NBT NBR SBR2 NER NER2 Lane Configurations tti� ) +t r* r* r*r* r* Traffic Volume (vph) 1214 320 42 349 226 0 141 0 664 347 Future Volume (vph) 1214 320 42 349 226 0 141 0 664 347 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.91 0.91 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 1.00 1.00 0.85 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4898 1641 4396 2857 1428 1422 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4898 1641 4396 2857 1428 1422 3762 1553 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1320 348 46 379 246 0 153 0 722 377 RTOR Reduction (vph) 0 0 0 0 0 0 100 0 0 0 Lane Group Flow (vph) 1668 0 46 379 165 81 53 0 722 377 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 11 4 6 Heavy Vehicles ( %) 2% 3% 10% 18% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 41.4 3.6 80.0 11.5 11.5 11.5 26.5 26.5 Effective Green, g (s) 41.4 3.6 80.0 11.5 11.5 11.5 26.5 26.5 Actuated g/C Ratio 0.41 0.04 0.80 0.12 0.12 0.12 0.26 0.26 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 2027 59 3516 328 164 163 996 411 vls Ratio Prot c0.34 c0.03 0.09 c0.06 0.06 0.19 c0.24 v/s Ratio Perm 0.04 vlc Ratio 0.82 0.78 0.11 0.50 0.49 0.33 0.72 0.92 Uniform Delay, dl 26.0 47.8 2.2 41.6 41.5 40.7 33.4 35.7 Progression Factor 0.84 1.29 0.68 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.4 43.2 0.0 0.4 0.9 0.4 2.2 24.5 Delay (s) 25.2 104.9 1.5 42.0 42.4 41.1 35.7 60.2 Level of Service C F A D D D D E Approach Delay (s) 25.2 12.7 41.7 Approach LOS C B D Intersection Summary HCM 2000 Control Delay 31.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* + r* Traffic Volume (vph) 156 139 87 173 118 67 33 375 289 404 444 101 Future Volume (vph) 156 139 87 173 118 67 33 375 289 404 444 101 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 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped /bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.93 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1577 1555 2694 1660 1333 1624 2875 1411 1449 2928 1329 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 1577 1555 2694 1660 1333 1624 2875 1411 1449 2928 1329 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 162 145 91 180 123 70 34 391 301 421 462 105 RTOR Reduction (vph) 0 25 0 0 0 62 0 0 0 0 0 68 Lane Group Flow (vph) 163 211 0 180 123 8 34 391 301 286 598 37 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA pt +ov Split NA Perm Protected Phases 8 8 7 7 6 6 67 2 2 Permitted Phases 7 2 Actuated Green, G (s) 18.1 18.1 11.9 11.9 11.9 17.5 17.5 29.4 35.5 35.5 35.5 Effective Green, g (s) 18.1 18.1 11.9 11.9 11.9 17.5 17.5 29.4 35.5 35.5 35.5 Actuated g/C Ratio 0.18 0.18 0.12 0.12 0.12 0.18 0.18 0.29 0.36 0.36 0.36 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 285 281 320 197 158 284 503 414 514 1039 471 vls Ratio Prot 0.10 c0.14 0.07 0.07 0.02 c0.14 c0.21 0.20 c0.20 v/s Ratio Perm 0.01 0.03 vlc Ratio 0.57 0.75 0.56 0.62 0.05 0.12 0.78 0.73 0.56 0.58 0.08 Uniform Delay, dl 37.4 38.8 41.6 41.9 39.1 34.8 39.4 31.7 25.9 26.1 21.4 Progression Factor 1.00 1.00 0.81 0.80 3.08 1.00 1.00 1.00 0.93 0.93 1.22 Incremental Delay, d2 2.3 10.3 2.3 6.0 0.1 0.1 7.1 5.9 3.7 2.0 0.3 Delay (s) 39.7 49.2 36.1 39.7 120.5 34.9 46.5 37.6 27.9 26.3 26.4 Level of Service D D D D F C D D C C C Approach Delay (s) 45.3 53.1 42.3 26.8 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 38.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave. 09/06/2018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt r* Traffic Volume (vph) 46 786 476 32 25 21 Future Volume (vph) 46 786 476 32 25 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.91 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 4425 1805 1476 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 4425 1805 1476 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 47 802 486 33 26 21 RTOR Reduction (vph) 0 0 3 0 0 20 Lane Group Flow (vph) 47 802 516 0 26 1 Confl. Peds. ( # /hr) 8 8 9 9 Confl. Bikes ( # /hr) 3 2 Heavy Vehicles ( %) 2% 2% 17% 0% 0% 0% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.1 87.9 78.8 4.1 4.1 Effective Green, g (s) 5.1 87.9 78.8 4.1 4.1 Actuated g/C Ratio 0.05 0.88 0.79 0.04 0.04 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 90 4469 3486 74 60 vls Ratio Prot c0.03 c0.16 0.12 c0.01 v/s Ratio Perm 0.00 vlc Ratio 0.52 0.18 0.15 0.35 0.01 Uniform Delay, dl 46.3 0.9 2.5 46.7 46.0 Progression Factor 1.17 0.97 1.06 1.00 1.00 Incremental Delay, d2 2.2 0.1 0.1 1.1 0.0 Delay (s) 56.1 0.9 2.8 47.7 46.0 Level of Service E A A D D Approach Delay (s) 4.0 2.8 47.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 5.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.21 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 26.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 15.3 ) + ++ 4.0 rr Traffic Volume (veh /h) 750 61 10 359 149 667 Future Volume (veh /h) 750 61 10 359 149 667 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1866 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 806 66 11 386 160 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 3638 296 12 3460 195 306 Arrive On Green 1.00 1.00 0.01 1.00 0.11 0.00 Sat Flow, veh /h 4955 390 1645 4428 1723 2707 Grp Volume(v), veh /h 570 302 11 386 160 0 Grp Sat Flow(s),veh /h /In 1698 1782 1645 1429 1723 1354 Q Serve(g_s), s 0.0 0.0 0.7 0.0 9.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.7 0.0 9.1 0.0 Prop In Lane 0.22 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2580 1354 12 3460 195 306 V/C Ratio(X) 0.22 0.22 0.95 0.11 0.82 0.00 Avail Cap(c_a), veh /h 2580 1354 82 3460 810 1272 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.98 0.98 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 49.3 0.0 43.4 0.0 Incr Delay (d2), s /veh 0.2 0.4 62.4 0.1 3.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.1 0.3 0.9 0.0 8.0 0.0 LnGrp Delay(d),s /veh 0.2 0.4 111.7 0.1 46.7 0.0 LnGrp LOS A A F A D Approach Vol, veh /h 872 397 160 Approach Delay, s /veh 0.3 3.2 46.7 Approach LOS A A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s 4.7 80.0 84.7 15.3 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 36.0 45.0 47.0 Max Q Clear Time (g_c +ll), s 2.7 2.0 2.0 11.1 Green Ext Time (p-c), s 0.0 6.4 6.5 0.4 Intersection Summary HCM 2010 Ctrl Delay 6.3 HCM 2010 LOS A SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ++ 13.4 ) ++ * 4.2 ) + 4.0 ) + 4.0 Traffic Volume (veh /h) 159 1193 65 147 261 100 56 151 317 248 129 52 Future Volume (veh /h) 159 1193 65 147 261 100 56 151 317 248 129 52 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1976 1545 1551 1976 1583 1787 1900 1810 1835 1900 Adj Flow Rate, veh /h 164 1230 67 152 269 103 58 156 0 256 133 0 Adj No. of Lanes 1 3 0 1 3 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 7 5 5 5 Cap, veh /h 191 2197 120 173 1436 511 237 318 0 286 336 0 Arrive On Green 0.22 0.92 0.92 0.24 0.94 0.94 0.16 0.09 0.00 0.17 0.10 0.00 Sat Flow, veh /h 1723 4788 261 1471 3068 1092 1508 3485 0 1723 3578 0 Grp Volume(v), veh /h 164 846 451 152 246 126 58 156 0 256 133 0 Grp Sat Flow(s),veh /h /lnl723 1647 1756 1471 1411 1336 1508 1698 0 1723 1743 0 Q Serve(g_s), s 9.2 4.3 4.4 10.0 0.7 0.7 3.4 4.4 0.0 14.6 3.6 0.0 Cycle Q Clear(g_c), s 9.2 4.3 4.4 10.0 0.7 0.7 3.4 4.4 0.0 14.6 3.6 0.0 Prop In Lane 1.00 0.15 1.00 0.82 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh /h 191 1511 806 173 1321 625 237 318 0 286 336 0 V/C Ratio(X) 0.86 0.56 0.56 0.88 0.19 0.20 0.24 0.49 0.00 0.90 0.40 0.00 Avail Cap(c_a), veh /h 207 1511 806 174 1321 625 237 781 0 293 1060 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.95 0.95 0.95 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 38.2 2.4 2.4 37.5 1.7 1.7 36.9 43.1 0.0 40.9 42.5 0.0 Incr Delay (d2), s /veh 22.3 1.3 2.4 33.7 0.3 0.7 0.2 0.4 0.0 26.6 0.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir9.0 3.4 4.1 9.5 0.5 0.6 2.5 3.7 0.0 13.9 3.1 0.0 LnGrp Delay(d),s /veh 60.5 3.7 4.8 71.2 2.0 2.4 37.1 43.5 0.0 67.5 42.7 0.0 LnGrp LOS E A A E A A D D E D Approach Vol, veh /h 1461 524 214 389 Approach Delay, s /veh 10.4 22.2 41.8 59.0 Approach LOS B C D E Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), t6.0 50.1 19.7 14.2 15.1 51.0 20.6 13.4 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)12 * 32 9.0 30.4 12.0 * 32 17.0 23.0 Max Q Clear Time (g_c +ll;,Q 6.4 5.4 5.6 11.2 2.7 16.6 6.4 Green Ext Time (p-c), s 0.0 8.7 0.3 0.5 0.0 9.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 22.7 HCM 2010 LOS C Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + * 4.6 ) t 32.4 19.4 3.0 r 11.8 Max Q Clear Time (g_c +ll),a r Traffic Volume (veh /h) 407 1195 151 33 295 10 89 134 180 68 58 124 Future Volume (veh /h) 407 1195 151 33 295 10 89 134 180 68 58 124 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1825 1900 1338 1550 1900 1429 1750 1792 1610 1538 1652 Adj Flow Rate, veh /h 420 1232 156 34 304 10 92 138 186 70 232 128 Adj No. of Lanes 2 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 3 42 23 23 33 7 6 18 24 15 Cap, veh /h 495 1496 189 59 1137 37 161 206 176 263 264 237 Arrive On Green 0.29 0.97 0.97 0.05 0.39 0.39 0.12 0.12 0.12 0.17 0.17 0.17 Sat Flow, veh /h 3408 3091 390 1274 2909 95 1361 1750 1489 1533 1538 1379 Grp Volume(v), veh /h 420 689 699 34 153 161 92 138 186 70 232 128 Grp Sat Flow(s),veh /h /In1704 1734 1747 1274 1472 1532 1361 1750 1489 1533 1538 1379 Q Serve(g_s), s 11.6 6.2 6.4 2.6 7.1 7.1 6.4 7.6 11.8 4.0 14.7 8.5 Cycle Q Clear(g_c), s 11.6 6.2 6.4 2.6 7.1 7.1 6.4 7.6 11.8 4.0 14.7 8.5 Prop In Lane 1.00 0.22 1.00 0.06 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 495 839 845 59 575 599 161 206 176 263 264 237 V/C Ratio(X) 0.85 0.82 0.83 0.58 0.27 0.27 0.57 0.67 1.06 0.27 0.88 0.54 Avail Cap(c_a), veh /h 648 839 845 59 575 599 161 206 176 297 298 268 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 34.4 0.9 0.9 46.7 20.7 20.7 41.7 42.2 44.1 35.9 40.4 37.8 Incr Delay (d2), s /veh 5.4 5.8 6.0 8.9 1.1 1.1 3.2 6.6 84.2 0.2 21.0 0.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /IrB.9 4.5 5.2 1.9 5.5 5.8 4.6 7.2 16.1 3.0 12.4 5.9 LnGrp Delay(d),s /veh 39.8 6.8 7.0 55.6 21.8 21.8 44.9 48.8 128.3 36.1 61.3 38.5 LnGrp LOS D A A E C C D D F D E D Approach Vol, veh /h 1808 348 416 430 Approach Delay, s /veh 14.5 25.1 83.5 50.4 Approach LOS B C F D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t8.5 43.7 21.8 9.2 53.0 16.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmalp.6 32.4 19.4 3.0 * 48 11.8 Max Q Clear Time (g_c +ll),a 9.1 16.7 4.6 8.4 13.8 Green Ext Time (p-c), s 0.9 1.8 0.4 0.0 7.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 30.5 HCM 2010 LOS C Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t *43 43.0 3.0 41.5 43.0 Max Q Clear Time (g_c +110,-L 37.2 Traffic Volume (veh /h) 15 1209 52 69 305 6 21 24 626 4 0 5 Future Volume (veh /h) 15 1209 52 69 305 6 21 24 626 4 0 5 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1810 1900 1407 1526 1900 1900 1859 1900 1900 1900 1900 Adj Flow Rate, veh /h 16 1273 55 73 321 6 22 25 659 4 0 5 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 0 0 0 0 Cap, veh /h 18 1426 62 248 1759 33 48 34 636 123 19 112 Arrive On Green 0.01 0.43 0.43 0.19 0.60 0.60 0.43 0.43 0.43 0.43 0.00 0.43 Sat Flow, veh /h 1691 3354 145 1340 2911 54 25 80 1479 165 45 262 Grp Volume(v), veh /h 16 652 676 73 160 167 706 0 0 9 0 0 Grp Sat Flow(s),veh /h /lnl691 1720 1779 1340 1449 1516 1584 0 0 471 0 0 Q Serve(g_s), s 0.9 35.1 35.2 4.7 4.9 4.9 22.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 35.1 35.2 4.7 4.9 4.9 43.0 0.0 0.0 0.3 0.0 0.0 Prop In Lane 1.00 0.08 1.00 0.04 0.03 0.93 0.44 0.56 Lane Grp Cap(c), veh /h 18 731 756 248 876 916 718 0 0 254 0 0 V/C Ratio(X) 0.90 0.89 0.89 0.29 0.18 0.18 0.98 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh /h 51 731 756 248 876 916 718 0 0 254 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.4 26.6 26.7 35.1 8.8 8.8 29.2 0.0 0.0 16.3 0.0 0.0 Incr Delay (d2), s /veh 38.2 15.4 15.2 0.2 0.5 0.4 29.1 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.1 26.9 27.9 3.2 3.7 3.9 33.5 0.0 0.0 0.3 0.0 0.0 LnGrp Delay(d),s /veh 87.6 42.1 41.9 35.4 9.2 9.2 58.3 0.0 0.0 16.4 0.0 0.0 LnGrp LOS F D D D A A E B Approach Vol, veh /h 1344 400 706 9 Approach Delay, s /veh 42.5 14.0 58.3 16.4 Approach LOS D B E B Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 23.5 47.0 47.0 5.1 65.4 47.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmaxg.6 *43 43.0 3.0 41.5 43.0 Max Q Clear Time (g_c +110,-L 37.2 2.3 2.9 6.9 45.0 Green Ext Time (p-c), s 0.0 2.7 4.0 0.0 1.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 42.3 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 TWSC 8: E. Grand Ave. & Allerton Ave. 09/06/2018 Intersection Int Delay, s /veh 1.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt t r Traffic Vol, veh /h 257 1556 309 17 6 74 Future Vol, veh /h 257 1556 309 17 6 74 Conflicting Peds, # /hr 0 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 70 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 4 28 29 0 19 Mvmt Flow 273 1655 329 18 6 79 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 348 0 0 1713 174 Stage 1 - - - 339 - Stage 2 - 1374 - Critical Hdwy 4.16 - 6.8 7.28 Critical Hdwy Stg 1 - 5.8 - Critical Hdwy Stg 2 - 5.8 - Follow -up Hdwy 2.23 3.5 3.49 Pot Cap -1 Maneuver 1200 - - 83 788 Stage 1 - 699 - Stage 2 - 204 - Platoon blocked, % Mov Cap -1 Maneuver 1200 - - 64 787 Mov Cap -2 Maneuver - 132 - Stage 1 698 - Stage 2 157 - Approach EB WB SIB HCM Control Delay, s 1.3 0 10.1 HCM LOS B Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 1200 - 787 HCM Lane V/C Ratio 0.228 0.1 HCM Control Delay (s) 8.9 10.1 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.9 - 0.3 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 � � � Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4.5 ) 40.0 Traffic Volume (veh /h) 481 242 5 91 124 11 Future Volume (veh /h) 481 242 5 91 124 11 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1583 1900 1406 1293 1900 Adj Flow Rate, veh /h 587 295 6 111 163 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 20 36 36 47 0 Cap, veh /h 898 649 166 652 407 267 Arrive On Green 0.48 0.48 0.48 0.48 0.17 0.00 Sat Flow, veh /h 1863 1346 18 1351 2463 1615 Grp Volume(v), veh /h 587 295 117 0 163 0 Grp Sat Flow(s),veh /h /In 1863 1346 1369 0 1232 1615 Q Serve(g_s), s 5.7 3.5 0.0 0.0 1.4 0.0 Cycle Q Clear(g_c), s 5.7 3.5 1.1 0.0 1.4 0.0 Prop In Lane 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh /h 898 649 817 0 407 267 V/C Ratio(X) 0.65 0.45 0.14 0.00 0.40 0.00 Avail Cap(c_a), veh /h 3089 2232 2319 0 2655 1741 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 4.7 4.1 3.5 0.0 9.0 0.0 Incr Delay (d2), s /veh 0.3 0.2 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 5.1 2.3 0.8 0.0 0.9 0.0 LnGrp Delay(d),s /veh 5.0 4.3 3.6 0.0 9.2 0.0 LnGrp LOS A A A A Approach Vol, veh /h 882 117 163 Approach Delay, s /veh 4.8 3.6 9.2 Approach LOS A A A Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 16.1 8.0 16.1 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 7.7 3.4 3.1 Green Ext Time (p-c), s 3.9 0.3 3.9 Intersection Summary HCM 2010 Ctrl Delay 5.3 HCM 2010 LOS A Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 TWSC 10: 101 NB Off - Ramp /Industrial WyAndustrial Wy. & E. Grand Ave. 09/06/2018 Intersection Int Delay, s /veh 0.4 Movement WBL WBR NET NER SWL SWT Lane Configurations HCM Lane LOS r t - - 0.3 Traffic Vol, veh /h 0 33 516 868 0 0 Future Vol, veh /h 0 33 516 868 0 0 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized Stop - None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - - Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 4 2 2 Mvmt Flow 0 36 561 943 0 0 Major /Minor Minorl Majorl Conflicting Flow All 752 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.9 - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow -up Hdwy - 3.3 Pot Cap -1 Maneuver 0 357 - Stage 1 0 - Stage 2 0 - Platoon blocked, % - Mov Cap -1 Maneuver - 357 - Mov Cap -2 Maneuver Stage 1 - Stage 2 Approach WB NE HCM Control Delay, s 16.2 0 HCM LOS C Minor Lane /Major Mvmt NET NERWBLn1 Capacity (veh /h) - - 357 HCM Lane V/C Ratio - - 0.1 HCM Control Delay (s) - - 16.2 HCM Lane LOS - - C HCM 95th %tile Q(veh) - - 0.3 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y +Rc), s +T+ r 4.0 + r 4.5 t 21.0 27.4 ++ r Traffic Volume (veh /h) 93 178 125 330 195 192 194 43 343 164 627 164 Future Volume (veh /h) 93 178 125 330 195 192 194 43 343 164 627 164 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1782 1727 1520 1605 1792 1696 1736 1900 1776 1810 1827 Adj Flow Rate, veh /h 94 189 0 344 203 0 202 45 0 171 653 0 Adj No. of Lanes 1 2 1 2 1 1 1 2 0 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 21 7 5 4 Cap, veh /h 132 306 126 474 263 249 233 677 0 623 1497 676 Arrive On Green 0.09 0.09 0.00 0.05 0.05 0.00 0.14 0.21 0.00 0.37 0.44 0.00 Sat Flow, veh /h 1533 3564 1468 2895 1605 1524 1616 3385 0 1691 3438 1553 Grp Volume(v), veh /h 94 189 0 344 203 0 202 45 0 171 653 0 Grp Sat Flow(s),veh /h /In 1533 1782 1468 1448 1605 1524 1616 1649 0 1691 1719 1553 Q Serve(g_s), s 6.0 5.1 0.0 11.7 12.5 0.0 12.2 1.1 0.0 7.1 13.2 0.0 Cycle Q Clear(g_c), s 6.0 5.1 0.0 11.7 12.5 0.0 12.2 1.1 0.0 7.1 13.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 132 306 126 474 263 249 233 677 0 623 1497 676 V/C Ratio(X) 0.71 0.62 0.00 0.73 0.77 0.00 0.87 0.07 0.00 0.27 0.44 0.00 Avail Cap(c_a), veh /h 184 428 176 651 361 343 339 937 0 623 1497 676 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.89 0.89 0.00 1.00 1.00 0.00 0.95 0.95 0.00 Uniform Delay (d), s /veh 44.5 44.1 0.0 45.1 45.5 0.0 41.9 32.0 0.0 22.2 19.7 0.0 Incr Delay (d2), s /veh 3.3 0.8 0.0 2.3 6.2 0.0 10.9 0.0 0.0 0.1 0.9 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.8 4.6 0.0 8.3 9.8 0.0 10.2 0.9 0.0 6.0 10.5 0.0 LnGrp Delay(d),s /veh 47.8 44.9 0.0 47.4 51.6 0.0 52.8 32.0 0.0 22.3 20.6 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh /h 283 547 247 824 Approach Delay, s /veh 45.9 49.0 49.0 20.9 Approach LOS D D D C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s 18.4 48.1 12.6 41.4 25.1 20.9 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmax), s 21.0 27.4 12.0 20.0 * 28 22.5 Max Q Clear Time (g_c +ll), s 14.2 15.2 8.0 9.1 3.1 14.5 Green Ext Time (p-c), s 0.2 4.1 0.4 3.9 0.1 1.8 Intersection Summary HCM 2010 Ctrl Delay 36.3 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 '+ r 4.5 Max Green Setting (Gmaxo.® 24.0 )) t 21.0 19.5 + r Traffic Volume (veh /h) 74 233 378 37 123 30 396 382 401 18 108 198 Future Volume (veh /h) 74 233 378 37 123 30 396 382 401 18 108 198 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1739 1652 1667 1332 1900 1727 1836 1900 1900 1845 1520 Adj Flow Rate, veh /h 78 360 322 39 129 32 417 402 0 19 114 208 Adj No. of Lanes 1 1 1 1 1 0 2 2 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 49 10 5 5 0 3 25 Cap, veh /h 95 417 326 60 218 54 1136 1242 0 353 360 224 Arrive On Green 0.02 0.08 0.08 0.04 0.21 0.21 0.36 0.36 0.00 0.19 0.19 0.19 Sat Flow, veh /h 1459 1739 1358 1587 1024 254 3191 3581 0 1810 1845 1151 Grp Volume(v), veh /h 78 360 322 39 0 161 417 402 0 19 114 208 Grp Sat Flow(s),veh /h /lnl459 1739 1358 1587 0 1278 1596 1745 0 1810 1845 1151 Q Serve(g_s), s 5.3 20.5 23.7 2.4 0.0 11.3 9.7 8.4 0.0 0.9 5.3 17.8 Cycle Q Clear(g_c), s 5.3 20.5 23.7 2.4 0.0 11.3 9.7 8.4 0.0 0.9 5.3 17.8 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 95 417 326 60 0 272 1136 1242 0 353 360 224 V/C Ratio(X) 0.82 0.86 0.99 0.65 0.00 0.59 0.37 0.32 0.00 0.05 0.32 0.93 Avail Cap(c_a), veh /h 161 417 326 127 0 272 1136 1242 0 353 360 224 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 0.00 1.00 0.73 0.73 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 48.3 44.4 45.9 47.4 0.0 35.5 23.8 23.4 0.0 32.7 34.5 39.5 Incr Delay (d2), s /veh 5.9 15.2 44.2 4.3 0.0 2.4 0.7 0.5 0.0 0.0 0.2 39.8 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.2 17.0 18.5 2.0 0.0 7.6 7.2 6.9 0.0 0.8 4.9 12.8 LnGrp Delay(d),s /veh 54.2 59.6 90.1 51.7 0.0 37.8 24.5 23.9 0.0 32.8 34.7 79.3 LnGrp LOS D E F D D C C C C E Approach Vol, veh /h 760 200 819 341 Approach Delay, s /veh 72.0 40.5 24.2 61.8 Approach LOS E D C E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s7.8 28.0 40.2 10.5 25.3 24.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmaxo.® 24.0 31.4 11.0 21.0 19.5 Max Q Clear Time (9_c +114, 25.7 11.7 7.3 13.3 19.8 Green Ext Time (p-c), s 0.0 0.0 2.8 0.0 0.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 48.9 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. WBL WBT WBR --1, 4--- t 1I09/06/2018 t SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 985 18 564 19 8 16 163 232 14 22 404 108 Future Volume (vph) 985 18 564 19 8 16 163 232 14 22 404 108 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1658 2694 1775 1592 1597 3236 1805 3374 1131 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1658 2694 1775 1592 1597 3236 1805 3374 1131 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1059 19 606 20 9 17 175 249 15 24 434 116 RTOR Reduction (vph) 0 0 377 0 0 17 0 5 0 0 0 89 Lane Group Flow (vph) 540 538 229 0 29 0 175 259 0 24 434 27 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 13 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 28.3 28.3 28.3 1.8 1.8 10.7 25.9 2.0 17.2 17.2 Effective Green, g (s) 28.3 28.3 28.3 1.8 1.8 10.7 25.9 2.0 17.2 17.2 Actuated g/C Ratio 0.38 0.38 0.38 0.02 0.02 0.14 0.35 0.03 0.23 0.23 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 622 625 1016 42 38 227 1117 48 773 259 vls Ratio Prot c0.33 0.32 c0.02 c0.11 0.08 0.01 c0.13 v/s Ratio Perm 0.08 0.00 0.02 vlc Ratio 0.87 0.86 0.23 0.69 0.01 0.77 0.23 0.50 0.56 0.10 Uniform Delay, dl 21.6 21.5 15.9 36.3 35.7 31.0 17.5 36.0 25.6 22.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.9 11.3 0.0 32.7 0.0 14.9 0.5 3.0 2.9 0.8 Delay (s) 33.5 32.8 15.9 69.0 35.8 45.8 18.0 39.0 28.5 23.6 Level of Service C C B E D D B D C C Approach Delay (s) 27.0 56.7 29.1 27.9 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 28.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 65.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 22.4 +' r* D C r* Intersection Summary ++ r* t Traffic Volume (vph) 25 0 10 197 1 95 14 289 751 565 416 13 Future Volume (vph) 25 0 10 197 1 95 14 289 751 565 416 13 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.91 1.00 1.00 0.98 1.00 1.00 0.96 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1464 1417 1424 1244 1805 3343 1508 3367 3392 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 1464 1417 1424 1244 1805 3343 1508 3367 3392 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 27 0 11 212 1 102 15 311 808 608 447 14 RTOR Reduction (vph) 0 0 11 0 0 87 0 0 389 0 1 0 Lane Group Flow (vph) 0 27 0 106 107 15 15 311 419 608 460 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 15 21 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 3.6 3.6 14.4 14.4 14.4 2.6 36.6 36.6 29.4 63.4 Effective Green, g (s) 3.6 3.6 14.4 14.4 14.4 2.6 36.6 36.6 29.4 63.4 Actuated g/C Ratio 0.04 0.04 0.14 0.14 0.14 0.03 0.37 0.37 0.29 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 64 52 204 205 179 46 1223 551 989 2150 vls Ratio Prot c0.01 0.07 c0.08 0.01 0.09 c0.18 0.14 v/s Ratio Perm 0.00 0.01 c0.28 vlc Ratio 0.42 0.01 0.52 0.52 0.08 0.33 0.25 0.76 0.61 0.21 Uniform Delay, dl 47.2 46.5 39.6 39.6 37.1 47.8 22.2 27.8 30.4 7.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 0.9 1.1 0.1 1.5 0.0 5.3 2.9 0.2 Delay (s) 48.8 46.5 40.5 40.7 37.1 49.3 22.2 33.2 33.3 8.0 Level of Service D D D D D D C C C A Approach Delay (s) 48.1 39.5 30.4 22.4 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 Existing AM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway E M /M /N1 ®yster Poir � Ir � Movement EBT EBR WBL2 WBT NBL NBT NBR SBR2 NER NER2 Lane Configurations tti� ) +t r* r* r*r* r* Traffic Volume (vph) 281 59 52 1658 862 0 83 0 123 64 Future Volume (vph) 281 59 52 1658 862 0 83 0 123 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.91 0.91 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 1.00 1.00 0.85 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4512 1805 5187 3189 1595 1515 3551 1583 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4512 1805 5187 3189 1595 1515 3551 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 305 64 57 1802 937 0 90 0 134 70 RTOR Reduction (vph) 0 0 0 0 0 0 65 0 0 0 Lane Group Flow (vph) 369 0 57 1802 628 309 25 0 134 70 Confl. Peds. ( # /hr) 2 Confl. Bikes ( # /hr) 2 2 2 Heavy Vehicles ( %) 11% 15% 0% 0% 3% 0% 5% 0% 7% 2% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 26.4 6.5 63.6 27.9 27.9 27.9 22.2 22.2 Effective Green, g (s) 26.4 6.5 63.6 27.9 27.9 27.9 22.2 22.2 Actuated g/C Ratio 0.26 0.06 0.64 0.28 0.28 0.28 0.22 0.22 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 1191 117 3298 889 445 422 788 351 vls Ratio Prot 0.08 0.03 c0.35 c0.20 0.19 0.04 0.04 v/s Ratio Perm 0.02 vlc Ratio 0.31 0.49 0.55 0.71 0.69 0.06 0.17 0.20 Uniform Delay, dl 29.5 45.1 10.2 32.4 32.2 26.4 31.5 31.7 Progression Factor 0.55 1.18 1.18 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.9 0.1 2.1 3.8 0.0 0.0 0.1 Delay (s) 16.8 54.1 12.1 34.5 36.0 26.5 31.5 31.8 Level of Service B D B C D C C C Approach Delay (s) 16.8 13.4 34.2 Approach LOS B B C Intersection Summary HCM 2000 Control Delay 21.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 56.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* + r* Traffic Volume (vph) 160 62 69 680 274 255 64 487 118 118 391 112 Future Volume (vph) 160 62 69 680 274 255 64 487 118 118 391 112 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 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped /bikes 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.93 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1511 2694 1660 1338 1624 2875 1411 1449 2935 1328 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1511 2694 1660 1338 1624 2875 1411 1449 2935 1328 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 167 65 72 708 285 266 67 507 123 123 407 117 RTOR Reduction (vph) 0 40 0 0 0 188 0 0 0 0 0 94 Lane Group Flow (vph) 167 97 0 708 285 78 67 507 123 111 419 23 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA pt +ov Split NA Perm Protected Phases 8 8 7 7 6 6 67 2 2 Permitted Phases 7 2 Actuated Green, G (s) 14.0 14.0 29.5 29.5 29.5 19.5 19.5 49.0 20.0 20.0 20.0 Effective Green, g (s) 14.0 14.0 29.5 29.5 29.5 19.5 19.5 49.0 20.0 20.0 20.0 Actuated g/C Ratio 0.14 0.14 0.29 0.29 0.29 0.20 0.20 0.49 0.20 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 220 211 794 489 394 316 560 691 289 587 265 vls Ratio Prot c0.11 0.06 c0.26 0.17 0.04 c0.18 0.09 0.08 c0.14 v/s Ratio Perm 0.06 0.02 vlc Ratio 0.76 0.46 0.89 0.58 0.20 0.21 0.91 0.18 0.38 0.71 0.09 Uniform Delay, dl 41.4 39.5 33.7 30.0 26.4 33.8 39.3 14.2 34.7 37.3 32.6 Progression Factor 1.00 1.00 0.93 0.92 0.74 1.00 1.00 1.00 0.98 0.97 1.16 Incremental Delay, d2 13.3 1.1 12.3 1.8 0.2 0.2 18.1 0.1 3.7 6.9 0.6 Delay (s) 54.7 40.7 43.7 29.3 19.8 34.0 57.5 14.3 37.6 43.2 38.4 Level of Service D D D C B C E B D D D Approach Delay (s) 48.4 35.4 47.6 41.4 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 41.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave. 09/06/2018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt r* Traffic Volume (vph) 44 254 1533 68 21 75 Future Volume (vph) 44 254 1533 68 21 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.92 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 5085 4821 1805 1488 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 5085 4821 1805 1488 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 46 265 1597 71 22 78 RTOR Reduction (vph) 0 0 0 0 0 74 Lane Group Flow (vph) 46 265 1668 0 22 4 Confl. Peds. ( # /hr) 23 23 9 9 Confl. Bikes ( # /hr) 20 4 Heavy Vehicles ( %) 0% 2% 7% 0% 0% 0% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.0 86.8 77.8 5.2 5.2 Effective Green, g (s) 5.0 86.8 77.8 5.2 5.2 Actuated g/C Ratio 0.05 0.87 0.78 0.05 0.05 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 90 4413 3750 93 77 vls Ratio Prot c0.03 0.05 c0.35 c0.01 v/s Ratio Perm 0.00 vlc Ratio 0.51 0.06 0.44 0.24 0.05 Uniform Delay, dl 46.3 0.9 3.8 45.5 45.1 Progression Factor 1.06 0.89 0.43 1.00 1.00 Incremental Delay, d2 2.0 0.0 0.4 0.5 0.1 Delay (s) 50.9 0.8 2.0 46.0 45.2 Level of Service D A A D D Approach Delay (s) 8.3 2.0 45.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 5.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 23.2 ) + ++ 4.0 rr Traffic Volume (veh /h) 252 23 12 1321 280 175 Future Volume (veh /h) 252 23 12 1321 280 175 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1770 1900 1520 1863 1881 1681 Adj Flow Rate, veh /h 274 25 13 1436 304 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 8 25 2 1 13 Cap, veh /h 3062 273 13 3703 344 482 Arrive On Green 1.00 1.00 0.02 1.00 0.19 0.00 Sat Flow, veh /h 4666 402 1448 5253 1792 2515 Grp Volume(v), veh /h 194 105 13 1436 304 0 Grp Sat Flow(s),veh /h /In 1611 1687 1448 1695 1792 1258 Q Serve(g_s), s 0.0 0.0 0.9 0.0 16.5 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.9 0.0 16.5 0.0 Prop In Lane 0.24 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2189 1146 13 3703 344 482 V/C Ratio(X) 0.09 0.09 1.03 0.39 0.88 0.00 Avail Cap(c_a), veh /h 2189 1146 87 3703 717 1006 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.82 0.82 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 49.1 0.0 39.3 0.0 Incr Delay (d2), s /veh 0.1 0.2 73.6 0.3 3.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.4 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.0 0.1 1.1 0.2 13.3 0.0 LnGrp Delay(d),s /veh 0.1 0.2 123.2 0.3 42.4 0.0 LnGrp LOS A A F A D Approach Vol, veh /h 299 1449 304 Approach Delay, s /veh 0.1 1.4 42.4 Approach LOS A A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s 4.9 72.0 76.8 23.2 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 42.0 52.0 40.0 Max Q Clear Time (g_c +ll ), s 2.9 2.0 2.0 18.5 Green Ext Time (p-c), s 0.0 11.0 11.4 0.7 Intersection Summary HCM 2010 Ctrl Delay 7.3 HCM 2010 LOS A SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ++ 17.6 ) ++ * 4.2 ) + 4.0 ) + 4.0 Traffic Volume (veh /h) 84 252 91 325 1044 235 55 103 90 89 376 234 Future Volume (veh /h) 84 252 91 325 1044 235 55 103 90 89 376 234 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1900 1687 1976 1863 1863 1976 1712 1679 1900 1727 1877 1900 Adj Flow Rate, veh /h 89 268 97 346 1111 250 59 110 0 95 400 0 Adj No. of Lanes 1 3 0 1 3 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 15 15 2 2 2 11 9 9 10 2 2 Cap, veh /h 115 1301 438 375 2205 496 75 433 0 172 673 0 Arrive On Green 0.02 0.13 0.13 0.42 1.00 1.00 0.05 0.14 0.00 0.10 0.19 0.00 Sat Flow, veh /h 1810 3385 1138 1774 4128 929 1630 3273 0 1645 3660 0 Grp Volume(v), veh /h 89 241 124 346 912 449 59 110 0 95 400 0 Grp Sat Flow(s),veh /h /In1810 1535 1453 1774 1695 1667 1630 1595 0 1645 1783 0 Q Serve(g_s), s 4.9 7.0 7.7 18.5 0.0 0.0 3.6 3.1 0.0 5.5 10.2 0.0 Cycle Q Clear(g_c), s 4.9 7.0 7.7 18.5 0.0 0.0 3.6 3.1 0.0 5.5 10.2 0.0 Prop In Lane 1.00 0.78 1.00 0.56 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh /h 115 1180 558 375 1811 890 75 433 0 172 673 0 V/C Ratio(X) 0.78 0.20 0.22 0.92 0.50 0.50 0.79 0.25 0.00 0.55 0.59 0.00 Avail Cap(c_a), veh /h 181 1180 558 564 1811 890 147 734 0 197 906 0 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.66 0.66 0.66 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 48.2 30.0 30.2 28.1 0.0 0.0 47.2 38.7 0.0 42.5 37.1 0.0 Incr Delay (d2), s /veh 4.1 0.4 0.9 8.9 0.7 1.4 6.9 0.1 0.0 1.0 0.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.7 5.5 5.8 13.9 0.3 0.6 3.2 2.5 0.0 4.6 8.8 0.0 LnGrp Delay(d),s /veh 52.4 30.3 31.1 37.0 0.7 1.4 54.1 38.8 0.0 43.5 37.4 0.0 LnGrp LOS D C C D A A D D D D Approach Vol, veh /h 454 1707 169 495 Approach Delay, s /veh 34.9 8.2 44.1 38.6 Approach LOS C A D D Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), 25.3 42.6 8.6 23.5 10.3 57.6 14.5 17.6 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)32 * 17 9.0 25.4 10.0 * 39 12.0 23.0 Max Q Clear Time (g_c +69,5 9.7 5.6 12.2 6.9 2.0 7.5 5.1 Green Ext Time (p-c), s 0.6 4.4 0.1 1.3 0.0 10.2 0.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 20.0 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + * 4.6 ) t 40.4 21.4 14.0 r 13.8 Max Q Clear Time (g_c +11q,Q r Traffic Volume (veh /h) 140 208 77 117 1082 13 182 60 27 26 156 340 Future Volume (veh /h) 140 208 77 117 1082 13 182 60 27 26 156 340 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1667 1646 1900 1776 1880 1900 1827 1613 1557 1545 1809 1863 Adj Flow Rate, veh /h 146 217 80 122 1127 14 126 152 28 27 306 258 Adj No. of Lanes 2 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 14 13 13 7 1 1 4 32 22 23 7 2 Cap, veh /h 203 751 268 296 1621 20 205 190 148 285 350 297 Arrive On Green 0.11 0.56 0.56 0.17 0.45 0.45 0.12 0.12 0.12 0.19 0.19 0.19 Sat Flow, veh /h 3079 2249 802 1691 3611 45 1740 1613 1262 1471 1809 1533 Grp Volume(v), veh /h 146 149 148 122 557 584 126 152 28 27 306 258 Grp Sat Flow(s),veh /h /lnl540 1564 1487 1691 1786 1870 1740 1613 1262 1471 1809 1533 Q Serve(g_s), s 4.6 5.0 5.3 6.4 25.0 25.0 6.9 9.2 2.0 1.5 16.4 16.3 Cycle Q Clear(g_c), s 4.6 5.0 5.3 6.4 25.0 25.0 6.9 9.2 2.0 1.5 16.4 16.3 Prop In Lane 1.00 0.54 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 203 522 497 296 802 839 205 190 148 285 350 297 V/C Ratio(X) 0.72 0.28 0.30 0.41 0.70 0.70 0.62 0.80 0.19 0.09 0.87 0.87 Avail Cap(c_a), veh /h 216 522 497 296 802 839 240 223 174 315 387 328 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 43.6 15.8 15.9 36.7 22.1 22.1 42.0 43.0 39.8 33.1 39.1 39.1 Incr Delay (d2), s /veh 10.0 1.3 1.5 0.3 4.9 4.7 1.8 13.8 0.2 0.1 16.9 18.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.0 4.2 4.2 5.4 19.3 20.0 6.2 8.4 1.3 1.1 14.9 13.2 LnGrp Delay(d),s /veh 53.6 17.2 17.4 37.0 27.0 26.8 43.7 56.8 40.0 33.2 56.1 57.8 LnGrp LOS D B B D C C D E D C E E Approach Vol, veh /h 443 1263 306 591 Approach Delay, s /veh 29.3 27.9 49.9 55.8 Approach LOS C C D E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 0.6 49.5 23.9 22.1 38.0 16.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmaxy,.® 40.4 21.4 14.0 * 33 13.8 Max Q Clear Time (g_c +11q,Q 27.0 18.4 8.4 7.3 11.2 Green Ext Time (p-c), s 0.0 6.1 0.6 3.3 1.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 37.0 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 23 14.0 3.0 70.5 14.0 Max Q Clear Time (g_c +1119, 10.2 Traffic Volume (veh /h) 3 224 48 437 1062 2 50 1 70 0 22 22 Future Volume (veh /h) 3 224 48 437 1062 2 50 1 70 0 22 22 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1900 1640 1900 1827 1863 1900 1900 1642 1900 1900 1900 1900 Adj Flow Rate, veh /h 3 238 51 465 1130 2 53 1 74 0 23 23 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 18 18 4 2 2 0 0 0 0 0 0 Cap, veh /h 3 573 120 913 2729 5 101 13 87 0 104 104 Arrive On Green 0.00 0.22 0.22 0.52 0.75 0.75 0.12 0.12 0.12 0.00 0.12 0.12 Sat Flow, veh /h 1810 2549 535 1740 3625 6 419 111 726 0 862 862 Grp Volume(v), veh /h 3 143 146 465 552 580 128 0 0 0 0 46 Grp Sat Flow(s),veh /h /In1810 1558 1526 1740 1770 1861 1255 0 0 0 0 1725 Q Serve(g_s), s 0.2 7.9 8.2 17.3 11.2 11.2 7.6 0.0 0.0 0.0 0.0 2.4 Cycle Q Clear(g_c), s 0.2 7.9 8.2 17.3 11.2 11.2 10.0 0.0 0.0 0.0 0.0 2.4 Prop In Lane 1.00 0.35 1.00 0.00 0.41 0.58 0.00 0.50 Lane Grp Cap(c), veh /h 3 350 343 913 1333 1402 202 0 0 0 0 207 V/C Ratio(X) 0.96 0.41 0.42 0.51 0.41 0.41 0.63 0.00 0.00 0.00 0.00 0.22 Avail Cap(c_a), veh /h 54 350 343 913 1333 1402 227 0 0 0 0 241 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d), s /veh 49.9 33.1 33.2 15.4 4.4 4.4 43.1 0.0 0.0 0.0 0.0 39.8 Incr Delay (d2), s /veh 131.6 3.5 3.8 0.2 1.0 0.9 3.0 0.0 0.0 0.0 0.0 0.2 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.4 6.7 6.8 13.0 9.6 10.0 6.5 0.0 0.0 0.0 0.0 2.1 LnGrp Delay(d),slveh 181.6 36.6 37.0 15.6 5.4 5.3 46.1 0.0 0.0 0.0 0.0 40.0 LnGrp LOS F D D B A A D D Approach Vol, veh /h 292 1597 128 46 Approach Delay, s /veh 38.3 8.3 46.1 40.0 Approach LOS D A D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 57.0 27.0 16.0 4.2 79.8 16.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gma5),.® * 23 14.0 3.0 70.5 14.0 Max Q Clear Time (g_c +1119, 10.2 4.4 2.2 13.2 12.0 Green Ext Time (p-c), s 6.4 0.8 0.4 0.0 6.6 0.1 Intersection Summary HCM 2010 Ctrl Delay 15.6 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 TWSC 8: E. Grand Ave. & Allerton Ave. 09/06/2018 Intersection Int Delay, s /veh 3.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt t r Traffic Vol, veh /h 56 231 1319 51 1 168 Future Vol, veh /h 56 231 1319 51 1 168 Conflicting Peds, # /hr 2 0 0 2 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 70 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 5 22 3 2 0 4 Mvmt Flow 63 260 1482 57 1 189 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 1541 0 0 1771 774 Stage 1 - - - 1513 - Stage 2 - 258 - Critical Hdwy 4.2 - 6.8 6.98 Critical Hdwy Stg 1 - 5.8 - Critical Hdwy Stg 2 - 5.8 - Follow -up Hdwy 2.25 3.5 3.34 Pot Cap -1 Maneuver 413 - - 76 337 Stage 1 - 172 - Stage 2 - 767 - Platoon blocked, % Mov Cap -1 Maneuver 412 - - 64 336 Mov Cap -2 Maneuver - 142 - Stage 1 172 - Stage 2 649 - Approach EB WB SIB HCM Control Delay, s 3 0 28.6 HCM LOS D Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 412 - 336 HCM Lane V/C Ratio 0.153 0.562 HCM Control Delay (s) 15.3 - 28.6 HCM Lane LOS C - D HCM 95th %tile Q(veh) 0.5 - - 3.3 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 HCM 2010 Computation does not support turning movement with Shared and Exclusive lanes. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 TWSC 10: 101 NB Off - Ramp /Industrial WyAndustrial Wy. & E. Grand Ave. 09/06/2018 Intersection Int Delay, s /veh 0.2 Movement WBL WBR NET NER SWL SWT Lane Configurations r t Traffic Vol, veh /h 0 10 49 432 0 0 Future Vol, veh /h 0 10 49 432 0 0 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized Stop - None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - - Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 4 2 2 Mvmt Flow 0 11 53 470 0 0 Major /Minor Minorl Majorl Conflicting Flow All 261 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.9 - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow -up Hdwy - 3.3 Pot Cap -1 Maneuver 0 744 - Stage 1 0 - Stage 2 0 - Platoon blocked, % Mov Cap -1 Maneuver - 744 - Mov Cap -2 Maneuver Stage 1 Stage 2 Approach WB NE HCM Control Delay, s 9.9 0 HCM LOS A Minor Lane /Major Mvmt NET NERWBLn1 Capacity (veh /h) - 744 HCM Lane V/C Ratio - 0.015 HCM Control Delay (s) - 9.9 HCM Lane LOS - A HCM 95th %tile Q(veh) - - 0 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y +Rc), s +T+ r 4.0 + r 4.5 t 11.0 31.4 ++ r Traffic Volume (veh /h) 149 141 208 785 224 373 101 29 221 129 898 99 Future Volume (veh /h) 149 141 208 785 224 373 101 29 221 129 898 99 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1740 1759 1845 1776 1863 1439 1775 1900 1863 1863 1810 Adj Flow Rate, veh /h 165 125 0 801 229 0 103 30 0 132 916 0 Adj No. of Lanes 2 1 1 2 1 1 1 2 0 1 2 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 12 8 3 14 2 32 0 0 2 2 5 Cap, veh /h 328 161 138 958 484 432 122 306 0 652 1328 577 Arrive On Green 0.09 0.09 0.00 0.09 0.09 0.00 0.09 0.09 0.00 0.37 0.38 0.00 Sat Flow, veh /h 3548 1740 1495 3514 1776 1583 1371 3461 0 1774 3539 1538 Grp Volume(v), veh /h 165 125 0 801 229 0 103 30 0 132 916 0 Grp Sat Flow(s),veh /h /In 1774 1740 1495 1757 1776 1583 1371 1686 0 1774 1770 1538 Q Serve(g_s), s 4.4 7.0 0.0 22.4 12.3 0.0 7.4 0.8 0.0 5.1 21.8 0.0 Cycle Q Clear(g_c), s 4.4 7.0 0.0 22.4 12.3 0.0 7.4 0.8 0.0 5.1 21.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 328 161 138 958 484 432 122 306 0 652 1328 577 V/C Ratio(X) 0.50 0.78 0.00 0.84 0.47 0.00 0.85 0.10 0.00 0.20 0.69 0.00 Avail Cap(c_a), veh /h 355 174 150 1072 542 483 151 897 0 652 1328 577 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.49 0.49 0.00 1.00 1.00 0.00 0.82 0.82 0.00 Uniform Delay (d), s /veh 43.2 44.4 0.0 43.3 38.7 0.0 44.9 41.7 0.0 21.6 26.3 0.0 Incr Delay (d2), s /veh 0.4 16.3 0.0 2.7 0.4 0.0 24.8 0.1 0.0 0.0 2.4 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.0 7.4 0.0 15.2 8.9 0.0 6.6 0.7 0.0 4.5 16.0 0.0 LnGrp Delay(d),s /veh 43.6 60.6 0.0 46.1 39.0 0.0 69.7 41.8 0.0 21.7 28.8 0.0 LnGrp LOS D E D D E D C C Approach Vol, veh /h 290 1030 133 1048 Approach Delay, s /veh 51.0 44.5 63.4 27.9 Approach LOS D D E C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s 12.9 42.1 13.2 41.3 13.7 31.8 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmax), s 11.0 31.4 10.0 15.8 * 27 30.5 Max Q Clear Time (g_c +ll), s 9.4 23.8 9.0 7.1 2.8 24.4 Green Ext Time (p-c), s 0.0 4.1 0.1 4.5 0.1 2.8 Intersection Summary HCM 2010 Ctrl Delay 39.3 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 T+ r 4.5 Max Green Setting (Gmatg.6 22.0 )) t 28.0 29.5 + r Traffic Volume (veh /h) 34 55 402 100 425 13 469 178 46 9 260 488 Future Volume (veh /h) 34 55 402 100 425 13 469 178 46 9 260 488 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1508 1775 1845 1863 1792 1900 1845 1718 1900 1712 1863 1863 Adj Flow Rate, veh /h 36 0 462 105 447 14 494 187 0 9 274 514 Adj No. of Lanes 1 0 2 1 1 0 2 2 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 26 20 3 2 6 6 3 10 10 11 2 2 Cap, veh /h 54 0 553 233 474 15 754 722 0 481 550 437 Arrive On Green 0.01 0.00 0.06 0.13 0.27 0.27 0.22 0.22 0.00 0.29 0.29 0.29 Sat Flow, veh /h 1436 0 3046 1774 1726 54 3408 3350 0 1630 1863 1481 Grp Volume(v), veh /h 36 0 462 105 0 461 494 187 0 9 274 514 Grp Sat Flow(s),veh /h /lnl436 0 1523 1774 0 1780 1704 1632 0 1630 1863 1481 Q Serve(g_s), s 2.5 0.0 15.0 5.5 0.0 25.3 13.2 4.7 0.0 0.4 12.2 29.5 Cycle Q Clear(g_c), s 2.5 0.0 15.0 5.5 0.0 25.3 13.2 4.7 0.0 0.4 12.2 29.5 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 54 0 553 233 0 489 754 722 0 481 550 437 V/C Ratio(X) 0.66 0.00 0.84 0.45 0.00 0.94 0.66 0.26 0.00 0.02 0.50 1.18 Avail Cap(c_a), veh /h 86 0 670 233 0 499 754 722 0 481 550 437 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.00 0.86 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 48.7 0.0 45.5 40.1 0.0 35.5 35.5 32.2 0.0 25.0 29.1 35.3 Incr Delay (d2), s /veh 4.3 0.0 6.3 0.5 0.0 25.9 4.1 0.8 0.0 0.0 0.3 101.1 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lnl.9 0.0 10.8 4.9 0.0 22.5 10.7 4.0 0.0 0.3 10.4 43.8 LnGrp Delay(d),s /veh 53.1 0.0 51.8 40.6 0.0 61.4 39.6 33.0 0.0 25.0 29.4 136.4 LnGrp LOS D D D E D C C C F Approach Vol, veh /h 498 566 681 797 Approach Delay, s /veh 51.9 57.5 37.8 98.4 Approach LOS D E D F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t7.1 22.2 26.7 7.8 31.5 34.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmatg.6 22.0 19.4 6.0 28.0 29.5 Max Q Clear Time (g_c +111,5 17.0 15.2 4.5 27.3 31.5 Green Ext Time (p-c), s 1.0 1.0 1.0 0.0 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 63.9 HCM 2010 LOS E Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 380 10 163 28 15 12 311 355 16 41 556 178 Future Volume (vph) 380 10 163 28 15 12 311 355 16 41 556 178 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.96 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1618 1623 2733 1806 1570 1805 3388 1805 3539 1512 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1618 1623 2733 1806 1570 1805 3388 1805 3539 1512 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 396 10 170 29 16 12 324 370 17 43 579 185 RTOR Reduction (vph) 0 0 141 0 0 13 0 4 0 0 0 121 Lane Group Flow (vph) 202 204 29 0 45 0 324 383 0 43 579 64 Confl. Peds. ( # /hr) 11 11 2 2 Confl. Bikes ( # /hr) 1 4 12 Heavy Vehicles ( %) 6% 9% 4% 3% 0% 0% 0% 6% 0% 0% 2% 3% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 12.6 12.6 12.6 2.4 2.4 17.0 39.4 3.6 26.0 26.0 Effective Green, g (s) 12.6 12.6 12.6 2.4 2.4 17.0 39.4 3.6 26.0 26.0 Actuated g/C Ratio 0.17 0.17 0.17 0.03 0.03 0.23 0.53 0.05 0.35 0.35 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 271 272 459 57 50 409 1779 86 1226 524 vls Ratio Prot 0.12 c0.13 c0.02 c0.18 0.11 0.02 c0.16 v/s Ratio Perm 0.01 0.00 0.04 vlc Ratio 0.75 0.75 0.06 0.79 0.01 0.79 0.22 0.50 0.47 0.12 Uniform Delay, dl 29.7 29.7 26.2 36.0 35.1 27.3 9.5 34.8 19.1 16.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.3 9.9 0.0 47.4 0.0 10.1 0.3 1.7 1.3 0.5 Delay (s) 39.0 39.6 26.3 83.4 35.2 37.4 9.8 36.5 20.4 17.2 Level of Service D D C F D D A D C B Approach Delay (s) 35.4 72.6 22.4 20.6 Approach LOS D E C C Intersection Summary HCM 2000 Control Delay 26.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 22.2 +' r* C D r* Intersection Summary ++ r* t Traffic Volume (vph) 25 3 18 939 2 208 18 449 165 100 627 13 Future Volume (vph) 25 3 18 939 2 208 18 449 165 100 627 13 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.87 1.00 1.00 0.98 1.00 1.00 0.96 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1818 1406 1665 1669 1546 1805 3471 1335 3242 3520 Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1818 1406 1665 1669 1546 1805 3471 1335 3242 3520 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 26 3 19 988 2 219 19 473 174 105 660 14 RTOR Reduction (vph) 0 0 18 0 0 134 0 0 142 0 1 0 Lane Group Flow (vph) 0 29 1 494 496 85 19 473 32 105 673 0 Confl. Peds. ( # /hr) 12 12 12 12 14 14 14 14 Confl. Bikes ( # /hr) 4 13 Heavy Vehicles ( %) 0% 0% 0% 3% 0% 2% 0% 4% 16% 8% 2% 8% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 3.0 3.0 36.1 36.1 36.1 2.2 18.6 18.6 26.3 42.7 Effective Green, g (s) 3.0 3.0 36.1 36.1 36.1 2.2 18.6 18.6 26.3 42.7 Actuated g/C Ratio 0.03 0.03 0.36 0.36 0.36 0.02 0.19 0.19 0.26 0.43 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 54 42 601 602 558 39 645 248 852 1503 vls Ratio Prot c0.02 0.30 c0.30 0.01 c0.14 0.03 c0.19 v/s Ratio Perm 0.00 0.05 0.02 vlc Ratio 0.54 0.01 0.82 0.82 0.15 0.49 0.73 0.13 0.12 0.45 Uniform Delay, dl 47.8 47.1 29.0 29.1 21.6 48.3 38.4 34.0 28.1 20.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.0 8.5 8.5 0.0 3.5 3.7 0.1 0.3 1.0 Delay (s) 52.9 47.1 37.5 37.6 21.6 51.8 42.1 34.0 28.4 21.3 Level of Service D D D D C D D C C C Approach Delay (s) 50.6 34.7 40.3 22.2 Approach LOS D C D C Intersection Summary HCM 2000 Control Delay 32.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 Existing PM without Project Synchro 9 Report Kittelson & Associates, Inc. Page 5 3. Traffic Signal Warrants Caltrans Peak Hour Warrant 3 Existing Conditions MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project J1: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: JGA Date: 9/27/2018 Intersection: Grand Avenue and Allerton Avenue Scenario: Existing AM North -South Approach = Minor Major Street East -West Approach= Major EB 1813 Major Street Thru Lanes= 2 WB 326 Minor Street Thru Lanes= 1 Minor Street Speed >40 mph? No NB 0 Population. 10,000? No SB 80 WARRANT 3 - Peak Hour SATISFIED NO PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist AM—Grand at Allerton.xlsm]War #3 - Peak HR 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.1 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.22 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 80 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 2219 Number of Approaches to Intersection 3 Satisfied Yes PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist AM—Grand at Allerton.xlsm]War #3 - Peak HR MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: JGA Date: 9/27/2018 Intersection: Grand Avenue and Allerton Avenue Scenario: Existing PM North -South Approach = Minor Major Street East -West Approach= Major EB 231 Major Street Thru Lanes= 2 WB 1319 Minor Street Thru Lanes= 1 Minor Street Speed >40 mph? No NB 0 Population. 10,000? No SB 169 WARRANT 3 - Peak Hour SATISFIED Yes' PART SATISFIED No PART B SATISFIED Yes Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 �1 Major / 2 Minor So 300 - 2 Major / 1 Minor 1 Major / 2 Minor _ 200 -I Major /1 Minor S • TrifOCWnrn. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist PM Grand at Allerton.xlsm]War #3 -Peak HR 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 28.6 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 1.34 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 169 Satisfied No Yes 3 JTotal Entering Volume On All Approaches During Same Hour Number of Approaches to Intersection T11 Satisfied PART B SATISFIED Yes Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 �1 Major / 2 Minor So 300 - 2 Major / 1 Minor 1 Major / 2 Minor _ 200 -I Major /1 Minor S • TrifOCWnrn. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist PM Grand at Allerton.xlsm]War #3 -Peak HR MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: Existing AM North -South Approach = Major Major Street East -West Approach= Minor NB 1384 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 33 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist AM_US101_EGrand.xlsm] Data Input 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 16.2 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.15 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 33 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 1417 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist AM_US101_EGrand.xlsm] Data Input MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: Existing PM North -South Approach = Major Major Street East -West Approach= Minor NB 481 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 10 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist PM—U5101 EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 16.2 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.05 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 10 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 491 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: H: \21 \21673 -SSF 201 Haskins Way Rezoning Initial Study \analysis \04 - Signal Warrant \121673_Signal Warrant Exist PM—U5101 EGrand.xlsm]SummaryPeak 4. Freeway Level of Service Calculations Highway Capacity Software (HCS) Existing Conditions BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:41 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k8CB2.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8023 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2187 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 56.2 mph S mph D = vp / S 38.9 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:41 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k8CB2.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:43 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k 1 AD4.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7668 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2090 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 58.2 mph S mph D = vp / S 35.9 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:43 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k 1 AD4.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:43 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k7E9E.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 10951 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1990 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 60.1 mph S mph D = vp / S 33.1 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:43 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k7E9E.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:43 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kD317.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7551 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv p 1372 pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 65.0 mph S mph D = vp / S 21.1 pc /mi /In D = V / S pc /mi /In LOS C Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:43 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kD317.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:12 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2kCA5F.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7692 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2097 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 58.1 mph S mph D = vp / S 36.1 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:12 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2kCA5F.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:12 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k5 l 9O.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 6852 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1868 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.9 mph S mph D = vp / S 30.2 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:12 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k5 l 9O.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:14 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k683 0.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7936 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1731 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 63.4 mph S mph D = vp / S 27.3 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:14 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k683 0.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:14 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kC266.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 511612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8677 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1892 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.6 mph S mph D = vp / S 30.7 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:14 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kC266.tmp 9/7/2018 5. Intersection Level of Service Calculations Synchro Software Existing plus Project HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway Bm6&W yster Poir � Ir � Movement EBT EBR WBL2 WBT NBL NBT NBR SBR2 NER NER2 Lane Configurations tti� ) +t r* r* r*r* r* Traffic Volume (vph) 1214 346 42 349 227 0 141 0 664 347 Future Volume (vph) 1214 346 42 349 227 0 141 0 664 347 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.91 0.91 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 1.00 1.00 0.85 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4886 1641 4396 2857 1428 1422 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4886 1641 4396 2857 1428 1422 3762 1553 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1320 376 46 379 247 0 153 0 722 377 RTOR Reduction (vph) 0 0 0 0 0 0 100 0 0 0 Lane Group Flow (vph) 1696 0 46 379 165 82 53 0 722 377 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 11 4 6 Heavy Vehicles ( %) 2% 3% 10% 18% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 41.6 3.6 79.9 11.6 11.6 11.6 26.2 26.2 Effective Green, g (s) 41.6 3.6 79.9 11.6 11.6 11.6 26.2 26.2 Actuated g/C Ratio 0.42 0.04 0.80 0.12 0.12 0.12 0.26 0.26 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 2032 59 3512 331 165 164 985 406 vls Ratio Prot c0.35 c0.03 0.09 c0.06 0.06 0.19 c0.24 v/s Ratio Perm 0.04 vlc Ratio 0.83 0.78 0.11 0.50 0.50 0.32 0.73 0.93 Uniform Delay, dl 26.1 47.8 2.2 41.5 41.5 40.6 33.7 36.0 Progression Factor 0.85 1.29 0.68 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 43.2 0.0 0.4 0.9 0.4 2.5 26.9 Delay (s) 25.8 104.9 1.5 41.9 42.3 41.0 36.2 62.9 Level of Service C F A D D D D E Approach Delay (s) 25.8 12.7 41.7 Approach LOS C B D Intersection Summary HCM 2000 Control Delay 31.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* + r* Traffic Volume (vph) 156 146 87 174 119 68 33 375 295 464 444 101 Future Volume (vph) 156 146 87 174 119 68 33 375 295 464 444 101 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 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped /bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.93 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1577 1558 2694 1660 1333 1624 2875 1411 1449 2927 1329 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.99 1.00 Satd. Flow (perm) 1577 1558 2694 1660 1333 1624 2875 1411 1449 2927 1329 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 162 152 91 181 124 71 34 391 307 483 462 105 RTOR Reduction (vph) 0 24 0 0 0 62 0 0 0 0 0 68 Lane Group Flow (vph) 163 219 0 181 124 9 34 391 307 309 637 37 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA pt +ov Split NA Perm Protected Phases 8 8 7 7 6 6 67 2 2 Permitted Phases 7 2 Actuated Green, G (s) 18.4 18.4 12.0 12.0 12.0 17.6 17.6 29.6 35.0 35.0 35.0 Effective Green, g (s) 18.4 18.4 12.0 12.0 12.0 17.6 17.6 29.6 35.0 35.0 35.0 Actuated g/C Ratio 0.18 0.18 0.12 0.12 0.12 0.18 0.18 0.30 0.35 0.35 0.35 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 290 286 323 199 159 285 506 417 507 1024 465 vls Ratio Prot 0.10 c0.14 0.07 0.07 0.02 c0.14 c0.22 0.21 c0.22 v/s Ratio Perm 0.01 0.03 vlc Ratio 0.56 0.77 0.56 0.62 0.05 0.12 0.77 0.74 0.61 0.62 0.08 Uniform Delay, dl 37.1 38.8 41.5 41.8 39.0 34.7 39.3 31.7 26.9 27.0 21.7 Progression Factor 1.00 1.00 0.80 0.78 3.00 1.00 1.00 1.00 0.93 0.93 1.19 Incremental Delay, d2 2.0 11.2 2.2 5.9 0.1 0.1 6.9 6.3 4.8 2.5 0.3 Delay (s) 39.2 49.9 35.3 38.7 117.0 34.8 46.2 38.0 29.8 27.7 26.2 Level of Service D D D D F C D D C C C Approach Delay (s) 45.6 51.8 42.2 28.2 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 38.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave. 09/06/2018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt r* Traffic Volume (vph) 46 860 492 32 25 21 Future Volume (vph) 46 860 492 32 25 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.91 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 4425 1805 1476 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 4425 1805 1476 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 47 878 502 33 26 21 RTOR Reduction (vph) 0 0 3 0 0 20 Lane Group Flow (vph) 47 878 532 0 26 1 Confl. Peds. ( # /hr) 8 8 9 9 Confl. Bikes ( # /hr) 3 2 Heavy Vehicles ( %) 2% 2% 17% 0% 0% 0% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.1 87.9 78.8 4.1 4.1 Effective Green, g (s) 5.1 87.9 78.8 4.1 4.1 Actuated g/C Ratio 0.05 0.88 0.79 0.04 0.04 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 90 4469 3486 74 60 vls Ratio Prot c0.03 c0.17 0.12 c0.01 v/s Ratio Perm 0.00 vlc Ratio 0.52 0.20 0.15 0.35 0.01 Uniform Delay, dl 46.3 0.9 2.6 46.7 46.0 Progression Factor 1.17 1.00 0.59 1.00 1.00 Incremental Delay, d2 2.2 0.1 0.1 1.1 0.0 Delay (s) 56.2 1.0 1.6 47.7 46.0 Level of Service E A A D D Approach Delay (s) 3.8 1.6 47.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 4.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.23 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 15.3 ) + ++ 4.0 rr Traffic Volume (veh /h) 824 61 10 375 149 702 Future Volume (veh /h) 824 61 10 375 149 702 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1865 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 886 66 11 403 160 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 3667 272 12 3460 195 306 Arrive On Green 1.00 1.00 0.01 1.00 0.11 0.00 Sat Flow, veh /h 4993 358 1645 4428 1723 2707 Grp Volume(v), veh /h 622 330 11 403 160 0 Grp Sat Flow(s),veh /h /In 1697 1788 1645 1429 1723 1354 Q Serve(g_s), s 0.0 0.0 0.7 0.0 9.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.7 0.0 9.1 0.0 Prop In Lane 0.20 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2580 1359 12 3460 195 306 V/C Ratio(X) 0.24 0.24 0.95 0.12 0.82 0.00 Avail Cap(c_a), veh /h 2580 1359 82 3460 810 1272 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(l) 0.99 0.99 0.98 0.98 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 49.3 0.0 43.4 0.0 Incr Delay (d2), s /veh 0.2 0.4 62.4 0.1 3.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.1 0.3 0.9 0.0 8.0 0.0 LnGrp Delay(d),s /veh 0.2 0.4 111.6 0.1 46.7 0.0 LnGrp LOS A A F A D Approach Vol, veh /h 952 414 160 Approach Delay, s /veh 0.3 3.0 46.7 Approach LOS A A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s 4.7 80.0 84.7 15.3 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 36.0 45.0 47.0 Max Q Clear Time (g_c +ll), s 2.7 2.0 2.0 11.1 Green Ext Time (p-c), s 0.0 7.0 7.2 0.4 Intersection Summary HCM 2010 Ctrl Delay 5.9 HCM 2010 LOS A SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ++ 13.4 ) ++ * 4.2 ) + 4.0 ) + 4.0 Traffic Volume (veh /h) 159 1302 65 156 277 101 56 151 356 248 129 52 Future Volume (veh /h) 159 1302 65 156 277 101 56 151 356 248 129 52 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1976 1545 1550 1976 1583 1787 1900 1810 1835 1900 Adj Flow Rate, veh /h 164 1342 67 161 286 104 58 156 0 256 133 0 Adj No. of Lanes 1 3 0 1 3 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 7 5 5 5 Cap, veh /h 191 2207 110 174 1454 494 237 318 0 286 336 0 Arrive On Green 0.22 0.92 0.92 0.24 0.94 0.94 0.16 0.09 0.00 0.17 0.10 0.00 Sat Flow, veh /h 1723 4813 240 1471 3107 1056 1508 3485 0 1723 3578 0 Grp Volume(v), veh /h 164 918 491 161 258 132 58 156 0 256 133 0 Grp Sat Flow(s),veh /h /lnl723 1647 1760 1471 1410 1342 1508 1698 0 1723 1743 0 Q Serve(g_s), s 9.2 5.2 5.2 10.7 0.7 0.8 3.4 4.4 0.0 14.6 3.6 0.0 Cycle Q Clear(g_c), s 9.2 5.2 5.2 10.7 0.7 0.8 3.4 4.4 0.0 14.6 3.6 0.0 Prop In Lane 1.00 0.14 1.00 0.79 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh /h 191 1510 807 174 1320 628 237 318 0 286 336 0 V/C Ratio(X) 0.86 0.61 0.61 0.93 0.20 0.21 0.24 0.49 0.00 0.90 0.40 0.00 Avail Cap(c_a), veh /h 207 1510 807 174 1320 628 237 781 0 293 1060 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.83 0.83 0.83 0.94 0.94 0.94 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 38.2 2.5 2.5 37.8 1.7 1.7 36.9 43.1 0.0 40.9 42.5 0.0 Incr Delay (d2), s /veh 22.1 1.5 2.8 45.3 0.3 0.7 0.2 0.4 0.0 26.6 0.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /IrB.9 4.2 5.0 10.5 0.5 0.6 2.5 3.7 0.0 13.9 3.1 0.0 LnGrp Delay(d),s /veh 60.2 4.0 5.3 83.1 2.0 2.4 37.1 43.5 0.0 67.5 42.7 0.0 LnGrp LOS E A A F A A D D E D Approach Vol, veh /h 1573 551 214 389 Approach Delay, s /veh 10.2 25.8 41.8 59.0 Approach LOS B C D E Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), t6.0 50.1 19.7 14.2 15.1 51.0 20.6 13.4 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)12 * 32 9.0 30.4 12.0 * 32 17.0 23.0 Max Q Clear Time (g_c +ll;,-b 7.2 5.4 5.6 11.2 2.8 16.6 6.4 Green Ext Time (p-c), s 0.0 9.5 0.3 0.5 0.0 10.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 22.8 HCM 2010 LOS C Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + * 4.6 ) t 32.4 19.4 3.0 r 11.8 Max Q Clear Time (g_c +ll),a r Traffic Volume (veh /h) 407 1343 151 33 321 10 89 134 182 94 58 124 Future Volume (veh /h) 407 1343 151 33 321 10 89 134 182 94 58 124 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1827 1900 1338 1550 1900 1429 1750 1792 1610 1538 1652 Adj Flow Rate, veh /h 420 1385 156 34 331 10 92 138 188 97 232 128 Adj No. of Lanes 2 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 3 42 23 23 33 7 6 18 24 15 Cap, veh /h 495 1520 170 59 1140 34 161 206 176 264 265 237 Arrive On Green 0.29 0.97 0.97 0.05 0.39 0.39 0.12 0.12 0.12 0.17 0.17 0.17 Sat Flow, veh /h 3408 3141 351 1274 2917 88 1361 1750 1489 1533 1538 1379 Grp Volume(v), veh /h 420 761 780 34 167 174 92 138 188 97 232 128 Grp Sat Flow(s),veh /h /In1704 1735 1756 1274 1472 1533 1361 1750 1489 1533 1538 1379 Q Serve(g_s), s 11.6 11.4 12.7 2.6 7.8 7.8 6.4 7.6 11.8 5.6 14.7 8.5 Cycle Q Clear(g_c), s 11.6 11.4 12.7 2.6 7.8 7.8 6.4 7.6 11.8 5.6 14.7 8.5 Prop In Lane 1.00 0.20 1.00 0.06 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 495 840 850 59 575 599 161 206 176 264 265 237 V/C Ratio(X) 0.85 0.91 0.92 0.58 0.29 0.29 0.57 0.67 1.07 0.37 0.88 0.54 Avail Cap(c_a), veh /h 648 840 850 59 575 599 161 206 176 297 298 268 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.53 0.53 0.53 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 34.4 1.0 1.0 46.8 20.9 21.0 41.7 42.2 44.1 36.6 40.4 37.8 Incr Delay (d2), s /veh 4.5 8.9 9.8 9.2 1.3 1.2 3.2 6.6 87.7 0.3 20.8 0.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /IrB.5 6.6 7.6 1.9 6.0 6.3 4.6 7.2 16.4 4.3 12.4 5.9 LnGrp Delay(d),s /veh 38.9 10.0 10.9 56.0 22.2 22.2 44.9 48.8 131.8 36.9 61.2 38.5 LnGrp LOS D A B E C C D D F D E D Approach Vol, veh /h 1961 375 418 457 Approach Delay, s /veh 16.5 25.3 85.3 49.7 Approach LOS B C F D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t8.5 43.7 21.8 9.2 53.0 16.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmalp.6 32.4 19.4 3.0 * 48 11.8 Max Q Clear Time (g_c +ll),a 9.8 16.7 4.6 14.7 13.8 Green Ext Time (p-c), s 0.9 1.9 0.4 0.0 8.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 43 43.0 3.0 41.5 43.0 Max Q Clear Time (g_c +l1o,& 44.5 Traffic Volume (veh /h) 15 1386 52 71 332 6 21 24 673 5 0 5 Future Volume (veh /h) 15 1386 52 71 332 6 21 24 673 5 0 5 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1810 1900 1407 1525 1900 1900 1860 1900 1900 1900 1900 Adj Flow Rate, veh /h 16 1459 55 75 349 6 22 25 708 5 0 5 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 0 0 0 0 Cap, veh /h 18 1435 54 248 1762 30 47 32 639 126 17 89 Arrive On Green 0.01 0.43 0.43 0.19 0.60 0.60 0.43 0.43 0.43 0.43 0.00 0.43 Sat Flow, veh /h 1691 3376 127 1340 2915 50 24 75 1485 167 41 208 Grp Volume(v), veh /h 16 742 772 75 173 182 755 0 0 10 0 0 Grp Sat Flow(s),veh /h /lnl691 1720 1783 1340 1449 1516 1584 0 0 416 0 0 Q Serve(g_s), s 0.9 42.5 42.5 4.8 5.4 5.4 22.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 42.5 42.5 4.8 5.4 5.4 43.0 0.0 0.0 0.3 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.03 0.03 0.94 0.50 0.50 Lane Grp Cap(c), veh /h 18 731 758 248 876 916 718 0 0 233 0 0 V/C Ratio(X) 0.90 1.01 1.02 0.30 0.20 0.20 1.05 0.00 0.00 0.04 0.00 0.00 Avail Cap(c_a), veh /h 51 731 758 248 876 916 718 0 0 233 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.4 28.8 28.8 35.2 8.9 8.9 29.6 0.0 0.0 16.3 0.0 0.0 Incr Delay (d2), s /veh 38.2 37.0 37.7 0.3 0.5 0.5 47.9 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.1 49.7 51.8 3.3 4.0 4.2 52.7 0.0 0.0 0.3 0.0 0.0 LnGrp Delay(d),s /veh 87.6 65.7 66.4 35.4 9.4 9.4 77.5 0.0 0.0 16.4 0.0 0.0 LnGrp LOS F F F D A A F B Approach Vol, veh /h 1530 430 755 10 Approach Delay, s /veh 66.3 13.9 77.5 16.4 Approach LOS E B E B Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 23.5 47.0 47.0 5.1 65.4 47.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmaxg.® * 43 43.0 3.0 41.5 43.0 Max Q Clear Time (g_c +l1o,& 44.5 2.3 2.9 7.4 45.0 Green Ext Time (p-c), s 0.0 0.0 4.5 0.0 1.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 61.0 HCM 2010 LOS E Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 TWSC 8: E. Grand Ave. & Allerton Ave. 09/06/2018 Intersection Int Delay, s /veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt t r Traffic Vol, veh /h 257 1781 338 17 6 74 Future Vol, veh /h 257 1781 338 17 6 74 Conflicting Peds, # /hr 0 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 70 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 4 28 29 0 19 Mvmt Flow 273 1895 360 18 6 79 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 379 0 0 1864 190 Stage 1 - - - 370 - Stage 2 - 1494 - Critical Hdwy 4.16 - 6.8 7.28 Critical Hdwy Stg 1 - 5.8 - Critical Hdwy Stg 2 - 5.8 - Follow -up Hdwy 2.23 3.5 3.49 Pot Cap -1 Maneuver 1169 - - - 66 769 Stage 1 - 675 - Stage 2 - 176 - Platoon blocked, % Mov Cap -1 Maneuver 1169 - - 51 768 Mov Cap -2 Maneuver - 114 - Stage 1 674 - Stage 2 135 - Approach EB WB SIB HCM Control Delay, s 1.1 0 10.2 HCM LOS B Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 1169 - 768 HCM Lane V/C Ratio 0.234 0.103 HCM Control Delay (s) 9 10.2 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.9 - 0.3 SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 � � � Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4.5 ) 40.0 Traffic Volume (veh /h) 481 469 5 91 154 11 Future Volume (veh /h) 481 469 5 91 154 11 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1583 1900 1406 1293 1900 Adj Flow Rate, veh /h 587 572 6 111 200 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 20 36 36 47 0 Cap, veh /h 1031 745 135 745 400 262 Arrive On Green 0.55 0.55 0.55 0.55 0.16 0.00 Sat Flow, veh /h 1863 1346 15 1347 2463 1615 Grp Volume(v), veh /h 587 572 117 0 200 0 Grp Sat Flow(s),veh /h /In 1863 1346 1362 0 1232 1615 Q Serve(g_s), s 6.1 9.9 0.0 0.0 2.2 0.0 Cycle Q Clear(g_c), s 6.1 9.9 1.2 0.0 2.2 0.0 Prop In Lane 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh /h 1031 745 880 0 400 262 V/C Ratio(X) 0.57 0.77 0.13 0.00 0.50 0.00 Avail Cap(c_a), veh /h 2490 1799 1840 0 2140 1403 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 4.4 5.2 3.3 0.0 11.4 0.0 Incr Delay (d2), s /veh 0.2 0.6 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 5.7 6.5 0.8 0.0 1.4 0.0 LnGrp Delay(d),s /veh 4.5 5.8 3.3 0.0 11.8 0.0 LnGrp LOS A A A B Approach Vol, veh /h 1159 117 200 Approach Delay, s /veh 5.2 3.3 11.8 Approach LOS A A B Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 21.1 8.9 21.1 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 11.9 4.2 3.2 Green Ext Time (p-c), s 4.7 0.4 4.8 Intersection Summary HCM 2010 Ctrl Delay 5.9 HCM 2010 LOS A Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 TWSC 10: 101 NB Off - Ramp /Industrial WyAndustrial Wy. & E. Grand Ave. 09/06/2018 Intersection Int Delay, s /veh 0.4 Movement WBL WBR NET NER SWL SWT Lane Configurations HCM Lane LOS r t - 0.3 Traffic Vol, veh /h 0 33 516 903 0 0 Future Vol, veh /h 0 33 516 903 0 0 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized Stop - None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - - Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 4 2 2 Mvmt Flow 0 36 561 982 0 0 Major /Minor Minorl Majorl Conflicting Flow All 771 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.9 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow -up Hdwy - 3.3 Pot Cap -1 Maneuver 0 347 - Stage 1 0 - Stage 2 0 - Platoon blocked, % - Mov Cap -1 Maneuver - 347 - Mov Cap -2 Maneuver Stage 1 - Stage 2 Approach WB NE HCM Control Delay, s 16.6 0 HCM LOS C Minor Lane /Major Mvmt NET NERWBLn1 Capacity (veh /h) - 347 HCM Lane V/C Ratio - 0.103 HCM Control Delay (s) - 16.6 HCM Lane LOS - C HCM 95th %tile Q(veh) - 0.3 SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y +Rc), s +T+ r 4.0 + r 4.5 t 21.0 27.4 ++ r Traffic Volume (veh /h) 93 179 125 339 195 192 194 43 344 164 627 164 Future Volume (veh /h) 93 179 125 339 195 192 194 43 344 164 627 164 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1782 1727 1520 1604 1792 1696 1736 1900 1776 1810 1827 Adj Flow Rate, veh /h 94 190 0 353 203 0 202 45 0 171 653 0 Adj No. of Lanes 1 2 1 2 1 1 1 2 0 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 21 7 5 4 Cap, veh /h 132 306 126 475 263 250 233 675 0 623 1496 676 Arrive On Green 0.09 0.09 0.00 0.05 0.05 0.00 0.14 0.20 0.00 0.37 0.44 0.00 Sat Flow, veh /h 1533 3564 1468 2895 1604 1524 1616 3385 0 1691 3438 1553 Grp Volume(v), veh /h 94 190 0 353 203 0 202 45 0 171 653 0 Grp Sat Flow(s),veh /h /In 1533 1782 1468 1448 1604 1524 1616 1649 0 1691 1719 1553 Q Serve(g_s), s 6.0 5.1 0.0 12.0 12.5 0.0 12.2 1.1 0.0 7.1 13.2 0.0 Cycle Q Clear(g_c), s 6.0 5.1 0.0 12.0 12.5 0.0 12.2 1.1 0.0 7.1 13.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 132 306 126 475 263 250 233 675 0 623 1496 676 V/C Ratio(X) 0.71 0.62 0.00 0.74 0.77 0.00 0.87 0.07 0.00 0.27 0.44 0.00 Avail Cap(c_a), veh /h 184 428 176 651 361 343 339 937 0 623 1496 676 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.00 0.89 0.89 0.00 1.00 1.00 0.00 0.95 0.95 0.00 Uniform Delay (d), s /veh 44.5 44.1 0.0 45.2 45.4 0.0 41.9 32.1 0.0 22.2 19.7 0.0 Incr Delay (d2), s /veh 3.3 0.8 0.0 2.7 6.1 0.0 10.9 0.0 0.0 0.1 0.9 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.8 4.6 0.0 8.5 9.8 0.0 10.2 0.9 0.0 6.0 10.5 0.0 LnGrp Delay(d),s /veh 47.8 44.9 0.0 47.9 51.5 0.0 52.8 32.1 0.0 22.3 20.6 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh /h 284 556 247 824 Approach Delay, s /veh 45.9 49.2 49.0 20.9 Approach LOS D D D C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s 18.4 48.1 12.6 41.4 25.1 20.9 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmax), s 21.0 27.4 12.0 20.0 * 28 22.5 Max Q Clear Time (g_c +ll), s 14.2 15.2 8.0 9.1 3.1 14.5 Green Ext Time (p-c), s 0.2 4.1 0.4 3.9 0.1 1.9 Intersection Summary HCM 2010 Ctrl Delay 36.5 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 '+ r 4.5 Max Green Setting (Gmaxo.® 24.0 )) t 21.0 19.5 + r Traffic Volume (veh /h) 74 233 378 37 123 30 396 414 401 18 108 207 Future Volume (veh /h) 74 233 378 37 123 30 396 414 401 18 108 207 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1739 1652 1667 1332 1900 1727 1835 1900 1900 1845 1520 Adj Flow Rate, veh /h 78 360 322 39 129 32 417 436 0 19 114 218 Adj No. of Lanes 1 1 1 1 1 0 2 2 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 49 10 5 5 0 3 25 Cap, veh /h 95 417 326 60 218 54 1136 1242 0 353 360 224 Arrive On Green 0.02 0.08 0.08 0.04 0.21 0.21 0.36 0.36 0.00 0.19 0.19 0.19 Sat Flow, veh /h 1459 1739 1358 1587 1024 254 3191 3579 0 1810 1845 1151 Grp Volume(v), veh /h 78 360 322 39 0 161 417 436 0 19 114 218 Grp Sat Flow(s),veh /h /lnl459 1739 1358 1587 0 1278 1596 1744 0 1810 1845 1151 Q Serve(g_s), s 5.3 20.5 23.7 2.4 0.0 11.3 9.7 9.2 0.0 0.9 5.3 18.8 Cycle Q Clear(g_c), s 5.3 20.5 23.7 2.4 0.0 11.3 9.7 9.2 0.0 0.9 5.3 18.8 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 95 417 326 60 0 272 1136 1242 0 353 360 224 V/C Ratio(X) 0.82 0.86 0.99 0.65 0.00 0.59 0.37 0.35 0.00 0.05 0.32 0.97 Avail Cap(c_a), veh /h 161 417 326 127 0 272 1136 1242 0 353 360 224 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.91 0.91 0.91 1.00 0.00 1.00 0.71 0.71 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 48.3 44.4 45.9 47.4 0.0 35.5 23.8 23.7 0.0 32.7 34.5 40.0 Incr Delay (d2), s /veh 5.9 15.2 44.2 4.3 0.0 2.4 0.6 0.6 0.0 0.0 0.2 51.5 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.2 17.0 18.5 2.0 0.0 7.6 7.2 7.4 0.0 0.8 4.9 14.1 LnGrp Delay(d),s /veh 54.2 59.6 90.0 51.7 0.0 37.8 24.5 24.2 0.0 32.8 34.7 91.5 LnGrp LOS D E F D D C C C C F Approach Vol, veh /h 760 200 853 351 Approach Delay, s /veh 71.9 40.5 24.4 69.9 Approach LOS E D C E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s7.8 28.0 40.2 10.5 25.3 24.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmaxo.® 24.0 31.4 11.0 21.0 19.5 Max Q Clear Time (9_c +114, 25.7 11.7 7.3 13.3 20.8 Green Ext Time (p-c), s 0.0 0.0 2.9 0.0 0.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 50.0 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. WBL WBT WBR --1, 4--- t 1I09/06/2018 t SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 1024 18 565 19 8 16 163 232 14 22 404 108 Future Volume (vph) 1024 18 565 19 8 16 163 232 14 22 404 108 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1658 2694 1775 1592 1597 3236 1805 3374 1131 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1658 2694 1775 1592 1597 3236 1805 3374 1131 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1101 19 608 20 9 17 175 249 15 24 434 116 RTOR Reduction (vph) 0 0 373 0 0 17 0 5 0 0 0 90 Lane Group Flow (vph) 562 558 235 0 29 0 175 259 0 24 434 26 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 13 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 29.0 29.0 29.0 1.8 1.8 10.7 25.2 2.0 16.5 16.5 Effective Green, g (s) 29.0 29.0 29.0 1.8 1.8 10.7 25.2 2.0 16.5 16.5 Actuated g/C Ratio 0.39 0.39 0.39 0.02 0.02 0.14 0.34 0.03 0.22 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 637 641 1041 42 38 227 1087 48 742 248 vls Ratio Prot c0.34 0.34 c0.02 c0.11 0.08 0.01 c0.13 v/s Ratio Perm 0.09 0.00 0.02 vlc Ratio 0.88 0.87 0.23 0.69 0.01 0.77 0.24 0.50 0.58 0.10 Uniform Delay, dl 21.4 21.3 15.5 36.3 35.7 31.0 18.0 36.0 26.2 23.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.3 12.0 0.0 32.7 0.0 14.9 0.5 3.0 3.4 0.8 Delay (s) 34.7 33.3 15.5 69.0 35.8 45.8 18.5 39.0 29.5 24.2 Level of Service C C B E D D B D C C Approach Delay (s) 27.5 56.7 29.4 28.9 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 28.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 23.9 +' r* D C r* Intersection Summary ++ r* t Traffic Volume (vph) 25 0 10 199 1 95 14 289 796 566 416 13 Future Volume (vph) 25 0 10 199 1 95 14 289 796 566 416 13 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.91 1.00 1.00 0.98 1.00 1.00 0.96 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1464 1417 1424 1244 1805 3343 1509 3367 3392 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 1464 1417 1424 1244 1805 3343 1509 3367 3392 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 27 0 11 214 1 102 15 311 856 609 447 14 RTOR Reduction (vph) 0 0 11 0 0 87 0 0 377 0 1 0 Lane Group Flow (vph) 0 27 0 107 108 15 15 311 479 609 460 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 15 21 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 3.6 3.6 14.5 14.5 14.5 2.6 38.5 38.5 27.4 63.3 Effective Green, g (s) 3.6 3.6 14.5 14.5 14.5 2.6 38.5 38.5 27.4 63.3 Actuated g/C Ratio 0.04 0.04 0.14 0.14 0.14 0.03 0.38 0.38 0.27 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 64 52 205 206 180 46 1287 580 922 2147 vls Ratio Prot c0.01 0.08 c0.08 0.01 0.09 c0.18 0.14 v/s Ratio Perm 0.00 0.01 c0.32 vlc Ratio 0.42 0.01 0.52 0.52 0.08 0.33 0.24 0.83 0.66 0.21 Uniform Delay, dl 47.2 46.5 39.5 39.6 37.0 47.8 20.9 27.7 32.2 7.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 1.1 1.1 0.1 1.5 0.0 8.9 3.7 0.2 Delay (s) 48.8 46.5 40.7 40.7 37.1 49.3 20.9 36.7 35.9 8.0 Level of Service D D D D D D C D D A Approach Delay (s) 48.1 39.5 32.7 23.9 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 30.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway E M /M /N1 ®yster Poir � Ir � Movement EBT EBR WBL2 WBT NBL NBT NBR SBR2 NER NER2 Lane Configurations tti� ) +t r* r* r*r* r* Traffic Volume (vph) 281 62 52 1658 889 0 83 0 123 64 Future Volume (vph) 281 62 52 1658 889 0 83 0 123 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.91 0.91 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 1.00 1.00 0.85 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4506 1805 5187 3189 1595 1515 3551 1583 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4506 1805 5187 3189 1595 1515 3551 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 305 67 57 1802 966 0 90 0 134 70 RTOR Reduction (vph) 0 0 0 0 0 0 64 0 0 0 Lane Group Flow (vph) 372 0 57 1802 647 319 26 0 134 70 Confl. Peds. ( # /hr) 2 Confl. Bikes ( # /hr) 2 2 2 Heavy Vehicles ( %) 11% 15% 0% 0% 3% 0% 5% 0% 7% 2% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 26.5 6.5 63.0 28.5 28.5 28.5 21.5 21.5 Effective Green, g (s) 26.5 6.5 63.0 28.5 28.5 28.5 21.5 21.5 Actuated g/C Ratio 0.26 0.06 0.63 0.28 0.28 0.28 0.22 0.22 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 1194 117 3267 908 454 431 763 340 vls Ratio Prot 0.08 0.03 c0.35 c0.20 0.20 0.04 0.04 v/s Ratio Perm 0.02 vlc Ratio 0.31 0.49 0.55 0.71 0.70 0.06 0.18 0.21 Uniform Delay, dl 29.4 45.1 10.5 32.1 32.0 26.0 32.0 32.2 Progression Factor 0.55 1.18 1.17 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.9 0.1 2.2 4.0 0.0 0.0 0.1 Delay (s) 16.9 54.1 12.4 34.3 36.0 26.0 32.1 32.3 Level of Service B D B C D C C C Approach Delay (s) 16.9 13.7 34.1 Approach LOS B B C Intersection Summary HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* + r* Traffic Volume (vph) 160 63 69 688 281 265 64 487 119 136 391 112 Future Volume (vph) 160 63 69 688 281 265 64 487 119 136 391 112 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 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped /bikes 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.93 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1512 2694 1660 1338 1624 2875 1411 1449 2935 1328 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1512 2694 1660 1338 1624 2875 1411 1449 2935 1328 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 167 66 72 717 293 276 67 507 124 142 407 117 RTOR Reduction (vph) 0 40 0 0 0 194 0 0 0 0 0 94 Lane Group Flow (vph) 167 98 0 717 293 82 67 507 124 128 421 23 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA pt +ov Split NA Perm Protected Phases 8 8 7 7 6 6 67 2 2 Permitted Phases 7 2 Actuated Green, G (s) 14.0 14.0 29.7 29.7 29.7 19.5 19.5 49.2 19.8 19.8 19.8 Effective Green, g (s) 14.0 14.0 29.7 29.7 29.7 19.5 19.5 49.2 19.8 19.8 19.8 Actuated g/C Ratio 0.14 0.14 0.30 0.30 0.30 0.20 0.20 0.49 0.20 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 220 211 800 493 397 316 560 694 286 581 262 vls Ratio Prot c0.11 0.06 c0.27 0.18 0.04 c0.18 0.09 0.09 c0.14 v/s Ratio Perm 0.06 0.02 vlc Ratio 0.76 0.46 0.90 0.59 0.21 0.21 0.91 0.18 0.45 0.72 0.09 Uniform Delay, dl 41.4 39.5 33.7 30.0 26.3 33.8 39.3 14.1 35.3 37.5 32.7 Progression Factor 1.00 1.00 0.93 0.92 0.77 1.00 1.00 1.00 0.98 0.97 1.16 Incremental Delay, d2 13.3 1.2 12.6 1.9 0.3 0.2 18.1 0.1 4.8 7.4 0.6 Delay (s) 54.7 40.7 44.0 29.5 20.4 34.0 57.5 14.2 39.3 43.9 38.6 Level of Service D D D C C C E B D D D Approach Delay (s) 48.4 35.6 47.5 42.1 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 41.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 74.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave. 09/06/2018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt r* Traffic Volume (vph) 44 274 1633 68 21 75 Future Volume (vph) 44 274 1633 68 21 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.92 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 5085 4823 1805 1488 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 5085 4823 1805 1488 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 46 285 1701 71 22 78 RTOR Reduction (vph) 0 0 0 0 0 74 Lane Group Flow (vph) 46 285 1772 0 22 4 Confl. Peds. ( # /hr) 23 23 9 9 Confl. Bikes ( # /hr) 20 4 Heavy Vehicles ( %) 0% 2% 7% 0% 0% 0% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.0 86.8 77.8 5.2 5.2 Effective Green, g (s) 5.0 86.8 77.8 5.2 5.2 Actuated g/C Ratio 0.05 0.87 0.78 0.05 0.05 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 90 4413 3752 93 77 vls Ratio Prot c0.03 0.06 c0.37 c0.01 v/s Ratio Perm 0.00 vlc Ratio 0.51 0.06 0.47 0.24 0.05 Uniform Delay, dl 46.3 0.9 3.9 45.5 45.1 Progression Factor 1.09 1.04 0.53 1.00 1.00 Incremental Delay, d2 2.0 0.0 0.4 0.5 0.1 Delay (s) 52.4 1.0 2.4 46.0 45.2 Level of Service D A A D D Approach Delay (s) 8.1 2.4 45.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 5.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 23.2 ) + ++ 4.0 rr Traffic Volume (veh /h) 272 23 12 1422 280 187 Future Volume (veh /h) 272 23 12 1422 280 187 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1769 1900 1520 1863 1881 1681 Adj Flow Rate, veh /h 296 25 13 1546 304 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 8 25 2 1 13 Cap, veh /h 3082 255 13 3703 344 482 Arrive On Green 1.00 1.00 0.02 1.00 0.19 0.00 Sat Flow, veh /h 4695 376 1448 5253 1792 2515 Grp Volume(v), veh /h 208 113 13 1546 304 0 Grp Sat Flow(s),veh /h /In 1610 1692 1448 1695 1792 1258 Q Serve(g_s), s 0.0 0.0 0.9 0.0 16.5 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.9 0.0 16.5 0.0 Prop In Lane 0.22 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2188 1149 13 3703 344 482 V/C Ratio(X) 0.10 0.10 1.03 0.42 0.88 0.00 Avail Cap(c_a), veh /h 2188 1149 87 3703 717 1006 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.77 0.77 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 49.1 0.0 39.3 0.0 Incr Delay (d2), s /veh 0.1 0.2 71.5 0.3 3.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.4 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.0 0.1 1.1 0.2 13.3 0.0 LnGrp Delay(d),s /veh 0.1 0.2 121.1 0.3 42.4 0.0 LnGrp LOS A A F A D Approach Vol, veh /h 321 1559 304 Approach Delay, s /veh 0.1 1.3 42.4 Approach LOS A A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s 4.9 72.0 76.8 23.2 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 42.0 52.0 40.0 Max Q Clear Time (g_c +ll ), s 2.9 2.0 2.0 18.5 Green Ext Time (p-c), s 0.0 12.4 12.9 0.7 Intersection Summary HCM 2010 Ctrl Delay 6.8 HCM 2010 LOS A SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ++ 17.6 ) ++ * 4.2 ) + 4.0 ) + 4.0 Traffic Volume (veh /h) 84 284 91 382 1145 264 55 103 100 89 376 234 Future Volume (veh /h) 84 284 91 382 1145 264 55 103 100 89 376 234 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1900 1684 1976 1863 1863 1976 1712 1675 1900 1727 1877 1900 Adj Flow Rate, veh /h 89 302 97 406 1218 281 59 110 0 95 400 0 Adj No. of Lanes 1 3 0 1 3 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 15 15 2 2 2 11 9 9 10 2 2 Cap, veh /h 115 1226 370 432 2193 506 75 432 0 172 673 0 Arrive On Green 0.02 0.12 0.12 0.49 1.00 1.00 0.05 0.14 0.00 0.10 0.19 0.00 Sat Flow, veh /h 1810 3481 1051 1774 4106 947 1630 3267 0 1645 3660 0 Grp Volume(v), veh /h 89 264 135 406 1006 493 59 110 0 95 400 0 Grp Sat Flow(s),veh /h /In1810 1533 1466 1774 1695 1663 1630 1591 0 1645 1783 0 Q Serve(g_s), s 4.9 7.8 8.4 21.7 0.0 0.0 3.6 3.1 0.0 5.5 10.2 0.0 Cycle Q Clear(g_c), s 4.9 7.8 8.4 21.7 0.0 0.0 3.6 3.1 0.0 5.5 10.2 0.0 Prop In Lane 1.00 0.72 1.00 0.57 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh /h 115 1080 516 432 1811 888 75 432 0 172 673 0 V/C Ratio(X) 0.78 0.24 0.26 0.94 0.56 0.56 0.79 0.25 0.00 0.55 0.59 0.00 Avail Cap(c_a), veh /h 181 1080 516 564 1811 888 147 732 0 197 906 0 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.52 0.52 0.52 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 48.2 32.1 32.3 25.0 0.0 0.0 47.2 38.7 0.0 42.5 37.1 0.0 Incr Delay (d2), s /veh 4.1 0.5 1.2 11.5 0.6 1.3 6.9 0.1 0.0 1.0 0.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.7 6.1 6.5 15.8 0.3 0.6 3.2 2.5 0.0 4.6 8.8 0.0 LnGrp Delay(d),s /veh 52.4 32.6 33.6 36.5 0.6 1.3 54.1 38.8 0.0 43.6 37.4 0.0 LnGrp LOS D C C D A A D D D D Approach Vol, veh /h 488 1905 169 495 Approach Delay, s /veh 36.5 8.5 44.1 38.6 Approach LOS D A D D Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), 28.5 39.4 8.6 23.5 10.3 57.6 14.5 17.6 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)32 * 17 9.0 25.4 10.0 * 39 12.0 23.0 Max Q Clear Time (g_c +19),-A 10.4 5.6 12.2 6.9 2.0 7.5 5.1 Green Ext Time (p-c), s 0.7 4.4 0.1 1.3 0.0 11.8 0.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 19.8 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + * 4.6 ) t 40.4 21.4 14.0 r 13.8 Max Q Clear Time (g_c +110,5 r Traffic Volume (veh /h) 140 250 77 131 1269 13 182 60 27 29 156 340 Future Volume (veh /h) 140 250 77 131 1269 13 182 60 27 29 156 340 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1667 1650 1900 1776 1880 1900 1827 1613 1557 1545 1809 1863 Adj Flow Rate, veh /h 146 260 80 136 1322 14 126 152 28 30 306 258 Adj No. of Lanes 2 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 14 13 13 7 1 1 4 32 22 23 7 2 Cap, veh /h 202 791 237 296 1625 17 205 190 148 285 350 297 Arrive On Green 0.13 0.67 0.67 0.17 0.45 0.45 0.12 0.12 0.12 0.19 0.19 0.19 Sat Flow, veh /h 3079 2367 711 1691 3619 38 1740 1613 1262 1471 1809 1533 Grp Volume(v), veh /h 146 170 170 136 652 684 126 152 28 30 306 258 Grp Sat Flow(s),veh /h /lnl540 1568 1510 1691 1786 1871 1740 1613 1262 1471 1809 1533 Q Serve(g_s), s 4.5 4.6 4.8 7.2 31.7 31.7 6.9 9.2 2.0 1.7 16.4 16.3 Cycle Q Clear(g_c), s 4.5 4.6 4.8 7.2 31.7 31.7 6.9 9.2 2.0 1.7 16.4 16.3 Prop In Lane 1.00 0.47 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 202 524 504 296 802 841 205 190 148 285 350 297 V/C Ratio(X) 0.72 0.32 0.34 0.46 0.81 0.81 0.62 0.80 0.19 0.11 0.87 0.87 Avail Cap(c_a), veh /h 216 524 504 296 802 841 240 223 174 315 387 328 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 42.5 11.8 11.9 37.0 23.9 23.9 42.0 43.0 39.8 33.2 39.1 39.1 Incr Delay (d2), s /veh 10.1 1.6 1.7 0.4 8.8 8.5 1.8 13.8 0.2 0.1 16.9 18.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln3.9 3.8 4.0 6.1 24.4 25.3 6.2 8.4 1.3 1.2 14.9 13.2 LnGrp Delay(d),s /veh 52.7 13.4 13.6 37.4 32.7 32.4 43.7 56.8 40.0 33.3 56.0 57.8 LnGrp LOS D B B D C C D E D C E E Approach Vol, veh /h 486 1472 306 594 Approach Delay, s /veh 25.3 33.0 49.9 55.7 Approach LOS C C D E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 0.6 49.5 24.0 22.1 38.0 16.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmaxy,.® 40.4 21.4 14.0 * 33 13.8 Max Q Clear Time (g_c +110,5 33.7 18.4 9.2 6.8 11.2 Green Ext Time (p-c), s 0.0 4.4 0.7 3.3 1.2 0.2 Intersection Summary HCM 2010 Ctrl Delay 38.2 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 23 14.0 3.0 70.5 14.0 Max Q Clear Time (g_c +12 J,5 11.7 Traffic Volume (veh /h) 3 270 48 478 1264 3 50 1 71 1 22 22 Future Volume (veh /h) 3 270 48 478 1264 3 50 1 71 1 22 22 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.96 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1900 1635 1900 1827 1863 1900 1900 1641 1900 1900 1900 1900 Adj Flow Rate, veh /h 3 287 51 509 1345 3 53 1 76 1 23 23 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 18 18 4 2 2 0 0 0 0 0 0 Cap, veh /h 3 592 104 919 2740 6 102 12 90 38 103 99 Arrive On Green 0.00 0.22 0.22 0.53 0.76 0.76 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh /h 1810 2630 460 1740 3623 8 438 106 766 10 878 851 Grp Volume(v), veh /h 3 168 170 509 657 691 130 0 0 47 0 0 Grp Sat Flow(s),veh /h /In1810 1553 1537 1740 1770 1861 1311 0 0 1739 0 0 Q Serve(g_s), s 0.2 9.4 9.7 19.5 14.4 14.4 7.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 9.4 9.7 19.5 14.4 14.4 9.6 0.0 0.0 2.5 0.0 0.0 Prop In Lane 1.00 0.30 1.00 0.00 0.41 0.58 0.02 0.49 Lane Grp Cap(c), veh /h 3 350 346 919 1338 1408 204 0 0 240 0 0 V/C Ratio(X) 0.96 0.48 0.49 0.55 0.49 0.49 0.64 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a), veh /h 54 350 346 919 1338 1408 233 0 0 280 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.9 33.7 33.8 15.7 4.7 4.7 43.1 0.0 0.0 40.1 0.0 0.0 Incr Delay (d2), s /veh 131.6 4.7 4.9 0.4 1.3 1.2 2.8 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.4 7.9 8.1 14.5 11.9 12.3 6.6 0.0 0.0 2.1 0.0 0.0 LnGrp Delay(d),slveh 181.6 38.3 38.7 16.2 6.0 5.9 45.9 0.0 0.0 40.2 0.0 0.0 LnGrp LOS F D D B A A D D Approach Vol, veh /h 341 1857 130 47 Approach Delay, s /veh 39.8 8.8 45.9 40.2 Approach LOS D A D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 57.3 27.0 15.7 4.2 80.1 15.7 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (GmaS),.® * 23 14.0 3.0 70.5 14.0 Max Q Clear Time (g_c +12 J,5 11.7 4.5 2.2 16.4 11.6 Green Ext Time (p-c), s 8.2 0.9 0.4 0.0 8.8 0.1 Intersection Summary HCM 2010 Ctrl Delay 15.9 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 TWSC 8: E. Grand Ave. & Allerton Ave. 09/06/2018 Intersection Int Delay, s /veh Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt t r Traffic Vol, veh /h 56 280 1563 51 1 168 Future Vol, veh /h 56 280 1563 51 1 168 Conflicting Peds, # /hr 2 0 0 2 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 70 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 5 22 3 2 0 4 Mvmt Flow 63 315 1756 57 1 189 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 1815 0 0 2072 911 Stage 1 - - - 1787 - Stage 2 - 285 - Critical Hdwy 4.2 - 6.8 6.98 Critical Hdwy Stg 1 - 5.8 - Critical Hdwy Stg 2 - 5.8 - Follow -up Hdwy 2.25 3.5 3.34 Pot Cap -1 Maneuver 322 - - - 48 273 Stage 1 - 122 - Stage 2 - 744 - Platoon blocked, % Mov Cap -1 Maneuver 321 - - 38 272 Mov Cap -2 Maneuver - 101 - Stage 1 122 - Stage 2 597 - Approach EB WB SIB HCM Control Delay, s 3.2 0 43.6 HCM LOS E Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 321 - 272 HCM Lane V/C Ratio 0.196 0.694 HCM Control Delay (s) 18.9 43.6 HCM Lane LOS C - E HCM 95th %tile Q(veh) 0.7 - 4.7 SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 � � � Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4.5 ) 40.0 Traffic Volume (veh /h) 64 95 3 519 487 8 Future Volume (veh /h) 64 95 3 519 487 8 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1792 1583 1900 1810 1757 1900 Adj Flow Rate, veh /h 70 103 3 564 537 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 20 5 5 7 0 Cap, veh /h 788 591 133 795 837 404 Arrive On Green 0.44 0.44 0.44 0.44 0.25 0.00 Sat Flow, veh /h 1792 1344 2 1806 3347 1615 Grp Volume(v), veh /h 70 103 567 0 537 0 Grp Sat Flow(s),veh /h /In 1792 1344 1809 0 1673 1615 Q Serve(g_s), s 0.6 1.3 0.0 0.0 3.9 0.0 Cycle Q Clear(g_c), s 0.6 1.3 7.0 0.0 3.9 0.0 Prop In Lane 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh /h 788 591 928 0 837 404 V/C Ratio(X) 0.09 0.17 0.61 0.00 0.64 0.00 Avail Cap(c_a), veh /h 2614 1961 2766 0 3173 1531 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 4.5 4.7 6.3 0.0 9.2 0.0 Incr Delay (d2), s /veh 0.0 0.1 0.2 0.0 0.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.5 0.8 6.1 0.0 3.3 0.0 LnGrp Delay(d),s /veh 4.5 4.7 6.5 0.0 9.5 0.0 LnGrp LOS A A A A Approach Vol, veh /h 173 567 537 Approach Delay, s /veh 4.6 6.5 9.5 Approach LOS A A A Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 16.6 10.9 16.6 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 3.3 5.9 9.0 Green Ext Time (p-c), s 3.1 1.0 3.1 Intersection Summary HCM 2010 Ctrl Delay 7.5 HCM 2010 LOS A Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 TWSC 10: 101 NB Off - Ramp /Industrial WyAndustrial Wy. & E. Grand Ave. 09/06/2018 Intersection Int Delay, s /veh 0.2 Movement WBL WBR NET NER SWL SWT Lane Configurations r t Traffic Vol, veh /h 0 10 49 444 0 0 Future Vol, veh /h 0 10 49 444 0 0 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized Stop - None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - - Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 4 2 2 Mvmt Flow 0 11 53 483 0 0 Major /Minor Minorl Majorl Conflicting Flow All 268 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.9 - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow -up Hdwy - 3.3 Pot Cap -1 Maneuver 0 736 - Stage 1 0 - Stage 2 0 - Platoon blocked, % Mov Cap -1 Maneuver - 736 - Mov Cap -2 Maneuver Stage 1 Stage 2 Approach WB NE HCM Control Delay, s 10 0 HCM LOS B Minor Lane /Major Mvmt NET NERWBLn1 Capacity (veh /h) - 736 HCM Lane V/C Ratio - 0.015 HCM Control Delay (s) - 10 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0 SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y +Rc), s +T+ r 4.0 + r 4.5 t 11.0 31.4 ++ r Traffic Volume (veh /h) 149 142 208 854 225 373 101 29 221 129 898 99 Future Volume (veh /h) 149 142 208 854 225 373 101 29 221 129 898 99 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1739 1759 1845 1779 1863 1439 1775 1900 1863 1863 1810 Adj Flow Rate, veh /h 166 126 0 871 230 0 103 30 0 132 916 0 Adj No. of Lanes 2 1 1 2 1 1 1 2 0 1 2 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 12 8 3 14 2 32 0 0 2 2 5 Cap, veh /h 329 161 139 1006 509 453 122 258 0 651 1278 555 Arrive On Green 0.09 0.09 0.00 0.09 0.09 0.00 0.09 0.08 0.00 0.37 0.36 0.00 Sat Flow, veh /h 3548 1739 1495 3514 1779 1583 1371 3461 0 1774 3539 1538 Grp Volume(v), veh /h 166 126 0 871 230 0 103 30 0 132 916 0 Grp Sat Flow(s),veh /h /In 1774 1739 1495 1757 1779 1583 1371 1686 0 1774 1770 1538 Q Serve(g_s), s 4.5 7.1 0.0 24.4 12.2 0.0 7.4 0.8 0.0 5.1 22.3 0.0 Cycle Q Clear(g_c), s 4.5 7.1 0.0 24.4 12.2 0.0 7.4 0.8 0.0 5.1 22.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 329 161 139 1006 509 453 122 258 0 651 1278 555 V/C Ratio(X) 0.50 0.78 0.00 0.87 0.45 0.00 0.85 0.12 0.00 0.20 0.72 0.00 Avail Cap(c_a), veh /h 355 174 150 1072 543 483 151 897 0 651 1278 555 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.40 0.40 0.00 1.00 1.00 0.00 0.82 0.82 0.00 Uniform Delay (d), s /veh 43.2 44.4 0.0 43.4 37.9 0.0 44.9 43.0 0.0 21.6 27.5 0.0 Incr Delay (d2), s /veh 0.4 16.7 0.0 3.1 0.3 0.0 24.8 0.1 0.0 0.0 2.9 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.0 7.5 0.0 16.0 8.6 0.0 6.6 0.7 0.0 4.5 16.3 0.0 LnGrp Delay(d),s /veh 43.6 61.1 0.0 46.5 38.1 0.0 69.7 43.1 0.0 21.7 30.4 0.0 LnGrp LOS D E D D E D C C Approach Vol, veh /h 292 1101 133 1048 Approach Delay, s /veh 51.1 44.7 63.7 29.3 Approach LOS D D E C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s 12.9 40.7 13.3 41.3 12.3 33.1 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmax), s 11.0 31.4 10.0 15.8 * 27 30.5 Max Q Clear Time (g_c +ll), s 9.4 24.3 9.1 7.1 2.8 26.4 Green Ext Time (p-c), s 0.0 3.9 0.1 4.5 0.1 2.2 Intersection Summary HCM 2010 Ctrl Delay 40.2 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 T+ r 4.5 Max Green Setting (Gmatg.6 22.0 )) t 28.0 29.5 + r Traffic Volume (veh /h) 35 55 402 100 438 13 469 187 46 9 260 545 Future Volume (veh /h) 35 55 402 100 438 13 469 187 46 9 260 545 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1508 1775 1845 1863 1792 1900 1845 1718 1900 1712 1863 1863 Adj Flow Rate, veh /h 37 0 462 105 461 14 494 197 0 9 274 574 Adj No. of Lanes 1 0 2 1 1 0 2 2 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 26 20 3 2 6 6 3 10 10 11 2 2 Cap, veh /h 55 0 553 243 484 15 734 703 0 481 550 437 Arrive On Green 0.01 0.00 0.06 0.14 0.28 0.28 0.22 0.22 0.00 0.29 0.29 0.29 Sat Flow, veh /h 1436 0 3046 1774 1728 52 3408 3350 0 1630 1863 1481 Grp Volume(v), veh /h 37 0 462 105 0 475 494 197 0 9 274 574 Grp Sat Flow(s),veh /h /lnl436 0 1523 1774 0 1781 1704 1632 0 1630 1863 1481 Q Serve(g_s), s 2.6 0.0 15.0 5.4 0.0 26.2 13.3 5.0 0.0 0.4 12.2 29.5 Cycle Q Clear(g_c), s 2.6 0.0 15.0 5.4 0.0 26.2 13.3 5.0 0.0 0.4 12.2 29.5 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 55 0 553 243 0 499 734 703 0 481 550 437 V/C Ratio(X) 0.67 0.00 0.84 0.43 0.00 0.95 0.67 0.28 0.00 0.02 0.50 1.31 Avail Cap(c_a), veh /h 86 0 670 243 0 499 734 703 0 481 550 437 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.00 0.86 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 48.7 0.0 45.5 39.6 0.0 35.3 36.0 32.8 0.0 25.0 29.1 35.3 Incr Delay (d2), s /veh 4.4 0.0 6.3 0.5 0.0 28.4 4.5 0.9 0.0 0.0 0.3 156.9 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr2.0 0.0 10.8 4.8 0.0 23.4 10.8 4.2 0.0 0.3 10.4 56.0 LnGrp Delay(d),s /veh 53.1 0.0 51.8 40.0 0.0 63.8 40.5 33.7 0.0 25.0 29.4 192.2 LnGrp LOS D D D E D C C C F Approach Vol, veh /h 499 580 691 857 Approach Delay, s /veh 51.9 59.5 38.6 138.4 Approach LOS D E D F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t7.7 22.2 26.1 7.9 32.0 34.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmatg.6 22.0 19.4 6.0 28.0 29.5 Max Q Clear Time (g_c +lll,,t 17.0 15.3 4.6 28.2 31.5 Green Ext Time (p-c), s 1.0 1.0 1.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 78.3 HCM 2010 LOS E Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 389 10 163 28 15 12 311 355 16 41 556 178 Future Volume (vph) 389 10 163 28 15 12 311 355 16 41 556 178 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.96 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1618 1623 2733 1806 1570 1805 3388 1805 3539 1512 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1618 1623 2733 1806 1570 1805 3388 1805 3539 1512 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 405 10 170 29 16 12 324 370 17 43 579 185 RTOR Reduction (vph) 0 0 141 0 0 13 0 4 0 0 0 121 Lane Group Flow (vph) 207 208 29 0 45 0 324 383 0 43 579 64 Confl. Peds. ( # /hr) 11 11 2 2 Confl. Bikes ( # /hr) 1 4 12 Heavy Vehicles ( %) 6% 9% 4% 3% 0% 0% 0% 6% 0% 0% 2% 3% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 12.8 12.8 12.8 2.4 2.4 17.0 39.2 3.6 25.8 25.8 Effective Green, g (s) 12.8 12.8 12.8 2.4 2.4 17.0 39.2 3.6 25.8 25.8 Actuated g/C Ratio 0.17 0.17 0.17 0.03 0.03 0.23 0.52 0.05 0.34 0.34 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 276 276 466 57 50 409 1770 86 1217 520 vls Ratio Prot 0.13 c0.13 c0.02 c0.18 0.11 0.02 c0.16 v/s Ratio Perm 0.01 0.00 0.04 vlc Ratio 0.75 0.75 0.06 0.79 0.01 0.79 0.22 0.50 0.48 0.12 Uniform Delay, dl 29.6 29.6 26.1 36.0 35.1 27.3 9.6 34.8 19.3 16.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.7 9.9 0.0 47.4 0.0 10.1 0.3 1.7 1.3 0.5 Delay (s) 39.3 39.5 26.1 83.4 35.2 37.4 9.9 36.5 20.6 17.3 Level of Service D D C F D D A D C B Approach Delay (s) 35.5 72.6 22.4 20.7 Approach LOS D E C C Intersection Summary HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 23.1 +' r* C D r* Intersection Summary ++ r* t Traffic Volume (vph) 25 3 18 980 3 208 18 449 166 100 627 13 Future Volume (vph) 25 3 18 980 3 208 18 449 166 100 627 13 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.87 1.00 1.00 0.98 1.00 1.00 0.96 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1818 1406 1665 1670 1546 1805 3471 1335 3242 3520 Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1818 1406 1665 1670 1546 1805 3471 1335 3242 3520 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 26 3 19 1032 3 219 19 473 175 105 660 14 RTOR Reduction (vph) 0 0 18 0 0 126 0 0 142 0 1 0 Lane Group Flow (vph) 0 29 1 516 519 93 19 473 33 105 673 0 Confl. Peds. ( # /hr) 12 12 12 12 14 14 14 14 Confl. Bikes ( # /hr) 4 13 Heavy Vehicles ( %) 0% 0% 0% 3% 0% 2% 0% 4% 16% 8% 2% 8% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 3.0 3.0 37.2 37.2 37.2 2.2 18.6 18.6 25.2 41.6 Effective Green, g (s) 3.0 3.0 37.2 37.2 37.2 2.2 18.6 18.6 25.2 41.6 Actuated g/C Ratio 0.03 0.03 0.37 0.37 0.37 0.02 0.19 0.19 0.25 0.42 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 54 42 619 621 575 39 645 248 816 1464 vls Ratio Prot c0.02 0.31 c0.31 0.01 c0.14 0.03 c0.19 v/s Ratio Perm 0.00 0.06 0.02 vlc Ratio 0.54 0.01 0.83 0.84 0.16 0.49 0.73 0.13 0.13 0.46 Uniform Delay, dl 47.8 47.1 28.6 28.6 21.0 48.3 38.4 34.0 28.9 21.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.0 9.0 9.1 0.0 3.5 3.7 0.1 0.3 1.0 Delay (s) 52.9 47.1 37.6 37.7 21.0 51.8 42.1 34.0 29.2 22.1 Level of Service D D D D C D D C C C Approach Delay (s) 50.6 34.8 40.3 23.1 Approach LOS D C D C Intersection Summary HCM 2000 Control Delay 33.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway Bm6&W yster Poir � Ir � Movement EBT EBR WBL2 WBT NBL NBT NBR SBR2 NER NER2 Lane Configurations tti� ) +t r* r* r*r* r* Traffic Volume (vph) 1214 365 42 349 227 0 141 0 664 347 Future Volume (vph) 1214 365 42 349 227 0 141 0 664 347 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.91 0.91 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 1.00 1.00 0.85 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4878 1641 4396 2857 1428 1422 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4878 1641 4396 2857 1428 1422 3762 1553 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1320 397 46 379 247 0 153 0 722 377 RTOR Reduction (vph) 0 0 0 0 0 0 100 0 0 0 Lane Group Flow (vph) 1717 0 46 379 165 82 53 0 722 377 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 11 4 6 Heavy Vehicles ( %) 2% 3% 10% 18% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 41.9 3.6 79.9 11.6 11.6 11.6 25.9 25.9 Effective Green, g (s) 41.9 3.6 79.9 11.6 11.6 11.6 25.9 25.9 Actuated g/C Ratio 0.42 0.04 0.80 0.12 0.12 0.12 0.26 0.26 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 2043 59 3512 331 165 164 974 402 vls Ratio Prot c0.35 c0.03 0.09 c0.06 0.06 0.19 c0.24 v/s Ratio Perm 0.04 vlc Ratio 0.84 0.78 0.11 0.50 0.50 0.32 0.74 0.94 Uniform Delay, dl 26.1 47.8 2.2 41.5 41.5 40.6 34.0 36.3 Progression Factor 0.85 1.29 0.68 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.8 43.2 0.0 0.4 0.9 0.4 2.7 29.0 Delay (s) 26.0 104.9 1.5 41.9 42.3 41.0 36.7 65.2 Level of Service C F A D D D D E Approach Delay (s) 26.0 12.7 41.7 Approach LOS C B D Intersection Summary HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* + r* Traffic Volume (vph) 156 151 87 174 119 68 33 375 300 508 444 101 Future Volume (vph) 156 151 87 174 119 68 33 375 300 508 444 101 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 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped /bikes 1.00 0.99 1.00 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.93 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Satd. Flow (prot) 1577 1560 2694 1660 1333 1624 2875 1411 1449 2926 1329 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 0.98 1.00 Satd. Flow (perm) 1577 1560 2694 1660 1333 1624 2875 1411 1449 2926 1329 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 162 157 91 181 124 71 34 391 312 529 462 105 RTOR Reduction (vph) 0 23 0 0 0 62 0 0 0 0 0 69 Lane Group Flow (vph) 163 225 0 181 124 9 34 391 313 323 669 36 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA pt +ov Split NA Perm Protected Phases 8 8 7 7 6 6 67 2 2 Permitted Phases 7 2 Actuated Green, G (s) 18.7 18.7 12.2 12.2 12.2 17.6 17.6 29.8 34.5 34.5 34.5 Effective Green, g (s) 18.7 18.7 12.2 12.2 12.2 17.6 17.6 29.8 34.5 34.5 34.5 Actuated g/C Ratio 0.19 0.19 0.12 0.12 0.12 0.18 0.18 0.30 0.34 0.34 0.34 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 294 291 328 202 162 285 506 420 499 1009 458 vls Ratio Prot 0.10 c0.14 0.07 0.07 0.02 c0.14 c0.22 0.22 c0.23 v/s Ratio Perm 0.01 0.03 vlc Ratio 0.55 0.77 0.55 0.61 0.05 0.12 0.77 0.75 0.65 0.66 0.08 Uniform Delay, dl 36.9 38.6 41.3 41.7 38.8 34.7 39.3 31.7 27.6 27.8 22.1 Progression Factor 1.00 1.00 0.77 0.76 3.15 1.00 1.00 1.00 0.95 0.95 1.19 Incremental Delay, d2 1.8 11.6 2.0 5.4 0.1 0.1 6.9 6.7 5.7 3.1 0.3 Delay (s) 38.7 50.3 34.0 37.2 122.5 34.8 46.2 38.4 31.9 29.4 26.5 Level of Service D D C D F C D D C C C Approach Delay (s) 45.7 51.7 42.4 29.8 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 39.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave. 09/06/2018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt r* Traffic Volume (vph) 46 914 498 32 25 21 Future Volume (vph) 46 914 498 32 25 21 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.91 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 5085 4425 1805 1476 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1770 5085 4425 1805 1476 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 47 933 508 33 26 21 RTOR Reduction (vph) 0 0 3 0 0 20 Lane Group Flow (vph) 47 933 538 0 26 1 Confl. Peds. ( # /hr) 8 8 9 9 Confl. Bikes ( # /hr) 3 2 Heavy Vehicles ( %) 2% 2% 17% 0% 0% 0% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.1 87.9 78.8 4.1 4.1 Effective Green, g (s) 5.1 87.9 78.8 4.1 4.1 Actuated g/C Ratio 0.05 0.88 0.79 0.04 0.04 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 90 4469 3486 74 60 vls Ratio Prot c0.03 c0.18 0.12 c0.01 v/s Ratio Perm 0.00 vlc Ratio 0.52 0.21 0.15 0.35 0.01 Uniform Delay, dl 46.3 0.9 2.6 46.7 46.0 Progression Factor 1.16 1.00 0.58 1.00 1.00 Incremental Delay, d2 2.2 0.1 0.1 1.1 0.0 Delay (s) 55.9 1.0 1.6 47.7 46.0 Level of Service E A A D D Approach Delay (s) 3.6 1.6 47.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 4.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.24 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 15.3 ) + ++ 4.0 rr Traffic Volume (veh /h) 878 61 10 381 149 727 Future Volume (veh /h) 878 61 10 381 149 727 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1865 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 944 66 11 410 160 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 3685 257 12 3460 195 306 Arrive On Green 1.00 1.00 0.01 1.00 0.11 0.00 Sat Flow, veh /h 5017 338 1645 4428 1723 2707 Grp Volume(v), veh /h 660 350 11 410 160 0 Grp Sat Flow(s),veh /h /In 1697 1792 1645 1429 1723 1354 Q Serve(g_s), s 0.0 0.0 0.7 0.0 9.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.7 0.0 9.1 0.0 Prop In Lane 0.19 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2580 1362 12 3460 195 306 V/C Ratio(X) 0.26 0.26 0.95 0.12 0.82 0.00 Avail Cap(c_a), veh /h 2580 1362 82 3460 810 1272 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(l) 0.99 0.99 0.98 0.98 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 49.3 0.0 43.4 0.0 Incr Delay (d2), s /veh 0.2 0.5 62.3 0.1 3.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.2 0.3 0.9 0.0 8.0 0.0 LnGrp Delay(d),s /veh 0.2 0.5 111.6 0.1 46.7 0.0 LnGrp LOS A A F A D Approach Vol, veh /h 1010 421 160 Approach Delay, s /veh 0.3 3.0 46.7 Approach LOS A A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s 4.7 80.0 84.7 15.3 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 5.0 36.0 45.0 47.0 Max Q Clear Time (g_c +ll), s 2.7 2.0 2.0 11.1 Green Ext Time (p-c), s 0.0 7.5 7.7 0.4 Intersection Summary HCM 2010 Ctrl Delay 5.7 HCM 2010 LOS A SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ++ 13.4 ) ++ * 4.2 ) + 4.0 ) + 4.0 Traffic Volume (veh /h) 159 1381 65 160 283 101 56 151 384 248 129 52 Future Volume (veh /h) 159 1381 65 160 283 101 56 151 384 248 129 52 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1976 1545 1549 1976 1583 1788 1900 1810 1835 1900 Adj Flow Rate, veh /h 164 1424 67 165 292 104 58 156 0 256 133 0 Adj No. of Lanes 1 3 0 1 3 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 7 5 5 5 Cap, veh /h 191 2215 104 174 1461 488 237 318 0 286 336 0 Arrive On Green 0.22 0.92 0.92 0.24 0.94 0.94 0.16 0.09 0.00 0.17 0.10 0.00 Sat Flow, veh /h 1723 4829 227 1471 3123 1042 1508 3486 0 1723 3578 0 Grp Volume(v), veh /h 164 971 520 165 262 134 58 156 0 256 133 0 Grp Sat Flow(s),veh /h /lnl723 1647 1763 1471 1410 1345 1508 1698 0 1723 1743 0 Q Serve(g_s), s 9.2 5.9 5.9 11.0 0.7 0.8 3.4 4.4 0.0 14.6 3.6 0.0 Cycle Q Clear(g_c), s 9.2 5.9 5.9 11.0 0.7 0.8 3.4 4.4 0.0 14.6 3.6 0.0 Prop In Lane 1.00 0.13 1.00 0.77 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh /h 191 1510 808 174 1320 629 237 318 0 286 336 0 V/C Ratio(X) 0.86 0.64 0.64 0.95 0.20 0.21 0.24 0.49 0.00 0.90 0.40 0.00 Avail Cap(c_a), veh /h 207 1510 808 174 1320 629 237 781 0 293 1060 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.82 0.82 0.82 0.94 0.94 0.94 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 38.2 2.5 2.5 37.9 1.7 1.7 36.9 43.1 0.0 40.9 42.5 0.0 Incr Delay (d2), s /veh 21.8 1.7 3.2 51.4 0.3 0.7 0.2 0.4 0.0 26.6 0.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /IrB.9 4.5 5.4 11.0 0.5 0.7 2.5 3.7 0.0 13.9 3.1 0.0 LnGrp Delay(d),s /veh 60.0 4.2 5.7 89.3 2.0 2.5 37.1 43.5 0.0 67.5 42.7 0.0 LnGrp LOS E A A F A A D D E D Approach Vol, veh /h 1655 561 214 389 Approach Delay, s /veh 10.2 27.8 41.8 59.0 Approach LOS B C D E Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), t6.0 50.1 19.7 14.2 15.1 51.0 20.6 13.4 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)12 * 32 9.0 30.4 12.0 * 32 17.0 23.0 Max Q Clear Time (g_c +ll),Q 7.9 5.4 5.6 11.2 2.8 16.6 6.4 Green Ext Time (p-c), s 0.0 10.0 0.3 0.5 0.0 10.7 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 22.8 HCM 2010 LOS C Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + * 4.6 ) t 32.4 19.4 3.0 r 11.8 Max Q Clear Time (g_c +ll),a r Traffic Volume (veh /h) 407 1451 151 33 331 10 89 134 184 113 58 124 Future Volume (veh /h) 407 1451 151 33 331 10 89 134 184 113 58 124 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1828 1900 1338 1549 1900 1429 1750 1792 1610 1538 1652 Adj Flow Rate, veh /h 420 1496 156 34 341 10 92 138 190 116 232 128 Adj No. of Lanes 2 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 3 42 23 23 33 7 6 18 24 15 Cap, veh /h 495 1535 159 58 1140 33 161 206 176 264 265 237 Arrive On Green 0.29 0.97 0.97 0.05 0.39 0.39 0.12 0.12 0.12 0.17 0.17 0.17 Sat Flow, veh /h 3408 3171 328 1274 2920 85 1361 1750 1489 1533 1538 1379 Grp Volume(v), veh /h 420 813 839 34 172 179 92 138 190 116 232 128 Grp Sat Flow(s),veh /h /In1704 1737 1762 1274 1472 1534 1361 1750 1489 1533 1538 1379 Q Serve(g_s), s 11.6 23.4 32.1 2.6 8.0 8.1 6.4 7.6 11.8 6.8 14.7 8.5 Cycle Q Clear(g_c), s 11.6 23.4 32.1 2.6 8.0 8.1 6.4 7.6 11.8 6.8 14.7 8.5 Prop In Lane 1.00 0.19 1.00 0.06 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 495 840 853 58 575 599 161 206 176 264 265 237 V/C Ratio(X) 0.85 0.97 0.98 0.58 0.30 0.30 0.57 0.67 1.08 0.44 0.88 0.54 Avail Cap(c_a), veh /h 648 840 853 58 575 599 161 206 176 297 298 268 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.43 0.43 0.43 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 34.4 1.2 1.3 46.8 21.0 21.0 41.7 42.2 44.1 37.1 40.4 37.8 Incr Delay (d2), s /veh 3.7 13.9 16.8 9.5 1.3 1.3 3.2 6.6 91.2 0.4 20.7 0.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /IrB.2 10.8 13.5 1.9 6.2 6.5 4.6 7.2 16.7 5.2 12.3 5.9 LnGrp Delay(d),s /veh 38.1 15.1 18.2 56.2 22.4 22.3 44.9 48.8 135.3 37.5 61.0 38.5 LnGrp LOS D B B E C C D D F D E D Approach Vol, veh /h 2072 385 420 476 Approach Delay, s /veh 21.0 25.3 87.1 49.2 Approach LOS C C F D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t8.5 43.6 21.8 9.2 53.0 16.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmalp.6 32.4 19.4 3.0 * 48 11.8 Max Q Clear Time (g_c +ll),a 10.1 16.7 4.6 34.1 13.8 Green Ext Time (p-c), s 0.9 2.0 0.5 0.0 6.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 33.8 HCM 2010 LOS C Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 43 43.0 3.0 41.5 43.0 Max Q Clear Time (g_c +110, 44.5 Traffic Volume (veh /h) 15 1515 52 72 343 6 21 24 708 6 0 5 Future Volume (veh /h) 15 1515 52 72 343 6 21 24 708 6 0 5 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1810 1900 1407 1525 1900 1900 1860 1900 1900 1900 1900 Adj Flow Rate, veh /h 16 1595 55 76 361 6 22 25 745 6 0 5 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 0 0 0 0 Cap, veh /h 18 1440 49 248 1763 29 47 31 640 128 16 74 Arrive On Green 0.01 0.43 0.43 0.19 0.60 0.60 0.43 0.43 0.43 0.43 0.00 0.43 Sat Flow, veh /h 1691 3388 116 1340 2917 48 23 71 1489 169 37 172 Grp Volume(v), veh /h 16 807 843 76 179 188 792 0 0 11 0 0 Grp Sat Flow(s),veh /h /lnl691 1720 1785 1340 1449 1516 1583 0 0 378 0 0 Q Serve(g_s), s 0.9 42.5 42.5 4.9 5.6 5.6 22.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.9 42.5 42.5 4.9 5.6 5.6 43.0 0.0 0.0 0.4 0.0 0.0 Prop In Lane 1.00 0.07 1.00 0.03 0.03 0.94 0.55 0.45 Lane Grp Cap(c), veh /h 18 731 759 248 876 917 718 0 0 218 0 0 V/C Ratio(X) 0.90 1.10 1.11 0.31 0.20 0.21 1.10 0.00 0.00 0.05 0.00 0.00 Avail Cap(c_a), veh /h 51 731 759 248 876 917 718 0 0 218 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.4 28.7 28.8 35.2 8.9 8.9 29.6 0.0 0.0 16.3 0.0 0.0 Incr Delay (d2), s /veh 38.2 65.5 67.7 0.3 0.5 0.5 65.5 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.1 60.1 63.2 3.3 4.3 4.5 59.0 0.0 0.0 0.3 0.0 0.0 LnGrp Delay(d),s /veh 87.6 94.2 96.4 35.5 9.5 9.4 95.0 0.0 0.0 16.4 0.0 0.0 LnGrp LOS F F F D A A F B Approach Vol, veh /h 1666 443 792 11 Approach Delay, s /veh 95.3 13.9 95.0 16.4 Approach LOS F B F B Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 23.5 47.0 47.0 5.1 65.4 47.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmaxg.® * 43 43.0 3.0 41.5 43.0 Max Q Clear Time (g_c +110, 44.5 2.4 2.9 7.6 45.0 Green Ext Time (p-c), s 0.0 0.0 4.9 0.0 1.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 82.5 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 TWSC 8: E. Grand Ave. & Allerton Ave. 09/06/2018 Intersection Int Delay, s /veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt t r Traffic Vol, veh /h 257 1945 349 17 6 74 Future Vol, veh /h 257 1945 349 17 6 74 Conflicting Peds, # /hr 0 0 0 1 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 70 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 3 4 28 29 0 19 Mvmt Flow 273 2069 371 18 6 79 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 390 0 0 1962 196 Stage 1 - - - 381 - Stage 2 - 1581 - Critical Hdwy 4.16 - 6.8 7.28 Critical Hdwy Stg 1 - 5.8 - Critical Hdwy Stg 2 - 5.8 - Follow -up Hdwy 2.23 3.5 3.49 Pot Cap -1 Maneuver 1158 - - 57 762 Stage 1 - 666 - Stage 2 - 158 - Platoon blocked, % Mov Cap -1 Maneuver 1158 - 43 761 Mov Cap -2 Maneuver - 103 - Stage 1 665 - Stage 2 121 - Approach EB WB SIB HCM Control Delay, s 1.1 0 10.3 HCM LOS B Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 1158 - 761 HCM Lane V/C Ratio 0.236 0.103 HCM Control Delay (s) 9.1 - 10.3 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.9 - - 0.3 SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 � � � Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4.5 ) 40.0 Traffic Volume (veh /h) 481 635 5 91 166 11 Future Volume (veh /h) 481 635 5 91 166 11 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1583 1900 1406 1293 1900 Adj Flow Rate, veh /h 587 774 6 111 214 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 20 36 36 47 0 Cap, veh /h 1212 876 106 860 336 220 Arrive On Green 0.65 0.65 0.65 0.65 0.14 0.00 Sat Flow, veh /h 1863 1346 18 1322 2463 1615 Grp Volume(v), veh /h 587 774 117 0 214 0 Grp Sat Flow(s),veh /h /In 1863 1346 1340 0 1231 1615 Q Serve(g_s), s 6.4 18.9 0.0 0.0 3.3 0.0 Cycle Q Clear(g_c), s 6.4 18.9 1.3 0.0 3.3 0.0 Prop In Lane 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh /h 1212 876 967 0 336 220 V/C Ratio(X) 0.48 0.88 0.12 0.00 0.64 0.00 Avail Cap(c_a), veh /h 1867 1349 1382 0 1604 1052 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 3.6 5.7 2.7 0.0 16.3 0.0 Incr Delay (d2), s /veh 0.1 3.2 0.0 0.0 0.8 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 5.6 11.9 0.9 0.0 2.0 0.0 LnGrp Delay(d),s /veh 3.7 8.9 2.7 0.0 17.1 0.0 LnGrp LOS A A A B Approach Vol, veh /h 1361 117 214 Approach Delay, s /veh 6.7 2.7 17.1 Approach LOS A A B Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 30.5 9.4 30.5 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 20.9 5.3 3.3 Green Ext Time (p-c), s 5.1 0.4 5.7 Intersection Summary HCM 2010 Ctrl Delay 7.7 HCM 2010 LOS A Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 TWSC 10: 101 NB Off - Ramp /Industrial WyAndustrial Wy. & E. Grand Ave. 09/06/2018 Intersection Int Delay, s /veh 0.4 Movement WBL WBR NET NER SWL SWT Lane Configurations HCM Lane LOS r t - 0.4 Traffic Vol, veh /h 0 33 516 928 0 0 Future Vol, veh /h 0 33 516 928 0 0 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized Stop - None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - - Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 4 2 2 Mvmt Flow 0 36 561 1009 0 0 Major /Minor Minorl Majorl Conflicting Flow All 785 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.9 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow -up Hdwy - 3.3 Pot Cap -1 Maneuver 0 340 - Stage 1 0 - Stage 2 0 - Platoon blocked, % Mov Cap -1 Maneuver - 340 - Mov Cap -2 Maneuver Stage 1 Stage 2 Approach WB NE HCM Control Delay, s 16.8 0 HCM LOS C Minor Lane /Major Mvmt NET NERWBLn1 Capacity (veh /h) - 340 HCM Lane V/C Ratio - 0.105 HCM Control Delay (s) - 16.8 HCM Lane LOS - C HCM 95th %tile Q(veh) - 0.4 SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y +Rc), s +T+ r 4.0 + r 4.5 t 21.0 27.4 ++ r Traffic Volume (veh /h) 93 180 125 343 195 192 194 43 345 164 627 164 Future Volume (veh /h) 93 180 125 343 195 192 194 43 345 164 627 164 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1782 1727 1520 1603 1792 1696 1736 1900 1776 1810 1827 Adj Flow Rate, veh /h 95 191 0 357 203 0 202 45 0 171 653 0 Adj No. of Lanes 1 2 1 2 1 1 1 2 0 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 21 7 5 4 Cap, veh /h 133 308 127 475 263 250 233 673 0 623 1493 674 Arrive On Green 0.09 0.09 0.00 0.05 0.05 0.00 0.14 0.20 0.00 0.37 0.43 0.00 Sat Flow, veh /h 1533 3565 1468 2895 1603 1524 1616 3385 0 1691 3438 1553 Grp Volume(v), veh /h 95 191 0 357 203 0 202 45 0 171 653 0 Grp Sat Flow(s),veh /h /In 1533 1782 1468 1448 1603 1524 1616 1649 0 1691 1719 1553 Q Serve(g_s), s 6.0 5.2 0.0 12.2 12.5 0.0 12.2 1.1 0.0 7.1 13.3 0.0 Cycle Q Clear(g_c), s 6.0 5.2 0.0 12.2 12.5 0.0 12.2 1.1 0.0 7.1 13.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 133 308 127 475 263 250 233 673 0 623 1493 674 V/C Ratio(X) 0.72 0.62 0.00 0.75 0.77 0.00 0.87 0.07 0.00 0.27 0.44 0.00 Avail Cap(c_a), veh /h 184 428 176 651 361 343 339 937 0 623 1493 674 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.00 0.89 0.89 0.00 1.00 1.00 0.00 0.95 0.95 0.00 Uniform Delay (d), s /veh 44.5 44.1 0.0 45.3 45.4 0.0 41.9 32.1 0.0 22.2 19.8 0.0 Incr Delay (d2), s /veh 3.7 0.8 0.0 2.9 6.1 0.0 10.9 0.0 0.0 0.1 0.9 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.9 4.6 0.0 8.5 9.8 0.0 10.2 0.9 0.0 6.0 10.5 0.0 LnGrp Delay(d),s /veh 48.2 44.9 0.0 48.2 51.5 0.0 52.8 32.1 0.0 22.3 20.6 0.0 LnGrp LOS D D D D D C C C Approach Vol, veh /h 286 560 247 824 Approach Delay, s /veh 46.0 49.4 49.0 21.0 Approach LOS D D D C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s 18.4 48.0 12.6 41.4 25.0 20.9 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmax), s 21.0 27.4 12.0 20.0 * 28 22.5 Max Q Clear Time (g_c +ll), s 14.2 15.3 8.0 9.1 3.1 14.5 Green Ext Time (p-c), s 0.2 4.1 0.4 3.9 0.1 1.9 Intersection Summary HCM 2010 Ctrl Delay 36.6 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 '+ r 4.5 Max Green Setting (Gmaxo.® 24.0 )) t 21.0 19.5 + r Traffic Volume (veh /h) 74 234 378 37 123 30 396 449 401 18 108 211 Future Volume (veh /h) 74 234 378 37 123 30 396 449 401 18 108 211 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.89 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1739 1652 1667 1332 1900 1727 1834 1900 1900 1845 1520 Adj Flow Rate, veh /h 78 360 322 39 129 32 417 473 0 19 114 222 Adj No. of Lanes 1 1 1 1 1 0 2 2 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 49 10 5 5 0 3 25 Cap, veh /h 95 417 326 60 218 54 1136 1241 0 353 360 224 Arrive On Green 0.02 0.08 0.08 0.04 0.21 0.21 0.36 0.36 0.00 0.19 0.19 0.19 Sat Flow, veh /h 1459 1739 1358 1587 1024 254 3191 3577 0 1810 1845 1151 Grp Volume(v), veh /h 78 360 322 39 0 161 417 473 0 19 114 222 Grp Sat Flow(s),veh /h /lnl459 1739 1358 1587 0 1278 1596 1743 0 1810 1845 1151 Q Serve(g_s), s 5.3 20.5 23.7 2.4 0.0 11.3 9.7 10.1 0.0 0.9 5.3 19.2 Cycle Q Clear(g_c), s 5.3 20.5 23.7 2.4 0.0 11.3 9.7 10.1 0.0 0.9 5.3 19.2 Prop In Lane 1.00 1.00 1.00 0.20 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 95 417 326 60 0 272 1136 1241 0 353 360 224 V/C Ratio(X) 0.82 0.86 0.99 0.65 0.00 0.59 0.37 0.38 0.00 0.05 0.32 0.99 Avail Cap(c_a), veh /h 161 417 326 127 0 272 1136 1241 0 353 360 224 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.91 0.91 0.91 1.00 0.00 1.00 0.69 0.69 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 48.3 44.4 45.9 47.4 0.0 35.5 23.8 24.0 0.0 32.7 34.5 40.1 Incr Delay (d2), s /veh 5.9 15.1 44.1 4.3 0.0 2.4 0.6 0.6 0.0 0.0 0.2 56.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.2 16.9 18.5 2.0 0.0 7.6 7.2 8.0 0.0 0.8 4.9 14.7 LnGrp Delay(d),s /veh 54.2 59.6 90.0 51.7 0.0 37.8 24.5 24.6 0.0 32.8 34.7 96.9 LnGrp LOS D E F D D C C C C F Approach Vol, veh /h 760 200 890 355 Approach Delay, s /veh 71.9 40.5 24.5 73.5 Approach LOS E D C E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s7.8 28.0 40.2 10.5 25.3 24.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmaxo.® 24.0 31.4 11.0 21.0 19.5 Max Q Clear Time (9_c +114, 25.7 12.1 7.3 13.3 21.2 Green Ext Time (p-c), s 0.0 0.0 3.1 0.0 0.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 50.2 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 11/0212017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. WBL WBT WBR --1, 4--- t 1I09/06/2018 t SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 1052 18 566 19 8 16 163 232 14 22 404 108 Future Volume (vph) 1052 18 566 19 8 16 163 232 14 22 404 108 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 1.00 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1658 2694 1775 1592 1597 3236 1805 3374 1131 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1658 2694 1775 1592 1597 3236 1805 3374 1131 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1131 19 609 20 9 17 175 249 15 24 434 116 RTOR Reduction (vph) 0 0 362 0 0 17 0 5 0 0 0 91 Lane Group Flow (vph) 577 573 247 0 29 0 175 259 0 24 434 25 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 13 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 29.4 29.4 29.4 1.8 1.8 10.7 24.8 2.0 16.1 16.1 Effective Green, g (s) 29.4 29.4 29.4 1.8 1.8 10.7 24.8 2.0 16.1 16.1 Actuated g/C Ratio 0.39 0.39 0.39 0.02 0.02 0.14 0.33 0.03 0.21 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 646 649 1056 42 38 227 1070 48 724 242 vls Ratio Prot c0.35 0.35 c0.02 c0.11 0.08 0.01 c0.13 v/s Ratio Perm 0.09 0.00 0.02 vlc Ratio 0.89 0.88 0.23 0.69 0.01 0.77 0.24 0.50 0.60 0.10 Uniform Delay, dl 21.3 21.2 15.3 36.3 35.7 31.0 18.3 36.0 26.5 23.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.4 13.1 0.0 32.7 0.0 14.9 0.5 3.0 3.6 0.9 Delay (s) 35.7 34.3 15.3 69.0 35.8 45.8 18.8 39.0 30.2 24.5 Level of Service D C B E D D B D C C Approach Delay (s) 28.2 56.7 29.6 29.4 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 29.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 24.0 +' r* D D r* Intersection Summary ++ r* t Traffic Volume (vph) 25 0 10 200 1 95 14 289 829 567 416 13 Future Volume (vph) 25 0 10 200 1 95 14 289 829 567 416 13 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.91 1.00 1.00 0.98 1.00 1.00 0.96 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 1464 1417 1424 1244 1805 3343 1509 3367 3392 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 1464 1417 1424 1244 1805 3343 1509 3367 3392 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 27 0 11 215 1 102 15 311 891 610 447 14 RTOR Reduction (vph) 0 0 11 0 0 87 0 0 377 0 1 0 Lane Group Flow (vph) 0 27 0 107 109 15 15 311 514 610 460 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 15 21 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 3.6 3.6 14.6 14.6 14.6 2.6 38.5 38.5 27.3 63.2 Effective Green, g (s) 3.6 3.6 14.6 14.6 14.6 2.6 38.5 38.5 27.3 63.2 Actuated g/C Ratio 0.04 0.04 0.15 0.15 0.15 0.03 0.38 0.38 0.27 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 64 52 206 207 181 46 1287 580 919 2143 vls Ratio Prot c0.01 0.08 c0.08 0.01 0.09 c0.18 0.14 v/s Ratio Perm 0.00 0.01 c0.34 vlc Ratio 0.42 0.01 0.52 0.53 0.08 0.33 0.24 0.89 0.66 0.21 Uniform Delay, dl 47.2 46.5 39.5 39.5 36.9 47.8 20.9 28.7 32.3 7.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 0.9 1.1 0.1 1.5 0.0 14.7 3.8 0.2 Delay (s) 48.8 46.5 40.4 40.6 37.0 49.3 20.9 43.4 36.0 8.1 Level of Service D D D D D D C D D A Approach Delay (s) 48.1 39.4 37.7 24.0 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 32.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 11/02/2017 Existing AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway E M /M /N1 ®yster Poir � Ir � Movement EBT EBR WBL2 WBT NBL NBT NBR SBR2 NER NER2 Lane Configurations tti� ) +t r* r* r*r* r* Traffic Volume (vph) 281 63 52 1658 911 0 83 0 123 64 Future Volume (vph) 281 63 52 1658 911 0 83 0 123 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 Lane Util. Factor 0.91 1.00 0.91 0.91 0.91 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.97 1.00 1.00 1.00 1.00 0.85 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (prot) 4504 1805 5187 3189 1595 1515 3551 1583 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Satd. Flow (perm) 4504 1805 5187 3189 1595 1515 3551 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 305 68 57 1802 990 0 90 0 134 70 RTOR Reduction (vph) 0 0 0 0 0 0 64 0 0 0 Lane Group Flow (vph) 373 0 57 1802 663 327 26 0 134 70 Confl. Peds. ( # /hr) 2 Confl. Bikes ( # /hr) 2 2 2 Heavy Vehicles ( %) 11% 15% 0% 0% 3% 0% 5% 0% 7% 2% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 26.7 6.5 62.7 28.8 28.8 28.8 21.0 21.0 Effective Green, g (s) 26.7 6.5 62.7 28.8 28.8 28.8 21.0 21.0 Actuated g/C Ratio 0.27 0.06 0.63 0.29 0.29 0.29 0.21 0.21 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 1202 117 3252 918 459 436 745 332 vls Ratio Prot 0.08 0.03 c0.35 c0.21 0.21 0.04 0.04 v/s Ratio Perm 0.02 vlc Ratio 0.31 0.49 0.55 0.72 0.71 0.06 0.18 0.21 Uniform Delay, dl 29.3 45.1 10.7 32.0 31.9 25.8 32.4 32.7 Progression Factor 0.55 1.18 1.16 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.9 0.1 2.4 4.3 0.0 0.0 0.1 Delay (s) 16.9 54.1 12.5 34.4 36.2 25.8 32.5 32.8 Level of Service B D B C D C C C Approach Delay (s) 16.9 13.8 34.2 Approach LOS B B C Intersection Summary HCM 2000 Control Delay 21.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* + r* Traffic Volume (vph) 160 64 69 695 287 273 64 487 119 143 391 112 Future Volume (vph) 160 64 69 695 287 273 64 487 119 143 391 112 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 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.91 0.91 1.00 Frpb, ped /bikes 1.00 0.98 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 0.93 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1513 2694 1660 1338 1624 2875 1411 1449 2935 1328 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1513 2694 1660 1338 1624 2875 1411 1449 2935 1328 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 167 67 72 724 299 284 67 507 124 149 407 117 RTOR Reduction (vph) 0 40 0 0 0 199 0 0 0 0 0 94 Lane Group Flow (vph) 167 99 0 724 299 85 67 507 124 134 422 23 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA pt +ov Split NA Perm Protected Phases 8 8 7 7 6 6 67 2 2 Permitted Phases 7 2 Actuated Green, G (s) 14.0 14.0 29.8 29.8 29.8 19.5 19.5 49.3 19.7 19.7 19.7 Effective Green, g (s) 14.0 14.0 29.8 29.8 29.8 19.5 19.5 49.3 19.7 19.7 19.7 Actuated g/C Ratio 0.14 0.14 0.30 0.30 0.30 0.20 0.20 0.49 0.20 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 220 211 802 494 398 316 560 695 285 578 261 vls Ratio Prot c0.11 0.07 c0.27 0.18 0.04 c0.18 0.09 0.09 c0.14 v/s Ratio Perm 0.06 0.02 vlc Ratio 0.76 0.47 0.90 0.61 0.21 0.21 0.91 0.18 0.47 0.73 0.09 Uniform Delay, dl 41.4 39.6 33.7 30.1 26.3 33.8 39.3 14.1 35.5 37.7 32.8 Progression Factor 1.00 1.00 0.93 0.92 0.77 1.00 1.00 1.00 0.98 0.97 1.16 Incremental Delay, d2 13.3 1.2 13.4 2.1 0.3 0.2 18.1 0.1 5.2 7.6 0.6 Delay (s) 54.7 40.8 44.7 29.7 20.6 34.0 57.5 14.2 39.9 44.2 38.7 Level of Service D D D C C C E B D D D Approach Delay (s) 48.4 36.0 47.5 42.4 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 41.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM Signalized Intersection Capacity Analysis 3: Grand Ave. & Dubuque Ave. 09/06/2018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt r* Traffic Volume (vph) 44 282 1714 68 21 75 Future Volume (vph) 44 282 1714 68 21 75 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.91 0.91 1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.92 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1805 5085 4824 1805 1488 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1805 5085 4824 1805 1488 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 46 294 1785 71 22 78 RTOR Reduction (vph) 0 0 0 0 0 74 Lane Group Flow (vph) 46 294 1856 0 22 4 Confl. Peds. ( # /hr) 23 23 9 9 Confl. Bikes ( # /hr) 20 4 Heavy Vehicles ( %) 0% 2% 7% 0% 0% 0% Turn Type Prot NA NA Prot Perm Protected Phases 5 2 6 3 Permitted Phases 3 Actuated Green, G (s) 5.0 86.8 77.8 5.2 5.2 Effective Green, g (s) 5.0 86.8 77.8 5.2 5.2 Actuated g/C Ratio 0.05 0.87 0.78 0.05 0.05 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 90 4413 3753 93 77 vls Ratio Prot c0.03 0.06 c0.38 c0.01 v/s Ratio Perm 0.00 vlc Ratio 0.51 0.07 0.49 0.24 0.05 Uniform Delay, dl 46.3 0.9 4.0 45.5 45.1 Progression Factor 1.12 1.27 0.64 1.00 1.00 Incremental Delay, d2 2.0 0.0 0.4 0.5 0.1 Delay (s) 53.9 1.2 3.0 46.0 45.2 Level of Service D A A D D Approach Delay (s) 8.3 3.0 45.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 5.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 23.2 ) + ++ 4.0 rr Traffic Volume (veh /h) 280 23 12 1503 280 192 Future Volume (veh /h) 280 23 12 1503 280 192 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.97 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1769 1900 1520 1863 1881 1681 Adj Flow Rate, veh /h 304 25 13 1634 304 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 8 8 25 2 1 13 Cap, veh /h 3089 249 13 3703 344 482 Arrive On Green 1.00 1.00 0.02 1.00 0.19 0.00 Sat Flow, veh /h 4705 367 1448 5253 1792 2515 Grp Volume(v), veh /h 214 115 13 1634 304 0 Grp Sat Flow(s),veh /h /In 1610 1693 1448 1695 1792 1258 Q Serve(g_s), s 0.0 0.0 0.9 0.0 16.5 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.9 0.0 16.5 0.0 Prop In Lane 0.22 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2188 1151 13 3703 344 482 V/C Ratio(X) 0.10 0.10 1.03 0.44 0.88 0.00 Avail Cap(c_a), veh /h 2188 1151 87 3703 717 1006 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.72 0.72 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 49.1 0.0 39.3 0.0 Incr Delay (d2), s /veh 0.1 0.2 69.5 0.3 3.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.4 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.0 0.1 1.1 0.2 13.3 0.0 LnGrp Delay(d),s /veh 0.1 0.2 119.1 0.3 42.4 0.0 LnGrp LOS A A F A D Approach Vol, veh /h 329 1647 304 Approach Delay, s /veh 0.1 1.2 42.4 Approach LOS A A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s 4.9 72.0 76.8 23.2 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 42.0 52.0 40.0 Max Q Clear Time (g_c +ll ), s 2.9 2.0 2.0 18.5 Green Ext Time (p-c), s 0.0 13.5 14.1 0.7 Intersection Summary HCM 2010 Ctrl Delay 6.5 HCM 2010 LOS A SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ++ 17.6 ) ++ * 4.2 ) + 4.0 ) + 4.0 Traffic Volume (veh /h) 84 297 91 428 1226 287 55 103 104 89 376 234 Future Volume (veh /h) 84 297 91 428 1226 287 55 103 104 89 376 234 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1900 1683 1976 1863 1863 1976 1712 1674 1900 1727 1877 1900 Adj Flow Rate, veh /h 89 316 97 455 1304 305 59 110 0 95 400 0 Adj No. of Lanes 1 3 0 1 3 0 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 15 15 2 2 2 11 9 9 10 2 2 Cap, veh /h 115 1147 332 478 2187 511 75 431 0 172 673 0 Arrive On Green 0.02 0.11 0.11 0.54 1.00 1.00 0.05 0.14 0.00 0.10 0.19 0.00 Sat Flow, veh /h 1810 3516 1018 1774 4094 957 1630 3264 0 1645 3660 0 Grp Volume(v), veh /h 89 273 140 455 1080 529 59 110 0 95 400 0 Grp Sat Flow(s),veh /h /In1810 1532 1470 1774 1695 1661 1630 1590 0 1645 1783 0 Q Serve(g_s), s 4.9 8.2 8.8 24.3 0.0 0.0 3.6 3.1 0.0 5.5 10.2 0.0 Cycle Q Clear(g_c), s 4.9 8.2 8.8 24.3 0.0 0.0 3.6 3.1 0.0 5.5 10.2 0.0 Prop In Lane 1.00 0.69 1.00 0.58 1.00 0.00 1.00 0.00 Lane Grp Cap(c), veh /h 115 1000 480 478 1811 887 75 431 0 172 673 0 V/C Ratio(X) 0.78 0.27 0.29 0.95 0.60 0.60 0.79 0.25 0.00 0.55 0.59 0.00 Avail Cap(c_a), veh /h 181 1000 480 564 1811 887 147 731 0 197 906 0 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.37 0.37 0.37 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 48.2 33.7 34.0 22.5 0.0 0.0 47.2 38.7 0.0 42.5 37.1 0.0 Incr Delay (d2), s /veh 4.1 0.7 1.5 11.7 0.5 1.1 6.9 0.1 0.0 1.0 0.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In1.7 6.4 6.8 16.8 0.2 0.5 3.2 2.5 0.0 4.6 8.8 0.0 LnGrp Delay(d),s /veh 52.4 34.4 35.5 34.1 0.5 1.1 54.1 38.8 0.0 43.6 37.4 0.0 LnGrp LOS D C D C A A D D D D Approach Vol, veh /h 502 2064 169 495 Approach Delay, s /veh 37.9 8.1 44.1 38.6 Approach LOS D A D D Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), 91.1 36.8 8.6 23.5 10.3 57.6 14.5 17.6 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)33 * 17 9.0 25.4 10.0 * 39 12.0 23.0 Max Q Clear Time (g_c +190, 10.8 5.6 12.2 6.9 2.0 7.5 5.1 Green Ext Time (p-c), s 0.6 4.4 0.1 1.3 0.0 13.0 0.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 19.3 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + * 4.6 ) t 40.4 21.4 14.0 r 13.8 Max Q Clear Time (g_c +110,5 r Traffic Volume (veh /h) 140 267 77 142 1419 13 182 60 27 30 156 340 Future Volume (veh /h) 140 267 77 142 1419 13 182 60 27 30 156 340 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 0.95 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1667 1652 1900 1776 1880 1900 1827 1613 1557 1545 1809 1863 Adj Flow Rate, veh /h 146 278 80 148 1478 14 126 152 28 31 306 258 Adj No. of Lanes 2 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 14 13 13 7 1 1 4 32 22 23 7 2 Cap, veh /h 202 805 227 296 1628 15 205 190 148 285 350 297 Arrive On Green 0.13 0.67 0.67 0.17 0.45 0.45 0.12 0.12 0.12 0.19 0.19 0.19 Sat Flow, veh /h 3079 2409 679 1691 3624 34 1740 1613 1262 1471 1809 1533 Grp Volume(v), veh /h 146 179 179 148 728 764 126 152 28 31 306 258 Grp Sat Flow(s),veh /h /lnl540 1569 1518 1691 1786 1872 1740 1613 1262 1471 1809 1533 Q Serve(g_s), s 4.5 4.9 5.1 7.9 37.9 38.0 6.9 9.2 2.0 1.7 16.4 16.3 Cycle Q Clear(g_c), s 4.5 4.9 5.1 7.9 37.9 38.0 6.9 9.2 2.0 1.7 16.4 16.3 Prop In Lane 1.00 0.45 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 202 524 507 296 802 841 205 190 148 285 350 297 V/C Ratio(X) 0.72 0.34 0.35 0.50 0.91 0.91 0.62 0.80 0.19 0.11 0.87 0.87 Avail Cap(c_a), veh /h 216 524 507 296 802 841 240 223 174 315 387 328 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 42.5 11.9 11.9 37.3 25.6 25.6 42.0 43.0 39.8 33.2 39.1 39.1 Incr Delay (d2), s /veh 10.0 1.7 1.8 0.5 15.9 15.5 1.8 13.8 0.2 0.1 16.9 18.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln3.9 4.2 4.2 6.7 29.9 31.0 6.2 8.4 1.3 1.3 14.9 13.2 LnGrp Delay(d),s /veh 52.6 13.6 13.7 37.8 41.5 41.1 43.7 56.8 40.0 33.3 56.0 57.8 LnGrp LOS D B B D D D D E D C E E Approach Vol, veh /h 504 1640 306 595 Approach Delay, s /veh 24.9 41.0 49.9 55.6 Approach LOS C D D E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 0.6 49.5 24.0 22.1 38.0 16.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmaxy,.® 40.4 21.4 14.0 * 33 13.8 Max Q Clear Time (g_c +110,5 40.0 18.4 9.9 7.1 11.2 Green Ext Time (p-c), s 0.0 0.4 0.7 3.1 1.3 0.2 Intersection Summary HCM 2010 Ctrl Delay 42.1 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 23 14.0 3.0 70.5 14.0 Max Q Clear Time (g_c +U),5 12.3 Traffic Volume (veh /h) 3 289 48 511 1426 4 50 1 72 1 22 22 Future Volume (veh /h) 3 289 48 511 1426 4 50 1 72 1 22 22 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 0.98 0.96 0.99 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1900 1634 1900 1827 1863 1900 1900 1641 1900 1900 1900 1900 Adj Flow Rate, veh /h 3 307 51 544 1517 4 53 1 77 1 23 23 Adj No. of Lanes 1 2 0 1 2 0 0 1 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 18 18 4 2 2 0 0 0 0 0 0 Cap, veh /h 3 598 98 917 2736 7 102 12 91 38 103 100 Arrive On Green 0.00 0.22 0.22 0.53 0.76 0.76 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh /h 1810 2658 436 1740 3621 10 434 106 770 10 878 851 Grp Volume(v), veh /h 3 178 180 544 741 780 131 0 0 47 0 0 Grp Sat Flow(s),veh /h /In1810 1552 1541 1740 1770 1861 1310 0 0 1739 0 0 Q Serve(g_s), s 0.2 10.0 10.3 21.5 17.6 17.6 7.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 10.0 10.3 21.5 17.6 17.6 9.7 0.0 0.0 2.5 0.0 0.0 Prop In Lane 1.00 0.28 1.00 0.01 0.40 0.59 0.02 0.49 Lane Grp Cap(c), veh /h 3 349 347 917 1337 1406 205 0 0 241 0 0 V/C Ratio(X) 0.96 0.51 0.52 0.59 0.55 0.55 0.64 0.00 0.00 0.19 0.00 0.00 Avail Cap(c_a), veh /h 54 349 347 917 1337 1406 233 0 0 280 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.9 33.9 34.0 16.3 5.1 5.1 43.1 0.0 0.0 40.0 0.0 0.0 Incr Delay (d2), s /veh 131.6 5.2 5.5 0.7 1.7 1.6 3.0 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.4 8.4 8.5 15.8 14.0 14.6 6.7 0.0 0.0 2.1 0.0 0.0 LnGrp Delay(d),slveh 181.6 39.1 39.5 17.0 6.8 6.7 46.1 0.0 0.0 40.2 0.0 0.0 LnGrp LOS F D D B A A D D Approach Vol, veh /h 361 2065 131 47 Approach Delay, s /veh 40.5 9.5 46.1 40.2 Approach LOS D A D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 57.2 27.0 15.8 4.2 80.1 15.8 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (GmaS),.® * 23 14.0 3.0 70.5 14.0 Max Q Clear Time (g_c +U),5 12.3 4.5 2.2 19.6 11.7 Green Ext Time (p-c), s 9.7 0.9 0.4 0.0 10.9 0.1 Intersection Summary HCM 2010 Ctrl Delay 16.2 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 TWSC 8: E. Grand Ave. & Allerton Ave. 09/06/2018 Intersection Int Delay, s /veh 5.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) tt t r Traffic Vol, veh /h 56 300 1759 51 1 168 Future Vol, veh /h 56 300 1759 51 1 168 Conflicting Peds, # /hr 2 0 0 2 2 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None None Storage Length 70 - 0 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 89 89 89 89 89 89 Heavy Vehicles, % 5 22 3 2 0 4 Mvmt Flow 63 337 1976 57 1 189 Major /Minor Majorl Major2 Minor2 Conflicting Flow All 2036 0 0 2303 1021 Stage 1 - - - 2007 - Stage 2 - 296 - Critical Hdwy 4.2 - 6.8 6.98 Critical Hdwy Stg 1 - 5.8 - Critical Hdwy Stg 2 - 5.8 - Follow -up Hdwy 2.25 3.5 3.34 Pot Cap -1 Maneuver 263 - - - 33 230 Stage 1 - 92 - Stage 2 - - 735 - Platoon blocked, % - Mov Cap -1 Maneuver 263 - - 25 229 Mov Cap -2 Maneuver - 77 - Stage 1 92 - Stage 2 558 - Approach EB WB SIB HCM Control Delay, s 3.6 0 67.2 HCM LOS F Minor Lane /Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh /h) 263 - 229 HCM Lane V/C Ratio 0.239 0.824 HCM Control Delay (s) 22.9 67.2 HCM Lane LOS C - F HCM 95th %tile Q(veh) 0.9 - 6.3 SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 � � � Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4.5 ) 40.0 Traffic Volume (veh /h) 64 115 3 519 687 8 Future Volume (veh /h) 64 115 3 519 687 8 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1792 1583 1900 1810 1762 1900 Adj Flow Rate, veh /h 70 125 3 564 755 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 6 20 5 5 7 0 Cap, veh /h 758 568 115 764 1042 501 Arrive On Green 0.42 0.42 0.42 0.42 0.31 0.00 Sat Flow, veh /h 1792 1344 2 1806 3357 1615 Grp Volume(v), veh /h 70 125 567 0 755 0 Grp Sat Flow(s),veh /h /In 1792 1344 1809 0 1678 1615 Q Serve(g_s), s 0.7 1.9 0.0 0.0 6.4 0.0 Cycle Q Clear(g_c), s 0.7 1.9 8.4 0.0 6.4 0.0 Prop In Lane 1.00 0.01 1.00 1.00 Lane Grp Cap(c), veh /h 758 568 878 0 1042 501 V/C Ratio(X) 0.09 0.22 0.65 0.00 0.72 0.00 Avail Cap(c_a), veh /h 2250 1687 2380 0 2739 1318 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 5.5 5.9 7.7 0.0 9.8 0.0 Incr Delay (d2), s /veh 0.0 0.1 0.3 0.0 0.4 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 0.7 1.3 7.5 0.0 5.4 0.0 LnGrp Delay(d),s /veh 5.5 5.9 8.0 0.0 10.1 0.0 LnGrp LOS A A A B Approach Vol, veh /h 195 567 755 Approach Delay, s /veh 5.8 8.0 10.1 Approach LOS A A B Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 18.0 13.9 18.0 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 3.9 8.4 10.4 Green Ext Time (p-c), s 3.1 1.5 3.1 Intersection Summary HCM 2010 Ctrl Delay 8.8 HCM 2010 LOS A Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 TWSC 10: 101 NB Off - Ramp /Industrial WyAndustrial Wy. & E. Grand Ave. 09/06/2018 Intersection Int Delay, s /veh 0.2 Movement WBL WBR NET NER SWL SWT Lane Configurations r t Traffic Vol, veh /h 0 10 49 449 0 0 Future Vol, veh /h 0 10 49 449 0 0 Conflicting Peds, # /hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized Stop - None None Storage Length 0 - Veh in Median Storage, # 0 - 0 - - Grade, % 0 - 0 - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 2 4 2 2 Mvmt Flow 0 11 53 488 0 0 Major /Minor Minorl Majorl Conflicting Flow All 271 0 0 Stage 1 - - - Stage 2 - Critical Hdwy 6.9 - Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow -up Hdwy - 3.3 Pot Cap -1 Maneuver 0 733 - Stage 1 0 - Stage 2 0 - Platoon blocked, % - Mov Cap -1 Maneuver - 733 - Mov Cap -2 Maneuver Stage 1 - Stage 2 Approach WB NE HCM Control Delay, s 10 0 HCM LOS B Minor Lane /Major Mvmt NET NERWBLn1 Capacity (veh /h) - 733 HCM Lane V/C Ratio - 0.015 HCM Control Delay (s) - 10 HCM Lane LOS - B HCM 95th %tile Q(veh) - 0 SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Change Period (Y +Rc), s +T+ r 4.0 + r 4.5 t 11.0 31.4 ++ r Traffic Volume (veh /h) 149 142 208 910 226 373 101 29 221 129 898 99 Future Volume (veh /h) 149 142 208 910 226 373 101 29 221 129 898 99 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1739 1759 1845 1782 1863 1439 1775 1900 1863 1863 1810 Adj Flow Rate, veh /h 166 126 0 929 231 0 103 30 0 132 916 0 Adj No. of Lanes 2 1 1 2 1 1 1 2 0 1 2 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 12 8 3 14 2 32 0 0 2 2 5 Cap, veh /h 329 161 139 1039 527 468 122 227 0 651 1244 541 Arrive On Green 0.09 0.09 0.00 0.10 0.10 0.00 0.09 0.07 0.00 0.37 0.35 0.00 Sat Flow, veh /h 3548 1739 1495 3514 1782 1583 1371 3461 0 1774 3539 1538 Grp Volume(v), veh /h 166 126 0 929 231 0 103 30 0 132 916 0 Grp Sat Flow(s),veh /h /In 1774 1739 1495 1757 1782 1583 1371 1686 0 1774 1770 1538 Q Serve(g_s), s 4.5 7.1 0.0 26.1 12.2 0.0 7.4 0.8 0.0 5.1 22.6 0.0 Cycle Q Clear(g_c), s 4.5 7.1 0.0 26.1 12.2 0.0 7.4 0.8 0.0 5.1 22.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 329 161 139 1039 527 468 122 227 0 651 1244 541 V/C Ratio(X) 0.50 0.78 0.00 0.89 0.44 0.00 0.85 0.13 0.00 0.20 0.74 0.00 Avail Cap(c_a), veh /h 355 174 150 1072 543 483 151 897 0 651 1244 541 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.31 0.31 0.00 1.00 1.00 0.00 0.82 0.82 0.00 Uniform Delay (d), s /veh 43.2 44.4 0.0 43.6 37.3 0.0 44.9 43.9 0.0 21.6 28.4 0.0 Incr Delay (d2), s /veh 0.4 16.7 0.0 3.4 0.2 0.0 24.8 0.1 0.0 0.0 3.2 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.0 7.5 0.0 16.5 8.3 0.0 6.6 0.7 0.0 4.5 16.7 0.0 LnGrp Delay(d),s /veh 43.6 61.1 0.0 46.9 37.5 0.0 69.7 44.0 0.0 21.7 31.6 0.0 LnGrp LOS D E D D E D C C Approach Vol, veh /h 292 1160 133 1048 Approach Delay, s /veh 51.1 45.1 63.9 30.4 Approach LOS D D E C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s 12.9 39.8 13.3 41.3 11.3 34.1 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmax), s 11.0 31.4 10.0 15.8 * 27 30.5 Max Q Clear Time (g_c +ll), s 9.4 24.6 9.1 7.1 2.8 28.1 Green Ext Time (p-c), s 0.0 3.7 0.1 4.5 0.1 1.4 Intersection Summary HCM 2010 Ctrl Delay 40.8 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 T+ r 4.5 Max Green Setting (Gmatg.6 22.0 )) t 28.0 29.5 + r Traffic Volume (veh /h) 35 55 402 100 449 13 469 191 46 9 260 591 Future Volume (veh /h) 35 55 402 100 449 13 469 191 46 9 260 591 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.94 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1508 1775 1845 1863 1792 1900 1845 1718 1900 1712 1863 1863 Adj Flow Rate, veh /h 37 0 462 105 473 14 494 201 0 9 274 622 Adj No. of Lanes 1 0 2 1 1 0 2 2 0 1 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 26 20 3 2 6 6 3 10 10 11 2 2 Cap, veh /h 55 0 553 243 484 14 734 703 0 481 550 437 Arrive On Green 0.01 0.00 0.06 0.14 0.28 0.28 0.22 0.22 0.00 0.29 0.29 0.29 Sat Flow, veh /h 1436 0 3046 1774 1730 51 3408 3351 0 1630 1863 1481 Grp Volume(v), veh /h 37 0 462 105 0 487 494 201 0 9 274 622 Grp Sat Flow(s),veh /h /lnl436 0 1523 1774 0 1781 1704 1632 0 1630 1863 1481 Q Serve(g_s), s 2.6 0.0 15.0 5.4 0.0 27.1 13.3 5.1 0.0 0.4 12.2 29.5 Cycle Q Clear(g_c), s 2.6 0.0 15.0 5.4 0.0 27.1 13.3 5.1 0.0 0.4 12.2 29.5 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 55 0 553 243 0 499 734 703 0 481 550 437 V/C Ratio(X) 0.67 0.00 0.84 0.43 0.00 0.98 0.67 0.29 0.00 0.02 0.50 1.42 Avail Cap(c_a), veh /h 86 0 670 243 0 499 734 703 0 481 550 437 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.00 0.86 1.00 0.00 1.00 0.93 0.93 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 48.7 0.0 45.5 39.6 0.0 35.7 36.0 32.8 0.0 25.0 29.1 35.3 Incr Delay (d2), s /veh 4.4 0.0 6.3 0.5 0.0 34.0 4.5 0.9 0.0 0.0 0.3 203.8 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr2.0 0.0 10.8 4.8 0.0 24.9 10.8 4.3 0.0 0.3 10.4 66.2 LnGrp Delay(d),s /veh 53.1 0.0 51.8 40.0 0.0 69.7 40.5 33.7 0.0 25.0 29.4 239.0 LnGrp LOS D D D E D C C C F Approach Vol, veh /h 499 592 695 905 Approach Delay, s /veh 51.9 64.4 38.6 173.4 Approach LOS D E D F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t7.7 22.2 26.1 7.9 32.0 34.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmatg.6 22.0 19.4 6.0 28.0 29.5 Max Q Clear Time (g_c +lll,,t 17.0 15.3 4.6 29.1 31.5 Green Ext Time (p-c), s 1.0 1.0 1.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 92.1 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 09/3012016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 393 10 163 28 15 12 311 355 16 41 556 178 Future Volume (vph) 393 10 163 28 15 12 311 355 16 41 556 178 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.96 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1618 1623 2733 1806 1570 1805 3388 1805 3539 1512 Flt Permitted 0.95 0.95 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1618 1623 2733 1806 1570 1805 3388 1805 3539 1512 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 409 10 170 29 16 12 324 370 17 43 579 185 RTOR Reduction (vph) 0 0 141 0 0 13 0 4 0 0 0 121 Lane Group Flow (vph) 209 210 29 0 45 0 324 383 0 43 579 64 Confl. Peds. ( # /hr) 11 11 2 2 Confl. Bikes ( # /hr) 1 4 12 Heavy Vehicles ( %) 6% 9% 4% 3% 0% 0% 0% 6% 0% 0% 2% 3% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 12.8 12.8 12.8 2.4 2.4 17.0 39.2 3.6 25.8 25.8 Effective Green, g (s) 12.8 12.8 12.8 2.4 2.4 17.0 39.2 3.6 25.8 25.8 Actuated g/C Ratio 0.17 0.17 0.17 0.03 0.03 0.23 0.52 0.05 0.34 0.34 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 276 276 466 57 50 409 1770 86 1217 520 vls Ratio Prot 0.13 c0.13 c0.02 c0.18 0.11 0.02 c0.16 v/s Ratio Perm 0.01 0.00 0.04 vlc Ratio 0.76 0.76 0.06 0.79 0.01 0.79 0.22 0.50 0.48 0.12 Uniform Delay, dl 29.6 29.6 26.1 36.0 35.1 27.3 9.6 34.8 19.3 16.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.1 10.6 0.0 47.4 0.0 10.1 0.3 1.7 1.3 0.5 Delay (s) 39.7 40.2 26.1 83.4 35.2 37.4 9.9 36.5 20.6 17.3 Level of Service D D C F D D A D C B Approach Delay (s) 36.0 72.6 22.4 20.7 Approach LOS D E C C Intersection Summary HCM 2000 Control Delay 26.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 75.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 23.6 +' r* D D r* Intersection Summary ++ r* t Traffic Volume (vph) 25 3 18 1013 3 208 18 449 166 100 627 13 Future Volume (vph) 25 3 18 1013 3 208 18 449 166 100 627 13 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.87 1.00 1.00 0.98 1.00 1.00 0.96 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1818 1406 1665 1670 1546 1805 3471 1335 3242 3520 Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1818 1406 1665 1670 1546 1805 3471 1335 3242 3520 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 26 3 19 1066 3 219 19 473 175 105 660 14 RTOR Reduction (vph) 0 0 18 0 0 120 0 0 142 0 1 0 Lane Group Flow (vph) 0 29 1 533 536 99 19 473 33 105 673 0 Confl. Peds. ( # /hr) 12 12 12 12 14 14 14 14 Confl. Bikes ( # /hr) 4 13 Heavy Vehicles ( %) 0% 0% 0% 3% 0% 2% 0% 4% 16% 8% 2% 8% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 3.0 3.0 37.9 37.9 37.9 2.1 18.6 18.6 24.5 41.0 Effective Green, g (s) 3.0 3.0 37.9 37.9 37.9 2.1 18.6 18.6 24.5 41.0 Actuated g/C Ratio 0.03 0.03 0.38 0.38 0.38 0.02 0.19 0.19 0.24 0.41 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 54 42 631 632 585 37 645 248 794 1443 vls Ratio Prot c0.02 0.32 c0.32 0.01 c0.14 0.03 c0.19 v/s Ratio Perm 0.00 0.06 0.02 vlc Ratio 0.54 0.01 0.84 0.85 0.17 0.51 0.73 0.13 0.13 0.47 Uniform Delay, dl 47.8 47.1 28.4 28.4 20.6 48.4 38.4 34.0 29.5 21.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.0 9.7 9.9 0.0 4.9 3.7 0.1 0.3 1.1 Delay (s) 52.9 47.1 38.1 38.3 20.6 53.4 42.1 34.0 29.8 22.6 Level of Service D D D D C D D C C C Approach Delay (s) 50.6 35.2 40.3 23.6 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 65.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 09/30/2016 Existing PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 6. Traffic Signal Warrants Caltrans Peak Hour Warrant 3 Existing plus Project MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project J1: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: JGA Date: 9/27/2018 Intersection: Grand Avenue and Allerton Avenue Scenario: Existing + Phase 1 A North -South Approach = Minor Major Street East -West Approach= Major EB 2038 Major Street Thru Lanes= 2 WB 355 Minor Street Thru Lanes= 1 Minor Street Speed >40 mph? No NB 0 Population. 10,000? No SB 80 WARRANT 3 - Peak Hour SATISFIED NO PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl AM Grand at Allerton.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.2 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.23 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 80 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 2473 Number of Approaches to Intersection 3 Satisfied Yes PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl AM Grand at Allerton.xlsm]SummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839 -1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: JGA Date: 5/15/2018 Intersection: Grand Avenue and Allerton Avenue Scenario: Existing+ Phase 1 PM North -South Approach = Minor Major Street East -West Approach = Major EB 320 Major Street Thru Lanes= 2 WB 1 1600 Minor Street Thru Lanes= 1 Minor Street Speed >40 mph? No NB 0 Population< 30,000? No SB 169 WARRANT 3 - Peak Hour SATISFIED Yes' PART A SATISFIED Yes 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 1297.5 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 60.91 Satisfied No Yes 2 Volume on Minor Street Approach During Same Hour 0 169 Satisfied No Yes 3 Total Entering Volume On All Approaches During Same Hour 2089 Number of Approaches to Intersection 3 Satisfied Yes PART B SATISFIED Yes Figure 4C -3: Warrant 3 - Peak Now 100% Warrant Factor 600 Soo 400 —2 Major/ 2 Mnor 300 _2M ajo"1M:_' g —1 Major 1 2 Minor 200 —1 Major/ 1 Minor i • Traffic Volumes 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C-4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 �2 Majbr/ 2 Minot �2 Major / 1 Minor =1 Major / 2 Minor 200 �1Major /1 Minor ♦ Traffic Volumes Z 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: K: \H_Projects \21 \21673 - SSF 201 Haskins Way Rezoning Initial Study \analysis \05 - Signal Warrant \[21673_Signal Warrant—PM—Grand at Allerton.xlsm] Data Input MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: Existing +Phase 1 AM North -South Approach = Major Major Street East -West Approach= Minor NB 1419 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 33 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant _Exist +Ph1 AM _US101_EGrand.xlsm]5ummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 16.6 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.15 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 33 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 1452 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant _Exist +Ph1 AM _US101_EGrand.xlsm]5ummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: Existing +Phase 1 PM North -South Approach = Major Major Street East -West Approach= Minor NB 493 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 10 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 ELI 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl PM_US101_EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.0 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.03 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 10 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 503 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 ELI 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl PM_US101_EGrand.xlsm]SummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project J1: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: JGA Date: 9/27/2018 Intersection: Grand Avenue and Allerton Avenue Scenario: Existing + Phase 1+2 AM North -South Approach = Minor Major Street East -West Approach= Major EB 2202 Major Street Thru Lanes= 2 WB 366 Minor Street Thru Lanes= 1 Minor Street Speed >40 mph? No NB 0 Population. 10,000? No SB 80 WARRANT 3 - Peak Hour SATISFIED NO PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • Traf cVOlumes 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl +2 AM Grand at Allerton.xlsm]5ummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.3 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.23 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 80 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 2648 Number of Approaches to Intersection 3 Satisfied Yes PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • Traf cVOlumes 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl +2 AM Grand at Allerton.xlsm]5ummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: Existing +Phase 1 +2 AM North -South Approach = Major Major Street East -West Approach= Minor NB 1444 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 33 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl +2 AM_US101_EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 16.8 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.15 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 33 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 1477 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl +2 AM_US101_EGrand.xlsm]SummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: Existing +Phase 1 +2 PM North -South Approach = Major Major Street East -West Approach= Minor NB 498 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 10 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • Trafflc Volumes 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 200 �1 Major /1 Minar ♦ Trafficvolumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl +2 PM _US101_EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.0 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.03 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 10 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 508 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • Trafflc Volumes 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 200 �1 Major /1 Minar ♦ Trafficvolumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Exist +Phl +2 PM _US101_EGrand.xlsm]SummaryPeak 7. Freeway Level of Service Calculations Highway Capacity Software (HCS) Existing plus Project BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:46 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k53D7.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8037 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2191 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 56.1 mph S mph D = vp / S 39.0 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:46 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k53D7.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:47 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k54CC.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7743 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLC 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2111 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 57.8 mph S mph D = vp / S 36.5 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:47 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k54CC.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:48 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k 1 BC5.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 11026 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2004 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 59.8 mph S mph D = vp / S 33.5 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:48 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k 1 BC5.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:50 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k825F.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7572 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv p 1376 pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 65.0 mph S mph D = vp / S 21.2 pc /mi /In D = V / S pc /mi /In LOS C Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:50 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k825F.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:15 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kEAE8.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7746 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2112 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 57.8 mph S mph D = vp / S 36.5 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:15 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kEAE8.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:17 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k5OE l .tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 6870 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1873 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.8 mph S mph D = vp / S 30.3 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:17 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k5OE l .tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:17 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k8BB7.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7945 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1733 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 63.4 mph S mph D = vp / S 27.3 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:17 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k8BB7.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:17 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kD449.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8747 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1908 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.3 mph S mph D = vp / S 31.1 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:17 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kD449.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:50 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kEO2A.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8043 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2193 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 56.1 mph S mph D = vp / S 39.1 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:50 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kEO2A.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:51 PM file: / / /C:/ Users /j amarillas /AppData /Local /Temp /f2k63 C I .tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7803 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLC 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2127 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 57.5 mph S mph D = vp / S 37.0 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:51 PM file: / / /C:/ Users /j amarillas /AppData /Local /Temp /f2k63 C I .tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:58 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k4AE8.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 11081 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2014 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 59.7 mph S mph D = vp / S 33.8 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:58 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k4AE8.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:58 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k9E57.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7581 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv p 1378 pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 65.0 mph S mph D = vp / S 21.2 pc /mi /In D = V / S pc /mi /In LOS C Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:58 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k9E57.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:19 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kAF48.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7786 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2123 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 57.6 mph S mph D = vp / S 36.9 pc /mi /In D = V / S pc /mi /In LOS E Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:19 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kAF48.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:20 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kDO3.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 6878 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1875 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.8 mph S mph D = vp / S 30.3 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:20 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kDO3.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:20 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k4DE4.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 7949 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1734 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 63.4 mph S mph D = vp / S 27.3 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:20 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k4DE4.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:20 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kD l 8C.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Existing Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8803 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1920 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.2 mph S mph D = vp / S 31.4 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:20 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kD l 8C.tmp 9/7/2018 8. Intersection Level of Service Calculations Synch ro Software 2040 Cumulative without Project HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway E M&W yster Poir 4---' Movement EBT EBR WBL2 WBT WBR NBL NBT NBR SBR2 NER NER2 Lane Configurations ttM ) tt r* r* r*r* r* Traffic Volume (vph) 1996 784 43 772 10 507 11 147 90 1727 567 Future Volume (vph) 1996 784 43 772 10 507 11 147 90 1727 567 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 4.5 Lane Util. Factor 0.86 1.00 0.91 0.91 0.91 1.00 1.00 *1.00 1.00 Frpb, ped /bikes 0.99 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 0.86 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.96 1.00 1.00 1.00 1.00 Satd. Flow (prot) 6087 1641 4395 2857 1448 1415 1644 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.96 1.00 1.00 1.00 1.00 Satd. Flow (perm) 6087 1641 4395 2857 1448 1415 1644 3762 1553 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 2037 800 44 788 10 517 11 150 92 1762 579 RTOR Reduction (vph) 0 0 0 1 0 0 0 89 24 0 0 Lane Group Flow (vph) 2837 0 44 797 0 352 176 61 68 1762 579 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 11 2 4 6 Heavy Vehicles ( %) 2% 3% 10% 18% 0% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 39.3 3.2 90.5 11.0 11.0 11.0 78.8 39.5 39.5 Effective Green, g (s) 39.3 3.2 90.5 11.0 11.0 11.0 78.8 39.5 39.5 Actuated g/C Ratio 0.36 0.03 0.82 0.10 0.10 0.10 0.72 0.36 0.36 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 2174 47 3615 285 144 141 1177 1350 557 vls Ratio Prot c0.47 c0.03 0.18 c0.12 0.12 c0.47 0.37 v/s Ratio Perm 0.04 0.04 vlc Ratio 1.38dr 0.94 0.22 1.24 1.22 0.43 0.06 1.31 1.04 Uniform Delay, dl 35.4 53.3 2.1 49.5 49.5 46.6 4.6 35.2 35.2 Progression Factor 0.93 1.39 1.06 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 137.6 103.2 0.0 132.3 146.8 0.8 0.0 142.8 48.8 Delay (s) 170.4 Level of Service F Approach Delay (s) 170.4 Approach LOS F Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) 177.4 2.2 F A 11.4 B 141.6 1.28 110.0 123.8% 15 181.8 196.3 47.3 F F D 155.8 F HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group 4.6 178.1 84.0 A F F 17.0 H Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* ++ r* Traffic Volume (vph) 157 360 161 286 145 68 54 425 464 1326 480 102 Future Volume (vph) 157 360 161 286 145 68 54 425 464 1326 480 102 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 4.5 4.5 4.0 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frpb, ped /bikes 1.00 0.99 1.00 1.00 0.96 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1577 2694 1660 1315 1624 2875 1387 3090 3065 1367 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1577 2694 1660 1315 1624 2875 1387 3090 3065 1367 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 160 367 164 292 148 69 55 434 473 1353 490 104 RTOR Reduction (vph) 0 14 0 0 0 62 0 0 0 0 0 63 Lane Group Flow (vph) 160 517 0 292 148 7 55 434 473 1353 490 41 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA Free Split NA Perm Protected Phases 8 8 7 7 6 6 2 2 Permitted Phases 7 Free 2 Actuated Green, G (s) 23.0 23.0 11.0 11.0 11.0 15.5 15.5 110.0 43.5 43.5 43.5 Effective Green, g (s) 23.0 23.0 11.0 11.0 11.0 15.5 15.5 110.0 43.5 43.5 43.5 Actuated g/C Ratio 0.21 0.21 0.10 0.10 0.10 0.14 0.14 1.00 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 329 329 269 166 131 228 405 1387 1221 1212 540 vls Ratio Prot 0.10 c0.33 c0.11 0.09 0.03 c0.15 c0.44 0.16 v/s Ratio Perm 0.01 0.34 0.03 vlc Ratio 0.49 1.57 1.09 0.89 0.05 0.24 1.07 0.34 1.11 0.40 0.08 Uniform Delay, dl 38.3 43.5 49.5 48.9 44.8 42.0 47.2 0.0 33.2 23.9 20.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 271.1 79.6 40.3 0.2 0.4 65.1 0.7 60.7 1.0 0.3 Delay (s) 39.1 314.6 129.1 89.2 45.0 42.4 112.4 0.7 94.0 24.9 21.0 Level of Service D F F F D D F A F C C Approach Delay (s) 250.8 106.1 53.5 72.7 Approach LOS F F D E Intersection Summary HCM 2000 Control Delay 102.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.21 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 112.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 3: Grand Ave. & Dubuque Ave. 09/0612018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt 4.0 4.0 r Traffic Volume (veh /h) 102 2048 787 33 26 50 Future Volume (veh /h) 102 2048 787 33 26 50 Number 5 2 6 16 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1634 1900 1900 1900 Adj Flow Rate, veh /h 104 2090 803 34 27 51 Adj No. of Lanes 1 3 3 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 17 17 0 0 Cap, veh /h 1111 4486 961 41 82 73 Arrive On Green 0.21 0.29 0.44 0.44 0.05 0.05 Sat Flow, veh /h 1774 5253 4527 185 1810 1615 Grp Volume(v), veh /h 104 2090 544 293 27 51 Grp Sat Flow(s),veh /h /In 1774 1695 1487 1591 1810 1615 Q Serve(g_s), s 5.2 37.1 17.8 18.0 1.6 3.4 Cycle Q Clear(g_c), s 5.2 37.1 17.8 18.0 1.6 3.4 Prop In Lane 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh /h 1111 4486 652 349 82 73 V/C Ratio(X) 0.09 0.47 0.83 0.84 0.33 0.70 Avail Cap(c_a), veh /h 1111 4486 1811 969 197 176 HCM Platoon Ratio 0.33 0.33 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.97 0.97 1.00 1.00 Uniform Delay (d), s /veh 18.4 17.7 29.1 29.1 50.9 51.8 Incr Delay (d2), s /veh 0.0 0.3 11.7 20.3 0.9 4.5 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.6 24.5 13.0 14.8 1.5 2.9 LnGrp Delay(d),s /veh 18.4 18.1 40.8 49.5 51.8 56.3 LnGrp LOS B B D D D E Approach Vol, veh /h 2194 837 78 Approach Delay, s /veh 18.1 43.8 54.7 Approach LOS B D D Timer Assigned Phs 2 5 6 8 Phs Duration (G +Y +Rc), s 101.0 72.9 28.1 9.0 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 90.0 19.0 67.0 12.0 Max Q Clear Time (g_c +ll ), s 39.1 7.2 20.0 5.4 Green Ext Time (p-c), s 18.4 8.3 4.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 25.9 HCM 2010 LOS C Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 6 ) + ++ ) rr Traffic Volume (veh /h) 1944 130 11 670 150 671 Future Volume (veh /h) 1944 130 11 670 150 671 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) Notes 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1865 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 2090 140 12 720 161 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 2105 140 569 3495 193 303 Arrive On Green 0.87 0.87 0.69 1.00 0.11 0.00 Sat Flow, veh /h 5031 323 1645 4428 1723 2707 Grp Volume(v), veh /h 1454 776 12 720 161 0 Grp Sat Flow(s),veh /h /lnl697 1792 1645 1429 1723 1354 Q Serve(g_s), s 44.2 47.6 0.3 0.0 10.1 0.0 Cycle Q Clear(g_c), s 44.2 47.6 0.3 0.0 10.1 0.0 Prop In Lane 0.18 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 1469 776 569 3495 193 303 V/C Ratio(X) 0.99 1.00 0.02 0.21 0.83 0.00 Avail Cap(c_a), veh /h 1821 961 569 3495 580 911 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.93 0.93 1.00 0.00 Uniform Delay (d), s /veh 7.2 7.4 11.1 0.0 47.8 0.0 Incr Delay (d2), s /veh 19.8 30.6 0.0 0.1 3.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /N.5 49.1 0.2 0.1 8.6 0.0 LnGrp Delay(d),s /veh 27.0 38.0 11.1 0.1 51.5 0.0 LnGrp LOS C F B A D Approach Vol, veh /h 2230 732 161 Approach Delay, s /veh 30.8 0.3 51.5 Approach LOS C A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), 97.6 56.1 93.7 16.3 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmaxg.6 59.0 65.0 37.0 Max Q Clear Time (g_c +11 ?,3; 49.6 2.0 12.1 Green Ext Time (p-c), s 0.0 6.9 4.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 24.7 HCM 2010 LOS C Notes Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. User approved pedestrian interval to be less than phase max green. 09/06/2018 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + ++ r )) +t 4.0 4.6 + r ) ft r Traffic Volume (veh /h) 160 2200 255 350 461 101 105 159 740 249 251 115 Future Volume (veh /h) 160 2200 255 350 461 101 105 159 740 249 251 115 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1882 1545 1540 1976 1583 1776 1792 1810 1810 1900 Adj Flow Rate, veh /h 163 2245 158 357 470 77 107 162 0 254 256 0 Adj No. of Lanes 1 3 1 2 3 0 1 1 1 1 2 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 6 5 5 0 Cap, veh /h 189 2553 808 280 1848 296 160 225 193 188 428 201 Arrive On Green 0.22 1.00 1.00 0.20 1.00 1.00 0.11 0.13 0.00 0.11 0.12 0.00 Sat Flow, veh /h 1723 4940 1563 2854 3644 584 1508 1776 1524 1723 3438 1615 Grp Volume(v), veh /h 163 2245 158 357 359 188 107 162 0 254 256 0 Grp Sat Flow(s),veh /h /lnl723 1647 1563 1427 1401 1426 1508 1776 1524 1723 1719 1615 Q Serve(g_s), s 10.0 0.0 0.0 10.8 0.0 0.0 7.5 9.6 0.0 12.0 7.7 0.0 Cycle Q Clear(g_c), s 10.0 0.0 0.0 10.8 0.0 0.0 7.5 9.6 0.0 12.0 7.7 0.0 Prop In Lane 1.00 1.00 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 189 2553 808 280 1421 723 160 225 193 188 428 201 V/C Ratio(X) 0.86 0.88 0.20 1.27 0.25 0.26 0.67 0.72 0.00 1.35 0.60 0.00 Avail Cap(c_a), veh /h 282 2553 808 280 1421 723 165 468 402 188 888 417 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.56 0.56 0.56 0.89 0.89 0.89 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 42.1 0.0 0.0 44.2 0.0 0.0 47.3 46.2 0.0 49.0 45.6 0.0 Incr Delay (d2), s /veh 6.7 2.8 0.3 145.8 0.4 0.8 7.7 1.6 0.0 188.8 0.5 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln7.8 1.2 0.1 17.8 0.1 0.3 6.2 8.4 0.0 28.0 6.7 0.0 LnGrp Delay(d),s /veh 48.8 2.8 0.3 190.0 0.4 0.8 55.0 47.8 0.0 237.8 46.1 0.0 LnGrp LOS D A A F A A E D F D Approach Vol, veh /h 2566 904 269 510 Approach Delay, s /veh 5.5 75.4 50.7 141.6 Approach LOS A E D F Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), t5.0 61.1 15.7 18.3 16.1 60.0 16.0 17.9 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)l t * 42 12.0 28.4 18.0 * 35 12.0 29.0 Max Q Clear Time (g_c +ll;,& 2.0 9.5 9.7 12.0 2.0 14.0 11.6 Green Ext Time (p-c), s 0.0 24.9 0.2 0.9 0.2 22.0 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 39.6 HCM 2010 LOS D Notes Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + ++ r )) +t Max Green Setting (Gma2p.6 ) ++ r * 54 + rr Traffic Volume (veh /h) 408 2600 170 34 518 19 145 416 181 210 75 249 Future Volume (veh /h) 408 2600 170 34 518 19 145 416 181 210 75 249 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1845 1681 1338 1551 1900 1429 1776 1792 1610 1532 1652 Adj Flow Rate, veh /h 421 2680 123 35 534 20 149 429 89 216 300 61 Adj No. of Lanes 2 3 1 2 3 0 1 2 1 1 1 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 13 42 23 23 33 7 6 18 24 15 Cap, veh /h 496 2472 688 490 2300 86 168 417 184 321 320 502 Arrive On Green 0.19 0.65 0.65 0.20 0.55 0.55 0.12 0.12 0.12 0.21 0.21 0.21 Sat Flow, veh /h 3408 5036 1401 2472 4189 156 1361 3374 1490 1533 1532 2402 Grp Volume(v), veh /h 421 2680 123 35 359 195 149 429 89 216 300 61 Grp Sat Flow(s),veh /h /In1704 1679 1401 1236 1411 1523 1361 1687 1490 1533 1532 1201 Q Serve(g_s), s 13.1 54.0 3.8 1.3 7.2 7.3 11.9 13.6 6.1 14.3 21.2 2.3 Cycle Q Clear(g_c), s 13.1 54.0 3.8 1.3 7.2 7.3 11.9 13.6 6.1 14.3 21.2 2.3 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 496 2472 688 490 1550 836 168 417 184 321 320 502 V/C Ratio(X) 0.85 1.08 0.18 0.07 0.23 0.23 0.89 1.03 0.48 0.67 0.94 0.12 Avail Cap(c_a), veh /h 620 2472 688 490 1550 836 168 417 184 321 320 502 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 43.2 19.1 10.4 35.9 12.8 12.8 47.4 48.2 44.9 40.0 42.8 35.3 Incr Delay (d2), s /veh 0.9 38.7 0.1 0.0 0.3 0.7 37.8 51.5 0.7 4.5 33.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln7.5 58.7 2.0 0.8 5.2 5.7 10.3 16.7 4.6 10.6 17.6 1.4 LnGrp Delay(d),s /veh 44.1 57.7 10.4 35.9 13.2 13.5 85.2 99.7 45.7 44.5 76.4 35.3 LnGrp LOS D F B D B B F F D D E D Approach Vol, veh /h 3224 589 667 577 Approach Delay, s /veh 54.2 14.6 89.3 60.1 Approach LOS D B F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 20.0 65.6 27.6 27.0 58.6 17.8 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gma2p.6 36.0 23.0 2.0 * 54 13.6 Max Q Clear Time (g_c +1115,t 9.3 23.2 3.3 56.0 15.6 Green Ext Time (p-c), s 0.9 3.8 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 54.9 HCM 2010 LOS D Notes Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Synchro 9 Report Kittelson & Associates, Inc. Page 7 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 63 20.0 3.0 r 20.0 Max Q Clear Time (g_c +111, 64.3 Traffic Volume (veh /h) 16 2020 53 89 357 7 46 25 737 6 6 6 Future Volume (veh /h) 16 2020 53 89 357 7 46 25 737 6 6 6 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1810 1900 1407 1526 1900 1900 1849 1863 1900 1900 1900 Adj Flow Rate, veh /h 17 2126 55 94 376 6 0 0 636 6 6 2 Adj No. of Lanes 1 2 0 1 2 0 0 1 2 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 2 0 0 0 Cap, veh /h 19 2139 55 288 2434 39 0 370 625 139 130 36 Arrive On Green 0.01 0.63 0.63 0.22 0.83 0.83 0.00 0.00 0.20 0.20 0.20 0.20 Sat Flow, veh /h 1691 3423 88 1340 2920 47 0 1849 3127 438 648 181 Grp Volume(v), veh /h 17 1063 1118 94 186 196 0 0 636 14 0 0 Grp Sat Flow(s),veh /h /lnl691 1719 1791 1340 1449 1517 0 1849 1564 1267 0 0 Q Serve(g_s), s 1.0 60.7 62.3 5.9 2.5 2.5 0.0 0.0 20.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 60.7 62.3 5.9 2.5 2.5 0.0 0.0 20.0 0.6 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.03 0.00 1.00 0.43 0.14 Lane Grp Cap(c), veh /h 19 1075 1120 288 1208 1265 0 370 625 305 0 0 V/C Ratio(X) 0.89 0.99 1.00 0.33 0.15 0.15 0.00 0.00 1.02 0.05 0.00 0.00 Avail Cap(c_a), veh /h 51 1075 1120 288 1208 1265 0 370 625 305 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.89 0.89 0.89 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.4 18.4 18.7 33.1 1.6 1.6 0.0 0.0 40.0 32.2 0.0 0.0 Incr Delay (d2), s /veh 35.4 24.9 26.6 0.2 0.2 0.2 0.0 0.0 40.3 0.0 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lnl.2 45.6 48.9 4.0 1.9 2.0 0.0 0.0 21.8 0.6 0.0 0.0 LnGrp Delay(d),s /veh 84.8 43.3 45.4 33.3 1.8 1.8 0.0 0.0 80.3 32.3 0.0 0.0 LnGrp LOS F D D C A A F C Approach Vol, veh /h 2198 476 636 14 Approach Delay, s /veh 44.7 8.0 80.3 32.3 Approach LOS D A F C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 26.5 67.0 24.0 5.1 88.4 24.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax�.® * 63 20.0 3.0 64.5 20.0 Max Q Clear Time (g_c +111, 64.3 2.6 3.0 4.5 22.0 Green Ext Time (p-c), s 0.0 0.0 1.6 0.0 1.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 46.2 HCM 2010 LOS D Notes Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HIM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 4.5 t 4.0 79.5 11.5 47.5 27.5 Max Q Clear Time (g_c +ll ), s 2.9 Traffic Volume (veh /h) 555 2179 0 0 367 18 5 0 8 7 0 81 Future Volume (veh /h) 555 2179 0 0 367 18 5 0 8 7 0 81 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1827 1900 0 1484 1900 1900 1863 1900 1900 1597 1900 Adj Flow Rate, veh /h 584 2294 0 0 386 16 5 0 9 7 0 6 Adj No. of Lanes 1 2 0 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.92 0.92 0.95 0.95 0.92 0.92 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 3 4 4 0 28 28 2 2 2 0 2 2 Cap, veh /h 623 2478 0 0 876 36 32 0 58 193 0 141 Arrive On Green 0.35 0.71 0.00 0.00 0.32 0.32 0.05 0.00 0.05 0.11 0.00 0.11 Sat Flow, veh /h 1757 3563 0 0 2833 114 588 0 1058 1810 0 1321 Grp Volume(v), veh /h 584 2294 0 0 197 205 14 0 0 7 0 6 Grp Sat Flow(s),veh /h /lnl757 1736 0 0 1410 1463 1647 0 0 1810 0 1321 Q Serve(g_s), s 34.7 60.2 0.0 0.0 12.0 12.0 0.9 0.0 0.0 0.4 0.0 0.4 Cycle Q Clear(g_c), s 34.7 60.2 0.0 0.0 12.0 12.0 0.9 0.0 0.0 0.4 0.0 0.4 Prop In Lane 1.00 0.00 0.00 0.08 0.36 0.64 1.00 1.00 Lane Grp Cap(c), veh /h 623 2478 0 0 447 465 90 0 0 193 0 141 V/C Ratio(X) 0.94 0.93 0.00 0.00 0.44 0.44 0.16 0.00 0.00 0.04 0.00 0.04 Avail Cap(c_a), veh /h 773 2555 0 0 447 465 90 0 0 193 0 141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 0.87 0.87 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s /veh 33.7 13.0 0.0 0.0 29.2 29.3 48.7 0.0 0.0 43.3 0.0 43.3 Incr Delay (d2), s /veh 2.2 0.7 0.0 0.0 0.6 0.6 3.6 0.0 0.0 0.4 0.0 0.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /N.1 31.2 0.0 0.0 8.0 8.3 0.9 0.0 0.0 0.4 0.0 0.3 LnGrp Delay(d),s /veh 35.9 13.7 0.0 0.0 29.8 29.8 52.3 0.0 0.0 43.6 0.0 43.9 LnGrp LOS D B C C D D D Approach Vol, veh /h 2878 402 14 13 Approach Delay, s /veh 18.2 29.8 52.3 43.7 Approach LOS B C D D Timer Assigned Phs 2 4 6 7 8 Phs Duration (G +Y +Rc), s 10.4 81.6 16.0 42.8 38.8 Change Period (Y +Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 4.0 79.5 11.5 47.5 27.5 Max Q Clear Time (g_c +ll ), s 2.9 62.2 2.4 36.7 14.0 Green Ext Time (p-c), s 0.0 14.9 0.0 1.6 12.6 Intersection Summary HCM 2010 Ctrl Delay 19.9 HCM 2010 LOS B Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 --P� jr-- Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4 ) 63.5 Traffic Volume (veh /h) 1039 300 6 120 154 14 Future Volume (veh /h) 1039 300 6 120 154 14 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh /h 1267 366 7 146 204 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh /h 1416 1203 80 1213 345 157 Arrive On Green 0.76 0.76 0.76 0.76 0.10 0.00 Sat Flow, veh /h 1863 1583 23 1595 3548 1615 Grp Volume(v), veh /h 1267 366 153 0 204 0 Grp Sat Flow(s),veh /h /lnl863 1583 1618 0 1774 1615 Q Serve(g_s), s 30.4 4.3 0.4 0.0 3.3 0.0 Cycle Q Clear(g_c), s 30.4 4.3 30.8 0.0 3.3 0.0 Prop In Lane 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh /h 1416 1203 1293 0 345 157 V/C Ratio(X) 0.89 0.30 0.12 0.00 0.59 0.00 Avail Cap(c_a), veh /h 1986 1688 1756 0 1072 488 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 5.4 2.2 2.0 0.0 25.7 0.0 Incr Delay (d2), s /veh 3.4 0.1 0.0 0.0 0.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /22.7 3.3 1.2 0.0 3.0 0.0 LnGrp Delay(d),s /veh 8.7 2.3 2.0 0.0 26.3 0.0 LnGrp LOS A A A C Approach Vol, veh /h 1633 153 204 Approach Delay, s /veh 7.3 2.0 26.3 Approach LOS A A C Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 49.8 9.8 49.8 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 63.5 18.0 63.5 Max Q Clear Time (g_c +ll ), s 32.4 5.3 32.8 Green Ext Time (p-c), s 12.6 0.3 12.5 Intersection Summary HCM 2010 Ctrl Delay 8.8 HCM 2010 LOS A Notes Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM Unsignalized Intersection Capacity Analysis 10: 101 NB Off - Ramp /Industrial Wy. /Industrial Wy. & E. Grand Ave. 09/0612018 Movement WBL WBR NET NER SWL SWT Lane Configurations r t r Traffic Volume (veh /h) 0 34 540 846 0 0 Future Volume (Veh /h) 0 34 540 846 0 0 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 37 587 920 0 0 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 587 294 1507 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 587 294 1507 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 100 cM capacity (veh /h) 445 709 440 Direction, Lane # WB 1 NE 1 NE 2 NE 3 Volume Total 37 391 502 613 Volume Left 0 0 0 0 Volume Right 37 0 307 613 cSH 709 1700 1700 1700 Volume to Capacity 0.05 0.23 0.30 0.36 Queue Length 95th (ft) 4 0 0 0 Control Delay (s) 10.4 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.4 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + r ))) + r ) ++ r ) ft r Traffic Volume (veh /h) 105 288 209 886 258 272 195 62 440 185 785 160 Future Volume (veh /h) 105 288 209 886 258 272 195 62 440 185 785 160 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1785 1727 1520 1681 1792 1696 1570 1759 1776 1810 1827 Adj Flow Rate, veh /h 109 300 0 923 269 0 203 65 0 193 818 0 Adj No. of Lanes 1 2 1 3 1 1 1 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 8 7 5 4 Cap, veh /h 160 373 153 1043 430 389 230 350 176 612 1176 531 Arrive On Green 0.10 0.10 0.00 0.26 0.26 0.00 0.14 0.12 0.00 0.36 0.34 0.00 Sat Flow, veh /h 1533 3571 1468 4082 1681 1524 1616 2983 1495 1691 3438 1553 Grp Volume(v), veh /h 109 300 0 923 269 0 203 65 0 193 818 0 Grp Sat Flow(s),veh /h /lnl533 1785 1468 1361 1681 1524 1616 1492 1495 1691 1719 1553 Q Serve(g_s), s 7.5 9.0 0.0 23.9 15.6 0.0 13.6 2.2 0.0 9.0 22.6 0.0 Cycle Q Clear(g_c), s 7.5 9.0 0.0 23.9 15.6 0.0 13.6 2.2 0.0 9.0 22.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 160 373 153 1043 430 389 230 350 176 612 1176 531 V/C Ratio(X) 0.68 0.80 0.00 0.88 0.63 0.00 0.88 0.19 0.00 0.32 0.70 0.00 Avail Cap(c_a), veh /h 181 422 174 1095 451 409 279 852 427 612 1176 531 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.73 0.73 0.00 1.00 1.00 0.00 0.83 0.83 0.00 Uniform Delay (d), s /veh 47.5 48.1 0.0 39.4 36.3 0.0 46.3 43.8 0.0 25.3 31.2 0.0 Incr Delay (d2), s /veh 6.1 8.5 0.0 6.5 1.9 0.0 20.9 0.1 0.0 0.1 2.8 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr6.3 8.5 0.0 13.9 11.3 0.0 11.8 1.6 0.0 7.3 16.1 0.0 LnGrp Delay(d),s /veh 53.6 56.6 0.0 45.9 38.1 0.0 67.2 43.9 0.0 25.4 34.1 0.0 LnGrp LOS D E D D E D C C Approach Vol, veh /h 409 1192 268 1011 Approach Delay, s /veh 55.8 44.1 61.5 32.4 Approach LOS E D E C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t9.7 42.2 15.5 44.4 17.5 32.6 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmalp.6 31.4 13.0 19.0 * 31 29.5 Max Q Clear Time (g_c +1115,a 24.6 11.0 11.0 4.2 25.9 Green Ext Time (p-c), s 0.1 3.5 0.3 3.9 0.2 2.2 Intersection Summary HCM 2010 Ctrl Delay 43.3 HCM 2010 LOS D Notes Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 + rr ) + ++ r )) ++ r 22.0 + rr Traffic Volume (veh /h) 140 340 433 43 425 31 451 1105 960 19 109 540 Future Volume (veh /h) 140 340 433 43 425 31 451 1105 960 19 109 540 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 1.00 1.00 0.84 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1776 1652 1667 1275 1624 1727 1810 1863 1900 1845 1520 Adj Flow Rate, veh /h 147 358 102 45 447 6 475 1163 0 20 115 155 Adj No. of Lanes 2 1 2 1 3 1 2 2 1 1 1 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 17 10 5 2 0 3 25 Cap, veh /h 154 355 464 65 648 249 1544 1663 766 217 222 229 Arrive On Green 0.09 0.33 0.33 0.04 0.19 0.19 0.16 0.16 0.00 0.12 0.12 0.12 Sat Flow, veh /h 2831 1776 2318 1587 3481 1336 3191 3438 1583 1810 1845 1904 Grp Volume(v), veh /h 147 358 102 45 447 6 475 1163 0 20 115 155 Grp Sat Flow(s),veh /h /In1416 1776 1159 1587 1160 1336 1596 1719 1583 1810 1845 952 Q Serve(g_s), s 5.7 22.0 3.5 3.1 13.2 0.4 14.5 35.2 0.0 1.1 6.4 8.6 Cycle Q Clear(g_c), s 5.7 22.0 3.5 3.1 13.2 0.4 14.5 35.2 0.0 1.1 6.4 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 154 355 464 65 648 249 1544 1663 766 217 222 229 V/C Ratio(X) 0.95 1.01 0.22 0.70 0.69 0.02 0.31 0.70 0.00 0.09 0.52 0.68 Avail Cap(c_a), veh /h 154 355 464 87 696 267 1544 1663 766 362 369 381 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 0.09 0.09 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 49.8 36.6 30.5 52.1 41.8 36.6 29.9 38.7 0.0 43.1 45.4 46.4 Incr Delay (d2), s /veh 43.1 39.4 0.1 7.1 2.1 0.0 0.0 0.2 0.0 0.1 0.7 1.3 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr6.4 26.2 2.0 2.7 7.8 0.3 7.7 18.8 0.0 1.0 6.0 4.1 LnGrp Delay(d),s /veh 92.9 76.0 30.6 59.1 43.9 36.6 30.0 38.9 0.0 43.1 46.1 47.7 LnGrp LOS F F C E D D C D D D D Approach Vol, veh /h 607 498 1638 290 Approach Delay, s /veh 72.5 45.2 36.3 46.7 Approach LOS E D D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s8.5 26.0 57.8 10.0 24.5 17.7 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmax�.® 22.0 42.9 6.0 22.0 22.0 Max Q Clear Time (g_c +115,t 24.0 37.2 7.7 15.2 10.6 Green Ext Time (p-c), s 0.3 0.0 3.4 0.0 1.4 0.8 Intersection Summary HCM 2010 Ctrl Delay 46.0 HCM 2010 LOS D Notes Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. Synchro 9 Report Kittelson & Associates, Inc. Page 16 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* + ++ r* Traffic Volume (vph) 2330 80 570 69 60 23 395 233 15 67 420 109 Future Volume (vph) 2330 80 570 69 60 23 395 233 15 67 420 109 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1662 2697 1802 1588 1597 3233 1805 3374 1122 Flt Permitted 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1662 2697 1802 1588 1597 3233 1805 3374 1122 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 2402 82 588 71 62 24 407 240 15 69 433 112 RTOR Reduction (vph) 0 0 109 0 0 23 0 4 0 0 0 101 Lane Group Flow (vph) 1249 1235 479 0 133 1 407 251 0 69 433 11 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 13 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 62.0 62.0 62.0 6.0 6.0 14.0 22.0 3.0 11.0 11.0 Effective Green, g (s) 62.0 62.0 62.0 6.0 6.0 14.0 22.0 3.0 11.0 11.0 Actuated g/C Ratio 0.56 0.56 0.56 0.05 0.05 0.13 0.20 0.03 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 929 936 1520 98 86 203 646 49 337 112 vls Ratio Prot c0.76 0.74 c0.07 c0.25 0.08 0.04 c0.13 v/s Ratio Perm 0.18 0.00 0.01 vlc Ratio 1.34 1.32 0.32 1.36 0.02 2.00 0.39 1.41 1.28 0.10 Uniform Delay, dl 24.0 24.0 12.7 52.0 49.2 48.0 38.2 53.5 49.5 45.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.79 0.84 0.87 1.12 2.06 Incremental Delay, d2 162.2 151.3 0.0 213.3 0.0 468.5 1.7 263.3 147.1 1.6 Delay (s) 186.2 175.3 12.8 265.3 49.2 506.3 33.6 309.7 202.6 94.1 Level of Service F F B F D F C F F F Approach Delay (s) 148.6 232.3 324.2 194.9 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 183.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.44 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 117.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 133.4 +' r* E F r* Intersection Summary ++ r* t Traffic Volume (vph) 26 1 11 505 2 165 15 452 1390 570 490 14 Future Volume (vph) 26 1 11 505 2 165 15 452 1390 570 490 14 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.83 1.00 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1812 1334 1417 1423 1239 1805 3343 1517 3367 3393 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1812 1334 1417 1423 1239 1805 3343 1517 3367 3393 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 28 1 12 543 2 177 16 486 1495 613 527 15 RTOR Reduction (vph) 0 0 12 0 0 142 0 0 334 0 2 0 Lane Group Flow (vph) 0 29 0 271 274 35 16 486 1161 613 540 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 15 21 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 2.0 2.0 22.0 22.0 22.0 1.2 55.0 55.0 15.0 68.8 Effective Green, g (s) 2.0 2.0 22.0 22.0 22.0 1.2 55.0 55.0 15.0 68.8 Actuated g/C Ratio 0.02 0.02 0.20 0.20 0.20 0.01 0.50 0.50 0.14 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 32 24 283 284 247 19 1671 758 459 2122 vls Ratio Prot c0.02 0.19 c0.19 0.01 0.15 c0.18 0.16 v/s Ratio Perm 0.00 0.03 c0.77 vlc Ratio 0.91 0.01 0.96 0.96 0.14 0.84 0.29 1.53 1.34 0.25 Uniform Delay, dl 53.9 53.0 43.5 43.6 36.2 54.3 16.1 27.5 47.5 9.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.48 2.52 Incremental Delay, d2 117.7 0.1 41.3 43.2 0.1 128.3 0.0 245.9 160.4 0.2 Delay (s) 171.6 53.1 84.8 86.8 36.3 182.6 16.1 273.4 230.7 23.3 Level of Service F D F F D F B F F C Approach Delay (s) 136.9 73.7 210.1 133.4 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 161.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.35 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 116.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway E M&W yster Poir 4---' Movement EBT EBR WBL2 WBT WBR NBL NBT NBR SBR2 NER NER2 Lane Configurations ttM ) tt F F r* r* r*r* r* Traffic Volume (vph) 754 259 160 3316 10 1693 6 100 484 375 145 Future Volume (vph) 754 259 160 3316 10 1693 6 100 484 375 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 4.5 Lane Util. Factor 0.86 1.00 0.91 0.91 0.91 1.00 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 0.86 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Satd. Flow (prot) 6124 1641 4396 2857 1435 1428 1644 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Satd. Flow (perm) 6124 1641 4396 2857 1435 1428 1644 3762 1553 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.96 Adj. Flow (vph) 785 270 167 3454 10 1764 7 104 504 391 151 RTOR Reduction (vph) 0 0 0 0 0 0 0 69 27 0 0 Lane Group Flow (vph) 1055 0 167 3464 0 1182 589 35 477 391 151 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 2 2 2 2 Heavy Vehicles ( %) 2% 3% 10% 18% 0% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 22.0 10.0 68.5 33.0 33.0 33.0 50.0 28.0 28.0 Effective Green, g (s) 22.0 10.0 68.5 33.0 33.0 33.0 50.0 28.0 28.0 Actuated g/C Ratio 0.20 0.09 0.62 0.30 0.30 0.30 0.45 0.25 0.25 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 1224 149 2737 857 430 428 747 957 395 vls Ratio Prot 0.17 0.10 c0.79 c0.41 0.41 0.10 0.10 v/s Ratio Perm 0.02 0.29 vlc Ratio 0.86 1.12 1.27 1.38 1.37 0.08 0.64 0.41 0.38 Uniform Delay, dl 42.5 50.0 20.8 38.5 38.5 27.6 23.1 34.1 33.9 Progression Factor 1.25 1.11 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 63.1 119.7 178.0 180.7 0.0 1.3 0.1 0.2 Delay (s) 58.1 118.5 137.8 216.5 219.2 27.7 24.4 34.2 34.1 Level of Service E F F F F C C C C Approach Delay (s) 58.1 136.9 206.9 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 128.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.42 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 137.3% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ) tt ++ r* Traffic Volume (vph) 161 171 151 1213 552 708 65 488 134 645 461 155 Future Volume (vph) 161 171 151 1213 552 708 65 488 134 645 461 155 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 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 0.97 0.95 1.00 Frpb, ped /bikes 1.00 0.98 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.94 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1528 2694 1660 1332 1624 4029 3090 3065 1338 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1528 2694 1660 1332 1624 4029 3090 3065 1338 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 168 178 157 1264 575 738 68 508 140 672 480 161 RTOR Reduction (vph) 0 29 0 0 0 331 0 0 0 0 0 130 Lane Group Flow (vph) 168 306 0 1264 575 407 68 648 0 672 480 31 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA Split NA Perm Protected Phases 8 8 7 7 6 6 2 2 Permitted Phases 7 2 Actuated Green, G (s) 16.0 16.0 42.0 42.0 42.0 13.5 13.5 21.5 21.5 21.5 Effective Green, g (s) 16.0 16.0 42.0 42.0 42.0 13.5 13.5 21.5 21.5 21.5 Actuated g/C Ratio 0.15 0.15 0.38 0.38 0.38 0.12 0.12 0.20 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 229 222 1028 633 508 199 494 603 599 261 vls Ratio Prot 0.11 c0.20 c0.47 0.35 0.04 c0.16 c0.22 0.16 v/s Ratio Perm 0.31 0.02 vlc Ratio 0.73 1.38 1.23 0.91 0.80 0.34 1.31 1.11 0.80 0.12 Uniform Delay, dl 45.0 47.0 34.0 32.2 30.3 44.2 48.2 44.2 42.2 36.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.04 1.02 1.00 1.00 1.00 Incremental Delay, d2 10.9 195.8 112.0 16.8 8.8 0.6 151.8 72.2 10.8 0.9 Delay (s) 55.8 242.8 146.0 49.0 39.1 46.7 201.1 116.5 53.0 37.4 Level of Service E F F D D D F F D D Approach Delay (s) 180.4 93.7 186.4 83.6 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 112.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.24 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 107.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 3: Grand Ave. & Dubuque Ave. 09/0612018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt 4.0 4.0 r Traffic Volume (veh /h) 62 888 3511 192 22 160 Future Volume (veh /h) 62 888 3511 192 22 160 Number 5 2 6 16 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1636 1900 1900 1900 Adj Flow Rate, veh /h 63 906 3583 196 22 35 Adj No. of Lanes 1 3 3 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 17 17 0 0 Cap, veh /h 200 4549 3230 173 59 53 Arrive On Green 0.04 0.30 1.00 1.00 0.03 0.03 Sat Flow, veh /h 1774 5253 4481 232 1810 1615 Grp Volume(v), veh /h 63 906 2439 1340 22 35 Grp Sat Flow(s),veh /h /In 1774 1695 1489 1588 1810 1615 Q Serve(g_s), s 3.8 14.7 82.0 80.5 1.3 2.4 Cycle Q Clear(g_c), s 3.8 14.7 82.0 80.5 1.3 2.4 Prop In Lane 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh /h 200 4549 2220 1184 59 53 V/C Ratio(X) 0.31 0.20 1.10 1.13 0.37 0.66 Avail Cap(c_a), veh /h 200 4549 2220 1184 66 59 HCM Platoon Ratio 0.33 0.33 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s /veh 48.8 9.3 0.0 0.0 52.1 52.6 Incr Delay (d2), s /veh 0.3 0.1 45.2 60.6 1.4 15.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 3.4 11.3 25.1 35.6 1.2 2.3 LnGrp Delay(d),s /veh 49.1 9.4 45.2 60.6 53.5 68.3 LnGrp LOS D A F F D E Approach Vol, veh /h 969 3779 57 Approach Delay, s /veh 11.9 50.7 62.6 Approach LOS B D E Timer Assigned Phs 2 5 6 8 Phs Duration (G +Y +Rc), s 102.4 16.4 86.0 7.6 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 98.0 12.0 82.0 4.0 Max Q Clear Time (g_c +ll), s 16.7 5.8 84.0 4.4 Green Ext Time (p-c), s 4.9 2.4 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 43.0 HCM 2010 LOS D Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 6 ) + ++ ) rr Traffic Volume (veh /h) 770 140 13 3373 330 331 Future Volume (veh /h) 770 140 13 3373 330 331 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.98 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1868 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 828 140 14 3627 355 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 3306 555 15 3429 219 345 Arrive On Green 1.00 1.00 0.01 0.80 0.13 0.00 Sat Flow, veh /h 4550 736 1645 4428 1723 2707 Grp Volume(v), veh /h 641 327 14 3627 355 0 Grp Sat Flow(s),veh /h /In1700 1717 1645 1429 1723 1354 Q Serve(g_s), s 0.0 0.0 0.9 88.0 14.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.9 88.0 14.0 0.0 Prop In Lane 0.43 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2565 1295 15 3429 219 345 V/C Ratio(X) 0.25 0.25 0.92 1.06 1.62 0.00 Avail Cap(c_a), veh /h 2565 1295 60 3429 219 345 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.09 0.09 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 54.4 11.0 48.0 0.0 Incr Delay (d2), s /veh 0.2 0.5 7.7 26.8 298.4 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.1 0.3 0.8 73.8 44.7 0.0 LnGrp Delay(d),s /veh 0.2 0.5 62.2 37.8 346.4 0.0 LnGrp LOS A A E F F Approach Vol, veh /h 968 3641 355 Approach Delay, s /veh 0.3 37.9 346.4 Approach LOS A D F Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s5.0 87.0 92.0 18.0 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (GmaxA.® 80.0 88.0 14.0 Max Q Clear Time (g_c +11 ?,a 2.0 90.0 16.0 Green Ext Time (p-c), s 0.0 73.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 52.6 HCM 2010 LOS D Kittelson & Associates, Inc. Page 2 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + ++ r )) +t 4.0 4.6 + r ) ft r Traffic Volume (veh /h) 146 788 167 824 1683 498 605 201 275 90 377 1098 Future Volume (veh /h) 146 788 167 824 1683 498 605 201 275 90 377 1098 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1882 1545 1545 1976 1583 1776 1792 1810 1810 1900 Adj Flow Rate, veh /h 151 812 95 849 1735 482 624 207 0 93 389 0 Adj No. of Lanes 1 3 1 2 3 0 1 1 1 1 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 6 5 5 0 Cap, veh /h 94 1147 358 909 1640 444 302 264 227 261 325 153 Arrive On Green 0.02 0.08 0.08 0.42 0.66 0.66 0.20 0.15 0.00 0.15 0.09 0.00 Sat Flow, veh /h 1723 4940 1541 2854 3292 891 1508 1776 1524 1723 3438 1615 Grp Volume(v), veh /h 151 812 95 849 1475 742 624 207 0 93 389 0 Grp Sat Flow(s),veh /h /lnl723 1647 1541 1427 1406 1371 1508 1776 1524 1723 1719 1615 Q Serve(g_s), s 6.0 17.7 4.1 31.2 54.8 54.8 22.0 12.4 0.0 5.3 10.4 0.0 Cycle Q Clear(g_c), s 6.0 17.7 4.1 31.2 54.8 54.8 22.0 12.4 0.0 5.3 10.4 0.0 Prop In Lane 1.00 1.00 1.00 0.65 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 94 1147 358 909 1401 683 302 264 227 261 325 153 V/C Ratio(X) 1.61 0.71 0.27 0.93 1.05 1.09 2.07 0.78 0.00 0.36 1.20 0.00 Avail Cap(c_a), veh /h 94 1147 358 1033 1401 683 302 387 332 261 325 153 HCM Platoon Ratio 0.33 0.33 0.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 54.0 47.1 17.3 30.6 18.6 18.6 44.0 45.1 0.0 41.9 49.8 0.0 Incr Delay (d2), s /veh 314.7 3.5 1.7 1.6 25.9 41.5 492.4 3.4 0.0 0.3 114.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /n.9 13.1 3.5 14.1 45.9 49.8 90.7 10.4 0.0 4.6 18.2 0.0 LnGrp Delay(d),slveh 368.7 50.7 19.0 32.2 44.5 60.1 536.4 48.5 0.0 42.2 164.4 0.0 LnGrp LOS F D B C F F F D D F Approach Vol, veh /h 1058 3066 831 482 Approach Delay, s /veh 93.2 44.9 414.8 140.8 Approach LOS F D F F Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), 39.2 29.8 26.0 15.0 10.0 59.0 20.6 20.4 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)46 * 21 22.0 10.4 6.0 * 55 9.0 24.0 Max Q Clear Time (g_c +B),Z 19.7 24.0 12.4 8.0 56.8 7.3 14.4 Green Ext Time (p-c), s 1.9 1.1 0.0 0.0 0.0 0.0 0.5 0.4 Intersection Summary HCM 2010 Ctrl Delay 119.3 HCM 2010 LOS F Notes Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Kittelson & Associates, Inc. Page 4 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + ++ r )) +t Max Green Setting (Gmax�.® ) ++ r * 32 + rr Traffic Volume (veh /h) 282 727 136 299 2413 14 250 61 45 38 244 342 Future Volume (veh /h) 282 727 136 299 2413 14 250 61 45 38 244 342 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1845 1681 1338 1546 1900 1429 1776 1792 1610 1532 1652 Adj Flow Rate, veh /h 291 749 88 308 2488 14 258 63 31 39 976 147 Adj No. of Lanes 2 3 1 2 3 0 1 2 1 1 1 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 13 42 23 23 33 7 6 18 24 15 Cap, veh /h 186 1483 411 505 1947 11 96 239 105 410 410 643 Arrive On Green 0.05 0.29 0.29 0.20 0.45 0.45 0.07 0.07 0.07 0.27 0.27 0.27 Sat Flow, veh /h 3408 5036 1394 2472 4330 24 1361 3374 1479 1533 1532 2406 Grp Volume(v), veh /h 291 749 88 308 1616 886 258 63 31 39 976 147 Grp Sat Flow(s),veh /h /In1704 1679 1394 1236 1407 1541 1361 1687 1479 1533 1532 1203 Q Serve(g_s), s 6.0 13.6 5.2 12.5 49.5 49.5 7.8 1.9 2.2 2.1 29.4 5.2 Cycle Q Clear(g_c), s 6.0 13.6 5.2 12.5 49.5 49.5 7.8 1.9 2.2 2.1 29.4 5.2 Prop In Lane 1.00 1.00 1.00 0.02 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 186 1483 411 505 1265 693 96 239 105 410 410 643 V/C Ratio(X) 1.57 0.50 0.21 0.61 1.28 1.28 2.67 0.26 0.30 0.10 2.38 0.23 Avail Cap(c_a), veh /h 186 1483 411 517 1265 693 96 239 105 410 410 643 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 52.0 32.2 29.2 39.8 30.3 30.3 51.1 48.4 48.5 30.3 40.3 31.5 Incr Delay (d2), s /veh 271.3 0.8 0.8 1.4 131.1 136.6 782.1 0.2 0.6 0.0 629.9 0.1 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /W.7 9.7 3.8 7.7 75.9 85.1 43.0 1.7 1.6 1.6 151.3 3.2 LnGrp Delay(d),slveh 323.3 33.0 30.0 41.2 161.3 166.9 833.2 48.6 49.1 30.3 670.2 31.5 LnGrp LOS F C C D F F F D D C F C Approach Vol, veh /h 1128 2810 352 1162 Approach Delay, s /veh 107.6 149.9 623.7 568.0 Approach LOS F F F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), X0.0 54.1 34.0 27.1 37.0 12.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmax�.® 49.4 29.4 23.0 * 32 7.8 Max Q Clear Time (g_c +llo,a 51.5 31.4 14.5 15.6 9.8 Green Ext Time (p-c), s 0.0 0.0 0.0 7.9 3.2 0.0 Intersection Summary HCM 2010 Ctrl Delay 260.9 HCM 2010 LOS F Notes Kittelson & Associates, Inc. Page 5 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. Kittelson & Associates, Inc. Page 6 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 22 16.0 2.0 r 16.0 Max Q Clear Time (g_c +11 ?,a 19.6 Traffic Volume (veh /h) 4 551 49 756 1846 5 77 9 71 10 24 23 Future Volume (veh /h) 4 551 49 756 1846 5 77 9 71 10 24 23 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1811 1900 1407 1521 1900 1900 1752 1863 1900 1900 1900 Adj Flow Rate, veh /h 4 580 52 796 1943 5 81 9 22 11 25 3 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 2 0 0 0 Cap, veh /h 4 684 61 717 2226 6 169 15 187 56 99 9 Arrive On Green 0.00 0.22 0.22 1.00 1.00 1.00 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh /h 1691 3182 285 1340 2957 8 837 125 1564 84 824 76 Grp Volume(v), veh /h 4 313 319 796 949 999 90 0 22 39 0 0 Grp Sat Flow(s),veh /h /lnl691 1720 1746 1340 1445 1519 962 0 1564 984 0 0 Q Serve(g_s), s 0.2 17.5 17.6 0.0 0.0 0.0 0.0 0.0 1.3 0.1 0.0 0.0 Cycle Q Clear(g_c), s 0.2 17.5 17.6 0.0 0.0 0.0 9.9 0.0 1.3 10.0 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.01 0.90 1.00 0.28 0.08 Lane Grp Cap(c), veh /h 4 370 375 717 1088 1144 184 0 187 164 0 0 V/C Ratio(X) 1.01 0.85 0.85 1.11 0.87 0.87 0.49 0.00 0.12 0.24 0.00 0.00 Avail Cap(c_a), veh /h 34 370 375 717 1088 1144 237 0 250 232 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.9 37.7 37.7 0.0 0.0 0.0 43.0 0.0 39.3 39.7 0.0 0.0 Incr Delay (d2), s /veh 129.7 20.6 20.8 51.5 1.0 1.0 0.8 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.5 15.7 15.9 18.5 0.5 0.5 4.4 0.0 1.0 1.8 0.0 0.0 LnGrp Delay(d),slveh 179.6 58.3 58.5 51.5 1.0 1.0 43.7 0.0 39.4 40.0 0.0 0.0 LnGrp LOS F E E F A A D D D Approach Vol, veh /h 636 2744 112 39 Approach Delay, s /veh 59.1 15.6 42.9 40.0 Approach LOS E B D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 58.0 26.0 16.0 4.2 79.8 16.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gma5p.6 * 22 16.0 2.0 69.5 16.0 Max Q Clear Time (g_c +11 ?,a 19.6 12.0 2.2 2.0 11.9 Green Ext Time (p-c), s 23.3 0.5 0.1 0.0 26.3 0.1 Intersection Summary HCM 2010 Ctrl Delay 24.6 HCM 2010 LOS C Notes Kittelson & Associates, Inc. Page 7 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 Kittelson & Associates, Inc. Page 8 HIM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 4.5 t 17.5 73.5 17.5 5.5 63.5 Max Q Clear Time (g_c +ll ), s 2.1 Traffic Volume (veh /h) 131 479 0 0 2029 52 2 0 1 2 0 561 Future Volume (veh /h) 131 479 0 0 2029 52 2 0 1 2 0 561 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1827 1900 0 1484 1900 1900 1863 1900 1900 1597 1900 Adj Flow Rate, veh /h 139 510 0 0 2159 55 2 0 1 2 0 501 Adj No. of Lanes 1 2 0 0 2 0 0 1 0 0 1 0 Peak Hour Factor 0.94 0.94 0.92 0.92 0.94 0.94 0.92 0.92 0.92 0.94 0.92 0.94 Percent Heavy Veh, % 3 4 4 0 28 28 2 2 2 2 2 2 Cap, veh /h 97 2551 0 0 1784 45 121 12 36 36 1 232 Arrive On Green 0.05 0.74 0.00 0.00 0.63 0.63 0.17 0.00 0.17 0.17 0.00 0.17 Sat Flow, veh /h 1757 3563 0 0 2884 71 348 67 207 1 4 1325 Grp Volume(v), veh /h 139 510 0 0 1079 1135 3 0 0 503 0 0 Grp Sat Flow(s),veh /h /lnl757 1736 0 0 1410 1471 622 0 0 1330 0 0 Q Serve(g_s), s 5.5 4.6 0.0 0.0 63.5 63.5 0.0 0.0 0.0 4.3 0.0 0.0 Cycle Q Clear(g_c), s 5.5 4.6 0.0 0.0 63.5 63.5 0.1 0.0 0.0 17.5 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.05 0.67 0.33 0.00 1.00 Lane Grp Cap(c), veh /h 97 2551 0 0 895 934 169 0 0 269 0 0 V/C Ratio(X) 1.44 0.20 0.00 0.00 1.20 1.22 0.02 0.00 0.00 1.87 0.00 0.00 Avail Cap(c_a), veh /h 97 2551 0 0 895 934 169 0 0 269 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.69 0.69 0.00 0.00 0.09 0.09 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 47.3 4.1 0.0 0.0 18.3 18.3 34.1 0.0 0.0 42.4 0.0 0.0 Incr Delay (d2), s /veh 233.0 0.0 0.0 0.0 93.2 97.8 0.2 0.0 0.0 405.6 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /M.0 3.8 0.0 0.0 82.9 88.4 0.1 0.0 0.0 67.9 0.0 0.0 LnGrp Delay(d),s /veh 280.2 4.1 0.0 0.0 111.5 116.0 34.3 0.0 0.0 448.1 0.0 0.0 LnGrp LOS F A F F C F Approach Vol, veh /h 649 2214 3 503 Approach Delay, s /veh 63.3 113.8 34.3 448.1 Approach LOS E F C F Timer Assigned Phs 2 4 6 7 8 Phs Duration (G +Y +Rc), s 22.0 78.0 22.0 10.0 68.0 Change Period (Y +Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.5 73.5 17.5 5.5 63.5 Max Q Clear Time (g_c +ll ), s 2.1 6.6 19.5 7.5 65.5 Green Ext Time (p-c), s 3.3 53.6 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 153.9 HCM 2010 LOS F Notes Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. User approved pedestrian interval to be less than phase max green. 09/06/2018 Kittelson & Associates, Inc. Page 10 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 --P� jr-- Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4 ) 40.0 Traffic Volume (veh /h) 286 57 4 975 295 10 Future Volume (veh /h) 286 57 4 975 295 10 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh /h 311 62 4 1060 331 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh /h 1235 1050 83 1233 512 233 Arrive On Green 0.66 0.66 0.66 0.66 0.14 0.00 Sat Flow, veh /h 1863 1583 1 1860 3548 1615 Grp Volume(v), veh /h 311 62 1064 0 331 0 Grp Sat Flow(s),veh /h /lnl863 1583 1862 0 1774 1615 Q Serve(g_s), s 3.0 0.6 0.0 0.0 3.9 0.0 Cycle Q Clear(g_c), s 3.0 0.6 19.8 0.0 3.9 0.0 Prop In Lane 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 1235 1050 1316 0 512 233 V/C Ratio(X) 0.25 0.06 0.81 0.00 0.65 0.00 Avail Cap(c_a), veh /h 1688 1435 1768 0 2090 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 3.0 2.6 5.8 0.0 17.8 0.0 Incr Delay (d2), s /veh 0.0 0.0 1.5 0.0 0.5 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr2.7 0.5 15.6 0.0 3.5 0.0 LnGrp Delay(d),s /veh 3.0 2.6 7.4 0.0 18.3 0.0 LnGrp LOS A A A B Approach Vol, veh /h 373 1064 331 Approach Delay, s /veh 3.0 7.4 18.3 Approach LOS A A B Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 33.8 10.4 33.8 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 5.0 5.9 21.8 Green Ext Time (p-c), s 9.3 0.6 7.4 Intersection Summary HCM 2010 Ctrl Delay 8.5 HCM 2010 LOS A Notes Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. Kittelson & Associates, Inc. Page 12 HCM Unsignalized Intersection Capacity Analysis 10: 101 NB Off - Ramp /Industrial Wy. /Industrial Wy. & E. Grand Ave. 09/0612018 Movement WBL WBR NET NER SWL SWT Lane Configurations r t r Traffic Volume (veh /h) 0 11 80 572 0 0 Future Volume (Veh /h) 0 11 80 572 0 0 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 12 87 622 0 0 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 87 44 709 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 87 44 709 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh /h) 910 1024 886 Direction, Lane # WB 1 NE 1 NE 2 NE 3 Volume Total 12 58 236 415 Volume Left 0 0 0 0 Volume Right 12 0 207 415 cSH 1024 1700 1700 1700 Volume to Capacity 0.01 0.03 0.14 0.24 Queue Length 95th (ft) 1 0 0 0 Control Delay (s) 8.6 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 8.6 0.0 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15 Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + r ))) + r ) ++ r ) ft r Traffic Volume (veh /h) 169 235 200 1900 367 510 102 30 319 150 1121 170 Future Volume (veh /h) 169 235 200 1900 367 510 102 30 319 150 1121 170 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1765 1727 1520 1681 1792 1696 1570 1759 1776 1810 1827 Adj Flow Rate, veh /h 140 295 0 1979 382 0 106 31 0 156 1168 0 Adj No. of Lanes 1 2 1 3 1 1 1 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 8 7 5 4 Cap, veh /h 112 257 107 1948 802 727 59 121 61 420 888 401 Arrive On Green 0.07 0.07 0.00 0.48 0.48 0.00 0.04 0.04 0.00 0.17 0.17 0.00 Sat Flow, veh /h 1533 3530 1468 4082 1681 1524 1616 2983 1495 1691 3438 1553 Grp Volume(v), veh /h 140 295 0 1979 382 0 106 31 0 156 1168 0 Grp Sat Flow(s),veh /h /lnl533 1765 1468 1361 1681 1524 1616 1492 1495 1691 1719 1553 Q Serve(g_s), s 8.0 8.0 0.0 52.5 16.9 0.0 4.0 1.1 0.0 9.0 28.4 0.0 Cycle Q Clear(g_c), s 8.0 8.0 0.0 52.5 16.9 0.0 4.0 1.1 0.0 9.0 28.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 112 257 107 1948 802 727 59 121 61 420 888 401 V/C Ratio(X) 1.26 1.15 0.00 1.02 0.48 0.00 1.80 0.26 0.00 0.37 1.32 0.00 Avail Cap(c_a), veh /h 112 257 107 1948 802 727 59 526 264 420 888 401 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 0.00 0.58 0.58 0.00 Uniform Delay (d), s /veh 51.0 51.0 0.0 28.8 19.4 0.0 53.0 51.2 0.0 38.2 45.5 0.0 Incr Delay (d2), s /veh 168.9 102.5 0.0 10.6 0.0 0.0 421.0 0.4 0.0 0.1 146.8 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /M.5 13.6 0.0 38.4 9.2 0.0 15.6 0.8 0.0 6.8 56.8 0.0 LnGrp Delay(d),s /veh 219.9 153.5 0.0 39.4 19.5 0.0 474.0 51.6 0.0 38.3 192.3 0.0 LnGrp LOS F F F B F D D F Approach Vol, veh /h 435 2361 137 1324 Approach Delay, s /veh 174.8 36.2 378.4 174.2 Approach LOS F D F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s8.0 33.0 12.0 31.9 9.1 57.0 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (GmaxA.6 28.4 8.0 13.0 * 19 52.5 Max Q Clear Time (g_c +llo,Q 30.4 10.0 11.0 3.1 54.5 Green Ext Time (p-c), s 0.0 0.0 0.0 1.5 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 104.3 HCM 2010 LOS F Notes Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 + rr ) + ++ r )) ++ r 39.5 + rr Traffic Volume (veh /h) 99 135 470 101 1045 14 481 690 220 12 262 1251 Future Volume (veh /h) 99 135 470 101 1045 14 481 690 220 12 262 1251 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.91 1.00 0.97 1.00 1.00 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1776 1652 1667 1275 1624 1727 1810 1863 1900 1845 1520 Adj Flow Rate, veh /h 104 142 106 106 1100 15 506 726 0 13 276 1001 Adj No. of Lanes 2 1 2 1 3 1 2 2 1 1 1 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 17 10 5 2 0 3 25 Cap, veh /h 148 216 274 280 854 330 599 645 297 650 662 760 Arrive On Green 0.02 0.04 0.04 0.18 0.25 0.25 0.19 0.19 0.00 0.36 0.36 0.36 Sat Flow, veh /h 2831 1776 2252 1587 3481 1343 3191 3438 1583 1810 1845 2117 Grp Volume(v), veh /h 104 142 106 106 1100 15 506 726 0 13 276 1001 Grp Sat Flow(s),veh /h /In1416 1776 1126 1587 1160 1343 1596 1719 1583 1810 1845 1059 Q Serve(g_s), s 4.0 8.7 5.0 6.5 27.0 0.9 16.8 20.6 0.0 0.5 12.4 39.5 Cycle Q Clear(g_c), s 4.0 8.7 5.0 6.5 27.0 0.9 16.8 20.6 0.0 0.5 12.4 39.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 148 216 274 280 854 330 599 645 297 650 662 760 V/C Ratio(X) 0.70 0.66 0.39 0.38 1.29 0.05 0.85 1.13 0.00 0.02 0.42 1.32 Avail Cap(c_a), veh /h 154 387 491 280 854 330 599 645 297 650 662 760 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.36 0.36 1.00 1.00 1.00 0.47 0.47 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 53.2 50.5 48.8 40.0 41.5 31.7 43.1 44.7 0.0 22.8 26.6 35.3 Incr Delay (d2), s /veh 4.0 0.9 0.2 0.3 138.1 0.0 7.0 66.5 0.0 0.0 0.2 151.7 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr2.9 6.4 2.8 5.2 35.2 0.6 11.2 28.3 0.0 0.5 10.4 49.5 LnGrp Delay(d),s /veh 57.2 51.5 49.0 40.3 179.6 31.7 50.1 111.2 0.0 22.8 26.7 186.9 LnGrp LOS E D D D F C D F C C F Approach Vol, veh /h 352 1221 1232 1290 Approach Delay, s /veh 52.4 165.7 86.1 151.0 Approach LOS D F F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 23.4 17.4 25.2 9.8 31.0 44.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmaxp.® 24.0 20.4 6.0 27.0 39.5 Max Q Clear Time (g_c +11$,5 10.7 22.6 6.0 29.0 41.5 Green Ext Time (p-c), s 0.3 0.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 127.4 HCM 2010 LOS F Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* 86.2 Approach LOS r* t F F ++ r* Traffic Volume (vph) 1069 98 213 66 92 26 631 356 17 103 557 193 Future Volume (vph) 1069 98 213 66 92 26 631 356 17 103 557 193 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 0.95 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1677 2692 1823 1584 1597 3240 1805 3374 1098 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1677 2692 1823 1584 1597 3240 1805 3374 1098 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1149 105 229 71 99 28 678 383 18 111 599 208 RTOR Reduction (vph) 0 0 104 0 0 26 0 4 0 0 0 143 Lane Group Flow (vph) 620 634 125 0 170 2 678 397 0 111 599 65 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 1 4 12 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 32.0 32.0 32.0 6.0 6.0 28.0 39.0 6.0 17.0 17.0 Effective Green, g (s) 32.0 32.0 32.0 6.0 6.0 28.0 39.0 6.0 17.0 17.0 Actuated g/C Ratio 0.32 0.32 0.32 0.06 0.06 0.28 0.39 0.06 0.17 0.17 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 527 536 861 109 95 447 1263 108 573 186 vls Ratio Prot 0.38 c0.38 c0.09 c0.42 0.12 0.06 c0.18 v/s Ratio Perm 0.05 0.00 0.06 vlc Ratio 1.18 1.18 0.15 1.56 0.02 1.52 0.31 1.03 1.05 0.35 Uniform Delay, dl 34.0 34.0 24.2 47.0 44.2 36.0 21.2 47.0 41.5 36.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.51 0.40 1.00 1.00 1.00 Incremental Delay, d2 97.9 100.1 0.0 291.6 0.0 236.6 0.2 94.3 50.0 5.1 Delay (s) 131.9 134.1 24.3 338.6 44.3 291.0 8.6 141.3 91.5 41.8 Level of Service F F C F D F A F F D Approach Delay (s) 116.2 297.0 186.1 86.2 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 139.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.29 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 100.0% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 65.2 +' r* F F r* Intersection Summary ++ r* t Traffic Volume (vph) 26 4 19 1695 10 345 19 633 265 170 581 76 Future Volume (vph) 26 4 19 1695 10 345 19 633 265 170 581 76 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.87 1.00 1.00 0.98 1.00 1.00 0.97 1.00 0.99 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 At Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1820 1398 1417 1424 1244 1805 3343 1514 3367 3347 Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1820 1398 1417 1424 1244 1805 3343 1514 3367 3347 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 28 4 20 1823 11 371 20 681 285 183 625 82 RTOR Reduction (vph) 0 0 20 0 0 100 0 0 178 0 10 0 Lane Group Flow (vph) 0 32 0 911 923 271 20 681 107 183 697 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 4 13 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 2.4 2.4 52.2 52.2 52.2 2.0 17.0 17.0 12.4 27.4 Effective Green, g (s) 2.4 2.4 52.2 52.2 52.2 2.0 17.0 17.0 12.4 27.4 Actuated g/C Ratio 0.02 0.02 0.52 0.52 0.52 0.02 0.17 0.17 0.12 0.27 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 43 33 739 743 649 36 568 257 417 917 vls Ratio Prot c0.02 0.64 c0.65 0.01 c0.20 0.05 c0.21 v/s Ratio Perm 0.00 0.22 0.07 vlc Ratio 0.74 0.01 1.23 1.24 0.42 0.56 1.20 0.42 0.44 0.76 Uniform Delay, dl 48.5 47.6 23.9 23.9 14.6 48.6 41.5 37.1 40.6 33.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.66 1.85 Incremental Delay, d2 45.4 0.1 116.3 120.3 0.2 10.1 105.7 0.4 1.5 2.7 Delay (s) 93.9 47.7 140.2 144.2 14.8 58.7 147.2 37.5 69.0 64.2 Level of Service F D F F B E F D E E Approach Delay (s) 76.1 120.8 113.7 65.2 Approach LOS E F F E Intersection Summary HCM 2000 Control Delay 106.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.17 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 86.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group Kittelson & Associates, Inc. Page 5 9. Traffic Signal Warrants Caltrans Peak Hour Warrant 3 2040 Cumulative without Project MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MINA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: 2040 Cumulative AM North -South Approach = Major Major Street East -West Approach= Minor NB 1386 Major Street Thru Lanes= 2 SIB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 34 WARRANT 3 - Peak Hour SATISFIED NO PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017\21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_ Cumulative AM_US101_EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.4 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.10 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 34 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 1420 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017\21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_ Cumulative AM_US101_EGrand.xlsm]SummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MINA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: 2040 Cumulative +Phase 1 PM North -South Approach = Major Major Street East -West Approach= Minor NB 652 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 11 WARRANT 3 - Peak Hour SATISFIED NO PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 —2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • TrafOCVOl- 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Malor / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minar ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Cumulative+Phl PM_US101_EGrand.xlsm]5ummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 8.6 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.03 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 11 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 663 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 —2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • TrafOCVOl- 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Malor / 2 Minor 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minar ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Cumulative+Phl PM_US101_EGrand.xlsm]5ummaryPeak 10. Freeway Level of Service Calculations Highway Capacity Software (HCS) 2040 Cumulative without Project BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:59 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k 1 F3.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 10176 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2774 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 38.2 mph S mph D = vp / S 72.6 pc /mi /In D = vp / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 12:59 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k 1 F3.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:00 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2kDB5C.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 12897 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv3516 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 1.5 mph S mph D = vp / S 2329.0 pc /mi /In D = vp / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:00 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2kDB5C.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:00 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k4CB3.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 13349 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2426 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 50.1 mph S mph D = vp / S 48.4 pc /mi /In D = vp / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:00 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k4CB3.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:01 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k8C8B.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 9974 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1813 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 62.6 mph S mph D = vp / S 29.0 pc /mi /In D = vp / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:01 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k8C8B.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:22 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k2709.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 9651 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2631 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 43.5 mph S mph D = vp / S 60.5 pc /mi /In D = vp / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:22 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k2709.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:22 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k894E.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8676 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2365 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 51.8 mph S mph D = vp / S 45.7 pc /mi /In D = vp / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:22 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k894E.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:23 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kC889.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8656 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1888 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.6 mph S mph D = vp / S 30.6 pc /mi /In D = vp / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:23 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kC889.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:23 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kAE2.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 11351 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2475 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 48.6 mph S mph D = vp / S 50.9 pc /mi /In D = vp / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:23 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kAE2.tmp 9/7/2018 11. Intersection Level of Service Calculations Synchro Software 2040 Cumulative plus Project HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway Bm6&W yster Poir 4---' Movement EBT EBR WBL2 WBT WBR NBL NBT NBR SBR2 NER NER2 Lane Configurations ttM ) tt r* r* r*r* r* Traffic Volume (vph) 1996 810 43 772 10 508 11 147 90 1727 567 Future Volume (vph) 1996 810 43 772 10 508 11 147 90 1727 567 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 4.5 Lane Util. Factor 0.86 1.00 0.91 0.91 0.91 1.00 1.00 *1.00 1.00 Frpb, ped /bikes 0.99 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 0.86 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.96 1.00 1.00 1.00 1.00 Satd. Flow (prot) 6080 1641 4395 2857 1448 1415 1644 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.96 1.00 1.00 1.00 1.00 Satd. Flow (perm) 6080 1641 4395 2857 1448 1415 1644 3762 1553 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 2037 827 44 788 10 518 11 150 92 1762 579 RTOR Reduction (vph) 0 0 0 1 0 0 0 89 24 0 0 Lane Group Flow (vph) 2864 0 44 797 0 352 177 61 68 1762 579 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 11 2 4 6 Heavy Vehicles ( %) 2% 3% 10% 18% 0% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 39.3 3.2 90.5 11.0 11.0 11.0 78.8 39.5 39.5 Effective Green, g (s) 39.3 3.2 90.5 11.0 11.0 11.0 78.8 39.5 39.5 Actuated g/C Ratio 0.36 0.03 0.82 0.10 0.10 0.10 0.72 0.36 0.36 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 2172 47 3615 285 144 141 1177 1350 557 vls Ratio Prot c0.47 c0.03 0.18 c0.12 0.12 c0.47 0.37 v/s Ratio Perm 0.04 0.04 vlc Ratio 1.43dr 0.94 0.22 1.24 1.23 0.43 0.06 1.31 1.04 Uniform Delay, dl 35.4 53.3 2.1 49.5 49.5 46.6 4.6 35.2 35.2 Progression Factor 0.93 1.39 1.06 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 143.7 103.2 0.0 132.3 149.4 0.8 0.0 142.8 48.8 Delay (s) 176.6 Level of Service F Approach Delay (s) 176.6 Approach LOS F Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) 177.4 2.2 F A 11.4 B 144.4 1.29 110.0 124.3% 15 181.8 198.9 47.3 F F D 156.6 F HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group 4.6 178.1 84.0 A F F 17.0 H SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* ++ r* Traffic Volume (vph) 157 367 161 287 146 69 54 425 470 1386 480 102 Future Volume (vph) 157 367 161 287 146 69 54 425 470 1386 480 102 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 4.5 4.5 4.0 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frpb, ped /bikes 1.00 0.99 1.00 1.00 0.96 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1578 2694 1660 1315 1624 2875 1387 3090 3065 1367 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1578 2694 1660 1315 1624 2875 1387 3090 3065 1367 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 160 374 164 293 149 70 55 434 480 1414 490 104 RTOR Reduction (vph) 0 14 0 0 0 63 0 0 0 0 0 63 Lane Group Flow (vph) 160 524 0 293 149 7 55 434 480 1414 490 41 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA Free Split NA Perm Protected Phases 8 8 7 7 6 6 2 2 Permitted Phases 7 Free 2 Actuated Green, G (s) 23.0 23.0 11.0 11.0 11.0 15.5 15.5 110.0 43.5 43.5 43.5 Effective Green, g (s) 23.0 23.0 11.0 11.0 11.0 15.5 15.5 110.0 43.5 43.5 43.5 Actuated g/C Ratio 0.21 0.21 0.10 0.10 0.10 0.14 0.14 1.00 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 329 329 269 166 131 228 405 1387 1221 1212 540 vls Ratio Prot 0.10 c0.33 c0.11 0.09 0.03 c0.15 c0.46 0.16 v/s Ratio Perm 0.01 0.35 0.03 vlc Ratio 0.49 1.59 1.09 0.90 0.05 0.24 1.07 0.35 1.16 0.40 0.08 Uniform Delay, dl 38.3 43.5 49.5 48.9 44.8 42.0 47.2 0.0 33.2 23.9 20.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 280.4 80.8 41.3 0.2 0.4 65.1 0.7 80.7 1.0 0.3 Delay (s) 39.1 323.9 130.3 90.2 45.0 42.4 112.4 0.7 113.9 24.9 21.0 Level of Service D F F F D D F A F C C Approach Delay (s) 258.6 107.0 53.1 87.4 Approach LOS F F D F Intersection Summary HCM 2000 Control Delay 110.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.24 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 114.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 3: Grand Ave. & Dubuque Ave. 09/0612018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt 4.0 4.0 r Traffic Volume (veh /h) 102 2122 803 33 26 50 Future Volume (veh /h) 102 2122 803 33 26 50 Number 5 2 6 16 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1633 1900 1900 1900 Adj Flow Rate, veh /h 104 2165 819 34 27 51 Adj No. of Lanes 1 3 3 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 17 17 0 0 Cap, veh /h 1105 4486 977 40 82 73 Arrive On Green 0.21 0.29 0.45 0.45 0.05 0.05 Sat Flow, veh /h 1774 5253 4530 181 1810 1615 Grp Volume(v), veh /h 104 2165 555 298 27 51 Grp Sat Flow(s),veh /h /In 1774 1695 1486 1592 1810 1615 Q Serve(g_s), s 5.2 38.6 18.1 18.3 1.6 3.4 Cycle Q Clear(g_c), s 5.2 38.6 18.1 18.3 1.6 3.4 Prop In Lane 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh /h 1105 4486 663 355 82 73 V/C Ratio(X) 0.09 0.48 0.84 0.84 0.33 0.70 Avail Cap(c_a), veh /h 1105 4486 1811 970 197 176 HCM Platoon Ratio 0.33 0.33 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.97 0.97 1.00 1.00 Uniform Delay (d), s /veh 18.6 18.3 28.7 28.7 50.9 51.8 Incr Delay (d2), s /veh 0.0 0.4 11.6 20.2 0.9 4.5 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.6 25.4 13.2 15.0 1.5 2.9 LnGrp Delay(d),s /veh 18.6 18.7 40.4 48.9 51.8 56.3 LnGrp LOS B B D D D E Approach Vol, veh /h 2269 853 78 Approach Delay, s /veh 18.7 43.4 54.7 Approach LOS B D D Timer Assigned Phs 2 5 6 8 Phs Duration (G +Y +Rc), s 101.0 72.5 28.5 9.0 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 90.0 19.0 67.0 12.0 Max Q Clear Time (g_c +ll ), s 40.6 7.2 20.3 5.4 Green Ext Time (p-c), s 19.5 8.5 4.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 26.1 HCM 2010 LOS C SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 6 ) + ++ ) rr Traffic Volume (veh /h) 2018 130 11 686 150 706 Future Volume (veh /h) 2018 130 11 686 150 706 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) Notes 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1865 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 2170 140 12 738 161 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 2046 131 591 3495 193 303 Arrive On Green 0.84 0.84 0.72 1.00 0.11 0.00 Sat Flow, veh /h 5044 312 1645 4428 1723 2707 Grp Volume(v), veh /h 1504 806 12 738 161 0 Grp Sat Flow(s),veh /h /lnl697 1794 1645 1429 1723 1354 Q Serve(g_s), s 46.2 46.2 0.2 0.0 10.1 0.0 Cycle Q Clear(g_c), s 46.2 46.2 0.2 0.0 10.1 0.0 Prop In Lane 0.17 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 1424 753 591 3495 193 303 V/C Ratio(X) 1.06 1.07 0.02 0.21 0.83 0.00 Avail Cap(c_a), veh /h 1821 962 591 3495 580 911 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.93 0.93 1.00 0.00 Uniform Delay (d), s /veh 8.8 8.8 9.9 0.0 47.8 0.0 Incr Delay (d2), s /veh 38.9 51.3 0.0 0.1 3.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /48.7 56.1 0.2 0.1 8.6 0.0 LnGrp Delay(d),s /veh 47.7 60.1 9.9 0.1 51.5 0.0 LnGrp LOS F F A A D Approach Vol, veh /h 2310 750 161 Approach Delay, s /veh 52.0 0.3 51.5 Approach LOS D A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), 38.6 55.1 93.7 16.3 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmaxg.6 59.0 65.0 37.0 Max Q Clear Time (g_c +11 ?,Z 48.2 2.0 12.1 Green Ext Time (p-c), s 0.0 8.0 4.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 40.0 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. User approved pedestrian interval to be less than phase max green. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + ++ r )) +t 4.0 4.6 + r ) ft r Traffic Volume (veh /h) 160 2309 255 359 477 102 105 159 779 249 251 115 Future Volume (veh /h) 160 2309 255 359 477 102 105 159 779 249 251 115 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1882 1545 1540 1976 1583 1776 1792 1810 1810 1900 Adj Flow Rate, veh /h 163 2356 158 366 487 78 107 162 0 254 256 0 Adj No. of Lanes 1 3 1 2 3 0 1 1 1 1 2 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 6 5 5 0 Cap, veh /h 189 2553 808 280 1853 291 160 225 193 188 428 201 Arrive On Green 0.22 1.00 1.00 0.20 1.00 1.00 0.11 0.13 0.00 0.11 0.12 0.00 Sat Flow, veh /h 1723 4940 1563 2854 3656 573 1508 1776 1524 1723 3438 1615 Grp Volume(v), veh /h 163 2356 158 366 371 194 107 162 0 254 256 0 Grp Sat Flow(s),veh /h /lnl723 1647 1563 1427 1401 1427 1508 1776 1524 1723 1719 1615 Q Serve(g_s), s 10.0 0.0 0.0 10.8 0.0 0.0 7.5 9.6 0.0 12.0 7.7 0.0 Cycle Q Clear(g_c), s 10.0 0.0 0.0 10.8 0.0 0.0 7.5 9.6 0.0 12.0 7.7 0.0 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 189 2553 808 280 1420 724 160 225 193 188 428 201 V/C Ratio(X) 0.86 0.92 0.20 1.31 0.26 0.27 0.67 0.72 0.00 1.35 0.60 0.00 Avail Cap(c_a), veh /h 282 2553 808 280 1420 724 165 468 402 188 888 417 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.51 0.51 0.51 0.89 0.89 0.89 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 42.1 0.0 0.0 44.2 0.0 0.0 47.3 46.2 0.0 49.0 45.6 0.0 Incr Delay (d2), s /veh 6.1 3.9 0.3 158.8 0.4 0.8 7.7 1.6 0.0 188.8 0.5 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln7.6 1.6 0.1 18.7 0.1 0.3 6.2 8.4 0.0 28.0 6.7 0.0 LnGrp Delay(d),s /veh 48.2 3.9 0.3 203.0 0.4 0.8 55.0 47.8 0.0 237.8 46.1 0.0 LnGrp LOS D A A F A A E D F D Approach Vol, veh /h 2677 931 269 510 Approach Delay, s /veh 6.3 80.1 50.7 141.6 Approach LOS A F D F Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), t5.0 61.1 15.7 18.3 16.1 60.0 16.0 17.9 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)l t * 42 12.0 28.4 18.0 * 35 12.0 29.0 Max Q Clear Time (g_c +ll;,& 2.0 9.5 9.7 12.0 2.0 14.0 11.6 Green Ext Time (p-c), s 0.0 26.5 0.2 0.9 0.2 23.2 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 40.4 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + ++ r )) +t Max Green Setting (Gma2p.6 ) ++ r * 54 + rr Traffic Volume (veh /h) 408 2748 170 34 544 19 145 416 183 236 75 249 Future Volume (veh /h) 408 2748 170 34 544 19 145 416 183 236 75 249 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1845 1681 1338 1550 1900 1429 1776 1792 1610 1532 1652 Adj Flow Rate, veh /h 421 2833 123 35 561 20 149 429 91 243 300 61 Adj No. of Lanes 2 3 1 2 3 0 1 2 1 1 1 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 13 42 23 23 33 7 6 18 24 15 Cap, veh /h 496 2472 688 490 2304 82 168 417 184 321 320 502 Arrive On Green 0.19 0.65 0.65 0.20 0.55 0.55 0.12 0.12 0.12 0.21 0.21 0.21 Sat Flow, veh /h 3408 5036 1401 2472 4196 149 1361 3374 1490 1533 1532 2402 Grp Volume(v), veh /h 421 2833 123 35 376 205 149 429 91 243 300 61 Grp Sat Flow(s),veh /h /In1704 1679 1401 1236 1411 1524 1361 1687 1490 1533 1532 1201 Q Serve(g_s), s 13.1 54.0 3.8 1.3 7.6 7.7 11.9 13.6 6.3 16.4 21.2 2.3 Cycle Q Clear(g_c), s 13.1 54.0 3.8 1.3 7.6 7.7 11.9 13.6 6.3 16.4 21.2 2.3 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 496 2472 688 490 1550 837 168 417 184 321 320 502 V/C Ratio(X) 0.85 1.15 0.18 0.07 0.24 0.24 0.89 1.03 0.49 0.76 0.94 0.12 Avail Cap(c_a), veh /h 620 2472 688 490 1550 837 168 417 184 321 320 502 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 43.2 19.1 10.4 35.9 12.9 12.9 47.4 48.2 45.0 40.9 42.8 35.3 Incr Delay (d2), s /veh 0.9 66.2 0.1 0.0 0.4 0.7 37.8 51.5 0.8 9.0 33.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln7.5 69.5 2.0 0.8 5.5 6.1 10.3 16.7 4.7 12.3 17.6 1.4 LnGrp Delay(d),s /veh 44.1 85.3 10.4 35.9 13.3 13.6 85.2 99.7 45.8 49.9 76.4 35.3 LnGrp LOS D F B D B B F F D D E D Approach Vol, veh /h 3377 616 669 604 Approach Delay, s /veh 77.4 14.7 89.2 61.6 Approach LOS E B F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 20.0 65.6 27.6 27.0 58.6 17.8 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gma2p.6 36.0 23.0 2.0 * 54 13.6 Max Q Clear Time (g_c +1115,' 9.7 23.2 3.3 56.0 15.6 Green Ext Time (p-c), s 0.9 4.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 69.8 HCM 2010 LOS E Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 63 20.0 3.0 r 20.0 Max Q Clear Time (g_c +llo,t 64.5 Traffic Volume (veh /h) 16 2197 53 91 384 7 46 25 784 7 6 6 Future Volume (veh /h) 16 2197 53 91 384 7 46 25 784 7 6 6 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1810 1900 1407 1525 1900 1900 1849 1863 1900 1900 1900 Adj Flow Rate, veh /h 17 2313 55 96 404 6 0 0 685 7 6 2 Adj No. of Lanes 1 2 0 1 2 0 0 1 2 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 2 0 0 0 Cap, veh /h 19 2144 51 288 2437 36 0 370 625 144 115 32 Arrive On Green 0.01 0.63 0.63 0.22 0.83 0.83 0.00 0.00 0.20 0.20 0.20 0.20 Sat Flow, veh /h 1691 3431 81 1340 2923 43 0 1849 3127 458 576 159 Grp Volume(v), veh /h 17 1154 1214 96 200 210 0 0 685 15 0 0 Grp Sat Flow(s),veh /h /lnl691 1719 1793 1340 1449 1517 0 1849 1564 1193 0 0 Q Serve(g_s), s 1.0 62.5 62.5 6.1 2.7 2.7 0.0 0.0 20.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 62.5 62.5 6.1 2.7 2.7 0.0 0.0 20.0 0.7 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.03 0.00 1.00 0.47 0.13 Lane Grp Cap(c), veh /h 19 1075 1121 288 1208 1265 0 370 625 291 0 0 V/C Ratio(X) 0.89 1.07 1.08 0.33 0.17 0.17 0.00 0.00 1.10 0.05 0.00 0.00 Avail Cap(c_a), veh /h 51 1075 1121 288 1208 1265 0 370 625 291 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.86 0.86 0.86 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.4 18.8 18.8 33.2 1.6 1.6 0.0 0.0 40.0 32.3 0.0 0.0 Incr Delay (d2), s /veh 35.4 49.4 52.6 0.2 0.3 0.2 0.0 0.0 64.8 0.0 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lnl.2 79.2 84.4 4.1 2.1 2.1 0.0 0.0 25.6 0.6 0.0 0.0 LnGrp Delay(d),s /veh 84.8 68.2 71.3 33.4 1.9 1.8 0.0 0.0 104.8 32.3 0.0 0.0 LnGrp LOS F F F C A A F C Approach Vol, veh /h 2385 506 685 15 Approach Delay, s /veh 69.9 7.8 104.8 32.3 Approach LOS E A F C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 26.5 67.0 24.0 5.1 88.4 24.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax�.® * 63 20.0 3.0 64.5 20.0 Max Q Clear Time (g_c +llo,t 64.5 2.7 3.0 4.7 22.0 Green Ext Time (p-c), s 0.0 0.0 1.7 0.0 1.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 67.7 HCM 2010 LOS E Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HIM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 4.5 t 4.0 79.5 11.5 47.5 27.5 Max Q Clear Time (g_c +ll ), s 2.8 Traffic Volume (veh /h) 555 2404 0 0 396 18 5 0 8 7 0 81 Future Volume (veh /h) 555 2404 0 0 396 18 5 0 8 7 0 81 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1827 1900 0 1484 1900 1900 1863 1900 1900 1597 1900 Adj Flow Rate, veh /h 584 2531 0 0 417 16 5 0 9 7 0 6 Adj No. of Lanes 1 2 0 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.92 0.92 0.95 0.95 0.92 0.92 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 3 4 4 0 28 28 2 2 2 0 2 2 Cap, veh /h 623 2553 0 0 939 36 101 0 182 193 0 141 Arrive On Green 0.35 0.74 0.00 0.00 0.34 0.34 0.17 0.00 0.17 0.11 0.00 0.11 Sat Flow, veh /h 1757 3563 0 0 2843 106 588 0 1058 1810 0 1321 Grp Volume(v), veh /h 584 2531 0 0 212 221 14 0 0 7 0 6 Grp Sat Flow(s),veh /h /lnl757 1736 0 0 1410 1465 1647 0 0 1810 0 1321 Q Serve(g_s), s 34.7 76.9 0.0 0.0 12.6 12.7 0.8 0.0 0.0 0.4 0.0 0.4 Cycle Q Clear(g_c), s 34.7 76.9 0.0 0.0 12.6 12.7 0.8 0.0 0.0 0.4 0.0 0.4 Prop In Lane 1.00 0.00 0.00 0.07 0.36 0.64 1.00 1.00 Lane Grp Cap(c), veh /h 623 2553 0 0 478 497 283 0 0 193 0 141 V/C Ratio(X) 0.94 0.99 0.00 0.00 0.44 0.45 0.05 0.00 0.00 0.04 0.00 0.04 Avail Cap(c_a), veh /h 773 2555 0 0 478 497 283 0 0 193 0 141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 0.87 0.87 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s /veh 33.7 14.0 0.0 0.0 27.8 27.8 37.3 0.0 0.0 43.3 0.0 43.3 Incr Delay (d2), s /veh 2.2 3.7 0.0 0.0 0.6 0.5 0.3 0.0 0.0 0.4 0.0 0.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /N.1 40.2 0.0 0.0 8.4 8.7 0.7 0.0 0.0 0.4 0.0 0.3 LnGrp Delay(d),s /veh 35.9 17.7 0.0 0.0 28.3 28.3 37.7 0.0 0.0 43.6 0.0 43.9 LnGrp LOS D B C C D D D Approach Vol, veh /h 3115 433 14 13 Approach Delay, s /veh 21.1 28.3 37.7 43.7 Approach LOS C C D D Timer Assigned Phs 2 4 6 7 8 Phs Duration (G +Y +Rc), s 23.5 83.9 16.0 42.8 41.1 Change Period (Y +Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 4.0 79.5 11.5 47.5 27.5 Max Q Clear Time (g_c +ll ), s 2.8 78.9 2.4 36.7 14.7 Green Ext Time (p-c), s 0.0 0.5 0.0 1.6 12.3 Intersection Summary HCM 2010 Ctrl Delay 22.1 HCM 2010 LOS C SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 --P� jr-- Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4 ) 63.5 Traffic Volume (veh /h) 1039 527 6 120 184 14 Future Volume (veh /h) 1039 527 6 120 184 14 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh /h 1267 643 7 146 240 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh /h 1420 1207 77 1183 360 164 Arrive On Green 0.76 0.76 0.76 0.76 0.10 0.00 Sat Flow, veh /h 1863 1583 22 1552 3548 1615 Grp Volume(v), veh /h 1267 643 153 0 240 0 Grp Sat Flow(s),veh /h /lnl863 1583 1574 0 1774 1615 Q Serve(g_s), s 31.5 10.1 0.4 0.0 4.1 0.0 Cycle Q Clear(g_c), s 31.5 10.1 31.9 0.0 4.1 0.0 Prop In Lane 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh /h 1420 1207 1260 0 360 164 V/C Ratio(X) 0.89 0.53 0.12 0.00 0.67 0.00 Avail Cap(c_a), veh /h 1900 1615 1625 0 1026 467 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 5.5 3.0 2.0 0.0 27.0 0.0 Incr Delay (d2), s /veh 3.8 0.1 0.0 0.0 0.8 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /26.7 7.7 1.2 0.0 3.6 0.0 LnGrp Delay(d),s /veh 9.3 3.1 2.0 0.0 27.8 0.0 LnGrp LOS A A A C Approach Vol, veh /h 1910 153 240 Approach Delay, s /veh 7.2 2.0 27.8 Approach LOS A A C Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 51.9 10.3 51.9 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 63.5 18.0 63.5 Max Q Clear Time (g_c +ll ), s 33.5 6.1 33.9 Green Ext Time (p-c), s 13.6 0.3 13.5 Intersection Summary HCM 2010 Ctrl Delay 9.0 HCM 2010 LOS A Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM Unsignalized Intersection Capacity Analysis 10: 101 NB Off - Ramp /Industrial Wy. /Industrial Wy. & E. Grand Ave. 09/0612018 Movement WBL WBR NET NER SWL SWT Lane Configurations r t r Traffic Volume (veh /h) 0 34 540 881 0 0 Future Volume (Veh /h) 0 34 540 881 0 0 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 37 587 958 0 0 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 587 294 1545 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 587 294 1545 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 100 cM capacity (veh /h) 445 709 426 Direction, Lane # WB 1 NE 1 NE 2 NE 3 Volume Total 37 391 515 639 Volume Left 0 0 0 0 Volume Right 37 0 319 639 cSH 709 1700 1700 1700 Volume to Capacity 0.05 0.23 0.30 0.38 Queue Length 95th (ft) 4 0 0 0 Control Delay (s) 10.4 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.4 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 39.7% ICU Level of Service A Analysis Period (min) 15 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + r ))) + r ) ++ r ) ft r Traffic Volume (veh /h) 105 289 209 895 258 272 195 62 441 185 785 160 Future Volume (veh /h) 105 289 209 895 258 272 195 62 441 185 785 160 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1785 1727 1520 1681 1792 1696 1570 1759 1776 1810 1827 Adj Flow Rate, veh /h 109 301 0 932 269 0 203 65 0 193 818 0 Adj No. of Lanes 1 2 1 3 1 1 1 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 8 7 5 4 Cap, veh /h 161 374 154 1048 432 391 230 346 173 612 1171 529 Arrive On Green 0.10 0.10 0.00 0.26 0.26 0.00 0.14 0.12 0.00 0.36 0.34 0.00 Sat Flow, veh /h 1533 3571 1468 4082 1681 1524 1616 2983 1495 1691 3438 1553 Grp Volume(v), veh /h 109 301 0 932 269 0 203 65 0 193 818 0 Grp Sat Flow(s),veh /h /lnl533 1785 1468 1361 1681 1524 1616 1492 1495 1691 1719 1553 Q Serve(g_s), s 7.5 9.1 0.0 24.2 15.6 0.0 13.6 2.2 0.0 9.0 22.6 0.0 Cycle Q Clear(g_c), s 7.5 9.1 0.0 24.2 15.6 0.0 13.6 2.2 0.0 9.0 22.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 161 374 154 1048 432 391 230 346 173 612 1171 529 V/C Ratio(X) 0.68 0.80 0.00 0.89 0.62 0.00 0.88 0.19 0.00 0.32 0.70 0.00 Avail Cap(c_a), veh /h 181 422 174 1095 451 409 279 852 427 612 1171 529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.72 0.72 0.00 1.00 1.00 0.00 0.83 0.83 0.00 Uniform Delay (d), s /veh 47.5 48.1 0.0 39.4 36.2 0.0 46.3 43.9 0.0 25.3 31.4 0.0 Incr Delay (d2), s /veh 6.1 8.5 0.0 6.7 1.8 0.0 20.9 0.1 0.0 0.1 2.9 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr6.2 8.6 0.0 14.0 11.3 0.0 11.8 1.6 0.0 7.3 16.1 0.0 LnGrp Delay(d),s /veh 53.5 56.7 0.0 46.1 38.0 0.0 67.2 44.0 0.0 25.4 34.3 0.0 LnGrp LOS D E D D E D C C Approach Vol, veh /h 410 1201 268 1011 Approach Delay, s /veh 55.8 44.3 61.6 32.6 Approach LOS E D E C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t9.7 42.1 15.5 44.4 17.4 32.7 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmalp.6 31.4 13.0 19.0 * 31 29.5 Max Q Clear Time (g_c +1115,a 24.6 11.1 11.0 4.2 26.2 Green Ext Time (p-c), s 0.1 3.5 0.3 3.9 0.2 2.1 Intersection Summary HCM 2010 Ctrl Delay 43.4 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 + rr ) + ++ r )) ++ r 22.0 + rr Traffic Volume (veh /h) 140 342 433 43 425 31 451 1144 960 19 109 549 Future Volume (veh /h) 140 342 433 43 425 31 451 1144 960 19 109 549 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 1.00 1.00 0.84 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1776 1652 1667 1275 1624 1727 1810 1863 1900 1845 1520 Adj Flow Rate, veh /h 147 360 102 45 447 6 475 1204 0 20 115 165 Adj No. of Lanes 2 1 2 1 3 1 2 2 1 1 1 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 17 10 5 2 0 3 25 Cap, veh /h 154 355 464 65 648 249 1531 1649 760 225 229 237 Arrive On Green 0.09 0.33 0.33 0.04 0.19 0.19 0.16 0.16 0.00 0.12 0.12 0.12 Sat Flow, veh /h 2831 1776 2318 1587 3481 1336 3191 3438 1583 1810 1845 1914 Grp Volume(v), veh /h 147 360 102 45 447 6 475 1204 0 20 115 165 Grp Sat Flow(s),veh /h /In1416 1776 1159 1587 1160 1336 1596 1719 1583 1810 1845 957 Q Serve(g_s), s 5.7 22.0 3.5 3.1 13.2 0.4 14.5 36.7 0.0 1.1 6.4 9.1 Cycle Q Clear(g_c), s 5.7 22.0 3.5 3.1 13.2 0.4 14.5 36.7 0.0 1.1 6.4 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 154 355 464 65 648 249 1531 1649 760 225 229 237 V/C Ratio(X) 0.95 1.01 0.22 0.70 0.69 0.02 0.31 0.73 0.00 0.09 0.50 0.69 Avail Cap(c_a), veh /h 154 355 464 87 696 267 1531 1649 760 362 369 383 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 0.09 0.09 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 49.8 36.6 30.5 52.1 41.8 36.6 30.2 39.5 0.0 42.7 45.0 46.2 Incr Delay (d2), s /veh 43.0 40.8 0.1 7.1 2.1 0.0 0.0 0.3 0.0 0.1 0.6 1.4 Initial Q Delay(d3),s /veh 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr6.4 26.5 2.0 2.7 7.8 0.3 7.7 19.6 0.0 1.0 5.9 4.4 LnGrp Delay(d),s /veh 92.8 77.5 30.6 59.1 43.9 36.6 30.2 39.8 0.0 42.7 45.6 47.5 LnGrp LOS F F C E D D C D D D D Approach Vol, veh /h 609 498 1679 300 Approach Delay, s /veh 73.3 45.2 37.1 46.5 Approach LOS E D D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s8.5 26.0 57.4 10.0 24.5 18.1 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmax�.® 22.0 42.9 6.0 22.0 22.0 Max Q Clear Time (g_c +115,t 24.0 38.7 7.7 15.2 11.1 Green Ext Time (p-c), s 0.3 0.0 2.7 0.0 1.4 0.8 Intersection Summary HCM 2010 Ctrl Delay 46.4 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 16 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* + ++ r* Traffic Volume (vph) 2369 80 571 69 60 23 395 233 15 67 420 109 Future Volume (vph) 2369 80 571 69 60 23 395 233 15 67 420 109 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1662 2697 1802 1588 1597 3233 1805 3374 1122 Flt Permitted 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1662 2697 1802 1588 1597 3233 1805 3374 1122 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 2442 82 589 71 62 24 407 240 15 69 433 112 RTOR Reduction (vph) 0 0 108 0 0 23 0 4 0 0 0 101 Lane Group Flow (vph) 1270 1254 481 0 133 1 407 251 0 69 433 11 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 13 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 62.0 62.0 62.0 6.0 6.0 14.0 22.0 3.0 11.0 11.0 Effective Green, g (s) 62.0 62.0 62.0 6.0 6.0 14.0 22.0 3.0 11.0 11.0 Actuated g/C Ratio 0.56 0.56 0.56 0.05 0.05 0.13 0.20 0.03 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 929 936 1520 98 86 203 646 49 337 112 vls Ratio Prot c0.77 0.75 c0.07 c0.25 0.08 0.04 c0.13 v/s Ratio Perm 0.18 0.00 0.01 vlc Ratio 1.37 1.34 0.32 1.36 0.02 2.00 0.39 1.41 1.28 0.10 Uniform Delay, dl 24.0 24.0 12.7 52.0 49.2 48.0 38.2 53.5 49.5 45.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.79 0.84 0.87 1.12 2.05 Incremental Delay, d2 172.1 160.1 0.0 213.3 0.0 468.5 1.7 263.2 147.1 1.6 Delay (s) 196.1 184.1 12.8 265.3 49.2 506.3 33.6 309.6 202.6 93.8 Level of Service F F B F D F C F F F Approach Delay (s) 156.6 232.3 324.2 194.8 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 188.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.45 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 118.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 133.9 +' r* E F r* Intersection Summary ++ r* t Traffic Volume (vph) 26 1 11 507 2 165 15 452 1435 571 490 14 Future Volume (vph) 26 1 11 507 2 165 15 452 1435 571 490 14 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.83 1.00 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1812 1334 1417 1423 1239 1805 3343 1517 3367 3393 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1812 1334 1417 1423 1239 1805 3343 1517 3367 3393 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 28 1 12 545 2 177 16 486 1543 614 527 15 RTOR Reduction (vph) 0 0 12 0 0 142 0 0 334 0 2 0 Lane Group Flow (vph) 0 29 0 272 275 35 16 486 1209 614 540 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 15 21 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 2.0 2.0 22.0 22.0 22.0 1.2 55.0 55.0 15.0 68.8 Effective Green, g (s) 2.0 2.0 22.0 22.0 22.0 1.2 55.0 55.0 15.0 68.8 Actuated g/C Ratio 0.02 0.02 0.20 0.20 0.20 0.01 0.50 0.50 0.14 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 32 24 283 284 247 19 1671 758 459 2122 vls Ratio Prot c0.02 0.19 c0.19 0.01 0.15 c0.18 0.16 v/s Ratio Perm 0.00 0.03 c0.80 vlc Ratio 0.91 0.01 0.96 0.97 0.14 0.84 0.29 1.59 1.34 0.25 Uniform Delay, dl 53.9 53.0 43.6 43.7 36.2 54.3 16.1 27.5 47.5 9.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.48 2.52 Incremental Delay, d2 117.7 0.1 42.5 44.0 0.1 128.3 0.0 274.0 161.4 0.2 Delay (s) 171.6 53.1 86.1 87.6 36.3 182.6 16.1 301.5 231.6 23.3 Level of Service F D F F D F B F F C Approach Delay (s) 136.9 74.5 232.7 133.9 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 174.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.39 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 119.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway E M /M /N1 ®yster Poir 4---' Movement EBT EBR WBL2 WBT WBR NBL NBT NBR SBR2 NER NER2 Lane Configurations ttM ) tt r* r* r*r* r* Traffic Volume (vph) 754 262 160 3316 10 1720 6 100 484 375 145 Future Volume (vph) 754 262 160 3316 10 1720 6 100 484 375 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 4.5 Lane Util. Factor 0.86 1.00 0.91 0.91 0.91 1.00 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 0.86 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Satd. Flow (prot) 6122 1641 4396 2857 1435 1428 1644 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Satd. Flow (perm) 6122 1641 4396 2857 1435 1428 1644 3762 1553 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.96 Adj. Flow (vph) 785 273 167 3454 10 1792 7 104 504 391 151 RTOR Reduction (vph) 0 0 0 0 0 0 0 69 27 0 0 Lane Group Flow (vph) 1058 0 167 3464 0 1201 598 35 477 391 151 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 2 2 2 2 Heavy Vehicles ( %) 2% 3% 10% 18% 0% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 22.0 10.0 68.5 33.0 33.0 33.0 50.0 28.0 28.0 Effective Green, g (s) 22.0 10.0 68.5 33.0 33.0 33.0 50.0 28.0 28.0 Actuated g/C Ratio 0.20 0.09 0.62 0.30 0.30 0.30 0.45 0.25 0.25 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 1224 149 2737 857 430 428 747 957 395 vls Ratio Prot 0.17 0.10 c0.79 c0.42 0.42 0.10 0.10 v/s Ratio Perm 0.02 0.29 vlc Ratio 0.86 1.12 1.27 1.40 1.39 0.08 0.64 0.41 0.38 Uniform Delay, dl 42.6 50.0 20.8 38.5 38.5 27.6 23.1 34.1 33.9 Progression Factor 1.25 1.11 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 63.1 119.7 187.7 189.6 0.0 1.3 0.1 0.2 Delay (s) 58.2 118.5 137.8 226.2 228.1 27.7 24.4 34.2 34.1 Level of Service E F F F F C C C C Approach Delay (s) 58.2 136.9 215.9 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 131.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.43 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 137.8% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ) tt ++ r* Traffic Volume (vph) 161 172 151 1221 559 718 65 488 135 663 461 155 Future Volume (vph) 161 172 151 1221 559 718 65 488 135 663 461 155 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 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 0.97 0.95 1.00 Frpb, ped /bikes 1.00 0.98 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.94 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1528 2694 1660 1332 1624 4029 3090 3065 1338 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1528 2694 1660 1332 1624 4029 3090 3065 1338 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 168 179 157 1272 582 748 68 508 141 691 480 161 RTOR Reduction (vph) 0 29 0 0 0 331 0 0 0 0 0 130 Lane Group Flow (vph) 168 307 0 1272 582 417 68 649 0 691 480 31 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA Split NA Perm Protected Phases 8 8 7 7 6 6 2 2 Permitted Phases 7 2 Actuated Green, G (s) 16.0 16.0 42.0 42.0 42.0 13.5 13.5 21.5 21.5 21.5 Effective Green, g (s) 16.0 16.0 42.0 42.0 42.0 13.5 13.5 21.5 21.5 21.5 Actuated g/C Ratio 0.15 0.15 0.38 0.38 0.38 0.12 0.12 0.20 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 229 222 1028 633 508 199 494 603 599 261 vls Ratio Prot 0.11 c0.20 c0.47 0.35 0.04 c0.16 c0.22 0.16 v/s Ratio Perm 0.31 0.02 vlc Ratio 0.73 1.38 1.24 0.92 0.82 0.34 1.31 1.15 0.80 0.12 Uniform Delay, dl 45.0 47.0 34.0 32.4 30.6 44.2 48.2 44.2 42.2 36.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.04 1.02 1.00 1.00 1.00 Incremental Delay, d2 10.9 197.7 115.3 18.4 10.2 0.6 152.7 84.0 10.8 0.9 Delay (s) 55.8 244.7 149.3 50.8 40.8 46.5 202.0 128.2 53.0 37.4 Level of Service E F F D D D F F D D Approach Delay (s) 181.7 96.1 187.2 90.2 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 115.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.25 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 108.8% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 3: Grand Ave. & Dubuque Ave. 09/0612018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt 4.0 4.0 r Traffic Volume (veh /h) 62 908 3611 192 22 160 Future Volume (veh /h) 62 908 3611 192 22 160 Number 5 2 6 16 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1636 1900 1900 1900 Adj Flow Rate, veh /h 63 927 3685 196 22 35 Adj No. of Lanes 1 3 3 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 17 17 0 0 Cap, veh /h 200 4549 3235 169 59 53 Arrive On Green 0.04 0.30 1.00 1.00 0.03 0.03 Sat Flow, veh /h 1774 5253 4487 226 1810 1615 Grp Volume(v), veh /h 63 927 2505 1376 22 35 Grp Sat Flow(s),veh /h /In 1774 1695 1489 1589 1810 1615 Q Serve(g_s), s 3.8 15.0 82.0 78.5 1.3 2.4 Cycle Q Clear(g_c), s 3.8 15.0 82.0 78.5 1.3 2.4 Prop In Lane 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh /h 200 4549 2220 1184 59 53 V/C Ratio(X) 0.31 0.20 1.13 1.16 0.37 0.66 Avail Cap(c_a), veh /h 200 4549 2220 1184 66 59 HCM Platoon Ratio 0.33 0.33 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s /veh 48.8 9.4 0.0 0.0 52.1 52.6 Incr Delay (d2), s /veh 0.3 0.1 58.5 73.9 1.4 15.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 3.4 11.5 32.3 43.1 1.2 2.3 LnGrp Delay(d),s /veh 49.1 9.5 58.5 73.9 53.5 68.3 LnGrp LOS D A F F D E Approach Vol, veh /h 990 3881 57 Approach Delay, s /veh 12.0 63.9 62.6 Approach LOS B E E Timer Assigned Phs 2 5 6 8 Phs Duration (G +Y +Rc), s 102.4 16.4 86.0 7.6 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 98.0 12.0 82.0 4.0 Max Q Clear Time (g_c +ll), s 17.0 5.8 84.0 4.4 Green Ext Time (p-c), s 5.1 2.5 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 53.5 HCM 2010 LOS D SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 6 ) + ++ ) rr Traffic Volume (veh /h) 790 140 13 3474 330 343 Future Volume (veh /h) 790 140 13 3474 330 343 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.98 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1868 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 849 140 14 3735 355 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 3319 544 15 3429 219 345 Arrive On Green 1.00 1.00 0.01 0.80 0.13 0.00 Sat Flow, veh /h 4568 721 1645 4428 1723 2707 Grp Volume(v), veh /h 655 334 14 3735 355 0 Grp Sat Flow(s),veh /h /In1700 1720 1645 1429 1723 1354 Q Serve(g_s), s 0.0 0.0 0.9 88.0 14.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.9 88.0 14.0 0.0 Prop In Lane 0.42 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2565 1297 15 3429 219 345 V/C Ratio(X) 0.26 0.26 0.92 1.09 1.62 0.00 Avail Cap(c_a), veh /h 2565 1297 60 3429 219 345 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.09 0.09 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 54.4 11.0 48.0 0.0 Incr Delay (d2), s /veh 0.2 0.5 7.7 40.7 298.4 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.2 0.3 0.8 81.4 44.7 0.0 LnGrp Delay(d),s /veh 0.2 0.5 62.2 51.7 346.4 0.0 LnGrp LOS A A E F F Approach Vol, veh /h 989 3749 355 Approach Delay, s /veh 0.3 51.7 346.4 Approach LOS A D F Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s5.0 87.0 92.0 18.0 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (GmaxA.® 80.0 88.0 14.0 Max Q Clear Time (g_c +11 ?,a 2.0 90.0 16.0 Green Ext Time (p-c), s 0.0 74.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 62.3 HCM 2010 LOS E SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + ++ r )) +t 4.0 4.6 + r ) ft r Traffic Volume (veh /h) 146 820 167 881 1784 527 605 201 285 90 377 1098 Future Volume (veh /h) 146 820 167 881 1784 527 605 201 285 90 377 1098 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1882 1545 1545 1976 1583 1776 1792 1810 1810 1900 Adj Flow Rate, veh /h 151 845 172 908 1839 543 624 207 0 93 389 0 Adj No. of Lanes 1 3 1 2 3 0 1 1 1 1 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 6 5 5 0 Cap, veh /h 94 1060 330 960 1622 459 302 264 227 261 325 153 Arrive On Green 0.02 0.07 0.07 0.45 0.66 0.66 0.20 0.15 0.00 0.15 0.09 0.00 Sat Flow, veh /h 1723 4940 1538 2854 3255 922 1508 1776 1524 1723 3438 1615 Grp Volume(v), veh /h 151 845 172 908 1579 803 624 207 0 93 389 0 Grp Sat Flow(s),veh /h /lnl723 1647 1538 1427 1406 1364 1508 1776 1524 1723 1719 1615 Q Serve(g_s), s 6.0 18.5 7.7 33.5 54.8 54.8 22.0 12.4 0.0 5.3 10.4 0.0 Cycle Q Clear(g_c), s 6.0 18.5 7.7 33.5 54.8 54.8 22.0 12.4 0.0 5.3 10.4 0.0 Prop In Lane 1.00 1.00 1.00 0.68 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 94 1060 330 960 1401 680 302 264 227 261 325 153 V/C Ratio(X) 1.61 0.80 0.52 0.95 1.13 1.18 2.07 0.78 0.00 0.36 1.20 0.00 Avail Cap(c_a), veh /h 94 1060 330 1033 1401 680 302 387 332 261 325 153 HCM Platoon Ratio 0.33 0.33 0.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 54.0 48.8 19.3 29.4 18.6 18.6 44.0 45.1 0.0 41.9 49.8 0.0 Incr Delay (d2), s /veh 314.6 6.0 5.5 2.1 58.0 83.4 492.4 3.4 0.0 0.3 114.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /n.9 13.8 6.8 15.1 56.6 63.1 90.7 10.4 0.0 4.6 18.2 0.0 LnGrp Delay(d),slveh 368.6 54.7 24.8 31.5 76.5 101.9 536.4 48.5 0.0 42.2 164.4 0.0 LnGrp LOS F D C C F F F D D F Approach Vol, veh /h 1168 3290 831 482 Approach Delay, s /veh 90.9 70.3 414.8 140.8 Approach LOS F E F F Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), 41.2 27.8 26.0 15.0 10.0 59.0 20.6 20.4 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)46 * 21 22.0 10.4 6.0 * 55 9.0 24.0 Max Q Clear Time (g_c +05,5 20.5 24.0 12.4 8.0 56.8 7.3 14.4 Green Ext Time (p-c), s 1.5 0.3 0.0 0.0 0.0 0.0 0.5 0.4 Intersection Summary HCM 2010 Ctrl Delay 130.0 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + ++ r )) +t Max Green Setting (Gmax�.® ) ++ r * 32 + rr Traffic Volume (veh /h) 282 769 136 313 2600 14 250 61 45 41 244 342 Future Volume (veh /h) 282 769 136 313 2600 14 250 61 45 41 244 342 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1845 1681 1338 1546 1900 1429 1776 1792 1610 1532 1652 Adj Flow Rate, veh /h 291 793 140 323 2680 14 258 63 46 42 976 353 Adj No. of Lanes 2 3 1 2 3 0 1 2 1 1 1 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 13 42 23 23 33 7 6 18 24 15 Cap, veh /h 186 1483 411 520 1974 10 96 239 105 410 410 643 Arrive On Green 0.07 0.39 0.39 0.21 0.46 0.46 0.07 0.07 0.07 0.27 0.27 0.27 Sat Flow, veh /h 3408 5036 1394 2472 4332 23 1361 3374 1479 1533 1532 2406 Grp Volume(v), veh /h 291 793 140 323 1739 955 258 63 46 42 976 353 Grp Sat Flow(s),veh /h /In1704 1679 1394 1236 1406 1541 1361 1687 1479 1533 1532 1203 Q Serve(g_s), s 6.0 13.3 7.8 13.1 50.1 50.1 7.8 1.9 3.3 2.3 29.4 13.9 Cycle Q Clear(g_c), s 6.0 13.3 7.8 13.1 50.1 50.1 7.8 1.9 3.3 2.3 29.4 13.9 Prop In Lane 1.00 1.00 1.00 0.01 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 186 1483 411 520 1282 702 96 239 105 410 410 643 V/C Ratio(X) 1.57 0.53 0.34 0.62 1.36 1.36 2.67 0.26 0.44 0.10 2.38 0.55 Avail Cap(c_a), veh /h 186 1483 411 520 1282 702 96 239 105 410 410 643 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.59 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 51.0 27.7 26.0 39.5 29.9 29.9 51.1 48.4 49.0 30.4 40.3 34.6 Incr Delay (d2), s /veh 269.4 0.8 1.3 1.7 165.7 170.9 782.1 0.2 1.1 0.0 629.9 0.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /W.6 9.4 5.4 8.1 88.0 98.3 43.0 1.7 2.5 1.7 151.3 8.2 LnGrp Delay(d),slveh 320.4 28.5 27.3 41.2 195.7 200.8 833.2 48.6 50.1 30.4 670.2 35.2 LnGrp LOS F C C D F F F D D C F D Approach Vol, veh /h 1224 3017 367 1371 Approach Delay, s /veh 97.7 180.7 600.4 487.1 Approach LOS F F F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 0.0 54.7 34.0 27.7 37.0 12.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmax�.® 49.4 29.4 23.0 * 32 7.8 Max Q Clear Time (g_c +llo,Q 52.1 31.4 15.1 15.3 9.8 Green Ext Time (p-c), s 0.0 0.0 0.0 7.4 3.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 259.8 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 22 16.0 2.0 r 16.0 Max Q Clear Time (g_c +8),8; 21.2 Traffic Volume (veh /h) 4 597 49 797 2048 6 77 9 72 11 24 23 Future Volume (veh /h) 4 597 49 797 2048 6 77 9 72 11 24 23 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1811 1900 1407 1521 1900 1900 1752 1863 1900 1900 1900 Adj Flow Rate, veh /h 4 628 52 839 2156 6 81 9 23 12 25 3 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 2 0 0 0 Cap, veh /h 4 689 57 722 2235 6 169 15 182 58 93 8 Arrive On Green 0.00 0.22 0.22 0.72 1.00 1.00 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh /h 1691 3206 265 1340 2956 8 863 129 1563 93 800 72 Grp Volume(v), veh /h 4 337 343 839 1053 1109 90 0 23 40 0 0 Grp Sat Flow(s),veh /h /lnl691 1720 1750 1340 1445 1519 992 0 1563 965 0 0 Q Serve(g_s), s 0.2 19.1 19.2 53.8 0.0 0.0 0.0 0.0 1.3 0.1 0.0 0.0 Cycle Q Clear(g_c), s 0.2 19.1 19.2 53.8 0.0 0.0 9.5 0.0 1.3 9.7 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.01 0.90 1.00 0.30 0.07 Lane Grp Cap(c), veh /h 4 370 376 722 1092 1149 184 0 182 159 0 0 V/C Ratio(X) 1.01 0.91 0.91 1.16 0.96 0.97 0.49 0.00 0.13 0.25 0.00 0.00 Avail Cap(c_a), veh /h 34 370 376 722 1092 1149 241 0 250 233 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.9 38.3 38.3 14.2 0.0 0.0 43.1 0.0 39.6 40.0 0.0 0.0 Incr Delay (d2), s /veh 129.7 28.8 28.8 74.7 3.3 3.2 0.7 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.5 17.7 18.0 60.1 1.5 1.5 4.4 0.0 1.0 1.8 0.0 0.0 LnGrp Delay(d),slveh 179.6 67.1 67.2 88.9 3.3 3.2 43.9 0.0 39.7 40.3 0.0 0.0 LnGrp LOS F E E F A A D D D Approach Vol, veh /h 684 3001 113 40 Approach Delay, s /veh 67.8 27.2 43.0 40.3 Approach LOS E C D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 58.3 26.0 15.7 4.2 80.1 15.7 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gma5p.6 * 22 16.0 2.0 69.5 16.0 Max Q Clear Time (g_c +8),8; 21.2 11.7 2.2 2.0 11.5 Green Ext Time (p-c), s 0.0 0.1 0.2 0.0 33.6 0.2 Intersection Summary HCM 2010 Ctrl Delay 35.0 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HIM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 4.5 t 17.5 73.5 17.5 5.5 63.5 Max Q Clear Time (g_c +ll ), s 2.1 Traffic Volume (veh /h) 131 528 0 0 2273 52 2 0 1 2 0 561 Future Volume (veh /h) 131 528 0 0 2273 52 2 0 1 2 0 561 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1827 1900 0 1484 1900 1900 1863 1900 1900 1597 1900 Adj Flow Rate, veh /h 139 562 0 0 2418 55 2 0 1 2 0 501 Adj No. of Lanes 1 2 0 0 2 0 0 1 0 0 1 0 Peak Hour Factor 0.94 0.94 0.92 0.92 0.94 0.94 0.92 0.92 0.92 0.94 0.92 0.94 Percent Heavy Veh, % 3 4 4 0 28 28 2 2 2 2 2 2 Cap, veh /h 97 2551 0 0 1789 41 121 12 36 36 1 232 Arrive On Green 0.05 0.74 0.00 0.00 0.63 0.63 0.17 0.00 0.17 0.17 0.00 0.17 Sat Flow, veh /h 1757 3563 0 0 2891 64 348 67 207 1 4 1325 Grp Volume(v), veh /h 139 562 0 0 1205 1268 3 0 0 503 0 0 Grp Sat Flow(s),veh /h /lnl757 1736 0 0 1410 1471 622 0 0 1330 0 0 Q Serve(g_s), s 5.5 5.1 0.0 0.0 63.5 63.5 0.0 0.0 0.0 4.3 0.0 0.0 Cycle Q Clear(g_c), s 5.5 5.1 0.0 0.0 63.5 63.5 0.1 0.0 0.0 17.5 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.04 0.67 0.33 0.00 1.00 Lane Grp Cap(c), veh /h 97 2551 0 0 895 934 169 0 0 269 0 0 V/C Ratio(X) 1.44 0.22 0.00 0.00 1.35 1.36 0.02 0.00 0.00 1.87 0.00 0.00 Avail Cap(c_a), veh /h 97 2551 0 0 895 934 169 0 0 269 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.62 0.62 0.00 0.00 0.09 0.09 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 47.3 4.2 0.0 0.0 18.3 18.3 34.1 0.0 0.0 42.4 0.0 0.0 Incr Delay (d2), s /veh 229.9 0.0 0.0 0.0 156.3 161.6 0.2 0.0 0.0 405.6 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /M.9 4.4 0.0 0.0 109.5 116.5 0.1 0.0 0.0 67.9 0.0 0.0 LnGrp Delay(d),s /veh 277.1 4.2 0.0 0.0 174.5 179.9 34.3 0.0 0.0 448.1 0.0 0.0 LnGrp LOS F A F F C F Approach Vol, veh /h 701 2473 3 503 Approach Delay, s /veh 58.3 177.3 34.3 448.1 Approach LOS E F C F Timer Assigned Phs 2 4 6 7 8 Phs Duration (G +Y +Rc), s 22.0 78.0 22.0 10.0 68.0 Change Period (Y +Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.5 73.5 17.5 5.5 63.5 Max Q Clear Time (g_c +ll ), s 2.1 7.1 19.5 7.5 65.5 Green Ext Time (p-c), s 3.3 59.7 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 191.5 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. User approved pedestrian interval to be less than phase max green. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 --P� jr-- Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4 ) 40.0 Traffic Volume (veh /h) 286 106 4 975 544 10 Future Volume (veh /h) 286 106 4 975 544 10 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh /h 311 115 4 1060 601 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh /h 1174 998 66 1172 767 349 Arrive On Green 0.63 0.63 0.63 0.63 0.22 0.00 Sat Flow, veh /h 1863 1583 1 1860 3548 1615 Grp Volume(v), veh /h 311 115 1064 0 601 0 Grp Sat Flow(s),veh /h /lnl863 1583 1861 0 1774 1615 Q Serve(g_s), s 4.1 1.6 0.0 0.0 8.8 0.0 Cycle Q Clear(g_c), s 4.1 1.6 27.3 0.0 8.8 0.0 Prop In Lane 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 1174 998 1238 0 767 349 V/C Ratio(X) 0.26 0.12 0.86 0.00 0.78 0.00 Avail Cap(c_a), veh /h 1346 1144 1410 0 1667 759 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 4.5 4.1 8.8 0.0 20.5 0.0 Incr Delay (d2), s /veh 0.0 0.0 4.5 0.0 0.7 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln3.8 1.3 21.5 0.0 7.9 0.0 LnGrp Delay(d),s /veh 4.6 4.1 13.4 0.0 21.1 0.0 LnGrp LOS A A B C Approach Vol, veh /h 426 1064 601 Approach Delay, s /veh 4.5 13.4 21.1 Approach LOS A B C Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 39.4 16.0 39.4 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 6.1 10.8 29.3 Green Ext Time (p-c), s 9.4 1.1 5.6 Intersection Summary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM Unsignalized Intersection Capacity Analysis 10: 101 NB Off - Ramp /Industrial Wy. /Industrial Wy. & E. Grand Ave. 09/0612018 Movement WBL WBR NET NER SWL SWT Lane Configurations r t r Traffic Volume (veh /h) 0 11 80 584 0 0 Future Volume (Veh /h) 0 11 80 584 0 0 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 12 87 635 0 0 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 87 44 722 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 87 44 722 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh /h) 910 1024 876 Direction, Lane # WB 1 NE 1 NE 2 NE 3 Volume Total 12 58 241 423 Volume Left 0 0 0 0 Volume Right 12 0 212 423 cSH 1024 1700 1700 1700 Volume to Capacity 0.01 0.03 0.14 0.25 Queue Length 95th (ft) 1 0 0 0 Control Delay (s) 8.6 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 8.6 0.0 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + r ))) + r ) ++ r ) ft r Traffic Volume (veh /h) 169 236 200 1969 368 510 102 30 319 150 1121 170 Future Volume (veh /h) 169 236 200 1969 368 510 102 30 319 150 1121 170 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1765 1727 1520 1681 1792 1696 1570 1759 1776 1810 1827 Adj Flow Rate, veh /h 141 295 0 2051 383 0 106 31 0 156 1168 0 Adj No. of Lanes 1 2 1 3 1 1 1 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 8 7 5 4 Cap, veh /h 112 257 107 1948 802 727 59 121 61 420 888 401 Arrive On Green 0.07 0.07 0.00 0.48 0.48 0.00 0.04 0.04 0.00 0.17 0.17 0.00 Sat Flow, veh /h 1533 3530 1468 4082 1681 1524 1616 2983 1495 1691 3438 1553 Grp Volume(v), veh /h 141 295 0 2051 383 0 106 31 0 156 1168 0 Grp Sat Flow(s),veh /h /lnl533 1765 1468 1361 1681 1524 1616 1492 1495 1691 1719 1553 Q Serve(g_s), s 8.0 8.0 0.0 52.5 17.0 0.0 4.0 1.1 0.0 9.0 28.4 0.0 Cycle Q Clear(g_c), s 8.0 8.0 0.0 52.5 17.0 0.0 4.0 1.1 0.0 9.0 28.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 112 257 107 1948 802 727 59 121 61 420 888 401 V/C Ratio(X) 1.26 1.15 0.00 1.05 0.48 0.00 1.80 0.26 0.00 0.37 1.32 0.00 Avail Cap(c_a), veh /h 112 257 107 1948 802 727 59 526 264 420 888 401 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 0.00 0.58 0.58 0.00 Uniform Delay (d), s /veh 51.0 51.0 0.0 28.8 19.5 0.0 53.0 51.2 0.0 38.2 45.5 0.0 Incr Delay (d2), s /veh 172.2 102.4 0.0 25.3 0.0 0.0 421.0 0.4 0.0 0.1 146.8 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /M.7 13.6 0.0 43.0 9.3 0.0 15.6 0.8 0.0 6.8 56.8 0.0 LnGrp Delay(d),s /veh 223.2 153.4 0.0 54.0 19.5 0.0 474.0 51.6 0.0 38.3 192.3 0.0 LnGrp LOS F F F B F D D F Approach Vol, veh /h 436 2434 137 1324 Approach Delay, s /veh 176.0 48.6 378.4 174.2 Approach LOS F D F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s8.0 33.0 12.0 31.9 9.1 57.0 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (GmaxA.6 28.4 8.0 13.0 * 19 52.5 Max Q Clear Time (g_c +llo,Q 30.4 10.0 11.0 3.1 54.5 Green Ext Time (p-c), s 0.0 0.0 0.0 1.5 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 110.2 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 + rr ) + ++ r )) ++ r 39.5 + rr Traffic Volume (veh /h) 100 135 470 101 1058 14 481 699 220 12 262 1308 Future Volume (veh /h) 100 135 470 101 1058 14 481 699 220 12 262 1308 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.91 1.00 0.97 1.00 1.00 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1776 1652 1667 1275 1624 1727 1810 1863 1900 1845 1520 Adj Flow Rate, veh /h 105 142 106 106 1114 15 506 736 0 13 276 1061 Adj No. of Lanes 2 1 2 1 3 1 2 2 1 1 1 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 17 10 5 2 0 3 25 Cap, veh /h 150 216 274 281 854 330 597 643 296 650 662 760 Arrive On Green 0.02 0.04 0.04 0.18 0.25 0.25 0.19 0.19 0.00 0.36 0.36 0.36 Sat Flow, veh /h 2831 1776 2252 1587 3481 1343 3191 3438 1583 1810 1845 2117 Grp Volume(v), veh /h 105 142 106 106 1114 15 506 736 0 13 276 1061 Grp Sat Flow(s),veh /h /In1416 1776 1126 1587 1160 1343 1596 1719 1583 1810 1845 1059 Q Serve(g_s), s 4.1 8.7 5.0 6.5 27.0 0.9 16.8 20.6 0.0 0.5 12.4 39.5 Cycle Q Clear(g_c), s 4.1 8.7 5.0 6.5 27.0 0.9 16.8 20.6 0.0 0.5 12.4 39.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 150 216 274 281 854 330 597 643 296 650 662 760 V/C Ratio(X) 0.70 0.66 0.39 0.38 1.30 0.05 0.85 1.14 0.00 0.02 0.42 1.40 Avail Cap(c_a), veh /h 154 387 491 281 854 330 597 643 296 650 662 760 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.36 0.36 1.00 1.00 1.00 0.45 0.45 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 53.2 50.5 48.8 39.9 41.5 31.7 43.2 44.7 0.0 22.8 26.6 35.3 Incr Delay (d2), s /veh 4.0 0.9 0.2 0.3 145.2 0.0 6.8 73.6 0.0 0.0 0.2 185.9 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr2.9 6.4 2.8 5.2 36.2 0.6 11.1 29.4 0.0 0.5 10.4 56.0 LnGrp Delay(d),s /veh 57.2 51.4 49.0 40.3 186.7 31.7 50.0 118.3 0.0 22.8 26.7 221.2 LnGrp LOS E D D D F C D F C C F Approach Vol, veh /h 353 1235 1242 1350 Approach Delay, s /veh 52.4 172.2 90.5 179.5 Approach LOS D F F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 23.4 17.4 25.2 9.8 31.0 44.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmaxp.® 24.0 20.4 6.0 27.0 39.5 Max Q Clear Time (g_c +11$,5 10.7 22.6 6.1 29.0 41.5 Green Ext Time (p-c), s 0.4 0.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 140.2 HCM 2010 LOS F SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 1078 98 213 66 92 26 631 356 17 103 557 193 Future Volume (vph) 1078 98 213 66 92 26 631 356 17 103 557 193 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 0.95 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1677 2692 1823 1584 1597 3240 1805 3374 1098 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1677 2692 1823 1584 1597 3240 1805 3374 1098 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1159 105 229 71 99 28 678 383 18 111 599 208 RTOR Reduction (vph) 0 0 104 0 0 26 0 4 0 0 0 143 Lane Group Flow (vph) 626 638 125 0 170 2 678 397 0 111 599 65 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 1 4 12 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 32.0 32.0 32.0 6.0 6.0 28.0 39.0 6.0 17.0 17.0 Effective Green, g (s) 32.0 32.0 32.0 6.0 6.0 28.0 39.0 6.0 17.0 17.0 Actuated g/C Ratio 0.32 0.32 0.32 0.06 0.06 0.28 0.39 0.06 0.17 0.17 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 527 536 861 109 95 447 1263 108 573 186 vls Ratio Prot 0.38 c0.38 c0.09 c0.42 0.12 0.06 c0.18 v/s Ratio Perm 0.05 0.00 0.06 vlc Ratio 1.19 1.19 0.15 1.56 0.02 1.52 0.31 1.03 1.05 0.35 Uniform Delay, dl 34.0 34.0 24.2 47.0 44.2 36.0 21.2 47.0 41.5 36.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.51 0.40 1.00 1.00 1.00 Incremental Delay, d2 102.4 103.1 0.0 291.6 0.0 236.6 0.2 94.3 50.0 5.1 Delay (s) 136.4 137.1 24.3 338.6 44.3 291.0 8.7 141.3 91.5 41.8 Level of Service F F C F D F A F F D Approach Delay (s) 119.5 297.0 186.0 86.2 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 140.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.30 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 100.3% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 65.2 +' r* F F r* Intersection Summary ++ r* t Traffic Volume (vph) 26 4 19 1736 10 345 19 633 266 170 581 76 Future Volume (vph) 26 4 19 1736 10 345 19 633 266 170 581 76 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.87 1.00 1.00 0.98 1.00 1.00 0.97 1.00 0.99 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 At Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1820 1398 1417 1424 1244 1805 3343 1514 3367 3347 Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1820 1398 1417 1424 1244 1805 3343 1514 3367 3347 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 28 4 20 1867 11 371 20 681 286 183 625 82 RTOR Reduction (vph) 0 0 20 0 0 98 0 0 178 0 10 0 Lane Group Flow (vph) 0 32 0 933 945 273 20 681 108 183 697 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 4 13 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 2.4 2.4 52.2 52.2 52.2 2.0 17.0 17.0 12.4 27.4 Effective Green, g (s) 2.4 2.4 52.2 52.2 52.2 2.0 17.0 17.0 12.4 27.4 Actuated g/C Ratio 0.02 0.02 0.52 0.52 0.52 0.02 0.17 0.17 0.12 0.27 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 43 33 739 743 649 36 568 257 417 917 vls Ratio Prot c0.02 0.66 c0.66 0.01 c0.20 0.05 c0.21 v/s Ratio Perm 0.00 0.22 0.07 vlc Ratio 0.74 0.01 1.26 1.27 0.42 0.56 1.20 0.42 0.44 0.76 Uniform Delay, dl 48.5 47.6 23.9 23.9 14.6 48.6 41.5 37.1 40.6 33.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.66 1.85 Incremental Delay, d2 45.4 0.1 128.9 132.8 0.2 10.1 105.7 0.4 1.5 2.7 Delay (s) 93.9 47.7 152.8 156.7 14.8 58.7 147.2 37.5 69.0 64.2 Level of Service F D F F B E F D E E Approach Delay (s) 76.1 131.7 113.6 65.2 Approach LOS E F F E Intersection Summary HCM 2000 Control Delay 112.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.19 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway Bm6&W yster Poir 4---' Movement EBT EBR WBL2 WBT WBR NBL NBT NBR SBR2 NER NER2 Lane Configurations ttM ) tt r* r* r*r* r* Traffic Volume (vph) 1996 829 43 772 10 508 11 147 90 1727 567 Future Volume (vph) 1996 829 43 772 10 508 11 147 90 1727 567 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 4.5 Lane Util. Factor 0.86 1.00 0.91 0.91 0.91 1.00 1.00 *1.00 1.00 Frpb, ped /bikes 0.99 1.00 1.00 1.00 1.00 0.97 1.00 1.00 1.00 Flpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 0.86 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.96 1.00 1.00 1.00 1.00 Satd. Flow (prot) 6074 1641 4395 2857 1448 1415 1644 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.96 1.00 1.00 1.00 1.00 Satd. Flow (perm) 6074 1641 4395 2857 1448 1415 1644 3762 1553 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 2037 846 44 788 10 518 11 150 92 1762 579 RTOR Reduction (vph) 0 0 0 1 0 0 0 89 24 0 0 Lane Group Flow (vph) 2883 0 44 797 0 352 177 61 68 1762 579 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 11 2 4 6 Heavy Vehicles ( %) 2% 3% 10% 18% 0% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 39.3 3.2 90.5 11.0 11.0 11.0 78.8 39.5 39.5 Effective Green, g (s) 39.3 3.2 90.5 11.0 11.0 11.0 78.8 39.5 39.5 Actuated g/C Ratio 0.36 0.03 0.82 0.10 0.10 0.10 0.72 0.36 0.36 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 2170 47 3615 285 144 141 1177 1350 557 vls Ratio Prot c0.47 c0.03 0.18 c0.12 0.12 c0.47 0.37 v/s Ratio Perm 0.04 0.04 vlc Ratio 1.46dr 0.94 0.22 1.24 1.23 0.43 0.06 1.31 1.04 Uniform Delay, dl 35.4 53.3 2.1 49.5 49.5 46.6 4.6 35.2 35.2 Progression Factor 0.93 1.39 1.06 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 148.2 103.2 0.0 132.3 149.4 0.8 0.0 142.8 48.8 Delay (s) 181.0 Level of Service F Approach Delay (s) 181.0 Approach LOS F Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) 177.4 2.2 F A 11.4 B 146.4 1.29 110.0 124.6% 15 181.8 198.9 47.3 F F D 156.6 F HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group 4.6 178.1 84.0 A F F 17.0 H SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ++ r* ++ r* Traffic Volume (vph) 157 372 161 287 146 69 54 425 475 1430 480 102 Future Volume (vph) 157 372 161 287 146 69 54 425 475 1430 480 102 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 4.5 4.5 4.0 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frpb, ped /bikes 1.00 0.99 1.00 1.00 0.96 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1579 2694 1660 1315 1624 2875 1387 3090 3065 1367 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1579 2694 1660 1315 1624 2875 1387 3090 3065 1367 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 160 380 164 293 149 70 55 434 485 1459 490 104 RTOR Reduction (vph) 0 14 0 0 0 63 0 0 0 0 0 63 Lane Group Flow (vph) 160 530 0 293 149 7 55 434 485 1459 490 41 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA Free Split NA Perm Protected Phases 8 8 7 7 6 6 2 2 Permitted Phases 7 Free 2 Actuated Green, G (s) 23.0 23.0 11.0 11.0 11.0 15.5 15.5 110.0 43.5 43.5 43.5 Effective Green, g (s) 23.0 23.0 11.0 11.0 11.0 15.5 15.5 110.0 43.5 43.5 43.5 Actuated g/C Ratio 0.21 0.21 0.10 0.10 0.10 0.14 0.14 1.00 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 329 330 269 166 131 228 405 1387 1221 1212 540 vls Ratio Prot 0.10 c0.34 c0.11 0.09 0.03 c0.15 c0.47 0.16 v/s Ratio Perm 0.01 0.35 0.03 vlc Ratio 0.49 1.61 1.09 0.90 0.05 0.24 1.07 0.35 1.19 0.40 0.08 Uniform Delay, dl 38.3 43.5 49.5 48.9 44.8 42.0 47.2 0.0 33.2 23.9 20.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.8 286.2 80.8 41.3 0.2 0.4 65.1 0.7 96.0 1.0 0.3 Delay (s) 39.1 329.7 130.3 90.2 45.0 42.4 112.4 0.7 129.2 24.9 21.0 Level of Service D F F F D D F A F C C Approach Delay (s) 263.6 107.0 52.8 98.8 Approach LOS F F D F Intersection Summary HCM 2000 Control Delay 116.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.26 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 116.4% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 3: Grand Ave. & Dubuque Ave. 09/0612018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt 4.0 4.0 r Traffic Volume (veh /h) 102 2176 809 33 26 50 Future Volume (veh /h) 102 2176 809 33 26 50 Number 5 2 6 16 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1633 1900 1900 1900 Adj Flow Rate, veh /h 104 2220 826 34 27 51 Adj No. of Lanes 1 3 3 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 17 17 0 0 Cap, veh /h 1102 4486 985 40 82 73 Arrive On Green 0.21 0.29 0.45 0.45 0.05 0.05 Sat Flow, veh /h 1774 5253 4532 180 1810 1615 Grp Volume(v), veh /h 104 2220 559 301 27 51 Grp Sat Flow(s),veh /h /In 1774 1695 1486 1592 1810 1615 Q Serve(g_s), s 5.2 39.8 18.3 18.4 1.6 3.4 Cycle Q Clear(g_c), s 5.2 39.8 18.3 18.4 1.6 3.4 Prop In Lane 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh /h 1102 4486 668 358 82 73 V/C Ratio(X) 0.09 0.49 0.84 0.84 0.33 0.70 Avail Cap(c_a), veh /h 1102 4486 1811 970 197 176 HCM Platoon Ratio 0.33 0.33 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.97 0.97 1.00 1.00 Uniform Delay (d), s /veh 18.6 18.7 28.5 28.6 50.9 51.8 Incr Delay (d2), s /veh 0.0 0.4 11.6 20.2 0.9 4.5 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 4.6 26.0 13.1 15.1 1.5 2.9 LnGrp Delay(d),s /veh 18.7 19.1 40.2 48.7 51.8 56.3 LnGrp LOS B B D D D E Approach Vol, veh /h 2324 860 78 Approach Delay, s /veh 19.1 43.1 54.7 Approach LOS B D D Timer Assigned Phs 2 5 6 8 Phs Duration (G +Y +Rc), s 101.0 72.3 28.7 9.0 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 90.0 19.0 67.0 12.0 Max Q Clear Time (g_c +ll ), s 41.8 7.2 20.4 5.4 Green Ext Time (p-c), s 20.2 8.7 4.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 26.3 HCM 2010 LOS C SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 6 ) + ++ ) rr Traffic Volume (veh /h) 2072 130 11 692 150 731 Future Volume (veh /h) 2072 130 11 692 150 731 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) Notes 0.96 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1865 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 2228 140 12 744 161 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 2388 149 478 3495 193 303 Arrive On Green 0.98 0.98 0.58 1.00 0.11 0.00 Sat Flow, veh /h 5055 304 1645 4428 1723 2707 Grp Volume(v), veh /h 1541 827 12 744 161 0 Grp Sat Flow(s),veh /h /lnl697 1797 1645 1429 1723 1354 Q Serve(g_s), s 12.4 14.6 0.3 0.0 10.1 0.0 Cycle Q Clear(g_c), s 12.4 14.6 0.3 0.0 10.1 0.0 Prop In Lane 0.17 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 1658 878 478 3495 193 303 V/C Ratio(X) 0.93 0.94 0.03 0.21 0.83 0.00 Avail Cap(c_a), veh /h 1820 964 478 3495 580 911 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.93 0.93 1.00 0.00 Uniform Delay (d), s /veh 0.8 0.8 16.4 0.0 47.8 0.0 Incr Delay (d2), s /veh 9.5 17.4 0.0 0.1 3.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr6.2 9.8 0.3 0.1 8.6 0.0 LnGrp Delay(d),s /veh 10.3 18.2 16.4 0.1 51.5 0.0 LnGrp LOS B B B A D Approach Vol, veh /h 2368 756 161 Approach Delay, s /veh 13.1 0.4 51.5 Approach LOS B A D Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), 44.9 48.7 93.7 16.3 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmaxg.® 59.0 65.0 37.0 Max Q Clear Time (g_c +11 ?,3; 16.6 2.0 12.1 Green Ext Time (p-c), s 0.0 19.1 4.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 12.0 HCM 2010 LOS B Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. User approved pedestrian interval to be less than phase max green. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + ++ r )) +t 4.0 4.6 + r ) ft r Traffic Volume (veh /h) 160 2388 255 363 483 102 105 159 807 249 251 115 Future Volume (veh /h) 160 2388 255 363 483 102 105 159 807 249 251 115 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1882 1545 1539 1976 1583 1776 1792 1810 1810 1900 Adj Flow Rate, veh /h 163 2437 158 370 493 78 107 162 0 254 256 0 Adj No. of Lanes 1 3 1 2 3 0 1 1 1 1 2 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 6 5 5 0 Cap, veh /h 189 2553 808 280 1857 288 160 225 193 188 428 201 Arrive On Green 0.22 1.00 1.00 0.20 1.00 1.00 0.11 0.13 0.00 0.11 0.12 0.00 Sat Flow, veh /h 1723 4940 1563 2854 3662 568 1508 1776 1524 1723 3438 1615 Grp Volume(v), veh /h 163 2437 158 370 375 196 107 162 0 254 256 0 Grp Sat Flow(s),veh /h /lnl723 1647 1563 1427 1401 1428 1508 1776 1524 1723 1719 1615 Q Serve(g_s), s 10.0 0.0 0.0 10.8 0.0 0.0 7.5 9.6 0.0 12.0 7.7 0.0 Cycle Q Clear(g_c), s 10.0 0.0 0.0 10.8 0.0 0.0 7.5 9.6 0.0 12.0 7.7 0.0 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 189 2553 808 280 1420 724 160 225 193 188 428 201 V/C Ratio(X) 0.86 0.95 0.20 1.32 0.26 0.27 0.67 0.72 0.00 1.35 0.60 0.00 Avail Cap(c_a), veh /h 282 2553 808 280 1420 724 165 468 402 188 888 417 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.47 0.47 0.47 0.88 0.88 0.88 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 42.1 0.0 0.0 44.2 0.0 0.0 47.3 46.2 0.0 49.0 45.6 0.0 Incr Delay (d2), s /veh 5.6 5.4 0.3 164.7 0.4 0.8 7.7 1.6 0.0 188.8 0.5 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln7.5 2.3 0.1 19.1 0.1 0.3 6.2 8.4 0.0 28.0 6.7 0.0 LnGrp Delay(d),s /veh 47.7 5.4 0.3 208.9 0.4 0.8 55.0 47.8 0.0 237.8 46.1 0.0 LnGrp LOS D A A F A A E D F D Approach Vol, veh /h 2758 941 269 510 Approach Delay, s /veh 7.6 82.5 50.7 141.6 Approach LOS A F D F Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), t5.0 61.1 15.7 18.3 16.1 60.0 16.0 17.9 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)l t * 42 12.0 28.4 18.0 * 35 12.0 29.0 Max Q Clear Time (g_c +ll;,& 2.0 9.5 9.7 12.0 2.0 14.0 11.6 Green Ext Time (p-c), s 0.0 27.6 0.2 0.9 0.2 24.1 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 41.2 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + ++ r )) +t Max Green Setting (Gma2p.6 ) ++ r * 54 + rr Traffic Volume (veh /h) 408 2856 170 34 554 19 145 416 185 255 75 249 Future Volume (veh /h) 408 2856 170 34 554 19 145 416 185 255 75 249 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1845 1681 1338 1550 1900 1429 1776 1792 1610 1532 1652 Adj Flow Rate, veh /h 421 2944 123 35 571 20 149 429 93 263 300 61 Adj No. of Lanes 2 3 1 2 3 0 1 2 1 1 1 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 13 42 23 23 33 7 6 18 24 15 Cap, veh /h 499 2472 688 490 2302 80 168 417 184 321 320 502 Arrive On Green 0.15 0.49 0.49 0.20 0.55 0.55 0.12 0.12 0.12 0.21 0.21 0.21 Sat Flow, veh /h 3408 5036 1401 2472 4199 146 1361 3374 1490 1533 1532 2402 Grp Volume(v), veh /h 421 2944 123 35 383 208 149 429 93 263 300 61 Grp Sat Flow(s),veh /h /In1704 1679 1401 1236 1411 1524 1361 1687 1490 1533 1532 1201 Q Serve(g_s), s 13.2 54.0 5.4 1.3 7.8 7.9 11.9 13.6 6.4 18.0 21.2 2.3 Cycle Q Clear(g_c), s 13.2 54.0 5.4 1.3 7.8 7.9 11.9 13.6 6.4 18.0 21.2 2.3 Prop In Lane 1.00 1.00 1.00 0.10 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 499 2472 688 490 1547 835 168 417 184 321 320 502 V/C Ratio(X) 0.84 1.19 0.18 0.07 0.25 0.25 0.89 1.03 0.50 0.82 0.94 0.12 Avail Cap(c_a), veh /h 620 2472 688 490 1547 835 168 417 184 321 320 502 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.09 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 45.7 28.0 15.6 35.9 13.0 13.0 47.4 48.2 45.1 41.5 42.8 35.3 Incr Delay (d2), s /veh 0.9 86.3 0.1 0.0 0.4 0.7 37.8 51.5 0.9 14.5 33.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /ln7.6 77.9 2.8 0.8 5.6 6.2 10.3 16.7 4.8 13.8 17.6 1.4 LnGrp Delay(d),s /veh 46.6 114.3 15.7 35.9 13.4 13.7 85.2 99.7 45.9 56.1 76.4 35.3 LnGrp LOS D F B D B B F F D E E D Approach Vol, veh /h 3488 626 671 624 Approach Delay, s /veh 102.6 14.7 89.1 63.8 Approach LOS F B F E Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 20.1 65.5 27.6 27.0 58.6 17.8 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gma2p.6 36.0 23.0 2.0 * 54 13.6 Max Q Clear Time (g_c +1115,Z 9.9 23.2 3.3 56.0 15.6 Green Ext Time (p-c), s 0.9 4.1 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 86.3 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 63 20.0 3.0 r 20.0 Max Q Clear Time (g_c +llo,t 64.5 Traffic Volume (veh /h) 16 2326 53 92 395 7 46 25 819 8 6 6 Future Volume (veh /h) 16 2326 53 92 395 7 46 25 819 8 6 6 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1810 1900 1407 1525 1900 1900 1850 1863 1900 1900 1900 Adj Flow Rate, veh /h 17 2448 55 97 416 6 0 0 722 8 6 2 Adj No. of Lanes 1 2 0 1 2 0 0 1 2 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 2 0 0 0 Cap, veh /h 19 2148 48 288 2438 35 0 370 625 149 103 28 Arrive On Green 0.01 0.63 0.63 0.22 0.83 0.83 0.00 0.00 0.20 0.20 0.20 0.20 Sat Flow, veh /h 1691 3436 77 1340 2924 42 0 1850 3127 473 517 142 Grp Volume(v), veh /h 17 1219 1284 97 206 216 0 0 722 16 0 0 Grp Sat Flow(s),veh /h /lnl691 1719 1794 1340 1449 1518 0 1850 1564 1132 0 0 Q Serve(g_s), s 1.0 62.5 62.5 6.1 2.8 2.8 0.0 0.0 20.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 1.0 62.5 62.5 6.1 2.8 2.8 0.0 0.0 20.0 0.7 0.0 0.0 Prop In Lane 1.00 0.04 1.00 0.03 0.00 1.00 0.50 0.12 Lane Grp Cap(c), veh /h 19 1075 1121 288 1208 1265 0 370 625 280 0 0 V/C Ratio(X) 0.89 1.13 1.14 0.34 0.17 0.17 0.00 0.00 1.15 0.06 0.00 0.00 Avail Cap(c_a), veh /h 51 1075 1121 288 1208 1265 0 370 625 280 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.85 0.85 0.85 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.4 18.8 18.8 33.2 1.6 1.6 0.0 0.0 40.0 32.3 0.0 0.0 Incr Delay (d2), s /veh 35.4 72.4 76.1 0.2 0.3 0.2 0.0 0.0 86.7 0.0 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lnl.2 91.6 97.6 4.1 2.1 2.2 0.0 0.0 29.0 0.6 0.0 0.0 LnGrp Delay(d),s /veh 84.8 91.2 94.8 33.4 1.9 1.9 0.0 0.0 126.7 32.3 0.0 0.0 LnGrp LOS F F F C A A F C Approach Vol, veh /h 2520 519 722 16 Approach Delay, s /veh 93.0 7.8 126.7 32.3 Approach LOS F A F C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 26.5 67.0 24.0 5.1 88.4 24.0 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gmax�.® * 63 20.0 3.0 64.5 20.0 Max Q Clear Time (g_c +llo,t 64.5 2.7 3.0 4.8 22.0 Green Ext Time (p-c), s 0.0 0.0 1.8 0.0 1.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 87.5 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HIM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 4.5 t 4.0 79.5 11.5 47.5 27.5 Max Q Clear Time (g_c +ll ), s 2.7 Traffic Volume (veh /h) 555 2568 0 0 407 18 5 0 8 7 0 81 Future Volume (veh /h) 555 2568 0 0 407 18 5 0 8 7 0 81 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1827 1900 0 1484 1900 1900 1863 1900 1900 1597 1900 Adj Flow Rate, veh /h 584 2703 0 0 428 16 5 0 9 7 0 6 Adj No. of Lanes 1 2 0 0 2 0 0 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.92 0.92 0.95 0.95 0.92 0.92 0.92 0.95 0.92 0.95 Percent Heavy Veh, % 3 4 4 0 28 28 2 2 2 0 2 2 Cap, veh /h 623 2555 0 0 941 35 114 0 206 193 0 141 Arrive On Green 0.35 0.74 0.00 0.00 0.34 0.34 0.19 0.00 0.19 0.11 0.00 0.11 Sat Flow, veh /h 1757 3563 0 0 2846 103 588 0 1058 1810 0 1321 Grp Volume(v), veh /h 584 2703 0 0 217 227 14 0 0 7 0 6 Grp Sat Flow(s),veh /h /lnl757 1736 0 0 1410 1465 1647 0 0 1810 0 1321 Q Serve(g_s), s 34.7 79.5 0.0 0.0 13.0 13.1 0.7 0.0 0.0 0.4 0.0 0.4 Cycle Q Clear(g_c), s 34.7 79.5 0.0 0.0 13.0 13.1 0.7 0.0 0.0 0.4 0.0 0.4 Prop In Lane 1.00 0.00 0.00 0.07 0.36 0.64 1.00 1.00 Lane Grp Cap(c), veh /h 623 2555 0 0 479 498 320 0 0 193 0 141 V/C Ratio(X) 0.94 1.06 0.00 0.00 0.45 0.46 0.04 0.00 0.00 0.04 0.00 0.04 Avail Cap(c_a), veh /h 773 2555 0 0 479 498 320 0 0 193 0 141 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.09 0.09 0.00 0.00 0.87 0.87 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s /veh 33.7 14.3 0.0 0.0 27.8 27.9 35.3 0.0 0.0 43.3 0.0 43.3 Incr Delay (d2), s /veh 2.2 27.1 0.0 0.0 0.6 0.6 0.3 0.0 0.0 0.4 0.0 0.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /N.1 81.9 0.0 0.0 8.6 8.9 0.7 0.0 0.0 0.4 0.0 0.3 LnGrp Delay(d),s /veh 35.9 41.4 0.0 0.0 28.4 28.4 35.6 0.0 0.0 43.6 0.0 43.9 LnGrp LOS D F C C D D D Approach Vol, veh /h 3287 444 14 13 Approach Delay, s /veh 40.4 28.4 35.6 43.7 Approach LOS D C D D Timer Assigned Phs 2 4 6 7 8 Phs Duration (G +Y +Rc), s 26.0 84.0 16.0 42.8 41.2 Change Period (Y +Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 4.0 79.5 11.5 47.5 27.5 Max Q Clear Time (g_c +ll ), s 2.7 81.5 2.4 36.7 15.1 Green Ext Time (p-c), s 0.0 0.0 0.0 1.6 12.1 Intersection Summary HCM 2010 Ctrl Delay 39.0 HCM 2010 LOS D SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 --P� jr-- Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4 ) 63.5 Traffic Volume (veh /h) 1039 693 6 120 196 14 Future Volume (veh /h) 1039 693 6 120 196 14 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh /h 1267 845 7 146 255 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh /h 1423 1209 74 1156 372 169 Arrive On Green 0.76 0.76 0.76 0.76 0.10 0.00 Sat Flow, veh /h 1863 1583 21 1513 3548 1615 Grp Volume(v), veh /h 1267 845 153 0 255 0 Grp Sat Flow(s),veh /h /lnl863 1583 1534 0 1774 1615 Q Serve(g_s), s 32.5 17.5 0.5 0.0 4.5 0.0 Cycle Q Clear(g_c), s 32.5 17.5 33.0 0.0 4.5 0.0 Prop In Lane 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh /h 1423 1209 1230 0 372 169 V/C Ratio(X) 0.89 0.70 0.12 0.00 0.69 0.00 Avail Cap(c_a), veh /h 1829 1554 1520 0 987 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 5.6 3.9 2.1 0.0 27.9 0.0 Incr Delay (d2), s /veh 4.1 0.6 0.0 0.0 0.8 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /114.3 11.9 1.2 0.0 4.0 0.0 LnGrp Delay(d),s /veh 9.8 4.4 2.1 0.0 28.8 0.0 LnGrp LOS A A A C Approach Vol, veh /h 2112 153 255 Approach Delay, s /veh 7.6 2.1 28.8 Approach LOS A A C Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 53.9 10.8 53.9 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 63.5 18.0 63.5 Max Q Clear Time (g_c +ll ), s 34.5 6.5 35.0 Green Ext Time (p-c), s 14.5 0.4 14.4 Intersection Summary HCM 2010 Ctrl Delay 9.4 HCM 2010 LOS A Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM Unsignalized Intersection Capacity Analysis 10: 101 NB Off - Ramp /Industrial Wy. /Industrial Wy. & E. Grand Ave. 09/0612018 Movement WBL WBR NET NER SWL SWT Lane Configurations r t r Traffic Volume (veh /h) 0 34 540 906 0 0 Future Volume (Veh /h) 0 34 540 906 0 0 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 37 587 985 0 0 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 587 294 1572 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 587 294 1572 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 100 cM capacity (veh /h) 445 709 415 Direction, Lane # WB 1 NE 1 NE 2 NE 3 Volume Total 37 391 524 657 Volume Left 0 0 0 0 Volume Right 37 0 328 657 cSH 709 1700 1700 1700 Volume to Capacity 0.05 0.23 0.31 0.39 Queue Length 95th (ft) 4 0 0 0 Control Delay (s) 10.4 0.0 0.0 0.0 Lane LOS B Approach Delay (s) 10.4 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period (min) 15 SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + r ))) + r ) ++ r ) ft r Traffic Volume (veh /h) 105 290 209 899 258 272 195 62 442 185 785 160 Future Volume (veh /h) 105 290 209 899 258 272 195 62 442 185 785 160 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1785 1727 1520 1681 1792 1696 1570 1759 1776 1810 1827 Adj Flow Rate, veh /h 109 302 0 936 269 0 203 65 0 193 818 0 Adj No. of Lanes 1 2 1 3 1 1 1 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 8 7 5 4 Cap, veh /h 161 375 154 1050 433 392 230 344 172 612 1169 528 Arrive On Green 0.10 0.10 0.00 0.26 0.26 0.00 0.14 0.12 0.00 0.36 0.34 0.00 Sat Flow, veh /h 1533 3571 1468 4082 1681 1524 1616 2983 1495 1691 3438 1553 Grp Volume(v), veh /h 109 302 0 936 269 0 203 65 0 193 818 0 Grp Sat Flow(s),veh /h /lnl533 1785 1468 1361 1681 1524 1616 1492 1495 1691 1719 1553 Q Serve(g_s), s 7.5 9.1 0.0 24.3 15.6 0.0 13.6 2.2 0.0 9.0 22.7 0.0 Cycle Q Clear(g_c), s 7.5 9.1 0.0 24.3 15.6 0.0 13.6 2.2 0.0 9.0 22.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 161 375 154 1050 433 392 230 344 172 612 1169 528 V/C Ratio(X) 0.68 0.81 0.00 0.89 0.62 0.00 0.88 0.19 0.00 0.32 0.70 0.00 Avail Cap(c_a), veh /h 181 422 174 1095 451 409 279 852 427 612 1169 528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.72 0.72 0.00 1.00 1.00 0.00 0.83 0.83 0.00 Uniform Delay (d), s /veh 47.4 48.1 0.0 39.4 36.1 0.0 46.3 44.0 0.0 25.3 31.4 0.0 Incr Delay (d2), s /veh 6.0 8.6 0.0 6.8 1.8 0.0 20.9 0.1 0.0 0.1 2.9 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr6.2 8.6 0.0 14.1 11.3 0.0 11.8 1.6 0.0 7.3 16.3 0.0 LnGrp Delay(d),s /veh 53.4 56.8 0.0 46.2 37.9 0.0 67.2 44.1 0.0 25.4 34.4 0.0 LnGrp LOS D E D D E D C C Approach Vol, veh /h 411 1205 268 1011 Approach Delay, s /veh 55.9 44.4 61.6 32.6 Approach LOS E D E C Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), t9.7 42.0 15.5 44.4 17.3 32.8 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (Gmalp.6 31.4 13.0 19.0 * 31 29.5 Max Q Clear Time (g_c +1115,a 24.7 11.1 11.0 4.2 26.3 Green Ext Time (p-c), s 0.1 3.5 0.3 3.9 0.2 2.0 Intersection Summary HCM 2010 Ctrl Delay 43.5 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 + rr ) + ++ r )) ++ r 22.0 + rr Traffic Volume (veh /h) 140 343 433 43 425 31 451 1172 960 19 109 553 Future Volume (veh /h) 140 343 433 43 425 31 451 1172 960 19 109 553 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.94 1.00 0.97 1.00 1.00 1.00 0.84 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1776 1652 1667 1275 1624 1727 1810 1863 1900 1845 1520 Adj Flow Rate, veh /h 147 361 102 45 447 6 475 1234 0 20 115 169 Adj No. of Lanes 2 1 2 1 3 1 2 2 1 1 1 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 17 10 5 2 0 3 25 Cap, veh /h 154 355 464 65 648 249 1526 1644 757 227 232 241 Arrive On Green 0.09 0.33 0.33 0.04 0.19 0.19 0.16 0.16 0.00 0.13 0.13 0.13 Sat Flow, veh /h 2831 1776 2318 1587 3481 1336 3191 3438 1583 1810 1845 1918 Grp Volume(v), veh /h 147 361 102 45 447 6 475 1234 0 20 115 169 Grp Sat Flow(s),veh /h /In1416 1776 1159 1587 1160 1336 1596 1719 1583 1810 1845 959 Q Serve(g_s), s 5.7 22.0 3.5 3.1 13.2 0.4 14.5 37.7 0.0 1.1 6.4 9.3 Cycle Q Clear(g_c), s 5.7 22.0 3.5 3.1 13.2 0.4 14.5 37.7 0.0 1.1 6.4 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 154 355 464 65 648 249 1526 1644 757 227 232 241 V/C Ratio(X) 0.95 1.02 0.22 0.70 0.69 0.02 0.31 0.75 0.00 0.09 0.50 0.70 Avail Cap(c_a), veh /h 154 355 464 87 696 267 1526 1644 757 362 369 384 HCM Platoon Ratio 1.67 1.67 1.67 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 0.09 0.09 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 49.8 36.6 30.5 52.1 41.8 36.6 30.3 40.1 0.0 42.5 44.8 46.1 Incr Delay (d2), s /veh 43.0 41.5 0.1 7.1 2.1 0.0 0.0 0.3 0.0 0.1 0.6 1.4 Initial Q Delay(d3),s /veh 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr6.4 26.6 2.0 2.7 7.8 0.3 7.7 20.2 0.0 1.0 5.9 4.5 LnGrp Delay(d),s /veh 92.8 78.2 30.6 59.1 43.9 36.6 30.3 40.4 0.0 42.6 45.5 47.5 LnGrp LOS F F C E D D C D D D D Approach Vol, veh /h 610 498 1709 304 Approach Delay, s /veh 73.7 45.2 37.6 46.4 Approach LOS E D D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s8.5 26.0 57.2 10.0 24.5 18.3 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmax�.® 22.0 42.9 6.0 22.0 22.0 Max Q Clear Time (g_c +115,t 24.0 39.7 7.7 15.2 11.3 Green Ext Time (p-c), s 0.3 0.0 2.2 0.0 1.4 0.8 Intersection Summary HCM 2010 Ctrl Delay 46.7 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. SSF 201 Haskins Way Rezoning Study 5:00 pm 1110212017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 16 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* + ++ r* Traffic Volume (vph) 2397 80 572 69 60 23 395 233 15 67 420 109 Future Volume (vph) 2397 80 572 69 60 23 395 233 15 67 420 109 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 0.97 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1662 2697 1802 1588 1597 3233 1805 3374 1122 Flt Permitted 0.95 0.96 1.00 0.97 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1662 2697 1802 1588 1597 3233 1805 3374 1122 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 2471 82 590 71 62 24 407 240 15 69 433 112 RTOR Reduction (vph) 0 0 106 0 0 23 0 4 0 0 0 101 Lane Group Flow (vph) 1285 1268 484 0 133 1 407 251 0 69 433 11 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 13 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 62.0 62.0 62.0 6.0 6.0 14.0 22.0 3.0 11.0 11.0 Effective Green, g (s) 62.0 62.0 62.0 6.0 6.0 14.0 22.0 3.0 11.0 11.0 Actuated g/C Ratio 0.56 0.56 0.56 0.05 0.05 0.13 0.20 0.03 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 929 936 1520 98 86 203 646 49 337 112 vls Ratio Prot c0.78 0.76 c0.07 c0.25 0.08 0.04 c0.13 v/s Ratio Perm 0.18 0.00 0.01 vlc Ratio 1.38 1.35 0.32 1.36 0.02 2.00 0.39 1.41 1.28 0.10 Uniform Delay, dl 24.0 24.0 12.8 52.0 49.2 48.0 38.2 53.5 49.5 45.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.79 0.84 0.87 1.12 2.04 Incremental Delay, d2 179.2 166.7 0.0 213.3 0.0 468.5 1.7 263.2 147.1 1.6 Delay (s) 203.2 190.7 12.8 265.3 49.2 506.3 33.6 309.5 202.5 93.4 Level of Service F F B F D F C F F F Approach Delay (s) 162.4 232.3 324.2 194.6 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 192.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.46 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 119.5% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 134.5 +' r* E F r* Intersection Summary ++ r* t Traffic Volume (vph) 26 1 11 508 2 165 15 452 1468 572 490 14 Future Volume (vph) 26 1 11 508 2 165 15 452 1468 572 490 14 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.83 1.00 1.00 0.97 1.00 1.00 0.97 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 At Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1812 1334 1417 1423 1239 1805 3343 1517 3367 3393 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1812 1334 1417 1423 1239 1805 3343 1517 3367 3393 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 28 1 12 546 2 177 16 486 1578 615 527 15 RTOR Reduction (vph) 0 0 12 0 0 142 0 0 334 0 2 0 Lane Group Flow (vph) 0 29 0 273 275 35 16 486 1244 615 540 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 15 21 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 2.0 2.0 22.0 22.0 22.0 1.2 55.0 55.0 15.0 68.8 Effective Green, g (s) 2.0 2.0 22.0 22.0 22.0 1.2 55.0 55.0 15.0 68.8 Actuated g/C Ratio 0.02 0.02 0.20 0.20 0.20 0.01 0.50 0.50 0.14 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 32 24 283 284 247 19 1671 758 459 2122 vls Ratio Prot c0.02 0.19 c0.19 0.01 0.15 c0.18 0.16 v/s Ratio Perm 0.00 0.03 c0.82 vlc Ratio 0.91 0.01 0.96 0.97 0.14 0.84 0.29 1.64 1.34 0.25 Uniform Delay, dl 53.9 53.0 43.6 43.7 36.2 54.3 16.1 27.5 47.5 9.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.48 2.51 Incremental Delay, d2 117.7 0.1 43.3 44.0 0.1 128.3 0.0 294.5 162.3 0.2 Delay (s) 171.6 53.1 86.9 87.6 36.3 182.6 16.1 322.0 232.5 23.2 Level of Service F D F F D F B F F C Approach Delay (s) 136.9 74.8 249.4 134.5 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 183.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.42 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 121.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 11/02/2017 2040 AM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM Signalized Intersection Capacity Analysis 1: 101 SB /Oyster Pt. Blvd. Off Ramp & Gateway Blvd. /Future 101 NB Ramp /Gateway E M /M /N1 ®yster Poir 4---' Movement EBT EBR WBL2 WBT WBR NBL NBT NBR SBR2 NER NER2 Lane Configurations ttM ) tt r* r* r*r* r* Traffic Volume (vph) 754 263 160 3316 10 1742 6 100 484 375 145 Future Volume (vph) 754 263 160 3316 10 1742 6 100 484 375 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.0 4.5 4.0 4.0 4.0 4.5 4.5 4.5 Lane Util. Factor 0.86 1.00 0.91 0.91 0.91 1.00 1.00 *1.00 1.00 Frpb, ped /bikes 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 1.00 0.85 0.86 1.00 0.85 At Protected 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Satd. Flow (prot) 6121 1641 4396 2857 1435 1428 1644 3762 1553 Flt Permitted 1.00 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 Satd. Flow (perm) 6121 1641 4396 2857 1435 1428 1644 3762 1553 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.92 0.96 0.96 0.96 0.96 Adj. Flow (vph) 785 274 167 3454 10 1815 7 104 504 391 151 RTOR Reduction (vph) 0 0 0 0 0 0 0 69 27 0 0 Lane Group Flow (vph) 1059 0 167 3464 0 1216 606 35 477 391 151 Confl. Peds. ( # /hr) 4 Confl. Bikes ( # /hr) 2 2 2 2 Heavy Vehicles ( %) 2% 3% 10% 18% 0% 15% 0% 11% 0% 1 % 4% Turn Type NA Prot NA Split NA Perm Perm Prot Prot Protected Phases 6 5 23 4 4 3 3 Permitted Phases 4 36 Actuated Green, G (s) 22.0 10.0 68.5 33.0 33.0 33.0 50.0 28.0 28.0 Effective Green, g (s) 22.0 10.0 68.5 33.0 33.0 33.0 50.0 28.0 28.0 Actuated g/C Ratio 0.20 0.09 0.62 0.30 0.30 0.30 0.45 0.25 0.25 Clearance Time (s) 4.5 4.0 4.0 4.0 4.0 4.5 4.5 Vehicle Extension (s) 3.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 1224 149 2737 857 430 428 747 957 395 vls Ratio Prot 0.17 0.10 c0.79 c0.43 0.42 0.10 0.10 v/s Ratio Perm 0.02 0.29 vlc Ratio 0.87 1.12 1.27 1.42 1.41 0.08 0.64 0.41 0.38 Uniform Delay, dl 42.6 50.0 20.8 38.5 38.5 27.6 23.1 34.1 33.9 Progression Factor 1.24 1.11 0.87 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 63.1 119.7 195.4 197.6 0.0 1.3 0.1 0.2 Delay (s) 58.2 118.5 137.8 233.9 236.1 27.7 24.4 34.2 34.1 Level of Service E F F F F C C C C Approach Delay (s) 58.2 136.9 223.4 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 133.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.44 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 138.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HCM Signalized Intersection Capacity Analysis 2: Airport Blvd. & Grand Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* ) tt ++ r* Traffic Volume (vph) 161 173 151 1228 565 726 65 488 135 670 461 155 Future Volume (vph) 161 173 151 1228 565 726 65 488 135 670 461 155 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 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.91 0.97 0.95 1.00 Frpb, ped /bikes 1.00 0.98 1.00 1.00 0.97 1.00 0.99 1.00 1.00 0.94 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1577 1529 2694 1660 1332 1624 4029 3090 3065 1338 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1577 1529 2694 1660 1332 1624 4029 3090 3065 1338 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 168 180 157 1279 589 756 68 508 141 698 480 161 RTOR Reduction (vph) 0 28 0 0 0 331 0 0 0 0 0 130 Lane Group Flow (vph) 168 309 0 1279 589 425 68 649 0 698 480 31 Confl. Peds. ( # /hr) 9 9 9 9 16 16 16 16 Confl. Bikes ( # /hr) 7 3 1 1 Heavy Vehicles ( %) 3% 3% 1 % 17% 3% 6% 0% 13% 3% 2% 6% 2% Turn Type Split NA Split NA Perm Split NA Split NA Perm Protected Phases 8 8 7 7 6 6 2 2 Permitted Phases 7 2 Actuated Green, G (s) 16.0 16.0 42.0 42.0 42.0 13.5 13.5 21.5 21.5 21.5 Effective Green, g (s) 16.0 16.0 42.0 42.0 42.0 13.5 13.5 21.5 21.5 21.5 Actuated g/C Ratio 0.15 0.15 0.38 0.38 0.38 0.12 0.12 0.20 0.20 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 2.5 2.5 3.0 3.0 3.0 2.5 2.5 2.0 2.0 2.0 Lane Grp Cap (vph) 229 222 1028 633 508 199 494 603 599 261 vls Ratio Prot 0.11 c0.20 c0.47 0.35 0.04 c0.16 c0.23 0.16 v/s Ratio Perm 0.32 0.02 vlc Ratio 0.73 1.39 1.24 0.93 0.84 0.34 1.31 1.16 0.80 0.12 Uniform Delay, dl 45.0 47.0 34.0 32.6 30.9 44.2 48.2 44.2 42.2 36.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.04 1.02 1.00 1.00 1.00 Incremental Delay, d2 10.9 201.2 118.2 20.4 11.4 0.6 152.7 88.5 10.8 0.9 Delay (s) 55.8 248.2 152.2 53.0 42.3 46.7 201.9 132.7 53.0 37.4 Level of Service E F F D D D F F D D Approach Delay (s) 184.2 98.3 187.2 92.7 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 117.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.26 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 109.3% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HCM 2010 Signalized Intersection Summary 3: Grand Ave. & Dubuque Ave. 09/0612018 � � Movement EBL EBT WBT WBR SBL SBR Lane Configurations ) + ++ tt 4.0 4.0 r Traffic Volume (veh /h) 62 916 3692 192 22 160 Future Volume (veh /h) 62 916 3692 192 22 160 Number 5 2 6 16 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1636 1900 1900 1900 Adj Flow Rate, veh /h 63 935 3767 196 22 35 Adj No. of Lanes 1 3 3 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 17 17 0 0 Cap, veh /h 200 4549 3239 165 59 53 Arrive On Green 0.04 0.30 1.00 1.00 0.03 0.03 Sat Flow, veh /h 1774 5253 4492 222 1810 1615 Grp Volume(v), veh /h 63 935 2558 1405 22 35 Grp Sat Flow(s),veh /h /In 1774 1695 1488 1589 1810 1615 Q Serve(g_s), s 3.8 15.2 82.0 79.8 1.3 2.4 Cycle Q Clear(g_c), s 3.8 15.2 82.0 79.8 1.3 2.4 Prop In Lane 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh /h 200 4549 2219 1185 59 53 V/C Ratio(X) 0.31 0.21 1.15 1.19 0.37 0.66 Avail Cap(c_a), veh /h 200 4549 2219 1185 66 59 HCM Platoon Ratio 0.33 0.33 2.00 2.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.09 0.09 1.00 1.00 Uniform Delay (d), s /veh 48.8 9.4 0.0 0.0 52.1 52.6 Incr Delay (d2), s /veh 0.3 0.1 69.2 84.6 1.4 15.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /In 3.4 11.6 38.0 49.2 1.2 2.3 LnGrp Delay(d),s /veh 49.1 9.5 69.2 84.6 53.5 68.3 LnGrp LOS D A F F D E Approach Vol, veh /h 998 3963 57 Approach Delay, s /veh 12.0 74.7 62.6 Approach LOS B E E Timer Assigned Phs 2 5 6 8 Phs Duration (G +Y +Rc), s 102.4 16.4 86.0 7.6 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 98.0 12.0 82.0 4.0 Max Q Clear Time (g_c +ll), s 17.2 5.8 84.0 4.4 Green Ext Time (p-c), s 5.1 2.5 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 62.1 HCM 2010 LOS E SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 1 HIM 2010 Signalized Intersection Summary 4: E. Grand Ave. & Grand Ave. 09/0612018 � � Movement EBT EBR WBL WBT NBL NBR Lane Configurations tti� 6 ) + ++ ) rr Traffic Volume (veh /h) 798 140 13 3555 330 348 Future Volume (veh /h) 798 140 13 3555 330 348 Number 2 12 1 6 3 18 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.98 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1868 1900 1727 1570 1810 1810 Adj Flow Rate, veh /h 858 140 14 3823 355 0 Adj No. of Lanes 3 0 1 3 1 2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 10 21 5 5 Cap, veh /h 3324 539 15 3429 219 345 Arrive On Green 1.00 1.00 0.01 0.54 0.13 0.00 Sat Flow, veh /h 4575 715 1645 4428 1723 2707 Grp Volume(v), veh /h 661 337 14 3823 355 0 Grp Sat Flow(s),veh /h /In1700 1721 1645 1429 1723 1354 Q Serve(g_s), s 0.0 0.0 0.9 88.0 14.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.9 88.0 14.0 0.0 Prop In Lane 0.42 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 2565 1298 15 3429 219 345 V/C Ratio(X) 0.26 0.26 0.92 1.11 1.62 0.00 Avail Cap(c_a), veh /h 2565 1298 60 3429 219 345 HCM Platoon Ratio 2.00 2.00 0.67 0.67 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.09 0.09 1.00 0.00 Uniform Delay (d), s /veh 0.0 0.0 54.6 25.5 48.0 0.0 Incr Delay (d2), s /veh 0.2 0.5 7.7 52.1 298.4 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.2 0.3 0.8 89.0 44.7 0.0 LnGrp Delay(d),s /veh 0.2 0.5 62.3 77.6 346.4 0.0 LnGrp LOS A A E F F Approach Vol, veh /h 998 3837 355 Approach Delay, s /veh 0.3 77.6 346.4 Approach LOS A E F Timer Assigned Phs 1 2 6 8 Phs Duration (G +Y +Rc), s5.0 87.0 92.0 18.0 Change Period (Y +Rc), s 4.0 4.0 4.0 4.0 Max Green Setting (GmaxA.® 80.0 88.0 14.0 Max Q Clear Time (g_c +11 ?,a 2.0 90.0 16.0 Green Ext Time (p-c), s 0.0 74.9 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 81.1 HCM 2010 LOS F SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 2 HIM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + ++ r )) +t 4.0 4.6 + r ) ft r Traffic Volume (veh /h) 146 833 167 927 1865 550 605 201 289 90 377 1098 Future Volume (veh /h) 146 833 167 927 1865 550 605 201 289 90 377 1098 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1810 1810 1882 1545 1545 1976 1583 1776 1792 1810 1810 1900 Adj Flow Rate, veh /h 151 859 172 956 1923 567 624 207 0 93 389 0 Adj No. of Lanes 1 3 1 2 3 0 1 1 1 1 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 5 5 5 23 25 25 20 7 6 5 5 0 Cap, veh /h 94 994 309 998 1626 456 302 264 227 261 325 153 Arrive On Green 0.02 0.07 0.07 0.47 0.66 0.66 0.20 0.15 0.00 0.15 0.09 0.00 Sat Flow, veh /h 1723 4940 1535 2854 3264 914 1508 1776 1524 1723 3438 1615 Grp Volume(v), veh /h 151 859 172 956 1643 847 624 207 0 93 389 0 Grp Sat Flow(s),veh /h /lnl723 1647 1535 1427 1406 1366 1508 1776 1524 1723 1719 1615 Q Serve(g_s), s 6.0 18.9 7.8 35.5 54.8 54.8 22.0 12.4 0.0 5.3 10.4 0.0 Cycle Q Clear(g_c), s 6.0 18.9 7.8 35.5 54.8 54.8 22.0 12.4 0.0 5.3 10.4 0.0 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 94 994 309 998 1401 681 302 264 227 261 325 153 V/C Ratio(X) 1.61 0.86 0.56 0.96 1.17 1.24 2.07 0.78 0.00 0.36 1.20 0.00 Avail Cap(c_a), veh /h 94 994 309 1033 1401 681 302 387 332 261 325 153 HCM Platoon Ratio 0.33 0.33 0.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s /veh 54.0 49.9 20.1 28.6 18.6 18.6 44.0 45.1 0.0 41.9 49.8 0.0 Incr Delay (d2), s /veh 314.6 9.5 6.7 2.8 78.5 111.3 492.4 3.4 0.0 0.3 114.6 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /n.9 14.4 7.0 16.1 63.4 72.1 90.7 10.4 0.0 4.6 18.2 0.0 LnGrp Delay(d),slveh 368.6 59.3 26.8 31.4 97.0 129.8 536.4 48.5 0.0 42.2 164.4 0.0 LnGrp LOS F E C C F F F D D F Approach Vol, veh /h 1182 3446 831 482 Approach Delay, s /veh 94.1 86.9 414.8 140.8 Approach LOS F F F F Timer Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G +Y +Rc), 42.7 26.3 26.0 15.0 10.0 59.0 20.6 20.4 Change Period (Y +Rc), e 4.2 * 4.2 4.0 4.6 4.0 * 4.2 4.0 4.0 Max Green Setting (GmaA)46 * 21 22.0 10.4 6.0 * 55 9.0 24.0 Max Q Clear Time (g_c +01,5 20.9 24.0 12.4 8.0 56.8 7.3 14.4 Green Ext Time (p-c), s 0.9 0.0 0.0 0.0 0.0 0.0 0.5 0.4 Intersection Summary HCM 2010 Ctrl Delay 138.6 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 5: Gateway Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HIM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations )) + ++ r )) +t Max Green Setting (Gmax�.® ) ++ r * 32 + rr Traffic Volume (veh /h) 282 786 136 324 2750 14 250 61 45 42 244 342 Future Volume (veh /h) 282 786 136 324 2750 14 250 61 45 42 244 342 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1845 1681 1338 1546 1900 1429 1776 1792 1610 1532 1652 Adj Flow Rate, veh /h 291 810 140 334 2835 14 258 63 46 43 976 353 Adj No. of Lanes 2 3 1 2 3 0 1 2 1 1 1 2 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.25 0.97 Percent Heavy Veh, % 3 3 13 42 23 23 33 7 6 18 24 15 Cap, veh /h 186 1483 411 527 1988 10 96 239 105 410 410 643 Arrive On Green 0.07 0.39 0.39 0.21 0.46 0.46 0.07 0.07 0.07 0.27 0.27 0.27 Sat Flow, veh /h 3408 5036 1394 2472 4333 21 1361 3374 1479 1533 1532 2406 Grp Volume(v), veh /h 291 810 140 334 1839 1010 258 63 46 43 976 353 Grp Sat Flow(s),veh /h /In1704 1679 1394 1236 1406 1542 1361 1687 1479 1533 1532 1203 Q Serve(g_s), s 6.0 13.7 7.8 13.5 50.5 50.5 7.8 1.9 3.3 2.3 29.4 13.9 Cycle Q Clear(g_c), s 6.0 13.7 7.8 13.5 50.5 50.5 7.8 1.9 3.3 2.3 29.4 13.9 Prop In Lane 1.00 1.00 1.00 0.01 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 186 1483 411 527 1290 707 96 239 105 410 410 643 V/C Ratio(X) 1.57 0.55 0.34 0.63 1.43 1.43 2.67 0.26 0.44 0.10 2.38 0.55 Avail Cap(c_a), veh /h 186 1483 411 527 1290 707 96 239 105 410 410 643 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 0.53 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 51.0 27.8 26.0 39.4 29.8 29.8 51.1 48.4 49.0 30.4 40.3 34.6 Incr Delay (d2), s /veh 268.0 0.8 1.2 1.9 195.9 200.9 782.1 0.2 1.1 0.0 629.9 0.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /W.5 9.5 5.2 8.3 98.4 109.6 43.0 1.7 2.5 1.8 151.3 8.2 LnGrp Delay(d),slveh 319.0 28.5 27.2 41.3 225.7 230.7 833.2 48.6 50.1 30.4 670.2 35.2 LnGrp LOS F C C D F F F D D C F D Approach Vol, veh /h 1241 3183 367 1372 Approach Delay, s /veh 96.5 207.9 600.4 486.8 Approach LOS F F F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 0.0 55.1 34.0 28.1 37.0 12.0 Change Period (Y +Rc), s 4.0 4.6 4.6 4.6 * 4.6 4.2 Max Green Setting (Gmax�.® 49.4 29.4 23.0 * 32 7.8 Max Q Clear Time (g_c +llo,Q 52.5 31.4 15.5 15.7 9.8 Green Ext Time (p-c), s 0.0 0.0 0.0 6.9 3.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 270.9 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 HCM 2010 Signalized Intersection Summary 6: Harbor Wy. /Forbes Blvd. & E. Grand Ave. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 6 HIM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 ) t * 22 16.0 2.0 r 16.0 Max Q Clear Time (g_c +8),8; 21.9 Traffic Volume (veh /h) 4 616 49 830 2210 7 77 9 73 11 24 23 Future Volume (veh /h) 4 616 49 830 2210 7 77 9 73 11 24 23 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1776 1811 1900 1407 1521 1900 1900 1752 1863 1900 1900 1900 Adj Flow Rate, veh /h 4 648 52 874 2326 7 81 9 24 12 25 3 Adj No. of Lanes 1 2 0 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 7 5 5 35 25 25 0 0 2 0 0 0 Cap, veh /h 4 691 55 722 2234 7 169 15 182 58 93 8 Arrive On Green 0.00 0.22 0.22 0.72 1.00 1.00 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh /h 1691 3215 258 1340 2955 9 863 129 1563 93 800 72 Grp Volume(v), veh /h 4 346 354 874 1137 1196 90 0 24 40 0 0 Grp Sat Flow(s),veh /h /lnl691 1720 1752 1340 1445 1519 993 0 1563 965 0 0 Q Serve(g_s), s 0.2 19.8 19.9 53.8 75.6 72.5 0.0 0.0 1.4 0.1 0.0 0.0 Cycle Q Clear(g_c), s 0.2 19.8 19.9 53.8 75.6 72.5 9.5 0.0 1.4 9.7 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.01 0.90 1.00 0.30 0.07 Lane Grp Cap(c), veh /h 4 370 377 722 1092 1149 184 0 182 159 0 0 V/C Ratio(X) 1.01 0.94 0.94 1.21 1.04 1.04 0.49 0.00 0.13 0.25 0.00 0.00 Avail Cap(c_a), veh /h 34 370 377 722 1092 1149 241 0 250 233 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.09 0.09 0.09 1.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 49.9 38.6 38.6 14.2 0.0 0.0 43.1 0.0 39.6 40.0 0.0 0.0 Incr Delay (d2), s /veh 129.7 33.2 33.2 96.3 21.4 21.7 0.7 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /Ir0.5 18.7 19.0 67.4 11.7 12.5 4.4 0.0 1.1 1.8 0.0 0.0 LnGrp Delay(d),slveh 179.6 71.8 71.8 110.5 21.4 21.7 43.9 0.0 39.7 40.3 0.0 0.0 LnGrp LOS F E E F F F D D D Approach Vol, veh /h 704 3207 114 40 Approach Delay, s /veh 72.4 45.8 43.0 40.3 Approach LOS E D D D Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 58.3 26.0 15.7 4.2 80.1 15.7 Change Period (Y +Rc), s 4.5 * 4.5 4.0 4.0 4.5 4.0 Max Green Setting (Gma5p.6 * 22 16.0 2.0 69.5 16.0 Max Q Clear Time (g_c +8),8; 21.9 11.7 2.2 77.6 11.5 Green Ext Time (p-c), s 0.0 0.0 0.2 0.0 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 50.3 HCM 2010 LOS D Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 7 HCM 2010 Signalized Intersection Summary 7: Littlefield Ave. & E. Grand Ave. User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 8 HIM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + 4.5 4.5 t 17.5 73.5 17.5 5.5 63.5 Max Q Clear Time (g_c +ll ), s 2.1 Traffic Volume (veh /h) 131 548 0 0 2469 52 2 0 1 2 0 561 Future Volume (veh /h) 131 548 0 0 2469 52 2 0 1 2 0 561 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1845 1827 1900 0 1484 1900 1900 1863 1900 1900 1597 1900 Adj Flow Rate, veh /h 139 583 0 0 2627 55 2 0 1 2 0 501 Adj No. of Lanes 1 2 0 0 2 0 0 1 0 0 1 0 Peak Hour Factor 0.94 0.94 0.92 0.92 0.94 0.94 0.92 0.92 0.92 0.94 0.92 0.94 Percent Heavy Veh, % 3 4 4 0 28 28 2 2 2 2 2 2 Cap, veh /h 97 2551 0 0 1794 37 121 12 36 36 1 232 Arrive On Green 0.05 0.74 0.00 0.00 0.63 0.63 0.17 0.00 0.17 0.17 0.00 0.17 Sat Flow, veh /h 1757 3563 0 0 2899 59 348 67 207 1 4 1325 Grp Volume(v), veh /h 139 583 0 0 1307 1375 3 0 0 503 0 0 Grp Sat Flow(s),veh /h /lnl757 1736 0 0 1410 1474 622 0 0 1330 0 0 Q Serve(g_s), s 5.5 5.3 0.0 0.0 63.5 63.5 0.0 0.0 0.0 4.3 0.0 0.0 Cycle Q Clear(g_c), s 5.5 5.3 0.0 0.0 63.5 63.5 0.1 0.0 0.0 17.5 0.0 0.0 Prop In Lane 1.00 0.00 0.00 0.04 0.67 0.33 0.00 1.00 Lane Grp Cap(c), veh /h 97 2551 0 0 895 936 169 0 0 269 0 0 V/C Ratio(X) 1.44 0.23 0.00 0.00 1.46 1.47 0.02 0.00 0.00 1.87 0.00 0.00 Avail Cap(c_a), veh /h 97 2551 0 0 895 936 169 0 0 269 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.59 0.59 0.00 0.00 0.09 0.09 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s /veh 47.3 4.2 0.0 0.0 18.3 18.3 34.1 0.0 0.0 42.4 0.0 0.0 Incr Delay (d2), s /veh 228.4 0.0 0.0 0.0 207.3 211.9 0.2 0.0 0.0 405.6 0.0 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /M.8 4.5 0.0 0.0 131.0 138.9 0.1 0.0 0.0 67.9 0.0 0.0 LnGrp Delay(d),s /veh 275.7 4.2 0.0 0.0 225.6 230.2 34.3 0.0 0.0 448.1 0.0 0.0 LnGrp LOS F A F F C F Approach Vol, veh /h 722 2682 3 503 Approach Delay, s /veh 56.5 227.9 34.3 448.1 Approach LOS E F C F Timer Assigned Phs 2 4 6 7 8 Phs Duration (G +Y +Rc), s 22.0 78.0 22.0 10.0 68.0 Change Period (Y +Rc), s 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 17.5 73.5 17.5 5.5 63.5 Max Q Clear Time (g_c +ll ), s 2.1 7.3 19.5 7.5 65.5 Green Ext Time (p-c), s 3.3 62.7 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 224.4 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 9 HCM 2010 Signalized Intersection Summary 8: E. Grand Ave. & Allerton Ave. User approved pedestrian interval to be less than phase max green. 09/06/2018 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 10 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/0612018 --P� jr-- Movement EBT EBR WBL WBT NEL NER Lane Configurations + r 4.0 4 ) 40.0 Traffic Volume (veh /h) 286 126 4 975 744 10 Future Volume (veh /h) 286 126 4 975 744 10 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh /h 311 137 4 1060 819 0 Adj No. of Lanes 1 1 0 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 0 Cap, veh /h 1115 947 56 1113 962 438 Arrive On Green 0.60 0.60 0.60 0.60 0.27 0.00 Sat Flow, veh /h 1863 1583 1 1860 3548 1615 Grp Volume(v), veh /h 311 137 1064 0 819 0 Grp Sat Flow(s),veh /h /lnl863 1583 1861 0 1774 1615 Q Serve(g_s), s 5.2 2.5 3.8 0.0 14.3 0.0 Cycle Q Clear(g_c), s 5.2 2.5 34.9 0.0 14.3 0.0 Prop In Lane 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh /h 1115 947 1169 0 962 438 V/C Ratio(X) 0.28 0.14 0.91 0.00 0.85 0.00 Avail Cap(c_a), veh /h 1143 971 1197 0 1415 644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d), s /veh 6.3 5.8 12.3 0.0 22.5 0.0 Incr Delay (d2), s /veh 0.1 0.0 9.9 0.0 2.3 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr4.8 1.9 28.1 0.0 11.7 0.0 LnGrp Delay(d),s /veh 6.4 5.8 22.2 0.0 24.8 0.0 LnGrp LOS A A C C Approach Vol, veh /h 448 1064 819 Approach Delay, s /veh 6.2 22.2 24.8 Approach LOS A C C Timer Assigned Phs 2 4 6 Phs Duration (G +Y +Rc), s 43.5 21.7 43.5 Change Period (Y +Rc), s 4.5 4.0 4.5 Max Green Setting (Gmax), s 40.0 26.0 40.0 Max Q Clear Time (g_c +ll ), s 7.2 16.3 36.9 Green Ext Time (p-c), s 9.3 1.4 2.1 Intersection Summary HCM 2010 Ctrl Delay 20.1 HCM 2010 LOS C Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 11 HCM 2010 Signalized Intersection Summary 9: Haskins Way & E. Grand Ave. 09/06/2018 User approved volume balancing among the lanes for turning movement. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 12 HCM Unsignalized Intersection Capacity Analysis 10: 101 NB Off - Ramp /Industrial Wy. /Industrial Wy. & E. Grand Ave. 09/0612018 Movement WBL WBR NET NER SWL SWT Lane Configurations r t r Traffic Volume (veh /h) 0 11 80 589 0 0 Future Volume (Veh /h) 0 11 80 589 0 0 Sign Control Yield Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 12 87 640 0 0 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 87 44 727 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 87 44 727 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 99 100 cM capacity (veh /h) 910 1024 872 Direction, Lane # WB 1 NE 1 NE 2 NE 3 Volume Total 12 58 242 427 Volume Left 0 0 0 0 Volume Right 12 0 213 427 cSH 1024 1700 1700 1700 Volume to Capacity 0.01 0.03 0.14 0.25 Queue Length 95th (ft) 1 0 0 0 Control Delay (s) 8.6 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 8.6 0.0 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 3 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) + r ))) + r ) ++ r ) ft r Traffic Volume (veh /h) 169 236 200 2025 369 510 102 30 319 150 1121 170 Future Volume (veh /h) 169 236 200 2025 369 510 102 30 319 150 1121 170 Number 7 4 14 3 8 18 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1610 1765 1727 1520 1681 1792 1696 1570 1759 1776 1810 1827 Adj Flow Rate, veh /h 141 295 0 2109 384 0 106 31 0 156 1168 0 Adj No. of Lanes 1 2 1 3 1 1 1 2 1 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 18 6 10 25 13 6 12 21 8 7 5 4 Cap, veh /h 112 257 107 1948 802 727 59 121 61 420 888 401 Arrive On Green 0.07 0.07 0.00 0.48 0.48 0.00 0.04 0.04 0.00 0.17 0.17 0.00 Sat Flow, veh /h 1533 3530 1468 4082 1681 1524 1616 2983 1495 1691 3438 1553 Grp Volume(v), veh /h 141 295 0 2109 384 0 106 31 0 156 1168 0 Grp Sat Flow(s),veh /h /lnl533 1765 1468 1361 1681 1524 1616 1492 1495 1691 1719 1553 Q Serve(g_s), s 8.0 8.0 0.0 52.5 17.0 0.0 4.0 1.1 0.0 9.0 28.4 0.0 Cycle Q Clear(g_c), s 8.0 8.0 0.0 52.5 17.0 0.0 4.0 1.1 0.0 9.0 28.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 112 257 107 1948 802 727 59 121 61 420 888 401 V/C Ratio(X) 1.26 1.15 0.00 1.08 0.48 0.00 1.80 0.26 0.00 0.37 1.32 0.00 Avail Cap(c_a), veh /h 112 257 107 1948 802 727 59 526 264 420 888 401 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.00 1.00 1.00 0.00 0.58 0.58 0.00 Uniform Delay (d), s /veh 51.0 51.0 0.0 28.8 19.5 0.0 53.0 51.2 0.0 38.2 45.5 0.0 Incr Delay (d2), s /veh 172.2 102.4 0.0 38.2 0.0 0.0 421.0 0.4 0.0 0.1 146.8 0.0 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /M.7 13.6 0.0 46.9 9.3 0.0 15.6 0.8 0.0 6.8 56.8 0.0 LnGrp Delay(d),s /veh 223.2 153.4 0.0 66.9 19.5 0.0 474.0 51.6 0.0 38.3 192.3 0.0 LnGrp LOS F F F B F D D F Approach Vol, veh /h 436 2493 137 1324 Approach Delay, s /veh 176.0 59.6 378.4 174.2 Approach LOS F E F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), s8.0 33.0 12.0 31.9 9.1 57.0 Change Period (Y +Rc), s 4.0 4.6 4.0 4.6 * 4.6 4.5 Max Green Setting (GmaxA.6 28.4 8.0 13.0 * 19 52.5 Max Q Clear Time (g_c +llo,Q 30.4 10.0 11.0 3.1 54.5 Green Ext Time (p-c), s 0.0 0.0 0.0 1.5 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 115.7 HCM 2010 LOS F Notes SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 13 HCM 2010 Signalized Intersection Summary 11: Produce Ave. /Airport Blvd. & San Mateo Ave. /So. Airport Blvd. 09/06/2018 User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 14 HCM 2010 Signalized Intersection Summary 12: So. Airport Blvd. & Mitchell Ave. & Gateway Blvd. 09/0612018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.6 + rr ) + ++ r )) ++ r 39.5 + rr Traffic Volume (veh /h) 100 135 470 101 1069 14 481 703 220 12 262 1354 Future Volume (veh /h) 100 135 470 101 1069 14 481 703 220 12 262 1354 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.91 1.00 0.97 1.00 1.00 1.00 0.93 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh /h /In 1532 1776 1652 1667 1275 1624 1727 1810 1863 1900 1845 1520 Adj Flow Rate, veh /h 105 142 106 106 1125 15 506 740 0 13 276 1109 Adj No. of Lanes 2 1 2 1 3 1 2 2 1 1 1 2 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 24 7 15 14 49 17 10 5 2 0 3 25 Cap, veh /h 150 216 274 281 854 330 597 643 296 650 662 760 Arrive On Green 0.02 0.04 0.04 0.18 0.25 0.25 0.19 0.19 0.00 0.36 0.36 0.36 Sat Flow, veh /h 2831 1776 2252 1587 3481 1343 3191 3438 1583 1810 1845 2117 Grp Volume(v), veh /h 105 142 106 106 1125 15 506 740 0 13 276 1109 Grp Sat Flow(s),veh /h /In1416 1776 1126 1587 1160 1343 1596 1719 1583 1810 1845 1059 Q Serve(g_s), s 4.1 8.7 5.0 6.5 27.0 0.9 16.8 20.6 0.0 0.5 12.4 39.5 Cycle Q Clear(g_c), s 4.1 8.7 5.0 6.5 27.0 0.9 16.8 20.6 0.0 0.5 12.4 39.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh /h 150 216 274 281 854 330 597 643 296 650 662 760 V/C Ratio(X) 0.70 0.66 0.39 0.38 1.32 0.05 0.85 1.15 0.00 0.02 0.42 1.46 Avail Cap(c_a), veh /h 154 387 491 281 854 330 597 643 296 650 662 760 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.36 0.36 0.36 1.00 1.00 1.00 0.45 0.45 0.00 1.00 1.00 1.00 Uniform Delay (d), s /veh 53.2 50.5 48.8 39.9 41.5 31.7 43.2 44.7 0.0 22.8 26.6 35.3 Incr Delay (d2), s /veh 4.0 0.9 0.2 0.3 150.7 0.0 6.8 76.0 0.0 0.0 0.2 213.6 Initial Q Delay(d3),s /veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95 %),veh /lr2.9 6.4 2.8 5.2 37.0 0.6 11.1 29.8 0.0 0.5 10.4 61.2 LnGrp Delay(d),s /veh 57.2 51.4 49.0 40.3 192.2 31.7 50.0 120.7 0.0 22.8 26.7 248.9 LnGrp LOS E D D D F C D F C C F Approach Vol, veh /h 353 1246 1246 1398 Approach Delay, s /veh 52.4 177.4 92.0 202.9 Approach LOS D F F F Timer Assigned Phs 1 2 4 5 6 8 Phs Duration (G +Y +Rc), 23.4 17.4 25.2 9.8 31.0 44.0 Change Period (Y +Rc), s 4.0 4.0 4.6 4.0 4.0 4.5 Max Green Setting (Gmaxp.® 24.0 20.4 6.0 27.0 39.5 Max Q Clear Time (g_c +11$,5 10.7 22.6 6.1 29.0 41.5 Green Ext Time (p-c), s 0.4 0.9 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 150.3 HCM 2010 LOS F SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 15 HCM Signalized Intersection Capacity Analysis 13: So. Airport Blvd. & 101 NB /So. Airport Blvd. Off Ramp /Wonder Color Ln. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations +' r*r* r* t ++ r* Traffic Volume (vph) 1082 98 213 66 92 26 631 356 17 103 557 193 Future Volume (vph) 1082 98 213 66 92 26 631 356 17 103 557 193 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 5.0 4.0 5.0 5.0 Lane Util. Factor 0.95 0.95 0.88 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frpb, ped /bikes 1.00 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 0.95 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.99 1.00 1.00 0.85 At Protected 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1649 1677 2692 1823 1584 1597 3240 1805 3374 1098 Flt Permitted 0.95 0.96 1.00 0.98 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1649 1677 2692 1823 1584 1597 3240 1805 3374 1098 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 1163 105 229 71 99 28 678 383 18 111 599 208 RTOR Reduction (vph) 0 0 104 0 0 26 0 4 0 0 0 143 Lane Group Flow (vph) 628 640 125 0 170 2 678 397 0 111 599 65 Confl. Peds. ( # /hr) 3 3 3 3 3 3 3 Confl. Bikes ( # /hr) 1 4 12 Heavy Vehicles ( %) 4% 0% 3% 5% 0% 0% 13% 11% 0% 0% 7% 39% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Perm Protected Phases 4 4 3 3 1 6 5 2 Permitted Phases 4 3 2 Actuated Green, G (s) 32.0 32.0 32.0 6.0 6.0 28.0 39.0 6.0 17.0 17.0 Effective Green, g (s) 32.0 32.0 32.0 6.0 6.0 28.0 39.0 6.0 17.0 17.0 Actuated g/C Ratio 0.32 0.32 0.32 0.06 0.06 0.28 0.39 0.06 0.17 0.17 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 3.0 3.0 2.0 3.5 3.5 Lane Grp Cap (vph) 527 536 861 109 95 447 1263 108 573 186 vls Ratio Prot 0.38 c0.38 c0.09 c0.42 0.12 0.06 c0.18 v/s Ratio Perm 0.05 0.00 0.06 vlc Ratio 1.19 1.19 0.15 1.56 0.02 1.52 0.31 1.03 1.05 0.35 Uniform Delay, dl 34.0 34.0 24.2 47.0 44.2 36.0 21.2 47.0 41.5 36.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.51 0.40 1.00 1.00 1.00 Incremental Delay, d2 103.9 104.6 0.0 291.6 0.0 236.6 0.2 94.3 50.0 5.1 Delay (s) 137.9 138.6 24.3 338.6 44.3 290.9 8.7 141.3 91.5 41.8 Level of Service F F C F D F A F F D Approach Delay (s) 120.8 297.0 186.0 86.2 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 140.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.30 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 17.0 Intersection Capacity Utilization 100.4% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 4 HCM Signalized Intersection Capacity Analysis 14: So. Airport Blvd. & Utah Ave. 09/06/2018 � � t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 65.2 +' r* F F r* Intersection Summary ++ r* t Traffic Volume (vph) 26 4 19 1769 10 345 19 633 266 170 581 76 Future Volume (vph) 26 4 19 1769 10 345 19 633 266 170 581 76 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 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 Frpb, ped /bikes 1.00 0.87 1.00 1.00 0.98 1.00 1.00 0.97 1.00 0.99 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 At Protected 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1820 1398 1417 1424 1244 1805 3343 1514 3367 3347 Flt Permitted 0.96 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1820 1398 1417 1424 1244 1805 3343 1514 3367 3347 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 28 4 20 1902 11 371 20 681 286 183 625 82 RTOR Reduction (vph) 0 0 20 0 0 96 0 0 178 0 10 0 Lane Group Flow (vph) 0 32 0 951 962 275 20 681 108 183 697 0 Confl. Peds. ( # /hr) 10 10 10 10 10 10 10 10 Confl. Bikes ( # /hr) 4 13 Heavy Vehicles ( %) 0% 0% 0% 21% 0% 27% 0% 8% 3% 4% 6% 0% Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Protected Phases 3 3 4 4 5 2 1 6 Permitted Phases 3 4 2 Actuated Green, G (s) 2.4 2.4 52.2 52.2 52.2 2.0 17.0 17.0 12.4 27.4 Effective Green, g (s) 2.4 2.4 52.2 52.2 52.2 2.0 17.0 17.0 12.4 27.4 Actuated g/C Ratio 0.02 0.02 0.52 0.52 0.52 0.02 0.17 0.17 0.12 0.27 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 4.0 2.0 Lane Grp Cap (vph) 43 33 739 743 649 36 568 257 417 917 vls Ratio Prot c0.02 0.67 c0.68 0.01 c0.20 0.05 c0.21 v/s Ratio Perm 0.00 0.22 0.07 vlc Ratio 0.74 0.01 1.29 1.29 0.42 0.56 1.20 0.42 0.44 0.76 Uniform Delay, dl 48.5 47.6 23.9 23.9 14.7 48.6 41.5 37.1 40.6 33.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.66 1.85 Incremental Delay, d2 45.4 0.1 139.2 142.5 0.2 10.1 105.7 0.4 1.5 2.7 Delay (s) 93.9 47.7 163.1 166.4 14.8 58.7 147.2 37.5 69.0 64.2 Level of Service F D F F B E F D E E Approach Delay (s) 76.1 140.4 113.6 65.2 Approach LOS E F F E Intersection Summary HCM 2000 Control Delay 117.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.20 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group SSF 201 Haskins Way Rezoning Study 5:00 pm 09/30/2016 2040 PM with Phase 1 and 2 Synchro 9 Report Kittelson & Associates, Inc. Page 5 12. Traffic Signal Warrants Caltrans Peak Hour Warrant 3 2040 Cumulative plus Project MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: 2040 Cumulative +Phase 1 AM North -South Approach = Major Major Street East -West Approach= Minor NB 1421 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 34 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Cumulative+Phl AM _US101_EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.4 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.10 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 34 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 1455 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Cumulative+Phl AM _US101_EGrand.xlsm]SummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MINA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: 2040 Cumulative +Phase 1 PM North -South Approach = Major Major Street East -West Approach= Minor NB 664 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 11 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 —2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • TrafOC W — 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 �1Major /1 Minar ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Cumulative+Phl PM_US101_EGrand.xlsm]5ummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 8.6 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.03 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 11 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 675 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 —2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • TrafOC W — 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 �1Major /1 Minar ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_Cumulative+Phl PM_US101_EGrand.xlsm]5ummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: 2040 Cumulative +Phase 1 +2 AM North -South Approach = Major Major Street East -West Approach= Minor NB 1446 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 34 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_ Cumulative+Phl +2 AM_US101_EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 10.4 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.10 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 34 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 1480 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 -2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /I Minor S • TrifOCWnon. 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 1 Major /1 Minor ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_ Cumulative+Phl +2 AM_US101_EGrand.xlsm]SummaryPeak MUTCD SIGNAL WARRANT ANALYSIS KITTELSON & ASSOCIATES, INC. 155 Grand Avenue, Suite 900 Oakland, CA 94612 Phone: (510) 839-1742 Project #: 21673 Project Name: SSF 201 Haskins Way Rezoning Initial Study Analyst: MNA Date: 9/27/2018 Intersection: US 101 NB Off- Ramp /Polleti Way & E. Grand Scenario: 2040 Cumulative +Phase 1 +2 PM North -South Approach = Major Major Street East -West Approach= Minor NB 669 Major Street Thru Lanes= 2 SB 0 Minor Street Thru Lanes= 1 Minor Street Speed > 40 mph? No EB 0 Population. 10,000? No WB 11 WARRANT 3 - Peak Hour SATISFIED No PART SATISFIED No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 —2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • TrafOC W — 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 �1Major /1 Minar ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_ Cumulative+Phl +2 PM _US101_EGrand.xlsm]SummaryPeak 1 Total Stopped Delay Per Vehicle On Minor Approach (sec) 0.0 8.6 Number Of Lanes On Minor Street Approach 0 1 Vehicle -Hours Of Stopped Delay On Minor Approach 0.00 0.03 Satisfied No No 2 Volume on Minor Street Approach During Same Hour 0 11 Satisfied No No 3 JTotal Entering Volume On All Approaches During Same Hour 680 Number of Approaches to Intersection 2 Satisfied No PART B SATISFIED No Figure 4C -3: Warrant 3 - Peak Hour 100% Warrant Factor 600 500 400 —2 Major / 2 Minor 300 2 Major / 1 Minor 1 Major / 2 Minor _ 200 I Major /1 Minor S • TrafOC W — 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Combined Major Street Figure 4C -4: Warrant 3 - Peak Hour 70% Warrant Factor 500 400 300 2 Major / 2 Minar 2 Major / 1 Minor 1 Major / 2 Minor 200 �1Major /1 Minar ♦ Traffic Volumes S 100 0 300 400 500 600 700 800 900 1000 1100 1200 1300 Combined Major Street File: C:\ Users \maronson \Projects \2017 \21673 South SF 201 Haskins \Analysis \04 - Signal Warrant \[21673_Signal Warrant_ Cumulative+Phl +2 PM _US101_EGrand.xlsm]SummaryPeak 13. Freeway Level of Service Calculations Highway Capacity Software (HCS) 2040 Cumulative plus Project BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:01 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kF97E.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 10190 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2778 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 38.1 mph S mph D = vp / S 73.0 pc /mi /In D = V / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:01 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kF97E.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:01 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k456B.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 12972 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv3536 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 0.3 mph S mph D = vp / S 11639.0 pc /mi /In D = V / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:01 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k456B.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:02 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k7E4E.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 13424 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2440 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 49.7 mph S mph D = vp / S 49.1 pc /mi /In D = V / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:02 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k7E4E.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:02 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kCB54.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 9995 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1816 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 62.5 mph S mph D = vp / S 29.0 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:02 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kCB54.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:24 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kE l 7B.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 9705 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2646 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 43.0 mph S mph D = vp / S 61.6 pc /mi /In D = V / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:24 PM file: / / /C: /Users /j amarillas /AppData/Local /Temp /f2kE l 7B.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:24 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k40F l .tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8694 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLC 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2370 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 51.7 mph S mph D = vp / S 45.9 pc /mi /In D = V / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:24 PM file: / / /C:/ Users /jamarillas /AppData /Local /Temp /f2k40F l .tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:24 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k7E3 8.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8665 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv1890 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 61.6 mph S mph D = vp / S 30.7 pc /mi /In D = V / S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:24 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2k7E3 8.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:25 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kCO71.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information JSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 Project Description South San Francisco 201 Haskins Way 1 Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 11421 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET - 1) + PR(ER - 1)] 0.976 Speed Inputs Calc Speed Ad' and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps /mi TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design (N Operational LOS Design LOS _ (V or DDHV) / (PHF x N x f Hv2491 p pc /h /In v = (V or DDHV) / (PHF x N x fHv fp) f) pc /h /In x p S 48.1 mph S mph D = vp / S 51.8 pc /mi /In D = V / S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, v - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:25 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kCO71.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:02 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k3401.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 10196 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 2779 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S 38.0 mph S mph D = vp / S 73.1 pc /mi /In D = vp /S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:02 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k3401.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:03 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k9720.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 13032 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 3553 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S mph S mph D = vp / S pc /mi /In D = vp /S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:03 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k9720.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:03 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kD785.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 13479 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 2450 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S 49.4 mph S mph D = vp / S 49.6 pc /mi /In D = vp /S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:03 PM file:H /C: /Users /j amarillas /AppData /Local /Temp /f2kD785.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:03 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k l 067.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Northbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 10004 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 6 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 1818 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S 62.5 mph S mph D = vp / S 29.1 pc /mi /In D = vp /S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:03 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k l 067.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of I Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:26 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kA8DD.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 9745 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 2657 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S 42.6 mph S mph D = vp / S 62.4 pc /mi /In D = vp /S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLc - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:26 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kA8DD.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:27 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kC922.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of Oyster Point Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8702 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 4 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 2372 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S 51.6 mph S mph D = vp / S 46.0 pc /mi /In D = vp /S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:27 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2kC922.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:27 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k986.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period AM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 8669 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 1891 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S 61.6 mph S mph D = vp / S 30.7 pc /mi /In D = vp /S pc /mi /In LOS D Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:27 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k986.tmp 9/7/2018 BASIC FREEWAY WORKSHEET Page 1 of 1 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:28 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k6 l 6A.tmp 9/7/2018 BASIC FREEWAY SEGMENTS WORKSHEET General Information IlSite Information Analyst JGA Highway /Direction of Travel US 101 Southbound Agency or Company Kittelson & Associates, Inc. From /To North of 1 -380 Date Performed 811612018 Jurisdiction South San Francisco Analysis Time Period PM Peak Hour Analysis Year Year 2040 Plus Phase 1 & 2 Project Description South San Francisco 201 Haskins Way ❑ Oper.(LOS) ❑ Des.(N) ❑ Planning Data Flow Inputs Volume, V 11477 veh /h Peak -Hour Factor, PHF 0.94 AADT veh /day %Trucks and Buses, PT 5 Peak -Hr Prop. of AADT, K %RVs, PR 0 Peak -Hr Direction Prop, D General Terrain: Level DDHV = AADT x K x D veh /h Grade % Length mi Up /Down % Calculate Flow Adjustments f 1.00 ER 1.2 ET 1.5 fHV = 1 /[1 +PT(ET -1) + PR(ER 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width 12.0 ft Rt -Side Lat. Clearance 6.0 ft fLW 0.0 mph Number of Lanes, N 5 fLc 0.0 mph Total Ramp Density, TRD 3.00 ramps/ml TRD Adjustment 8.1 mph FFS (measured) mph FFS 67.3 mph Base free -flow Speed, 75.4 mph BFFS LOS and Performance Measures Design (N) Design N Operational LOS Design LOS vp = (V or DDHV) / (PHF x N x fHV 2503 pc /h /In vp = (V or DDHV) / (PHF x N x fHV f p) p c /h /In x fp) S 47.7 mph S mph D = vp / S 52.4 pc /mi /In D = vp /S pc /mi /In LOS F Required Number of Lanes, N Glossary Factor Location N -Number of lanes S - Speed ER - Exhibits 11 -10, 11 -12 fLW - Exhibit 11 -8 - Hourly volume D - Density ET - Exhibits 11 -10, 11 -11, 11 -13 fLC - Exhibit 11 -9 p - Flow rate FFS - Free -flow speed p - Page 11 -18 TRD - Page 11 -11 LOS - Level of service BFFS - Base free -flow speed LOS, S, FFS, vp - Exhibits 11 -2, DDHV - Directional design hour volume 11 -3 Copyright © 2016 University of Florida, All Rights Reserved HCS 201OTM Version 6.90 Generated: 9/7/2018 1:28 PM file: / / /C: /Users /j amarillas /AppData /Local /Temp /f2k6 l 6A.tmp 9/7/2018