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Item 6.1 Moller Ranch Attch 16 #2
Queues Existing+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK 1 1 d Lane Group WBL WBR NBT NBR SBT SBR Lane Group Flow(vph) 572 335 1684 752 1562 459 v/c Ratio 1.01 0.63 0.64 0.49 0.45 0.34 Control Delay 84.9 35.4 6.4 0.1 5.3 0.7 Queue Delay 0.0 0,0 0.0 0.0 0.0 0.0 Total Delay 84.9 35.4 6.4 0.1 5.3 0.7 Queue Length 50th(ft) -203 87 228 0 120 0 Queue Length 95th (ft) #311 138 m220 m0 143 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 566 534 2615 1550 3475 1345 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.63 0.64 0.49 0.45 0.34 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. • Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • Moller Ranch TIA Synchro 7- Report KHA Page 19 HCM Signalized Intersection Capacity Analysis Existing+Project . 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK f - ! 1 t P \• l d Movement EBL' EBT EBR WBL• WBT WBR ' NBL- NBT ..-NBR SBL- SBT SBR Lane Configurations VI t" +4' r 4?10 P Volume(vph) 0 0 0 509 0 298 0 1516 677 0 1118 681 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 4.7 5.4 4.0 5.4 4.0 Lane Util.Factor 0.97 0.88 0.95 1.00 0.86 0.86 Frpb, ped/bikes 1.00 ' 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Fri 1.00 0.85 1.00 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 3539 1550 4653 1345 Flt Permitted. 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 3539 1550 4653 1345 Peak-hour factor, PHF 0.92 0.92 0.92 0.89 0.89 0.89 0.90 0.90 0.90 0.89 0.89 0.89 Adj. Flow(vph) 0 0 0 572 0 335 0 1684 752 0 1256 765 RTOR Reduction(vph) 0 0 0 0 0 75 0 0 0 0 35 0 Lane Group Flow(vph) 0 0 0 572 0 260 0 1684 752 0 1527 459 Confl. Bikes(#/hr) 3 1 Turn Type custom custom Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green,G(s) 17.3 17.3 77.6 105.0 77.6 105.0 Effective Green,g(s) 17.3 17.3 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 0.16 0.74 1.00 0.74 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 2615 1550 3439 1345 v/s Ratio Prot c0.48 0.33 v/s Ratio Perm c0.17 0.09 0.49 0.34 v/c Ratio 1.01 0.57 0.64 0.49 0.44 0.34 Uniform Delay,dl 43.9 40.4 6.8 0.0 5.3 0.0 Progression Factor 1.00 1,00 0.90 1.00 1.00 1.00 Incremental Delay,d2 40.5 2.6 0.1 0.1 0.4 0.7 Delay(s) 84.3 43.0 6.2 0.1 5.7 0.7 Level of Service F D A A A A Approach Delay(s) 0.0 69.1 4.3 4.6 Approach LOS A E A A - Intersection Summary . - HCM Average Control Delay 15.4 HCM Level of Service B HCM Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group . Moller Ranch TIA Synchro 7- Report KHA Page 20 Queues Existing+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK t Z t P `► 1 r t`ane'6roup vEBl2' EBT° `EBR WBL . WBR! wBR2'`,. NBT. s_ NBR `S6LI7 SBTfii7SBR Lane Group Flow(vph) 639 295 439 211 444 120 1411 577 316 1137 327 v/c Ratio 1.23 1.43 0.28 1.53 1,41 0:38 0.88 0.46 1.13 0.48 0.21 Control Delay 157.8 255.6 0.4 305.6 227.4 24.6 33.9 .20.4 125.6 5.8 ' 0.2 Queue Delay 0.0 0.0 0.0 0.0. 0.0 0.0 0.0 0.0 0.0 0.0 ' 0.0 Total Delay 157.8 255.6 0.4 305.6 227.4 24.6 33.9 20.4 125.6 5.8 0.2 Queue Length 50th(ft) -274 -270 0 -103 -347 47 440 140 -251 107 ' 0 Queue Length 95th(ft) #303 #352 0 #165 #494 80 546 193 m#370 m122 m0 Internal Link Dist(ft) 1255 935 981 Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity_(vph) 520 206 1563 138 316 319 1604 1241 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 - 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.23 1.43 a28 1.53 1.41 0.38 0.88 0.46 1.13 0.48 0:21 Intersection'Summary r, _ a _- - Volume exceeds capacity,queue is theoretically infinite, . Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • Moller Ranch TIA Synchro 7- Report KHA Page 21 HCM Signalized Intersection Capacity Analysis Existing+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK .' c t t t r t \- 1 movement _... _ EBL2. EBE1 EBT` EBR %WB[ -.14/BR',WBR2 =xNBT .`N6R ' NBR2-= -SBL: -SB1i Lane Configurations In tP if V if rf ft. P'P .9 4'P Volume (vph) 492 1 226 338 179 377 102 1312 445 92 288 1035 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 ' 4.5 5.4 5.4 5.4 5.4 5,4 5.4 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 Frpb, ped/bikes 1.00 . 1.00 0.99 1.00 0.99 1.00 1.00 0.97 1,00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 . 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1862 1563 3431 1566 1578 3539 2705 1770 3539 Flt Permitted 0.95 1.00 1.00 0.47 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 1862 1563 1699 1566 1578 3539 2705 1770 3539 Peak-hour factor, PHF 0.77 0.77 0.77 0.77 0.85 0.85 0.85 0.93 0.93 0.93 0.91 0.91 Adj. Flow(vph) 639 1 294 439 211 444 120 1411 478 99 316 1137 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 15 0 0 0 Lane Group Flow(vph) 639 0 295 439 211 444 120 1411 562 0 316 1137 Confl. Peds. (#/hr) 1 1 2 2 2 Confl. Bikes(#/hr) 3 2 2 1 1 Turn Type Prot Perm Free custom custom custom Perm Prot Protected Phases 3 8 4 5 6 5 2 Permitted Phases 8 Free 7 5 4 6 Actuated Green,G(s) 15.9 11.6 105.0 8.5 21.2 21.2 47.6 ' 47.6 16.6 69.6 Effective Green,g (s) 15.9 11.6 105.0 8.5 21.2 21.2 47.6 47.6 16.6 69.6 Actuated gIC Ratio 0.15 0.11 1.00 0.08 0.20 0.20 0.45 0.45 0.16 0.66 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 - 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 520 206 1563 138 316 319 1604 1226 280 2346 v/s Ratio Prot c0.19 c0.06 . 0.06 c0.40 0.18 0.32 Ws Ratio Perm 0.16 0.28 c0.12 0.22 0.02 0.21 v/c Ratio 1.23 1.43 0.28 1.53 1.41 0.38 0.88 0.46 1.13 0.48 Uniform Delay, dl 44.5 46.7 0.0 48.2 41.9 36.2 26.1 19.8 44.2 8.8 Progression Factor 1.00 1.00 1.00 1.00 ' 1.00 1.00 1.00 1.00 0.91 0.59 Incremental Delay,d2 119.1 220.0 0.4 271.1 200.3 0.3 7.2 1.2 87.1 0.3 Delay(s) 163.6 266.7 0.4 319.4 242.2 36.5 33.3 21.0 127.2 5.4 Level of Service F F A F F D C C F A Approach Delay(s) 133.6 29.8 26.1 Approach LOS F C C Intersectioi Suini ary '''LL„,_-_-,, ' _._ _ ";= ` .__ f: . HCM Average Control Delay 79.2 HCM Level of Service E HCM Volume to Capacity ratio 1.06 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 15.3 Intersection Capacity Utilization 88.5% ICU Level of Service E - Analysis Period (min) 15 c Critical Lane Group _ Moller Ranch TIA ' Synchro 7- Report KHA Page 22 HCM Signalized Intersection Capacity Analysis Existing+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK r Movenent ^ PSBR �' �� Latt*Configurations t' Volume(vph) 298 - Ideal Flow(vphpl) 1900 • Total Lost time(s) 4.0 Lane Util. Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd, Flow(prot) 1550 Fit Permitted 1.00 Satd.Flow(perm) 1550 Peak-hour factor, PHF • 0.91 Adj. Flow(vph) 327, ' RTOR Reduction(vph) 0 Lane Group Flow(vph) 327 Conf. Peds. (#/hr) Confl. Bikes(#/hr) 2 Turn Type Free Protected Phases Permitted Phases Free Actuated Green,G(s) 105.0 Effective Green,g(s) 105.0 Actuated g/C Ratio 1.00 Clearance Time(s) Vehicle Extension (s) Lane Grp Cap(vph) 1550 v/s Ratio Prot v/s Ratio Perm 0.21 • v/c Ratio 0.21 Uniform Delay,dl 0.0 Progression Factor 1.00 Incremental Delay,d2 0.2 Delay(s) 0.2 Level of Service A Approach Delay(s) Approach LOS _._ lotersedtion Sumrifary ., _ _ z • • Moller Ranch TIA Synchro 7- Report KHA Page 23 • Queues Existing+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK s q 1 4 -' Lane Group _. EBL NBL==°^ NBT ,aSBT �, SBR _-- Lane Group Flow(vph) 32 10 231 124 20 v/c Ratio 0.05 0.01 0.15 0.10 0.02 Control Delay 6.5 8.6 1.7 4.4 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.5 8.6 1.7 4.4 3.6 Queue Length 50th(ft) 0 0 0 0 0 Queue Length 95th(ft) 6 9 32 42 9 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1583 1611 1863 1863 1550 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.02 0.01 0.12 0.07 0.01 Intersection Summary . a ..� x� Moller Ranch TIA Synchro 7- Report KHA Page 24 HCM Signalized Intersection Capacity Analysis Existing+Project • 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK l 7 1 t i r Movement .. ., .... rEBL sEBR°- NBL , 'NBT S6T= .SBR'n=- °' Lane Configurations V v. it + r Volume(vph) 5 10 9 199 120 19 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 5.3 5.3 . 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes `1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 • Frt 0.91 1,00 1.00 1.00 0.85 Flt Protected 0.98 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1669 1770 1863 1863 1549 • Flt Permitted 0.98 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1669 1770 1863 1863 1549 ' Peak-hour factor, PHF 0.47 0.47 0.86 0.86 0.97 0.97 Adj. Flow(vph) 11 21 10 231 124 20 RTOR Reduction(vph) 20 0 0 0 0 16 Lane Group Flow(vph) 12 . 0 10 231 124 4 Confl. Bikes(#/hr) 1 Turn Type Prot Perm . Protected Phases 4 5 2 6 Permitted Phases ' 6 Actuated Green, G(s) 0.6 0.6 8.1 3.5 3.5 Effective Green,g(s) 0.6 0.6 8.1 3.5 3.5 Actuated g/C Ratio 0.03 0.03 0.45 0.19 0.19 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 . Vehicle Extension(s) 2.0 , 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 56 59 838 362 301 v/s Ratio Prot c0.01 0.01 c0.12 0.07 v/s Ratio Perm 0.00 • v/c Ratio 0.21 0.17 0.28 0.34 0.01 Uniform Delay,dl 8.5 8.5 3.1 6.3 5.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 1.4 0.4 1.2 0.0 Delay(s) 9.1 9.8 3.5 7.4 5.9 Level of Service A A A A A • Approach Delay(s) 9.1 3.7 7.2 Approach LOS A A A Intersection-SUii Macy .,.. e:. . II . = . .�; . ,,.,.,: „ ._.. > ' -: " ' `'^ € HCM Average Control Delay 5.4 HCM Level of Service A HCM Volume to Capacity ratio 0.27 Actuated Cycle Length(s) 18.0 Sum of lost time(s) 9.3 Intersection Capacity Utilization 22.4% ICU Level of Service A Analysis Period(min) , 15 . c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 25 • Queues Existing+Project 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK c T r Lane Group wBL : NST T:NBR ' '.SBL SBT _ Lane Group Flow(vph) 12 216 3 6 129 v/c Ratio 0.05 0.13 0.00 0.02 0.07 Control Delay 14.7 2.6 2.7 17.3 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.7 2.6 2.7 17.3 1.0 Queue Length 50th(ft) 1 0 0 1 0 Queue Length 95th(ft) 12 59 3 10 18 Internal Link Dist(ft) 605 1596 671 Turn Bay Length(ft) 90 120 Base Capacity(vph) 1391 1769 1503 1067 1863 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced vlc Ratio 0.01 0.12 0.00 0.01 0.07 Intersection Summary Moller Ranch TIA Synchro 7- Report KHA Page 26 • HCM Signalized Intersection Capacity Analysis Existing+Project 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK . ` . - t ,' i Movement,.' '. VT 11U6R. NBT T R 1 SHO z SBT n' Lane Configurations A*` t- r ) t Volume(vph) 5 4 205 3 6 125 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.94 1.00 0.85 1.00 '1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 Said. Flow(prot) 1708 1863 1583 1770 1863 Flt Permitted 0.97 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1708 1863 1583 1770 1863 Peak-hour factor, PHF 0.75 0.75 0.95 0.95 0.97 0.97 Adj. Flow(vph) 7 5 216 3 . 6 129 RTOR Reduction(vph) 5 0 0 1 0 0 Lane Group Flow(vph) 7 0 216 2 6 129 Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green, G(s) 0.7 26.9 26.9 0.7 31.6 Effective Green, g(s) 0.7 26.9 26.9 0.7 31.6 Actuated g/C Ratio 0.02 0.65 0.65 0.02 0.76 Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 29 1205 1024 30 1415 v/s Ratio Prot c0.00 c0.12 0.00 c0.07 vl s Ratio Perm 0.00 v/c Ratio 0.24 0.18 0.00 0.20 0.09 Uniform Delay,dl 20.2 2.9 2.6 20.2 1.3 . Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.6 0.2 0.0 1.2 0.1 Delay(s) 21.8 3.1 2.6 21.4 1.4 Level of Service C A A C A Approach Delay(s) 21.8 3.1 2.2 Approach LOS C A A IntersectionSummay7 ;<<> - ; HCM Average Control Delay 3.4 HCM Level of Service A HCM Volume to Capacity ratio 0.19 Actuated Cycle Length (s) 41.6 Sum of lost time(s) 14.6 Intersection Capacity Utilization 22.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 27 • Queues Existing+Project 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK t ti• Lane :EEL ,t-,EBRI:.,.:L;NBL,,,„.•_z_NBT_. —SST_ L1T1_ Lane Group Flow(vph) 82 180 79 282 220 47 v/c Ratio 0.10 022 0.27 0.11 0.18 0.08 Control Delay 14.6 4.0 24.4 6.7 14.0 6.4 Queue Delay 0.0 0.0 -0.0 0.0 0.0 0.0 Total Delay 14.6 4.0 24.4 6.7 14.0 6.4 Queue Length 50th(ft) 7 0 14 8 18 0 Queue Length 95th(ft) 26 16 84 41 67 21 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 2836 2293 929 4701 2696 1197 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Raab 0.03 0.08 0.09 0.06 0.08 0.04 IntariblaiOn:SumriTanri.- - —• ' ' • • • Moller Ranch TIA Synchro 7- Report KHA Page 28 • HCM Signalized Intersection Capacity Analysis Existing+Project 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK - 4\ t 1 r Movement €BL'=. EBR° NBL NBT I.. SBT SBR'r; : ° . .. . $s Lane Configurations VI rr in ttt tt r Volume(vph) 67 148 73 259 191 41 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.0 4.5 5.0 5.0 5.0 • Lane Util. Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb,ped/bikes 1.00 0.99 1.00 1:00 1.00 .0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd.Flow(prot) 3433 2746 1770 5085 3539 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 • Satd. Flow(perm) 3433 2746 1770 5085 3539 1562 Peak-hour factor, PHF 0.82 0.82 0.92 0.92 • 0.87 0.87 Adj.Flow(vph) 82 180 79 282 220 47 RTOR Reduction(vph) 0 136 0 0 0 31 Lane Group Flow(vph) 82 44 79 282 220 16 Confl. Peds. (#/hr) 4 4 4 Confl. Bikes(#/hr) 1 Turn Type Perm Prot Perm . . Protected Phases 2 3 8 4 , • Permitted Phases 2 4 Actuated Green,G(s) 11.0 11.0 4.3 24.0 15.2 15.2 Effective Green, g(s) 11.0 11.0 4.3 24.0 15.2 15.2 Actuated g/C Ratio 0.24 0.24 0.10 0.53 0.34 0.34 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension p) 4.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) • 839 671 169 2712 1195 528 v/s Ratio Prot c0.02 • c0.04 0.06 c0.06 . v/s Ratio Perm 0.02 0.01 v/c Ratio 0.10 0.07 0.47 0.10 0.18 0.03 Uniform Delay,dl 13.2 13.1 19.3 5.2 10.5 10.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.7 0.0 0.1 0.0 Delay(s) 13.2 13.1 20.0 5.2 10.6 10.0 Level of Service B B C A B B Approach Delay(s) 13.1 8.4 10.5 Approach LOS B A B Intersection Sumr ay ... ,r _t - - 2:1 m ` :S HCM Average Control Delay 10.5 HCM Level of Service B HCM Volume to Capacity ratio 0.19 • Actuated Cycle Length(s) • 45.0 Sum of lost time(s) 14.5 Intersection Capacity Utilization 30.1% ICU Level of Service A Analysis Period(min) 15 . c Critical Lane Group Moller Ranch TIA Synchro 7- Report• KHA Page 29 • Queues Existing+Project 15: Central Pkwy & Fallon Rd Timing Plan: PM PEAK J t Larie;Gioup'S.,— '11EBUI. EBR NBCT—NBT. Lane Group Flow(vph) 27 41 19 458 461 12 v/c Ratio 0.09 0.12 0.07 0.30 0.12 0.01 Control Delay 13.4 6.7 14.7 4.0 4.8 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.4 6.7 14.7 4.0 4.8 5 1 Queue Length 50th(ft) 4 0 3 0 0 0 Queue Length 95th(ft) 13 9 17 95 43 7 Internal Link Dist(ft) 745 200 1101 Turn Bay Length(ft) 270 120 215 Base Capacity(vph) 1040 1563 1040 1863 4480 1396 Starvation Cap Reductn 0 0 0 0 0 0 • Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio . 0.03 0.03 0.02 0.25 0.10 0.01 -intersection SurrithaniTLe..?... • • • • Moller Ranch TIA Synchro 7- Report KHA Page 30 • HCM Signalized Intersection Capacity Analysis Existing+Project 15: Central Pkwy & Fallon Rd Timing Plan: PM PEAK t 1 -' • Movement .; EBL 7, EBR NBL ,tNBT SBl:r , SBR r . . ] Lane Configurations t ITT Volume(vph) 17 26 18 440 387 10 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5,0 4.5 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 0.98 1.00 .1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1557 1770 1863 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 1557 1770 1863 5085 1583 Peak-hour factor, PHF 0.63 0.63 0.96 0.96 0.84 0.84 • Adj. Flow(vph) 27 41 19 458 461 12 RTOR Reduction(vph) 0 38 0 0 0 5 Lane Group Flow(vph) 27 3 19 458 461 7 Confl. Peds. (#/hr) 1 Turn Type • custom Prot Perm Protected Phases 5 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 3.8 2.8 1.0 28.5 23.0 23.0 Effective Green,g(s) 3.8 2.8 1.0 28.5 23.0 23.0 Actuated g/C Ratio 0.09 0.07 0.02 0.69 0.56 0.56 Clearance Time(s) 4.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 163 106 43 1286 2832 882 v/s Ratio Prot c0.02 0.01 c0.25 0.09 y/s Ratio Perm 0.00 0.00 v/c Ratio 0.17 0.03 0.44 0.36 0.16 0.01 Uniform Delay,dl 17.3 18.0 19.9 2.6 4.5 4.1 Progression Factor 1.00 1.00 1.00 . 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.1 2.6 0.2 0.0 0.0 Delay(s) 17.5 18.1 22.5 2.9 4.5 4.1 Level of Service B B C A A A Approach Delay(s) 17.9 3.6 4.5 Approach LOS B A A Intersection Summary . . .,_._._ HCM Average Control Delay 5.0 HCM Level of Service A HCM Volume to Capacity ratio 0.33 Actuated Cycle Length(s) 41.3 Sum of lost time(s) 9.0 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period(min) 15 ' c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA • Page 31 Queues Existing+Project 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK . • 1 t 1 J Lane-Group � 'EBL .EBR;r. NBC a NBT" SBT ;SBR' ,� -- __ 7; Lane Group Flow(vph) 127 393 83 372 471 35 • v/c Ratio 0.29 0.25 0.19 0.40 0.42 0.07 Control Delay 16.9 0.4 20.2 8.0 13.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.9 0.4 20.2 8.0 13.8 5.2 Queue Length 50th(ft) 26 0 10 52 52 0 Queue Length 95th (ft) 64 0 27 92 78 12 Internal Link Dist(ft) 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 807 2255 1566 1571 .2984 1340 Starvation Cap Reductn 0 0 0 0 0 0 Spill back Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.16 0.17 0.05 0.24 0.16 0.03 Irnersedtion Summary_ r r °- � • • • • Moller Ranch TIA Synchro 7- Report KHA Page 32 HCM Signalized Intersection Capacity Analysis Existing+Project 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK r i ~ 4" 4\ t t \* 1 r Movement !ESL EBT EBR ^WBL: : INBT;. EWER, NBC 77NBT . , .NBR. SBL sBT SBR Lane Configurations 11 1' err '1 1. VI k ) 'Ft P Volume(vph) 107 -0 330 0 0 0 80 ' 357 0 0 391 29 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 4.5 • 5.0 5.0 5.0 Lane Util. Factor 1.00 0.88 0.97 1.00 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd, Flow(prot) 1770 2787 3433 1863 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 • 2787 3433 1863 3539 1583 Peak-hour factor, PHF 0.84 0.84 0.84 0.25 0.25 0.25 0.96 0.96 0.96 0.83 0.83 0.83 Adj. Flow(vph) 127 0 393 . 0 0 0 83 372 0 0 471 35 RTOR Reduction(vph) 0 0 287 0 0 0 0 0 0 0 0 24 Lane Group Flow(vph) 127 0 106 0 0 0 83 372 0 0 471 11 Turn Type Prot Perm Prot Prot Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 4 Actuated Green,G(s) 12.8 12.3 4.6 23.4 14.3 14.3 Effective Green,g(s) 12.8 12.3 4.6 23.4 14.3 14.3 Actuated g/C Ratio 0.28 0.27 0.10 0.51 0.31 0.31 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 496 750 346 954 1107 495 • v/s Ratio Prot c0.07 0.02 c0.20 0.13 v/s Ratio Perm 0.04 0.01 v/c Ratio 0.26 0.14 0.24 0.39 0.43 0.02 • Uniform Delay,dl 12.8 127 18.9 6.8 12.4 10.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.1 0.4 0.4 0.0 Delay(s) 12.9 12.8 19.1 7.2 12.8 10.9 Level of Service B B B A B B Approach Delay(s) 12.8 0.0 9.3 12.7 Approach LOS B A A B Inte[seetion Summarj+.. r _ ,.;- . . , _ ...;d - _ - ...4:- ,; , '-: � <. __-. ::, HCM Average Control Delay 11.7 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length(s) 45.7 Sum of lost time(s) 9.5 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 33 Queues Existing+Project .17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK ! t t P 1 r • Lase>Group : . -7- -WBR" NBT _NBR 58T.• PSBR ' _._ _•' ' Lane Group Flow(vph) 16 17 410 252 36 668 218 v/c Ratio 0.04 0.04 0.43 0.16 0.03 0.41 0.26 Control Delay 8.6 8.6 3.0 • 4.1 0.0 5.3 1.7 • Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.6 8.6 3.0 4.1 0.0 5.3 1.7 Queue Length 50th(ft) 1 1 0 6 0 19 0 Queue Length 95th (ft) 9 9 16 17 0 46 14 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 190 Base Capacity(vph) 1378 1408 2358 3383 1423 3539 1564 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.01 0.17 0.07 0.03 0.19 0.14 -.r,-.,v.a ._-_--- -. rift-I �. -. Intersection Sumfr4ary....... k .. =v :n._.--- Moller Ranch TIA Synchro 7- Report KHA - Page 34 HCM Signalized Intersection Capacity Analysis Existing+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK -• I t 4\ t t `► 1 d _ _ Movement _.. 7 -EBL : 'EBT; -'BR .WBL. rSNB'[: WBR.'_�'NBL ;. NBT NOR,. -; SBL,7`:SBT._ SBR Lane Configurations 4 Fr ?'e r• ?' P Volume(vph) 0 0 0 22 6 353 0 201 32 0 601 196 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prof) 1681 1719 2787 3381 1423 3539 1564 Flt Permitted 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1719 2787 3381 1423 3539 1564 Peak-hour factor, PHF 0.92 0.92 0.92 0.86 0.86 0.86 0.81 0.81 0.81 0.90 0.90 0.90 Adj. Flow(vph) 0 0 0 26 7 410 0 248 40 0 . 668 218 . RTOR Reduction(vph) 0 0 0 0 0 315 0 2 0 0 0 117 Lane Group Flow(vph) 0 0 0 16 17 95 0 250 36 0 668 101 Confl. Bikes(#/hr) 1 1 Turn Type Perm Perm Free Perm Protected Phases 8 2 6 Pe'rmitted Phases 8 8 Free 6 Actuated Green, G(s) 5.7 5.7 5.7 11.5 24.7 11.5 11.5 Effective Green,g(s) 5.7 5.7 5.7 11.5 24.7 11.5 11.5 Actuated g/C Ratio 0.23 0.23 0.23 0.47 1.00 0.47 0.47 Clearance Time(s) 3.5 3.5 3.5 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 388 397 643 1574 1423 1648 728 • v/s Ratio Prot 0.07 c0.19 v/s Ratio Perm 0.01 0.01 c0.03 0.03 • 0.06 v/c Ratio 0.04 0.04 0.15 0.16 0.03 0.41 0.14 Uniform Delay,dl 7.4 7.4 7.6 3.8 0.0 4.3 3.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Delay(s) 7.4 7.4 7.6 3.8 0.0 4.4 3.8 Level of Service A A A A A A A • Approach Delay(s) 0.0 7.6 3.4 4.3 Approach LOS A A A A Intersection Summary.,,T".., . a , 1 HCM Average Control Delay 5.0 HCM Level of Service A HCM Volume to Capacity ratio 0.32 Actuated Cycle Length(s) 24.7 Sum of lost time(s) " 7.5 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 35 Queues Existing+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK 1 EBL EBR' NBT'm'NBR ,SBT " SBR :; — Lane Group Flow(vph) 236 25 • 152 96 368 344 v/c Ratio 0.18 0.04 0.11 0.07 0.49 0.23 Control Delay 7.5 4.3 2.9 0.1 7.4 0.4 Queue Delay 0.0 • 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 4.3 2.9 0.1 7.4 0.4 Queue Length 50th(ft) 10 0 2 0 28 0 • Queue Length 95th (ft) 25 7 9 0 58 0 Internal Link Dist(ft) 180 1206 Turn Bay Length(ft) 375 560 Base Capacity(vph) 3112 1438 3040 1423 1632 1486 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.02 0.05 0.07 0.23 0.23 Intersection=Summary .._. .- .,, ' _._._ _ e .m—_ I • • Moller Ranch TIA Synchro 7- Report KHA Page 36 HCM Signalized Intersection Capacity Analysis Existing+Project •18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK .-iT c - ki 4\ t t l .✓ . Movement '.-77,7__-7,6: `EBL,.L.EBT EB T -- WBC.■ WBT .WBR" 'NBL NBT -'NBR '--. BBC;.., 'SBT BBB Lane Configurations VI tr +1÷ if k if Volume(vph) 182 0 19 0 0 0 0 45 158 0 164 448 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 ' 1.00 0.91 0.91 0.95 0.95 Frpb,ped/bikes 1.00 1.00 0.99 0.99 0.99 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 • 1.00 1.00 Frt 1.00 0.85 0.90 0.85 0.93 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 1583 3041 1423 1632 1486 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 1583 3041 1423 ' 1632 1486 Peak-hour factor, PHF 0.77 0.77 0.77 0.92 0.92 0.92 0.82 0.82 0.82 0.86 0.86 0.86 Adj. Flow(vph) 236 ' 0 25 0 0 0 0 55 193 0 191 521 RTOR Reduction(vph) 0 0 18 0 0 '0 0 55 0 0 56 0 Lane Group Flow(vph) 236 0 ' 7 0 . 0 0 0 97 96 0 312 344 Confl. Bikes(#/hr) 1 1 Turn Type i custom , custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green, G(s) 7.4 7.4 11.6 27.0 11.6 27.0 Effective Green,g(s) 7.4 7.4 11.6 27.0 11.6 27.0 Actuated g/C Ratio 0.27 0.27 0.43 1.00 0.43 1.00 Clearance Time(s) 4.0 4.0 4.0 . 4.0 Vehicle Extension(s) 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) , 941 434 1307 1423 701 1486 v/s Ratio Prot 0.03 c0,19 v/s Ratio Perm 0.07 0.00 0.07 c0.23 v/c Ratio 0.25 0.02 0.07 0.07 0.45 0.23 Uniform Delay,dl 7.6 • 7.1 4.5 0.0 5.4 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.0 0.0 0.1 0.5 0.4 Delay(s) 7.7 7.2 4.6 0.1 5.9 0.4 Level of Service A A A, A A A Approach Delay(s) 7.6 0.0 2.8 3.2 Approach LOS A A A A-ii Intersection Sumt>1ary t _' s ' 1; HCM Average Control Delay 4.1 HCM Level of Service A . HCM Volume to Capacity ratio 0.34 Actuated Cycle,Length(s) 27.0 Sum of lost time(s) 4.0 Intersection Capacity Utilization 32.8% ICU Level of Service A Analysis Period(min) 15 _ c Critical Lane Group • Moller Ranch TIA Synchro 7- Report • KHA Page 37 Queues Existing+Project 19: Project Driveway & Tassajara Rd Timing Plan: PM PEAK t t P `w 1 Lane+Group" ..._ ="WBC :WBR ,'NBT' 'NBR SBL' SET_ ) Lane Group Flow(vph) 142 12 713 249 21 348 v/c Ratio 0.53 0.05 0.61 0.23 0.18 0.28 Control Delay 31.7 13.0 11.1 1.8 30.2 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.7 13.0 11.1 1.8 30.2 5.0 Queue Length 50th(ft) 48 0 117 1 7 43 Queue Length 95th(ft) '97 12 #335 30 26 74 internal Link Dist(ft) 860 1608 3040 Turn Bay Length(ft) 200 120 200 Base Capacity(vph) 266 248 1167 1083 118 1226 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.05 0.61 0.23 0.18 0.28 hitersecon Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report . KHA Page 38 • HCM Signalized Intersection Capacity Analysis Existing+Project 19: Project Driveway & Tassajara Rd Timing Plan: PM PEAK t T P �► 1 Movement _. ' VwBL_ WBR'_ NBT' . NBR .o _,_ _. .,_, Lane Configurations Volume(vph) 131 11 642 224 19 313 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd, Flow(prot) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0:95 1.00 Satd. Flow(perm) 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0.92 0.92 0.90 0.90 0.90 0.90 Adj.Flow(vph) 142 12 713 249 21 348 RTOR Reduction(vph) 0 10 0 101 0 0 Lane Group Flow(vph) 142 2 ' 713 148 21 348 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green, G(s) 9.0 9.0 37.6 37.6 0.8 43.9 Effective Green,g(s) 9.0 9.0 37.6 37.6 0.8 43.9 Actuated g/C Ratio 0.14 0.14 0.58 0.58 0.01 0.68 Clearance Time(s) 5.5 5.5 6.0 6.0 5.5 6.0 • Vehicle Extension(s) 2.0 2.0 4.0 4.0 2.0 4.0 Lane Grp Cap(vph) 247 221 1088 924 22 1270 v/s Ratio Prot c0.08 . c0.38 0.01 c0.19 v/s Ratio Perm 0.00 0.09 v/c Ratio 0.57 0.01 0.66 0.16 0.95 0.27 Uniform Delay,dl 25.9 23.9 9.0 6.2 31.8. 4.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 9.4 0.1 3.1 0.4 168.9 0.5 Delay(s) 35.3• 23.9 12.1 6.5 200.7 4.5 Level of Service D C B A F A Approach Delay(s) 34.4 10.7 15.7 Approach LOS C B B Intersedtron Summary., _. . HCM Average Control Delay 14.4 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 64.4 Sum of lost time(s) 17.5 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA • Synchro 7- Report KHA • Page 39 Ex + Project PM Thu Jul 19, 2012 18:52:02 Page 1-1 Scenario Report Scenario: Ex + Project PM Command: Ex + P PM Volume: Existing PM Geometry: Existing Impact Fee: Default Impact Fee Trip Generation: Project PM Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: • Ex + P PM • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN R.AMON Ex + Project PM Thu Jul 19, 2012 18:52:02 Page 2-1 Impact Analysis Report Level Of Service • Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd A axxxx. 0.422 A xxxxx 0.427 + 0.005 V/C # 4 Camino Tassajara/Windemere Pkw A xxxxx 0.266 A xxxxx. 0.272 + 0.005 V/C • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • • E:: + Project PM Thu Jul 19, 2012 18:52:02 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) 4,444-+*,,#***,,+,,,,,,+i*+*t***r±**=+++++ ***.“4*A k***********a*************** *++++i4- Intersection #3 Camino Tassajara/Highland Rd Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.427 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxx ix Optimal Cycle: 32 Level Of Service: A +,**, ** **+****x,k****4++*********++*k****4 44,***********4**,,**+*-+*_************ Approach: North Bound South Bound East Bound West Bound Movement: L - , T - R L - T - R L - T - R L - T - R I II II II I Control: Permitted Protected Split Phase Split Phase Rights: Include -Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 t+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1! 0 0 1 11 11 I Volume Module: Base Vol: 0 415 47 215 208 0 0 0 0 5 0 43 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 Initial Bse: 0 415 47 215 208 0 0 0 0 5 0 43 Added Vol: 0 9 0 0 15 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 424 47 215 223 0 0 0 0 5 0 43 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 424 47 215 223 0 0 0 0 5 0 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 424 47 215 223 0 0 0 0 5 0 43 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 424 47 215 223 0 0 0 0 5 0 43 PCB Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 424 ' 47 215 223 0 0 0 0 5 0 43 I I1 II II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.90 0.10 1.00 1.00 0.00 0.00 0.00 0.00 0.10 0.00 0.90 Final Sat. : 0 1548 172 1720 1720 0 0 0 0 179 0 1541 II 11 11 I Capacity Analysis Module: Vol/Sat: 0.00 0.27 0.27 0.13 0.13 0.00 0.00 0.00 0.00 0.03 0.00 0.03 Crit Volume: 471 215 0 48 Crit Moves: 4}** **4.4 *4**_************_*******_**********r*******+***,*4k*****************tk***444+.4 Traffic 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • Ex + Project PM Thu Jul 19, 2012 18:52:02 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) *************************************+*********+*****************k************** Intersection 54 Camino Tassajara/Windemere Pkwy +*********k************Y+++*******kk**+*z**********k*********x****************** Cycle (sec) : 100 Critical Vol./Cap. (I) : 0.272 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 28 Level Of Service: A *******+**********************+************************************************* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I I I I I I I I Control: Protected Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 . Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I II II I Volume Module: Base Vol: 214 428 0 0 188 35 30 0 124 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 214 428 0 0 188 35 30 0 124 0 0 0 Added Vol: 3 9 0 0 15 0 0 0 5 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 217 437 0 0 203 35 30 0 129 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 217 437 0 0 203 35 30 0 129 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 217 437 0 0 203 35 30 0 129 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 119 0 0 0 RTOR Vol: 217 437 0 0 203 35 30 0 10 0 0 0 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 217 437 0 0 203 35 30 0 10 0 0 0 I II II II Saturation Flow Module: . Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.71 0.29 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 2934 506 1720 0 3127 0 0 0 I II I I I I I Capacity Analysis Module: Vol/Sat: 0.07 0.25 0.00 0.00 0.07 0.07 0.02 0.00 0.00 0.00 0.00 0.00 Crit Volume: 437 - 119 30 0 Crit Moves: **** '*** *********+:********************************************************************** Traf£ix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON N • • • TRIP GENERATION • • • • • • DublinMollerRanch09 AppendixHeaders doc 10 September 2012 • n U 7 u r O a. C N 0 . a. °` N N of N I CS 7 Q O Si 65 7-r a m = = m ai- N N to a a) C n cc cm Ets a Q r n S A t o m m o a F N n Z a F N IIT N m 6 m C ▪ F n U2 0.5 N N a O N n a` N N E n5 a ° aro N n . pQ n a I 2 a m n (1 = 2 h m a F N Cl T N N a .r CO O r CO co n n u O l00 N(ml n n :Nil iq N N a • -000000000I y,ul U n a • 0000000000 ter co o ' C am m £ - o m ocn v s v o m mw a maoirnaioi ? oimo: < a: o Qa QQ Q .'{ 4Q¢6 0 w_ o _ d m m 7: 0 o _` A a O v a .12 0 -0 m H R H in-= aLW 22 a » -y >j DDD W� WS, c OJW I -6,-a N E v v v v v v �j LE a -- w' "Si 3 8 3 3 3 3 3 3 o u W . 03' as EooO0000000 oL c8_ W m 7" c0 W ' I- m P. � °m 'm o m ` ua° c v r m - E a v o `C; 0 mCE a U°m o' owm a o f o o L° ¢c u !c"M W m • ` c 2 h .c ti m 3 c ti N 0 o -E a 'o o W a 61 UF n v -" v a. } `d o Fao °' E a ,0 ,— " 8 �* m I E a co o m E a a n ti o '" w N =j Ca c °m cUOt o o ui •hw .- m v n � O u - E .E m m E a m g`-° n~ a It -0 ` n m c N ._ m v (5 dv `up cEE 'oc ° a m -a °o mv,T Oc fi0 v c O „ a a m t U v v a v v v -036-' o cc s e C m ` m'Co o 2° C v `o m m 3 ' t ..m m T, o_ `v m . 3d^• G a t E m-p = v m-5 U -o v 2.- 0 c N -o m a CD W P a m N _x m o f Q. ro m J 7 a J 'z re 0_' J 2 J Q F- Q-V-d S 5 W Y k�i 0 'a Uj Q o o - N n .1. 0 ---N p ~ U N N N N N N N N N N 2` Q of U O W LL o Z ' NEAR-TERM TRAFFIC CONDITIONS • DubrnMouerRanch09.Appenalxheaaers.aoc - 10 September 2012 • • Queues Near-term 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK J c ~ t t t `► 1 Lane.GrouP-- -_ :. EBL : EBT:--n-EBR =WBL WBT` :WBR NBL `:NBT TiNBR SBL S8T -... Lane Group Flow(vph) 53 409 424 382 836 336 662 704 379 548 1733 v/c Ratio 0.31 0.32 0.37 0.69 0.49 0.33 0.84 0.70 0.41 0.57 0.85 Control Delay 64.0 41.2 23.8 62.1 37.0 5,6 63.5 52.2 14.7 43.1 45.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay . 64.0 41.2 23.8 62.1 37.0 5.6 63.5 52.2 14.7 43.1 45.8 Queue Length 50th(ft) 22 104 123 111 214 48 191 204 55 199 392 Queue Length 95th(ft) 44 144 178 125 230 78 222 222 65 274 441 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1292 1186 729 1693 1013 844 1721 1013 962 2055 Starvation Cap Reductn. 0 0 0 0 0 0 0 0 0 0 . 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.32 0.36 0.52 0.49 0.33 0.78 0.41 0.37 0.57 0.84 tnferseclion'Summary • • • Moller Ranch TIA Synchro 7- Report KHA Page 1 • HCM Signalized Intersection Capacity Analysis Near-term 1 : Dublin Blvd & Dougherty Road Timing Plan:AM PEAK l { aL 4\ t P K► 1 I Movement : . -.EBt.7, EBT , 7 EBR., WBL• WBT' WBRA:_ NBI _ NBT•„.4,NBR. - SBL ., SBT SBR Lane Configurations VI +++ rr vri +++ r vri +++ rr tii aft. Volume(vph) 48 372 386 306 669 269 563 598 322 493 1457 103 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1"00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 .1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 5085 2764 4990 5085 1570 4990 5085 2787 3433 6337 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 100 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2764 4990 5085 1570 4990 5085 2787 3433 6337 Peak-hour factor, PHF 0.91 0.91 0.91 0.80 0.80 0.80 0.85 0.85 0.85 0.90 0.90 0.90 Adj. Flow(vph) '53 409 424 382 836 336 662 704 379 548 1619 114 RTOR Reduction(vph) 0 0 9" 0 0 52 0 0 57 0 8 0 Lane Group Flow(vph) 53 4.09 415 382 836 284 662 704 322 548 1725 0 • Confl. Peds. (#/hr) 3 1 1 3 6 6 Confl. Bikes(#/hr) 1 3 2 Turn Type Prot pm+ov Prot pm+ov Prot pm+ov Prot Protected Phases 5 2 3 1 6 7 3 8 1 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 5.5 33.0 53.5 14.5 42.3 78.7 20.5 25.8 40.3 36.4 41.7 Effective Green,g(s) 5.5 33.0 53.5 14.5 42.3 78.7 20.5 25.8 40.3 . 36.4 41.7 Actuated g/C Ratio 0.04 0.25 0.41 0.11 0.33 0.61 0.16 0.20 0.31 0.28 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 Lane Grp Cap(vph) 145 1291 1137 557 1655 950 787 1009 864 961 2033 v/s Ratio Prot 0.02 0.08 0.06 c0.08 c0.16 ' 0.08 c0.13 0.14 0.04 0.16 c0.27 v/s Ratio Perm 0.09 0.10 0.07 v/c Ratio 0.37 0.32 0.36 0.69 0.51 0.30 0.84 0.70 0.37 0.57 0.85 Uniform Delay,dl 60.6 39.4 26.5 55.6 35.4 12.4 53.2 48.5 35.0 40.1 41.2 Progression Factor 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.6 0.1 2.8 1.1 0.1 7.8 2.5 0.1 0.5 3.8 Delay(s) 61.1 40.0 26.6 58.4 36,5 12.4 60.9 50.9 35.1 40.6 45.0 Level of Service E D C E D B E D D D D Approach Delay(s) 34.8 36.7 51.3 . 43.9 Approach LOS C D D D IntersecGon-Summary. �" -�"' HCM Average Control Delay 42.9 HCM Level of Service_ D HCM Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization' - . 86.5% ICU'Level of Service E Analysis Period(min) 15 • c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 2 • Queues Near-term 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK `\ t P \► j r Lane Group EBL . EBT'• EBR.- +WBL=. WET NBl7t HST ' NBR . • SBL:' SBT._ -SBR. Lane Group Flow(vph) 120 408 223 425 750 245 411 117 17 484 131 v/c Ratio 0.54 0.21 0.16 1.39 0.37 0.65 0.31 0.11 0.12 0.32 0.24 Control Delay 67.9 27.7 5.6 237.3 27.9 66.6 30.1 5.4 61.9 36.1 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.9 27.7 5.6 237.3 27.9 66.6 30.1 5.4 61.9. 36.1 6.6 Queue Length 50th(ft) 51 84 14 -246 161 71 120 0 7 116 0 Queue Length 95th (ft) 73 97 28 #336 191 102 183 23 19 136 37 Internal Link Dist(ft) 2411 1552 1208 1717 - Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 252 1919 1383 306 2033 405 1333 1108 279 1514 552 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.21 0.16 1.39 0.37 0.60 0.31 0.11 0.06 0.32 0.24 Intersection Summary .. .r_. _ -;; • _. _ ___ . - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Near-term 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK J l ( .- 't '\ t P \' l r Movement EBL. . EBT "EBR' .WBL WBT: "WBR ' NBC , WBT ` NBR'" SBL .SBT SBR Lane Configurations ¶1 tiff rr vs ft!. 111,1 in- rrr vi ??i' r Volume(vph) 95 322 176 370 628 24 233 390 111 14 402 109 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) . . 4.5 6.2 4.5 4.5 6.2 4,5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2752 3433 5053 4990 3539 2749 3433 5085 1545 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(pen) 3433 5085 2752 3433 5053 4990 3539 2749 3433 5085 1545 Peak-hour factor, PHF • 0.79 . 0.79 0.79 0.87 0,87 0.87 0.95 0.95 0.95 0.83 0.83 0.83 Adj. Flow(vph) 120 408 223 ' 425 722 28 245 i 411 117 17 484 131 RTOR Reduction(vph) 0 0 89 0 3 0 0 0 74 0 0 90 Lane Group Flow(vph) 120 408 _ 134 425 747 '0 , 245 411 43 17 484 41 Confl. Peds. (#/hr) 5 2 2 5 12 1 1 12 Confl. Bikes(#/hr) - 3 5 1 Turn Type Prot pm+ov Prot i Prot Perm Prot Perm Protected Phases 5 ' 2 3 1 6 3 . ` 8 7 4 ' Permitted Phases 2 8 4 Actuated Green, G(s) 8.4 48.9 58.7 11.5 52.0 9.8 48.7 48.7 2.3 41.2 41.2 Effective Green,g (s) 8.4 48.9 58.7 11.5 52.0 9.8 48.7 48.7 2.3 41.2 41.2 Actuated g/C Ratio 0.06 0.37 0.44 0.09 0.39 0.07 0.37 0.37 0.02 0.31 0.31 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Vehicle Extension(s) ' 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 218 1882 1223 299 1989 370 1305 1013 60 1586 482 v/s Ratio Prot 0.03 0.08 0.01 c0.12 c0.15 c0.05 c0.12 0.00 0.10 v/s Ratio Perm 0.04 0.02 0.03 v/c Ratio 0.55 0.22 i 0.11 1.42 0.38 0.66 0.31 0.04 0.28 0.31 0.08 Uniform Delay,dl 60.0 28.5 21.4 60.3 28.5 59.5 29.8 26.7 64.1 34.6 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.7 0.3 0.0 208.1 0.5 3.4 . 0.6 0.1 0.9 0.5 0.3 Delay(s) 61.7 28.8 21.5 268.4 29.0 63.0 30.4 26.8 65.0 35.1 32.5 Level of Service E C C F C E C C E D C Approach Delay(s) 31.9 115.6 40.2 35.3 Approach LOS C F D D ersg Intersection Summary ." HCM Average Control Delay 64.0 HCM Level of Service E . HCM Volume to Capacity ratio 0.47 _ _ Actuated Cycle Length(s) 132.1 Sum of lost time(s) 15.2 Intersection Capacity Utilization 103.9% ICU Level of Service' G Analysis Period(min) 15 c Critical Lane Group. . Moller Ranch TIA Synchro 7- Report KHA Page 4 Queues Near-term 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK ct 4, lfahe-Groub " WBL.:;cNBT SBL---->SBT Lane Group Flow(vph) 516 259 60 532 v/c Ratio 0.76 0.34 0.13 0.71 Control Delay 15.5 11.3 10.2 17.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 15.5 11.3 10.2 17.6 Queue Length 50th(ft) 52 41 9 101 Queue Length 95th(ft) 88 96 31 232 Internal Link Dist(ft) • 2037 4077 2952 Turn Bay Length(ft) 605 , Base Capacity(vph) 1007 1179 707 1180 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.51 0.22 0.08 0.45 inteaSurnmaniftts-?:7C' ...ttt - • • Moller Ranch TIA Synchro 7- Report KHA Page 5 HCM Signalized Intersection Capacity Analysis Near-term 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK c t t t `► I T Movement ,a:. �;, '4.-..-.2 .,1/1/BU-:�,�16R',. .N @T_ rNBR.. �SBL, _.SBT. '. a._ ,.r._�' ,.. . ._ -'$ Lane Configurations 'tip T. ) if Volume(vph) 97 264 216 2 53 468 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.90 " 1.00 1.00 1.00 Fit Protected 0.99 1.00 0.95 1.00 Satd. Flow(prot) 1657 1861 1770 1863 Flt Permitted 0.99 1.00 0.60 1.00 Satd. Flow(perm) 1657 1861 1116 1863 • Peak-hour factor, PHF 0.70 0.70 0.84 0.84 0.88 0.88 Adj.Flow(vph) 139 377 257 2 60 532 RTOR Reduction(vph) 178 0 1 0 0 0 Lane Group Flow(vph) 338 0 258 0 60 532 Turn Type Perm • Protected Phases 8 2 6 Permitted Phases 6 Actuated Green,G(s) . 13.4 .. 18.0 18.0 18.0 Effective Green,g(s) 13.4 18.0 18.0 18.0 Actuated gIC Ratio 0.31 0.41 0.41 0.41 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 512 772 463 773 v/s Ratio Prot c0.20 0.14 c0.29 v/s Ratio Perm 0.05 v/c Ratio 0.66 0.33 0.13 0.69 Uniform Delay,dl 13.0 8.6 7.9 10.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.3 0.1 2.6 Delay(s) 16.2 8.9 8.0 13.0 Level of Service B A A B Approach Delay(s) 16.2 8.9 12.5 Approach LOS B A B InterseetioriSu11mar3 _. . .- -- -- 2.7<,z „ 'r .,. „.. . . _. . j HCM Average Control Delay 13.2 HCM Level of Service B • HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 43.4 Sum of lost time(s) 12.0 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 6 • Queues Near-term 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK t Lane Group. p -�. .. - EBL EBR NSL:�=NBT° .SBT = ':..27-212-177-7-17-1 Lane Group Row(vph) 24 349 170 271 729 v/c Ratio 0.06 0.39 0.52 0.27 0.62 Control Delay 17.9 3.9 34.6 8.2 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.9 3.9 34.6 8.2 17.7 Queue Length 50th (ft) 6 • 0 24 35 87 Queue Length 95th (ft) 22 23 #80 103 178 Internal Link Dist(ft) 922 569 1222 Turn Bay Length(0) 275 480 Base Capacity(vph) 874 1523 326 1486 2057 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.23 0.52 0.18 0.35_ Intersecticn:Sumiriary ._ ._,__ ' ' °` `" # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 7 HCM Signalized Intersection Capacity Analysis Near-term • 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK t 1 4/ • Mdvement ,NBT SBT _ SBR. , -_ . -_ l Lane Configurations R Fir ? +1. Volume(vph) 20 297 139 222 548 71 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.88 0.97 1.00 0.95 Frpb,ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, pedlbikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 2728 3433 1863 3478 Flt Permitted 0,95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 2728 3433 1863 3478 Peak-hour factor, PHF 0.85 0.85 0.82 0.82 0.85 0,85 Adj. Flow(vph) 24 349 170 271 645 84 RTOR Reduction(vph) 0 268 0 0 14 0 Lane Group Flow(vph) • 24 81 170 271 715 0 Confl. Peds. (#/hr) 1 Turn Type Perm Prot Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green,G(s) 12.6 12.6 5.2 29.7 18.5 Effective Green,g(s) 12.6 12.6 5.2 29.7 18.5 Actuated g/C Ratio 0.23 0.23 0.10 0.55 0.34 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 • Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp CaO(vph) 411 633 329 1019 1185 v/s Ratio Prot 0.01 c0.05 0.15 c0.21 v/s Ratio Perm c0.03 v/c Ratio 0.06 0.13 0.52 027 0.60 Uniform Delay,dl 16.2 16.5 23.4 6.5 14.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.4 0.1 0.9 • Delay(s) 16.3 16.6 24.7 6.7 15.7 Level of Service B B C A B Approach Delay(s) 16.6 13.6 15.7 Approach LOS B B B . .i Intersechdh Summafy g.. ..,f. ..... r, � ° f HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length(s) 54.3 Sum of lost time(s) 18.0 Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA • Page 8 Queues Near-term 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK -A -► ' { 1 t P J EBa., .m �......... BR SBT r...rv. _ .^f'4 •EBL `EBT EBRY_,=WBL '�WBT.-,`NBL: NBT "-NBR ..SBT. �w�SBft' _.:; . s Lane Group Flow(vph) 241 6 27 24 31 35 227 136 153 765 v/c Ratio 0.64 0.02 0.09 0.11 0.18 0.27 0.20 0.13 0.16 0.74 Control Delay 42.4 30.2 12.0 46.7 46.1 50.3 10.8 2.5 16.6 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 42.4 30.2 12.0 46.7 46.1 50.3 10.8 2.5 16.6 14.8 Queue Length 50th(ft) 140 3 0 15 18 21 63 0 54 172 Queue Length 95th (ft) 217 13 20 20 23 41 87 8 114 #498 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 470 150 50 155 180 50 Base Capacity(vph) 925 1183 1015 411 649 617 1122 1008 973 1035 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.01 0.03 0.06 0.05 0.06 0.20 0.13 0.16 0.74 Intersection Summa # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 9 • HCM Signalized Intersection Capacity Analysis Near-term 5: Tassajara Rd & Fallon Rd - Timing Plan:AM PEAK -' ` - t t ,' `► 1 1 Movement : ' .. ;EBL ..EBT. EBR-WBL WBT t. WBR .NBC . NBT.,_ NBR SBL.: .:SBT: SBR Lane Configurations Tr T 1 ) 4 rT ) 4 r S T p Volume(vph) 205 5 23 10 13 0 23 150 90 0 147 734 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 . 5.3 5.3 Lane Util. Factor 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1,00 0.85 1.00 1.00, 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1770 1863 1583 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1770 . 1863 1583 1770 1863 1770 1863 1583 1863 1583 Peak-hour factor, PHF 0.85 0.85 0.85 0.42 0.42 0.42 0.66 0.66 0.66 0.96 0.96 0.96 Adj.Flow(vph) 241 6 27 24 31 0 35 227 136 0 153 765 RTOR Reduction(vph) 0 . 0 23 0 0 0 0 0 55 0 0 219 Lane Group Flow(vph) 241 6 4 24 31 0 ' 35 227 . 81' 0 153 546 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 19.2 12.9 12.9 11.2 5.2 4.0 56.2 56.2 46.9 46.9 Effective Green,g(s) 19.2 12.9 12.9 11.2 • 5.2 4.0 56.2 56.2 46.9 46.9 Actuated g/C Ratio 0.20 0.14 0.14 0.12 0.06 0.04, 0.60 0.60 0.50 0.50 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 2.0 4.0 4.0 4.0 4.0 . Lane Grp Cap(vph) 361 255 217 211 103 75 1113 945 929 789 v/s Ratio Prot . c0.14 0.00 0.01 c0.02 c0.02 0.12 0.08 v/s Ratio Perm 0.00 0.05 c0.35 v/c Ratio 0.67 0.02 0.02 0.11 0.30 0.47 0.20 0.09 0.16 0.69 Uniform Delay,dl 34.5 35.1 35.1 37.0 42.7 44.0 8.7 8.0 12.9 18.1 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 0.1 0.0 0.1 2.2 1.7 0.1 0.1 0.1 2.8 Delay(s) 39.6 35.2 35.2 37.1 44.9 45.7 8.8 8.1 13.0 20.9 Level of Service D D D D D D A A B C • Approach Delay(s) 39.1 41.5 11.8 19.6 Approach LOS D D B B Intersection Summary - . - . : HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 94.1 Sum of lost time(s) 18.8 . Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group_ • Moller Ranch TIA Synchro 7, Report KHA Page 10 • Queues Near-term • 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK t Lanb'GTOT-7fi WBL WBRJ74WfflThJBR .SBUT. •-• SBT •-•". .- . Lane Group Flow(vph) 90 3 •275 18 2 808 v/c Ratio 0.34 0.01 0.22 0.02 0.01 0.60 Control Delay 26.0 15.5 6.6 3.8 26.5 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.0 15.5 6.6 3.8 26.5 8.5 Queue Length 50th (ft) 27 0 30 0 1 132 Queue Length 95th (ft) 44 4 99 8 7 283 Internal Link Dist(ft) 283 4023 607 Turn Bay Length(ft) 145 195 80 Base Capacity(vph) 847 759 1238 1057 847 1821 Starvation Cap Reductn . 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio • ,0.11 0.00 0.22 0.02 0.00 0.44 Wiersection sirriTrarir7 ' • • Moller Ranch TIA Synchro 7- Report KHA Page 11 • HCM Signalized Intersection Capacity Analysis Near-term 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK - t t \► Movement. ° WBL YUBR7 NBT'==--NBR '"SBL.TSBT . _.. • .Lane Configurations Volume(vph) 53 2 231 15 2 768 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) . 5.5 5.5 6.0 6,0 5.5 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 • Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0.59 0.59 0.84 0.84 0.95 0.95 Adj. Flow(vph) 90 3 275 18 2 808 RTOR Reduction(vph) 0 3 0 7 0 0 Lane Group Flow(vph) 90 0 275 ' 11 2 808 Turn Type j Perm Perm Prot Protected Phases 2 :. 8 7 4 Permitted Phases 2 8 Actuated Green,G(s) 6.4 j 6.4 34.4 34.4 0.8 40.7 Effective Green,g(s) 6.4 6.4. 34.4 34.4 0.8 40.7 Actuated g/C Ratio 0.11 0.11 0.59 0.59 , 0.01 0.69 Clearance Time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Vehicle Extension(s) 2.0 2.0 4.0 j 4.0 2.0 4.0 Lane Grp Cap(vph) 193 173 1094 929 24 1294 v/s Ratio Prot c0.05 0.15 0.00 c0.43 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.47 0.00 0.25 0.01 0.08 0.62 Uniform Delay,dl 24.5 23.3 5.9 5.0 28.5 4.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 0.0 0.2 0.0 0.5 1.1 • Delay(s) 25.1 23.3 6.0 5.0 29.1 5.9 Level of Service C C A A C A • Approach Delay(s) 25.1 6.0 6.0 Approach LOS C A A Intersection Sammary". . ,71777T .-1 HCM Average Control Delay 7.4 HCM Level of Service A HCM Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 58.6 Sum of lost time(s) 11.5 Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 12 Queues Near-term 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK f y m t I P 1 I Lane Group EBL EBT_ "'EBRo- -_WBL`-=WBT^, _SBR Lane Group Flow(vph) 68 163 45 378 342 114 495 205 72 1098 310 v/c Ratio 0.27 0.51 0.17 0.68 0.66 0.38 0.36 0.28 0.43 0.83 0.44 Control Delay 47.3 42.4 36.4 45.2 37.1 46.7 23.8 4.9 51.0 34.8 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.3 42.4 36.4 45.2 37.1 46.7 23.8 4.9 51.0 34.8 12.0 Queue Length 50th (ft) 19 86 22 104 172 31 107 0 39 294 47 Queue Length 95th (ft) 41 141 51 143 221 69 191 43 96 474 134 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 265 245 290 295 210 Base Capacity(vph) 745 768 633 745 746 745 1567 798 384 1549 787 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.21 0.07 0.51 0.46 0.15 0.32 0.26 0.19 0.71 0.39 lntersecGon'Sumcr ary • Moller Ranch TIA Synchro 7- Report KHA Page 13 HCM Signalized Intersection Capacity Analysis Near-term 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK I c 4- t 4\ t P `- l r Movement .. . EBL". ,a.EBT- EBR'. :Vi/BL',' WBT_.,.waR ,NBL.. °- NET NBRa.° SBL` SBT SBR Lane Configurations 'i'l 4 r In T. in tt r vi T4 r Volume(vph) 51 122 34 261 182 54 97 421 174 62 944 267 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 0.97 0.95 1.00 1.00 0.95 . 1.00 Frpb,ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 • 1863 1537 3433 1793 3433 3539 1546 1770 3539 1560 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1537 3433 1793 3433 3539 1546 1770 3539 1560 Peak-hour factor, PHF 0.75 0.75 0.75 0.69 0.69 0.69 0.85 0.85 0.85 0.86 0.86 0.86 Adj. Flow(vph) 68 163 45 378. 264 78' 114 495 205 72 1098 310 RTOR Reduction(vph) 0 0 0 0 8 0 0 0 126 0 0 117 Lane Group Flow(vph) 68 163 45 378 334 0 114 495 79 72 1098 193 Confl. Peds. (#/hr) 2 6 6 2 3 2 2 3 Confl. Bikes(#/hr) 7 3 ` 1 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 2 Actuated Green,G(s) 5.7 17.2 17.2 15.1 26.6 8.3 36.7 36.7 7.6 36.0 36.0 Effective Green, g(s) 5.7 17.2 17.2 15.1 26.6 8.3 36.7 36.7 7.6 36.0 . 36.0 Actuated g/C Ratio 0.06 0.18 0.18 0.16 0.28 0.09 0.38 0.38 0.08 0.38 0.38 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 205 335 277 542 499 298 1359 593 141 1333 587 ' v/s Ratio Prot 0.02 0.09 c0.11 c0.19 0.03 0.14 c0.04 c0.31 v/s Ratio Perm 0.03 0.05 0.12 v/c Ratio 0.33 0.49 0.16 0.70 0.67 0.38 0.36 0.13 0.51 0.82 0.33 Uniform Delay,dl 43.1 35.2 33.1 38.1 30.6 41.2 21.1 19.1 42.2 26.9 21.2 Progression Factor 1.00 1.90 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 1.5 0.4 3.6 3.7 0.6 0.3 0.2 2,3 4.7 0.6 Delay(s) 43.8 36.7 33.5 41.7 34.3 41.8 21.4 19.3 44.5 31.6 21.8 Level of Service D D C D C D C B D C C Approach Delay(s) 38.0 38.2 23.7 30.2 Approach LOS D D C C Inter,.section Su ti mmary _- ' HCM Average Control Delay 310 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 95.6 Sum of lost time(s) 14.0 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period(min) 15 . C Critical Lane Group . Moller Ranch TIA Synchro 7- Report KHA Page 14 Queues • Near-term 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK -4 -► ` 4- °, t P `► 1 r La e Group ? EBL 1 EBF -BR' ,-)A1B121-tt-AA/B1- .NBL ,NBT 1 NBR SBL SBT`. PSBR. , I Lane Group Flow(vph) 162 53 104 193 111 44 696 84 14 1238 124 v/c Ratio 0.58 0.16 0.29 0.44 0.41 0.27 0.37 0.10 • 0.11 0.75 0,16 Control Delay 43.9 30.7 8.6 40.1 35.3 44.9 15.9 5.2 45.5 26.8 117 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 30.7 8.6 40.1 35.3 44.9 15.9 5.2 45.5 26.8 11.7 Queue Length 50th(ft) 79 24 0 48 49 22 95 0 7 290 17 Queue Length 95th(ft) 139 46 21 96 98 59 234 . 24 31 #677 75 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 471 842 759 913 819 471 1868 875 471 1647 758 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 . 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.06 0.14 0.21 0.14 0.09 0.37 ' 0.10 0.03 0.75 0.16 lnteFseetion Sum nay ., # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 15 HCM Signalized Intersection Capacity Analysis Near-term 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK Movement EBL E TATEBR iNBL= ' WBF WBR :.eNBI • 'NBT_, hTBR` 3"'SBL SST' SBR Lane Configurations 'I t r V t. I% t4 j ) t't r Volume(vph) 118 39 76 162 W 71 22 35 550 66 13 1114 ' 112 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb,ped/bikes 1,00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 • Satd. Flow(prot) 1770 ' 1863 1557 3433 1797 1770 3539 1583 1770 3539 1555 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1557 3433 1797 1770 3539 1583 1770 3539 1555 Peak-hour factor, PHF 0,73 0.73 0.73 0.84 0.84 0.84 0.79 0.79 0.79 0.90 0,90 0.90 Adj. Flow(vph) 162 53 , 104 193 85 , 26 44 696 84 14 1238 124 RTOR Reduction(vph) 0 0 89 0 11 0 0 0 42 0 0 37 Lane Group Flow(vph) 162 53 15 193 100 0 44 696 42 . 14 1238 87 Confl, Peds. (#/hr) 6 6 6 6 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 12.8 12.4 12.4 10.3 9.9 4.4 42.4 42.4 1.1 39,1 39.1 Effective Green, g(s) 12.8 12.4 12.4 10.3 9.9 4.4 42.4 42.4 1.1 39.1 39.1 Actuated g/C Ratio 0.15 0.15 0.15 0.12 0.12 • 0.05 0.50 0.50 0.01 0.46 0.46 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 2.5 4.0 4.0 Lane Grp Cap(vph) 267 273 228 417 210 92 1772 792 23 1634 718 v/s Ratio Prot c0.09 0.03 0.06 c0.06 c0.02 c0.20 0.01 c0.35 v/s Ratio Perm 0.01 0.03 0.06 v/c Ratio 0.61 0.19 0.07 0.46 0.48 0,48 0.39 0.05 0.61 0.76 0.12 Uniform Delay,dl 33.6 31.8 31.2 34.6 35.0 39.0 13.1 10.9 41.6 18,9 13.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.3 0.3 0.1 0.6 1.2 2.8 0.2 0.0 32.8 2.2 0.1 Delay(s) 36.9 32.0 31.3 35.2 36.2 41.9 13.3 10.9 74.4 21.1 13.1 Level of Service - D C C D D D B B E C B Approach Delay(s) 34.2 35.6 14.6 20.9 Approach LOS C D B C IntersectionSummay _ - ''' 'x __ rN .4 . HCM Average Control Delay 22.2 HCM Level of Service C HCM Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 847 Sum of lost time(s) 23.5 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period(min) 15 , c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 16 • Queues Near-term 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK f c 4\ t P v 1 Lane Group --ESL e EBT EBR °`:WBL: ;WBT NBL NBT _ NBR SBL ;: SBT =SBR7-1 Lane Group Flow(vph) 78 107 201 457 352 493 682 183 24 1189 247 v/c Ratio 0.31 0.27 0.22 0.63 0.48 0.65 0.37 0.20 0.12 0.52 0.22 Control Delay 47.0 42.6 23.2 42.5 36.9 42.1 14.9 2.9 47.0 24.9 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.0 42.6 23.2 42.5 36.9 42.1 14.9 2.9 47.0 24.9 3.4 Queue Length 50th(ft) 22 31 45 90 98 97 105 0 7 157 0 Queue Length 95th(ft) 50 64 84 139 163 135 181 28 22 218 28 Internal Link Dist(ft) 2216 1117 . 968 743 Turn Bay Length(ft) 220 220 350 320 250_ 250 Base Capacity(vph) 751 1549 1105 1092 1536 1092 1839 910 751 2735 1315 Starvation Cap Reductn 0 0 0 0 0 •0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.07 0.18 0.42 0.23 0.45 0.37 0.20 0.03 0.43 0,19 lntersectiomSumm`ary ,,, ._" , ._._,. _ _,) • • Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Near-term 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK I -• l ` t 1 t P "► i J Movement ;EBL m. .EBT• EBft"'al= W8R :w`NBL%. .NBT NBR SE ;SST.. -SBR Lane Configurations ¶1 H' P°r °S 41. ) H' r vsii ilft rr Volume(vph) 70 96 181 416 301 19 409 566 152 22 1094 227 Ideal Flow(vphpl) ' 1900 1900' 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util. Factor 0.97 0.95 0.88 0.94 0.95 0.94 0.95 1.00 0.97 0.86 0.88 Frpb,ped/bikes 1,00 1.00 1.00 1.00 1.00 1.00 ' 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 3433 3539 2787 4990 3504 4990 3539 1583 3433 6408 2751 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) • 3433 3539 2787 4990 3504 4990 3539 1583 3433 6408 2751 Peak-hour factor, PHF 0.90 0.90 0,90 0.91 0.91 0.91 0.83 0.83 0.83 0.92 0.92 0.92 Adj. Flow(vph) 78 107 201 457 331 21 493 6.82 183 24 1189 247 RTOR Reduction(vph) 0 0 8 0 4 0 0 0 92 0 0 155 Lane Group Flow(vph) 78 107 ' 193 457 348 0 493 682 • 91 24 1189 92 Conn. Peds. (#/hr) 1 1 Conti.Bikes(#/hr) 3 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 5.6 11.6 25.7 13.4 19.4 14.1 48.1 48.1 2.1 36.1 36.1 Effective Green, g(s) 5.6 11.6 25.7 13.4 19.4 14.1 48.1 48.1 2.1 36.1 36.1 Actuated g/C Ratio 0.06 0.12 0.27 0.14 0.20 0.15 0.50 0.50 0.02 0.37 0.37 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2,0 3.0 2.0 4.0 4.0 2.0 4.0 - 4.0 Lane Grp Cap(vph) 199 424 740 691 702 727 1759 787 74 2390 1026 v/s Ratio Prot 0.02 0.03 0.04 c0.09 c0.10 c0.10 0.19 0.01 c0.19 v/s Ratio Perm 0.03 0.06 0.03 v/c Ratio 0.39 0.25 0.26 0.66 0.50 0.68 0.39 0.12 0.32 0.50 0.09 Uniform Delay,dl 44.0 38.7 28.1 39.5 34.4 39.2 15.2 13.0 46.7 23.4 19.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0,5 0.3 0.1 1.8 0.6 2.0 0.2 0.1 0.9 0.2 0.1 Delay(s) 44.4 39.0 28.1 41.4 34.9 41.2 15.4 13.1 47.6 23.6 19.7 Level of Service D D C D C D B B D C B Approach Delay(s) 34.4 38.6 24A 23.3 Approach LOS C D C C intersection Summary v -,-. 421 = . h _ HCM Average Control Delay 27.8 HCM Level of Service C HCM Volume to Capacity ratio 0.54 ' " Actuated Cycle Length(s) 96.8 Sum of lost time(s) 15.8 Intersection Capacity Utilization 58.4% ICU Level of Service B •. Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 18 Queues Near-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK f r 1 r tin-6'Gib op. _ fft- 1A/BL__. - NBT `14BR _ S8T"7 SBR Lane Group Flow(vph) 598 368 1194 591 1331 435 vlc Ratio 1.06 0.57 0.46 0.37 0.38 0.32 Control Delay 96.6 18.8 7.8 0.5 3.9 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.6 18.8 7.8 0.5 3.9 0.6 Queue Length 50th(ft) -227 47 204 0 75 0 Queue Length 95th(ft) #338 99 m212 m0 95 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 566 650 2615 1583 3461 1362 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 • Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.57 0.46 0.37 0.38 0.32 TT. Intersectior8 nsummary = '< r Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. _ Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Moller Ranch TIA Synchro 7- Report KHA Page 19 , HCM Signalized Intersection Capacity Analysis Near-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK t { 4- 4\ t t `• If d Movement E8L"' I"EBT-t.1 .EBR' +tr8C T WB 1�:'WBR . .;rNBL ' NBT"=.NBR t SBL' SBT, 'S-BR Lane Configurations )1 iivff •f4- r +414 P Volume(vph) 0 0 0 544 0 335 0 1158 573 0, 869 844 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 • 4.7 5.4 4.0 5.4. 4.0 Lane Util. Factor 0.97 0.88 0.95 1.00 0.86 0.86 Frt 1.00 0.85 1.00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 3539 1583 4570 .1362 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 3539 1583 4570 1362 Peak-hour factor, PHF 0.92 0.92 0.92 0.91 0.91 0.91 0.97 0.97 0.97 0.97 0.97 - 0.97 Adj.Flow(vph) 0 0 0 598 0 368 0 1194 591 0 896 870 RTOR Reduction(vph) 0 0 0 0 0 190 0 0 0 0 83 0 Lane Group Flow(vph) 0 0 0 598 0 178 0 1194 591 0 1248 435 Turn Type custom custom Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green,G(s) 17.3. 17.3 77.6 105.0 77.6 105.0 Effective Green,g(s) • 17.3 17.3 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 0.16 0.74 , 1.00 '0.74 1.00 • Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 2615 1583 3377.- 1362 v/s Ratio Prot c0.34 0.27 v/s Ratio Perm c0.17 0.06 0.37 0.32 v/c Ratio 1.06 0.39 0.46 0.37 0.37 0.32 Uniform Delay, dl 43.9 39.1 5.4 0.0 4.9 0.0 Progression Factor 1.00 1.00 1.37 1.00 1.00 1.00 Incremental Delay,d2 53.6 1.1 0.1 0.4 0.3 0.6 Delay(s) 97.5 40.3 7.5 0.4 - 5.2 0.6 Level of Service F D A A A A Approach Delay(s) 0.0 75,7 5.2 4.1 Approach LOS A E A A _ sect. Intersection Sumit m a l .= - -=--t- -'-_ - iv'1 �- " ' HCM Average Control Delay 19.8 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 -. • Intersection Capacity Utilization 55.4% ICU Level of Service B • Analysis Period(min) 15 _ c Critical Lane Group j . • • Moller Ranch TIA Synchro 7- Report KHA Page 20 • • Queues Near-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK t Z t r 1 'l LangGT-oup`' E812 .. E8 • EBR WBL VI/BR 'WBR2' NBT NBR _ISBL; SBT SBR Lane Group Flow(vph) 611 162 718 185 334 112 825 410 193 1098 245 v/c Ratio 1.03 0.79 0.46 1.34 1.16 0,39 0.51 0.33 0.79 0.48 0.16 Control Delay 89.6 72.1 1.0 234.0 133.8 25.4 21.9 18.1 58.8 5.6 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0.0 0.0 Total Delay 89.6 72.1 1.0 234.0 133.8 25.4 21.9 18.1 58.8 5.6 0.2 Queue Length 50th (ft) -244 108 0 -90 -201 44 202 90 132 91 0 Queue Length 95th(ft) #364 #216 0 #155 #331 75 258 131 m174 m97 m0 Internal Link Dist(ft) 1255 935 981 Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 592 206 1563 138 287 I 320 1604 1233 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.03 0.79 0.46 1.34 1.16 0.35 0.51 0.33 0.69 0.47 0.16 Inter seetioaSunimary LC: _,�, , - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • • Moller Ranch TIA Synchro 7- Report KHA Page 21 HCM Signalized Intersection Capacity Analysis Near-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK Movement : i1: 7E6L2 . EBTJ EBR „WBL ='�,W Eij: tBR2 ., NBT ;NBR NBR2 SBLT: SST SBR Lane Configurations 1R + V in V V 4,t rr 11 T# V Volume(vph) 568 151 668 157 284 95 784 322 67 178 1010 '225 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5.4 5.4 5.4 5.4 5.4 5.4 4.0 Lane Util.Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 1.00 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 . 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1863 1563 3431 1583 1583 3539 2688 1770 3539 1550 Flt Permitted 0.95 1.00 1.00 0.37 1.00 1.00 1.00 1.00 0.95 1.00 1.00 •Satd.Flow(perm) 3433 1863 1563 1350 1583 1583 3539 2688 1770 3539 1550 Peak-hour factor, PHF 0.93 0.93 0.93 0.85 0.85 0.85 0.95 0.95 0.95 0.92 0.92 0.92 Adj. Flow(vph) 611 162 718 185 334 112 825 339 71 193 1098 245 RTOR Reduction(vph) 0 0 0 0 0 0 0 15 0 0 0 0 Lane Group Flow(vph) 611 162 718 185 334 112 825 395 0 193 1098. 245 Confl. Peds.(#Ihr) 1 1 4 4 4 Conti.Bikes(#Ihr) 2 2 Turn Type Prot Free custom custom custom Perm Prot Free Protected Phases 3 8 4 5 6 5 2 Permitted Phases Free 7 5 4 6 Free Actuated Green,G(s) 18.1 11.6 105.0 10.7 19.0 19.0 47.6 . 47.6 14.4 67.4 105.0 Effective Green,g(s) 18.1 11.6 105.0 10.7 19.0 19.0 47.6 47.6 14.4 67.4 105.0 Actuated g!C Ratio 0.17 0.11 1.00 0.10 0.18 0.18 0.45 0.45 0.14 0.64 1.00 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 592 206 1563 138 286 286 1604 1219 243 2272 1550 v/s Ratio Prot c0.18 c0.09 c0.05 0.05 c0.23 0.11 0.31 v/s Ratio Perm 0.46 c0.14 0.16 0.02 0.15 0.16 vlc Ratio 1.03 0.79 0.46 1.34 1.17 0.39 0.51 0.32 0.79 0.48 0.16 Uniform Delay,dl 43.5 45.5 0.0 47.1 43.0 37.9 20.5 18.4 43.9 9.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.52 1.00 Incremental Delay,d2 45,5 16.5 1.0 193.9 106.6 0.3 1.2 0.7 12.1 0.3 0.2 Delay(s) 88.9 62.0 1.0 241.0 149.6 38.2 21.6 19.1 52.3 5.3 0.2 Level of Service F F A F F D C B D A A Approach Delay(s) . 43.6 20.8 10.4 Approach LOS D C B Intersection ummary x_.: ' = ",!":41t4 L 4 7 ,.,r1 ' 1 n - _ HCM Average Control Delay 42.0 HCM Level of Service D HCM Volume to Capacity ratio 0.74 • Actuated Cycle Length(s) 105.0 Sum of lost time(s) 15.3 Intersection Capadty Utilization 68.7% ICU Level of Service C Analysis Period(min) 15 • c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 22 Queues Near-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK 1 1 r Lane`Group_.. _ _ 1EBL NBt; NBTi SBR, _ _ Lane Group Flow(vph) 79 18 339 246 4 v/c Ratio 0.13 0.03 0.23 0.18 0.00 Control Delay 5.0 17.7 5.8 8.6 8.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.0 17.7 5.8 8.6 8.7 Queue Length 50th(ft) 1 1 0 0 0 Queue Length 95th(ft) 5 21 116 108 5 Internal Link Dist(ft) 428 671 433 Turn Bay Length (ft) 160 100 Base Capacity(vph) 1403 1416 1839 1708 1452 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.06 0.01 0.18 0.14 0.00 tntersec6on.Sumrnatg _ . � . ° ` n _ • • Moller Ranch TIA Synchro 7- Report KHA Page 23 • HCM Signalized Intersection Capacity Analysis Near-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan.AM PEAK • -1 4\ t 4 r Mo-vement . ,33.3'37.3 °-.€B:, 1 EBR ..NBL - a:NSTt_ rS8F 1- .SBRW1 ...-.:. "3' . - a r 7'1" , 1 Lane Configurations °r" 'r + T P Volume(vph) 5 32 14 258 177 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 • Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb,ped/bikes 0.98 1.00 1.00 1.00 1.00 . Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.88 1.00 • 1.00 .1.00 0.85 Flt Protected 0.99 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1605 1770 1863 1863 1583 Flt Permitted 0.99 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1605 1770 1863 1863 1583 Peak-hour factor,PHF 0.47 0.47 0.76 0.76 0.72 0.72 Adj. Flow(vph) 11 68 18 339 246 4 RTOR Reduction(vph) 60 0 0 0 0 2 Lane Group Flow.(vph) 19 0 18 339 246 2 Confl. Peds, (#/hr) 2 Turn Type Prot Penn Protected Phases 4 5 2 6 Permitted Phases 6 • Actuated Green, G(s) 3.3 0.6 16.4 11.8 11.8 Effective Green,g(s) 3.3 0.6 16.4 11.8 -11.8 Actuated g/C Ratio 0.11 0.02 0.57 0.41 0.41 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 183 37 1054 758 644 v/s Ratio Prot c0.01 0.01 c0.18 0.13 v/s Ratio Perm • 0.00 v/c Ratio 0.10 0.49 0.32 0.32 0.00 Uniform Delay,dl 11.5 14.0 3.3 5.9 5.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 9.7 0.4 0.5 0.0 Delay(s) 11.6 23.8 3.7 6.4 5.1 Level of Service B C A A A Approach Delay(s) 11.6 4.7 6.4 • Approach LOS B A A ��- Intetsectmii Shmmary _. ,...._. .- r-,_ ,. _; �: � ^. HCM Average Control Delay 6.1 HCM Level of Service A HCM Volume to Capacity ratio 0.29 Actuated Cycle Length(s) 29.0 ,Sum of lost time(s) 9.3 • Intersection Capacity Utilization 26.7% ICU Level of Service A Analysis Period(min) , 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 24 Queues Near-term 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK 6" f / LaneGroup WBL NBR__ SBL SBT Lane Group Flow(vph) 23 338 8 7 242 v/c Ratio 0.08 0.20 0.01 0.03 0.14 Control Delay 14.2 3.0 2.8 17.3 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 3.0 2.8 17.3 1.2 Queue Length 50th (ft) 2 0 0 1 0 Queue Length 95th(ft) 12 82 4 10 32 Internal Link Dist(ft) 605 1596 671 Turn Bay Length(ft) 90 120 Base Capacity(vph) 1368 1779 1512 1046 1863 Starvation Cap Reductn 0 0 0 ' 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.02 0.19 0.01 0.01 0.13 Intersection Summary. Moller Ranch TIA Synchro 7- Report KHA Page 25 HCM Signalized Intersection Capacity Analysis Near-term 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK • s' t t P 1 Movement. W L s'TWBR.. . NET--`°`NBR =:2SBC ...SBT : n C1 Lane Configurations V 'F r fi Volume(vph) 8 5 267 6 6 203 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.95 1.00 0.85 1.00 1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1712 1863 1583 1770 1863 Flt Permitted 0.97 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1712 1863 1583 1770 1863 . Peak-hour factor, PHF 0.58 0.58 0.79 0.79 0.84 0.84 Adj. Flow(vph) 14 9 338 8 7 242 RTOR Reduction(vph) 9 0 0 2 0 0 Lane Group Flow(vph) 14 0 338 6 7 242 Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 0.8 27.1 27.1 0.7 31.8 Effective Green, g(s) 0.8 27.1 27.1 0.7 31.8 Actuated g/C Ratio 0.02 0.65 0.65 0.02 0.76 Clearance Time(s) 4,0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 33 1205 1024 30 1414 v/s Ratio Prot c0.01 c0.18 0.00 c0.13 v/s Ratio Perm 0.00 v/c Ratio 0.43 0.28 0.01 0.23 0.17 Uniform Delay,dl 20.3 3.2 2.6 20.3 1.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.3 0.0 1.5 0.1 Delay(s) 23.6 3.5 2.6 21.8 1.5 Level of Service C A A C A Approach Delay(s) 23.6 3.4 2.1 Approach LOS C A A Infersectton Summary s z _. __ _ _ 17 HCM Average Control Delay 3.6 HCM Level of Service A • HCM Volume to Capacity ratio 0.30 Actuated Cycle Length(s) 41.9 Sum of lost time(s) 14.6 • Intersection Capacity Utilization 26.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 26 Queues Near-term 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK J 7 t 4 r Lane Group 7 EBL. . EBR • NBL° °•NBT SBT SBR T �, _ `° :� , ., _. Lane Group Flow(vph) 80 211 396 474 269 77 v/c Ratio 0.13 0.31 0.64 0.14 0.35 0.19 Control Delay 21.3 5.0 27.4 5.4 21.8 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0' 0.0 Total Delay 21.3 5.0 27.4 5.4 21.8 7.2 Queue Length 50th(ft) 11 0 94 15 38 0 Queue Length 95th(ft) 22 1 206 39 97 32 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 1919 1630 618 4639 1855 854 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.13 0.64 0.10 0.15 0.09 Intersection Summary Moller Ranch TIA • Synchro 7- Report KHA Page 27 HCM Signalized Intersection Capacity Analysis Near-term 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK f , r Movement= `4EBL `EBR I NBL.''1JJBT ,.S SBT SBR'. - , , Lane Configurations VI FP 4i Tot ?R P Volume(vph) 49 129 226 .270 242 69 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 ' 5.0 4.5 5.0 5.0 5.0 Lane Util.Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 Flpb;ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 RI 1.00 0.85 1.00 1.00 1.00 0.85 At Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prof) 3433 2752 1770 5085 3539 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 3433 2752 1770 5085 3539 1562 Peak-hour factor, PI-IF 0.61 0.61 0.57 0.57 0.90 0.90 Adj.Flow(vph) 80 211 396 474 269 77 RTOR Reduction(vph) 0 172 0 0 0 60 Lane Group Flow(vph) 80 , 39 396 474 269 17 Confl. Peds. (#/hr) 1 2 2 Turn Type Perm ' Prot Perm Protected Phases 2 3 8 4 Permitted Phases ' 2 4 Actuated Green,G(s) 11.0 11.0 21.3 39.2 13.4 13.4 Effective Green,g(s) 11.0 11.0 21.3 39.2 13.4 13.4 Actuated g/C Ratio 0.18 0.18 0.35 0.65 0.22 0.22 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 627 503 626 3311 788 348 v/s Ratio Prot c0.02 c0,22 0.09 .c0.08 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.13 0.08 0.63 0.14 0.34 0.05 Uniform Delay,dl 20.6 20.4 16.2 4.0 19.7 ' 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.5 0.0 0.4 0.1 • Delay(s) 20.7 20.5 17.7 4.1 20.0 18.5 Level of Service C C B A C B . Approach Delay(s) 20.5 10.3 ' 19.7 Approach LOS C B B I Intersection Summary ._ e_ = -__ r_„ -_ .,,_. .� __': . 1111,-; HCM Average Control Delay 14.4 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 60.2 Sum of lost time(s) 14.5 Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 28 Queues Near-term • 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK f - . ` t -, t t \* l d Lae Giou ' SB p = �ti,. "`EBL'" -,EBR W$C -WEST- :�WBR..• :NBL NBT 'NM-TIME,;.-SBT�, SBR _ ) Lane Group Flow(vph) 61 65 4 5 5 63 522 1 1 623 55 v/c Ratio 0.17 0.08 0.01 0.01 0.01 0.23 0.21 0.00 _ 0.01 0.21 0.06 Control Delay 27.7 0.2 36.5 20.0 13.6 31.1 10.5 12.0 38.0 14.8 7.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.7 0.2 36.5 20.0 13.6 31.1 10.5 12.0 38.0 14.8 7.2 Queue Length 50th(ft) 13 0 0 1 0 16 35 0 0 48 0 Queue Length 95th (ft) 61 0 7 11 8 75 167 4 7 162 29 Internal Link Dist(ft) 996 • 200 1101 Turn Bay Length(ft) 270 125 100 100 120 100 100 215 Base Capacity(vph) 851 1471 330 1488 1265 851 3195 1429 170 3961 1245_ Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 • 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.04 0.01 0.00 0.00 0.07 0.16 0.00 0.01 0.16 0.04 - -.1 Intersecbon'Summary_ � �' _ - 3 • • • Moller Ranch TIA Synchro 7- Report KHA Page 29 HCM Signalized Intersection Capacity Analysis Near-term 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK - - r i \- 4\ t P `► j d Movement '_: ,7.---EBL. i EBT : EBR 2WBC'"' ,WBT.'. WBR-'riNBL. .7":i NBT J -„NBR 'SBL SBT ,SBR Lane Configurations 11 t r 1111 T r tt r vi fff p Volume(vph) 42 . 0 45 4 5 5 52 428 1 1 598 53 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 • 5.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prof) 1770 1583 3433 1863 1583 1770 3539 1583 1770 5085 1583 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) 1770 1583 3433 1863 1583 1770 3539 1583 1770- 5085 1583 Peak-hour factor, PHF 0.69 0.92 0.69 0.92 0.92 0.92 0.82 0.82 0.92 0.92 0.96 0.96 Adj. Flow(vph) 61 . 0 65 4 5 '5 63 522 1 1 623 55 RTOR Reduction(vph) 0 0 55 0 0 5 0 0 0 0 0 29 Lane Group Flow(vph) 61 0 10 4 5 0 63 - 522 1 1 623 26 Turn Type Prot . Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 6.6 9.2 0.4 3.5 3.5 4.1 33.0 33.0 0.4 29.3 29.3 Effective Green, g(s) 6.6 9.2 0.4 3.5 3.5 4.1 33.0 33.0 0.4 29.3 29.3 Actuated g/C Ratio 0.11 0.15 0.01 0.06 0.06 0.07 0.53 0.53 0.01 0.47 0.47 Clearance Time(s) 4.0 5.0 4.5 5.0 5.0 4,5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 188 235 22 105 89 117 1884 843 11 2403 748 v/s Ratio Prot c0.03 0.00 0.00 c0.04 c0.15 0.00 0.12 v/s Ratio Perm c0.01 0.00 0.00 0.02 v/c Ratio 0.32 0.04 0.18 0.05 0.00 0.54 0.28 0.00 0.09 0.26 0.03 Uniform Delay,dl 25.6 22.6 30.6 27.7 27.6 28.0 8.0 6.8 30.6 9.8 8.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • 1.00 1.00 Incremental Delay,d2 0 4 0.1 1.4 0.3 0.0 2.4 0.1 0.0 1.3 0.1 0.0 Delay(s) 26.0 22.7 32.1 27.9 27.6 30.4 8.1 6.8 31.9 9.9 8.8 Level of Service C C C C C C A A C A A Approach Delay(s) 24.3 29.0 10.5 9.8 Approach LOS C C B A Intersection Summary a r , P' - . _- HCM Average Control Delay 11.6 HCM Level of Service , B HCM Volume to Capacity ratio 0.26 Actuated Cycle Length (s) 62.0 Sum of lost time(s) 13.5 Intersection Capacity Utilization 37.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 30 Queues Near-term 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK a � t 1 Lane Group `, E9L=' ESR ,,NBL NBT -SBT SBR = -", . Lane Group Flow(vph) 26 96 100 571 676 51 v/c Ratio 0.12 0.07 0.35 0.24 0.39 0.06 Control Delay 23.0 0.1 25.3 4.9 13.5 4.9 Queue Delay 0.0 0.0 0.0. 0.0 0.0 0.0 Total Delay 23.0 0.1 25.3 4.9 13.5 4.9 Queue Length 50th(ft) 8 0 29 40 87 1 Queue Length 95th(ft) 26 0 63 50 138 . 18 Internal Link Dist(ft) 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 724 2108 724 2680 2650 1197 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 . Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.05 0.14 0.21 0.26 0.04 Intersection.Summar " . • • • Moller Ranch TIA Synchro 7- Report KHA Page 31 HCM Signalized Intersection Capacity Analysis Near-term 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK 7 { 4 t 4\ t it " 1 J tvioveinent 27/1- _:1EB7 : __EBB' EBR' =;WBL .>V1rBT'1-W6R • ` Mtn=`NBT_. NBR SBL`i - SBT . SBR Lane Configurations 1 4 PF ) T. 'I 4t> ) 44 P Volume(vph) 24 .0 90 0 0 0 80 457 0 0 602 45 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Lane Util.Factor 1.00 0.88 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) . 1770 2787 1770 .3539 _ 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 . Satd. Flow(perm) 1770 2787 1770 3539 3539 1583 Peak-hour factor, PHF 0.94 0.94 0.94 0.92 0.92 . 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj. Flow(vph) 26 0 96 0 0 ' 0 100 571 0 0 676 51 RTOR Reduction(vph) 0 0 80 0 0 0 0 0 0 0 0 27 Lane Group Flow(vph) 26 0 16 0 0 0 100 571 0 0 676 24 Turn Type Prot Perm Prot Prot Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 4 Actuated Green,G(s) 9.4 . ' 8.9 6.5 34.6 23,6 23.6 Effective Green, g(s) 9.4 8.9 6.5 34.6 23.6 23.6 Actuated g/C Ratio 0.18 0.17 0.12 0.65 0.44 0.44 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 . 4.0 4.0 Lane Grp Cap(vph) 311 464 215 2289 1561 698 v/s Ratio Prot c0.01 c0.06 0.16 c0.19 v/s Ratio Perm 0.01 0.02 v/c Ratio 0.08 0.03 0.47 0.25 0.43 0.03 • Uniform Delay,dl 18.4 18.7 21.9 4.0 10.3 8.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.6 0.1 0.3 0.0 Delay(s) 18.5 18.7 22.5 4.1 10.6 - 8.5 Level of Service B B C A B A Approach Delay(s) 18.7 0.0 6.8 10.4 Approach LOS B A A B Intersection Summary,, w a ' w' "" ( HCM Average Control Delay 9.5 HCM Level of Service A HCM Volume to Capacity ratio 0.36 Actuated Cycle Length(s) 53.5 Sum of lost time(s) 14.0 Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA ' Page 32 Queues Near-term 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK 4- t t P i r Lane Group- . WBL '°WBT WBR ,NBT =NBR SBT'' iSBR Lane Group Flow(vph) 33 32 329 582 269 356 380 . v/c Ratio 0.08 0.08 0.36 0.38 0.19 0.23 0.42 Control Delay 7.4 7.4 2.5 3.4 0.3 4.6 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 7.4 2.5 3.4 0.3 4.6 2.3 Queue Length 50th (ft) 3 3 0 9 0 9 0 Queue Length 95th(ft) 10 10 11 17 0 22 17 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 190 Base Capacity(vph) 1452 1458 2453 3183 1441 3539 1583 Starvation Cap Reductn 0 0 0 0 0 0 0 Spill back Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.13 0.18 0.19 0.10 0.24 Intersection Summary w- -_ . ._ r; • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 33 • HCM Signalized Intersection Capacity Analysis Near-term 17: 1-580 WB Ramps & Fallon Rd Timing Ran:AM PEAK • ` t 1 t r `► 1 J Movement TEBL EBT. ;_EBR NIBL,: -WBT SA/BR"' NBLP: Na 'NBR 1T:ssc > SBT SB& Lane Configurations 'S 4 rr Rt> F 'h? r Volume(vph) 0 0 0 58 1 296 0 ' 241 355 0 335 357 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 4.0 4.0 4.0 4.0 Lane Util.Factor 0.95 0.95 0.88 0.91 0.91 0.95 1.00 - Frt 1.00 1.00 0.85 0.94 0.85 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Satd.Flow(prot) 1681 1688 2787 3182 1441 3539 1583 Fit Permitted 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1688 2787 3182 1441 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.90 0.90 0.90 0.70 0.70 0.70 0.94 0.94 0.94 Adj. Flow(vph) 0 0 0 64 1 329 0 344 507 0 356 380 RTOR Reduction(vph) 0 0 0 0 0 251 0 133 0 0 0 ' 213 Lane Group Flow(vph) 0 0 0 33 32 78 0 449 269. 0 356 167 Turn Type Perm Perm Free Perm Protected Phases 8 2 6 Permitted Phases 8 8 Free 6 Actuated Green,G(s) . ' 5.5 5.5 5.5 10.2 23.2 10.2 10.2 Effective Green,g(s) 5.5 5.5 5.5 10.2 23.2 10.2 10.2 Actuated g/C Ratio 0.24 0.24 0.24 0.44 1.00 0.44 0.44 Clearance Time(s) 3.5 3.5 3.5 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 399 400 661 1399 1441 1556 696 v/s Ratio Prot c0.14 0.10 v/s Ratio Perm 0.02 0.02 0.03 c0,19 0.11 v/c Ratio 0.08 0.08 0.12 0.32 .0.19 0.23 0.24 Uniform Delay,dl 6.9 6.9 6.9 4.2 0.0 4.0 4.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.0 0.3 0.0 0.1 Delay(s) ' 6.9 6.9 7.0 4.3 0.3 4.1 4.1 Level of Service A A A A A A A Approach Delay(s) 0.0 7.0 3.0 4.1 Approach LOS A A A A (ntersest<on Sumiary ..._ n-7757-17:. --- T � :; - r HCM Average Control Delay 4.2 HCM Level of Service A HCM Volume to Capacity ratio 0.26 Actuated Cycle Length (s) 23.2 Sum of lost time(s) 4.0 Intersection Capacity Utilization 32.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • • • Moller Ranch TlA Synchro 7- Report KHA Page 34 Queues Near-term 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK 1 1 4 Lane Group r --:: EBL "EBR NBT : ;NBR.. ;SBT ' SBR = .7-77.77-1 Lane Group Flow(vph) 264 113 491 28 224 217 vlc Ratio 0.22 0.18 0.39 0.02 0.33 0.14 Control Delay 7.4 2.9 7.6 0.0 3.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 2.9 7.6 0.0 3.9 0.2 Queue Length 50th(ft) 12 0 26 0 6 0 Queue Length 95th(ft) 24 12 38 0 27 0 Internal Link Dist(ft) 195 1206 Turn Bay Length(ft) 375 560 Base Capacity(vph) 3113 1446 3387 1441 1593 1504 Starvation Cap Reductn • 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.08 0.14 0.02 0.14 0.14 Intersection • • Moller Ranch TIA Synchro 7- Report KHA Page 35 HCM Signalized Intersection Capacity Analysis Near-term 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK t Z ! k- 4\ t P ti 1 r Movement - . 1; J. iELT EBT ; EER - WBL 'Y WBT_:-a,WBR i NBL z. ' NBT NBR-4=-SEL SET SBR Lane Configurations VI r t1 r & P Volume(vph) 206 0 88 0 0 0 0 390 25 0 66 327 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.91 0.91 0.95 0.95 Frt 1.00 0.85 1.00 0.85 0.90 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 • Satd.Flow(prot) 3433 1583 3387 . 1441 1592 1504 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 1583 3387 1441 1592 1504 Peak-hour factor, PHF 0.78 0.78 0.78 0.92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj.Flow(vph) 264 0 113 0 0 0 0 488 31 0 74 367 RTOR Reduction(vph) 0 0 74 0 0 0 0 1 0 0 94 0 Lane Group Flow(vph) 264 0 39 0 0 0 0 490 28 0 130 217 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free . Actuated Green,G(s) • . 10.0 10.0 10.7 28.7 10.7 28.7 Effective Green,g(s) 10.0 10.0 10.7 28.7 10.7 28.7 Actuated g/C Ratio 0.35 0.35 0.37 1.00 0.37 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehide Extension(s) 2.0 _ 2.0 3.0 3.0 Lane Grp Cap(vph) • 1196 552 1263 1441 594 1504 v/s Ratio Prot c0.14 0.08 v/s Ratio Perm c0.08 0.02 0.02 - 0.14 v/c Ratio 0.22 0.07 0.39 0.02 0.22 0.14 Uniform Delay,dl 6.6 6.2 6.6 0.0 6.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 . 1.00 Incremental Delay,d2 0.0 0.0 0.2 0.0 0.2 0.2 Delay(s) 6.6 6.3 6.8 0.0 6.3 0.2 Level of Service A A A A A A Approach Delay(s) 6.5 0.0 6.4 3.3 Approach LOS A A A A Intersection Summary .. . ._. ... HCM Average Control Delay 5.4 HCM Level of Service A HCM Volume to Capacity ratio 0.31 Actuated Cycle Length(s) 28.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization ' 25.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group - • Moller Ranch TIA Synchro 7- Report KHA Page 36 Near-Term AM Thu Jul 19, 2012 18:56:58 Page 1-1 Scenario Report Scenario: Near-Term AM Command: NT AM Volume: Near-Term AM Geometry: Near-Term Impact Fee: Default Impact Fee Trip Generation: None Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: NT AM Traffir. 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • Near-Term AM Thu Jul 19, 2012 18:56:58 Page 2-1 Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd A xxxxx 0.482 A xxxxx 0.482 + 0.000 V/C # 4 Camino Tassajara/Windemere Pkw A xxxxx 0.295 A xxxxx 0.295 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Near-Term AM Thu Jul 19, 2012 18:56:58 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) Intersection #3 Camino Tassajara/Highland Rd .*.+*******4kk***i*+**+*-*******************..***k**k*kki*****.***********k***** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.482 Loss Time (sec) : 0 Average Delay (sec/veh) : xxzrxx Optimal Cycle: 48 Level Of Service: A .+..***************..**++*.***kk kk.*****_*+***+*************u.***************.* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I I I I I I I I Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include include . Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1! 0 0 I II II II 1 Volume Module: Base Vol: 0 216 2 53 4668 0 0 0 0 97 0 264 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 216 2 53 468 0 0 0 0 97 0 264 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVoi: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 216 2 53 468 0 0 0 0 97 0 264 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 216 2 53 468 0 0 0 0 97 0 264 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 216 2 53 468 0 0 0 0 97 0 264 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 216 2 53 468 0 0 0 0 97 0 264 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. FinalVolume: 0 216 2 53 468 0 0 0 0 97 0 264 I I I I I I I I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.99 0.01 1.00 1.00 0.00 0.00 0.00 0.00 0.27 0.00 0.73 Final Sat. : 0 1704 16 1720 1720 0 0 0 0 462 0 1258 I I I I I I I I Capacity Analysis Module: Vol/Sat: 0.00 0.13 0.13 0.03 0.27 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Crit Volume: 218 468 0 361 Crit Moves: ***. **** • Traffic. 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • Near-Term AM Thu Jul 19, 2012 18:56:58 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) *+*+=**F++*+*****************************-******=*******+******i***************** Intersection #4 Camino Tassajara/Windemere Pkwy **************+*******+**.******************++**********+*********+************** Cycle (sec) : 100 Critical Vol_/Cap. (X) : 0.295 • Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 26 Level Of Service: A ******1******************************+*******+****************+***+**+** *+***4* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I II I I I I I Control: Protected Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I II I I I I I Volume Module: Base Vol: 139 222 0 0 548 71 20 0 297 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 139 222 0 0 548 71 20 0 297 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 139 222 0 0 548 71 20 0 297 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 139 222 0 0 548 71 20 0 297 0 0 0 Reduct Vol : 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 139- 222 0 0 548 71 20 0 297 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 76 0 0 0 RTOR Vol: 139 222 0 0 548 71 20 0 221 0 0 0 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 139 222 0 0 548 71 20 0 221 0 0 0 I I I I I I Saturation Flow Module: • Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.77 0.23 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 3045 395 1720 0 3127 0 0 0 I H H II-- I Capacity Analysis Module: Vol/Sat: 0.04 0.13 0.00 0.00 0.18 0.18 0.01 0.00 0.07 0.00 0.00 0.00 Crit Volume: 70 310 110 0 Crit Moves: **** **** **** *+**************************+***************************** ************* Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • • Queues Near-term . 1 : Dublin Blvd & Dougherty Road Timing Plan: PM PEAK ♦ '- t . P \* Lane Group'r , .t�. : EBL. -EB .EBR ,, wBL :>'NBC NBT N w7TTSBL `.:SBT Lane Group Flow(vph) 157 838 649 374 782 525 912 1554 455 302 781 v/c Ratio 0.69 - 0.68 0.54 0.69 0.54 0.76 1.08 0.90 0.37 0.57 0.38 Control Delay 75.1 48.2 23.7 62.8 40.7 29.9 105.3 49.4 3.5 55.8 33.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 75.1 482 23.7 62.8 40.7 29.9 105,3 49.4 3.5 55.8 33.4 Queue Length 50th (ft) 67 235 184 109 204 256 -304 455 0 123 142 Queue Length 95th(ft) 104 291 252 141 249 361 #393 522 39 171 173 Internal Link Dist(ft) 794' 888 1483 924 Turn Bay Length(it) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1238 1200 729 1461 695 844 1721 1244. 528 2048 Starvation Cap Reductn . 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.68 0.54 0.51 0.54 . 0.76 1.08 0.90 0.37 0.57 0.38 w.w-ar, _ �. m.. intersec6onSummary ��'. � _ -: �-' ,. .-�° '� ==o. ,� _�� i .` w,., : - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Near-term 1 : Dublin Blvd & Dougherty Road Timing Plan: PM PEAK Mover efia ;L - EBL 'EBT.= '°=EBR WBL "WBfl:'WBR_ NBL.. NBT NBR- SBL ' .tSST SBR Lane Configurations ¶'l "P+4' r vi) ttt r ¶Vii tM- irrr ¶t mt. Volume(vph) 140 746 578 363 759 509 857 1461 428 290 664 85 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 • 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 5085 2765 4990 5085 1563 4990 5085 2787 3433 6284 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2765 4990 5085 1563 4990 5085 2787 3433 6284 Peak-hour factor, PHF 0.89 0.89 0.89 0.97 0.97 0.97 0.94 0.94 0.94 0.96 0.96 0.96 Adj. Flow(vph) 157 838 649 374 782 525 912 1554 455 302 692 89 RTOR Reduction(vph) 0 0 53 0 0 6 0 0 301 0 18 0 Lane Group Flow(vph) 157 838 596 374 782 519 912 1554 , 154 302 763 0 Confl. Peds. (#/hr) 5 1 1 5 8 8 Confl. Bikes(#/hr) 1 5 Turn Type Prot pm+ov Prot pm+ov Prot Perm Prot Protected Phases 5 2 3 1 6 7 3 8 7 4 Permitted Phases 2 6 8 Actuated Green, G(s) 8.6 31.6 53.6 14.1 37.4 57.4 22.0 44.0 44.0 20.0 42,0 Effective Green,g (s) 8.6 31.6 53.6 14.1 37.4 57.4 22.0 44.0 44.0 20.0 42.0 Actuated g/C Ratio 0.07 0.24 0.41 0.11 0.29 0.44 0.17 0.34 0.34 0.15 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4,5 2.0 2.0 4.5 2.0 2.0 4.5 4.5 2.0 4.5 Lane Grp Cap(vph) 227 1236 1140 541 1463 690 844 1721 943 528 2030 v/s Ratio Prot 0.05 0.16 0.09 c0.07 0.15 c0.12 c0.18 c0.31 0.09 0.12 v/s Ratio Perm 0.13 0.22 0.06 v/c Ratio 0.69 0.68 0.52 0.69 0.53 0.75 1.08 0.90 0.16 0.57 0.38 Uniform Delay,dl 59.4 44.6 28.6 55.9 39.0 30.3 54.0 41.0 30.1 51.0 33.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 7.1 3.0 0.2 3.1 1.4 4.1 55.1 7.3 0.1 0.9 0.2 Delay(s) 66.5 47.6 28.8 58.9 40.4 34.5 109.1 48.3 30.3 52.0 34.1 Level of Service E D C E D C F D C D C Approach Delay(s) 42.0 42.7 64.5 39.1 Approach LOS D D E D intersection Summary" -' __ __ -'- HCM Average Control Delay 50.7 HCM Level of Service D HCM Volume to Capacity ratio 0.84 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 20.0 • • Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group . Moller Ranch TIA Synchro 7- Report KHA Page 2 • • Queues Near-term 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK ' ~ 1 t r ' d J Lane�Gtoup _:>; - E6L EBT EBR '.'11/BC SBL SBT ' SBR Lane Group Flow(vph) 168 1133 282 211 651 364 544 652 49 415 106 v/c Ratio 0.70 0.59 0.20 0.74 0.33 0.90 0.45 0.54 0.30 0.27 0.20 Control Delay 74.8 33.8 4.1 73.8 28.0 84.7 35.3 13.6 63.8 35.5 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.8 33.8 4.1 73.8 28.0 84.7 35.3 13.6 63.8 35.5 7.0 Queue Length 50th(ft) 72 278 11 . 90 138 109 191 84 21 98 0 Queue Length 95th(ft) #111 327 37 134 172 #157 237 135 41 126 41 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 252 1926 1421 305 1988 404 1216 1216 278 1511 532 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.59 0.20 0.69 0.33 0.90 0.45 0.54 0.18 0.27 0.20 intersection Summary 1,•/ - .. w -71 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Near-term 2: Dublin Blvd & Hacienda Dr Timing Plan, PM PEAK • f -• l ` t '\ t P ti 1 J Movement - e l°° ' "' 'EBL -,EBT,, ;EBR ' ,WBL-• W B• N1BR ' NBL . _NBT :NBR:-i-SBL= .i` SBT f-r 'SBR Lane Configurations VI 4'tt if Vi T49 WS ft if VI ft+ P Volume(vph) 156 1054 262 198 601 11 313 468 561 43 365 93 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2747 3433 5069 4990 3539 2735 3433 5085 1541 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd Flow(perm) 3433 5085 2747 3433 5069 4990 3539 2735 3433 5085 1541 Peak-hour factor, PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.86 0.86 0.86 0.88 0.88 0.88 Adj.flow(vph) 168 1133 282 211 639 12 364 544 652 49 415 106 RTOR Reduction(vph) 0 0 126 0 1 0 0 0 277 0 0 74 Lane Group Flow(vph) 168 1133 156 211 650 0 364 544 375 49 415 32 Confl. Peds. (#/hr) 6 4 4 6 14 6 6 14 Confl. Bikes(#Ihr) 4 4 1 1 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 9.1 49.1 59.6 10.8 50.8 10.5 44.5 44.5 5.4 39.4 39.4 Effective Green,g(s) 9.1 49.1 59.6 10.8 50.8 10.5 44.5 44.5 5.4 39.4 39.4 Actuated g/C Ratio 0.07 0.38 0.46 0.08 0.39 0.08 0.34 0.34 0.04 0.30 0.30 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5,5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 239 1913 1255 284 1973 401 1207 933 142 1535 465 v/s Ratio Prot 0.05 c0.22 0.01 c0.06 0.13 c0.07 c0.15 0.01 0.08 v/s Ratio Perm 0.05 0.14 0.02 v/c Ratio 0.70 0.59 0.12 0.74 0.33 0.91 0.45 0.40 0.35 0.27 0.07 Uniform Delay,dl 59.4 32.7 20.4 58.5 27.9 59.5 33.5 32.8 60.8 34.6 32.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 7.4 1.4 0.0 8.8 0.4 23.2 1.2 1.3 0.5 0.4 0.3 Delay(s) 66.8 34.0 20.4 67.3 28.4 82.7 34.7 34.1 61.4 35.1 32.8 Level of Service E C C E C F C C E D C Approach Delay(s) 35.1 37.9 45.7 36.9 Approach LOS D D D D lntersectfon Summary , „_„ , - - j HCM Average Control Delay 39.4 HCM Level of Service D HCM Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 130.5 Sum of lost time(s) 15.2 Intersection Capacity Utilization 100.5% ICU Level of Service G • Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 4 • • • Queues Near-term • 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK T C 1 Lane Group '.WBL.. ^NBT: SBL SB Lane Group Flow(vph) 60 567 253 252 v/c Ratio 0.14 0.37 0.37 0.16 Control Delay 8.5 4.0 5.8 3.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.5 4.0 5.8 3.1 Queue Length 50th(ft) 1 0 0 0 Queue Length 95th(ft) 26 125 79 50 • Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 514 1757 794 1789 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.12 0.32 0.32 0.14 Inferseficn Summary .. _ 7 . s ' =t. .. . ,.. • • • • Moller Ranch TIA Synchro 7- Report • KHA Page 5 • HCM Signalized Intersection Capacity Analysis Near-term 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK • EC t t `• it • Movement - Mil- , zWBR* NBT--;-NtBR :BBL SBT .'" - f ,A_: .TI-- - -1 Lane Configurations ' V U ) t Volume(■ph) 6 46 465 62 233 232 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frpb, ped/bikes 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 • Frt 0.88 0.98 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 Satd. Flow(prot) 1572 1828 1770 1863 Flt Permitted 0.99 1.00 0.44' 1.00 . Satd. Flow(perm) 1572 1828 827 1863 Peak-hour factor, PHF 0.86 0.86 0.93 0.93 0.92 0.92 Adj. Flow(vph) 7 53 500 67 253 252 • RTOR Reduction(vph) 50 0 11 0 0 0 . Lane Group Flow(vph) 10 0 556 0 253 252 Conf. Bikes(#/hr) 3 2 Turn Type ' Perm Protected Phases 8 2 6 Permitted Phases 6 Actuated Green, G(s) 1.7 18.4 18.4 18.4 Effective Green,g(s) 1.7 18.4 18.4 18.4 Actuated gIC Ratio 0.05 0.57 0.57 0.57 Clearance Time(s) 6.0 6.0 6,0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 83 1048 474 1068 v/s Ratio Prot c0.01 0.30 0.14 v/s Ratio Perm c0.31 ' v/c Ratio 0.12 0.53 0.53 0.24 Uniform Delay,dl 14.5 4.2 4.2 3.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.5 1.2 0.1 Delay(s) 15.1 4.7 5.4 3.5 Level of Service B A A A Approach Delay(s) 15.1 4.7 4.4 Approach LOS B A A IntersechomSummary HCM Average Control Delay 5.1 HCM Level of Service A HCM Volume to Capacity ratio 0.50 Actuated Cycle Length(s) 32.1 Sum of lost time(s) 12.0 Intersection Capacity Utilization 59.5% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA • Page 6 • Queues Near-term 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK f 7 t Lane-Group ESL" EBR 'NBL. _ BT _.S6: Lane Group Flow(vph) 49 213 271 600 313 v/c Ratio • 0.11 0.26 0.64 0.64 0.35 Control Delay 16,6 4.0 33.7 13.5 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 4.0 33.7 13.5 15.2 Queue Length 50th(ft) 10 0 33 99 32 Queue Length 95th(ft) 36 18 #152 300 79 Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 952 1565 426 1618 2155 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.05 0.14 0.64 0.37 0.15 Intersection Summary t r, �s x . . � � = , # _95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 7 HCM Signalized Intersection Capacity Analysis Near-term 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK f '\ 1 1 1 Movement ,EBL EBR NBL . NBT SBT SBR =a ' - Lane Configurations Tr rr "I t 4t Volume(vph) 40 175 244 540 246 39 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 0.88 0.97 1.00 0.95 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 2727 3433 1863 3459 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd Flow(perm) 1770 ' 2727 3433 1863 3459 Peak-hour factor, PHF 0.82 0.82 0.90 0.90 0.91 0.91 Adj. Flow(vph) 49 213 271 600 270 43 RTOR Reduction(vph) 0 160 0 0 18 0 Lane Group Flow(vph) 49 53 271 600 295 0 • Confl. Bikes(#/hr) 1 3 Turn Type Perm Prot Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green, G(s) 12.6 12.6 6.4 25.9 13.5 Effective Green, g(s) 12.6 12.6 6.4 25.9 13.5 Actuated g/C Ratio 0.25 0.25 0.13 0.51 0.27 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 442 680 435 955 925 v/s Ratio Prot c0.03 0.08 c0.32 0.09 v/s Ratio Perm 0.02 v/c Ratio 0.11 0.08 0.62 0.63 0.32 Uniform Delay,dl 14.6 14.5 20.9 8.8 14.8 - • Progression Factor 1.00 1.00 1.00 1.00 1.00 • Incremental Delay,d2 0.1 0.0 2.8 1.3 0.2 Delay(s) 14.7 14.6 23.7 10.1 15.0 Level of Service B B C B B • Approach Delay(s) 14.6 14.4 15.0 Approach LOS B B B IntersectionSummary HCM Average Control Delay 14.5 HCM Level of Service B HCM Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 50.5 Sum of lost time(s) 12.0 Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • • Moller Ranch TIA Synchro 7- Report KHA Page 8 • Queues Near-term 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK f --t `a c t 4\ t /4 \• it r Lane , : EBL< • EBT, EBR. - 1BL• 1WBT _C NBR-_T NBC" NIBT • -NBR .SBL . :.SBT ' SBR Lane Group Flow(vph) 638 5 25 20 7 5 7 273 10 8 162 277 v/c Ratio • 0.60 0.01 0.06 0.03 0.04 0.03 0.06 0.63 0.03 0.07 0.39 0.60 Control Delay 16.2 16.5 6.5 33.3 38.7 25.5 41.0 34.3 15.2 • 40.9 29.2 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0.0 Total Delay 16.2 16.5 6.5 33.3 38.7 25.5 41.0 34.3 15.2 40.9 29.2 18.9 Queue Length 50th(ft) 133 2 0 3 3 0 3 107 0 3 60 47 Queue Length 95th(ft) #526 9 15 18 10 4 18 216 13 21 148 155 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 470 150 50 50 155 180 50 50 Base Capacity(vph) 1067 1365 1142 871 749 639 711 , 1143 974 711 1123 993 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 D 0 0 0 0 0 0 0 • Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.00 0.02 0.02 0.01 0.01 0.01 0.24 0.01 0.01 0.14 0.28 .. ,.-: lnterseetio>i�SummAry,. - # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA • Page 9 HCM Signalized Intersection Capacity Analysis Near-term 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK f -• >r i 4\ t /4 `► d d Movement . - '-BBL; ..EBT' EBR `WBL WBT WBR ` NBL ;NBT, NBR SBL-_ =SBT _ `SBR Lane Configurations 11 t P ii + P ) 4 P 11 4 P Volume(vph) 561 4 22 9 3 2 6 224 8 7 146 249 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb.ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1548 1770 1863 1583 1770 1863 1583 1770 1863 1549 Flt Permitted . 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1548 1770 1863 1583 1770 1863 1583 1770 1863 1549 Peak-hour factor, PHF 0.88 0.88 0.88 0.44 0.44 0.44 0.82 0.82 0.82 0.90 0.90 0.90 Adj. Flow(vph) 638 5 25 20 7 5 7 273 10 8 162 277 RTOR Reduction(vph) 0 0 21 0 0 5 0 0 7 0 0 119 Lane Group Flow(vph) 638 5 4 20 7 0 7 273 3 8 162 158 Confl. Bikes(#/hr) 1 1 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 46.2 14.0 14.0 33.0 1.1 1.1 0.9 17.9 17.9 • 0.9 17.1 17.1 Effective Green,g(s) 46.2 14.0 14.0 33.0 1.1 1.1 0.9 17.9 17.9 0.9 17.1 17.1 Actuated g/C Ratio 0.55 0.17 0.17 0.39 0.01 0.01 0.01 0.21 0.21 0.01 0.20 0.20 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4,0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 972 310 258 695 24 21 19 397 337 19 379 315 v/s Ratio Prot c0.36 0.00 0.01 c0.00 0.00 c0.15 c0.00 0.09 v/s Ratio Perm 0.00 0.00 0.00 0.10 v/c Ratio 0.66 0.02 0.02 0.03 0.29 0.00 0.37 0.69 0.01 0.42 0.43 0.50 Uniform Delay,dl 13.4 29.3 29.3 15.7 41.1 41.0 41.3 30.5 26.1 41.3 29.2 29.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.8 0.0 0.0 0.0 9.0 0.1 4.4 5.3 0.0 5.4 1.1 • 1.7 Delay(s) 15.1 29.3 29.3 15.7 50.1 41.0 45.7 35.8 26.1 46.7 30.3 31.4 Level of Service B C C B D D D D C D . C C Approach Delay(s) 15.8 27.2 35.7 31.3 Approach LOS B C D C Intersection-Summary . ' r 7- , -. , " - f..),lNi-. .: _ . '1 HCM Average Control Delay 24.9 HCM Level of Service C HCM Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 84.1 Sum of lost time(s) 18.0 Intersection Capacity Utilization - 60.0% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 10 • • Queues Near-term 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK 1- T P Lane Group :-,NBL WBR' ' NBT NBR & ° Lane Group Flow(vph) 31 3 681 52 306 v/c Ratio 0.17 0.02 0.42 0.04 0.19 Control Delay 25.5 17.5 3.4 1.4 2.3 Queue Delay 0.0 0,0 0.0 0.0 0.0 Total Delay 25.5 17.5 3.4 1.4 2.3 Queue Length 50th(ft). 8 0 0 0 0 Queue Length 95th(ft) 26 5 142 8 51 Internal Link Dist(ft) 283 • 4023 607 Turn Bay Length(ft) 145 195 • Base Capacity(vph) 795 698 1639 1397 1845 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.42 0.04 0.17 Intersection Summary ° ., m .. =_, Moller Ranch TIA Synchro 7- Report KHA Page 11 • HCM Signalized Intersection Capacity Analysis Near-term 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK c e t � 1 _r n Movement = CNBL .:WBR ..NBT" NBR.` GBL - -'� _ -` Lane Configurations Il P + P vs + Volume(vph) 24 2 586 45 0 260 ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5.5 6.0 6.0 6.0 • Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb,ped/bikes 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 1.00 1.00, Satd. Flow(prot) 1770 1537 1863 1583 1863 Flt Permitted 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1770 1537 1863 1583 1863 Peak-hour factor, PHF 078 0.78 0.86 0.86 0.85 0.85 Adj. Flow(vph) 31 3 681 52 0 306 RTOR Reduction(vph) 0 3 0 9 0 0 Lane Group Flow(vph) 31 0 681 43 0 306 Confl.Bikes(#/hr) 1 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green,G(s) 2.3 2.3 43.6 43.6 43.6 Effective Green,g (s) 2.3 2.3 43.6 43.6 43.6 Actuated g/C Ratio 0.04 0.04 0.76 0.76 . 0.76 Clearance Time(s) 5.5 5.5 6.0 6.0 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 71 62 1415 1202 1415 v/s Ratio Prot c0.02 c0.37 0.16 v/s Ratio Perm 0.00 0.03 v/c Ratio 0.44 0.00 0.48 0.04 0.22 Uniform Delay,dl 26.9 26.4 2.6 1.7 2.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 0.4 0.0 0.1 Delay(s) 28.5 26.5 3.0 1.7 2.1 Level of Service C C A A A Approach Delay(s) 28.3 2.9 2.1 Approach LOS C • A A InfersebticnSummary _ �-E� °` _ "__ J HCM Average Control Delay 3.5 HCM Level of Service A HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 57.4 Sum of lost time(s) 11.5 Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 12 Queues Near-term • 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK -° -► 1 f '\ t Lane-Group ' EBL E137.. EBR,a ,:WBL - WBT NBCrvT BT.. fNBR: : •SBL_ > ,SBT ,SBR Lane Group Flow(vph) 248 237 74 209 132 263 929 267 28 523 86 v/c Ratio 0.54 0.56 0.21 6.50 0.34 0.55 0.64 0.34 0.21 0.51 0.17 Control Delay 44.9 38.5 32.9 45.5 32.1 44.6 26.6 5.3 51.6 30.3 8.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.9 • 38.5 32.9 45.5 32.1 44.6 26.6 5.3 , 51.6 30.3 8.1 Queue Length 50th(ft) 73 132 38 61 64 77 224 4 16 122 0 Queue Length 95th(ft) 141 228 83 102 104 136 394 49 54 254 41 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 265 245 290 295 210 Base Capacity(vph) 806 837 688 806 804 806 1674 857 416 1663 777 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.28 0.11 0.26 0.16 0.33 0.55 ' 0.31 0.07 0.31 0.11 IntersecbonSummary = ._.._ ._ :.;' •: • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 13 • • . HCM Signalized Intersection Capacity Analysis • Near-term 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK • - ` `- p k-t -► ♦ � \ t / `• • -' Movement P .. , Ell...--...EST ,EBRt' W ff r'WBT VVBR, 7 NBL''"KIBT NBR .,..-S6L:-=:SBT - S6f2 Lane Configurations n t rT I5 .1. VI tt rT vi ft r Volume(vph) 226 216 67 159 76 24 218 771 222 25 471 77 Ideal Flow(vphpl) , 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 • 0.97 1.00 • 0.97 • 0.95 1.00 1.00 0.95 1.00 Frpb,ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1863 1543 3433 1787 3433 3539 1536 1770 3539 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1543 3433 1787 3433 3539 1536 1770 3539 1558 Peak-hour factor, PHF 0.91 0.91 0.91 0.76 0.76 0.76 0.83 0.83 0.83 0.90 0.90 0.90 Adj.Flow(vph) 248 237 74 209 100 32 263 , 929 267 28 523 86 RTOR Reduction(vph) . 0 0 0 0 9 0 0 0 151 0 0 59 Lane Group Flow(vph) 248 237 74 209 123 0 263 929 116 28 523 27 Confl. Peds. (#/hr) 7 9 9 7 3 9 9 3 Confl. Bikes(#/hr) 1 1 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 2 Actuated Green, G(s) 12.1 20.5 20.5 11.1 19.5 12.5 37.4 37.4 3.9 28.8 28.8 Effective Green, g(s) 12.1 20.5 20.5 11.1 19.5 12.5 37.4 37.4 3.9 28.8 28.8 Actuated g/C Ratio 0.13 0.22 0.22 0.12 0.21 0.14 0.41 0.41 0.04 0.31 0.31 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 452 416 344 415 379 467 1440 625 75 1109 488 v/s Ratio Prot c0.07 c0.13 0.06 0.07 c0.08 c0.26 0.02 0.15 v/s Ratio Perm 0.05 0.08 0.02 v/c Ratio 0.55 0.57 0.22 0.50 0.32 0.56 0.65 0.19 0.37 0.47 0.06 Uniform Delay,dl 37.3 31.8 29.1 37.8 30.6 37.1 21.9 17.5 42.8 25.4 22.0 Progression Factor 1.00 1.00 1.00 -1.00 • 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.1 2.2 0.4 0.7 0.7 1.3 1.2 0.2 2.3 0.5 0.1 Delay(s) 38.4 33.9 29.6 38.5 31.3 38.4 23.1 17.7 45.1 26.0 22.1 Level of Service D C C D C D C B D C C Approach Delay(s) 35.4 35.7 24.9 26.3 Approach LOS D D C C Intersectidn:Summary ., HCM Average Control Delay 28.4 HCM Level of Service C HCM Volume to Capacity ratio - 0.59 Actuated Cycle Length(s) 91.9 Sum of lost time(s) 14.0 Intersection Capacity Utilization 65.4% ICU Level of Service - C Analysis Period(min) 15 . c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 14 • • Queues Near-term 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK 1- 4-- 4\ t P ' 1 41 Lane Group ,_ ,_EBL.- "EBT:1 EBR :WBE;r WET . NBL=: NET :;NBR SBL SET SBR. 1 Lane Group Flow(vph) 86 86 99 100 42 106 1106 180 15 695 56 v/c Ratio 0.30 0.29 0.30 ' 0.28 0.17 0.44 0.57 0.20 0.10 0.48 0.09 Control Delay 37.0 30.8 9.0 . 38.3 21.3 40.1 16.7 4.8 42.3 22.5 7.8 Queue Delay • 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.0 30.8 9.0 38.3 21.3 40.1 16.7 4.8 42.3 22.5 7.8 Queue Length 50th(ft) 33 33 0 19 9 40 139 4 6 118 0 Queue Length 95th (ft) 104 81 33 59 37 126 457 54 33 304 31 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 519 935 826 1006 866 519 1942 919 519 1815 805 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio '0,17 a09 0.12 0.10 0.05 0.20 0.57 0.20 0.03 0.38 0.07 Inte[sectiorrSummary . r=;x. ,1,. - .; 7, �, r .,:r-,.--_. ____�. • Moller Ranch TIA Synchro 7- Report KHA Page 15 • • HCM Signalized Intersection Capacity Analysis Near-term 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK • { t '\ t P \• If I Movement z .,, . EBL .'EBT, EBR' :WBL' WBT wBR „NBL- NET NBR°°.:SBL SBT .:,.'=SBR Lane Configurations " i' f • 1 11. ) 44 rT 11 4'4' r Volume(vph) 72 72 83 83 19 16 92 962 157 14 632 51 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4,5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb; ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00' 1.00 Satd. Flow(prot) 1770 1863 1555 3433 1720 1770 3539 1549 1770 3539 1536 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0,95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 ' 1863 1555 3433 1720 1770 3539 1549 1770 3539 1536 Peak-hour factor, PHF ' 0.84 0.84 0.84 0.83 0.83 • 0.83 0.87 0.87 0.87 0.91 0.91 0.91 Adj. Flow(vph) 86 86 99 100 23 19 106 1106 180 15 695 56 RTOR Reduction(vph) 0 0 84 0 17 0 0 0 75 0 0 32 Lane Group Flow(vph) 86 86 15 100 25 0 106 1106 105 15 695 24 Confl. Pods. (#/hr) 7 9 9 . 7 18 18 Conti. Bikes(#/hr) 2 2 3 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 • 4 Permitted Phases 2 8 4 Actuated Green,G(s) 10.1 11.8 11.8 6.1 7.8 8.3 40.4 40.4 1.0 33.1 33.1 Effective Green,g (s) 10.1 11.8 11.8 6.1 7.8 8.3 40.4 40.4 1.0 33.1 33.1 Actuated g/C Ratio 0.13 0.15 0.15 0.08 0.10 0.11 0.52 0.52 0.01 0.43 0.43 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0. 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 2.5 4.0 4.0 Lane Grp Cap(vph) 230 283 236 269 172 189 1838 804 23 1506 653 v/s Ratio Prot c0.05 c0.05 0.03 0.01 c0.06 c0.31 0.01 0.20 v/s Ratio Perm 0.01 0.07 0.02 v/c Ratio 0.37 0.30 0.06 0.37 0.14 0.56 0.60 0.13 0.65 0.46 0.04 Uniform Delay,dl 31.0 29.3 28.3 34.0 32.0 33.0 13.1 9.6 38.2 16.0 13.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • Incremental Delay,d2 0.7 0.4 0.1 0.6 0.3 3.1 0.6 ' 0.1 46.4 0.3 0.0 Delay(s) 31.7 29.8 28.4 ' 34.7 32.2 36.1 13.7 9.7 84.6 16.3 13.1 Level of Service C C C C C D B A F B B Approach Delay(s) 29.9 33.9 14.9 17.4 Approach LOS C C B B Intersecbon'Summary.° HCM Average Control Delay 18.3 HCM Level of Service B HCM Volume to Capacity ratio 0.51 Actuated Cycle Length(s) 77.8 Sum of lost time(s) . 13.5 Intersection Capacity Utilization 56.8% ICU Level of Service B _ Analysis Period(min) 15 c Critical Lane Group , Moller Ranch TIA Synchro 7- Report KHA Page 16 Queues Near-term 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK t * 1\ t P \* d r Lane Group "__ `; BBL' EBT= EBR .w--W L WOT NBL NOT 7'.."'NOR i SBL SOT .' SBR i Lane Group Flow(vph) 384 732 578 311 282 611 933 545 69 754 137 v/c Ratio 0.73 0.77 0.46 0.58 0.36 0.73 0.70 0.63 ' 0.32 0.47 0.17 Control Delay 54.3 43.5 17.5 52.5 35.9 50.1 33.4 10.3 57.2 35.9 6.5 Queue Delay 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.3 43.5 17.5 52.5 35.9 50.1 33.4 10.3 57.2 35.9 6.5 Queue Length 50th(ft) 129 244 119 73 82 139 285 52 • 23 127 0 . Queue Length 95th(ft) 228 378 215 127 142 220 418 155 55 188 27 Internal Link Dist(ft) 2216 1117 968 ' 743 Turn Bay Length(ft) 220 220 350 ' 320 250 250 Base Capacity(vph) 663 1367 1329 • 964 1344 964 1389 884 663 2414 1119 Starvation Cap Reductn 0 0 0 • 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 • 0 0 0 0 Reduced v/c Ratio 0.58 0.54 0.43 0.32 0.21 0.63 0.67 0.62 0.10 0.31 0.12 InterseoUon Summary ' . .a. cc. r a ,., m `, • Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Near-term 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK -' -• c k- 4\ t P `► 1 1 Movement t` ' -EBL ; . EBT" EBR wBL`:'wBT` wBR : NBL `NBT ._NBR _ SBL 'Sir' SBR Lane Configurations ¶1 of if sm + 1V1 tit P ¶1 Nil if Volume(vph) 349 666 526 295 224 44 519 793 463 61 671 122 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 • 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util.Factor 0.97 0.95 0.88 0.94 0.95 0.94 0,95 1.00 0.97 0.86 0.88 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 2761 4990 3453 4990 3539 1583 3433 6408 2746 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 2761 4990 3453 4990 3539 1583 3433 6408 2746 Peak-hour factor, PI-IF 0.91 0.91 0.91 0.95 0.95 0.95 0.85 0.85 0.85 0.89 0.89 0.89 Adj. Flow(vph) 384 732 578 311 236 46 611 933 545 69 754 137 RTOR Reduction(vph) 0 0 37 0 12 0 0 0 270 0 0 101 Lane Group Flow(vph) 384 732 541 311 270 0 611 933 275 69 754 36 Confl. Pals. (#/hr) 2 2 2 2 Confl. Bikes(#/hr) 3 1 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 . 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 16.4 28.7 46.6 11.5 23.8 17.9 40.5 40.5 5.5 28.1 28.1 Effective Green,g(s) 16.4 28.7 46.6 11.5 23.8 17.9 40.5 40.5 5.5 28.1 28.1 Actuated g/C Ratio 0.15 0.27 0.43 0.11 0.22 0.17 0.38 0.38 0.05 0.26 0.26 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.0 . 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 522 942 1194 532 762 829 1330 595 175 1670 716 v/s Ratio Prot c0.11 c0.21 0.08 0.06 0.08 c0.12 c026 0.02 0.12 v/s Ratio Perm 0.12 0.17 0.01 v/c Ratio 0.74 0.78 0.45 0.58 0.35 0.74 0.70 0.46 0.39 0.45 0.05 • Uniform Delay,dl 43.6 36.6 21.6 45.9 35.5 42.7 28.5 25.4 49.5 33.4 29.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 4.6 4.1 0.1 1.1 0.3 3.0 1.8 0.8 0.5 0.3 0.0 Delay(s) 48.2 40.7 21.7 46.9 35.8 45.7 30.3 26.2 50.1 33.7 29.9 Level of Service D D C D D D C C D C C Approach Delay(s) 35.9 41.6 33.7 34,3 • Approach LOS D D C C Intersection Summary m. . . . HCM Average Control Delay 35.4 HCM Level of Service D HCM Volume to Capacity ratio 0.73 Actuated Cycle Length(s) 107.8 Sum of lost time(s) 15.8 Intersection Capacity Utilization 67.3% ICU Level of Service C . Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 18 • r...M Queues Near-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK T P Lane Group ,1A/BL ° °WBR1 NBT .NBR SBT. . SBR Lane Group Flow(vph) 572 448 1836 779 1633 474 v/c Ratio 1.01 0.87 0.70 0.50 0.47 0.35 Control Delay 84.9 54.9 6.4 0.1 5.4 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 . 0.0 Total Delay 84.9 54.9 6.4 0.1 • 5.4 0.7 Queue Length 50th(ft) -203 144 235 0 129 0 Queue Length 95th (ft) #311 #234 m225 m0 152 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 566 515 2615 1550 3474 1345 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.87 0.70 0.50 0.47 0.35 Interseetron Summery r �.. -. • �. :;_. . .....• . . . ;. ._.. . :'' ' � i - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity;queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • • • • Moller Ranch TIA Synchro 7- Report KHA Page 19 HCM Signalized Intersection Capacity Analysis Near-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK c 4- t 4\ t t `► 1 d tvtovement __. 77 EBL IEBT EBR WBL WBT WBR - 1 NBL• NBT - NBf2: SBLe sBL SBR Lane Configurations tl t"r ?9' r Tti. r Volume(vph) ' 0 0 0 509 0 399 0 1652 701 0 1160 716 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 4.7 5.4 4.0 5.4 4.0 Lane Util. Factor 0.97 0.88 0.95 1.00 0.86 0.86 Frpb,ped/bikes 1.00 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00. 1.00 Frt 1.00 0.85 1.00 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 3539 1550 4649 1345 Fit Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(peim) 3433 2787 3539 1550 4649 1345 Peak-hour factor, PHF 0.92 0.92 0.92 0.89 0.89 0.89 0.90 0.90 0.90 0.89 0.89 0.89 Adj. Flow(vph) 0 0 0 572 0 448 0 1836 779 0 1303 804 RTOR Reduction(vph) 0 0 0 0 0 56 0 0 0 0 37 0 Lane Group Flow(vph) 0 0 0 572 0 392 0 1836 779 0 1596 474 Confl. Bikes(#Ihr) 3 1 Turn Type custom custom Free Free 'Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green, G(s) 17.3 17.3 77.6 105.0 77.6 105.0 Effective Green,g(s) 17.3 17.3 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 0.16 0.74 1.00 0.74 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 2615 1550 3436 1345 v/s Ratio Prot c0.52 0.34 v/s Ratio Perm c0.17 0.14 0.50 0.35 v/c Ratio 1.01 0.85 0.70 0.50 0.46 0.35 Uniform Delay, dl 43.9 42.6 ' 7.4 0.0 - 5.4 0.0 • Progression Factor 1.00 1.00 0.82 1.00 1.00 1.00 Incremental Delay,d2 40.5 15.6 0.1 0.1 0.5 0.7 Delay(s) 84.3 58.2 6.2 0.1 5.9 0.7 Level of Service ' F E A A A A Approach Delay(s) 0.0 72.9 4.4 4.7 Approach LOS A E A A Intersection Summary _ ) HCM Average Control Delay 16.7 HCM Level of Service B HCM Volume to Capacity ratio 0.76 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 68.0% ICU Level of Service C Analysis Period(min) - 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 20 Queues Near-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK is s t t t r `► 1 r Lane Group = {EBL2 EBT:; EBR /EL - -VJBR', WBR2 -- NBT. ':1NBR :SEA.-; :SBT -`SBR 7€ Lane Group Flow(vph) 612 295 439 211 444 120 1508 577 320 1182 332 v/c Ratio 1.18 1.43 0.28 1.53 1.41 0.38 0.94 0.46 1.14 0.50 0.21 Control Delay 138.3 255.6 0.4 305.6 227.4 24.6 40.2 20.4 130.1 6.0 0:2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 138.3 255.6 0.4 305.6 227.4 24.6 40.2 20.4 130.1 6.0 0.2 Queue Length 50th(ft) -254 _ -270 0 -103 -347 47 494 140 -257 115 0 Queue Length 95th (ft) #285 #352 0 #165 #494 80 #658 193 m#378 m131 m0 Internal Link Dist(ft) 1255 935 981 Turn Bay Length (ft) 620 470 140 210 210 240 ' 405 Base Capacity(vph) 520 206 1563 138 316 319 1604 1241 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio ' 1.18 1.43 0,28 1.53 1.41 0.38 0.94 0.46 1.14 0.50 0,21 tnterseetian: uma y ,. -. � . 1. Volume exceeds capacity,queue is theoretically infinite, Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m _ Volume for 95th percentile queue is metered by upstream signal. Moller Ranch TIA Synchro 7- Report KHA Page 21 - HCM Signalized Intersection Capacity Analysis Near-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK s - NI, r & E- t r /- \ 1 tulovement '" EBL2 EBL: '°•EBT""°: EBR PiBL WBR -WBR2- .NBT NBR NBR2 =SBL.___ SBT Lane Configurations Tri 'A rj In r • r 'P? 6'a 9 tf Volume(vph) 471 1 226 338 179 377 • 102 1402 445 92 291 1076 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5,4 5.4 5.4 5.4 5.4 5.4 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 Frpb, ped/bikes 1.00 • 1.00 0.99 1.00 0.99 1.00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1862 1563 3431 1566 1578 3539 2705 1770 3539 Flt Permitted 0.95 1.00 1.00 0.47 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 1862 1563 1699 1566 1578 3539 2705 1770 3539 Peak-hour factor, PHF 0.77 0.77 0.77 0.77 0.85 0.85 0.85 0.93 0.93 0.93 0.91 0.91 Adj. Flow(vph) 612 1 294 439 211 444 120 1508 478 99 320 1182 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 15 0 0 0 Lane Group Flow(vph) 612 0 295 439 211 444 120 1508 562 0 320 1182 Confl. Peds. (#/hr) 1 1 2 2 2 Confl. Bikes(#/hr) 3 2 2 1 1 Turn Type Prot Perm Free custom custom custom Perm Prot Protected Phases 3 8 4 5 6 5 2 Permitted Phases 8 Free 7 5 4 6 Actuated Green,G(s) 15.9 11.6 105.0 8.5 21.2 21.2 47.6 47.6 16.6 69.6 Effective Green,g (s) 15.9 11.6 105.0 8.5 21.2 21.2 47.6 47.6 16.6 69.6 Actuated g/C Ratio 0.15 0.11 1.00 0.08 0.20 0.20 0.45 0.45 0.16 0.66 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 520 206 1563 138 316 319 1604 1226 280 2346 v/s Ratio Prot 0.18 c0.06 0.06 c0.43 0.18 0.33 v/s Ratio Perm 0.16 0.28 c0.12 0.22 0.02 0.21 v/c Ratio 1.18 1.43 0.28 1.53 1.41 0.38 0.94 0.46 1.14 0.50 Uniform Delay,dl 44.5 46.7 0.0 .48.2 41.9 36.2 27.3 19.8 44.2 9.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 • 1.00 1.00 0.91 0.59 Incremental Delay,d2 98.3 220.0 0.4 271.1 200.3 0.3 12.1 1.2 92.0 0.3 Delay(s) 142.8 266.7 0.4 319.4 242.2 36.5 39.5 • 21.0 132.0 5.6 Level of Service F F A F F D D C F A Approach Delay(s) 123.5 34.4 26.7 Approach LOS F C C Intersechon'Summary f HCM Average Control Delay 77.2 HCM Level of Service E HCM Volume to Capacity ratio 1.16 . Actuated Cycle Length(s) 105.0 Sum of lost time(s) 20.7 Intersection Capacity Utilization 90.6% ICU Level of Service E Analysis Period(min) 15 . c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 22 HCM Signalized Intersection Capacity Analysis Near-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK Movement - SBR Latt*Conflgurations t' Volume(vph) 302 Ideal Flow(vphpl) 1900 Total Lost time(s) 4.0 Lane Uhl.Factor 1.00 Frpb, ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow(prat) 1550 Flt Permitted 1.00 Satd. Flow(perm) 1550 Peak-hour factor, PHF 0.91 Adj.Flow(vph) • 332 RTOR Reduction(vph) 0 Lane Group Flow(vph) 332 Confl. Peds. (#/hr) Confl. Bikes(#/hr) 2 Turn Type Free Protected Phases Permitted Phases Free Actuated Green,G(s) 105.0 Effective Green,g(s) 105.0 Actuated g/C Ratio 1.00 Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) 1550 v/s Ratio Prot v/s Ratio Perm 0.21 v/c Ratio 0.21 • Uniform Delay;dl 0.0 Progression Factor 1.00 Incremental Delay,d2 . 0.2 Delay(s) 0.2 Level of Service A Approach Delay(s) Approach LOS Intersection Summary ., .e Moller Ranch TIA • Synchro 7- Report KHA Page 23 Queues Near-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK 4\ T 1 d Lane Group EBL NBL NBT SBT SBR 1 Lane Group Flow(vph) 43 16 271 163 20 v/c Ratio 0.07 0.02 . 0.17 0.12 0.02 Control Delay 6.3 9.1 1.7 4.3 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 9.1 1.7 4.3 3.6 Queue Length 50th(ft) 1 1 0 0 0 Queue Length 95th (ft) 7 13 39 55 9 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1558 1600 1863 1863 1550 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.01 0.15 0.09 0.01 Intersection Summary, .. .. 1 Moller Ranch TIA Synchro 7- Report KHA Page 24 HCM Signalized Intersection Capacity Analysis Near-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK t 1 ✓ Movement it BBL , EBR 'ThIBL '`NBT'RSBT SBR "? : =t.,, i ' Lane Configurations V 11 + it ri. Volume(vph) 5 15 14 233 158 19 . Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 . Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 • Frt 0.90 1.00 1.00 1.00 0.85 Fit Protected 0.99 0.95 1.00 1.00 1.00 • Satd. Flow(prot) 1654 1770 1863 1863 1550 Flt Permitted 0.99 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1654 1770 1863 1863 1550 Peak-hour factor, PHF 0.47 0.47 0.86 0.86 0.97 0.97 Adj.Flow(vph) 11 32 16 271 163 20 RTOR Reduction(vph) 31 0 0 0 0 14 Lane Group Flow(vph) 12 0 16 271 163 6 Confl. Bikes(#/hr) 1 Turn Type Prot Perm Protected Phases 4 • 5 2 6 . Permitted Phases 6 Actuated Green, G(s) 0.6 0.6 10.8 6.2 6.2 Effective Green, g(s) 0.6 0.6 10.8 6.2 6.2 Actuated g/C Ratio 0.03 0.03 0.52 0.30 0.30 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) ' 48 51 972 558 464 v/s Ratio Prot c0.01 0.01 c0.15 0.09 v/s Ratio Perm 0.00 v/c Ratio 0.25 0.31 0.28 0.29 0.01 Uniform Delay,dl 9.8 9.8 2.8 5.6 5.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 . Incremental Delay,d2 1.0 3.5 0:3 0.6 0.0 Delay(s) 10.8 13A 3.1 6.2 5.1 Level of Service B ' B A A A Approach Delay(s) 10.8 3.7 6.1 • Approach LOS B A A IntersecbonSumimaq HCM Average Control Delay 5.1 HCM Level of Service A ii HCM Volume to Capacity ratio 0.28 Actuated Cycle Length (s) 20.7 Sum of lost time(s) 9.3 Intersection Capacity Utilization 24.2% . ICU Level of Service A Analysis Period(min) : 15 c Critical Lane Group • • • Moller Ranch TIA Synchro 7- Report KHA Page 25 • • Queues Near-term 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK T t L Lane Group ' WBL 'NBT .NBR SBL__ SBT 2.224,1214-1 Lane Group Flow(vph) 5 256 9 6 172 v/c Ratio 0.01 0.15 0.01 0.02 0.10 Control Delay 0.0 2.5 2.2 17.3 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 2.5 2.2 17.3 1.0 Queue Length 50th(ft) 0 0 0 1 0 Queue Length 95th(ft) 0 67 4 11 22 Internal Link Dist(ft) 605 1596 671 Turn Bay Length (ft) 90 120 Base Capacity(vph) 1438 1767 1502 1066 1863 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.00 0.14 0.01 0.01 0.09 n. . Y _-„ InterSecfiori Summary _ -:' -. Moller Ranch TIA Synchro 7- Report KHA Page 26 • HCM Signalized Intersection Capacity Analysis Near-term 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK t p j Movement _ ' WBL WBR ` NBT. NBR' SBL SBT j Lane Configurations V t t' ) t Volume(vph) 0 4 243 9 6 167 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.86 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 1.00 0.95 1.00 . Satd.Flow(prot) 1611 1863 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1611 1863 1583 1770 1863 Peak-hour factor, PHF 0.75 0.75 0.95 0.95 0.97 0.97 Adj. Flow(vph) 0 5 256 9 6 172 RTOR Reduction(vph) 5 0 0 3 0 0 Lane Group Flow(vph) 0 0 256 6 6 172 Turn Type Perm Prot Protected Phases 8 2 1 6 . Permitted Phases 2 Actuated Green,G(s) 0.7 • 27.0 27.0 0.7 31.7 Effective Green,g(s) 0.7 27.0 27.0 0.7 31.7 Actuated g/C Ratio 0.02 0.65 0.65 0.02 0.76 Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 27 1206 1025 30 1416 v/s Ratio Prot c0.00 c0.14 0.00 c0.09 v/s Ratio Perm 0.00 v/c Ratio 0.00 0.21 0.01 0.20 0.12 Uniform Delay,dl 20.2 3.0 2.6 20.2 1.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.2 0.0 1.2 0.1 Delay(s) 20.2 3.2 2.6 21.4 1.4 Level of Service C A A C A Approach Delay(s) 20.2 3.2 • 2.1 . Approach LOS C A A Intersection Summary' HCM Average Control Delay 2.9 HCM Level of Service A HCM Volume to Capacity ratio 0.22 Actuated Cycle Length(s) 41.7 Sum of lost time(s) 14.6 Intersection Capacity Utilization 24.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 27 Queues Near-term 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK f ° t 1 r Lane Group EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 82 237 96 225 221 51 v/c Ratio 0.09 0.27 0.29 0.09 0.20 0.10 Control Delay 14.9 3.8 24.1 6.7 14.5 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.9 3.8 24.1 6.7 14.5 6.5 Queue Length 50th (ft) 7 0 18 • 6 19 0 Queue Length 95th (ft) 27 18 98 33 70 23 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 2760 2247 971 4691 2755 1223 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.11 0.10 0.05 0.08 0.04 Intersection Summary: _ . Moller Ranch TIA Synchro 7- Report KHA Page 28 HCM Signalized Intersection Capacity Analysis Near-term 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK J 4\ t 1 -' Movement . EBL..,.EBR. . NBL':.':NBT.° SBF' '=SBR Lane Configurations VI rer 19 tM' 'h4 P Volume(vph) 67 194 88 _ 207 192 44 . Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s). 5.0 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb,ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd.Flow(prot) 3433 2746 1770 5085 3539 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 3433 2746 1770 5085 3539 1562 Peak-hour factor, PHF 0.82 0.82 0.92 0.92 0.87 0.87 Adj. Flow(vph) 82 237 96 225 221 51 RTOR Reduction(vph) 0 177 0 0 0 35 Lane Group Flow(vph) 82 60 96 225 221 16 Confl. Peds. (#/hr) 4 4 4 Confl. Bikes(#/hr) 1 Turn Type Perm Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 Actuated Green, G(s) 11.2 11.2 4.5 22.8 13.8 13.8 Effective Green,g(s) 11.2 11.2 4.5 22.8 13.8 13.8 Actuated g/C Ratio 0.25 0.25 0.10 0.52 0.31 0.31 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 874 699 181 2635 1110 490 v/s Ratio Prot c0.02 c0.05 0.04 c0.06 v/s Ratio Perm 0.02 0.01 v/c Ratio 0.09 0.09 0.53 0.09 0.20 0.03 Uniform Delay,dl 12.5 12.5 18.7 5.3 11.1 10.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.5 0.0 0.1 0.0 Delay(s) 12.6 12.6 20.2 5.4 ' 11.2 10.5 Level of Service B B C A B B Approach Delay(s) 12.6 9.8 11.1 Approach LOS B A B :,. Intersesttoh Summaiy `a . , .- j HCM Average Control Delay 11.1 HCM Level of Service t3 HCM Volume to Capacity ratio 0.21 , Actuated Cycle Length(s) 44.0 Sum of lost time(s) 14.5 . Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group ' Moller Ranch TIA Synchro 7- Report KHA Page 29 • Queues Near-term 15: Central Pkwy & Fallon Rd Timing Plan: PM PEAK J • ♦/ `_ -, t P `• d Lane Grou p - _ � ° -''°EBL EBT EBR NBL .14/Bt WBB-°` NBL NBT. NBR-' 'SBL__�SBT%"`SBR Lane Group Flow(vph) 54 8 105 1 2 1 34 548 3 3 538 17 v/c Ratio. 0.19 0.01 018 0.00 0.00 0.00 0.16 0.27 0.00 0.02 0.33 0.03 Control Delay 28.3 15.6 5.0 35.0 18.0 15.0 31.2 12.2 12.3 34.7 17.2 10.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.3 15.6 5.0 35.0 18.0 15.0 31.2 12.2 12.3 34.7 17.2 10.4 Queue Length 50th(ft) 13 2 0 0 0 0 8 37 0 1 39 0 Queue Length 95th(ft) 50 13 9 3 6 4 53 197 7 12 124 15 Internal Link Dist(ft) 745 383 200 1101 Turn Bay Length(ft) 270 125 100 100 120 100 100 215 Base Capacity(vph) 797 1693 1430 317 1535 1304 818 3206 1434 164 4033 1259 Starvation Cap Reductn 0 0 . 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.00 0.07 0.00 0.00 0.00 0.04 0,17 0.00 0.02 0.13 0.01 lnteisectiodSumniary n ' °,-:' r-:•-1° • • Moller Ranch TIA Synchro 7- Report KHA Page 30 HCM Signalized Intersection Capacity Analysis Near-term 15: Central Pkwy & Fallon Rd Timing Plan: PM PEAK i -ii c f- • \ t ! `► 1 I Movement _ FEEL; 'EHT2?-. EBR)`r°11UBL WBF r-wBR:;,:NBL NB'f- NBR ._' SBL • SBT SBR Lane Configurations .1 4 r vi) t r . *S T4 r ii 4Th° P Volume(vph) 34 7 66 1 2 1 33 526 3 3 452 14 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.91 1.00 Frpb,pedlbikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1,00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1,00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1564 3433 1863 1583 1770 3539 1583 1770 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1564 3433 . 1863 1583 1770 3539 1583 '1770 5085 1583 Peak-hour factor, PHF 0.63 0.92 0.63 0.92 0.92 0.92 0.96 0.96 0.92 0.92 0.84 0.84 • Adj.Flow(vph) , 54 8 105 1 2 1 34 548 3 3 538 17 RTOR Reduction(vph) 0 0 83 0 0 1 0 0 1 0 0 11 Lane Group Flow(vph) 54 8 22 1 2 0 34 548 • 2 3 538 6 Confl. Peds. (#/hr) 1 Turn Type Prot Perm Prot Perm Prot . Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 3.9 12.7 12.7 0.4 9.2 9.2 6.5 28.0 28.0 0.4 21.9 21.9 Effective Green, g(s) 3.9 12.7 12.7 0.4 9.2 ' 9.2 6.5 28.0 28.0 0.4 21.9 21.9 Actuated g/C Ratio 0.06 0.21 0.21 0.01 0.15 0.15 0.11 0.46 0.46 0.01 0.36 0.36 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 114 391 328 23 283 241 190 1638 733 12 1841 573 v/s Ratio Prot c0.03 0.00 0.00 0.00 c0.02 c0.15 0.00 0.11 v/s Ratio Perm c0.01 0.00 0.00 0.00 v/c Ratio 0.47 0.02 0.07 0.04 0.01 0.00 0.18 0.33 0.00 0.25 0.29 0.01 Uniform Delay,dl 27.3 19.0 19.2 29.9 21.8 21.8 24.6 10.3 8.7 29.9 13.8 12.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.90 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 '1.1 0.0 0.1 0.3 0.0 0.0 0.2 0.2 0.0 4.0 0.1 0.0 Delay(s) 28.4 19.0 19.3 30.1 21.8 21.8 24.7 10.5 8.7 33.9 13.9 12.4 Level of Service C B B C C C C B A C B B Approach Delay(s) 22.2 23.9 11.3 14.0 Approach LOS C C B B (ntersection)Sumrnary - `"" ` '" __ HCM Average Control Delay 13.9 HCM Level of Service B HCM Volume to Capacity ratio 0.28 Actuated Cycle Length(s) 60.5 Sum of lost time(s) 19.0 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 31 • • Queues Near-term 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK 4\ t Lane Group, EBEnt.EBR NBL ' NBT '7"SBT __SBR I Lane Group Flow(vph) 120 605 130 480 598 27 v/c Ratio 0.30 0.39 0.64 0.25 0.50 0.05 Control Delay 17.6 0.7 40.4 6.1 14.3 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.6 0.7 40.4 6.1 14.3 5.6 Queue Length 50th(ft) 26 0 35 32 68 1 Queue Length 95th(ft) 61 0 #111 51 94 11 Internal Link Dist(ft) 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 588 2389 202 1958 2792 1254 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 a 0 0 0 0 Reduced v/c Ratio 0.20 0.25 0.64 0.25 0.21 0.02 lnterSti EFTnary ,•• '2T-7-t• . # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. ., Moller Ranch TIA , Synchro 7- Report KHA Page 32 • HCM Signalized Intersection Capacity Analysis Near-term 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK -► 7 s" 1 t P \ l 1 Movement , , - .EBL =DEBT'' EBR W I 1 WBT WBR NBt :'NBT- NBR SBL - SBT ,SBR Lane Configurations '1 ? r ) 14 ni ?t li 'Hi r Volume(vph) 101 0 508 0 0 0 125 461 0 0 496 22 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 • 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 1.00 0.88 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) ' 1770 2787 1770 3539 • 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 2787 1770 3539 3539 1583 Peak-hour factor, PHF 0.84 0.84 0.84 0.25 0.25 0.25 0.96 0.96 0.96 0.83 0.83 0.83 Adj. Flow(vph) 120 0 605 0 0 0 130 480 0 0 i 598 27 RTOR Reduction(vph) 0 0 455 0 0 0 0 0 0 0 0 16 Lane Group Flow(vph) 120 0 150 0 0 0 130 480 0 0 598 11 Turn Type Prot Perm Prot Prot Prot Perm Protected Phases 5 2 1 6 3 8 7 i 4 Permitted Phases 2 4 Actuated Green,G(s) 12,5 12.0 5.5 26.3 16.3 16.3 Effective Green,g(s) 12.5 12.0 5.5 26.3 16.3 16.3 Actuated g/C Ratio 0.26 0.25 0.11 0.54 0.34 0.34 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) - 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 458 692 202 1927 1194 ' 534 v/s Ratio Prot c0.07 c0,07 0.14 c0,17 v/s Ratio Perm 0.05 0.01 • v/c Ratio 0.26 0.22 0.64 0.25 0.50 0.02 Uniform Delay,dl 14.2 14.4 20.5 5.8 12.8 10.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.2 5.2 0.1 0.5 0.0 Delay(s) 14.3 14.6 25.6 5.9 13.2 10.7 Level of Service B B i C A B B Approach Delay(s) 14.6 0.0 10.1 13.1 Approach LOS B A B B Intersection Summarl, _._ _: ,11::'f _ .. ._ HCM Average Control Delay 12.7 HCM Level of Service B HCM Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 48.3 Sum of lost time(s) 14.0 Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 33 • Queues Near-term 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK t t 1 r Lane Grou p "_W BL W_BT WBR NBT NBR SBT SBR rv_t. , . Lane Group Flow(vph) 16 17 447 260 100 854 261 v/c Ratio 0.04 0.04 0.46 0.16 0.14 0.51 0.17 Control Delay 9.2 9.3 3.1 4.0 1.7 5.9 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.2 9.3 3.1 4.0 1.7 5.9 0.2 Queue Length 50th(ft) 1 2 0 6 0 26 0 Queue Length 95th(ft) 9 10 18 17 8 65 0 • Internal Link Dist(ft) 1536 1206 561 Turn Bay Length (ft) 135 110 200 190 Base Capacity(vph) 1321 1350 2286 3368 1423 3539 1564 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 • Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 0.01 0.01 0.20 0.08 0.07 0.24 0.17 IntersectionSummary - -. ` ""' • • • Moller Ranch TIA Synchro 7- Report KHA Page 34 HCM Signalized Intersection Capacity Analysis Near-term 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK -• 7 C 4\ t P \* 1 ' r • Movement ' .4 iEBE_ .EBT.,r-:•.....t ` "Val: 4VBT- ,WBR NBL w F,NB f :MBR - S8L'- .SBT SBR Lane Configurations • *f 4 ter 'tt- F $S F Volume(vph) 0 0 0 22 6 384 ' 0 202 90 0 . • 769 235 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 , 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 0.91 0.95. 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 0.99 0.85 1.00 0.85 Flt Protected 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1681 1719 2787 . 3367 1423 - 3539 1564 Flt Permitted 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1719 2787 3367 1423 3539 - 1564 Peak-hour factor, PHF 0.92 0,92 0.92 0.86 0.86 0.86 0.81 0.81 0.81 0.90 0.90 0.90 Adj. Flow(vph) 0 0 0 26 7 447 0 249 111 0 854 261 RTOR Reduction(vph) 0 0 0 0 0 343 0 6 52 0 0 0 Lane Group Flow(vph) 0 0 0 16 17 104 0 254 48 0 854 261 Confl. Bikes(#/hr) 1 1 Turn Type Perm Perm Perm Free Protected Phases 8 2 6 Permitted Phases 8 8 2 Free Actuated Green, G(s) 6.0 6.0 6.0 12.4 12.4 12.4 25.9 Effective Green,g (s) 6.0 6.0 6.0 12.4 12.4 , 12.4 25.9 Actuated g/C Ratio 0.23 0.23 0.23 0.48 0.48 0.48 1.00 Clearance Time(s) 3.5 3.5 3.5 4.0 4.0 - 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 389 398 646 1612 681 - 1694 1564 v/s Ratio Prot 0.08 c0.24 v/s Ratio Perm 0.01 0.01 0.04' 0.03 c0.17 v/c Ratio 0.04 0.04 0.16 0.16 0.07 0.50 0.17 Uniform Delay,dl 7.7 7.7 7.9 3.8 3.6 4.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.0 0.0 0.1 0.2 Delay(s) 7.7 7.7 8.0 3.8 3.7 4.7 0.2 Level of Service A A A A A A A Approach Delay(s) 0.0 8.0 3.8 3.7 Approach LOS A A A A Iii e ns ew ctroi Summary' . -:-- -` HCM Average Control Delay 4.7 HCM Level of Service A r. . HCM Volume to Capacity ratio 0.36 Actuated Cycle Length(s) 25.9 Sum of lost time(s) 4.0 Intersection Capacity Utilization 32.1% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 35 Queues • Near-term 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK Lane GrourY7:77 .1Ctmt, EBL 77:..EBR :NET- NBR SBT •SBR • Lane Group Flow(vph) 257 225 213 97 489 431 y/c Ratio 0.24 0.35 0.15 0.07 0.63 0.29 Control Delay 10.3 4.1 3.1 0.1 10.7 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.3 4.1 3.1 0.1 10.7 0.5 Queue Length 50th(ft) - 15 a 5 0 56 0 Queue Length 95th (ft) 36 23 13 0 103 0 Internal Link Dist(ft) 180 1206 Turn Bay Length(ft) 375 560 Base Capacity(vph) 2773 1322 3138 1423 1726 1486 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0 17 0.07 0.07 0.28 0.29 • Infiersectiod.Summary . ' ' 2I1C • Moller Ranch TIA Synchro 7- Report KHA Page 36 HCM Signalized Intersection Capacity Analysis Near-term 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK is -• c ~ t 4N t / \* l I Movement EBL .EBT ; EBR WBL WBT = WBR ' NBL NBT NBR SBL SBT S8R Lane Configurations cl) V ?k P k P Volume(vph) 198 0 . 173 0 0 0 0 94 160 0 355 436 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.91 0.91 0.95 0.95 Frpb,ped/bikes 1.00 1.00 0.99 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 ' 1.00 Frt 1.00 0.85 0.93 0.85 0.98 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 1583 3138 1423 1725 1486 FR Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 1583 3138 1423 1725 1486 Peak-hour factor,PHF 0.77 0.77 0.77 0.92 0.92 0.92 0.82 0.82 0.82 0.86 0.86 0.86 Adj.Flow(vph) 257 0 225 0 _ 0 0 0 115 195 0 413 507 RTOR Reduction(vph) 0 0 155 0 0 0 0 55 0 0 11 0 Lane Group Flow(vph) 257 0 70 0 0 0 0 158 97 0 478 431 Cond. Bikes(#/hr) 1 1 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green, G(s) 10.1 10.1 14.4 32.5 14,4 32.5 Effective Green,g(s) 10.1 10.1 14.4 32.5 14.4 32.5 • Actuated g/C Ratio 0.31 0.31 0.44 1.00 0.44 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 1067 492 1390 1423 764 1486 v/s Ratio Prot 0.05 c0.28 v/s Ratio Perm 0.07 0.04 0.07 c0.29 v/c Ratio 0.24 0.14 0.11 0.07 0.63 0.29 Uniform Delay,dl 8.3 8.1 5.3 0.0 7.0 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.1 1.6 0.5 Delay(s) 8.4 8.1 5.3 0.1 8.6 0.5 Level of Service A A A A A A Approach Delay(s) 8.3 0.0 3.7 4.8 Approach LOS A A A A Intersection Summary-- j HCM Average Control Delay 5.6 HCM Level of Service A HCM Volume to Capacity ratio 0.46 Actuated Cycle Length(s) 32.5 Sum of lost time(s) 4.0 Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 37 • Near-Term PM Fri Jul 20, 2012 10:13:30 Page 1-1 Scenario Report Scenario: Near-Term PM Command: NT PM Volume: Near-Term PM Geometry: Near-Term Impact Fee: Default Impact Fee Trip Generation: None Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: NT PM • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Near-Term PM Fri Jul 20, 2012 10:13:30 Page 2-1 Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd A xxxxx 0.472 A xxxxx 0.472 + 0.000 V/C # 4 Camino Tassajara/Windemere Pkw A xxxxx. 0.337 A xxxxx 0.337 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to FIMLEY-HORN, SAN RAMON Near-Term PM Fri Jul 20, 2012 10:13:30 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) Intersection #3 Camino Tassajara/Highland Rd Cycle (sec) : 100 Critical Vol_/Cap. (K) : 0.472 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 35 Level Of Service: A ...++..+...++++.+++++.+_..++++++.+...++....++...+,,,*,,, ,.++++++....+++..+...w+. Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - B L - T - R I II II II I Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ' Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1! 0 0 I I I I I I I I Volume Module: Base Vol: 0 465 62 233 232 0 0 0 0 6 0 46 Growth Adj : 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 465 62 233 232 0 0 0 0 6 0 46 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 465 62 233 232 0 0 0 0 6 0 46 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 465 62 233 232 0 0 0 0 6' 0 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 465 62 233 232 0 0 0 0 6 0 46 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 465 62 233 232 0 0 0 0 6 0 46 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 465 62 233 232 0 0 0 0 6 0 46 I I I I I I I I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.88 0.12 1.00 1.00 0.00 0.00 0.00 0.00 . 0.12 0.00 0.88 Final Sat. : 0 1518 202 1720 1720 0 0 0 0 198 0 1522 I II II II I Capacity Analysis Module: Vol/Sat: 0.00 0.31 0.31 0.14 0.13 0.00 0.00 0.00 0.00 0.03 0.00 0.03 Crit Volume: 527 233 0 52 Crit Moves: +_+. .._+ .+._ .....+...+.+..+.+++,+++++,.....+_+...++.+...+...++++.++...+.-.+.+.+._-....... .+_" Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Near-Term PM Fri Jul 20, 2012 10:13:30 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) **+***+**+***********************+********..**“*4-*+*+****#**#***+*******++#**** Intersection #4 Camino Tassajara/Windemere Pkwy *********+**++*****+******************+***#+************************************ Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.337 • Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 32 Level Of Service: - A #++##****+*****.F*+*+*+*****##***********************+**********+*********+****** Approach: North Bound South Bound - East Bound West Bound Movement: L - T - R L - T - R L - T - R L - -T - R I II II II Control: Protected Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I I I I I I I I Volume Module: Base Vol: 244 540 0 0 246 39 40 0 175 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 Initial Bse: 244 540 0 0 246 39 40 0 175 0 0 . 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fur: 244 540 0 0 246 39 40 0 175 0 0 0 . User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 244 540 0 0 246 39 40 0 175 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 244 540 0 0 246 39 40 0 175 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 134 0 0 0 RTOR Vol: 244 540 0 0 246 39 40 0 41 0 0 0 • PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1•00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 244 540 0 0 246 39 40 0 41 0 0 0 II II II I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.73 0.27 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 2969 471 1720 0 3127 0 0 0 II II II I Capacity Analysis Module: Vol/Sat: 0.08 0.31 0.00 0.00 0.08 0.08 0.02 0.00 0.01 0.00 0.00 0.00 Crit Volume: 540 142 40 0 Crit Moves: **#* +*** *##***,#************************+*********+**********k************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON NEAR-TERM + PROJECT TRAFFIC CONDITIONS • DublinMollerRanch09.AppendixHeaders,doc 10 September 2012 Queues Near-term+Project 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK c - k- 4\ t t \i• 1 Lane.Group .- _ ' ESL =EBT% EBR ..WBL.:: WBT. .WBR __°.."NBL '.. -NBT_ ,NBR• SBL tSBT e.-.:5-...1 Lane Group Flow(vph) 53 414 424 388 855 341 662 704 380 549 1733 v/c Ratio 0.31 0.32 0.37 0.70 0.51 0.34 0.84 0.65 0.43 0.60 0.85 Control Delay 64.0 41.2 23.7 62.7 37.2 6.2 63.5 49.3 5.2 45.5 45.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.0 41.2 23.7 62.7 37.2 6.2 635 49.3 5.2 45.5 45.8 Queue Length 50th(ft) 22 106 123 113 220 52 191 201 0 204 392 Queue Length 95th(ft) 44 145 176 128 235 88 222 215 31 284 441 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1294 1187 729 1693 991 844 1721 1195 911 2055 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 . 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.32 0.36 0.53 0.51 0.34 0.78 0.41 0.32 0.60 0.84 Intersection Summary • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Near-term+Project 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK -• C 4 t t `► 1 I Movement • . 'EBL' . . EBT; EBR, ''WBL . ,WBT WBR NBL NBT NBR SBL SBT ' SBR Lane Configurations rr 'S'i'S R44 r w ttt- rr vii Litt. Volume(vph) 48 377 386 310 684 273 563 598 323 494 1457 103 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 . Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 5085 2764 4990 5085 1569 4990 5085 2787 3433 6337 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2764 4990 5085 1569 4990 5085 2787 3433 6337 Peak-hour factor, PHF 0.91 0.91 0.91 0.80 0.80 0.80 0.85 0.85 0.85 0.90 0.90 0.90 Adj. Flow(vph) 53 414 424 388 855 341 662 704 380 549 1619 114 RTOR Reduction(vph) 0 0 9 0 0 54 0 0 299 0 8 0 Lane Group Flow(vph) 53 414 415 388 855 287 662 704 81 549 1725 0 Confl. Peds. (#Ihr) 3 1 1 3 6 6 Confl. Bikes(#Ihr) 1 3 2 Turn Type Prot pm+ov Prot pm+ov Prot Perm Prot Protected Phases 5 2 3 1 6 7 3 8 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 5.5 33.1 53.6 14.4 42.3 76.8 20.5 27.7 27.7 34.5 41.7 Effective Green,g(s) 5.5 33.1 53.6 14.4 42.3 76.8 20.5 27.7 27.7 34.5 41.7 Actuated g/C Ratio 0.04 0.25 0.41 0.11 0.33 0.59 0.16 0.21 0.21 0.27 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 4.5 2.0 4.5 Lane Grp Cap(vph) 145 1295 1140 553 1655 927 787 1083 594 911 2033 v/s Ratio Prot 0.02 0.08 0.06 c0.08 c0.17 0.08 c0.13 0.14 0.16 c0.27 v/s Ratio Perm 0.09 0.10 0.03 v/c Ratio 0.37 0.32 0.36 0.70 0.52 0.31 0.84 0.65 0.14 0.60 0.85 Uniform Delay,dl 60.6 39.3 26.4 55.7 35.6 13.3 53.2 46.7 41.5 41.8 41.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.7 0.1 3.3 1.2 0.1 7.8 1.7 0.2 0.8 3.8 Delay(s), 61.1 40.0 26.5 59.0 36.7 13.4 60.9 48.4 41.6 42.5 45.0 Level of Service E DC ED B E D D D D Approach Delay(s) 34.8 37.2 51.7 44.4 Approach LOS C D D D Intersection Summary HCM Average Control Delay 43.3 HCM Level of Service D HCM Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 15.0 Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 2 • • Queues Near-term+Project 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK Lane Group EBL EBT, EBR WBL. WBT NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 120 422 223 430 792 245 411 118 22 484 131 v/c Ratio 0.54 0.22 0.16 1.41 0.39 0.65 0.32 0.11 0.15 0.32 0.24 Control Delay 67.9 27.8 5.6 243.7 28.2 66.6 31.7 5,5 62.1 36.1 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 Total Delay 67.9 27.8 5.6 243.7 28.2 66.6 31.7 5.5 62.1 36.1 6.6 Queue Length 50th(ft) 51 87 14 -251 172 71 136 0 9 116 0 Queue Length 95th(ft) 73 100 28 #342 202 102 184 23 22 136 37 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 252 1919 1383 306 2035 405 1276 1066 279 1514 552 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.48 0.22 0.16 1.41 0.39 0.60 0.32 0.11 0.08 0.32 0.24 Intersection Summary ) - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Near-term+Project 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK f c - 1 41 t r `• 1 J Movement ., °+:EBL ` EBT EBR ` V 6t- >'W&T WBR ; NBL . NB1 NBR , .SBL 'SBT •SBR Lane Configurations Ill ttt rr 'S) 'HT. 'W3 Rt rr vi tiff t' Volume(vph) 95 333 176 : 374 665 24 233 I 390 . 112 18 402 109 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 ' 5.5 Lane Util.Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 . 1.00 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 > 1.00 1.00. 0.98 Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0:95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said. Flow(prot) 3433 5085 2752 3433 5055 4990 3539 2749 3433 5085 1545 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2752 3433 5055 ' 4990 3539 2749 3433 5085 1545 Peak-hour factor, PHF 0.79 0.79 0.79 0.87 0.87 0.87 0.95 0.95 0.95 0.83 0.83 0.83 Adj.Flow(vph) 120 422 223 430 764 28 245 411 118 22 484 131 RTOR Reduction(vph) 0 0 88 0 3 0 0 0 76 0 0 91 Lane Group Flow(vph) 120 422 135 430 789 0 245 411 4.2 22 484 40 Confl. Peds. (#/hr) 5 2 2 5 12 1 1 12 Confl. Bikes(#/hr) > 3 5 1 . Turn Type Prot pm+ov Prot Prot Perm Prot Perm • Protected Phases 5 • 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 8.4 48.9 58.7 11.5 52.0 9.8 46.6 46.6 3.5 40.3 40.3 Effective Green,g(s) 8.4 48.9 58.7 11.5 52.0 9.8 46.6 46.6 3.5 40.3 40.3 Actuated g/C Ratio 0.06 0.37 0.45 0.09 0.40 0.07 0.36 0.36 0.03 0.31 ' 0.31 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 220 1895 1231 301 2004 373 1257 976 92 1562 475 v/s Ratio Prot 0.03 0.08 0.01 c0.13 c0.16 c0.05 c0.12 0.01 0.10 v/s Ratio Perm 0.04 0.02 0.03 v/c Ratio 0.55 0.22 0.11 1.43 0.39 0.66 0.33 0.04 0.24 0.31 0.08 Uniform Delay,dl 59.5 28.1 21.1 59.8 28.3 59.1 30.9 27.7 62.5 34.8 32.3 Progression Factor 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.5 0.3 0.0 211.1 0.6 3.2 0.7 0.1 0.5 0.5 0.4 Delay(s) 61.0 28.4 21.1 270.9 28.9 62.2 31.6 27.8 63.0 35.3 32.7 Level of Service E C C F C E c ' C E D C Approach Delay(s) 31.4 114,1 40.7 35.7 Approach LOS C F D D fn ersection Summary - „_1 .. r :.r .._, . .6.6; _ _ . HCM Average Control Delay 64.1 HCM Level of Service E HCM Volume to Capacity ratio 0.48 , . Actuated Cycle Length(s) 131.2 Sum of lost time(s) 15.2 Intersection Capacity Utilization 104.0% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group _ Moller Ranch TIA Synchro 7- Report KHA Page 4 Queues Near-term+Project 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK 'Lane Gioup ' VBL 'tiBT w SBL SBT _ r - Lane Group Flow(vph) 516 275 60 536 v/c Ratio 0.76 0.36 0.13 0.70 Control Delay • 15.6 11.5 10.2 17.5 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 15.6 11.5 10.2 17.5 Queue Length 50th(ft) 52 44 9 103 Queue Length 95th (ft) 88 101 31 234 Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 • Base Capacity(vph) 1000 1168 690 1169 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 '0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.52 0.24 0.09 0.46 InterseetioriSumma"ry -. .. _ _ .. ,. _ '�� • • Moller Ranch TIA Synchro 7- Report KHA Page 5 HCM Signalized Intersection Capacity Analysis Near-term+Project 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK 1 t P \• Movement WBL - WBR - NBT NBR SBL SBT ) Lane Configurations 'r" k 1S t Volume(vph) 97 264 229 2 53 472 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 • Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Fri 0.90 1.00 1.00 1.00 Flt Protected 0.99 1.00 • 0.95 1.00 Satd.Flow(prot) 1657 1861 1770 1863 Flt Permitted 0.99 1.00 0.59 1.00 Satd. Flow(perm) 1657 1861 1100 1863 Peak-hour factor, PHF 0.70 0.70 0.84 0.84 0.88 0.88 Adj.Flow(vph) 139 377 273 2 60 536 RTOR Reduction(vph) 178 0 1 0 0 0 Lane Group Flow(vph) 338 0 274 0 60 536 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 6 Actuated Green,G(s) 13.5 18.3 18.3 18.3 Effective Green,g(s) 13.5 18.3 18.3 18.3 • Actuated g/C Ratio 0.31 0.42 0.42 0.42 . Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 511 778 460 778 v/s Ratio Prot c0.20 0.15 c0.29 v/s Ratio Perm 0.05 v/c Ratio 0.66 0.35 0.13 0.69 Uniform Delay,dl 13.2 8.7 7.9 10.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.3 0.1 2.6 Delay(s) 16.4 9.0 8.0 13.0 Level of Service B A A B Approach Delay(s) 16.4 9.0 12.5 Approach LOS B A B Intersection Summary HCM Average Control Delay 13.2 HCM Level of Service B HCM Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 43.8 Sum of lost time(s) 12.0 Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 6 • • Queues Near-term+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK f 4 1 Lane Group EBL EBR:;'' NBL- NBT SBT - - Lane Group Row(vph) 24 351 174 287 733 v/c Ratio 0.06 0.39 0.54 0.28 0.62 Control Delay 17.9 4.0 35.0 8.4 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.9 4.0 35.0 8.4 17.7 Queue Length 50th(ft) 6 0 25 38 88 Queue Length 95th(ft) 22 23 #82 110 180 Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 872 1522 325 1483 2052 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reddced v/c Ratio 0.03 0.23 0.54 0.19 0.36 Intersection Summary ( # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 7 • • HCM Signalized Intersection Capacity Analysis • Near-term+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK 7 1 t 1 r Movement EBL;, EBR. NBL. :NBT - SBT „SBR' ,•.• •• Lane Configurations FP • t• • Volume(vph) 20 298 143 235 552 71 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.88 0.97 1.00 0.95 Frpb,ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb,ped/bikes • 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 2728 3433 1863 3478 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1770 2728 3433 1863 3478 Peak-hour factor, PHF 0.85 0.85 0.82 0.82 0.85 0.85 Adj.flow(vph) , 24 351 174 287 649 84 RTOR Reduction (vph) 0 270 0 0 13 0 Lane Group Flow(vph) 24 81 174 287 720 0 Conf1. Peds. (#/hr) 1 Turn Type Perm Prot Protected Phases , 4 5 2 6 Permitted Phases 4 Actuated Green, G(s) 12.6 12.6 5.2 29.8 18.6 Effective Green, g(s) 12.6 12.6 5.2 29.8 18.6 • Actuated g/C Ratio 0.23 0.23 0.10 0.55 0.34 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 410 632 328 1021 1189 v/s Ratio Prot 0.01 c0.05 0.15 c0.21 v/s Raft Perm c0.03 • v/c Ratio 0.06 0.13 0.53 0.28 0.61 Uniform Delay,dl 16.3 16.6 23.4 6.6 14.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.6 0.2 0.9 Delay(s) 16.3 16.6 25.1 6.7 15.7 Level of Service B B C A B Approach Delay(s) 16.6 13.7 15.7 Approach LOS B B B Vitersection-Sainary s HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length(s) 54.4 Sum of lost time(s) 18.0 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 8 • Queues Near-term+Project 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK c 41 t P d J Line Group ' EBL EBT_ EBR=: WBL WBT NBL NBT ' NBR -,.SBT- .°r-SBR . Lane Group Flow(vph) 294 6 27 24 31 35 259 136 219 904 v/c Ratio 0.69 0.02 0.08 0.10 0.18 0.28 0.24 0.14 . 0.23 0.93 Control Delay 43.1 29.2 11.4 48.7 48.2 52.7 12.6 3.4 18.9 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Total Delay 43.1 29.2 11.4 48.7 48.2 52.7 12.9 3.4 18.9 33.3 Queue Length 50th(ft) 178 3 0 15 19 22 81 3 87 -413 Queue Length 95th(ft) 265 13 20 21 24 43 109 12 174 #829 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 470 150 50 155 180 50 Base Capacity(vph) _ 891 1140 979 397 625 594 1082 972 938 976 • Starvation Cap Reductn 0 0 0 0 0 0 368 0 0 0 Spill back Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 . 0 0 0 Reduced v/c Ratio 0.33 0.01 0.03 0.06 0.05 0.06 0.36 0.14 0.23 0.93 Intersection Summary _ - - - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 9 • • • HCM Signalized Intersection Capacity Analysis Near-term+Project 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK f --• c t 4\ t t `► 1 4/ Movement EBL EBT EBR'` WBL -WBT WBR NBL `NBT NBR SBL SBT SBR Lane Configurations Ti 1' r vs t r ,i 4- r ) 4 r Volume(vph) 250 5 23 10 13 '0 23 171 90 0 210 868 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4.0 . 4.5 4.5 4.5 4.5 5.3 5.3 Lane Util:Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd.Flow(prot) 1770 1863 1583 1770 1863 1770 1863 1583 1863 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1770 1863 1583 1770 1863 1770 1863 1583 1863 1583 Peak-hour factor, PHF 0.85 0.85 0.85 0.42 0.42 0.42 0.66 0.66 0.66 0.96 0.96 0.96 Adj. Flow(vph) 294 6 27 24 31 0 35 259 136 0 219 904 RTOR Reduction(vph) 0 0 23 0 0 0 0 0 53 0 0 187 Lane Group Flow(vph) 294 6 4 24 31 0 35 259 83 0 219 717 Tum Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 22.6 15.0 15.0 12.5 5.2 4.1 56.4 56.4 47.0 47.0 Effective Green,g(s) 22.6 '15.0 15.0 12.5 5.2 4.1 56.4 56.4 47.0 47.0 Actuated g/C Ratio 0.23 0.15 0.15 . 0.13 0.05` 0.04 0.58 0.58 0.48 0.48 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 2.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 409 286 243 226 99 74 1075 914 896 762 v/s Ratio Prot c0.17 0.00 0.01 c0.02 c0.02 0.14 0.12 v/s Ratio Perm 0.00 0.05 c0.45 v/c Ratio 0.72 0.02 0.02 0.11 0.31 0.47 0.24 0.09 0.24 ' 0.94 Uniform Delay,dl 34.6 35.1 35.1 37.7 44.5 45.7 10.1 9.2 14.9 24.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 6.4 0.0 0.0 0.1 2.5 1.7 0.2 0.1 0.2 19.8 Delay(s) 41.0 35.2 35.1 37.7 47.0 47.5 10.3 9.3 15.1 43.8 Level of Service D D D D D D B A B D Approach Delay(s) 40.4 ' 43.0 13.0 38.2 Approach LOS D D B D Intersection Summary HCM Average Control Delay 33.1 HCM Level of Service C HCM Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 97.7 Sum-of lost time(s) 18.8 Intersection Capacity Utilization 74.8% CU Level of Service D Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 10 Queues Near-term+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK t r �► 1 Lane Group •WBL WBR NBT NBR '` SBL SBT Lane Group Flow(vph) 90 3 329 18 2 949 v/c Ratio 0.38 0.01 0.24 0.02 0.01 0.68 Control Delay 32.6 20.0 5.8 3.0 33.5 9.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.6 20.0 5.8 3.0 33.5 9.2 Queue Length 50th(ft) 32 0 39 0 1 188 Queue Length 95th(ft) 55 5 • 113 7 8 370 Internal Link Dist(ft) 283 4023 607 Turn Bay Length(ft) 145 195 80 Base Capacity(vph) 740 663 1356 1157 740 1701 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.00 0.24 0.02 0.00 0.56 Intersection,Summary • Moller Ranch TIA Synchro 7- Report KHA Page 11 HCM Signalized Intersection Capacity Analysis Near-term+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK t P \► Movemennt °,•• s!NBC`WBR '::. NBT ;NBR Lane Configurations Volume(vph) 53 2 276 15 2 902 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 • 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Fit Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0.59 0.59 0.84 0.84 0.95 0.95 Adj. Flow(vph) 90 3 329 18 2 949 RTOR Reduction(vph) 0 3 0 7 0 0 • Lane Group Flow(vph) 90' 0 329 11 2 949 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green,G(s) 6.7 6.7 42.8 42.8 0.7 49.0 Effective Green,g(s) 6.7 6.7 42.8 42.8 0.7 49.0 Actuated g/C Ratio 0.10 0.10 0.64 0.64 0.01 0.73 Clearance Time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 2.0 4.0 Lane Grp Cap(vph) 176 158 1187 1008 18 1358 v/s Ratio Prot c0.05 0.18 0.00 c0.51 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.51 0.00 0.28 0.01 0.11 0.70 Uniform Delay,dl 28.7 27.2 5.4 4.5 32.9 5.0 Progression Factor - 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.0 0.0 0.2 0.0 1.0 1.7 Delay(s) 29.7 27.2 5.6 4.5 33.9 6.7 Level of Service C C A A C A Approach Delay(s) 29.7 5.5 6,8 Approach LOS C A A InfersecfiarrSumma. C_ HCM Average Control Delay 8.0 HCM Level of Service A HCM Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 67.2 Sum of lost time(s) 11.5 Intersection Capacity Utilization 60.4% 'ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group . • • • Moller Ranch TIA Synchro 7- Report KHA Page 12 • Queues Near-term+Project 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK 4\ t P `► d -' Earle Group - - .: _ESL -. EBT_ EBR WBL WBT . . NBL . ,NBT : .SBL -vSBT SBR Lane Group Flow(vph) 69 163 45 381 342 114 546 206 73 1248 315 v/c Ratio 0.27 0.51 0.17 0.69 0.66 0.38 0.40 0.28 0.43 0.95 0.46 Control Delay 47.4 42.5 36.5 45.3 37.1 46.8 24.4 4.9 51.0 45.4 13.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.4 42.5 36.5 45.3 37.1 46.8 24.4 4.9 51.0 45.4 13.8 Queue Length 50th (ft) 19 86 22 105 173 31 121 0 40 357 58 Queue Length 95th (ft) 41 142 51 144 222 69 211 43 97 #612 154 Internal Link Dist(ft) 2097 1073 942 2259 • Turn Bay Length(ft) 250 265 245 290 295 210 Base Capacity(vph) 744 767 632 744 745 744 1564 797 383 1546 775 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.21 0.07 0.51 0.46 0.15 0.35 0.26 0.19 0.81 0.41 r_er_ece nSm : . �ee °TM� �- -.. -'._... # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moiler Ranch TIA Synchro 7- Report KHA Page 13 • HCM Signalized Intersection Capacity Analysis Near-term+Project 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK -1fr --• ‘t { 4- k- 4\ t P \• li 4' MOVernent -7.:a-- 7 9-7-n: : f-EBR-i WBL ; WBT .....)/VBR- -....NBL/t--NBT i. .NBR, ._.SBL S8T SBR Lane Configurations ri t r VI -PP vi it r ii it P Volume(vph) 52 122 34 263 182 54 97 464 175 63 1073 271 Meal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpb,ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prof) 3433 1863 1537 3433 1793 . 3433 3539 1546 1770 3539 1560 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said. Flow(perrn) 3433 1863 1537 3433 1793 3433 3539 1546 1770 3539 1560 Peak-hour factor, PHF 0.75 0.75 0.75 0.69 0.69 0.69 0.85 0.85 0.85 0.86 0.86 0.86 Adj. Flow(vph) 69 163 45 381 264 • 78 114 546 206 73 1248 315 RTOR Reduction(vph) 0 0 0 0 8 0 0 0 127 0 0 104 Lane Group Flow(vph) 69 163 45 381 334 9 114 546 79 73 1248 211 Confl. Peds. (#/hr) 2 6 6 2 3 2 2 3 Confl. Bikes(#/hr) 7 3 1 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 - ; 7 4 1 6 . 5 2 Permitted Phases 8 6 2 Actuated Green,G(s) 5.8 17.2 17.2 15.2 26.6 8.3 36.7 36.7 7.7 36.1 36.1 Effective Green,g(s) 5.8 17.2 17.2 15.2 26.6 8.3 36.7 36.7 7.7 36,1 36.1 Actuated g(C Ratio 0.06 0.18 0.18 0.16 0.28 0.09 0.38' 0.38 0.08 0.38 0.38 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4,0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 208 334 276 545 498 297 1356 592 142 1334 588 v/s Ratio Prot 0.02 0.09 c0.11 c0.19 0.03 0.15 c0.04 c0.35 v/s Ratio Perm 0.03 0.05 0.14 v/c Ratio 0.33 0.49 0.16 0.70 0.67 0.38 0.40 0.13 0.51 0.94 0.36 Uniform Delay,dl 43.1 35.3 33.2 38.1 30.7 41.3 21.6 19.2 42.3 28,7 21.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • 1.00 1:00 1.00 Incremental Delay,d2 0.7 1.5 0.4 3.6 3.9 0.6 0.3 0.2 2.3 12.5 0.6 Delay(s) - 43.8 36.9 33.6 41.7 34.6 41.9 21.9 19.4 44.6 41.3 22.2 Level of Service D D C D C D C 8 D D C Approach Delay(s) * 38.1 38.3 23.9 37.7 Approach LOS D D C D • Intersection Summary.'i.---- .1:2 ,=.. - t.ii...L -ittA.,... , --..t.. .;. . ; ',tit. . . ..;;;;_., -t ... ,,, , -.. -. „. -,;, -I HCM Average Control Delay 34.5 HCM Level of Service C HCM Volume to Capacity ratio 0.75 ' ..... . Actuated Cycle Length(s) 95.8 Sum of lost time(s) 14.0 Intersection Capacity Utilization 68.2% , , ICU Level of Service C, _ Analysis Period(min) 15 c Critical Lane Group .. . _ * • Moller Ranch TIA Synchro 7- Report KHA , Page 14 Queues Near-term+Project . 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK t r `► d -' Lane Group .. � .EBL, EST EBR ,. WBL ° WBT�' 'NBL _NBT ''NBR > SBL SBT"2"_SBR -71 Lane Group Flow(vph) 162 53 104 195 111 44 752 85 16 1376 130 v/c Ratio 0.58 0.16 0.29 0.44 0.41 0.27 0.40 0.10 0.12 0.84 0.17 Control Delay .43.9 30.7 8.6 40.1 35.3 44.9 16.3 5.2 45.4 30.0 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.9 30.7 8.6 40.1 35.3 44.9 16.3 5.2 45.4 30.0 12.6 Queue Length 50th(ft) 79 24 0 49 49 22 104 0 8 342 20 Queue Length 95th(ft) 139 46 21 97 98 59 256 25 34 #790 82 Internal Link Dist(ft) 2120 1163 641, 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 471 842 759 913 819 471 1867 875 471 1647 755 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 ' 0 0 0 Reduced v/c Ratio 0:34 0.06 0.14 0.21 0.14 0.09 0.40 0.10 0.03 0.84 0.17 . . -r intersestranSummary--"----,-; . � � " " ��� # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 15 • HCM Signalized Intersection Capacity Analysis Near-term+Project 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK -' -• Ar c Al- t 4\ t P `• • 41 Movement - . ..._. m u;: EBT° EBR ':".-WWL . WBT„ _WBR =MNBL'" .NBT I R SBL _'SBT SBR Lane Configurations 11 t r vl 1 "i +3 r II +3 P Volume(vph) 118 • 39 76 164 71 22 35 594 67 14 1238 117 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 , 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prof) 1770 1863 1557 3433 1797 1770 3539 1583 1770 3539 1555 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1557 3433 1797 1770 3539 1583 1770 3539 1555 Peak-hour factor, PHF 0.73 0.73 0.73 0.84 0.84 0.84 0.79 0.79 0.79 0.90 0.90 0.90 Adj. Flow(vph) 162 53 104 195 85 26 44 752 85 16 1376 130 RTOR Reduction(vph) 0 0 89 0 11 0 0 0 42 0 0 34 Lane Group Flow(vph) .,162 53 15 - 195 100 0 44 752 43 16 1376 96 Confl. Peds.(#/hr) 6 6 6 6 Turn Type Prot Perm Prot • Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 12.8 12.4 12.4 10.3 9.9 4.4 42.4 42.4 1.1 39.1 39.1 Effective Green, g(s) 12.8 12.4 12.4 10.3 9.9 4.4 42.4 42.4 1.1 39.1 39.1 Actuated g/C Ratio 0.15 0.15 0.15 0.12 0.12 0.05 0.50 0.50 0.01 0.46 0.46 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 , 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 .2.5 4.0 4.0 Lane Grp Cap(vph) 267 273 ' 228 417 210 92 1772 792 23 1634 718 v/s Ratio Prot c0.09 0.03 0.06 c0.06 c0.02 c0.21 0.01 c0.39 v/s Ratio Perm 0.01 0.03 0.06 v/c Ratio 0.61 0.19 0.07 0.47 0.48 0.48 0.42 0.05 0.70 0.84 0.13 Uniform Delay,dl 33.6 31.8 31.2 34.6 35.0 39.0 13.4 10.9 41.6 20.1 13.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 . 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.3 0.3 0.1 0.6 1.2 2.8 0.2 0.0 60.0 4.3 0.1 Delay(s) 36.9 32.0 31.3 35.3 36.2 41.9 13.6 10.9 101.6 24.4 13.2 Level of Service D C C . D D D B B F C B Approach Delay(s) 34.2 35.6 14.8 ' 24.2 Approach LOS C D. B C • fnterseetion SurrimaN.. .. :-;, _ ... ..z; ,° .. . , HCM Average Control Delay 23.7 HCM Level of Service , C HCM Volume to Capacity ratio 0.77 • Actuated Cycle Length(s) 84.7 Sum of lost time(s) 23.5 Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period(min) 15 _ __ _ c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 16 • Queues Near-term+Project 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK c 4\ t is ti t r Lane Group__, ... ,EBL, "EBTS ,EBR WBL .:WBTT'NBL z: NBT NBR .. SBL. -SST' SBR 1 Lane Group Flow(vph) 100 110 201 459 361 493 711 184 25 1266 307 v/c Ratio 0.38 0.28 0.22 0.65 0.58 0.66 0.39 0.21 0.13 0.53 0.25 Control Delay 48.3 43.4 24.1 44.3 41.2 44.0 16.4 3.0 48.3 25.1 3.3 Queue Delay 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.3 43.4 24.1 44.3 41.2 44.0 16.4 3.0 48.3 25.1 3.3 Queue Length 50th(ft) 30 33 49 96 108 103 144 0 7 170 0 Queue Length 95th(ft) 61 65 85 142 169 137 196 28 23 240 31 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 320 250 250 Base Capacity(vph) 723 1490 1074 1051 1478 1051 1802 896 723 2631 1310 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.07 0.19 0.44 0.24 0.47 0.39, 0.21 0.03 0.48 0.23 Infeisee6on Summa '"" -II "' I • Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Near-term+Project 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK t I 4 t P \* j r Movement 7:1:-.,--=EBI EBT EBR NBL-w VV& .� WBR_ NBL L.NRS NBR "" S8L" ;SBT SBR Lane Configurations ¶i T4 er vNi 4S. Mil TT r Vi ttti rir Volume(vph) 90 99 181 418 309 19 409 590 153 23 1165 - 282 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 , 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util.Factor 0.97 0.95 0.88 0.94 . 0.95 0.94 0.95 1.00 0.97 0.86 0.88 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0,85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prof) 3433 3539 2787 4990 3505 4990 3539 1583 3433 6408 2751 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 2787 4990 3505 4990 3539 '1583 3433 6408 2751 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.83 0.83 0.83 . 0.92 0.92 0.92 Adj. Flow(vph) 100 110 201 4.59 _ 340 21 493 711 _ 184 25 1266 307 RTOR Reduction(vph) 0 0 7 0 3 0 0 0 92 0 0 189 Lane Group Flow(vph) 100 110 . 194 459 358 0 493 711 ' 92 25 1266 118 Conti. Peds. (#/hr) 1 1 Conti. Bikes(#/hr) 3 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 - 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 7.4 10.7 25.0 13.6 16.9 14.3 48.9 48.9 3.2 37.8 37.8 Effective Green,g(s) 7.4 10.7 25.0 13.6 16.9 14.3 48.9 48.9 3.2 37.8 37.8 Actuated g/C Ratio 0.08 0.11 0.26 0.14 0.17- 0.15 0.50 0.50 0.03 0.39 0.39 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 259 386 711 692 604 728 1766 790 112 2472 1061 v/s Ratio Prot 0.03 0.03 0.04 c0.09 c0.10 c0.10 0.20 0.01 c0.20 v/s Ratio Perm 0.03 0.06 0.04 v/c Ratio 0.39 0.28 0.27 0.66 0.59 . • 0.68 0.40 0.12 0.22 0.51 0.11 Uniform Delay,dl 43.1 40.1 29.2 40.0 37.4 39.7 15.4 13.1 46.2 23.0 19.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' 1.00 1.00 Incremental Delay,d2 0.3 0.4 0.1 1.9 1.6 2.0 0.2 0.1 0.4 0.2 0.1 Delay(s) 43.5 40.5 29.3 41.9 38.9 41.6 15.6 13.1 46.6 23.3 19.4 Level of Service D D C D D D B B D C B Approach Delay(s) 35.8 40.6 24.5 22.9 Approach LOS D D C C Intersection Summary _ ._ . . _, _ ._ , HCM Average Control Delay 28.1 HCM Level of Service C HCM Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 98.0 Sum of lost time(s) 15.8 Intersection Capacity_Utilization 59.5% _._ ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 18 • • Queues Near-term+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK t 1 P Lane;Group ?TV/Sim.WBRk 'NBT :NBR SBT SBR .w_ { Lane Group Flow(vph) 598 368 1219 591 1380 461 v/c Ratio 1.06 0.57 0.47 0.37 0.40 0.34 Control Delay 96.6 20.1 8.0 0.5 4.0 0.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 96.6 20.1 8.0 0.5 4.0 0.7 Queue Length 50th(ft) -227 51 210 0 79 0 Queue Length 95th (ft) #338 103 m216 m0 100 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 566 640 2615 1583 3461 1362 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.57 0.47 0.37 0.40 0.34 tia_ . Intersection Summary. ° ' .n _., - .-7-71 - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Moller Ranch TIA Synchro 7- Report KHA Page 19 • HCM Signalized Intersection Capacity Analysis Near-term+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK c - - 4\ t t ti 1 . -' Movement •°*aEBL • -.JEEP.. EBR�1 WBL ';tNBF WBRi'• . Na l; ' NBR Jn.SBL• ;SST '-'SBtR Lane Configurations 111 t'rr +1' P . 41"t. - P Volume(vph) 0 0 0 _ 544 0 335 0 1182 573 0 890 895 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) .4.7 4.7 5.4 4.0 5.4 4.0 Lane Util. Factor. 0.97 0.88 0.95 1.00 0.86 0.86 Frt 1.00 0.85 1.00 0.85 0.95 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 3539 1583 4565 1362 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 ' • 2787 3539' 1583 4565 1362 Peak-hour factor, PHF 0.92 0.92 0.92 0.91 0.91 0.91 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 0 0 0 j 598 0 368 0 1219 . 591 0 918 923 RTOR Reduction(vph) 0 0 0 0 0 181 0 0 0 0 87 0 Lane Group Flow(vph) 0 0 0 598 0 187 0 1219 591 0 1293 461 Turn Type custom custom Free Free Protected Phases 6 2 • Permitted Phases 4 4 Free •. Free . Actuated Green,G(s) 17.3 17.3 . 77.6 105.0 77.6 105.0 Effective Green,g(s) 17.3 17.3 _ 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 •0.16 0.74 1.00 0.74 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 2615 1583 3374 1362 v/s Ratio Prot c0.34 0.28 v/s Ratio Perm c0.17 0.07 0.37 0.34 v/c Ratio 1.06 0.41 0.47 0.37 0.38 0.34 Uniform Delay,dl 43.9' 39.3 5.5 0.0 5,0 0.0 Progression Factor 1.00 1.00 1.39 1.00 1.00 1.00 Incremental Delay,d2 53.6 1.2 0.1 0.4 0.3 0.7 Delay(s) 97.5 40:5 7.7 0.4 5.3 0.7 Level of Service F D A A A A Approach Delay(s) 0.0 75,8 5.3 4.2 Approach LOS A E A A IntersectiomSummary HCM Average Control Delay 19.6 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA ' Synchro 7- Report KHA Page 20 • • Queues Near-term+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK t•-•,e r` t 1 41 LaneGroup E D 'EBT= EBR WBE WBR` WBR2 NBT .NBR ' 'SBL' SBT. • 'SBR• Lane Group Flow(vph) 629 162 718 185 334 112 833 410 193 1121 245 v/c Ratio 1.06 0.79 0.46 1.34 1.16 0.39 0.52 0.33 0.79 0.49 0.16 Control Delay 97.8 72.1 1.0 234.0 133.8 25.4 22.0 18.1 58.6 5.7 0.2 Queue Delay 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 97.8 72.1 1.0 234.0 133.8 25.4 22.0 18.1 58.6 5,7 0.2 Queue Length 50th(ft) -257 108 0 -90 -201 44 204 90 131 94 0 Queue Length 95th(ft) #379 #216 0 #155 #331 75 262 131 m174 m101 m0 Internal Link Dist(ft) 1255 935 981 Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 592 206 1563 138 287 320 1604 1233 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.06 0.79 0.46 1.34 1.16 0.35 0.52 0.33 0.69 0.48 0.16 intersection""Summary _. ^. �' __° - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m .Volume for 95th percentile queue is metered by upstream signal. • Moller Ranch TIA Synchro 7- Report KHA Page 21 HCM Signalized Intersection Capacity Analysis Near-term+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK ' -• I t t t r r 1 r movement EBL2 .EBT.: ' EBR ..WBL WR', .WBR2. .L.NBT C:eNBR. .NBR2 . SBL_ SBT •SBR Lane Configurations Ti 9' r n B r ?alk rr il tt e Volume(vph). _ 585 151 668 157 ' 284 95 791' 322 67 * 178 1031 225 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 '5.4 5.4 5.4 5.4 5.4 5.4 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00' 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1.00 , 0.85 Flt Protected 0.95 1.00 1.00 • 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1863 1563 3431 1583 1583 3539 2688 1770 3539 1550 Flt Permitted 0.95 1.00 1.00 0.37 1.00' 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1563 1350 1583 1583 3539 2688 1770 3539 1550 Peak-hour factor, PHF 0.93 0.93 0.93 0.85 0.85 0.85 0.95 0.95 0.95 0.92 0.92 0.92 Adj. Flow(vph) 629 162 718 185 334 112 833 339 71 193 1121 245 RTOR Reduction(vph) 0 0 0 0 0 0 0 15 0 0 0 0 Lane Group Flow(vph) 629 162 718 .185 334 112 833 395 0 193 1121 245 Confl. Peds. (#/hr) 1 1 4 4 4 Confl. Bikes(#/hr) 2 2 Turn Type Prot Free custom custom custom Perm Prot Free Protected Phases 3 ' 8 4 5 6 5 2 Permitted Phases Free 7 5 4 6 Free Actuated Green,G(s) 18.1 11.6 105,0 10.7 19.0 . 19.0 47.6 47.6 14.4 67.4 105.0 Effective Green,g(s) 18.1 11.6 105.0 10.7 19.0 19.0 47.6 47.6 14.4 67.4 105.0 Actuated g/C Ratio 0.17 0.11 1.00 0.10 0.18 0.18 0.45 0.45 0.14 0.64 1.00 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 . 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 592 206 1563 138 286 286 1604 1219 243 2272 1550 v/s Ratio Prot c0.18 c0.09 c0.05 0.05 0.24 0.11 c0.32 v/s Ratio Perm 0.46 c0.14 0.16 0.02 0.15 0.16 v/c Ratio 1.06 0.79 0.46 1,34 1.17 0.39 0.52 0.32 0.79 0.49 0.16 • Uniform Delay,dl 43.5 45.5 0.0 47.1 43.0 37.9 20.5 18.4 43.9 9.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.52 1.00 Incremental Delay,d2 54.7 16.5 1.0 193.9 106.6 0.3 1.2 0.7 12.0 0.3 0.2 Delay(s) 98.2 62.0 1.0 241.0 149.6 38.2 21.7 19.1 52.2 5.4 0.2 Level of Service F E A F F D C B D A A Approach Delay(s) ' 48.0 20.9 10.4 Approach LOS D C B Intersection Summary . HCM Average Control Delay 43.2 HCM Level of Service D . HCM Volume to Capacity ratio 0.75 Actuated Cycle Length(s) 105.0 Sum of lost time(s) 15.3 • Intersection Capacity Utilization 69.2% ICU Level of Service C Analysis Period(min) 15 . c Critical Lane Group ' : • Moller Ranch TIA Synchro 7- Report KHA Page 22 • Queues Near-term+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK 1 i r Lane Group e.__.._ EBL :NBL "NBT SBT' . SBR -' ...._. _ Lane Group Flow(vph) 79 18 367 333 4 v/c Ratio 0.15 0.04 0.28 0.28 0.00 Control Delay 5.8 19.9 6.7 9.5 8.0 • Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 19.9 6.7 9.5 8.0 Queue Length 50th(ft) 1 2 27 23 0 Queue Length 95th(ft) 5 22 124 144 4 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1368 1296 1819 1696 1441 Starvation Cap Reductn 0 0 0 0 0 • Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.06 0.01 0.20 0.20 0.00 Inte section Summary ..- • • • Moller Ranch TIA Synchro 7- Report KHA Page 23 HCM Signalized Intersection Capacity Analysis Near-term+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK -' 4\ t 1 r Movement . EBL EBR',. N8L_.:'<NB7 ..:SBT SBR _ Lane Configurations V t t T • Volume(vph) 5 32, 14 279 240 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 0.98 1.00 1.00 1.00 1.00 • Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Fit 0.88 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1605 1770 1863 1863 1583 Fit Permitted 0.99 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1605 1770 1863 1863 1583 Peak-hour factor, PHF 0.47 0.47 0.76 0.76 0.72 0.72 Adj. Flow(vph) 11 68 18 367 333 4 RTOR Reduction(vph) 58 0 0 0 0 2 Lane Group Flow(vph) 21 0 18 367 333 , 2 Conti. Peds. (#/hr) 2 Turn Type Prot Perm Protected Phases 4 5 2 6 Permitted Phases 6 Actuated Green,G(s) 4.6 0.7 17.2 12.5 12.5 Effective Green,g(s) 4.6 0.7 17.2 12.5 12.5 Actuated g/C Ratio 0.15 0.02 0.55 0.40 0.40 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 237 40 1030 749 636 v/s Ratio Prot c0.01 0.01 c0.20 c0.18 v/s Ratio Perm 0.00 v/c Ratio 0.09 0.45 0.36 0.44 0.00 Uniform Delay,d1 11.4 15.0 3.9 6.8 5.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 7.9 0.4 0.9 0.0 Delay(s) 11.5 22.9 4.3 7.7 5.6 Level of Service B C A A A Approach Delay(s) 11.5 5.2 7.6 Approach LOS B A A Intersection Summary 77'7. i HCM Average Control Delay 6.8 HCM Level of Service A HCM Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 31.1 Sum of lost time(s) 14.6 Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 24 Queues Near-term+Project 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK t t `► d L"arie•Group " WBL MST.,: NBR ..cSBL .°SBT°` 'T Lane Group Flow(vph) 23 365 8 7 317 v/c Ratio 0.08 0.22 0.01 0.03 0.18 Control Delay 14.5 3.0 2.8 17.7 1.3 Queue Delay 0.0 0.0 0.0 0.0 0,0 Total Delay 14.5 3.0 2.8 17.7 1.3 Queue Length 50th(ft) 2 0 0 1 0 Queue Length 95th(ft) 12 89 4 11 42 Internal Link Dist(ft) 605 1596 671 • Turn Bay Length(ft) 90 120 Base Capacity(vph) 1358 1773 1507 1039 1863 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 ' 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.02 0.21 0.01 0.01 0.17 �,, .... "' a. • • Moller Ranch TIA Synchro 7- Report KHA Page 25 • • HCM Signalized Intersection Capacity Analysis Near-term+Project 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK 1 t t P `► ., Movement WBL!. WBR ' 'NBT • MGR.: 'BL _. BBC:: Lane Configurations V ik r 'S t Volume(vph) 8 5 288 6 6 266 Ideal Flow(vphpl) 1900 1900 1900 •1900 1900 1900 Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 . Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.95 1.00 0.85 1.00 1.00 . • Flt Protected 0.97 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1712 1863 1583 1770 1863 • Flt Permitted 0.97 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1712 1963 1583 1770 1863 Peak-hour factor, PHF 0.58 0.58 0.79 0.79 0.84 0.84 Adj. Flow(vph) 14 9 365 8 7 317 • RTOR Reduction(vph) • 9 0 0 2 0 0 Lane Group Flow(vph) 14 • 0 365 6 7 317 Turn Type Perm Prot - Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 0.9 ' 27.4 27A 0.7 32.1 Effective Green,g(s) 0.9 27.4 27.4 0.7 32.1 _ Actuated g/C Ratio 0,02 0.65 0.65 0.02 0.76 - Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 36 1207 1025 29 1414 v/s Ratio Prot c0.01 c0.20 0.00 • c0.17 v/s Ratio Perm 0.00 • • v/c Ratio 0.39 0.30 0.01 0.24 0.22 Uniform Delay,dl 20.4 3.3 2.6 20.5 1.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.6 0.3 0.0 1.6 0.2 Delay(s) 23.0 . 3.6 2.6 22.1 1.7.• Level of Service C A A C A • Approach Delay(s) 23.0 3.5 2.1 Approach LOS C A A lnPetSection Summary, .,..../. ,.._. " t ' % ,v _. 4. . '` ,; < ,_ _,.1 HCM Average Control Delay 3.5 HCM Level of Service A . HCM Volume to Capacity ratio 0.33 Actuated Cycle Length(s) 42.3 Sum of lost time(s) 14.6 Intersection Capacity Utilization 27.1% ICU Level of Service - A . Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA • Synchro 7-• Report KHA Page 26 Queues Near-term+Project 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK -' t 1 r Lane'Group_ EBL.,y;EBR. NBL NBT _ SBR _- _ r`I Lane Group Flow(vph) 82 213 396 509 337 79 v/c Ratio 0.13 0.32 0.65 0.15 0.41 0.19 Control Delay . 21.8 5.0 28.3 5.3 22.2 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.8 5.0 28.3 5.3 22.2 7.0 Queue Length 50th (ft) 12 0 101 17 . 49 0 Queue Length 95th(ft) 22 1 206 42 119 32 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 1878 1600 605 4613 1815 838 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.13 0.65 0.11 0.19 0.09 Intersection Summary= f. 'z: - • • Moller Ranch TIA Synchro 7- Report KHA Page 27 HCM Signalized Intersection Capacity Analysis . Near-term+Project 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK E\ 1 1 J Movement 1 -4EBL EBR' NBC _NBT .-::SBT -SBR- .. m , _ T ` ` -7 Lane Configurations 4511 r?r 1 T?+ 4t r Volume(vph) 50 130 226 290 303 . 71 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.0 4.5 • 5.0 5.0 5.0 ' Lane Util. Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 - Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 - Frt 1.00 0.85 1.00 1.00 1.00 0.85 • At Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd, Flow(prot) 3433 2752 1770 5085 3539 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 3433 2752 1770 5085 3539 1562 Peak-hour factor, PHF 0.61 0.61 0.57 0.57 0.90 0.90 Adj. Flow(vph) 82 213_ 396 509 337 79 RTOR Reduction(vph) 0 174 0 0 0 60 Lane Group Flow(vph) 82 39 396 509 337 19 Confl. Peds. (#/hr) 1 2 2 Turn Type Perm Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 11.1 11.1 21.2 40.3 14.6 14.6 Effective Green,g(s) 11.1 .11.1 21.2 40.3 14.6 14.6 Actuated g/C Ratio 0.18 0.18 0.35 0.66 0.24 ' 0.24 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 - Lane Grp Cap(vph) 621 498 611 3338 842 371 v/s Ratio Prot c0.02 c0.22 0.10 c0.10 v/s Ratio Perm 0.01 0.01 ' v/c Ratio 0.13 0.08 0.65 0.15 0.40 0.05 Uniform Delay,dl 21.1 20.9 17.0 4.0. 19.7 18.1 Progression Factor 1,00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 1.8 0.0 0.4 0.1 Delay(s) 21.2 21.0 18.7 4.1 20.1 18.1 Level of Service C C B A C B . Approach Delay(s) 21.1 10.5 19.8 ' Approach LOS C B B Intersection Summary . _ _ : ,. , a.' -_:_ X : ' ' l HCM Average Control Delay 14.8 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length(s) 61.4 Sum of lost time(s) - 14.5 Intersection Capacity Utilization 38.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • . Moller Ranch TIA Synchro 7- Report KHA Page 28 • Queues Near-term+Project 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK J 7 ! k '\ t P `► I J Lane'Grcup ' '-"' EBL. . EBR-a WBL .,WBT . -WSW-- NBL NBT 1iNBR_ . SBL ;t SBT - SBR. 1 Lane Group Flow(vph) 62 67 4 5 • 5 63 546 1 1 685 57 v/c Ratio 0.18 0.09 0.01 0.01 0.01 0.24 0.22 0.00 0.01 0.23 0.06 Control Delay 28.2 0.2 37.2 20.4 13.8 31.6 10.5 13.0 38.0 14.8 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay . 28.2 0.2 37.2 20.4 13.8 31.6 10.5 13.0 38.0 14.8 7.1 Queue Length 50th(ft) 13 0 0 1 0 16 37 0 0 54 0 Queue Length 95th(ft) 62 0 7 11 8 75 176 4 7 179 30 Internal Link Dist(ft) • 996 200 1101 Turn Bay Length(ft) 270 125 100 100 120 100 100 215 Base Capacity(vph) 830 1470 322- 1472 1252 830 3185 1425 166 3920 1233 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 ' 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.05 0.01 0.00 0.00 0.08 0.17 0.00 0.01 0.17 0.05 Intersection Summary . ii-ri • Moller Ranch TIA Synchro 7- Report KHA Page 29 • • HCM Signalized Intersection Capacity Analysis - Near-term+Project 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK 'If I 1 t r ti 1 r Movement=- EBft ,-EBT - EBR ` :MD, ;NET/. -MR- •NBL :i NBT 'NBR', SBL' SBT SBR Lane Configurations '1 t r In t r 1 +4 P vi +4+ P Volume(vph) 43 0 46 4 ' 5 5 52 448 1 1 658 55 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 . 1900 1900 1900 1900 Total Lost time(s) 4.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0, 5.0 Lane Util. Factor 1.00 1.00 0.97 1.00 1.00 1.00 0.95 • 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prof) 1770 1583 3433 1863 1583 1770 3539 1583 1770 5085 1583 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) 1770 1583 3433 1863 1583 1770 3539 1583 1770 5085 1583 Peak-hour factor, PHF 0.69 0.92 0.69 0.92 0.92 0.92 0.82 0.82 0.92 0.92 0.96 0.96 Adj. Flow(vph) 62 0 67 4 5 5 63 546 1 1 685 57 RTOR Reduction(vph) 0 0 57 0 0 5 0 0 0 0 0 30 Lane Group Flow(vph) . 62 0 10 4 5 0 63 546 1 1 685 27 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 '3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 6.5 9.2 0.4 3.6 3.6 4.1 33.8 33.8 0.4 30.1 30.1 Effective Green, g(s) 6.5 9.2 0.4 3.6 3.6 4.1 33.8 33.8 0.4 30.1 30.1 Actuated g/C Ratio 0.10 0.15 0.01 0.06 0.06 0.07 0.54 0.54 0.01 0.48 0.48 Clearance Time(s) 4.0 5.0 4.5 5.0 5.0 4.5 5.0 . 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 183 232 22 . 107 91 116 1905 852 11 2437 759 v/s Ratio Prot c0.04 0.00 0.00 c0.04 c0.15 0.00 0.13 v/s Ratio Perm c0.01 0.00 0.00 0.02 vlc Ratio 0.34 0.04 0.18 0.05 0.00 0.54 0.29 0.00 0.09 0.28 0.04 Uniform Delay,dl 26.2 23.0 31.0 28.0 27.9 28.4 7.9 6.7 31.0 9.8 8.7 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 0.4 0.1 1.4 0.2 0.0 2.8 0.1 0.0 1.3 0.1 0.0 Delay(s) 26.6 23.1 32.5 28.2 27.9 31.2 8.0 6.7 32.3 9.9 8.7 Level of Service C C C C C C A A C A A Approach Delay(s) 24.8 29.3 10.4 9.9 Approach LOS C C B A Intersection Summary .. `.. . 7, .. .7 t HCM Average Control Delay 11.6 HCM Level of Service B HCM Volume to Capacity ratio 0.27 Actuated Cycle Length(s) 62.8 Sum of lost time(s) 13.5 _ Intersection Capacity Utilization 38.1% ICU Level of Service A Analysis Period(min) 15 c_ Critical Lane Group . • Moller Ranch TIA Synchro 7 Report KHA Page 30 • Queues Near-term+Project 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK f - t Lane:Grciiip=-1'--; EBLLEBR<A -NBL NBTe SBT YSBR, Lane Group Flow(vph) 32 97 100 590 729 66 v/c Ratio 0.12 0.07 0.36 0.24 0.41 0.08 Control Delay 22.4 0.1 26.6 4.8 13.3 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 0.1 26.6 4.8 13.3 4.8 Queue Length 50th(ft) 10 0 30 41 96 2 Queue Length 95th (ft) 31 0 65 52 151 21 Internal Link Dist(ft) 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 695 2061 695 2633 2578 1169 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.05 0.14 0.22 0.28 0.06 1 nteiCeetiOn-SiftrinarY1 - . 'TT —,;.• • • • Moller Ranch TIA Synchro 7- Report KHA Page 31 • HCM Signalized Intersection Capacity Analysis Near-term+Project 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK -' ` k- 4\ t /4 `► 1 4/ tilovemen( EBL°,. .EBT` " 'EBR WBL -WBT WBB _ NBL "T NBT NBR : .SBL : ' . SBR Lane Configurations .9 1' ?err 41 f4 iil Tf> ) +1' r Volume(vph) 30 0 91 0 0 0 80 472 • 0 0 649 I 59 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Lane N.Factor 1.00 0.88 1.00 0.95 0.95 1.00 Frt 1.00 0.85 . 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 2787 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 2787 1770 3539 3539 1583 Peak-hour factor, PHF 0.94 0.94 0.94 0.92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj. Flow(vph) 32 0 97 0 0 0 100 590 0 0 729 66 RTOR Reduction(vph) 0 0 81 0 0 0 0 0 0 0 0 31 Lane Group Flow(vph) 32 0 16 0 0 0 100 590 . 0 0 729 35 Turn Type Prot Perm Prot Prot Prot Perm Protected Phases , 5 2 1 6 . 3 8 7 4 Permitted Phases 2 4 Actuated Green,G(s) 9.4 8.9 6.6 36.7 25.6 25.6 Effective Green,g(s) 9.4 8.9 6.6 36.7 25.6 25.6 Actuated g/C Ratio 0.17 0.16 I 0.12 0.66 0.46 0.46 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 299 446 210 2336 1629 729 v/s Ratio Prot c0.02 c0.06 0.17 c0.21 v/s Ratio Perm 0.01 0.02 v/c Ratio 0.11 0.03 0.48 0.25 0.45 0.05 Uniform Delay,dl 19.5 19.7 22.9 3.9 10.2 8.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.0 0.6 0.1 0.3 0.0 Delay(s) 19.6 19.8 23.5 3.9 10.5 8.3 Level of Service B B C A • B A Approach Delay(s) 19.7 0.0 6.8 10.3 Approach LOS B A A B lnterli sechon SummaLp _,__, -,d :. „' '.:-.'(4.--.--,: .. t HCM Average Control Delay 9.5 HCM Level of Service A HCM Volume to Capacity ratio 0.37 Actuated Cycle Length(s) 55,6 Sum of lost time(s) 14.0 Intersection Capacity Utilization , 44.5% ICU Level of Service - A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 32 • Queues Near-term+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK t P 1 O Lane Group_ _7 TWBL WBT bUBR':' NBT NBft- SBT°• =SBR fa-Cc-- . 77Y_: .. Lane Group Flow 33 32 342 588 269 404 380 v/c Ratio 008 0.08 0.37 0.38 0.19 0.26 0.41 • Control Delay 7.7 7.7 2.6 3.4 0.3 4.7 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.7 7.7 2.6 3.4 0.3 4.7 2.2 Queue Length 50th(ft) 3 3 0 9 0 11 0 Queue Length 95th (ft) 11 11 13 17 0 25 17 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 190 Base Capacity(vph) 1440 1446 2436 3183 1441 3539 1583 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.14 0.18 0.19 0.11 0.24 Intersection Summary :i'; • • Moller Ranch TIA Synchro 7- Report KHA " Page 33 HCM Signalized Intersection Capacity Analysis Near-term+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK • .i ` ~ k 1 t P \• 1 I Movement ,w . • ESL- EBT ERR 'wBL ',wBT' ' wBR NBC ' `NBT • NBR^ 'SBL P SBT SBR Lane Configurations Ili 4 rr Rt4 r 't$ r Volume(vph) . 0 0 0 58 1- 308 0 245 355 0 380 357 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 ' 3.5 4.0 4.0 4.0 • 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 0.91 0.95 1.00 Frt 1.00 1.00 0.85 0.94 0.85 1.00 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1681 1688 2787 3184 1441 3539 1583 Flt Permitted 0.95 0.95 1.00 1.00 1.00 1.00 1.00 • Satd. Flow(perm) 1681 1688 2787 3184 1441 3539 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.90 0.90 0.90 0.70 0.70 0.70 0.94 0.94 0.94 Adj. Flow(vph) 0 0 0 64 1 342 0 350 507 0 404 380 RTOR Reduction(vph) 0 0 . 0 0 0 262 0 132 0 0 0 210 Lane Group Flow(vph) 0 0 0 33 32 80 0 456 269 0 404 170 Turn Type Perm Perm Free Perm Protected Phases 8 2 6 Permitted Phases 8 8 Free 6 Actuated Green, G(s) 5.5 5.5 5.5 10.5 23.5 10.5 10.5 Effective Green,g(s) 5.5 5.5 5.5 10.5 23.5 10.5 10.5 Actuated g/C Ratio 0.23 0.23 0.23 0.45 1.00 0.45 .0.45 Clearance Time(s) 3.5 3.5 3.5 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 393 395 652 1423 1441 1581 707 v/s Ratio Prot c0.14 0.11 v/s Ratio Perm 0.02 0.02 0.03 c0.19 0.11 vlc Ratio 0.08 0.08 0.12 0.32 0.19 0.26 0.24 Uniform Delay,dl • 7.0 7.0 7.1 4.2 0.0 4.1 4.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.0 0.3 0.0 0.1 Delay(s) 7.1 7.1 7.1 4.2 0.3 4.1 4.1 Level of Service A A A A A A A Approach Delay(s) 0.0 7.1 3.0 4.1 Approach LOS A A A A Inters oeh n Suininar _: ' ';R:::..:_ .n om 1H! --- ,,, . :f HCM Average Control Delay 4.2 HCM Level of Service A HCM Volume to Capacity ratio 0.26 Actuated Cycle Length(s) 23.5 Sum of lost time(s) 4.0 Intersection Capacity Utilization 32.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group . • Moller Ranch TIA Synchro 7- Report • KHA Page 34 Queues Near-term+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK 1 t 1 • LaneTGroup` ._EBR NBT::;'SNBR' SBT SBR -_ Lane Group Flow(vph) 264 113 495 28 253 240 v/c Ratio 0.22 0.18 0.39 0.02 0.36 0.16 Control Delay 7.4 2.9 7.6 0.0 4.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 2.9 7.6 0.0 4.2 0.2 Queue Length 50th(ft) 12 0 26 0 8 0 Queue Length 95th (ft) 24 12 38 0 29 0 Internal Link Dist(ft) 195 1206 Turn Bay Length(ft) 375 560 Base Capacity(vph) 3111 1445 3387 1441 1596 1504 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.08 0.15 0.02 0.16 0.16 InteMedtion.Summary ;. .-- -• • • • Moller Ranch TIA Synchro 7- Report KHA Page 35 • • HCM Signalized Intersection Capacity Analysis Near-term+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan,AM PEAK -'4' - c ~ t 1 t /4 `• I I Moverr ent ;;EBL .,_ EBT:. :EBR''' .WBL' 'a.WET WBR NBL ,NBT NBR 3 SBL -SBT SBR Lane Configurations )) r. 'Ft* r . t4 P Volume(vph) 206 0 88 0 0 0 0 394 25 0 77 361 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 0.97 1.00 0.91 0.91 0.95 0.95 Frt 1.00 0.85 1.00 0.85 0.90 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 1583 3387 1441 1595 1504 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 1583 3387 1441 1595 1504 Peak-hour factor, PHF 0.78 0.78 0.78 0.92 0.92 0.92 0.80 0.80 0.80 0,89 0.89 0.89 Adj.Flow(vph) 264 0 113 0 0 0 0 492 31 0 87 406 RTOR Reduction(vph) 0 0 74 0 0 0 0 1 0 0 104 0 Lane Group Flow(vph) 264 0 . 39 0 0 0 0 494 28 0 149 240 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green, G(s) 10.0 10.0 10.7 . 28.7 10.7 28.7 Effective Green,g(s) 10.0 10.0 10.7 28.7 10.7 28.7 Actuated g/C Ratio 0.35 0.35 0.37 1.00 0.37 1.00 . Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 1196 552 1263 1441 595 1504 v/s Ratio Prot c0.15 0.09 v/s Ratio Perm 0.08 0.02 0.02 c0.16 v/c Ratio 0.22 0.07 0.39 0.02 0.25 0.16 Uniform Delay,dl 6.6 6.2 6.6 0.0 6.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.2 0.0 . 0.2 0.2 Delay(s) 6.6 6.3 6.8 0.0 6.4 0.2 Level of Service A A A A A A Approach Delay(s) 6.5 0.0 6.4 3.4 Approach LOS A A A A • Intersection.Sufnmary- . .. --2-- , - ,,.. ,. -- . . .1 7 j HCM Average Control Delay 5.4 HCM Level of Service A HCM Volume to Capacity ratio 0.26 Actuated Cycle Length(s) 28.7 Sum of lost time(s) 4.0 Intersection Capacity Utilization 26.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA - Page 36 • Queues Near-term+Project 19: Project Driveway & Tassajara Rd Timing Plan:AM PEAK t 1 P `► 1 • Lane Grou WBL.. WSR' . NBT' -:NBR "'SBL"' SET '' _ Lane Group Flow(vph) 214 18 433 80 6 907 v/c Ratio 0.58 0.05 0.42 0.09 0.05 0.84 Control Delay 26.7 9.7 10.0 3.0 24.7 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 9.7 10.0 3.0 24.7 18.9 Queue Length 50th(ft) 63 0 67 0 2 209 Queue Length 95th(ft) 121 13 156 16 11 #450 Internal Link Dist(ft) 1102 1608 3040 Turn Bay Length(ft) 200 120 200 Base Capacity(vph) 370 345 1020 902 129 1084 Starvation Cap Reductn 0 0 0 0 0 0 • Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.05 0.42 0.09 0.05 0.84 • . Intersection_Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 37 • HCM Signalized Intersection Capacity Analysis Near-term+Project 19: Project Driveway & Tassajara Rd Timing Plan:AM PEAK { ` i P `► l Movement " .WBL ,WBR°• NBT- „JINBR SSL'-: -'.SBT Lane Configurations Volume(vph) 197 17 355 66 6 871 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5:5 6.0 6.0 5.5 6.0 Lane Util. Factor • 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prof) 1770 1583 1863 1583 1770 1863 • Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0,92 0.92 0.82 0.82 0.96 0.96 Adj. Flow(vph) 214 18 433 j 80 6 907 RTOR Reduction(vph) 0 15 0 39 0 0 • Lane Group Flow(vph) 214 3 433 41 6 907 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green,G(s) 11.5 11.5 30.1 30.1 0.8 36.4 Effective Green,g(s) 11.5 11.5 30.1 30.1 0.8 36.4 Actuated g/C Ratio 0.19 0.19 0.51 0.51 0.01 0.61 Clearance Time(s) 5.5 5.5 6.0 6.0 • 5.5 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 2.0 4.0 Lane Grp Cap(vph) 343 306 944 802 24 1142 v/s Ratio Prot c0.12 0.23 0.00 c0.49 v/s Ratio Perm 0.00 0.03 v/c Ratio 0.62 0.01 0.46 0.05 0.25 0.79 Uniform Delay,dl 22.0 19.4 9.4 7.4 29.0 8.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 8.3 0.1 1.6 0.1 2.0 5.7 Delay(s) 30.3 19.4 11.0 . 7.5 31.0 14.4 Level of Service C B B A C B Approach Delay(s) 29.4 10.5 . 14.5 Approach LOS C B B Intersec€ion Summary HCM Average Control Delay 15.4 HCM Level of Service B HCM Volume to Capacity ratio 0.75 Actuated Cycle Length(s) 59.4 Sum of lost time(s) 11.5 Intersection Capacity Utilization • 66.3% ICU Level of Service C ' Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7-•Report KHA Page 38 • NT + Project AM Fri Jul 20, 2012 10:19:09 - Page 1-1 Scenario Report Scenario: NT + Project AM Command: NT + P AM Volume: Near-Term AM Geometry: Near-Term Impact Fee: Default Impact Fee Trip Generation: Project AM Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: NT + P AM Traffic 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON NT + Project AM Fri Jul 20, 2012 10:14:09 Page 2-1 Impact Analysis Report Level Of Service - Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd A xxxxx 0.482 A xxxxx 0.484 + 0.002 V/C # 4 Camino Tassajara/Windemere Pkw A f.x:xx 0.295 A xxxxx 0.297 + 0.002 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON NT + Project AM Fri Jul 20, 2012 10: 14:09 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ********;*+*++*************** * **. ********+******-... ***********.**+x++***x* Intersection #3 Camino Tassajara/Highland Rd “*..**************++*******************************;**************_****_******++ Cycle (sec) : 100 Critical Vol./Cap.,(F) : 0.484 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: ' 49 Level Of Service: A **,�4******;*****+******************;+**********.**************+*+++************* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I I I I I I I I Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 . 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 '0 0 0 1! 0 0 I I I I I I Volume Module: Base Vol: 0 216 2 53 468 0 0 0 0 97 0 264 Growth Adj : 1 .00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 216 2 53 468 0 0 0 0 9 • 0 264 Added Vol: 0 13 0 0 4 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 229 2 53 472 0 0 0 0 97 0 264 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 229 2 53 472 0 0 0 0 97 0 264 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 229 2 53 472 0 0 0 0 97 0 264 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 229 2 53 472 0 0 0 0 97 0 264 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 229 2 53 472 0 0 0 0 97 0 264 I II I I I I I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: . 0.00 0.99 0.01 1.00 1.00 0.00 0.00 0.00 0.00 0.27 0.00 0.73 Final Sat. : 0 1705 15 1720 1720 0 0 0 0 462 0 1258 II II - II I Capacity Analysis Module: Vol/Sat: 0.00 0.13 0.13 0.03 0.27 0.00 0.00 0.00 0.00 0.21 0.00 0.21 Crit Volume: 231 472 0 361 Crit Moves: **** -+** **;++***** *+**********************************************+**********.********** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • • • NT + Project AM Fri Jul 20, 2012 10:14:09 Page 4-1 . Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Camino Tassajara/Windemere Pkwy *++*****+4**********+*********************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.297 • Loss Time (sec) : 0 Average Delay (sec/veh) : xaxxxx Optimal Cycle: 26 Level Of Service: A *************+******++*+***+*****+*****.***********************+**************.* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T = R I I I I I I I I Control: Protected Permitted Split Phase Split Phase Rights: Include Include include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I II II 11 I Volume Module: • Base Vol: 139 222 0 0 548 71 20 0 297 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 139 222 0 0 548 71 20 0 297 0 0 0 Added Vol: 4 13 0 0 4 0 0 0 1 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 143 235 0 0 552 71 20 0 ' 298 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . 1.00 1.00 1.00 1.00 PHF Volume: 143 235 0 0 552 71 20 0 298 0 0 0 Reduce Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 143 235 0 0 552 71 20 0 298 0 0 0 RTOR Reduce: 0 0 0 0 0 0 0 0 79 0 0 0 RTOR Vol: 143 235 0 0 552 71 20 0 219 0 0 0 PCE Adj : 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 143 235 0 0 552 ., 71 20 0 219 0 0 0 I II I1 II Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.77 0.23 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 . 0 3048 392 1720 0 3127 0 0 0 I 11 11 11 I Capacity Analysis Module: Vol/Sat: 0.05 0.14 0.00 0.00 0.18 0.18 0.01 0.00 0.07 0.00 0.00 0.00 Crit Volume: 72 312 110 - 0 Crit Moves: **** ***4 **** 4*************************************************Y+*********+*************+**** * Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed•to KIMLEY-HORN, SAN RAMON Queues Near-term+Project 1: Dublin Blvd & Dougherty Road Timing Plan: PM PEAK 1 ! t 1 t P \ Lane Group_ .. ERTa :EBR 'WBT WBR'FT -NBT. 1-:NBR -SBL _ SBT Lane Group Flow(vph) 157 857 649 377 793 528 912 1554 461 307 781 v/c Ratio 0.69 0.70 0.54 0.69 0.54 0.76 1.08 0.91 0.36 0.58 0.38 • Control Delay 75.1 48.9 23.9 62.1 40.7 30.0 105.3 49.8 11.0 56.1 33.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 Total Delay 75.1 48.9 , 23.9 62.1 40.7 30.0 105.3 49.8 11.0 56.1 33.5 Queue Length 50th(ft) 67 242 184 110 207 258 -304 455 65 125 142 Queue Length 95th(ft) 104 301 256 141 252 364 #393 522 80 174 173 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 238 1233 1197 729 1467 697 844 1721 1379 528 2048 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 ' 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0,66 0.70 0.54 0.52 0.54 0.76 1.08 0.90 0.33 0.58 0.38 Intersection SummaN � :y;k . "+ „_ «_. m:. , ' - :+ �( - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • Moller Ranch TIA Synchro 7- Report KHA Page 1 • HCM Signalized Intersection Capacity Analysis Near-term+Project 1 : Dublin Blvd & Dougherty Road ` / Timing Plan: PM PEAK . Movement-is.: :251..2 <EBL_.-EBT , EBR:> WBL _WET NBR- `NBL" 7-NET NBRS SBL : 'SBT-r--SBR Lane Configurations ¶1 4++ rr Trri to r 4vi 4t.} rr ti in Volume(vph) _ 140 763 578 366 769 512 857 1461 433 295 664 85 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 • 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 • Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 5085 2765 4990 5085 1563 4990 5085 2787 3433 6284 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2765 4990. 5085 1563 4990 5085 2787 3433 6284 Peak-hour factor. PHF 0.89 0.89 0.89 0.97 0.97 0.97 0.94 0.94 0.94 0.96 0.96 0.96 Aji d. Flow(vph) 157 857 649 377 793 528 912 1554 461 307 692 89 RTOR Reduction(vph) 0 0 53 0 0 6 0 0 34 0 18 0 Lane Group Flow(vph) 157 857 596 377 793 522 912 1554 42.7 307 , 763 , 0 Confl. Peds. (#/hr) 5 - 1 1 5 8 8 Cond. Bikes(#/hr) 1 5 Turn Type Prot pm+ov Prot pm+ov Prot pm+ov Prot Protected Phases 5 2 3 1 6 7 3 ' 8 1 7 4 . Permitted Phases 2 6 8 Actuated Green, G(s) 8.6 31.6 53.6 14.3 • 37.6 57.6 22.0 43.8 58,1 20.0 41.8 Effective Green,g (s) 8.6 31.6 53.6 14.3 37.6 57.6 22.0 43.8 58.1 20.0 41.8 Actuated g/C Ratio 0.07 0.24 0.41 0.11 0.29 0.44 0.17 0.34 0.45 0.15 0.32 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 Lane Grp Cap(vph) 227 1236 1140 549 1471 693 844 1713 1246 528 2021 v/s Ratio Prot 0.05 0.17 0.09 c0.08 0.16 c0.12 c0.18 c0.31 0.04 0.09 0.12 v/s Ratio Perm 0.13 0.22 0.12 v/c Ratio 0.69 0.69 0.52 0.69 0.54 0.75 1.08 0.91 0.34 0.58 0.38 Uniform Delay,dl 59.4 44.8 28.6 55.7 38.9 30.3 54.0 41.2 23.5 51.1 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 7.1 3.2 0.2 2.8 1.4 4.1 55.1 7.6 0.1 1.1 0.2 Delay(s) 66.5 48.0 28.8 58.5 40.3 34.4 109.1 48.8 23.5 52.2 34.3 Level of Service E D C E D C F D C D C Approach Delay(s) 42.3 42.5 63.6 39.3 Approach LOS • D D E D Intersection Summary HCM Average Control Delay 50.4 HCM Level of Service D HCM Volume to Capacity ratio 0.84 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group . Moller Ranch TIA Synchro 7- Report . KHA Page.2 • Queues Near-term+Project 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK t ` 4\ t \ 1 r Lane Group BBL - .'EBT< EBR,. WBC_ WBT NBE° •T"liiI3T NBR_ SBL.='•SBT SBR Lane Group Flow(vph) 168 1172 282 214 678 364 544 658 62 415 106 v/c Ratio 0.70 0.61 0.20 0.74 0.34 0.90 0.45 0.55 0.35 0.27 0.20 Control Delay 74.8 34.3 4.2 74.1 28.2 84.7 35.7 15.8 64.3 35.5 7.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.8 34.3 4.2 74.1 28.2 84.7 . 35.7 15.8 64.3 35.5 7.0 Queue Length 50th(ft) 72 291 12 91 145 109 192 101 26 98 0 Queue Length 95th(ft) #111 341 37 #137 179 #157 240 153 48 126 41 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 252 1924 1419 305 1988 404 1205 1190 278 1511 532 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.61 0.20 0.70 0.34 0.90 0.45 0.55 0.22 0.27 0.20 Intersection Sutnmaty ,;: . • •r .- ,..m;_. , . .� . # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Near-term+Project 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK -• ` t 4\ t /4 `• 1 r Movement..--1+.- ;_1 'EBL EBT`'-=EBR.. +-WBL; ' WBT.-=WBR ='NBL'." NBT --NBR:-. SBL SBT TSBR Lane Configurations 3).1 ttt P1 vs ?ti* ¶n tt -r in ttt P Volume(vph) 156 1090 262 201 626 11 313 468 566 55 365 93 Ideal Flow(vphpl), 1900 1900 1900 1900 1900 1900 • 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.95 0.88 0.97 0.91 1.00 Frpb;ped/bikes 1.00 1.00 0.99 1.00 1.00 •,1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2747 3433 5070 4990 3539 2735 3433 5085 1541 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2747 3433 5070 4990 3539 2735 3433 5085 1541 Peak-hour factor, PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.86 0.86 0.86 0.88 0.88 0.88 Adj.Flow(vph) 168 1172 282 214 666 12 364 544 658 . 62 415 106 RTOR Reduction(vph) 0 0 125 0 1 0 0 0 260 0 0 74 Lane Group Flow(vph) 168 1172 ,157 214 677 0 364 544 ' 398 62 415 32 Confl, Peds. (#/hr) 6 4 4 6 14 6 6 14 Confl.Bikes(#/hr) 4 4 1 1 Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 9.1 49.0 59.5 10.9 50.8 10.5 44.1 44.1 5.8 39.4 39.4 Effective Green, g(s) 9.1 49.0 59.5 10.9 50.8 10.5 44.1 44.1 5.8 39.4 39.4 Actuated g/C Ratio , 0.07 0.38 0.46 0.08 0.39 0.08 0.34 0.34 0.04 0.30 0.30 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 239 1909 1252 287 1974 401 1196 924 153 1535 465 v/s Ratio Prot 0.05 c0.23 0.01 c0.06 0.13 c0.07 c0.15 0.02 0.08 v/s Ratio Perm 0.05 0.15 0.02 v/c Ratio 0.70 0.61 0.13 0.75 0.34 0.91 0.45 0.43 0.41 0.27 0.07 Uniform Delay,dl 59.4 33.1 20.5 58.4 28.1 59.5 33.8 33.5 60.7 34.6 32.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 7.4 1.5 0.0 8.9 0.5 23.2 1.2 1.5 0.6 0.4 0.3 Delay(s) 66.8 34.6 20.5 67.3 28.6 82.7 35.0 34.9 61.3 . 35.1 32.8 Level of Service E C C E C F D C E D . C Approach Delay(s) 35.5 37.9 46.1 37.4 Approach LOS D D D D Intersection Summary - ., . _.77 I ,.. '._, .. _:. __. - HCM Average Control Delay 39.7 HCM Level of Service D HCM Volume to Capacity ratio 0.58 Actuated Cycle Length(s) 130.5 Sum of lost time(s) 15.2 Intersection Capacity Utilization 100.6% ICU Level of Service _ G . Analysis Period(min) 15 c Critical Lane Group , _ __ Moller Ranch TIA Synchro 7- Report KHA . Page 4 • Queues Near-term+Project 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK T \► 1 Lane GFOUp' WBL.,:NBTt—.. SBL, $BT __ , ' -1 Lane Group Flow(vph) 60 577 253 268 • v/c Ratio 0.14 0.38 0.37 0.17 Control Delay 8.7 4.0 5.9 31 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 8.7 4.0 5.9 3.1 Queue Length 50th(ft) 1 0 0 0 Queue Length 95th(ft) 26 127 80 53 Internal Link Dist(ft) 2037 4077. 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 512 1752 778 1785 - Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.12 0.33 0.33 0.15 Intersection Summary. _- • ' .. h _r.. . .,1 _r_ ma _ ., . . Moller Ranch TIA Synchro 7- Report KHA Page 5 HCM Signalized Intersection Capacity Analysis Near-term+Project 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK c t t t `► 1 Movement ,r-•'rWBL WBR NBT NBR_ . SBE SBT "• Lane Configurations V 13, "S + Volume(vph) 6 46 474 62 233 247 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 . Lane Util. Factor 1.00 1.00 1.00 1.00 . Frpb,ped/bikes 0.96 1.00 • 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 Frt 0.88 0.98 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 Satd. Flow(prot) 1572 1829 1770 1863 Flt Permitted 0.99 1.00 0.44 1.00 Satd. Flow(perm) 1572 1829 812 1863 Peak-hour factor, PHF 0.86 0.86 0.93 0.93 0.92 0.92 Adj.Flow(vph) 7 53 510 67 253 268 RTOR Reduction(vph) 50 0 11 0 0 0 Lane Group Flow(vph) 10 0 566 0 253 268 Confl. Bikes(#/hr) 3 2 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 6 Actuated Green, G(s) 1.7 18.6 18.6 18.6 Effective Green, g(s) 1.7 18.6 18.6 18.6 Actuated g/C Ratio 0.05 0.58 0.58 0.58 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 83 1053 468 1073 . v/s Ratio Prot c0.01 0.31 0.14 v/s Ratio Perm c0.31 . v/c Ratio 0.12 0.54 0.54 0.25 Uniform Delay, dl 14.6 4.2 4.2 3.4 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.5 1.3 0.1 Delay(s) 15.2 4.7 5.5 3.5 Level of Service B ' A A A • Approach Delay(s) ' 15.2 4.7 4.5 Approach LOS B A A Intersection Summary °° __ HCM Average Control Delay 5.2 HCM Level of Service A HCM Volume to Capacity ratio 0.51 Actuated Cycle Length(s) 32.3 Sum of lost time(s) 12.0 Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 6 Queues Near-term+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK f 4\ f Lane Group ., EBL —EBR:.".. NBE- . NBT' . `°SBT 1 Lane Group Flow(vph) 49 220 274 610 330 . v/c Ratio 0.11 0.26 0.64 0.65 0.36 Control Delay 16.6 4.0 33.9 13.7 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 4.0 33.9 13.7 15.5 Queue Length 50th(ft) 10 0 34 101 34 Queue Length 95th(ft) 36 18 #153 308 83 • Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 951 1568 426 1617 2156 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.05 0.14 0.64 0.38 0.15 Intersection Summary " . 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 7 • • HCM Signalized Intersection Capacity Analysis Near-term+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK 4\ t Jr r Movement ,. .` .=:EBL , EBR NBL NBT SB ' 'SBA �, :. Lane Configurations l Fl vsi + +3. Volume(vph) 40 180 247 549 261 39 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 0.88 0.97 1.00 0.95 Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd Flow(prot) 1770 2727 3433 1863 3463 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 2727 3433 1863 3463 Peak-hour factor, PHF 0.82 0.82 0.90 0.90 0.91 0.91 Adj. Flow(vph) 49 220 274 610 287 43 RTOR Reduction(vph) 0 165 0 0 18 0 Lane Group Flow(vph) 49 55 274 610 312 0 Confl. Bikes(#Ihr) 1 3 Turn Type Perm Prot Protected Phases 4 5 2 6 . Permitted Phases. 4 Actuated Green,G(s) 12.6 12.6 6.4 25.9 13.5 Effective Green,g(s) 12.6 12.6 6.4 25.9 13.5 Actuated gIC Ratio 0.25 0.25 0.13 0.51 0.27 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 442 680 435 955 926 v/s Ratio Prot c0.03 0.08 c0,33 0.09 v/s Ratio Perm 0.02 v/c Ratio 0.11 0.08 0.63 0.64 0.34 Uniform Delay,dl 14.6 14.5 20.9 8.9 14.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 2.9 1.4 0.2 Delay(s) 14.7 14.6 23.8 10.3 15.1 Level of Service B B C B B Approach Delay(s) 14.6 14.5 15.1 Approach LOS B B B Intersection Sun'ima y . HCM Average Control Delay 14.7 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length(s) 50.5 Sum of lost time(s) 12.0 Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 8 Queues Near-term+Project • 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK Lane Group EBL EBT ` EBR WBL. WBT WBR NBL NBT NBR SBL , SBT SBR Lane Group Flow(vph) • 810 5 25 20 7 5 7 360 10 8 209 376 v/c Ratio 0.80 0.01 0.07 0.03 0.04 0.03 0.06 0.70 0.02 0.07 0.42 0.71 Control Delay 25.6 19.5 7.7 36.1 42.0 27.5 44.5 34.9 15.9 44.4 28.0 23.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 19.5 7.7 36.1 42.0 27.5 44.5 34.9 15.9 44.4 28.0 23.9 Queue Length 50th(ft) 239 2 0 3 3 0 3 149 1 4 80 89 Queue Length 95th(ft) #895 10 16 19 10 4 18 285 13 22 184 243 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 470 150 50 50 155 180 50 50 Base Capacity(vph) 1007 1288 1079 825 706 603 671 1078 919 671 1059 949 Starvation Cap Reductn 0 0 0 0 0 0 0 11 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.00 0.02 0.02 0.01 0.01 0.01 0.34 0.01 0.01 0.20 0.40 Intersection Summary" ' # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report • KHA Page 9 HCM Signalized Intersection Capacity Analysis Near-term+Project 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK 1 -• c ~ . k. 1 t P `► 1 Movement ` - -- - EBL EBT :EBR WBL WBT • WBR NBL NBT NBR SBL SBT SBR Lane Configurations Ti t r Ti f r *I 4 P '"i S P Volume(vph) 713 4 22 9 3 2 6 295 8 7 188 338 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 . 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' 1.00 1.00 1.00 Frpb,ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt • 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00• 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1548 1770 1863 1583 1770 1863 1583 1770 1863 1549 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1548 1770 1863 1583 1770 1863 1583 1770 1863 1549 Peak-hour factor,PHF 0.88 0.88 0.88 0.44 0.44 0.44 0.82 0.82 0.82 0.90 0.90 0.90 Adj.Flow(vph) 810 5 25 20 7 5 7 360 . 10 8 209 376 RTOR Reduction(vph) 0 0 21 0 0 • 5 0 0 5 0 0 119 Lane Group Flow(vph) 810 5 4 20 7 0 7 360 5 8 209 257 Confl. Bikes(#/hr) 1 1 Turn Type Prot Perm Prot Pemi Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases - 2 6 8 4 Actuated Green,G(s) 46.4 13.7 13,7 33.5 1.1 1.1 0.9 22.6 22.6 0.9 21.8 21.8 Effective Green,g(s) 46.4 13.7 131 33.5 1.1 1.1 0.9 22.6 22.6 0.9 21.8 21.8 Actuated g/C Ratio 0.52 0.15 0.15 0.38 0.01 0.01 0.01 0.25 0.25 0.01 0.24 0.24 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 923 287 238 666 23 20 18 473 402 18 456 379 v/s Ratio Prot c0.46 0.00 • 0.01 c0.00 0.00 c0.19 c0.00 0.11 v/s Ratio Perm 0.00 0.00 0.00 0.17 v/c Ratio 0.88 0.02 0.02 0.03 0.30 0.00 0.39 0.76. 0.01 0.44 0.46 0.68 Uniform Delay,dl 18.8 31.9 31.9 17.5 43.6 43.4 43.8 30.7 24.8 43.8 28.6 30.4 Progression Factor 1.00 1.00 1.00 • 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 9.7 0.0 0.0 0.0 10.0 0.1 5.0 7.5 0.0 6.2 1.0 5.2 Delay(s) 28.5 32.0 32.0 17.5 53.5 43.5 48.8 38.2 24.9 50.0 29.6 35.7 Level of Service C C C B D D D D C D C D Approach Delay(s) 28.6 29.4 38.1 33.7 Approach LOS C C D C Intersection Summary HCM Average Control Delay 32.2 HCM Level of Service C HCM Volume to Capacity ratio 0.83 • Actuated Cycle Length (s) • 89.0 Sum of lost time(s) 18.0 Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 10 • • Queues Near-term+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK k• T /` 1 Lane Group WBL WBR = NBT _NBR SBT Lane Group Flow(vph) 31 3 858 52 411 v/c Ratio 0.17 0.02 0.52 0.04 0.25 Control Delay 25.8 17.5 4.5 1.6 2.5 Queue Delay •0.0 0.0 0.0 0.0 0.0 • Total Delay 25.8 17.5 4.5 1.6 2.5 Queue Length 50th(ft) 9 0 0 0 0 Queue Length 95th(ft) 26 5 214 9 71 Internal Link Dist(ft) 283 4023 607 Turn Bay Length(ft) 145 195 Base Capacity(vph) 784 688 1639 1396 1845 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.00 0.52 0.04 0.22 Intersection Summary Moller Ranch TIA Synchro 7- Report KHA Page 11 HCM Signalized Intersection Capacity Analysis Near-term+Project 6: Silvera Ranch Dr & Tassajara Rd - Timing Plan: PM PEAK k- 1 ' t `►- 1 Movement WBL VVBR' NBT NBR SBC SBT j Lane Configurations Tr P 4 P 5 4 Volume(vph) 24 2 738 45 0 349 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.5 5.5 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frpb,ped/bikes 1.00 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1537 1863 1583 1863 Flt Permitted 0.95 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1770 1537 1863 1583 1863 Peak-hour factor, PHF 0.78 0.78 0.86 0.86 0.85 0.85 Adj. Flow(vph) 31 3 858 52 0 411 RTOR Reduction(vph) 0 3 0 7 0 0 Lane Group Flow(vph) 31 0 858 45 0 411 Conti. Bikes(#/hr) 1 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green, G(s) 2.4 2.4 44.2 44.2 44.2 Effective Green,g(s) 2.4 2.4 44.2 44.2 44.2 Actuated g/C Ratio 0.04 0.04 0.76 0.76 0.76 Clearance Time(s) 5.5 5.5 6.0 6.0 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 73 63 1417 1204 1417 . v/s Ratio Prot c0.02 c0.46 0.22 v/s Ratio Perm 0.00 0.03 v/c Ratio 0.42 0.00 0.61 0.04 0.29 . Uniform Delay,dl 27.2 26.7 3.1 1.7 2.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.4 0.0 0.9 0.0 0.2 • Delay(s) 28.6 26.7 3.9 1.7 2.3 Level of Service C C A A A Approach Delay(s) 28.5 3.8 2.3 Approach LOS C A A Intersection Summary HCM Average Control Delay 4.0 HCM Level of Service A • HCM Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 58.1 Sum of lost time(s) 11.5 Intersection Capacity Utilization 51.8% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report • KHA • Page 12 • • Queues Near-term+Project 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK Lane Group EBL EBT EBR WBI: WBT __NBL NBT NBR SBL, SBT SBR I Lane Group Flow(vph) 254 237 74 211 133 263 1105 270 29 618 89 v/c Ratio 0.57 0.59 0.22' 0.52 0.35 0.58 0.71 0.34 0.23 0.53 0.16 Control Delay 46.6 40.3 33.5 47.1 33.0 46.5 28.5 7.5 52.4 30.5 7.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.6 40.3 33.5 47.1 33.0 46.5 28.5 7.5 52.4 30.5 7.8 Queue Length 50th(ft) 75 133 38 62 65 77 287 19 17 149 0 Queue Length 95th(ft) 145 228 83 104 105 136 495 78 55 305 42 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 265 245 290 295 210 Base Capacity(vph) 747 776 639 747 746 747 1552 792 385 1542 728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.31 0.12 0.28 0.18 0.35 0.71 0.34 0.08 0.40 0.12 Intersection Summary. . , .._':. l .,. r. ' • Moller Ranch TIA Synchro 7- Report KHA Page 13 • HCM Signalized Intersection Capacity Analysis Near-term+Project 7: Gleason Dr & Tassajara Rd Timing Plan:PM PEAK l - 7 c 4- t . `\ t P \► 1 d Movement EBL ,EBT EBR WBl- WBT WBR -NBL NBT NBR SBL SBT --SBR Lane Configurations VS di i vi) T+ 'V9 t+ if T1 Ft P Volume(vph) 231 216 67 160 76 25 218 917 224 26 556 80 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 0.97 0.95 1.00 1.00 0.95 1.00 Frpli, ped/bikes 1.00 1.00 0.97' 1.00 1.00 1.00 1.00 0.97 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1863 1541 3433 1785 3433 3539 1535 1770 3539 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1541 3433 1785 3433 3539 1535 1770 3539 1558 Peak-hour factor,PHF 0.91 0.91 0.91 0.76 0.76 0.76 0.83 0.83 0.83 0.90 0.90 0.90 Adj. Flow(vph) 254 237 74 211 100 33 263 1105 270 29 618 89 RTOR Reduction(vph) 0 0 0 0 10 0 0 0 123 0 0 58 Lane Group Flow(vph) 254 237 74 211 123 0 263 1105 147 29 618 31 Conti. Peds.(11/hr) 7 9 9 7 3 9 9 3 Confl. Bikes(if/hr) 1 1 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases r 8 6 2 Actuated Green,G(s) 12.3 20.6 20.6 11.1 19.4 12.6 41.7 41.7 4.2 33.3 33.3 Effective Green,g(s) 12.3 20.6 20.6 11.1 19.4 12.6 41.7 41.7 4.2 33.3 33.3 Actuated g/C Ratio 0.13 0.21 0.21 0.11 0.20 0.13 0.43 0.43 0.04 0.34 0.34 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 437 397 329 394 358 448 1528 663 77 1220 537 v/s Ratio Prot c0.07 c0.13 0.06 0.07 c0.08 c0.31 • 0.02 0.17 v/s Ratio Perm 0.05 0.10 0.02 v/c Ratio 0.58 0.60 0.22 0.54 0.34 0.59 0.72 0.22 0.38 0.51 0.06 Uniform Delay,dl - 39.7 34.3 31.4 40.3 33.1 39.6 22.7 17.2 44.9 25.1 21.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.6 2.8 0.5 1.1 0.8 1.6 2.0 0.3 2.2 0.6 0.1 Delay(s) 41.4 37:1 31.9 41.4 33.9 41.2 24.6 17.5 47.2 25.7 21.2 Level of Service DD C D C DC BD CC Approach Delay(s) 38.3 38.5 26.1 26.0 Approach LOS D D C C Intersection Summary' -" _-- HCM Average Control Delay 29.5 HCM Level of Service C HCM Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 96.6 Sum of lost time(s) • 14.0 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period(min) • 15 c Critical Lane Group . Moller Ranch TIA Synchro 7- Report KHA Page 14 • • Queues Near-term+Project 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK -' - f ~ '\ t P '► 1 J Lane Group', EBL EST tEBR �WBL .WBTs NBL.=- 4BT NBfZ ' SBL SBT BR Lane Group Flow(vph) 86 86 99 101 43 106 '1275 183 16 786 60 v/c Ratio 0.31 0.29 0.30 0.28 0.18 0.44 0.65 0.20 0.11 0.53 0.09 Control Delay 37.7 31.6 9.1 39.1 21.6 40.8 18.1 5.8 43.1 23.2 9.0 Queue Delay 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.7 31.6 9.1 39.1 21.6 40.8 18.1 5.8 43.1 23.2 9.0 Queue Length 50th(ft) 34 34 0 20 9 41 174 8 6 140 2 Queue Length 95th(ft) 104 81 33 59 37 126 #602' 66 35 352 36 internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 511 921 816 992 852 511 1960 918 511 1788 793 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spill back Cap Reductn 0 0 0 0 .0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.17 0.09 0.12 0.10 0.05 0.21 0.65 0.20 0.03 0.44 0.08 Intersection Sumd a.ry . .? . ;;-... , . - 1.. ._ # 95th percentile volume exceeds capacity,queue may be longer. . Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA • Page 15 HCM Signalized Intersection Capacity Analysis Near-term+Project 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK -• c 1 A\ t /1. 1 4i Movement . __ -. BBC: EBT`.: EBR 7*WBL ti WBT WBR -2,NBir NBT NBR .._.SBL =SBT-� SBR Lane Configurations i it r. 1 fl Ti. . 'S 1^4 P. 1i 44 r . Volume(vph) 72 72 83 84 19 17 92 1109 159 15 715 55 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1555 3433 1715 1770 3539 1549 1770 3539 1536 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1555 3433 1715 1770 3539 1549 1770 3539 1536 Peak-hour factor,PHF 0.84 0.84 0.84 0.83 0.83 0.83 0.87 0.87 0.87 0.91 0.91 0.91 Adj. Flow(vph) 86 86 99 101 23 20 106 1275 183 16 786 60 RTOR Reduction(vph) 0 0 84 0 18 0 0 0 66 0 0 30 Lane Group Flow(vph) 86 86 15 101 25 0 106 1275 117 16 786 30 Confl. Peds. (#/hr) 7 9 9 7 18 18 Confl. Bikes(#/hr) 2 2 3 Turn Type Prot Perm Rot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 10.2 11.9 11.9 6.1 7.8 8.4 41.4 41.4 1.0 34.0 34.0 Effective Green,g (s) 10.2 11.9 11.9 6.1 7.8 8.4 41.4 41.4 1.0 34.0 34.0 Actuated g/C Ratio 0.13 0.15 0.15 0.08 0.10 0.11 0.52 0.52 0.01 0.43 0.43 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 - 2.5 2,5 4.0 4.0 2.5 4.0 4.0 Lane Grp Cap(vph) 229 281 235 265 170 188 1857 813 22 1525 662 v/s Ratio Prot c0.05 c0.05 0.03 0.01 c0.06 c0.36 0.01 0.22 v/s Ratio Perm 0.01 0.08 0.02 v/c Ratio 0.38 0.31 0.06 0.38 0.15 0.56 0.69 0.14 0.73 0.52 0.05 Uniform Delay,dl 31.4 29.8 28.7 34.6 32.5 33.5 13.9 9.6 38.8 16.4 13.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 0.5 0.1 0.7 0.3 3.1 1.2 0.1 72.8 0.4 0.0 Delay(s) 32.2 30.3 28.8 35.3 32.8 36.6 15.1 9.8 111.7 16.8 13.1 Level of Service C C C D C D B A F B B Approach Delay(s) 30.3 34.5 15.9 18.3 Approach LOS C C B B ,Z7.271.- F.: (nteTSedfion Summary. ,, ;,.. .,. :« . m :. HCM Average Control Delay 19.0 HCM Level of Service B HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 78.9 Sum of lost time(s) 18.5 Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period(min). 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 16 • Queues Near-term+Project 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK f --•► 7 ♦ `"- t 4 P \► 1 Lane Group = EBL °EBT"' ,EBRr WBL W6T. '.1)1BL1 r NBT .NBR , .SBIS•-SBT SBR Lane Group Flow(vph) 458. 742 578 312 289 611 1027 547 70 807 178 v/c Ratio 0.77 079 0.47 0.59 0.42 0.74 0.75 0.64 0.32_ 0.48 0.21 Control Delay 54.3 44.8 18.2 53.2 38.2 51.2 35.4 12.5 57.9 36.1 5.8 Queue Delay 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54,3 44.8 18.2 53.2 38.2 51.2 35.4 12.5 57.9 36.1 5.8 Queue Length 50th(ft) 153 249 121 73 88 140 328 76 24 139 0 Queue Length 95th(ft) #307 385 218 127 145 220 473 197 56 201 30 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 320 250 250 Base Capacity(vph) 648 1337 1306 942 1315' 942 1365 853 648 2360 1123 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn . . 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.71 0.55 0,44 0.33 0.22 0.65 0.75 0.64 0.11 0.34 0.16 Inter s eci ion.Summa . -'."- ..�. 71. ._ w _ . . # 95th percentile volume exceeds capacity,queue may be longer, Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Near-term+Project 9: Dublin Blvd & Tassajara Rd Timing Plan. PM PEAK --4 c - t 4\ t t ti t 4/ Movement U ,..•, i °EBL "EBT EBR WBL " WBT ;Vita .,'NBL .-NBT NBR SBL rSBT SBR Lane Configurations ¶1 T4 iim ¶Pi +1+ W) 'f4 r ¶1 tail Fr Volume(vph) 417 675 526 296 230 45 519 873 465 62 718 158 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util. Factor 0.97 0.95 0.88 0.94 0.95 0.94 0.95 1.00 0.97 0.86 0.88 Frpb,ped/bikes 1.00 i 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 2761 4990 3453 4990 3539 1583 3433 6408 2746 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 2761 4990 3453 ' 4990 3539 1583 3433 6408 2746 Peak-hour factor, PHF 0.91 0.91 0.91 0.95 0.95 0.95 0.85 0.85 0.85 0.89 0.89 0.89 Adj. Flow(vph) 458 742 578 312 242 47 611 1027 547 70 807 178 RTOR Reduction(vph) 0 0 33 0 13 0 0 0 243 0 0 130 Lane Group Flow'(vph) 458 742 545 312 276 0 611 1027 304 70 807 48 Confl. Peds. (#/hr) 2 2 2 2 Contt. Bikes(#/hr) 3 ' 1 Turn Type Prot pm+ov Prot Prot Penn Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 18.9 28.8 46.7 11.6 21.5 17.9 42.0 42.0 5.5 29.6 29.6 Effective Green,g (s) 18.9 28.8 46.7 11.6 21.5 17.9 42.0 42.0 5.5 29.6 29.6 Actuated g/C Ratio 0.17 0.26 0.43 0.11 0.20 0.16 0.38 0.38 0.05 0.27 0.27 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 593 931 1178 529 678 816 1357 607 172 1732 742 v/s Ratio Prot c0.13 c0.21 0.08 0.06 0.08 c0.12 c0.29 0.02 0.13 v/s Ratio Perm 0.12 0.19 0.02 v/c Ratio 0.77 0.80 0.46 0.59 0.41 0.75 0.76 0.50 0.41 0.47 0.06 Uniform Delay,dl 43.2 37.6 22.4 46.7 38.4 43.7 29.3 25.8 50.4 33.4 29.7 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 5.7 4.8 0.1 1.1 0.4 3.3 2.6 0.9 0.6 0.3 0.1 Delay(s) 48.9 42.4 22.5 47.8 38.8 47.0 31.9 26.6 51.0 33.6 29.7 Level of Service D D C D D D C C D C C Approach Delay(s) 37.6 43.5 34.8 34.1 Approach LOS D D C C Intersection Summary ' T HCM Average Control Delay 36.5 HCM Level of Service D HCM Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 109.5 Sum of lost time(s) 21.6 Intersection Capacity Utilization i 69.8% ICU.Le've_I of Service C Analysis Period(min) 15 c Critical Lane Group • • • Moller Ranch TIA Synchro 7- Report KHA Page 18 • Queues Near-term+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK s t P d Lane.Group WBL , WBR N6T. .,NBRSBT SBR "�� Lane Group Flow(vph) 572 448 1928 779 1673 489 v/c Ratio 1.01 0.88 0.74 0.50 0.48 0.36 Control Delay 84.9 57.7 7.4 0.1 5.4 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 84.9 57.7 7.4 0.1 5.4 0.8 Queue Length 50th(ft) -203 148 259 0 132 0 Queue Length 95th (ft) #311 #242 m237 m0 156 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 566 507 2615 1550 3470 1345 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 ,Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 1.01 0.88 0.74 0.50 0.48 0.36 .._ Intersection Summary ^:� - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • • Moller Ranch TIA Synchro 7- Report KHA Page 19 • HCM Signalized Intersection Capacity Analysis Near-term+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK i -0. 7 ! t 4\ t P " l r Movement . m "EBL EBT_, EBR° ; W81.. WBT,. WBR, `NBL NBT • NBR •SBL e `SBT _. SBR Lane Configurations '18S it 'h'h i 'tit+ P Volume(vph) 0 0 0 509 0 399 0 1735 701 0 1174 750 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 4.7 • 5.4 4.0 5.4 4.0 Lane Util. Factor 0.97 0.88 0.95 1.00 0.86 0.86 Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Fri 1.00 0.85 1.00 0.85 _ 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 ' 3539 1550 4641 1345 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 3539 1550 4641 1345 Peak-hour factor, PHF 0.92 0.92 0.92 0.89 0.89 0.89 0.90 0.90 0.90 0.89 0.89 0.89 Adj. Flow(vph) 0 0 0 572 0 448 0 1928 779 0 1319 843 RTOR Reduction(vph) 0 0 0 0 0 48 0 0 0 0 41 0 Lane Group Flow(vph) 0 0 0 572 0 400 0 1.928 779 0 1632 489 Conf. Bikes(#/hr) 3 1 Turn Type custom custom Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green, G(s) 17.3 17.3 77.6 105.0 77.6 105.0 Effective Green,g(s) 17.3 17.3 77.6 105.0 77.6 105.0 Actuated g/C Ratio 0.16 0.16 0.74 1.00 0.74 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 566 459 2615 1550 3430 1345 v/s Ratio Prot c0.54 0.35 v/s Ratio Perm c0.17 0.14 . 0.50 0.36 v/c Ratio 1.01 0.87 0.74 0.50 0.48 0.36 Uniform Delay,dl 43.9 42.8 7.9 0.0 5.5 0,0 Progression Factor 1.00 1.00 0.89 1.00 1.00 1.00 Incremental Delay,d2 40.5 17.7 0.1 0.1 0.5 0.8 Delay(s) 84.3 60.5 7.1 0.1 6.0 0.8 Level of Service F E A A A A Approach Delay(s) 0.0 73.9 5.1 4.8 Approach LOS A E A A Intersection•Summa y _ _ ' HCM Average Control Delay 16.9 HCM Level of Service B • HCM Volume to Capacity ratio 0.79 • Actuated Cycle Length(s) 105.0 Sum of lost time(s) 10.1 • Intersection Capacity Utilization 70.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 20 • • Queues Near-term+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK Lane'Group :._ • . EBL2 . EBT EBR: -<WBL- WBR WBR2 NBT-- :NBR SBLk-r SBT • Lane Group Flow(vph) 687 295 439 211 444 120 1533 577 320 1198 332 v/c Ratio 1.32 1.43 0.28 1.53 1.41 0.38 0.96 0.46 1.14 0.51 0.21 Control Delay 194.2 255.6 0.4 305.6 227.4 24.6 42.5 20.4 129.9 • 6.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 0.0 Total Delay 194.2 255.6 0.4 305.6 227,4 24.6 42.5 20.4 129.9 6.0 0.2 Queue Length•50th.(ft) -308 -270 0 -103 -347 47 508 140 -257 117 0 Queue Length 95th(ft) #335 #352 0 #165 #494 80 . #677 193 m#379 m134 m0 Internal Link Dist(ft) 1255 935 981 Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 520 206 1563 138 316 319 1604 1241 . 280 2346 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.32 1.43 0.28 1.53 1.41 0.38 0.96 0.46 1.14 0.51 0.21 • Intersection Summary ... ;, --577,77 - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer.,:_ Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. • • • • Moller Ranch TIA Synchro 7- Report KHA Page 21 • HCM Signalized Intersection Capacity Analysis Near-term+Project 11 : 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK -A - r - t t r , `► I. Movement , :. :EBL2 'ESL'_ ?EBT_ •EBR %WBI__ WBR WBR2'° 'NET . NBR ."NBR2_ SBL'":SB1 Lane Configurations VI 1- r in r r Rt rr 14 Volume(vph), 529 1 226 338 179 377 102 1426 445 92 291 1090 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5.4 5.4 5,4 5,4 . 5.4 5.4 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 Frpb,ped/bikes 1.00 1.00 0.99 1.00 0.99 1,00 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1,00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1862 1563 3431 1566 1578 3539 2705 1770 3539 Fit Permitted 0.95 1.00 1.00 0.47 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 1862 1563 1699 1566 1578 3539 2705 1770 3539 Peak-hour factor, PHF 0.77 0.77 0.77 0.77 0.85 0.85 0.85 0.93 0.93 0.93 0.91 0.91 Adj, Flow(vph) 687 1 294 439 211 444 120 1533 478 99 320 1198 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 15 0 0 0 Lane Group Flow(vph) 687 0 295 439 211 444 120 1533 562 " 0 320 1198 Confl. Peds. (#/hr) 1 1 2 2 2 Confl. Bikes(#/hr) 3 2 2 1 1 Turn Type Prot Perm Free custom custom custom Perm Prot Protected Phases 3 8 4 5 6 5 2 Permitted Phases 8 Free 7 5 4 6 Actuated Green, G(s) 15.9 11,6 105.0 8.5 21.2 21.2 47.6 47.6 ' 16.6 69.6 Effective Green,g(s) 15.9 11.6 105.0 8.5 21.2 21.2 47.6 47.6 16.6 69.6 Actuated g/C Ratio 0.15 0.11 1.00 0.08 0.20 0.20 0.45 0.45 0.16 0.66 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 520 206 1563 138 316 319 1604 1226 280 2346 v/s Ratio Prot c0.20 c0.06 0.06 c0.43 0.18 0.34 v/s Ratio Perm 0.16 0.28 0.12 0.22 0.02 0.21 v/c Ratio 1.32 1.43 0.28 1.53 1.41 0.38 0.96 0.46 1.14 0.51 Uniform Delay,dl 44.5 46.7 0.0 48.2 41.9 36.2 27.7 19.8 44.2 9.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 0.59 Incremental Delay,d2 157.6 220.0 0.4 271.1 200.3 0.3 14.2 1.2 91.8 0.3 Delay(s) 202.1 266.7 0.4 319.4 242.2 36.5 41.8 21.0 131.9 5.6 Level of Service F F A F .,F D D C F A Approach Delay(s) 153.2 36.2 26.5 Approach LOS F D C Intersection Summary :. . HCM Average Control Delay 84.9 • HCM Level of Service F HCM Volume to Capacity ratio 1.11 Actuated Cycle Length(s) . 105.0 Sum of lost time(s) 14.9 Intersection Capacity Utilization 92.8% _ICU Level of Service . F Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 22 HCM Signalized Intersection Capacity Analysis Near-term+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing.Plan: PM PEAK • Movement: SBR „ _ _... Lat}eConfigurations P Volume(vph) • 302 Ideal Flow(vphpl) 1900 Total Lost time(s) 4.0 Lane Util. Factor 1.00 Frpb,ped/bikes 0.98 Flpb, ped/bikes 1.00 . Fri 0.85 Flt Protected 1.00 Satd. Flow(prot) 1550 Flt Permitted 1.00 Satd. Flow(perm) 1550 Peak-hour factor, PHF 0.91 Adj. Flow(vph) 332 • RTOR Reduction(vph) 0 Lane Group Flow(vph) 332 Confl. Peds. (#/hr) Confl. Bikes(#/hr) 2 Turn Type Free Protected Phases Permitted Phases Free Actuated Green, G(s) 105.0 Effective Green,g(s) 105.0 Actuated gIC Ratio 1.00 Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) 1550 v/s Ratio Prot v/s Ratio Perm 0.21 • v/c Ratio 0.21 Uniform Delay,dl 0.0 Progression Factor 1.00 Incremental Delay,d2 0.2 Delay(s) 0.2 Level of Service A Approach Delay(s) • Approach LOS Intersection Summary °" • • Moller Ranch TIA Synchro 7- Report • KHA • • Page 23 • • Queues Near-term+Project 12: Silvera Ranch Dr & Fallon Rd . Timing Plan: PM PEAK 4\ 1 • • Lane`Group _. EBL NBL NBT Lane Group Flow(vph) 43 16 353 206 20 vie Ratio 0.08 0.03 0.20 0.13 0.02 Control Delay 7.0 10.2 1.7 4.0 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 7.0 10.2 1.7 4.0 3.5 Queue Length 50th(ft) 1 1 0 0 0 Queue Length 95th (ft) 7 14 52 68 9 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1544 1589 1863 1854 1543 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.01 0.19 0.11 0.01 Intersection Su nma • • • Moller Ranch TIA Synchro 7- Report KHA Page 24 . . . . • HCM Signalized Intersection Capacity Analysis . Near-term+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK f -\f 41\ t i• 1 Movement--.vr.1 -i:1;.- Tt13L355-EBRi' NBL1 "-.11B7 'SB12-- SBR,-;:k"--• C1777--7:7 ' T 71 Lane Configurations V ili t t ' r Volume(vph) 5 15 14 304 200 19 .. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 , Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 Lane Util. Factor 1 O0 1.00 1.00 1.00 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 0.98 ' Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Fri 0.90. 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1654 1770 1863 1863 1550 • Flt Permitted 0.99 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1654 1770 1863 1863 1550 • Peak-hour factor, PHF 0.47 0.47 0.86 0.86 0.97 0.97 Adj. Flow(vph) 11 32 16 353 206 20 RTOR Reduction(vph) 31 0 0 0 0 12 Lane Group Flow(vph) 12 0 16 353 206 8 . .. 1 . Confl. Bikes(#/hr) . 1 Turn Type Prot ' Perm' Protected Phases 4 5 2 6 Permitted Phases 6 • Actuated Green, G(s) 0.6 0.7 14.7 10.0 10.0 Effective Green,g(s) 0.6 . 0.7 14.7 10.0 10.0 Actuated g/C Ratio 0.02 0.03 0.60 0.41 0.41 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 • Lane Grp Cap(vph) 40 50 1113 757 630 . v/s Ratio Prot c0.01 0.01 c0.19 0.11 v/s Ratio Perm 0.01 v/c Ratio 0.29 0.32 0.32 0.27 , • Uniform Delay,dl 11.8 11.7 2.5 4.9 ' 4.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.5 3.7 0.3 0.4 0.0 Delay(s) 13.3 15.4 2.8 5.3 4.4 Level of Service B B A A A Approach Delay(s) 13.3 3.3 5.2 Approach LOS . B A A thielsebier§ddiniatTT'ir'' .. -:i474-7-770277.?"71773:417,777Z-S..??: 2-'4,471_: 7777- HCM Average Control Delay 4.7 HCM Level of Service A HCM Volume to Capacity ratio 0.32 Actuated Cycle Length(s) 24.6 Sum of lost time(s) • 9.3 , _ . Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period(min) 15 . . . . . c Critical Lane Group . . • . Moller Ranch TIA Synchro 7- Report KHA Page 25 Queues Near-term+Project 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK 1 P ti Lane'Group.. r- -WBL =:NBT,- NBR .SBL .w_:S&L _. ... _° . Lane Group Flow(vph) 5 331 9 6 215 v/c Ratio 0.01 0.19 0.01 0.02 0.12 Control Delay 0.0 2.4 2.3 18.3 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 2.4 2.3 18.3 0.9 Queue Length 50th(ft) 0 0 0 1 0 Queue Length 95th(ft) 0 87 5 11 26 Internal Link Dist(ft) 605 1596 671 Turn Bay Length(ft) 90 120 Base Capacity(vph) 1414 1751 1489 1052 1863 Starvation Cap Reductn 0 0 • 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.00 0.19 0.01 0.01 0.12 Intersection Summary. _. - °" - • • • Moller Ranch TIA Synchro 7- Report KHA Page 26 • • HCM Signalized Intersection Capacity Analysis Near-term+Project 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK f t 1 P 1 • Mouement- ' W-- ,..„.. WBC '°WBR[-:„N$T�- NBR ,S$t:v SBT m; 4 '.1-- ... -,: .. -_''__ Lane Configurations V 'F r 5 t Volume(vph) 0 4 314 9 6 209 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 • 5.3 5.3 4.0 5.3 Lane Util. Factor 1,00 1.00 1.00 1.00 1.00 • Frt 0.86 1.00 0.85 1.00 1.00 • Flt Protected 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1611 1863 1583 1770 1863 Flt Permitted 1.00 1.00 1.00 0.95 1.00 • Satd. Flow(perm) 1611 1863 1583 1770 1863 • Peak-hour factor, PHF 0.75 0.75 0.95 0.95 0.97 0.97 Adj. Flow(vph) 0 5 331 9 6 215 - RTOR Reduction(vph) 5 0 0 2 0 0 Lane Group Flow(vph) 0 0 331 7 6 215 Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 0.6 27.9 27.9 0.7 32.6 Effective Green,g(s) 0.6 _ 2T9 2T9 0.7 32.6 Actuated g/C Ratio 0.01 ` 0.66 0.66 0.02 0.77. • . Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 23 1223 1039 29 1429 v/s Ratio Prot c0.00 c0.18 0.00 c0.12 v/s Ratio Perm , 0.00 v/c Ratio 0.00 0.27 0.01 • 0.21 0.15 Uniform Delay,dl 20.7 3.0 2.5 20.6 1.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.3 0.0 1.3 0.1 Delay(s) 20.7 3.3 2.5 21.9 ' 1.4 . Level of Service C A A C A Approach Delay(s) 20.7 3.3 2.0 Approach LOS C A A Intersection Summary, � i'73 7 i „%:77::;::_:-.,-,7,.,:::::K.', _ HCM Average Control Delay 2.9 HCM Level of Service A HCM Volume to Capacity ratio 0.28 Actuated Cycle Length(s) 42.5 Sum of lost time(s) 14.6 Intersection Capacity Utilization . 28.4% ICU Level of Service A Analysis Period(min) 15 • c Critical Lane Group. Moller Ranch TIA Synchro 7- Report KHA Page 27 • Queues Near-term+Project 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK a\ t ' Lane;Group EBL .rEBR, NBL- - ;NBT SET' SBR Lane Group Flow(vph) 84 238 97 300 267 • 52 v/c Ratio 0.10 0.29 0.32 0.11 0.25 0.10 Control Delay 15.6 3.9 25.3 6.4 15.3 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 3.9 25.3 6.4 15.3 6.5 Queue Length 50th (ft) 7 0 18 9 24 0 Queue Length 95th (ft) 28 18 98 43 82 22 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 2653 2170 878 4691 2608 1161 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.11 0.11 0.06 0.10 0.04 r.. ,.,n_w... ,. _ . Intersectio Summa r y ^` ' • • • • Moller Ranch TIA Synchro 7- Report KHA Page 28 HCM Signalized Intersection Capacity Analysis Near-term+Project 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK J 4\ t 1 r Movements . .- -,EBL' ' EBR:_,„-NBL 'NET =7;SBTr . BBR" .^- _:..> . 3- =rte - Lane Configurations VI rr R ttt Tt rr Volume(vph) 69 • 195 89 276 232 • 45 . Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor • 0.97 0.88 1.00 0.91 0.95 1.00 Frpb,ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99' Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 3433 2746 1770 5085 3539 1561 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) ' 3433 2746 1770 5085 3539 1561 . Peak-hour factor, PHF 0.82 0.82 0.92 0.92 0.87 0.87 Adj. Flow(vph) 84 238 97 300 267 52 RTOR Reduction(vph) 0 181 0 0 • 0 36 . Lane Group Flow(vph) 84 57 97 300 267 16 Confl. Peds. (#/hr) 4 4 4 Conn. Bikes(#/hr) 1 . Turn Type Perm Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 11.0 11.0 6.3 24.8 '14.0 14.0 Effective Green, g(s) 11.0 11.0 6.3 24.8 14.0 14.0 Actuated g/C Ratio 0.24 0.24 0.14 0.54 0.31 0.31 Clearance Time(s) 5.0 '5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 825 660 243 2753 1082 477 v/s Ratio Prot c0.02 c0.05 0.06 c0.08 v/s Ratio Perm 0.02 0.01 v/c Ratio 0.10 0.09 0.40 0.11 0.25 0.03 Uniform Delay,dl • 13.6 13.5 18.0 5.1 11.9 11.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.4 0.0 0.2 0.0 Delay(s) 13.6 13.6 18.4 5.1 12.1 11.2 Level of Service B B B A B B Approach Delay(s) 13.6 8.4 12.0 Approach LOS B A B Ihterseotion,Summary 7,7:7:-.2.7:':::. .. r __ ,,:n: . ; , jiii :s _ .,., a ,,i 7 .,.ri-" HCM Average Control Delay 11.1 HCM Level of Service B HCM Volume to Capacity ratio 0.23 Actuated Cycle Length (s) 45.8 Sum of lost time(s) 14.5 Intersection Capacity Utilization . 32.0%o ICU Level of Service A . .. __ . . . .. Analysis Period(min) 15 c Critical Lane Group _ ' Moller Ranch TIA Synchro 7- Report _ KHA Page 29 Queues Near-term+Project 15: Central Pkwy & Fallon Rd ` / `_ • Timing Plan: PM PEAK 1 -+ i ♦ \ "\ t /' \* + I Czne:Gr.o uA _ E8L . BET- EBR`-:aWBL WBT WBR NBL_' ART_ NBR .SBv. _ SBT SBR Lane Group Flow(vph) 57 8 106 1 2 1 35 619 3 3 586 18 v/c Ratio 0.20 0.01 0.18 0.00 0.00 0.00 0.16 0.30 0.00 0.02 0.35 0.03 Control Delay 28.6 15.9 5.0 36.0 18.5 16.0 31.6 12.4 12.3 35.0 17.3 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 .0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 15.9 5.0 36.0 18.5 16.0 31.6 12.4 12.3 35.0 17.3 10.3 Queue Length 50th(ft) 14 2 0 0 0 0 8 44 0 1 43 0 Queue Length 95th(ft) 52 13 9 3 6 4 54 226 7 12 136 15 Internal Link Dist(ft) 745 383 200 1101 Turn Bay Length(ft) - 270 125 100 100 120 100 100 215 Base Capacity(vph) 790 1692 1429 314 1519 1291 810 3204 1433 162 4107 1282 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.00 0.07 0.00 0.00 0.00 0.04 0.19 0.00 0.02 0.14 0.01 Intersection Stimmary__. j • Moller Ranch TIA Synchro 7- Report KHA Page 30 HCM Signalized Intersection Capacity Analysis Near-term+Project • 15: Central Pkwy & Fallon Rd • Timing Plan:PM PEAK -• c ~ e 4\ t t ` • 1 J Movement EBL EBT -EBR WBL_ WBT WBR .NBL . ,NBT NBR SBL SBT SBR Lane Configurations R 1 P t P vs R4 P I'4f P Volume(vph) 36 7 67 1 2 1 34 594 3 3 492 15 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.95 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1564 3433 1863 1583 1770 3539 1583 1770 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1564 3433 1863 1583 1770 3539 1583 1770 5085 1583 Peak-hour factor, PHF 0.63 0.92 0.63 0.92 0.92 0.92 0.96 0.96 0.92 0.92 0.84 0.84 Adj. Flow(vph) 57 8 1.06 1 2 1 35 619 3 3 586 18 RTOR Reduction(vph) 0 0 84 0 0 1 0 0 1 0 0 11 Lane Group Flow(vph) 57 8 22 1 2 0 35 619 2 3 586 7 Cond. Peds. (#/hr) 1 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 3.9 12.7 12.7 0.4 9.2 9.2 6.6 28.5 28.5 0.4 22.3 22.3 Effective Green,g(s) 3.9 12.7 12.7 0.4 9.2 9.2 6.6 28.5 28.5 0.4 22.3 22.3 Actuated g/C Ratio 0.06 0.21 0.21 0.01 0.15 0.15 0.11 0.47 0.47 0.01 0.37 0.37 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 • 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 113 388 326 23 281 239 192 1653 740 12 1859 579 v/s Ratio Prot c0.03 0.00 0.00 0.00 c0.02 c0.17 0.00 0.12 v/s Ratio Perm c0.01 0.00 0.00 0.00 v/c Ratio 0.50 0.02 0.07 0.04 0.01 0.00 0.18 0.37 0.00 0.25 0.32 0.01 Uniform Delay,dl 27.6 19.2 19.4 30.1 22.0 22.0 24.7 10.5 8.7 30.2 13.9 12.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.3 0.0 0.1 0.3 0.0 0.0 0.2 0.2 0.0 4.0 0.1 0.0 Delay(s) 28.9 19.2 19.5 30.4 22.0 22.0 24.9 10.7 8.7 34.1 14.0 12.3 Level of Service C B B C C C C B A C B B Approach Delay(s) 22.6 24.1 11.4 14.1 Approach LOS C C • B B Intersection Summary .. � } HCM Average Control Delay 13.9 • HCM Level of Service B HCM Volume to Capacity ratio 0.31 Actuated Cycle Length(s) 61.0 Sum of lost time(s) 19.0 Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 31 Queues Near-term+Project 16: Dublin Blvd & Fallon Rd Timing Plan:PM PEAK J 4\ t 1 r Lane Group - EBL EBR NBL NBT SBT SBR Lane Group Flow(vph) 143 606 131 532 635 37 v/c Ratio 0.34 0.42 0.44 0.25 0.53 0.07 Control Delay 23.0 0.9 27.2 5.6 16.8 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.0 0.9 27.2 5.6 16.8 5.6 Queue Length 50th(ft) 39 0 39 36 84 0 Queue Length 95th(ft) 92 0 94 62 135 14 Internal Link Dist(ft) 746 311 Turn Bay Length(ft) 290 290 350 180 Base Capacity(vph) 647 1998 647 2525 2457 1110 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.30 0.20 0.21 0.26 0.03 Intersection Summary • -.,, . - , • • • Moller Ranch TIA Synchro 7- Report KHA Page 32 i HCM Signalized Intersection Capacity Analysis Near-term+Project 16: Dublin Blvd & Fallon Rd . Timing Plan:PM PEAK t -• C ~ t 4\ t P " 1 r Movement- .EBL EBT EBR WBL WBT WBR NBL-NBT NBR SBL SBT SBR Lane Configurations 1 t Pir `S 1. . 71 TT* .1 ft P Volume(vph) 120 0 509 0 0 0 126 511 0 0 527 . 31 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Lane Util.Factor 1.00 0.88 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 2787 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1770 2787 1770 3539 3539 1583 Peak-hour factor, PHF 0.84 0.84 0.84 0.25 0.25 0.25 0.96 0.96 0.96 0.83 0.83 0.83 Adj.Flow(vph) 143 0 606' 0 0 0 131 532 0 0 635 37 RTOR Reduction(vph) 0 0 468 0 0 0 0 0 0 0 0 24 Lane Group Flow(vph) 143 0 138 0 0 0 131 532 0 0 635 13 Turn Type Prot Perm Prot Prot Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 4 Actuated Green,G(s) 13.2 12.7 9.4 33.0 19.1 19.1 Effective Green,g(s) 13.2 12.7 9.4 33.0 19.1 19.1 Actuated g/C Ratio 0.24 0.23 0.17 0.59 0.34 0.34 Clearance Time(s) 4.5 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 419 635 299 2097 1214 543 v/s Ratio Prot c0.08 c0.07 0.15 c0.18 v/s Ratio Perm 0.05 0.01 v/c Ratio 0.34 0.22 0.44 0.25 0.52 0.02 Uniform Delay,dl 17.6 17.5 20.8 5.4 14.7 12.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.2 0.4 0.1 0.5 0.0 Delay(s) 17.8 17.7 21.2 5.5 15.2 12.1 Level of Service B B C A B B Approach Delay(s) 17.7 0.0 8.6 15.0 Approach LOS , B A A B Intersection Summary ... -` - - HCM Average Control Delay 14.0 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length(s) 55.7 Sum of lost time(s) 14.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 33 Queues Near-term+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK 1 P 1 ✓ Lane Group= - WBL WBT WER NBT NBR SET , SBR ) Lane Group Flow(vph) 16 17 492 275 100 888 261 v/c Ratio 0.04 0.04 0.49 0.16 0.07 0.50 0.28 Control Delay 10.9 10.9 3.6 3.9 0.1 5.8 1.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.9 10.9 3.6 3.9 0.1 5.8 1.7 Queue Length 50th(ft) 2 2 0 7 0 28 0 Queue Length 95th(ft) 12 12 23 21 0 79 • 19 Internal Link Dist(ft) 1536 1206 561 • Turn Bay Length(ft) 135 110 200 190 Base Capacity(vph) 1234 1261 2176 3273 1423 3438 1527 Starvation Cap Reductn 0 0 0 0 0 0 0 • Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.01 0.23 0.08 0.07 0.26 0.17 Intersection Summary j Moller Ranch TIA Synchro 7- Report KHA Page 34 HCM Signalized Intersection Capacity Analysis Near-term+Project 17: 1-580 WB Ramps & Fallon Rd I Timing Plan: PM PEAK k - - * i 4\ t P \• 1 r Movement EBL EBT -EBR WBL WBT 'WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 4 Pr ft. P ft P Volume(vph) 0 0 0 22 6 423 0 214 90 0 799 ' 235 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 0.91 0.95 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 0.99 0.85 1.00 0.85 Flt Protected 0.95 0.97 • 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1681 1719 2787 3368 1423 3539 1564 Flt Permitted 0.95 - 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1719 2787 3368 1423 3539 1564 Peak-hour factor, PHF 0.92 0.92 0.92 0.86 0.86 0.86 0.81 0.81 0.81 0.90 0.90 0.90 Adj. Flow(vph) 0 . 0 0 26 7 492 0 264 111 0 888 261 RTOR Reduction(vph) 0 0 0 0 0 382 0 5 0 0 0 128 Lane Group Flow(vph) 0 0 0 16 17 110 0 270 100 0 888 133 Canfi. Bikes(#/hr) 1 1 Turn Type Perm Perm Free Perm Protected Phases 8 2 6 Permitted Phases 8 8 • Free 6 Actuated Green,G(s) 6.3 6.3 6.3 14.4 28.2 14.4 14.4 Effective Green,g(s) 6.3 6.3 6.3 14.4 28.2 14.4 14.4 Actuated g/C Ratio 0.22 0.22 0.22 0.51 1.00 0.51 0.51 Clearance Time(s) 3.5 3.5 3.5 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 376 384 623 1720 1423 1807 799 v/s Ratio Prot 0.08 c0.25 v/s Ratio Perm 0.01 0.01 c0.04 0.07 • 0.09 v/c Ratio 0.04 0.04 0.18 0.16 0.07 0.49 0.17 Uniform Delay,dl 8.6 8.6 8.9 3.7 0.0 4.5 3.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0:0 0.0 0.0 0.0 0.1 0.1 0.0 Delay(s) 8.6 8.6 8.9 3.7 0.1 4.6 3.7 Level of Seance A A A A A A A Approach Delay(s) 0.0 8.9 2.7 4.4 Approach LOS A A A A Intersection Summary . _ • • j HCM Average Control Delay 5.2 HCM Level of Service A HCM Volume to Capacity ratio 0.40 Actuated Cycle Length(s) 28.2 Sum of lost time(s) 7.5 Intersection Capacity Utilization 32.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 35 Queues Near-term+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK t r 1 J Lane Group EBL EBR NBT NBR SBT SBR ) Lane Group Flow(vph) 257 225 223 101 512 443 v/c Ratio 0.24 0.35 0.15 • 0.07 0.65 0.30 Control Delay 10.7 4.3 3.2 0.1 11.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 4.3 3.2 0.1 11.0 0.5 Queue Length 50th(ft) 16 0 6 0 60 0 Queue Length 95th(ft) 38 24 14 0 110 0 Internal Link Dist(ft) 180 1206 Turn Bay Length(ft) 375 560 Base Capacity(vph) . 2732 1306 3154 1423 1715 1486 Starvation Cap Reductn 0 0 0 0 0 0 • Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.17 0.07 0.07 0.30 0.30 Intersection Summary r ) Moller Ranch TIA Synchro 7- Report KHA Page 36 HCM Signalized Intersection Capacity Analysis Near-term+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK J 1- ~ & 1\ t t `► 1 J Movement _ EBU EBT-, EBR4c:WBIoWBT.' hWBR T NBC:. ,�NBTThNBR ..T BL '__S8T $BR Lane Configurations till • rr 4`t> tr tr if Volume(vph) 198 0 173 0 0 0 0 106 160 0 362 459 • Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.91 0.91 0.95 0.95 Frpb,pedlbikes 1.00 1,00 0.99. 0.99 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt .1.00 0.85 0.94 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prof) 3433 1583, 3159 1423 1719 1486 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Said. Flow(perm) 3433 1583 3159 1423 1719 1486 Peak-hour factor, PHF 0.77 0.77 0.77 0.92 0.92 0.92 0.82 0.82 0.82 0.86 0.86 0.86 Adj. Flow(vph) 257 0 225 0 0 0 0 129 195 0 421 534 RTOR Reduction(vph) 0 0 156 0 0 0 0 52 0 0 13 0 Lane Group Flow(vph) 257 0 69 0 0 0 0 171 101 0 499 443 Confl. Bikes(#/hr) 1 1 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green, G(s) 10.2 10.2 14.9 33.1 14.9 33.1 Effective Green,g(s) 10.2 10.2 14.9 33.1 14.9 33.T Actuated g/C Ratio 0.31 0.31 0.45 1.00 0.45 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 1058 488 1422 1423 774 1486 v/s Ratio Prot 0.05 c0.29 v/s Ratio Perm 0.07 0.04 0.07 c0.30 • v/c Ratio 0.24 0.14 0.12 0.07 0.65 0.30 Uniform Delay,dl 8.6 8.3 5.3 0.0 7.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.0 0.1 - 1.9 0.5 Delay(s) 8.6 8.3 5.3 0.1 8.9 0.5 Level of Service A A A A A A Approach Delay(s) " 8.5 0.0 3.7 5.0 Approach LOS A A A A intersection SummaN .. _ , .� _ r. -1 HCM Average Control Delay 5.7 HCM Level of Service A HCM Volume to Capacity ratio 0.48 Actuated Cycle Length(s) 33.1 Sum of lost time(s) 4.0 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 37 Queues Near-term+Project 19: Project Driveway & Tassajara Rd Timing Plan: PM PEAK '� • t P " 1 Lane Group : ' WBL. WBR. NBT= NBR2 SBL'= SBT Lane Group Flow(vph) 142 12 874 249 21 447 v/c Ratio 0.53 0.05 0.75 0.23 0.18 0.36 Control Delay 31.7 13.0 15.6 2.5 30.2 5.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.7 13.0 15.6 2.5 30.2 5.6 Queue Length 50th(ft) 48 0 166 5 7 59 • Queue Length 95th(ft) 97 12 #514 40 26 100 Internal Link Dist(ft) 826 1608 3040 Turn Bay Length(ft) 200 120 200 Base Capacity(vph) 266 248 1167 1066 118 1226 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.53 0.05 0.75 0.23 0.18 0.36 Inter'sectian Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 38 HCM Signalized Intersection Capacity Analysis N ea r-te rm+P roject 19: Project Driveway & Tassajara Rd Timing Plan: PM PEAK t t P 1 Movement WBL WBR NBT NBR, SBL SBT Lane Configurations P fi P 5 t Volume(vph) 131 11 787 224 19 402 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 • Total Lost time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Said. Flow(prof) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd.Flow(perm) 1770 1583 1863 1583 1770 1863 Peak-hour factor, PHF 0.92 0.92 0.90 0.90 0.90 0.90 Adj. Flow(vph) 142 12 874 249 21 447 RTOR Reduction(vph) 0 10 0 82 0 0 Lane Group Flow(vph) 142 2 874 167 21 447 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green,G(s) 9.0 9.0 37.6 37.6 0.8 43.9 Effective Green,g(s) 9.0 9.0 37.6 37.6 0.8 43.9 Actuated gIC Ratio 0.14 0.14 0.58 0.58 0.01 0.68 Clearance Time(s) 5.5 5.5 6.0 6.0 5.5 6.0 Vehicle Extension(s) 2.0 2.0 4.0 4.0 2.0 4.0 Lane Grp Cap(vph) 247 221 1088 924 22 1270 v/s Ratio Prot c0.08 c0.47 0.01 c0.24 v/s Ratio Perm 0.00 . 0.11 v/c Ratio 0.57 0.01 0.80 0.18 0.95 0.35 Uniform Delay,dl 25.9 23.9 10.5 6.2 31.8 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 9.4 0.1 6.3 0.4 168.9 0.8 Delay(s) 35.3 23.9 16.8 6.7 200.7 5.1 Level of Service D C B A F A Approach Delay(s) 34.4 14.6 13.8 Approach LOS C • B B Intersection Summary HCM Average Control Delay 16.1 HCM Level of Service B HCM Volume to Capacity ratio 0.78 Actuated Cycle Length(s) 64.4 Sum of lost time(s) 17.5 Intersection Capacity Utilization 58.3% ' ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group ' • Moller Ranch TIA Synchro 7- Report KHA Page 39 • NT + Project PM Fri Jul 20, 2012 10:14:45 Page 1-1 Scenario Report Scenario: NT + Project PM Command: NT + P PM Volume: Near-Term PM Geometry: Near-Term Impact Fee: Default Impact Fee • Trip Generation: Project PM Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: NT + P PM • Traffic 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • • NT + Project PM Fri Jul 20, 2012 10:14:45 Page 2-1 Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd A xxxxx 0.472 A xxxxx 0.477 + 0.005 V/C 4 4 Camino Tassajara/Windemere Pkw A xxxxx 0.337 A xxxxx 0.342 + 0.005 V/C • Traffix 8.0.0715 (c) 2008 Dowling Assoc: Licensed to KIMLEY-HORN, SAN RAMON NT + Project PM Fri Jul 20, 2012 10:14:45 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) .***k*************** #a.*******-******************++#**++#**#++***k******+++#a#+ Intersection #3 Camino Tassajara/Highland Rd F +****** +*#R*******+# *******+****w{-*++i.:*c**f************+***-*t#**##*#******R- Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.477 Loss Time (sec) : 0 Average Delay (sec/veh) : . Optimal Cycle: 36 Level Of Service: A + ._.****#+**+******+***+*****************+********************+**+************** _ Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I II II---------------II 1 Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include , Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1! 0 '0 I II I I I Volume Module: Base Vol: 465 62 233 232 0 0 0 0 6 0 46 Growth Adj : 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 465 62 233 232 0 0 0 0 6 0 46 Added Vol: 9 0 0 15 0 0 0 0 0 0 0 PassereyVol: 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 474 62 233 247 0 0 0 0 6 . 0 46 User Adj : 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PBF Adj : 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 474 62 233 247 0 0 0 0 6 0 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 474 62 233 247 0 0 0 0 6 0 46 RTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 474 62 233 247 0 0 0 0 6 0 46 PCE Adj : 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.001,00 1.00 Finalvoiume: 474 62 233 247 0 0 0 0 6 0 ' 46 I IF 11 IF 1 Saturation Flow Module: . Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.88 0.12 1 .00 1.00 0.00 0.00 0.00 0.00 0.12 0.00 0.88 Final Sat. : 0 1521 199 1720 1720 0 0 0 0 198 0 1522 I 11 I I I I I Capacity Analysis Module: Vol/Sat: 0.00 0.31 0.31 0.14 0.14 0.00 0.00 0.00 0.00 0.03 0.00 0.03 Crit Volume: 536 233 0 52 Crit Moves: **-* **+* *+** k*+rr**!*************#+****** ***************+*********-*********+*+***>+:*++*+-* • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON NT + Project PM Fri Jul 20, 2012 10:14:45 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) +++++++***++++++++***************++*********++*********+*++*+************+*+m++* Intersection #4 Camino Tassajara/Windemere Pkwy *******************+************+***************************+***********+******* Cycle (sec) : 100 Critical Vol_/Cap. (X) : 0.342 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 33 Level Of Service: A ******************************************** **+**************“***********+*** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I II - II II I Control: Protected Permitted Split Phase Split Phase Rights: Include I Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R:. 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 II II - II I Volume Module: Base Vol: 244 540 0 0 246 39 40 0 175 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 244 540 0 0 246 39 40 0 175 0 0 0 Added Vol: 3 9 0 0 15 0 0 0 5 0 0 0 PassereyVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 247 549 0 0 261 39 40 0 180 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 247 549 0 0 261 39 40 0 180 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 247 549 0 0 261 39 40 0 180 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 136 0 0 0 RTOR Vol: 247 549 0 0 261 39 40 0 44 0 0 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 247 549 0 0 261 39 40 0 44 0 0 0 I I I I I I I I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.74 0.26 1.00 0.00 2.00 0.000.00 0.00 Final Sat. : 3127 1720 0 0 2993 447 1720 0 3127 0 0 0 I I I I I II I Capacity Analysis Module: Vol/Sat: 0.08 0.32 0.00 0.00 0.09 0.09 0.02 0.00 0.01 0.00 0.00 0.00 . Crit Volume: 549 150 40 0 Crit Moves: **** **** *+**+*********************************************************************+***** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAM RAMON • • • LONG-TERM TRAFFIC CONDITIONS • • • • • • • DublinMonerRancnosAppendixHeaaers.aoc 10 September 2012 Queues Long-term 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK f c 4- t °, t /4 `• I Lane Group . . EBL ' 'EBT'"'EBR WBL - WBT WBR ; NBLT ;NBT .1 'NBR"` SBL SBT' Lane Group Flow(vph) 73 701 1049 724 2342 354 1204 704 379 548 2216 v/c Ratio 0.79 0.60 0.96 0.84 1.21 0.34 1.51 0.74 0.37 0.59 1.16 Control Delay 120.5 54.3. 60.8 69.4 140.8' 8.0 276.5 62.2 16.3 51.0 125.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 Total Delay 120.5 54.3 60.8 69.4 140.8 8.0 276.5 62.2 16.3 51.0 125.6 Queue Length 50th(ft) 37 227 534 244 -1022 94 -579 240 68 241 -744 Queue Length 95th (ft) #86 280 #763 251 #906 133 #619 258 76 319 #815 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 92 1178 1091 965 1932 1031 798 1254 1086 936 1904 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.60 0.96 0.75 1.21 0.34 1.51 0.56 0.35 0.59, 1.16 Intersection Summary. _ 7 - v___1. - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Long-term 1: Dublin Blvd &Dougherty Road Timing Plan:AM PEAK • t 7 ` ~ t 1 t P \► 1 r Movement EBL , 'LEBT, .EBR WBL . WBTA T=WBR ' NBL N#T .- NBR,,:--- SBL " SBT SBR Lane Configurations V1 1'11' el ) ttt• r V°f 4f4- irrr ¶ 1ttt4 Volume(vph) 66 638 955 579 1874 283 1023 598- 322 493 1805 189 Ideal Flow(vphpl) 1900 1900 1900 1900 1900. 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb,ped/bikes 1.00 1.00 0.99 1.00 . 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prof) 3433 5085 2765 4990 5085 1568 4990 5085 2787 3433 6305 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 5085 2765 4990 5085 1568 4990 5085 2787 3433 6305 Peak-hour factor, PHF 0.91 0.91 0.91 0.80 0.80 0.80 0.85 0.85 0.85 0.90 0.90 0.90 Adj. Flow(vph) 73 701 1049 724 2342 354 1204 704 379 548 2006 _210 RTOR Reduction(vph) 0 0 2 0 0 8 0 0 26 0 12 0 Lane Group Flow(vph) 73 701 1047 724 2342 346 1204 704 353 548 2204 0 Confl. Peds. (#/hr) 3 1 1 3 6 6 Confl. Bikes(#/hr) 1 3 2 Turn Type Prot . pm+ov Prot pm+ov Prot pm+ov Prot Protected Phases 5 2 3 1 6 7 3 8 1 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 4.0 34.8 58.8 25.9 57.0 97.9 24.0 28.1 54.0 40.9 45.0 Effective Green,g(s) 4.0 34.8 58.8 25.9 57.0 97.9 24.0 28.1 54.0 40.9 45.0 Actuated g/C Ratio 0.03 0.23 0.39 0.17 0.38 0.65 0.16 0.19 0.36 0.27 0.30 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.5 2.0 2.0 4.5 2.0 2,0 4.5 2.0 2.0 4.5 Lane Grp Cap(vph) 92 1180 1084 862 1932 1023 798 953 1003 936 1892 v/s Ratio Prot 0.02 0,14 0.15 c0.15 c0,46 0.09 c0.24 0.14 0.06 0.16 c0.35 v/s Ratio Perm 0.22 0.13 0.07 v/c Ratio 0.79 0.59 0.97 0.84 1.21 0.34 1.51 0.74 0.35 0.59 1.16 Uniform Delay,dl 72.6 51.3 44.6 60.0 46.5 11.6 63.0 57.5 35.2 47.2 52.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Incremental Delay,d2 34,1 2.2 19.2 6.9 100.6 0.1 235.5 3.4 0.1 0.6 80.4 Delay(s) 106.7 53.5 63.9 67.0 147.1 11.7 298.5 60.9 ,35.3 47.8 132,9 Level of Service F D E E F B F E D D - F Approach Delay(s) 61.6 116.1 ' 181.7 116.1 Approach LOS E F F F Intersection Summa y HCM Average Control Delay 121.0 HCM Level of Service F • HCM Volume to Capacity ratio 1.26 . Actuated Cycle Length(s) 150.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 105.9% ICU Level of Service G Analysis Period(min) 15 • c • Critical Lane Group , Moller Ranch TIA Synchro 7- Report KHA Page 2 • Queues Long-term 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK Lane,Grou ESL:- EBT ERR' "'WBL -.VBT. .:NBL _ _NBT NBR SBL "-'SBT SBR Lane Group Flow(vph) 175 770 782 866 2181 283 411 117 20 . 506 195 v/c Ratio 0.81 0.45 0.68 1.24 0.89 1.10 0.26 0.21 0.21 0.38 0.39 Control Delay 93.4 38.2 31.9 167.1 40.3 145.6 38.8 7.2 74.2 44.9 17.5 Queue Delay 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.4 38.2 31.9 167.1 40.3 145.6 38.8 7.2 74.2 44.9 17.5 Queue Length 50th(ft) 85 206 290 -521 675 -107 110 0 9 144 47 Queue Length 95th (ft) #114 212 299 #619 703 #173 143 48 23 165 99 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 220 1729 1157 698 2438 258 1574 564 95 1333 501 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0. 0 Spillback Cap Reductn 0 0 0 0 0 0 ' 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.45 0.68 . 1.24 0.89 1.10 0.26 0.21 0.21 0.38 0.39 intersection Summary r Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Long-term 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK e -► ♦ ` '- \ -, t t `► 1 1 Movement EEL EBT EBR WBL WBT WBR . :NBL NET NBR SBL_ SBT SBR Lane Configurations Vi Intl' Pfr Tiff t?b Ws I'M if VI lift P Volume(vph) 138 608 618 753 1873 24 269 390 111 17 420 162 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.91 1.00 0.97 0.91 1.00 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 • 1.00 1.00 1.00 1.00- 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2749 3433 5074 4990 5085 1561 3433 5085 1543 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2749 3433 5074 4990 5085 1561 3433 5085 1543 Peak-hour factor, PHF 0.79 0.79 0.79 0.87 0.87 0.87 0.95 0.95 0.95 0.83 0.83 0.83 Adj.Flow(vph) 175 770 782 866 2153 28 283 411 117 20 506 195 RTOR Reduction(vph) 0 0 49 0 1 0 0 0 81 0 0 95 Lane Group Flow(vph) 175 770 733 866 2180 0 283 411 36 20 506 100 Confl. Peds.(#/hr) 5 2 2 5 12 1 1 12 Confl. Bikes(#/hr) 3 5 1 Turn Type Prot pm+ov Prot Prot Penn Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 9.2 49.3 56.8 29.5 69.6 7.5 44.9 44.9 2.4 39.8 39.8 Effective Green, g(s) 9.2 49.3 56.8 29.5 69.6 7.5 44.9 44.9 2.4 39.8 39.8 Actuated g/C Ratio 0.06 0.34 0.39 0.20 0.47 0.05 0.31 0.31 0.02 0.27 0.27 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 215 1708 1064 690 2406 255 1555 477 56 1379 418 v/s Ratio Prot 0.05 0.15 0.04 c0.25 c0.43 c0.06 0.08 0.01 c0.10 . v/s Ratio Perm 0.23 0.02 0.06 v/c Ratio 0.81 . 0.45 0.69 1.26 0.91 1.11 0.26 0.08 0.36 0.37 0.24 Uniform Delay,dl 68.0 38.2 37.6 58.7 35.6 69.7 38.5 36.2 71.4 43.3 41.7 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 19.5 0.9 1.5 126.4 6.3 89.0 0.4 0.3 1.4 0.8 1.3 Delay(s) 87.5 39.0 39.1 185.1 41.9 158.7 38.9 36.5 72.9 44.1 43.0 Level of Service F D D F D F D D E D D Approach Delay(s) 44.0 82.6 80.3 44.6 Approach LOS D F F D Intersection Summary -s HCM Average Control Delay 67.4 HCM Level of Service E HCM Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 146.8 Sum of lost time(s) 14.5 Intersection Capacity Utilization 115.5% ' ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group . _ . Moller Ranch TIA Synchro 7- Report KHA Page 4 Queues Long-term 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK t Lane Grciup WBL NBT SBL SBT Lane Group Flow(vph) 405 707 60 664 v/c Ratio 0.72 0.84 0.36 0.79 Control Delay 21.1 24.8 18.4 21.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 21.1 24.8 18.4 21.6 Queue Length 50th(ft) 93 173 11 156 Queue Length 95th(ft) 115 #370 44 #365 Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 807 990 193 990 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.50 0.71 0.31 0.67 Intersection Summary ) # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 5 HCM Signalized Intersection Capacity Analysis Long-term 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK C < t fi \* •1 ---• Movement --,,T;:- - '. j.VVE3L-._. VVBR .j.,,,NBT- NBISBL- SBT.; - :1: H Cr. c , ' - --.- • Lane Configurations V tr• If t Volume(vph) 160 123 593 1 53 584 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 j 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Fri 0.94 1.00 1,00 1.00 Flt Protected 0.97 1.00 0,95 1.00 Said. Flow(prot) 1705 1862 1770 1863 Fit Permitted 0.97 1.00 0.20 1.00 Said. Flow(perm) 1705 1862 364 1863 Peak-hour factor, PHF 0.70 0.70 0.84 0.84 0.88 0.88 Adj. Flow(vph) 229 176 706 1 60 664 RTOR Reduction(vph) 51 0 0 0 0 0 Lane Group Flow(vph) 354 0 707 0 60 664 Turn Type Perm Protected Phases 8 2 6 Permitted Phases 6 Actuated Green, G(s) 15.3 23.0 23.0 23.0 Effective Green,g(s) 15.3 23.0 23.0 23.0 . . Actuated g/C Ratio 0.30 0.46 0.46 0.46 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3,0 3.0 Lane Grp Cap(vph) 519 851 166 852 v/s Ratio Prot c0 21 c0.38 0.36 v/s Ratio Perm 0.16 v/c Ratio 0.68 0.83 0.36 0.78 Uniform Delay,dl 15.4 11.9 8,9 11.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.7 6.9 1,3 4.6 Delay(s) 19.1 18.9 10.2 16.1 Level of Service B B B B Approach Delay(s) 19.1 18.9 15.6 Approach LOS B B B Ihtersection.Surilina)&- ,;.',1--H,„„. -7171::1717,72:v.'tt""',..-. ,Ft.-rj-A,..;,- HCM Average Control Delay 17.6 HCM Level of Service B HCM Volume to Capacity ratio P.77 . Actuated Cycle Length(s) 50.3 Sum of lost time(s) . 12.0 Intersection Capacity Utilization • , 70.4% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group . . Moller Ranch TIA Synchro 7- Report KHA Page 6 • Queues Long-term 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK l � t g .tea c_.. y: .. .v....W...m.. Lane,Group ,v, . '_ . _ EBL "�'E812�" NBL_ .�=NBT ,.f8T.. _. Lane Group Flow(vph) 26 431 648 868 1165 v/c Ratio 0.07 0.54 2.37 0.76 0.76 Control Delay 21.4 9.5' 649.8 16.6 20.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 21.4 9.5 649.8 16.6 20.1 Queue Length 50th(ft) 9 22 -215 181 168 Queue Length 95th(ft) 24 51 #356 458 324 • Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 731 1311 273 1243 1721 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 • Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.04 0.33 2.37 0.70 0.68 Intersection Summa y . ._. .. A - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 7 • • HCM Signalized Intersection Capacity Analysis Long-term 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK ° t • Movement sEBL ,.:EBR " 'NBIi _NBT_:-SET; SBR�',:� , ,. „ ' .:w.:°. -1 Lane Configurations Ti rr ?t. Volume(vph) 22 366 531 712 866 124 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 0.88 0.97 1.00 0.95 Frpb, ped/bikes 1.00 0.98 1.00 . 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.98 Flt Protected 0.95 1.00 0,95 1.00 1.00 Satd. Flow(prot) 1770 2728 '3433 1863 3473. Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 2728 3433 1863 3473 Peak-hour factor, PHF 0.85 0.85 0.82 0.82 0,85 0.85 Adj. Flow.(vph) 26 431 648 868 1019 146 RTOR Reduction(vph) 0 251 0 0 13 0 Lane Group Flow(vph) 26 180 648 868 1152 0 Confl. Peds. (#/hr) 1 Turn Type Perm Prot Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green,G,(s) 12.8 12.8 5.1 39.0 27.9 Effective Green,g(s) 12.8 12.8 5.1 39.0 27.9 • Actuated g/C Ratio 0.20 0.20 0.08 0.61 0.44 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 355 547 274 1139 1519 v/s Ratio Prot 0.01 c0.19 c0.47 0.33 • v/s Ratio Perm c0.07 v/c Ratio 0.07 0.33 2.36 0.76 0.76 Uniform Delay,dl 20.7 21.8 29.3 9.0 15.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.4 625.4 3.1 2.2 • Delay(s) 20.8 22.2 654.8 12.1 17.3 Level of Service CC F BB • Approach Delay(s) 22.1 286.8 17.3 • Approach LOS C F B ice__ Inferseetion Summary - r • rl m HCM Average Control Delay 148.2 HCM Level of Service F HCM Volume to Capacity ratio 0.76 • • Actuated Cycle Length(s) 63.8 Sum of lost time(s) 12.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 8 • • Queues Long-term 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK _4, \♦ ♦•' `- - '\ t P ' •/ Lane Group_ EBL EBT EBR WBL Wr3T WBR "NBL NBT NBW4- SBL -=SBT ,, SBR Lane Group Flow(vph) 286 7 36 210 188 12 44 1324 165 5 875 550 v/c Ratio . 0.44 0.03 0.14 0.51 0.56 0.04 0.32 0.76 0.20 0.05 0.56 0.38 Control Delay 34.3 28.2 11.7 36.4 35.7 14.2 42.0 20.9 5.5 39.4 10.3 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0,0 0.0 Total Delay 34.3 28.2 11.7 36.4 35.7 14.2 42.0 21.2 5.5 39.4 10.3 0.8 • Queue Length 50th(ft) 43 3 0 94 80 0 20 240 11 2 79 0 Queue Length 95th(ft) 77 14 23 82 66 4 42 276 27 14 159 0 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 560 150 110 110 150 • 190 150 400 Base Capacity(vph) 654 689 608 413 .745 640 158 1741 838 93 1662 1441 Starvation Cap Reductn 0 0 0 0 0 0 0 78 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.01 0.06 0.51 0.25 0.02 0.28 0.80 0.20 0.05 0.53 0.38 Su Ha Interseetion:Summaiy _- � ( • • Moller Ranch TIA Synchro 7- Report KHA Page_9 • HCM Signalized Intersection Capacity Analysis Long-term 5: Tassajara Rd & Fallon Rd \ e Timing Plan:AM PEAK -► ' c 4-- 1 t P • 1 r Movement t . -_EBL " `EBT':=,.EBR :WBL WB' e WBR , NBC'''`'NB;T=s',NBR SBL 'SKI _ SBR' Lane Configurations "r111 t V ) T r qs R4 r vi 114 t' Volume(vph) 243 6 • 31 88 79 5 29 874 109 5 312 1056 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.3 5.3 . 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 4.0 Lane Util. Factor 0.94 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.91 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.91 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) _ 4990 1863 1583 1770 1863 1583 1770 3539 1583 1770 3071 1441 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 4990 1863 1583 1770 1863 1583 1770 3539 1583 1770 3071 1441 Peak-hour factor, PHF 0.85 0.85 0.85 0.42 0.42 0.42 0.66 0.66 0.66 0.96 0.96 0.96 Adj. Flow(vph) 286 7 36 210 188 12 44 1324 165 5 325 1100 RTOR Reduction(vph) 0 0 33 0 0 10 0 0 64 0 272 0 Lane Group Flow(vph) 286 7 3 210 188 2 44 1324 101 5 603 550 Turn Type Prot Perm Prot Perm Prot Perm Prot Free Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 Free Actuated Green, G(s) 10.1 8.0 8.0 17.9 16.1 16.1 -I.3 8 37.8 37.8 0.7 33.9 82.7, Effective Green,g(s) 10.1 8.0 8.0 17.9 16.1 16.1 3.8 37.8 37.8 0.7 33.9 82.7 Actuated g/C Ratio 0.12 0.10 0.10 0.22 0.19 0.19 0.05 ' 0.46 0.46 0.01 0.41 1.00 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 4.0 ' 2.0 4.0 4.0 2.0 4.0 . Lane Grp Cap(vph) 609 180 153 383 363 308 81 1618 724 15 1259 1441 v/s Ratio Prot 0.06 0.00 c0.12 c0.10 0.02 c0.37 0.00 0.20 v/s Ratio Perm 0.00 0.00 0.06 c0.38 v/c Ratio 0.47 0.04 0.02 0.55 0.52 0.01 0.54 0.82 0.14 0.33 0.48 0.38 Uniform Delay,dl 33.8 33.9 33.8 28.8 29.8 26.9 38.6 19.5 13.0 40.8 17.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 0.1 0.1 0.9 1.7 0.0 3.9 3.5 0.1 4.7 0.4 0.8 Delay(s) 34.6 ' 34.0 33.9 29.7 31.5 26.9 42.5 23.0. 13.1 45.5 18.3 0.8 Level of Service C C C. C C C D C B D B A Approach Delay(s) 34.5 30.4 22.5 11.7 Approach LOS C C C B lntersecttonSemmary i.A.I Ierer:, .e: '., k ,m .1_elITL... . ' 1 HCM Average Control Delay 20.3 HCM Level of Service • C HCM Volume to Capacity ratio 0.63 Actuated Cycle Length(s) 82.7 Sum of lost time(s) 4.0 Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report • • KHA Page 10 Queues Long-term 6: Silvera Ranch Dr & Tassajara Rd Timing Ran:AM PEAK > c - °, t t `► 1 r Lane Group ' t ''ESL- -4EBT.x. )1)/BL •<.WBT NBL NBT ,NBR SBT PSBR . I Lane Group Flow(vph) 2 4 122 3 10 329 18 2 1216 8 v/c Ratio 0.01 0.01 0.38 0.00 • 0.07 0.13 0.02 0.01 0.48 0.01 Control Delay 33.0 0.0 26.8 0.0 32.9 10.4 7.6 31.0. 11.9 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.0 0.0 26.8 0.0 32.9 10.4 7.6 31.0 11.9 10.0 • Queue Length 50th(ft) 1 0 28 0 3 12 0 1 58 0 Queue Length 95th(ft) 8 0 72 0 22 66 13 8 . 265 10 Internal Link Dist(ft) 582 283 4023 607 Turn Bay Length(ft) 50 145 100 195 80 100 Base Capacity(vph) 148 685 592 1152 148 2577 811 592 3296 1028 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spill back Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.01 0.21 0.00 0.07 0.13 0.02 0.00 0,37 0.01 Intersection Summary.--o,.: ... .'; ... .- • • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 11 • HCM Signalized Intersection Capacity Analysis Long-term 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK f -• - , 1 ~ e 4\ t t `► 1 4i Movement.' '' ' """ .EBLLw-;EBT=?,-4= EBR' °NBL,_ NiBfLWBR .,`-NBL .„ NBT--- NBR_ SBL SBT SBR Lane Configurations 11 ) b ) tit'f r 11 ftt r Volume(vph) 2 0 4 72 0 2 9 276 15 2 1155 7 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 . 1900 1900 1900 1900 Total Lost time(s) 5.5 6.0 5.5 6.0 5.5 6.0 6.0 5.5 6.0 6.0 Lane Util. Factor 1.00 1.00 6 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd, Flow(prot) 1770 1583 1770 1583 1770 5085 1583 1770 . 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1583 1770 1583 1770 5085 1583 1770 5085 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.59 0.92 0.59 0.92 0.84 0.84 0.95 0.95 0.92 Adj. Flow(vph) 2 0 4 122 0 3 10 329 18 2 1216 8 RTOR Reduction(vph) 0 4 0 0 2 0 0 0 10 0 0 3 Lane Group Flow(vph) 2 0 0 122 1 0 10 329 8 2 1216 5 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 _ 3 8 7 _ 4 Permitted Phases 8 4 Actuated Green,G(s) 0.5 3.5 7.9 10.9 0.5 26:3 26.3 0.7 26.5 26.5 Effective Green,g(s) 0.5 3.5 7.9 10.9 0.5 26.3 26.3 0.7 26.5 26.5 Actuated g/C Ratio 0.01 0.06 0.13 0.18 0.01 0.43 0.43 0.01 0.43 0.43 Clearance Time(s) 5.5 6.0 5.5 6.0 5.5 6.0 6.0 5.5 6.0 6.0 Vehicle Extension(s) 3.0 4.0 3.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 Lane Grp Cap(vph) 14 90 228 281 14 2178 678 20 2195 683 v/s Ratio Prot 0.00 0.00 c0.07 c0.00 c0.01 0.06 0.00 c0.24 v/s Ratio Perm 0.00 0.00 v/c Ratio 0.14 0.00 0.54 0.00 0.71 0.15 0.01 0.10 0.55 0.01 Uniform Delay,dl 30.2 27.3 25.0 20.8 30.4 10.7 10.1 30.0 13.0 '10.0 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 4.7 0.0 2.4 0.0 100.1 0.0 ' 0.0 2.2 0.4 0.0 Delay(s) '34.9 27.3 27.4 20.8 130.5 10.8 10.1 32.2 13.4 10.0 Level of Service C C C C F B B C B A Approach Delay(s) 29.8 27.3 14.1 13.4 Approach LOS C C B B cia W InterseotionSummar� _ � . .':; .,,��._ _t�. :.,- c,-,.. __ ,r, ,. _ . - ;:i HCM Average Control Delay 14.6 HCM Level of Service B HCM Volume to Capacity ratio 0.38 . Actuated Cycle Length (s) 61.4 Sum of lost time(s) 11.0 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 12 Queues Long-term • 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK �• ~ 4\ t t `► 1 J Cane`Gmup "° .EBL EBT . .EBR:= `'WBL WBT' NBE.11T NBT'" NBR -BBC- SBT SBR Lane Group Flow(vph) 101 239 59 441 639 172 494 206 92 1236 606 v/c Ratio 0.58 0.46 0.26 0.75 0.68 0.76 0.33 0.27 0.76 0.83 0.77 Control Delay 61.2 41.8 41.0 47.8 34.9 68.2 21.0 4.0 84.0 32.2 23.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.2 41.8 41.0 47.8 34.9 68.2 21.0 4.0 84.0 32.2 23.4 Queue Length 50th(ft) 31 73 33 133 182 54 104 0 57 343 197 Queue Length 95th(ft) 54 94 60 150 170 #113 164 39 #152 #505 381 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 200 265 245 290 295 210 Base Capacity(vph) . 175 785 341 741 1346 227 1488 776 121 1495 791 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.30 0.17 0.60 0.47 0.76 0.33 0.27 0.76 0.83 0.77 Intersechon Summary .. # 95th percentile volume exceeds capacity.queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 13 • HCM Signalized Intersection Capacity Analysis Long-term 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK• f -* 1 { ~ t 4\ t / 1 r Movement--•...•-:= . , •: EBL. 7 E81-�""EBR tNBL ' W87 WEIR_ , ;; NBL�'..."cN6T° NBR SBL - SBT. ;SBR. Lane Configurations VI tt j VI 4S, VI T4 P 11 if F Volume(vph) 76 179 44 • 304 369 72 146 420 175 79 1063 521 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 • Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 .5.0 4.5 5.0 5.0 Lane Util,Factor 0.97 0.95 1.00 0.97 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 . Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 1533 3433 3444 3433 3539 1561 1770 3539 1560 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 1533 3433 3444 3433 3539 1561 1770 3539 1560 Peak-hour factor, PHF 0.75 0.75 0.75 0.69 0.69 0.69 0.85 0.85 0.85 0.86 0.86 0.86 Adj.Flow(vph) 101 239 59 441 535 104 172 494 206 92 1236 606 RTOR Reduction(vph) 0 0 0 0 16 0 0 0 119 0 0 131 Lane Group Flow(vph) 101 239 59 441 623_ 0 172 494 87 92 1236 475 Confl. Peds. (#/hr) 2 6 6 2 3 2 2 3 Confl. Bikes(#/hr) 7 3 1 Turn Type Prot Perm Prot ' Prot Perm Prot Perm Protected Phases ' 3 8 7 4 1 6 5 2 Permitted Phases • 8 6 '2 Actuated Green,G(s) 5.0 14.4 14.4 16.9 26.3 6.5 41.5 41.5 6.7 41.7 41.7 Effective Green,g(s) 5.0 14.4 14.4 16.9 26.3 6.5 41.5 41.5 6.7 41.7 41.7 Actuated g/C Ratio 0.05 0.15 0.15 0.17 0.27 0.07 0.42 0.42 0.07 0.42 0.42 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 174 517 224 589 920 227 1491 658 120 1498 660 v/s Ratio Prot 0.03 0.07 c0.13 c0.18 0.05 0.14 c0.05 c0.35 v/s Ratio Perm 0.04 0.06 0.30 v/c Ratio 0.58 0.46 0.26 0.75 0.68 0.76 0.33 0.13 0.77 0.83 0.72 Uniform Delay,dl 45.7 38.5 37.3 38.8 32.3 45.2 19.2 17,5 45.1 25.2 23.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 4.0 0.9 0.9 4.9 2.2 12.9 0.2 0.2 23.9 4.2 4.3 Delay(s) 49.8 39.4 38.2 43.7 34.5 . 58.1 19.4 17.6 69.1 29.4 27.8 Level of Service D D D D ' C E B B E C C Approach Delay(s) 41.8 38.2 26.6 30.8 • Approach LOS . D D C C fntersecbon°Summary . I HCM Average Control Delay . 32.8 HCM Level of Service C HCM Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 98.5 Sum of lost time(s) 9.0 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group . • Moller Ranch TIA Synchro 7- Report KHA Page 14 • Queues Long-term 8: Central Pkwy &'Tassajara Rd - Timing Plan:AM PEAK F `� t p �► l J Lane Group EBL'= .EST: _ EBR -WBL WBT NBL NBT., NBR ..SBL . SBT SBR Lane Group Flow(vph) 162 93 104 480 214 44 696 187 47 1399 124 v/c Ratio 0.71 0.34 0.35 0.81 0.60 0.61 0.42 0.22 0.36 0.84 0.16 Control Delay 60.7 40.4 15.4 52.8 39.0 84.1 21.6 4.4 55.4 30.7 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 60.7 40.4 15.4 52.8 39.0 84.1 21.6 4.4 55.4 30.7 9,3 Queue Length 50th(ft) 96 54 14 150 111 28 156 0 28 388 16 Queue Length 95th(ft) 156 78 36 #270 166 #84 245 31 75 #743 65 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 267 661 602 595 678 72 1646 836 158 1668 771 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.61 0.14 0.17 0.81 0.32 0.61 0.42 0.22 0.30 0.84 0.16 • Intersection Summa"ry 2 _ . . .._._ . ,,; # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 15 • HCM Signalized Intersection Capacity Analysis Long-term 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK I t 4\ t P 1 J Movement • ., -i : P -EBL 7. EBT;cir EBR ■,°WBL 'WBT", WBR_ = NBL 1- NBT-. NBR ' SBL' ;::SBT � - SBR Lane Configurations t i vil t ) ft i li 4't if Volume(vph) 118 68 76 403 , 107 73 35 550 148 42 1259 112 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 • 4.5 5.0 . 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 ' 1.00 0.95 1.00 1.00 0.95 1.00 Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • Frt 1.00 1.00 0.85 1.00 0.94 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1556 3433 1749 1770 3539 1583 1770 3539 1553 Fit Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) ' 1770 1863 1556 3433 1749 1770 3539 1583 1770 3539 1553 Peak-hour factor, PHF 0.73 0.73 0.73 0.84 0.84 0.84 0.79 0.79 0.79 0.90 0.90 0.90 Adj. Flow(vph) 162 93 104 480 127, 87 - 44 696 187 47 1399 124 RTOR Reduction(vph) 0 0 69 0 24 0 0 0 102 0 0 40 Lane Group Flow(vph) 162 93 35 480 190 0 44 696 _ 8.5 47 1399 84 Confl. Peds. (#Ihr) 6 6 6 6 . Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 12.8 14.4 14.4 17.1 18.7 3.1 46.0 46.0 4.7 47.6 47.6 Effective Green, g(s) 12.8 14.4 14.4 17.1 18.7 3.1 46.0 46.0 4.7 47.6 47.6 'Actuated g/C Ratio 0.13 0.14 0.14 0.17 0.19 0.03 0.46 0.46 0.05 0.47 0.47 Clearance Time(s) 4.5 4.5 4.5 4,5 4.5 4.5 5.0 5.0 4.5 56 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 2.5 4.0 4.0 Lane Grp Cap(vph) 225 266 223 583 325 ' ' 54 1617 723 83 1673 734 v/s Ratio Prot 0.09 0.05 c0.14 c0.11 0.02 0.20 c0.03 c0.40 v/s Ratio Perm 0.02 0.05 0.05 v/c Ratio 0.72 0.35 0.16 0.82 0.58 0.81 0.43 0.12 0.57 0.84 0.12 Uniform Delay,dl 42.2 38.9 37.8 40.3 37.4 48.5 18.5 15.7 47.0 23.2 14.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • Incremental Delay,d2 9.8 0.6 0.2 9.0 2.2 58.4 0.3 0.1 7.0 4.0 0.1 Delay(s) 52.1 39.5 38.1 49.3 366 107.0 18.7 15.8 54.0 27.1 14.9 Level of Service D D D D D F B B D C B Approach Delay(s) 44.8 46.4 22.3 27.0 Approach LOS - 0 D ' C C ry Intersection Summmm ary 7 - _ _ "- W°-- __ , HCM Average Control Delay 31.3 HCM Level of Service C HCM Volume to Capacity ratio 0.75 Actuated Cycle Length(s) . 100.7 Sum of lost time(s) 13.5 • Intersection Capacity Utilization 67.5% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 16 . • Queues Long-term 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK < t ti l r • Lane Group EBL ?EBT 'EBR ._:WBL WBT WBR NBL NBT NBR SBC. '_S6 i _ °SBR Lane Group Flow(vph) 132 367 231 641 1218 44 1083 840 459 71 1189 635 v/c Ratio 1.19 0.42 0.20 0.81 0.80 0.09 1.12 0.28 0.30 0.45 0.62 0.69 Control Delay 194.5 48.2 23,8 59.3 44.9 12.7 112.9 21.6 2.4 68.6 39.2 34.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 194.5 48.2 23.8 59.3 44.9 12.7 112.9 21.6 2.4 68.6 39.2 34.6 Queue Length 50th(ft) -69 99 65 182 336 5 -374 126 0 29 243 207 Queue Length 95th (ft) #140 136 101 228 393 33 #418 142 20 57 290 290 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 200 320 400 250 250 Base Capacity(vph) 111 924 1154 928 1703 547 969 2988 1545 . 166 2021 960 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 . 0 0 0 0 0 Reduced v/c Ratio 1.19 0.40 0.20. 0.69 0.72 0.08 1.12 0.28 0.30 0.43 0.59 0.66 Intersection'Sumniary -.-:;t13?:.::.- s .-- . ; r . . - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA . Page 17 • HCM Signalized Intersection Capacity Analysis Long-term 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK Movement. 2.w EBL EBT, ,EBR.7-WBEttt.WBT` WBR NBR SBL--- -SBT `SBR Lane Configurations VI +41' rr RA4 7' S1143 tttt rr tttl Ire Volume(vph) 119 i 330 208 583 1108 40 899 697 ' 381 65 1094 584 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5,8 5.0 5.0 5.8 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.86 0.88 0.97 0.86 0.88 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1;00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.60 1.00 0.85 .1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 • 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2787 4990 5085 1561 4990 6408 2787 3433 6408 2751 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2787 4990 5085 1561 4990 6408 2787 3433 6408 2751 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.83 0.83 0.83 0.92 0.92 0.92 Adj. Flow(vph) 132 367 231 641 1218 44 1083 840 459 71 1189 635 RTOR Reduction(vph) 0 0 6 0 0 25 0 0 247 0 0 94 Lane Group Flow(vph) 132 367 225 641 1218 19 1083 840 212 71 1189 541 Confl. Peds. (#/hr) 1 1 Confl. Bikes(#/hr) 3 Turn Type Prot pm+ov Prot Perm Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 4.0 21,3 45.4 19.8 37.1 37.1 24.1 57.9 57.9 4.7 38.5 38.5 Effective Green,g(s) 4.0 21.3 45.4 19.8 37.1 37.1 24.1 57.9 57.9 4.7 38.5 38.5 Actuated g/C Ratio 0.03 0.17 0.36 0.16 0.30 0.30 0.19 0.46 0.46 0.04 0.31 0.31 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 110 864 1010 789 1506 462 960 2961 1288 129 1969 845 v/s Ratio Prot 0.04 0.07 0.04 c0.13 c0.24 c0.22 0.13 ' 0.02 0.19 v/s Ratio Perm 0.04 0.01 0.08 c0.20 v/c Ratio 1.20 0.42 0.22 0.81 0.81 0.04 1.13 0.28 0.16 0.55 0.60 0.64 Uniform Delay,dl 60.6 46.5 27.7 51.0 40.8 31.4 50.6 . 20.9 19.6 59.3 36.9 37.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 149.2 0.3 0.0 6.1 3.3 0.0 71.1 0.1 0.1 2.9 0.6 1.9 Delay(s) 209.9 46.9 27.8 57.0 44.1 31.5 121.7 20.9 19.7 62.1 37.5 39.3 Level of Service F D C E D C F C B E D D Approach Delay(s) 70.3 48.2 66.5 39.0 Approach LOS E D E D Intersects Summary .�._. _. HCM Average Control Delay 54.3 HCM Level of Service D HCM Volume to Capacity ratio 0.80 • Actuated Cycle Length(s) 125.3 Sum of lost time(s) 15.8 Intersection Capacity Utilization 76.3% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group____ Moller Ranch TIA ' Synchro 7- Report KHA Page 18 • • Queues Long-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK Lane G oup .—. • WBL ' WBR? NBT. NBR'".SBT`_ =::SBR Lane Group Flow(vph) 598 487 2004 609 1226 356 vlc Ratio 0.62 0.61 0.74 • 0.38 0.48 0.26 Control Delay 20.3 20.5 12.1 0.7 7.7 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.3 20.5 12.1 0.7 7.7 0.5 Queue Length 50th(ft) 85 75 169 0 74 0 Queue Length 95th(ft) 129 120 221 0 105 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 999 818 2720 1583 2567 1362 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v!c Ratio 0.60 0.60 0.74 0.38 0.48 0.26 Inter`seetion:Summary .: _. . 1 • • • • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 19 • • HCM Signalized Intersection Capacity Analysis Long-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK • -' °, t `► 1 Movement EBL . EBT EBR WBLT TWBT WBR= NBL _ NBT,r NBR-;r SBL 'SBT°,'SBR Lane Configurations VI rr fRfi i ttt r Volume(vph) 0 0 0 544 0 443 0 1944 591 0 940 595 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 . 4.7 5.4 4.0 5.4 4.0 Lane Util.Factor 0.97 0.88 0.91 1.00 0.86 0.86 Frt 1.00 • 0.85 1.00 0.85 0.97 0.85 Flt Protected 0.95 1.00 1.00 1.00 • 1.00 1.00 Satd. Flow(prof) 3433 2787 5085 1583 4655 1362 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 5085 1583 4655 1362 Peak-hour factor, PHF 0.92 0.92 0.92 0.91 0.91 0.91 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 0 0 0 598 0 487 0 2004 609 0 969 613 RTOR Reduction(vph) 0 0 0 0 0 7 0 0 0 0 76 0 Lane Group Flow(vph) 0 0 0 598 0 480 0 2004 609 0 1150 356 Tum Type custom custom Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free • Actuated Green, G(s) 15.5 15.5 • . 29.4 55.0 ' 29.4 55.0 Effective Green,g(s) 15.5 15.5 29.4 55.0 29.4 55.0 - Actuated g/C Ratio 0.28 0.28 0.53 1.00 0.53 1.00 • Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 • Lane Grp Cap(vph) 967 785 2718 1583 2488 1362 v/s Ratio Prot c0.39 0.25 v/s Ratio Perm c0.17 0.17 0.38 0.26 v/c Ratio 0.62 0.61 0.74 0.38 0.46 0.26 Uniform Delay,dl 17.2 17.1 9.8 0.0 7.9 0.0 Progression Factor 1.00 1.00 II 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.7 2.0 1.3 0.7 0.6 0.5 Delay(s) 18.9 19.2 11.1 0.7 8.5 0.5 Level of Service B B B A A A Approach Delay(s) 0.0 19.0 8.7 6.7 Approach LOS A B A A Iniersectron%summa62 ,z . _, ,,,..t. 3 _ _ ., 1 HCM Average Control Delay 10.2 HCM Level of Service B HCM Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 55.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group . • • Moller Ranch TIA Synchro 7- Report KHA Page 20 • • Queues Long-term 11 : 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK t -, - f t t r V l Lane Group.' EBL2- EST' EBR ce WBL WBR WBR21 'iNBT==e,;NBR SBL SBT. _ SBR = 4 Lane Group Flow(vph) 1070 187 729 147 458 153 1075 355 230 1148 235 v/c Ratio 1.14 0.41 0.47 1.23 1.15 0.38 1.00 0.43 1.07 0.69 0.15 Control Delay 114.8 41.1 1.0 197.8 119.1 21.8 68.4 33.4 131.0 27.5 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0. 0.0 Total Delay 114.8 41.1 1.0 197.8 119.1 21.8 68.4 33.4 131.0 27.5 0.2 Queue Length 50th (ft) -497 122 0 -72 -252 49 436 117 -197 356 0 Queue Length 95th (ft) #629 193 0 #131 #418 75 #588 167 #358 435 0 Internal Link Dist(ft) 1255 935 981 Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 941 460 1563 120 398 398 1079 831 215 1669 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.14 0.41 0.47 1.23 1.15 0.38 1.00 0.43 1.07 0.69 0.15 r--_. lntetersec6on Summaro ��_ - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 21 • • HCM Signalized Intersection Capacity Analysis Long-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK --ii, 1- k. t t r P \* 1 d Movement . -EBEli i ilEBTI: rEBR ` NBL-=:.WBR,, WBR2,- -NB i :NBR t"NBR7 __SBL SBT _ ` SBR Lane Configurations ¶1 ? r )'S rr r +t ifr vi TT r Volume(vph) , 995 174 678 125 389 130 1021 279 58 212 1056 216 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5.4 5.4 5.4 5.4 5A 5.4 4.0 Lane Util. Factor 0.97 1.00 1.00 0,97 1.00 1.00 0.95 0.88 1.00 0.95 1.00 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.96 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1863 1563 3431 1583 1583 3539 2682 1770 3539 1550 Flt Permitted 0.95 1.00 1.00 0.22 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1863 1563 781 1583 1583 3539 2682 1770 3539 1550 Peak-hour factor, PHF 0.93 0.93 0.93 0.85 0.85 0.85 0.95 0.95 0.95 0.92 0.92 0.92 Adj.Flow(vph) 1070 187 729 147 458 153 1075 294 61 230 1148 235 RTOR Reduction(vph) 0 0 0 0 0 0 0 13 0 0 0 0 Lane Group Flow(vph) 1070 187 729 147 458 153 1075 342 0 230 1148 235 Confl. Peds. (#/hr) 1 1 4 4 4 Confl.Bikes(#/hr) 2 . 2 Turn Type Prot Free custom custom custom Perm Prot Free Protected Phases 3 8 4 5 6 5 2 Permitted Phases Free 7 5 4 6 Free Actuated Green,G(s) 32.9 29.6 120.0 18.5 30.2 30.2 36.6 36.6 14.6 56.6 120.0 Effective Green,g(s) 32.9 29.6 120.0 18.5 30.2 30.2 36.6 36.6 14.6 56.6 120.0 Actuated g/C Ratio 0.27 0.25 1.00 0.15 0.25 0.25 0.31 0.31 0.12 0.47 1.00 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 54 5.4 54 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 941 460 1563 120 398 398 1079 818 215 1669 1550 v/s Ratio Prot c0.31 0.10 c0.15 0.05 c0.30 0.13 0.32 v/s Ratio Perm 0.47 0.19 0.14 0.05 0.13 0.15 . v/c Ratio 1.14 0.41 0,47 1.23 1.15 0.38 1.00 0.42 1.07 0.69 0.15 Uniform Delay,dl 43.5 37.8 0.0 50.8 44.9 37.2 41.6 33.2 52.7 24.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 74.8 0.2 1.0 154.7 93.0 0.2 26.5 1.6 81.1 1.5 0.2 Delay(s) 118.3 38.1 1.0 205.5 137.9 37A 68.2 34.8 133.8 26.3 0.2 Level of Service F D A F F D E C F C A Approach Delay(s) 67.7 59.9 37.8 Approach LOS E E D IntersectronSunimary_ . . -42:72,, . E _,x L_ , . :c HCM Average Control Delay 65.7 HCM Level of Service E HCM Volume to Capacity ratio 1.09 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 20.3' Intersection Capacity Utilization ' 93.1% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group : Moller Ranch TIA Synchro 7- Report KHA Page 22 Queues Long-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK q t 1 ✓ •Lane Gtbu p ��° EBL, '„NBL NBT. _-SBT SBR I Lane Group Flow(vph) 130 47 1329 594 4 v/c Ratio 0.32 0.19 0.55 0.28 0.00 Control Delay 5.9 23.6 8.7 9.7 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 • Total Delay 5.9 23.6 8.7 9.7 9.3 Queue Length 50th (ft) 1 10 64 21 0 Queue Length 95th(ft) 0 39 241 115 5 Internal Link Dist(ft) 428 ' 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1091 259 2429 2158 967 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.12 0.18 0.55 0.28 0.00 _ Intersection.Summar _..711-C „_ - . . -.. .. scrli • • Moller Ranch TIA Synchro 7- Report KHA Page 23 HCM Signalized Intersection Capacity Analysis Long-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK 1 t 1 d Movement sr EBL<< ,EBR01NBL NET ••SET SE-R7-7- „-"1 Lane Configurations V 15 4+ ft. r Volume(vph), 2 59 36 1010 428 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.87 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prof) 1596 1770 3539 3539 1583 Flt Permitted 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1596 . 1770 3539 3539 1583 Peak-hour factor, PHF 0.47 0.47 0.76 0.76 0.72 0.72 Adj. Flow(vph) 4 126 ,, 47 1329 594 4 RTOR Reduction(vph) 108 0 0 0 0 2 Lane Group Flow(vph) 22 0_ 47 1329 ' 594 2 Confl. Peds. (#/hr) 2 Turn Type Prot Perm Protected Phases 4 5 2 6 Permitted Phases .6 Actuated Green, G(s) 6.9 2.0 31.3 25.3 25.3 • Effective Green,g(s) 6.9 2.0 31.3 25.3 25.3 Actuated g/C Ratio 015 0.04 0.66 0.53 0.53 Clearance Time(s) 4.0 ' 4.0 5.3 5.3 5.3 Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 232 75 2332 1885 843 v/s Ratio Prot c0.01 0.03 c0.38 0.17 • • v/s Ratio Perm 0.00 v/c Ratio 0.10 0.63 0.57 0,32 0.00 Uniform Delay,dl 17.6 22.4 4.4 6.2 5.2 • Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 15.2 0.5 0.2 0.0 Delay(s)• 17.7 37.6 5.0 6.4 5.2 Level of Service B D A A A Approach Delay(s) 17.7 6.1 6.4 Approach LOS B A A �.. Intersectmn Summary 1 HCM Average Control Delay 6.9 HCM Level of Service A HCM Volume to Capacity ratio 0.48 Actuated Cycle Length(s) 47.5 Sum of lost time(s) 9.3 Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 24 Queues Long-term 13: Cydonia Ct & Fallon Rd • Timing Plan:AM PEAK • c t P � 1 Lane Gaup ::_`' ' --; BL 11BT" r NBRSBL, 9BT T Ti Lane Group Flow(vph) 80 1318 16 6 574 v/c Ratio 0.28 0.49 0,01 0.03 0.21 Control Delay 19.8 6.0 4.1 21.8 2.9 • Queue Delay 0.0 0.0 0.0 0.0 0.0 Total, 19.8 6.0 4.1 21.8 2.9 Quee Length 50th(ft) 15 73 1 1 24 Queue Length 95th(ft) 33 185 7 10 43 Internal Link Dist(ft) 605 1596 671 Turn Bay Length (ft) 90 120 Base Capacity(vph) 1197 2739 1227 223 3139 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio — 0.07 0.48 0.01 0.03 0.18 Intersection Summary �;.: ' , I • Moller Ranch TIA Synchro 7- Report KHA • Page 25 HCM Signalized Intersection Capacity Analysis Long-term 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK c "- t t ti 1 MavemenL--,�,- WBL WBR*;: .NBT . -NBR ^SBL a SBT. , Lane Configurations $P +4- r i tt Volume(vph) 41 5 1041 13 5 482 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 . Total Lost time(s) 4.0 5.3 5.3 4.0 5.3 . Lane Util. Factor 1.00 0.95' 1.00 1.00 0.95 . Frt 0.98 1.00 0.85 1.00 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1757 • 3539 1583 1770 3539 Flt Permitted 0.96 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1757 3539 1583 1770 3539 Peak-hour factor, PHF 0.58 0.58 0.79 0.79 0.84 0.84 Adj. Flow(vph) 71 9 1318 16 6 574 RTOR Reduction(vph) 8 0 0 3 0 0 Lane Group Flow(vph) 72 0 1318 13 6 574 Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 3.9 29.0 29.0 0.7 33.7 Effective Green,g(s) 3.9 29.0 29.0 0.7 33.7 Actuated g/C Ratio 0.08 0.62 0.62 0.01 0.72 Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 146 2188 979 26 2543 v/s Ratio Prot c0.04 c0.37 0.00 c0.16 v/s Ratio Perm 0.01 v/c Ratio 0.49 0.60 0.01 0.23 0.23 Uniform Delay,dl 20.6 5.4 3.4 22.8 2.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.9 0.7 0.0 1.7 0.1 Delay(s) 21.5 6.1 3.5 24.5 2.3 • Level of Service C A A C A • Approach Delay(s) 21.5 6.1 2.5 Approach LOS C A A , ft,. . , w - IntessecfionSummary .�_ 7 �. .�_.. . ,:S7,1.,4...-... 3...0 ,_._� HCM Average Control Delay 5.7 HCM Level of Service A HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 46.9 Sum of lost time(s) 14.6 Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 26 Queues Long-term 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK s . t 1 d .NBL NBT SBT SBR Lane Group' r__.r _ EBL__-:EBR __-_> -u;- Lane Group Flow(vph) 128 333 807 1667 616 79 v/c Ratio• 0.26 0.49 1.07 0.44 0.66 0.18 Control Delay 34.9 6.3 80.4 5,9 34.0 14.0 • Queue Delay • 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 6.3 80.4 5.9 34.0 14.0 • Queue Length 50th(ft) 32 0 -467 86 152 11 Queue Length 95th(ft) 40 0 #487 138 276 54 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 1251 1213 756 . 4168 1209 566 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0` Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.27 1.07 0.40 0.51 0.14 Intersection Summary - Volume exceeds capacity,queue,is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 27 • HCM Signalized Intersection Capacity Analysis Long-term 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK t 'p °\ t 1 I • Movement mb E . ovement � � ; 6C �ET BR y NBL ':°"ryBT`-1,;SBT ::SBR ,.•. �=` Lane Configurations 3111 fir R R14 Volume(vph) 78 203 460 950 554 71 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 3433 2751 1770 5085 3539 1562 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 3433 2751 1770 5085 3539 1562 Peak-hour factor, PHF 0.61 0.61 0.57 0.57 0.90 0.90 Adj.'Flow(vph) 128 333 807 1667 616 79 RTOR Reduction(vph) 0 285 0 0 0 38 Lane Group Flow(vph) 128 48 807 1667 616 41 Confl. Peds. (#/hr) 1 2 2 Turn Type Perm Prot j Perm Protected Phases 2 3 8 • 4 • Permitted Phases 2 4' Actuated Green, G(s) 12.9 12.9 38.2 66.3 23.6 23.6 Effective Green, g(s) 12.9 12.9 . 38.2 66.3 23.6 23.6 Actuated g/C Ratio 0.14 0.14 0.43 0.74 0.26 0.26 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 - Lane Grp Cap(vph) 496 398 758 3780 936 413 v/s Ratio Prot c0.04 c0,46 0.33 c0.17 v/s Ratio Perm 0,02 0.03. v/c Ratio 0.26 • 0.12 1.06 0.44 0.66 0.10 • Uniform Delay,dl 33.9 . 33.2 25.5 4.4 29.2 24.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay.d2 0.4 0.2 51.3 0.1 1.9 0.1 Delay(s) 34.3 33.4 76.8 • 4.5 31.1 24.9 Level of Service C C E A C C Approach Delay(s) 33.6 28.1 30.4 Approach LOS C C C Intersection Sir nma Y .. : = _ , HCM Average Control Delay 29.2 HCM Level of Service C HCM Volume to Capacity ratio 0.80 Actuated Cycle Length (s) j 89.2 Sum of lost time(s) ,14.5 - Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period(min) 15 • c Critical Lane Group • Moller Ranch TIA Synchro 7- Report • KHA Page 28 Queues Long-term 15: Central Pkwy & Fallon Rd Timing Plan.AM PEAK -* - ` 4- t 41 t P \► j 1/ Lae'. Lana:G oupk -BBL.- ;EBT. EBRiWBL: WBT WBR NBL` =NBT NBR °`SBL , .SBTiSBR Lane Group Flow(vph) 148 13 170 24 16 22 116 ' 1298 18 9 1193 72 v/c Ratio 0.45 0.02 0.29 0.12 0.04 0.06 0.83 0.51 0.02 0.09 0.62 0.11 Control Delay 37.5 18.5 4.7 42.9 26.2 11.3 83.2 17.1 13.8 44.5 22.9 6.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.5 18.5 4.7 42.9 26.2 11.3 83.2 17.1 13.8 44.5 22.9 6.8 Queue Length 50th(ft) 67 4 0 5 7 0 56 136 2 4 161 0 Queue Length 95th(ft) 118 16 13 22 23 17 #188 315 21 23 330 34 Internal Link Dist(ft) 745 996 200 1101 Turn Bay Length(ft) 270 125 100 100 120 100 100 215 Base Capacity(vph) 408 1249 1117 198 940 810 140 2591 811 102 2199 725 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.01 0.15 0.12 0.02 0.03 0.83 0.50 0.02 0.09 0.54 0.10 Intersection:Summary s.- ., . I # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. I • • • Moller Ranch TIA Synchro 7- Report KHA Page 29 • HCM Signalized Intersection Capacity Analysis Long-term 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK Movement, : , - 'EBL. -rEBt EBR' WBL •WBT,= WBR NBL. ° NBT NBR SBL '. SBT " 'SBR Lane Configurations 4 F 11) f '1 'Mkt r 'S +ff r Volume(vph) 102 j 12 117 22 15 20 95 1064 17 8 1145 69 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 5.0 5.0 • 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 . 1863 1583 3433 1863 1583 1770 5085 1583 1770 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1770 . 1863 1583 3433 1863 1583 1770 5085 1583 1770 5085 1583 Peak-hour factor, PHF 0.69 0.92 0.69 0.92 0.92 0.92 0.82 0.82 0.92 0.92 0.96 0.96 Adj. Flow(vph) 148 13 170 24 16 22 116 1298 18 9 1193 72 RTOR Reduction(vph) 0 0 123 0 0 19 0 0 5 0 0 43 Lane Group Flow(vph) 148 13 . 47 24 16 3 116 1298 13 9 1193 29 Turn Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 13.7 21.9 21.9 1.3 10.0 . 10.0 5.9 37.2 37.2 0.6 31.9 31.9 Effective Green,g(s) 13.7 21.9 21.9 1.3 10.0 10.0 5.9 37.2 37.2 0.6 31.9 31.9 Actuated g/C Ratio 0.17 0.27 0.27 0.02 0.12 0.12 0.07 0.47 0.47 0.01 0.40 0.40 Clearance Time(s) 4.0 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 •4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 303 510 433 56 233 198 131 2365 736 13 2028 631 v/s Ratio Prot c0.08 0.01 0.01 0.01 c0.07 c0.26 0.01 0.23 v/s Ratio Perm j c0.03 0.00 0.01 0.02 v/c Ratio 0.49 0.03 0.11 0.43 0.07 0.01 0.89 0.55 0.02 0.69 0.59 0.05 Uniform Delay,dl 30.0 21.2 21.7 39.0 30.9 30.7 36.7 15.4 11.5 39.6 18.9 14.7 Progression Factor 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.0 0,2 1.9 0.2 0.0 44.6 0.3 0.0 82.4 0.5 0.0 Delay(s) 30.4 21.3 21.9 40.9 31.1 30.7 81.4 15.7 11.6 122.0 19.4 14.8 Level of Service C C C D C C F BB F BB Approach Delay(s) 25.7 34.7 21.0 19.9 Approach LOS C C C B ..- Intersecfio Summaty . _ _- ..:- s.1'( -': HCM Average Control Delay t 21.3 HCM Level of Service C HCM Volume to Capacity ratio • 0.45 Actuated Cycle Length(s) 80.0 Sum of lost time(s) 8.5 Intersection Capacity Utilization 51.8% ICU Level of Service • A " Analysis Period(min) 15 c Critical.Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 30 • Queues Long-term 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK -► ♦ ♦ 4- 'C `\ t /1. `► • I Lane Group EBL =EBT EBR WBL' ''WBT` .WBR ' NBL NET NBR “SEL SET SBR Lane Group Flow(vph) 21 346 49 326 1252 713 238 625 678 713 599 130 v/c Ratio 0.10 0.41 0.10 . 0.56 0.84 0.78 0.95 0.43 0.64 0.82 0.22 0.17 Control Delay 38.7 32.4 10.2 38.3 35.8 11.3 86.9 28.5 9.2 36.9 14.7 3.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.7 32.4 10.2 38.3 35.8 11.3 86.9 28.5 9.2 36.9 14.7 3.5 Queue Length 50th(ft) 5 59 0 56 205 23 44 80 28 174 52 0 Queue Length 95th (ft) 17 90 16 89 #369 #236 #84 101 55 246 75 30 Internal Link Dist(ft) 341 520 746 311 . Turn Bay Length (ft) 290 . 225 275 925 350 . 100 120 180 . Base Capacity(vph) 691 1490 851 672 1483 920 251 1491 1074 1015 3063 824 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 ' 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.23- 0.06 0.49 0.84 0.78 .0,95 0.42 0.63 0.70 0.20 0.16 m _ Iritersecbon_Summary , F ' . ._ . . i '. ,-';c . :_ -r 1 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 31 • HCM Signalized Intersection Capacity Analysis Long-term 16: Dublin Blvd & Fallon Rd . Timing Plan:AM PEAK Movement.. . ., • • ,, €BL ,EBS EBR_' WBL WBT fi.VVI3R;,._ NBL NET' ``NBR SBL ;'SST;.. SBR Lane Configurations SR ttt Pr WI t?T r ¶iii ITT rr ''n P1P1 t' Volume(vph) 20 325 46 300 1152 656 190 500 542 635 533 116 . Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5,0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94. 0.86 0.88 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected • 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prof) 3433 5085 2787 4990 5085 1583 4990 6408 2787 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2787 . 4990 5085 1583 4990 6408 2787 3433 6408 1583 Peak-hour factor, PHF 0.94 0.94 0.94 0.92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj. Flow(vph) 21 346 49 326 1252 713 238 625 678 713 599 130 RTOR Reduction(vph) 0 0 39 ' 0 0 464 0 0 434 0 0 76 Lane Group Flow(vph) 21 - 346 10 326 . 1252 249 238 - 625 244 713 ' 599 54 Turn Type Prot Pemi Prot Pemi Prot Perm Prot Perm Protected Phases 5 , 2 . 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 2.1 16.2 16.2 9.3 23.4 23.4 4.0 18.0 18.0 20.4 34.4 34.4 Effective Green,g(s) 2.1 16.2 16.2 9.3 23.4 23.4 4.0 18.0 18.0 20.4 34.4 34.4 Actuated gfC Ratio 0.03 0.20 0.20 0.11 0.28 0.28 0.05 0.22 0.22 0.25 0.41 0.41 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 87 994 545 560 1435 447 241 1391 605 845 2659 657 v/s Ratio Prot 0.01 0.07 c0.07 00.25 0.05 c0.10 c0,21 0.09 v/s Ratio Perm 0.00 0.16 0.09 0.03 v/c Ratio 0.24 0.35 0.02 0.58 0.87 0.56 0.99 0.45 0.40 0.84 0.23 0.08 Uniform Delay,dl 39.6 28.8 26.9 35.0 28.3 25.3 39.4 28.2 27.8 29.7 15.7 14.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.3 0.0 1.0 6.3 1.9 53.8 0.3 0.6 7.4 0.1 0.1 Delay(s) 40.1 29.1. 26.9 36.0 34.7 27.2 93.3 28.5 28.4 37.1 15.7 14.8 Level of Service D C • C D C C F . C C D B B Approach Delay(s) 29.4 32.5 38.5 26.2 Approach LOS C C D C �,.:, Intersection Summary ,.n= ..__.. ,. u . , '&'',.....7e±..777-771' ..._ _... . .u. ) HCM Average Control Delay 32.3 HCM Level of Service C HCM Volume to Capacity ratio 0.75 • Actuated Cycle Length(s) 82.9 Sum of lost time(s) 19.0 Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group ' . • Moller Ranch TIA • Synchro 7- Report KHA Page 32 • • Queues Long-term 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK - t P 1 r Lane Soup , • WBT: WBR. NBT NBR " SBT" 'SBR I Lane Group Flow(vph) 354 356 406 1430 1634 637 342 v/c Ratio • 0.63 0.63 0.41 0.58 1.03 0.27 0.41 Control Delay 20.2 20.2 10.9 9.0 36.8 3.2 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.2 20.2 10.9 9.0 36.8 3.2 2.6 Queue Length 50th(ft) 72 73 31 91 -29 . 15 0 Queue Length 95th(ft) #210 #212 79 • 84 0 29 32 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 Base Capacity(vph) 668 670 1162 4600 1583 4028 1265 Starvation Cap Reductn 0 0 0 0 0 0 0 Spill back Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.53 0.35 0.31 1.03 0.16 0.27 IntersectionSummary . ._r,_r. P. 5 m.t - 277 _, rt - Volume exceeds capacity,queue is theoretically infinite. . Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 33 • HCM Signalized Intersection Capacity Analysis Long-term 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK • f -• `♦ f '- w t\ I /' `► 4 1 Movement ^: EBL EBT - ..EBR WBL, WBT ': MR ,.:NBL NBT- 'NBR f SBL ...ISBT 1SBR Lane Configurations IS 4 ?if +ti. r' $'ht4 P Volume(vph) 0 b 0 637 2 365 • 0 1001 1144 0 277 643 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 3.5 3.5 3.5 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 1.00 0.86 0.86 Frt 1.00 1.00 0.85 1.00 0.85 • 0.92 0.85 Flt Protected 0.95 0.95 1.00 1.00 . 1.00 1.00 1.00 Satd.Flow(prot) 1661 1686 2787 5085 1583 4419 1362 Flt Permitted 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1686 2787 5085 1583 4419 1362 Peak-hour factor, PHF 0.92 0.92 0.92 0.90 0.90 0.90 0.70 0.70 0.70 0.94 0.94 0.94 Adj.Flow(vph) 0 0 0 708 2 406 0 1430 1634 0 295 684 RTOR Reduction(vph) 0 0 0 0 0 61 0 0 0 0 174 174 Lane Group Flow(vph) 0 0 0 354 356 345 0 1430 1634 0 463 168 Turn Type Perm Perm Free Perm Protected Phases . 8 2 6 Permitted Phases 8 8 Free 6 Actuated Green,G(s) 14.4 14.4 14.4 21.1 43.0 21.1 21.1 Effective Green,g(s) . 14.4 14.4 14.4 21.1 43.0 21.1 21.1 Actuated g/C Ratio 0.33 0.33 0.33 0.49 1.00 0.49 0.49 Clearance Time(s) 3.5 3.5 3.5 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 563 565 933 2495 1583 2168 668 v/s Ratio Prot 0.28 0.10 v/s Ratio Perm 0.21 0.21 0.12 c1.03 0.12 v/c Ratio 0.63 0.63 0.37 0.57 1.03 0.21 0.25 Uniform Delay,dl 12.0 12.1 10.9 7.8 21.5 6.2 6.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.6 1.7 0.1 0.2 31.3 0.0 0.1 Delay(s) 13.6 13.7 10.9 8.0 52.8 6.2 6.4 Level of Service B B B A D A A Approach Delay(s) _ 0.0 12.7 31.9 6.3 Approach LOS A B C A Intersection summary 77.7.7-177:;,, . . r-- ., ..,. , . a HCM Average Control Delay 22.9 HCM Level of Service C HCM Volume to Capacity ratio 1.03 Actuated Cycle Length(s) 43.0 Sum of lost time(s) 0.0 Intersection Capacity Utilization 50.9% ICU Level of Service A • Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 34 Queues Long-term 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK 1 P 1 Lane Group. ER; EBR 'NBT NBR SBT SBR -` 1 Lane Group Flow(vph) 335 995 2399 400 724 303 v/c Ratio 0.31 0.91 0.89 0.29 0.25 0.19 Control Delay 17.0 26.7 18.9 0.6 7.8 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.0 26.7 18.9 0.6 7.8 0.3 Queue Length 50th(ft) 49 139 309 0 51 0 Queue Length 95th(ft) 65 165 309 0 70 0 Internal Link Dist(ft) 195 1206 Turn Bay Length(ft) 375 560 150 Base Capacity(vph) 1207 1194 2682 1362 2844 1583 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.83 0.89 0.29 0.25 0.19 lrilersec6dn'Sumrhary ..°� Moiler Ranch TIA Synchro 7- Report KHA Page 35 HCM Signalized Intersection Capacity Analysis Long-term 18: 1-580 Eg Ramps & Fallon Rd Timing Plan:AM PEAK is - c ~ aL 4\ t i' ti 1 I • Movement "..j: EBL , '1EBT,TM-6r WBL `' WBT. y.WBR `NBL 7 NBT= " NBR ''''SBL SBT :SBR Lane Configurations ¶i rt 4i1} 1 4+4 F Volume(vph) 261 0 776 0 0 0 0 1884 355 0 644 270 Ideal Flow(vphpl) 1900 1900 • 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.88 0.86 0.86 0.91 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 " 2787 4793 1362 5085 1583 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) - 3433 2787 4793 1362 5085 1583 Peak-hour factor, PHF 0.78 0.78 0.78 0,92 0.92 0.92 0.80 0.80 0.80 0.89 0.89 0.89 Adj. Flow(vph) 335 0 995 0 0 0 0 2355 444 0 724 303 RTOR Reduction(vph) 0 0 227 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 335 0 768 0 0 0 0 2396 400 0 724 303 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green,G(s) 19.6 19.6 35.1 62.7 35.1 62.7 Effective Green,g(s) 19.6 19.6 35.1 62.7 35.1 62.7 Actuated g/C Ratio 0.31 0.31 0.56 1.00 0.56 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 1073 i 871 2683 1362 2847 1583 v/s Ratio Prot c0.50 0.14 v/s Ratio Perm 0.10 c0.28 0.29 0.19 v/c Ratio 0.31 0.88 0.89 0.29 0.25 0.19 Uniform Delay,dl 16.4 20.5 12.1 0.0 7.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 10.2 4.2 0.5 0.0 0.3 Delay(s) 16.5 30.6 16.4 0.5 7.1 0.3 Level of Service B C B A A A Approach Delay(s) 27.1 0.0 14.1 5.1 Approach LOS C A B A Intersection Summary._ _:. . • `r - . _ . _71. _. t ..F ,. ! HCM Average Control Delay 15.7 HCM Level of Service B HCM Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 62.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization .;53.1% ICU Level of Service A • Analysis Period(min) 15 c Critical Lane Group , Moller Ranch TIA Synchro 7- Report KHA Page 36 • Long-Term AM Fri Jul 20, 2012 10:15:46 Page 1-1 Scenario Report Scenario: Long-Term AM Command: LT AM Volume: Long-Term AM Geometry: Long-Term Impact Fee: Default Impact Fee Trip Generation: None Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: LT AM • • Traffic 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Long-Term AM Fri Jul 20, 2012 10:15:46 Page 2-1 Impact Analysis Report Level Of Service Intersection Base Future Change Del/ V/ Del/ V/ in LOS Veh C LOS Veh C # 3 Camino Tassajara/Highland Rd A xxv-?v 0.541 A xxxxx 0.541 + 0.000 V/C # 4 Camino Tassajara/Windemere Pkw A xxxxx 0.481 A xxxxx 0.481 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • Long-Term AM Fri Jul 20, 2012 10:15:46 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ,*,*,***-.. .** ******,******,=*,_***k*************s*****1*****+,.***,*+*********** Intersection #3 Camino Tassajara/Highland Rd **T*.*************4-***********:k******1*++*******+*****************+**********,** Cycle (sec) : 100 Critical Vol./Cao. (X) : 0.541 Loss Time (sec) : 0 Average Delay (sec/veh) : xxaxxx Optimal Cycle: 40 Level Of Service: A 11***#************************,***********1-*+1.1*********,1***+4-1 , _14-4-*****4-**”.: Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - B I II I I I I I Control.: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4 .0 4.0 4.0 Lanes: 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 1! 0 0 I I I I I I I I I Volume Module: Base Vol 593 1 53 584 0 0 0 0 160 0 . 123 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 0 593 1 53 584 0 0 0 0 160 0 123 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 593 1 53 584 0 0 0 0 160 0 123 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 _ PHF Volume: 0 593 1 53 584 0 0 0 0 160 0 123 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 593 1 53 584 0 0 0 0 160 0 123 RTOR Reduct: 0 0' 0 0 0 0 0 0 0 0 0 0 RTOR Vol: 0 593 1 53 584 0 0 0 0 160 0 123 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 IMF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 593 1 53 584 0 0 0 0 160 0 123 ' I I I I I I I I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 0.99 0.01. 1.00 1.00 0.00 0.00 0.00 0.00 0.57 0.00 0.43 Final Sat. : 0 1717 3 1720 1720 0 0 0 0 972 0 748 I II I I I I I Capacity Analysis Module: • Vol/Sat: 0.00 0.35 0.35 0.03 0.34 0.00 0.00 0.00 0.00 0.16 0.00 0. 16 Crit Volume: 594 53 0 283 Crit Moves: **** **** **** ***** ********************-,*****************************************#+********** Traffic 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • Long-Term AM Fri Jul 20, 2012 10:15:46 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ********+**+#+*************+**********************+**********++**+****#********* Intersection #4 Camino Tassajara/Windemere Pkwy **+#*****************************k***.* *********+*************************+**+++ Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.481 Loss Time (sea) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 36 Level Of Service: A ******##***************************--******+**+********+***+****#*+************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I II II II I Control: Protected Permitted Split Phase Split Phase Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 2 0 1 0 0 0 0 1 1 0 1 0 0 0 2 0 0 0 0 0 I I I I I I I I Volume Module: Base Vol: 531 712 0 0 866 124 22 0 366 0 0 0 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Rae: 531 712 0 0 866 124 , 22 0 366 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 531 712 0 0 866 124 22 0 366 0 0 0 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 531 712 0 0 866 124 22 0 366 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 531 712 0 0 866 124 22 0 366 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 292 0 0 0 RTOR Vol: 531 712 0 0 866 124 22 0 • 74 0 0 0 PCE Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 531 712 0 0 866 124 22 0 74 0 0 0 • I I I I I I I I Saturation Flow Module: Sat/Lane: 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 1720 Adjustment: 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 1.00 Lanes: 2.00 1.00 0.00 0.00 1.75 0.25 1.00 0.00 . 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 3009 431 1720 0 3127 0 0 0 II II - II I Capacity Analysis Module: Vol/Sat: 0.17 0.41 0.00 0.00 0.29 0.29 0.01 0.00 0.02 0.00 0.00 0.00 Crit Volume: 265 495 37 - 0 Crit Moves: **** **** ***- **+********+************+*+#**A*************#+***********#**k***+****k********** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • Queues Long-term 1 : Dublin Blvd & Dougherty Road Timing Plan: PM PEAK t ` ~ e .1 t t `► LanerGroup _ ?EBL..: EST EBR., WBL-. WBT, :WBR >NBL NBT NBR : SBL SBT Lane Group Flow(vph) 200 1546 985 504 1677 592 1667 1527 636 279 631 v/c Ratio 1.25 1.08 0.65 1.38 1.06 0.78 1.39 0.89 0.53 0.47 0.37 , Control Delay 208.5 98,1 22.3 234.6 90.0 33.3 222.9 55.0 16.9 58.8 42.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Total Delay 208.5 98.1 22.3 234.6 90.0 33.3 222.9 55.0 16.9 58.8 42.6 Queue Length 50th (ft) -125 -623 319 -230 -666 360 -768 516 126 128 . 137 Queue Length 95th (ft) #207 #706 388 #312 #762 489 #861 581 171 176 169 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 . 200 Base Capacity(vph) 160 1434 1504 366 1579 757 1198 1729 1194 595 1726 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn ' 0 0 0 0 0 0 0 0 0 • 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced vie Ratio 1.25 1.08 0.65 1.38 1.06 0.78 1.39 0.88 0.53 0.47 0.37 ,.„ . Intersec6on`Summary � t _E 41. -- Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile v olume exceeds capacity,queue may be longer. _ Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Long-term 1 : Dublin Blvd & Dougherty Road Timing Plan: PM PEAK c - t 4\ t /4 \* 1 r Movement . . EBLir EBT° "EBR, WBL' WET " WBR ` ` NBL NET NBR SBL SETT SBA. Lane Configurations VI RR'P rre 11)1 F$P r ») tt4 er 'T'i nit. Volume(vph) 178 1376 877 489 1627 574 1567 1435. 598 _ 268 504 102 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.91 0.88 0.97 0.86 Frpb,pad/bikes 1.00 1.00 0.99 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0,97 Flt Protected . 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 5085 2767 4990 5085 1563 4990 5085 2787 3433 6225 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 . Satd. Flow(perm) 3433 5085 2767 4990 5085 1563 4990 5085 2787 3433 6225 Peak-hour factor, PHF 0.89 0.89 0.89 0.97 0.97 0.97 0.94 0.94 0.94 0.96 0.96 0.96 i Adj.Flow(vph) . 200 1546 985 504 1677 592 1667 1527 636 279 525 106 RTOR Reduction(vph) 0 0 55 0 0 1 0 0 53 0 24 0 Lane Group Flow(vph) 200 1546 930 504 1677 591 1667 1527 583 279 607 0 Confl. Peds. (#/hr) . 5 1 1 5 8 8 • Conif. Bikes(#/hr) 1 5 Turn.Type Prot pm+ov Prot pm+ov Prot pm+ov Prot Protected Phases • 5 2 3 1 6 7 3 8 • 1 7 4 Permitted Phases 2 6 8 Actuated Green,G(s) 7.0 42.3 78.3 11.0 46.6 72.6 36.0 50.4 61.4 26.0 40.4 Effective Green, g(s) 7.0 42.3 78.3 11.0 46.6 72.6 36.0 50.4 61.4 26.0 40.4 Actuated g/C Ratio 0.05 0.28 0.52 0.07 0.31 0.48 0.24 0.34 0.41 0.17 0.27 Clearance Time(s) 5.0 5.3 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) - 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 2.0 2.0 4.5 • Lane Grp Cap(vph) 160 1434 1444 366 1580 756 1198 1709 1141 595 1677 v/s Ratio Prot 0.06 0.30 0.15 c0.10 c0.33 c0.14 c0.33. c0.30 0.04 0.08 0.10 v/s Ratio Perm 0.18 0.24 0.17 v/c Ratio 1.25 1.08 0.64 1.38 1.06 0.78 1.39 0.89 0.51 0.47 0.36 Uniform Delay, dl 71.5 53.9 25.8 69.5 51.7 32.1 57.0 47,3 33.1 55.8 44.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 153.7 47.9 0.7 186.1 40.9 4.9 181.4 6.7 0.2 0.2 0.2 Delay(s) 225.2 101.7 26.6 255.6 92.6 37.0 238.4 54.0 33.3 56.0 44.6 Level of Service F F C F F D F D C E D Approach Delay(s) 83.7 . 110.4 130.8 48.1 Approach LOS F F • i F D ntersection Summary HCM Average Control Delay 105.3 HCM Level of Service F HCM Volume to Capacit •ratio 1.10 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 98.0% ICU Level of Service ' F Analysis Period(min). 15 c Critical Lane Group • Moller Ranch TIA . Synchro 7- Report KHA Page 2 • Queues Long-term 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK f ` ~ °\ t P LaneGr"oup-, _ BBL 4.EBT4••••LEBR -WBL:_ WB NBt =-NBT- NBR' .SBL. SBT '?SBR Lane Group Flow(vph) 140 2057 660 377 1879 1544 503 1313 32 353 148 v/c Ratio 1.00 1.14 0.43 2.12 1.01 2.56 0.22 1.72 0.34 0.21 0.26 Control Delay 143.9 114.1 9.2 551.9 69.7 .733.0 25.4 357.2 78.9 35.3 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 143.9 114.1 9.2 551.9 69.7 733.0 25.4 357.2 78.9 35.3 15.3 Queue Length 50th(ft) -69 -830 80 -291 -667 -863 110 -1805 15 87 37 Queue Length 95th(ft) #144 #923 128 #396 #778 #905 131 #1948 34 113 88 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 140 1799 1533 178 1853 602 • 2276 762 95 1683 571 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.00 1.14 0.43 2.12 1.01 2.56 0.22 1.72 0.34 0.21 0.26 Intersection Summa y_ , 771":;,."' - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 3 HCM Signalized Intersection Capacity Analysis Long-term 2: Dublin Blvd & Hacienda Dr Timing Plan, PM PEAK f { ~ t 41 t t `► 1 -' Movement_.. .._. m._ . EBL, 'EBT" , EBR.'',V)/BL WB *WBR°" jtIBL iNIEST - ' NBR SBL .SBT_'�'SBR Lane Configurations In 1H rr 'h tn.,. ¶n 14+ r Vii l'tt P Volume(vph) 130 1913 614 354 1760 7 1328 433 1129 28 311 130 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 6.2 4.5 . 4.5 6.2 4.5 5.5 5.5 _ 4.5 5.5 5.5 Lane 0tH.Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.91 1.00 0.97 0.91 1.00 Frpb, ped/bikes . 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt. 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2750 3433 5082 4990 5085 1553 3433 5085 1538 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00- 1.00 Satd. Flow(perm) 3433 5085 2750 3433 " 5082 4990 5085 1553 3433 5085 1538 Peak-hour factor, PHF 0.93 0.93 0.93 0.94 0.94 0.94 0.86 0.86 0.86 0.88 0.88 0.88 Adj.Flow(vph) 140 2057 660 377 1872 7 1544 503 1313 32 353 148 RTOR Reduction(vph) 0 0 202 0 0 0 0 0 68 0 0 61 Lane Group Flow(vph) - 140 2057 458 377 1879 0 1544 503 1245 32 353 87 Confl. Peds. (#/hr) 6 4 4 6 14 6 6 14 Confl. Bikes(#/hr) i 4 4 1 1 • Turn Type Prot pm+ov Prot Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green, G(s) 5.9 51.3 68.8 7.5 52.9 17.5 64.9 64.9 2.4 49.8 ' 49.8 Effective Green,g(s) 5.9 51.3 68.8 7.5 52.9 17.5 64.9 64.9 2.4 49.8 49.8 Actuated g/C Ratio 0.04 0.35 0.47 0.05 0.36 0.12 0.44 0.44 0.02 0.34 0.34 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 5.5 4.5 -5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 138 1777 1289 175 1831 595 2248 687 56 1725 522 v/s Ratio Prot 0.04 c0.40 0.04 c0.11 0.37 c0.31 0.10 0.01 0.07 v/s Ratio Perm 0.12 c0.80 0.06 v/c Ratio 1.01 1.16 0.35 2.15 1.03 2.59 0.22 1.81 0.57 0.20 0.17 Uniform Delay,dl 70.5 47.8 24.9 69.7 47.0 64.7 25.4 41.0 71.7 34.4 34.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 80.5 77.7 0.1 538.0 28.0 722.6 0.2 371.6 8.5 0.3 0.7 Delay(s) 150.9 125.4 24.9 607.6 75.0 787.3 25.6 412.5 80.1 34.7 34.7 Level of Service F F C F E • F C F F C C Approach Delay(s) 103.5 164.0 526.8 37.4 Approach LOS F F F D ,_> Intersection Summary .1-1, ..-:,-,72T-;-' :- , E x -,---...L; HCM Average Control Delay 272.7 HCM Level of Service F HCM Volume to Capacity ratio 1.64 Actuated Cycle Length(s) 146.8 Sum of lost time(s) 15.2 Intersection Capacity Utilization j 127.4% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA • Page 4 Queues Long-term 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK t `- LaneGrouP; WBL °...NBf'm SBL' °SBT "'''' Lane Group Flow(vph) 94 1054 372 428 v/c Ratio 0.39 0.77 1.62 0.31 ' • Control Delay 14.9 11.8 320.3 4.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.9 11.8 320.3 4.2 Queue Length 50th(ft) 7 201 -131 47 Queue Length 95th(ft) 40 #538 #283 85 Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 • Base Capacity(vph) 265 1371 229 1401 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.35 0.77 1.62 0.31 intersecbomSdmniary - - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles, # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 5 • HCM Signalized Intersection Capacity Analysis Long-term 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK l t /* `• 1 . . Movement ,-;12_.; WBLz °rNBR :ski NBT NBR -SBL, .SBT I Lane Configurations V 7 t Volume(vph) 17 ' 64 799 181 342 394 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 Frpb, ped/bikes 0.97 1.00 1.00 1.00 Flpb, ped/bikes 1,00 1.00 1.00 1.00 Frt 0,89 0.98 1.00 1.00 Flt Protected 0.99 1.00 0.95 1.00 Satd. Flow(prot) 1604 1809 1770 1863 Flt Permitted 0.99 1.00 0.16 1.00 Satd. Flow(perm) 1604 1809 303 1863 Peak-hour factor, PHF . 0.86 0.86 0.93 0.93 0.92 0.92 Adj.flow(vph) 20 74 859 195 372 428 RTO1R Reduction(vph) 68 0 12 0 0 0 Lane Group Flow(vph) 26 0 1042 0 372 428 Confl. Bikes(#/hr) 3 2 Turn Type Perm . Protected Phases 8 2 ' 6 Permitted Phases 6 Actuated Green, G(s) 4.9 41.4 41.4 41.4 Effective Green,g(s) 4.9 41.4 41.4 41.4 Actuated g/C Ratio 0.08 0.71 0.71 0.71 Clearance Time(s) 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 135 1285 215 1323 v/s Ratio Prot c0.02 0.58 0.23 v/s Ratio Perm c1.23 v/c Ratio 0.19 0.81 1.73 0.32 Uniform Delay,dl 24.9 5.8 8.4 3.2 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 4.0 347.4 0.1 Delay(s) 25.6 9.8 355.8 3.3 Level of Service C A F A Approach Delay(s) 25.6 9.8 167.2 Approach LOS C A F Intersection Summary - - t HCM Average Control Delay 75.2 HCM Level of Service E HCM Volume to Capacity ratio 1.57 Actuated Cycle Length(s) 58.3 Sum of lost time(s) ` 12.0 Intersection Capacity Utilization 91.9% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 6 Queues Long-term 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK t Lane Group EBL 2:EBR- NBL- ;NBT SB.T: ... - Lane Group Flow(vph) 128 637 499 1438 771 v/c Ratio 0.36 0.69 1.64 1.25 0.50 Control Delay 25.5 11.2 329.9 136.3 15.6 Queue Delay 0.0 0.0 .0.0 0.0 0.0 Total Delay 25.5 11.2 329.9 136.3 15.6 Queue Length 50th (ft) 46 36 -150 -715 103 Queue Length 95th (ft) 78 62 #295 #1247 212 Internal Link Dist(ft) 922 569 . 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 679 1327 304 1154 1549 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.19 0.48 1.64 1.25 0.50 Intersection Summary ' ,.;� - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 7 HCM Signalized Intersection Capacity Analysis Long-term 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK t d ✓ Movement EBL-71 EBRL. .NBL °NBT: SBT SBR ' . . = . Lane Configurations rr 'h Volume(vph) 105 522 449 1294 633 68 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 • Lane Util. Factor 1.00 0,88 0.97 1.00 0.95 Frpb,ped/bikes 1.00 0.98 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Sold. Flow(prot) • 1770 2726 3433 1863 3483 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1770 2726 3433 1863 3483 Peak-hour factor, PHF 0.82 0.82 0.90 0.90 0.91 0.91 Adj. Flow(vph) 128 637 499 1438 696 75 RTOR Reduction(vph) 0 363 0 0 9 0 Lane Group Flow(vph) 128 • 274 499 1438 762 0 Confl. Bikes(#/hr) 1 3 Turn Type Perm Prot Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green,G(s) 13.9 13.9 6.0 42.3 30.3 Effective Green, g(s) 13.9 13,9 6.0 42.3 30.3 Actuated gfC Ratio 0.20 0.20 0.09 0.62 0.44 Clearance Time(s) 6.0 6.0 6.0 6.0 • 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 361 556 302 1155 1547 v/s Ratio Prot 0.07 0.15 c0.77 0.22 v/s Ratio Perm c0.10 v/c Ratio 0.35 0.49 1.65 1.25 0.49 Uniform Delay,dl 23.3 24.0 31.1 13.0 13.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.7 307.9 117.7 0.2 Delay(s) 23.9 24.7 339.0 130.6 13.7 Level of Service C C F F B Approach Delay(s) 24.6 184.3 13.7 Approach LOS C F B Intersection . HCM Average Control Delay 111.3 ._ HCM Level of Service F . HCM Volume to Capacity ratio 1.06 Actuated Cycle Length(s) 68.2 Sum of lost time(s) 12.0 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period(min) .15 • c Critical Lane Group Moller Ranch TIA Synchro 7- Report • KHA Page 8 Queues Long-term 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK �. c 4\ t P I Lane Group: =`. .EBL : 'EST EBR''''WBL. .WBT: '11BR NBC "NBT, NBR '`` SBL =.SBT SBR Lane Group Flow(vph) 953 22 66 114 23 18 11 1026 96 51 746 319 v/c Ratio 071 0.05 0.16 0.38 0.10 0.08 . 0.09 .0.72 0.14 0.42 0.51 0.40 Control Delay 26.5 19.1 6.8 43.3 29.4 15.0 34.0 21.8 4.8 45.0 15.5 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.5 19.1 6.8 43.3 29.4 15.0 34.0 21.8 4.8 45.0 15.5 3.9 Queue Length 50th(ft) 140 7 0 -59 9 0 5 209 0 22 114 0 Queue Length 95th(ft) #190 22 25 #53 14 4 18 254 23 #68 210 56 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 560 150 110 110 155 190 150 400 Base Capacity(vph) 1377 905 793 302 527 460 120 1498 725 120 1535 824 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.02 0.08 0.38 0.04 0.04 0.09 0.68 0.13 0.42 0.49 0.39 intersection Summary =' - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 9 HCM Signalized Intersection Capacity Analysis Long-term 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK k 4\ t /* `► 1 d Movement. i: . �iEBL ..EST EBR wBC:_ WBT " V1/BR• , NBL -NBT `NBR ',:. SBL°• :-SBT . PSBR Lane Configurations q 't F 5 t r 'S 44 r fit. r Volume(vph) 839 19 58 50 10 8 9 841 79 46 608 350 IdealFlow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' 1900 1900 Total Lost time(s) • 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Lane Util. Factor 0.94 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.91 0.91 Frpb,ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 4990 1863 1562 1770 1863 1583 1770 3539 1583 1770 3339. 1423 Fit Permitted 0.95 1.00 1.00 0.95 1,00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 4990 1863 1562 1770 1863 1583 1770 3539 1583 1770 3339 1423 ' Peak-hour factor, PHF 0.88 0.88 0.88 0.44 0.44 0.44 0.82 0.82 0.82 0.90 0.90 0.90 Adj. Flow(vph) 953 22 66 114 23 18 11 1026 96 51 676 389 RTOR Reduction(vph) 0 0 56 0 0 17 0 0 59 0 8 192 Lane Group Flow(vph) 953 22 10 114 23 1 11 1026 37 51 738 127 Conti. Bikes(#/hr) 1 1 Turn;Type Prot Perm Prot Perm Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 16.6 10.4 10,4 10.5 4.6 4.6 0.7 26.2 26.2 2.1 26.8 26.8 Effective Green,g(s) 16.6 0.4 10.4 10.5 4.6 4.6 0.7 26.2 26.2 2.1 26.8 26.8 • Actuated g/C Ratio 0.25 0.15 0.15 0.16 0.07 0.07 0.01 0.39 0.39 0.03 0.40 0.40 Clearance Time(s) 4.5 5.3 5.3 4.0 4.5 4.5 4.5 4.5 4.5 4.5 5.3 5.3 Vehicle Extension(s) 4.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 1227 287 241 275 127 108 18 , 1374 614 55 1326 565 v/s Ratio Prot c0.19 0.01 0.06 c0.01 0.01 c0.29 c0.03 0.22 v/s Ratio Perm 0.01 0.00 0.02 0.09 v/c Ratio 0.78 0.08 0.04 0.41 0.18 0.01 0.61 0.75 0.06 0.93 0.56 0.22 Uniform Delay,dl 23.7 24.4 24.3 25.7 29.7 29.3 33.3 17.8 12.9 32.6 15.8 13.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.3 0.2 0.1 0.4 0.9 0.1 36.2 2.4 0.1 93.0 0.6 0.3 Delay(s) 27.1 24.6 24.4 26.1 30.6 29.4 69.5 20.2 13.0 125.6 16.4 13.7 Level of Service C C C C C C E C B F • B B Approach Delay(s) 26.8 27.1 20.1 20.6 Approach LOS C C C C InFeisechomSummaiy' � ` �� HCM Average Control Delay 22.6 HCM Level of Service C HCM Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 67.5 Sum of lost time(s) 18.0 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period(min) 15 , c Critical Lane Group Moller Ranch T1A Synchro 7- Report KHA Page 10 Queues Long-term 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK 4\ t P `► 1 1 Lane Group EBG EBT „,...kA/13L -..":WBT, NBL f4BT ,: NBR, SBL' SBT °.SBR Lane Group Flow(vph) 5 39 17 3 26 1057 57 6 428 5 v/c Ratio 0.03 0.05 0.07 0.00 0.12 0.44 0.07 0.02 0.18 0.01 Control Delay 24.8 0.1 21.9 0.0 24.0 11.4 5.4 22.6 9.2 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.8 0.1 21.9 0.0 24.0 11.4 5.4 22.6 9.2 8.8 Queue Length 50th(ft) 1 0 3 0 5 37 0 1 13 0 Queue Length 95th(ft) 12 0 21 0 34 194 23 13 71 7 Internal Link Dist(ft) 498 283 4023 607 Turn Bay Length(ft) 50 145 100 195 80 100 Base Capacity(vph) 176 950 706 1317 220 2407 779 706 4152 1294 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 • 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 . Reduced v/c Ratio 0.03 0.04 0.02 0.00 0.12 0.44 0.07 0.01 • 0.10 0.00 Intersection Summarq .- • Moller Ranch TIA Synchro 7- Report KHA Page 11 HCM Signalized intersection Capacity Analysis Long-term 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK Movement- . ' °..,r yi€BL , .:EBT .. EBR WBL..: WBT.` WBR NBL NBT °'NBR_ SBL SET SBR Lane Configurations vi 14 ) TO "S 9'41 P 11 ttt r Volume(vph) 5 0 36 13 0 2 24 909 49 5 '364 5 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 6.0 5.5 4.5 4.0 6.0 6.0 5.5 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 1562 1770 5085 1583 1770 5085 1583 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1583 1770 1562 1770 5085 1583 1770 5085 1583 . Peak-hour factor, PHF 0.92 0.92 0.92 0.78 0.92 0.78 0.92 0.86 0.86 0.85 0.85 0.92 Adj. Flow(vph) 5 0 39 17 0 3 26 1057 57 6 428 5 RTOR Reduction(vph) 0 34 0 0 2 0 0 0 34 0 0 3 Lane Group Flow(vph) i 5 5 0' 17 1 0 26 1057 23 6 428 2 Confl. Bikes(#/hr) 1 Turn Type Prot Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 • Permitted Phases 8 4 Actuated Green,'G(s) 0.5 5.9 0.9 9.3 0.6 20.3 20.3 0.8 22.0 22.0 Effective Green,g(s) 0.5 5.9 0.9 9.3 0.6 20.3 20.3 0.8 22.0 22.0 Actuated g/C Ratio 0.01 0.12 0.02 0.18 0.01 0,40 0.40 0.02 ' 0.43 0.43 Clearance Time(s) 4.0 6.0 5.5 4.5 4.0 6.0 6.0 5.5 6.0 6.0 Vehicle Extension(s) 3.0 4.0 3.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 Lane Grp Cap(vph) 17 183 ' 31 285 21 2028 631 28 2198 684 v/s Ratio Prot 0.00 c0.00 c0.01 0.00 c0.01 c0.21 0.00 0.08 v/s Ratio Perm 0.01 0.00 v/c Ratio 0.29 0.02 0.55 0.00 1.24 0.52 0.04 0.21 0.19 0.00 Uniform Delay,dl 25.0 19.9 24.8 17.0 25.1 11.6 9.3 24.7 9.0 8.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 1.00 1.00 Incremental Delay,d2 9.4 0.1 18.4 0.0 278,6 0.3 0.0 3.8 0.1 0.0 Delay(s) 34.5 20.0 43.2 17.0 303.7 11.9 9.4 28,6 9.0 8.2 Level of Service C C D B F B A C A A Approach Delay(s) 21.7 39.2 18.5 9.3 Approach LOS C D B' A Intersection-Summer ._ .. z I HCM Average Control Delay 16.3 HCM Level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 50.9 Sum of lost time(s) 21.5 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period(min) i 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 12 • • Queues 'Long-tetra 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK { 4\ t t `► 1 1 Lane Group .. '" EBL HEBT EBR ` WBL _:•WBT NBt -, NBT` `NBR _ SBL SST SBR "' # Lane Group Flow(vph) 346 418 79 271 248 380 1165 423 51 572 141 v/c Ratio 1.21 0.56 0.25 0.62 0.28 0.83 0.78 0.49 0.52 0.51 0.24 Control Delay 160.9 36.6 34.0 46.8 24.5 58.4 29.3 6.5 66.7 28.1 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 160.9 36.6 34.0 46.8 24.5 58.4 29.3 6.5 66.7 28.1 5.8 • Queue Length 50th(ft) H37 122 41 80 55 ' 118 307 22 31 138 0 Queue Length 95th(ft) #267 173 82 114 70 #212 438 79 #97 231 45 Internal Link Dist(ft) 2097 1073 . 942 2259 Turn Bay Length(ft) 250 200 265 245 290 295 210 Base Capacity (vph) 287 1226 533 550 1464 459 1596 897 99 1320 669 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 ' 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.21 0.34 0.15 0.49 0.17 0.83 0.73 0.47 0.52 0.43 0.21 Intersection SummaF ry , --, - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue maybe longer. - Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 13 • HCM Signalized Intersection Capacity Analysis Long-term 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK . J i 1 I t 4\ t P `► 1 J Movement = EEL EDT •:EBR. WBL 'WET'• "WBR NBL. NBT °N6R; -SBL- SET 1. SER Lane Configurations Il ti' r In ?r. In 't r -I +t r Volume(vph) 315 380 72 206 148 40 315 967 351 46 515 127 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 0.97 0.95 1.00 1.00 0.95 1.00 Frpbl, ped/bikes 1.00 1.00 0.97 1.00 1.00 1.00 1.00 0.98 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 At Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3539 1542 3433 3413 3433 3539 1555 1770 3539 1558 Flt Permitted 0.95 1.00 1.00 0.95 1.00 • 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 3539 1542 3433 3413 3433 3539 1555 1770 3539 1558 Peak-hour factor, PHF 0.91 0.91 0.91 0.76 0.76 0.76 0.83 0.83 0.83 0.90 0.90 0.90 • Adj. Flow(vph) 346 418 79 271 195 53 380 1165 423 51 572 141 RTOR Reduction(vph) 0 0 0 0 25 0 0 0 208 0 0 95 Lane Group Flow(vph) 346 418 79 271 223 0 380 1165 215 51 572 46 Confk Peds. (it/hr) 7 9 9 7 3 9 9 • 3 Cont1. Bikes(#/hr) 1 1 2 Turn Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 6 2 Actuated Green, G(s) 7.7 19.4 19.4 11.9 23.6 12.4 39.2 39.2 3.8 30.6 30.6 Effective Green,g(s) 7.7 19.4 19.4 11.9 23.6 • 12.4 39.2 39.2 3.8 30.6 30.6 Actuated g/C Ratio 0.08 0.21 0.21 0.13 0.25 0.13 0.42 0.42 0.04 0.33 0.33 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 4.0 4.0 2.5 4.0 2.5 4.5 4.5 2.5 4.5 4.5 Lane Grp Cap(vph) 283 736 • 321 438 863 456 1487 653 72 1161 511 v/s Ratio Prot c0.10 c0.12 0.08 c0.07 c0.11 c0.33 0.03 0.16 v/s Ratio Perm 0.05 0.14 0.03 v/c Ratio 1.22 0.57 0.25 0.62 0.26 0.83 0.78 0.33 0.71 0.49 0.09 Uniform Delay,dl 42.8 33.2 30.8 38.6 27.9 39.4 23.4 18.2 44.2 25.1 21.7 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 127.6 1.2 0.5 2.2 0.2 12.1 3.1 0.5 25.4 0.6 0.1 Delay(s) 170.4 34.4 31.4 • 40.8 28.1 51.6 26.5 18.7 69.6 25.7 21.8 Level of Service • F C C D- C D C B E C C Approach Delay(s) 89.9 34.7 29.7 27.9 Approach LOS F C C C to c ._. a Triter"section Summary -.. , _, . . .,.r _.73- '9'- _ _.- =f HCM Average Control Delay 42.4 HCM Level of Service D HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 93.3 • Sum of lost time(s) 19.0 Intersection Capacity Utilization , 71.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 14 • • Queues Long-term 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK 1 '- 4\ t t `• d -' Lane-Group ., L. EBL EBT=;+- EBR,:°WBL WBT NBL, NBT iNBRr SBL ._ SBT` SBR Lane Group Flow(vph) 112 212 100 240 99 106 1711 531 44 771 56 v/c Ratio 0.53 0.65 0.28 0.82 0.30 0.58 0.90 0.52 0.63 ' 0.48 0.08 Control Delay 57.9 48.3 8.8 70.2 18.6 58.0 31.2 6.0 88.1 22.7 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.9 48.3 8.8 70.2 18.6 58.0 31.2 6.0 88.1 22.7 6.4 Queue Length 50th(ft) 72 131 0 79 22 66 500 35 29 173 0 Queue Length 95th(ft) #178 188 34 #157 57 ,131 #851 128 #103 317 28 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length (ft) 190 190 265 245 300 250 205 Base Capacity(vph) 210 645 602 293 617 258 1895 1024 70 1601 719 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.33 0.17 0.82 0.16 0.41 0.90 0.52 0.63 0.48 0.08 IntersecGan Summary jr , ' •.:, # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report KHA Page 15 HCM Signalized Intersection Capacity Analysis Long-term 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK 1_ •-- t t t ` • 4 d Movement ___ . 'EBL- t::EBT •EBR' wBL .AWBT WBR - NBL. ": NET =NBR SBL `--SBT 1SBR Lane Configurations 11 • t rf jiri 1* 18 4t P 11 Tt P Volume(vph) 94 178 84 199 32 50 92 1489 462 40 702 51 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 4.5 4.5 4.5 4,5 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 0.97 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frpb;ped/bikes 1.00 1.00 0.98 1.00 0.99 1.00 1.00 0.98 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Fr 1.00 1.00 0.85 1.00 0.91 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1,00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1552 3433 1671 1770 3539 1549 1770 3539 1527 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1770 1863 1552 3433 1671 1770 3539 1549 1770 3539 1527 Peak-hour factor, PHF 0.84 0.84 0.84 0.83 0.83 0.83 0.87 0.87 0.87 0.91 0.91 0.91 Adj. Flow(vph) 112 212 100 240 39 60 106 1711 531 44 771 • 56 RTOR Reduction(vph) 0 0 82 0 51 0 0 0 198 0 0 31 Lane Group Flow(vph) 112 212 18 240 48 0 _ 106 1711 333 44 771 25 Conf. Peds. (#/hr) 7 9 9 7 18 18 Confl. Bikes(fifty) 2 2 3 Turn'Type Prot Perm Prot Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases j 2 8 4 Actuated Green,G(s) 12.1 19.0 19.0 8.7 15.6 10.6 54.6 54.6 3.1 47.1 47.1 Effective Green, g(s) 12.1 19.0 19.0 8.7 15.6 10.6 54.6 54.6 3.1 47.1 47.1 Actuated g/C Ratio 0.12 0.18 0.18 0.08 0.15 0.10 0.53 0.53 0.03 0.45 0.45 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 4.0 4.0 2.5 4.0 4.0 Lane Grp Cap(vph) 206 341 284 287 251 181 1860 814 . 53 1604 692 v/s Ratio Prot 0.06 c0.11 c0.07 0.03 c0.06 c0.48 0.02 0.22 v/s Ratio Perm 0.01 0.21 0.02 v/c Ratio 0.54 0.62 0.06 0.84 0.19 0.59 0.92 0.41 0.83 0.48 0.04 Uniform Delay,dl 43.3 39.1 35.1 46.9 38,6 44.6 22.6 14.9 50.1 19.9 15.8 Progression Factor . 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.3 3.0 0.1 18.3 0.3 4.0 8.0 0.5 64.4 0.3 0.0 Delay(s) 45.6 42.2 35.2 65.2 38.9 48.5 30.6 15.4 114.5 20.2 15.8 Level of Service D D D E D D C B F C B Approach Delay(s) 41.4 • 57.5 28.0 24.6 Approach LOS D E C C Intersection Summary i ° = t'''.' HCM Average Control Delay 31.2 HCM Level of Service C HCM Volume to Capacity ratio 0.85 Actuated Cycle Length(s) 103.9 Sum of lost time(s) 18.5 Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period (min) 15 • c Critical Lane Group . Moller Ranch TIA Synchro 7- Report KHA Page 16 Queues Long-term 9: Dublin Blvd & Tassjara Rd Timing Plan: PM PEAK f -► -i ` ~ t 4\ t P " 1 r ' Lane Group- EBL: =EBT ' EBR IWBL " .WBT. WBR ,rNBL '':NBT NBR SBL SBT SBR Lane Group Flow(vph) 699 1582 942 689 847 116' 1488 1568 1088 115 944 279 v/c Ratio 1.53 0.98 0.66 1.59 0.62 0.23 1.54 0.60 0.79 0.72 0.57 0.30 Control Delay 289.1 69.6 25.9 319.1 50.4 11.0 288.1 36.1 28.3 94.9 49.8 5.4 Queue Delay 0.0 0.0 0.0 . 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 289.1 69.6 25.9 319.1 50.4 11.0 288.1 36.1 28.3 94.9 49.8 5.4 Queue Length 50th(ft) -491 564 343 -340 267 10 -723 347 348 58 234 0 Queue Length 95th(ft) #619 #675 419 #428 317 61 #752 358 397 #103 269 38 Internal Link Dist(ft) - 2216 1117 968 , 743 Turn Bay Length (ft) 220 220 350 200 320 400 250 250 Base Capacity(vph) 458 1607 1426 432 1370 501 965 2607 1376 160 1666 920 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0' 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.53 0.98 0.66 1.59 0.62 0.23 1.54 0.60 0.79 0.72 0.57 0.30 Interaec6on'Surimary 1 7 a . .w. _ .v-,- _ _., ;: ' .n_ Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue m_ay be longer. _ Queue shown is maximum after two cycles. Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Long-term 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK . • . f { t °\ t P `- 1 4/ Movement's': "k:?':-,, EBL •-EST t-ZEBR WBL-` ;LWBT' WBR w NBC: NBT:eiir,NBR SBL "ASST SBR Lane Configurations 1111 14+ Fri 'MI '1"h+ r 'yrs tin rr ,$) tnt rr Volume(vph) 636 1440 857 655 805 110 1265 1333 925 102 840 248 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.0 5,8 5.0 5.0 5.8 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Lane Util. Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.86 0.88 0.97 0.86 0.88 Frpb, ped/bikes 1.00 - 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 - Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) . 3433 5085 2762 4990 5085 1583 4990 6408 2787 3433 6408 2745 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2762 4990 5085 1583 4990 6408 2787 3433 6408 2745 Peak-hour factor, PHF 0.91 0.91 0.91 0.95 0.95 0.95 0.85 0.85 0.85 0.89 0.89. 0.89 Adj. Flow(vph) 699 1582 942 689 847 116 1488 1568 1088 115 944 279 RTOR Reduction(vph) 0 0 4 0 0 75 0 0 243 0 0 206 Lane Group Flow(vph) 699 1582 938 689 847 41 1488 1568 845 115 944 73 Confl. Peds. (#/hr) 2 2 2 2 Confl. Bikes(#/hr) 3 1 Turn Type Prot pm+ov Prot Perm Prot Perm Prot Perm Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 6 8 • 4 Actuated Green,G(s) 20.0 47.4 76.4 13.0 40.4 40.4 29.0 61.0 61.0 7.0 39.0 39.0 Effective Green,g(s) 20.0 47.4 76.4 13.0 40.4 40.4 29.0 61.0 61.0 7.0 39.0 39.0 Actuated g/C Ratio 0.13 0.32 0.51 0.09 0.27 0.27 0.19 0.41 0.41 0.05 0.26 0.26 Clearance Time(s) 5.0 5.8 5.0 5.0 5.8 5.8 5.0 5.8 5.8 5.0 5.8 5.8 Vehicle Extension(s) 2.0 3.0 2.0 2.0 3.0 3.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 458 1607 1407 432 1370 426 965 2606 1133 160 1666 714 v/s Ratio Prot c0.20 c0.31 0.13 0.14 0.17 c0.30 0.24 0.03 0.15 v/s Ratio Perm 0.21 0.03 c0.30 0.03 v/c Ratio 1.53 0.98 0.67 1.59 0.62 0.10 1.54 0.60 0.75 0.72 0.57 0.10 Uniform Delay,dl 65.0 50.9 27.3 68.5 48.0 41.1 60.5 35.0 37.9 70.5 48.2 42.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • Incremental Delay,d2 247.7 18.7 0.9 278.4 0.8 0.1 249.1 0.5 2.9 12.1 0.5 0.1 Delay(s) 312.7 69.6 28.3 346.9 48,9 41.2 309.6 35.4 40.8 82.6 48.7 42.3 Level of Service F E C F D D F D D F D D Approach Delay(s) 110.3 172.7 135.3 50.3 Approach LOS F F F D Intersection Summary.;„ HCM Average Control Delay 122.5 HCM Level of Service F HCM Volume to Capacity ratio 1.06 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 10.0 • Intersection Capacity Utilization 95.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group _, Moller Ranch TIA Synchro 7- Report KHA Page 18 • • Queues Long-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK t P 1 r Lane G>roup._'' .'' ;;WB WBR,`: `NBTri SI3Ti SBR.. _. , 1 Lane Group Flow(vph) 572 1211 2977 752 2352 688 v/c Ratio 0.44 1.14 1.08 0.49 0.92 0.51 Control Delay 31.4 113.9 72.0 1.1 33.4 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.4 113.9 72.0 1.1 33.4 1.4 Queue Length 50th(ft) 183 -680 -1023 .0 656 0 Queue Length 95th(ft) 232 #817 #1105 0 727 0 Internal Link Dist(ft) 981 968 Tum Bay Length(ft) 315 585 660 Base Capacity(vph) 1302 1058 2762 1550 2546 1345 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 • Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 1.14 1.08 0.49 0.92 0.51 _T. Inteosecbon:Summaiy„ m' _,' . . ___ E•,i_ m '' _ , . - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. ' # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • • Moller Ranch TIA Synchro 7- Report • KHA Page 19 • HCM Signalized Intersection Capacity Analysis Long-term 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK J -• ` ♦ t♦ ! '- - °\ t t `► J, 1 Movement ;BBL, • EBT . IEBR VI/BL • 1WBT WBR I NBL NBT ;?NBR SBL ..fISBT SBR Lane Configurations Vi t°rr +4+ r fivt, r Volume(vph) 0 0 0 509 0 1078 0 2679 677 0 1527 1178 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.7 4.7 5 4 4.0 5.4 4.0 Lane Util. Factor 0.97 0.88 0.91 1.00 0.86 0.86 Frpb,ped/bikes 1.00 1.00 1.00 0.98 1.00 0.99 Flpb, ped/bikes 1.00 • 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 0.96 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 5085 1550 4595 1345 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 5085 1550 4595 1345 Peak-hour factor, PHF 0.92 0.92 0.92 0.89 0.89 0.89 0.90 0.90 0.90 0.89 0.89 0.89 Adj, Flow(vph) 0 0 0 572 . 0 1211 0 2977 752 0 • 1716 1324 RTOR Reduction(vph) 0 0 0 0 0 1 0 0 0 0 51 0 Lane Group Flow(vph) 0 I 0 0 572 0 1210 0 2977 752 0 2301 688 Conti. Bikes(#/hr) 3 1 Turd,Type custom custom Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green,G(s) 49.3 _ • 49.3 70.6 130.0 70.6 130.0 Effective Green,g (s) 49.3 49.3 70.6 130.0 70.6 130.0 Actuated g/C Ratio 0.38 0.38 0.54 1.00 _0.54 1.00 Clearance Time(s) 4.7 4.7 5.4 5.4 Vehicle Extension(s) 5.0 5.0 5.0 5.0 Lane Grp Cap(vph) 1302 1057 2762 1550 2495 1345 v/s Ratio Prot c0.59 0.50 v/s Ratio Perm 0.17 c0.43 0.49 0.51 v/c Ratio 0.44 1.15 1.08 0.49 0.92 0.51 Uniform Delay,dl 30.1 40.4 29.7 0.0 27.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 76.7 42.5 1.1 7.1 1.4 Delay(s) 30.6 117.1 72.2 1.1 34.3 1.4 Level of Service C F E A C A Approach Delay(s) ' 0.0 89.3 57.8 26.8 Approach LOS A F E C a Intelsab{Ton Summary � , , , _-.. _ - 77-7 HCM Average Control Delay 53.4 HCM Level of Service D HCM Volume to Capacity ratio 1.11 Actuated Cycle Length(s) 130.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 97.9% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 20 Queues Long-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK , . t t r t Lane Group EBL2 "`EBT ." EBR" YVBE WBRµ WBR2 NBT ` N8R 'SBL SBT. SBR Lane Group Flow(vph) 923 275 488 154 479 129 2313 550 364 1534 340 v/c Ratio 1.62 0.76 0.31 1.60 1.15 0.31 1.50 0.46 1.58 0.72 0.22 Control Delay 324.7 72.1 0.5 354.9 128.9 27.5 262.3 30.5 319.1 23.5 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0.0 Total Delay 324.7 72.1 0.5 354.9 128.9 27.5 262.3 30.5 319.1 23.5 0.3 Queue Length 50th(ft) -667 258 0 -110 -422 68 -1648 206 -504 533 0 Queue Length 95th(ft) #642 303 0 #175 #628 104 #1774 265 #711 618 0 Internal Link Dist(it) 1255 935 981 Turn Bay Length(ft) 620 470 140 210 210 240 405 Base Capacity(vph) 570 360 1563 96 415 415 1538 1183 231 2128 1550 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 . 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.62 0.76 0.31 1.60 1.15 0.31 1.50 0.46 1.58 0.72 0.22 lntersee6on Suminaiy ,.-7, ., , � - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 21 • HCM Signalized Intersection Capacity Analysis Long-term 11 : 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK 1 t t r \, l Movement r •EBL2 r-EEL- EBT EBR-.°) .WBL. . Waft=;WBR2 -NBT - NBR: NBR2 '-BBL SP: Lane Configurations ¶1 ilk r vi r rr n rrr Tt +4 Volume(vph) 711 1 211 376 131 407 110 . 2151 423 88 331 1396 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.1 5.4 4.0 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.95 0.88 1.00 0.95 Frpb, ped/bikes 1.00 1.00 0.99 1.00 0.99 0.99 1.00 0.97 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frf 1.00 1.00 0.85 1.00 0.85 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1862 1563 3430 1573 1572 3539 2696 1770 3539 Flt Permitted 0.95 1.00 1.00 0.26 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 3433 1862 1563 932 1573 1572 3539 2696 1770 3539 Peak-hour factor, PHF 0.77 0.77 0.77 0.77 0.85 0.85 0.85 0.93 0.93 0.93 0.91 • 0.91 Adj.Flow(vph) . 923 1 274 488 154 479 129 2313 455 . 95 364 1534 • RTOR Reduction(vph) 0 0 0 0 0 0 0 0 11 0 0 0 Lane Group Flow(vph) 923 0 275 488 154 479 129 2313 539 0 364 1534 Confl. Peds.(#/hr) 1 1 2 2 2 Confl. Bikes(#/hr) 3 2 2 1 1 Turn Type Prot Perm Free custom custom custom Perm Prot Protected Phases 3 8 4 5 6 5 2 Permitted Phases 8 Free 7 5 4 6 Actuated Green, G(s) 24.9 29.0 150.0 15.5 39.6 39.6 65.2 65.2 19.6 90.2 Effective Green,g(s) 24.9 . 29.0 150.0 15.5 39.6 39.6 65.2 65.2 19.6 90.2 Actuated g/C Ratio 0.17 0.19 1.00 0,10 0.26 0.26 0.43 0.43 0.13 0.60 Clearance Time(s) 4.1 5.4 4.5 5.4 5.4 5.4 5.4 5.4 5.4 Vehicle Extension(s) 1.8 1.8 1.8 1.8 1.8 5.0 5.0 1.8 5.0 Lane Grp Cap(vph) 570 360 1563 96 415 415 1538 1172 231 2128 v/s Ratio Prot c0.27 c0.15 0.04 c0.65 c0.21 0.43 v/s Ratio Perm 0.15 0.31 0.17 0.15 0.04 0.20 v/c Ratio 1.62 0.76 0.31 1.60 1.15 0.31 1.50 0.46 1.58 0.72 Uniform Delay,dl 62.5 57.3 0.0 67.2 55.2 44.3 42.4 30.0 65.2 21.0 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 286.7 8.4 0.5 314.9 93.5 0.2 230.2 1.3 278.9 1.5 Delay(s) 349.3 65.7 0.5 382.1 148.7 44.4 272.6 31.3 344.1 • 22.6 Level of Service F E A F F D F C F C Approach Delay(s) 202.1 226.2 71,5 Approach LOS F F E Intersection Summary . HCM Average Control Delay 170,1 HCM Level of Service F HCM Volume to Capacity ratio 1.48 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 20.3 • Intersection Capacity Utilization 118.8% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 22 • HCM Signalized Intersection Capacity Analysis Long-term 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan. PM PEAK J n,_ Movement' . q. SBR � .. 77, LaimConfigurations P Volume(vph) 309 Ideal Flow(vphpl) , 1900 Total Lost time(s) 4.0 Lane Util. Factor 1.00 Frpb,ped/bikes 0.98 Flpb, ped/bikes 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow(prot) 1550 Flt Permitted 1.00 Satd. Flow(perm) 1550 Peak-hour factor, PHF 0.91 Ad). Flow(vph) 340 RTOR Reduction(vph) 0 Lane Group Flow(vph) 340 Confl. Peds. (#/hr) Confl. Bikes(#/hr) 2 Turn Type Free Protected Phases Permitted Phases Free. Actuated Green, G(s) 150.0 Effective Green,g(s) 150.0 • Actuated g/C Ratio 1.00 Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) 1550 v/s Ratio Prot v/s Ratio Perm 0.22 v/c Ratio 0.22 Uniform Delay,dl 0.0 Progression Factor 1.00 Incremental Delay,d2 0.3 Delay(s) 0.3 Level of Service A Approach Delay(s) Approach LOS Intersestion'Summary r ,". _ . . .... = - ,., ;m:; ._ • Moller Ranch TIA Synchro 7- Report KHA Page 23 Queues Long-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK q t • Lane,Group 4-72 -NBL NBT SBT-1 SBR Lane Group Flow(vph) 109 59 1080 719 20 v/c Ratio 0.32 0.23 0.43 0.32 0.02 Control Delay 8.7 20.3 4.3 6.6 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.7 20.3 4.3 6.6 4.1 Queue Length 50th(ft) 2 13 47 27 0 Queue Length 95th(ft) 6 39 86 101 8 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1199 258 2661 2209 975 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.09 0.23 0.41 0.33 0.02 Inln ection Summary 'T • • • • Moller Ranch NA Synchro 7- Report KHA Page 24 HCM Signalized Intersection Capacity Analysis Long-term 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK t 4\ t 1 1 Pvtovement `' .. -. ;V EBL EBR,: ._.NBL: :E~IBT" a S6T ,' SBR"7' '`. .j,._` ' _- Lane Configurations V 11 "ft "PR ri Volume(vph) 5 46 51 929 697 19 ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 5.3 5.3 5.3 Lane Util. Factor 1.00 1.00 0.95 0.95 • 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 Frt 0.88 1.00 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 1.00 1.00 Satd. Flow(prof) 1628 1770 3539 3539 1551 Flt Permitted 0.99 0.95 1.00 1.00 1.00 Satd. Flow(perm) 1628 1770 3539 3539 1551 Peak-hour factor, PHF 0.47 0.47 0.86 0.86 0.97 0.97 • Adj. Flow(vph) 11 98 59 1080 719 20 RTOR Reduction(vph) 88 0 0 0 0 9 Lane Group Flow(vph) 21 0 59 1080 719 11 Confi. Bikes(#/hr) 1 Turn Type Prot Perm Protected Phases 4 5 2 6 Permitted Phases 6 Actuated Green,G(s) 4.2 1.7 27.3 21.6 21.6 Effective Green,g(s) • 4.2 1.7 27.3 21.6 21.6 Actuated g/C Ratio 0.10 0.04 0.67 0.53 0.53 Clearance Time(s) 4.0 4.0 5.3 5.3 5.3 Vehicle Extension(s) 2.0 3.0 5.0 5.0 5.0 Lane Grp Cap(vph) 168 74 2368 1874 821 v/s Ratio Prot c0.01 0.03 c0.31 0.20 v/s Ratio Perm ' 0.01 • v/c Ratio 0.13 0.80 0.46 0.38 0.01 • Uniform Delay,dl 16.6 19.4 3.2 5.7 4.5 . Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 43.2 0.3 0.3 0.0 Delay(s) 16.8 62.6 3.5 5.9 4.6 . Level of Service B E A A A Approach Delay(s) 16.8. 6.6 5.9 Approach LOS B A A Intersection Summ`aty . , . . r SF'... - ' HCM Average Control Delay 6.9 HCM Level of Service A „ HCM Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 40.8 Sum of lost time(s) 9.3 Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 25 Queues Long-term 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK t P �► 1 Lan'eG[oup WBL NET NBR SBL ' .:SBT ... ., Lane Group Flow(vph) 42 1026 52 6 760 v/c Ratio 0.12 0.32 0.04 0.02 0.23 Control Delay 13.8 3.1 2.3 16.5 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.8 3.1 2:3 16.5 1.2 Queue Length 50th(ft) 4 0 0 1 0 Queue Length 95th(ft) 25 150 15 10 55 Internal Link Dist(ft) 605 1596 671 Turn Bay Length(ft) 90 120 Base Capacity(vph) 1532 3079 1382 315 3307 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.03 0.33 0.04 0.02 0.23 Intersection Summary` • • Moller Ranch TIA Synchro 7- Report KHA Page 26 • HCM Signalized Intersection Capacity Analysis Long-term 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK t f P \► l Movement WBL WBR NBT, NBR.. SBL' • SBT - I Lane Configurations V 4+ r T1 S4 Volume(vph) 26 5 975 49 6 737 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0. 5.3 5.3 4.0 5.3 Lane Util.Factor 1.00 0.95 1.00 1.00 0.95 Fri 0.98 1.00 0.85 1.00 1.00 . Flt Protected 0.96 1.00 1.00 0.95 1.00 Satd. Flow(prat) 1748 3539 1583 1770 3539 Flt Permitted 0.96 1.00 1.00 0.95 1.00 • Satd.Flow(peen) 1748 - • 3539 1583 1770 3539 Peak-hour factor, PHF 0.75 - 0.75 0.95 0.95 0.97 0.97 Adj. Flow(vph) 35 7 1026 52 6 760 RTOR Reduction(vph) 7 0 0 14 0 0 Lane Group Flow(vph) 35 0 1026 38 6 760 Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 0.9 22.5 22.5 0.6 27.1 . Effective Green,g(s) 0.9 22.5 22.5 0.6 27.1 Actuated g/C Ratio 0.02 0.60 0.60 0.02 0.73 Clearance Time(s) 4.0 5.3 5.3 4.0 5.3 Vehicle Extension(s) 2.0 5.0 5.0 2.0 5.0 Lane Grp Cap(vph) 42 2135 955 28 2571 v/s Ratio Prot c0.02 c0.29 0.00 •c0.21 v/s Ratio Perm 0.02 v/c Ratio 0.84 0.48 0.04 0.21 0.30 Uniform Delay,dl 18.1 4.1 3.0 18.1 1.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 75.4 0.4 0.0 1.4 0.1 Delay(s) 93.5 4.5 3.0 19.5 1.9 Level of Service F A A B A Approach Delay(s) 93.5 4.4 2.0 Approach LOS F A A Intersection Summary I HCM Average Control Delay 5.4 HCM Level of Service A HCM Volume to Capacity ratio 0.54 Actuated Cycle Length(s) 37.3 Sum of lost time(s) 14.6 Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 27 Queues Long-term 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK 1 1 • Lane Group •EBL EBR NBL NBT SBT SBR { Lane Group Flow(vph) 117 617 262 1127 887 62 v/c Ratio 0.20 0.63 0.63 0.32 0.63 0.10 Control Delay 26.2 5.3 36.6 6.0 22.1 10.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.2 5.3 36.6 6.0 22.1 10.7 Queue Length 50th(ft) 24 0 103 50 154 7 Queue Length 95th(ft) 39 22 #274 163 310 39 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 1466 1522 414 3529 1417 643 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 • Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.41 0.63 0.32 0.63 0.10 Intersection,Summary • # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 28 • • HCM Signalized Intersection Capacity Analysis Long-term 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK °\ t 1 r Movement • EBL EBR NBL NBT SBT SBR Lane Configurations - '111 r't' '1 'Mt ?11 r' Volume(vph) 96 506 241 1037 772 54 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 • Total Lost time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Lane Util. Factor 0.97 0.88 1.00 0.91 0.95 1.00 Frpb,ped/bikes 1.00 0.98 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 3433 2742 1770 5085 3539 1560 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd.Flow(perm) 3433 2742 1770 5085 3539 1560 Peak-hour factor, PHF 0.82 0.82 0.92 0.92 0.87 0.87 Adj. Flow(vph) 117 617 262 1127 887 62 RTOR Reduction(vph) 0 510 0 0 0 20 Lane Group Flow(vph) 117 107 262 1127 887 42 Conti. Peds. (#/hr) 4 4 4 Confl. Bikes(#/hr) 1 Turn Type Penn Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 13.1 13.1 17.7 52.7 30.5 30.5 Effective Green,g(s) 13.1 13.1 17.7 52.7 30.5 30.5 Actuated g/C Ratio 0.17 0.17 0.23 0.70 0.40 0.40 Clearance Time(s) 5.0 5.0 4.5 5.0 5.0 5.0 Vehicle Extension(s) 4.0 4.0 2.0 4.0 4.0 4.0 Lane Grp Cap(vph) 593 474 413 3535 1424 628 v/s Ratio Prot 0.03 c0.15 0.22 c0.25 v/s Ratio Perm c0.04 0.03 v/c Ratio 0.20 0.22 0.63 0.32 0.62 0.07 Uniform Delay,dl 26.8 27.0 26.1 4.5 18.1 13.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.3 2.3 0.1 1.0 0.1 Delay(s) . 27.1 27.3 28.5 4.6 19.0 14.0 Level of Service C C C A B B Approach Delay(s) 27.3 9.1 18.7 Approach LOS C A B • Intersection Summary HCM Average Control Delay 16.4 HCM Level of Service B • HCM Volume to Capacity ratio 0.54 Actuated Cycle Length(s) 75,8 Sum of lost time(s) 14.5 Intersection Capacity Utilization 53.5% • ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report • KHA Page 29 Queues Long-term 15: Central Pkwy & Fallon Rd Timing Plan:PM PEAK c ~ k- 4\ t /4 `► Lane Group EBL EBT EBR WBL WBT WBR NBL ''NBT NBR SBL SBT SBR Lane Group Flow(vph) 213 53 456 14 17 11 112 1515 23 15 1386 45 v/c Ratio 0.55 0.09 0.74 0.07 0.04 0.03 0.84 0.57 0.03 0.16 0.68 0.07 Control Delay 37.4 17.6 20.5 43.1 26.2 13.8 87.6 18.1 13.7 46.1 24.0 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.4 17.6 20.5 43.1 26.2 13.8 87.6 18.1 13.7 46.1 24.0 9.0 Queue Length 50th (ft) 73 17 105 3 6 0 49 133 2 6 165 1 Queue Length 95th(ft) 148 43 103 15 23 13 #206 #482 25 32 #366 25 Internal Link Dist(ft) 745 383 200 1101 Tum Bay Length(ft) 270 125 100 100 120 100 100 215 Base Capacity(vph) 402 1178 1058 187 887 759 133 2643 828 96 2075 670 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.04 0.43 0,07 0.02 0.01 0.84 0.57 0.03 0.16 0.67 0.07 Intersection Summary M � ) # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 30 • HCM Signalized Intersection Capacity Analysis Long-term 15: Central Pkwy & Fallon Rd Timing Plan: PM PEAK ' -a { t 4\ t P \- 4 . 41 Movemen.t `. `EBL ' BTr, EBR_ .;NBL F WB.._T WBR `NB.L. `.;NBT .•wNB R' - SBL "'SBT SBR Lane Configurations .1 4 r m T r ) 444 r *i 44? r Volume(vph) 134 49 287 13 16 10 108 1454 21 14 1164, 38 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5,0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb, ped/bikes 1,00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1563 3433 1863 1583 1770 5085 _ 1583 1770 5085 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 1863 1563 3433 1863 1583 1770 5085 1583 1770 5085 1583 Peak-hour factor, PHF 0.63 0.92 0.63 0.92 0.92 0.92 0.96 0.96 0.92 0.92 0.84 0.84 Adj.Flow(vph) 213 53 456 14 17 11 112 1515 23 15 1386 45 RTOR Reduction(vph) 0 0 135 0 0 10 0 0 5 0 0 24 Lane Group Flow(vph) 213 53 321 14 17 1 112 1515 18 15 1386 . 21 Conti. Peds. (#/hr) 1 Turn Type. Prot Perm Prot , Perm Prot. Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 .4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 16.6 23.8 23.8 0.6 7.8 7.8 5.7 39.7 39.7 0.6 34.6 34.6 Effective Green,g(s) 16.6 23.8 23.8 0.6 7.8 7.8 5.7 39.7 39.7 0.6 34.6 34.6 Actuated g/C Ratio 0.20 0.28 0.28 0.01 0.09 0.09 0.07 0.47 0.47 0.01 0.41 0.41 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 ' Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 351 530 444 25 174 148 121 2412 751 13 2102 654 v/s Ratio Prot c0.12 0.03 0.00 0.01 c0.06 c0.30 0.01 0.27 v/s Ratio Perm c0.21 0.00 0.01 0.01. v/c Ratio 0.61 0.10 0.72 0.56 0.10 0.01 0.93 0.63 0.02 1.15 0.66 0.03 Uniform Delay,dl 30.6 22.1 27.0 41.4 34.7 34.4 38.8 16.5 11.7 41.6 19.8 14.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.0 0.1 6.2 15.9 0.3 0.0 58.0 0.6 0.0 305.0 0.8 0.0 Delay(s) 32.6 22,2 33.2 57.4 35.1 34.5 96.8 17.1 11.7 346.5 20.6 14.6 Level of Service C C C E D C F B B F C B Approach Delay(s) 32.2 42.3 22.4 23.8 Approach LOS C D C C Intersection Summary. .,. ?. HCM Average Control Delay 25.0 HCM Level of Service C HCM Volume to Capacity ratio 0.68 _ Actuated Cycle Length (s) 83.7 Sum of lost time_(s) 14.0 Intersection Capacity Utilization 58.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 31 Queues Long-term 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK t c 4- s 4\ t P `► 1 r Lane Gratin"' - a„ =' ',.: EBL `EBT; ERR WBL .WBT . WBR NBL°°s, NBT ,;.NBR". `SBL =SST SBR Lane Group Flow(vph) 280 1276 750 2932 3360 4096 82 338 440 1043 673 47 v/c Ratio 077 0.73 0.70 2.57 1.42 4.24 0.47 0.46 0.62 1.69 0.40 0.11 Control Delay 76.9 44.2 34.6 730.5 222.5 1472.1 77.0 60.8 9.0 352.8 44.3 11.0 Queue Delay • 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Total Delay 76.9 . 44.2 34.6 730.5 222.5 1472.1 77.0 60.8 9.0 352.8 44.3 11.0 Queue Length 50th(ft) 133 383 268 -1635 -1565 -6895 27 86 0 -741 151 0 Queue Length 95th (ft) 170 405 314 266 222 #1103 47 115 55 #791 167 27 Internal Link Dist(ft) 341 489 746 311 Turn Bay Length(ft) 290 225 275 925 350 100 120 180 Base Capacity(vph) 411 1773 1086 1142 2367 966 176 835 746 617 1761 469 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.72 0.69 2.57 1.42 4.24 0.47 0.40 0.59 1.69 0.38 0.10 - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA - Page 32 • HCM Signalized Intersection Capacity Analysis Long-term 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK -• c t -, t P ti t d Movement I " - ';BBL ,._EBT, EBR ` WBL I,WBT , w8R ,' NBL. `2:NBT NBR :, SBL - .:SBT '-:SBR Lane Configurations VI Hit rr 3 oi tit r 9)'3 flit rr 5i till r Volume(vph) 235 1072 630 733 840 1024 79 324 422 866 559 39 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.5 5.0 ' 5.0 4.5 5.0 ' 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util.Factor 0.97 0.91 0.88 0.94 0.91 1.00 0.94 0.86 0.88 0.97 0.86 1.00 Fit 1.00 1.00 0.85 1.00 1.00 0.85 . 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 5085 2787 4990 5085 1583 4990 6408' 2787 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 5085 2787 .4990 5085 1583 4990 6408 2787 3433 6408 1583 Peak-hour factor, PHF 0.84 0.84 0.84 0.25 0.25 0.25 0.96 0.96 0.96 0.83 0.83 0.83 Adj. Flow(vph) 280 1276 750 - 2932 _ 3360 4096 82 338 . 440 1043 673 47 RTOR Reduction(vph) 0 0 116 0 0 229 0 0 389 0 0 35 Lane Group Flow(vph) 280 1276 634 2932 3360 3867 82 338 51 1043 673 12 Turn Type Prot Perm Prot Perm. Prot Perm Prot Perm Protected Phases 5 2 1 6 3 .8 7 • 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 15.0 48.7 48.7 32.5 66.2 66.2 5.0 16.4 • 16.4 25.5 36.9 36.9 • Effective Green, g(s) 15.0 48.7 48.7 32.5 66.2 66.2 5.0 16.4 16.4 25.5 36.9 36.9 Actuated g/C Ratio 0.11 0.34 0.34 0.23 0.47 0.47' 0.04 0.12 0.12 0.18 0.26 0.26 Clearance Time(s) 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 . 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 362 1743 955 1141 2369 737 176 740 322 616 1664 411 v/s Ratio Prot 0.08 0.25 c0.59 0.66 0.02 9.05 c0.30 call v/s Ratio Perm 0.23 c2.44 0.02 0.01 v/c Ratio 0.77 0.73 0.66 2.57 1.42 5.25 0.47 0.46 0.16 1.69 0.40 0.03 Uniform Delay,dl 61.9 41.0 39.7 54.8 37.9 37.9 67.2 58.7 56.6 58.3 43.5 39.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.0 1.7 1.9 708.9 190.8 1914.1 0.7 0.6 0.3 318.9 0.2 0.0 Delay(s) 70.9 42.7 41.7 763.7 228.7 1952.0 68.0 59.3 56.9 377.2 43.7 39.3 Level of Service E D D F F F E E E F D D Approach Delay(s) ' 45.8 • 1059.2 58.9 240.9 Approach LOS D F E F , tntessecUon:Summarq _ '°" 1 HCM Average Control Delay 756.3 HCM Level of Service F • HCM Volume to Capacity ratio 3.45 Actuated Cycle Length(s) 142.1 Sum of lost time(s) 14.0 Intersection Capacity Utilization 92.2% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 33 Queues Long-term 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK t t .p 1 J lane Group WBL WBT WBR ::aNBT, : NBR -SBT __BBB Lane Group Flow(vph) 129 130 165 1078 1238 2127 386 v/c Ratio 0.49 049 0.29 0.30 0.80 0.62 0.36 Control Delay 34.0 33.7 6.7 3.5 4.4 5.6 1.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.0 33.7 6.7 3.5 4.4 5.6 1.4 Queue Length 50th(ft) 50 51 0 39 0 115 0 Queue Length 95th(ft) 106 106 23 66 0 218 25 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 Base Capacity(vph) 475 482 906 4378 1551 4125 1212 Starvation Cap Reductn 0 0 . 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.27 0.18 0.25 0.80 0.52 0.32 Intersection Summary .4 .. ., ,. Moller Ranch TIA Synchro 7- Report KHA Page 34