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Item 6.1 Moller Ranch Attch 16 #3
HCM Signalized Intersection Capacity Analysis Long-term 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK .t c - t 4\ t t 1 r Movement EBL • EBT EBR' near-'i WBT -WBR :_ NBL= -:NBT'' .NBR= SBL n SBT ,:' SBR Lane Configurations 'S 4 t'r? T?fi P . Ttfk _ P Volume(vph) 0 0 0 192 31 142 0 873 1003 0 1876 386 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 Frpb.ped/bikes 1.00 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 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(prot) 1681 1708 2787 5085 1551 4790 1345 Flt Permitted ' 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1708 2787 5085 1551 4790 1345 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 0 223 36 ' 165 0 1078 ' 1238 0 . 2084 429 RTOR Reduction(vph) 0 0 0 0 0 139 0 0 0 0 2 108 Lane Group Flow(vph) , 0 0 0 129 130 26 0 1078 1238 0 2125 278 Confl. 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) 9.8 9.8 9.8 44.7 62.0 44.7 44.7 Effective Green,g(s) 9.8 9,8 9.8 44.7 62.0 44.7 44.7 Actuated g/C Ratio 0.16 0.16 0.16 0.72 1.00 0.72 0.72 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) 266 270 441 ' ' 3666 1551 3453 970 v/s Ratio Prot 0.21 0.44 v/s Ratio Perm 0.08 0.08 0.01 c0.80 0.21 v/c Ratio 0.48 0.48 0.06 0.29 0.80 0.62 0.29 Uniform Delay,dl 23.8 23.8 22.2 3.1 0.0 4.3 3.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.5 0.0 0.0 4.4 0.2 0.1 Delay(s) 24.3 24.3 22.2 3.1 4.4 4.6 3.1 Level of Service C C C A A A A Approach Delay(s) 0.0 23.5 3.8 4.3 Approach LOS A ' C A A Intersection Summary.. .- ., , HCM Average Control Delay 5.6 HCM Level of Service A HCM Volume to Capacity ratio 0.80 Actuated Cycle Length(s) 62.0 Sum of lost time(s) ' • 0.0• Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 35 • Queues Long-term • 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK 7 t P 1 r carte'Group . °- = EBL EBR- ' NBT' =mNBR _SBT SBR - ' . i Lane Group Flow(vph) 339 1258 2362 579 1629 776 v/c Ratio 0.24 1.09 0.99 0.43 0.64 0.50 Control Delay 17.9 79.8 38.4 1.0 18.0 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.9 79.8 38.4 1.0 18.0 1.2 Queue Length 50th(ft) 63 -457 488 0 238 0 Queue Length 95th(ft) 78 #454 483 0 267 0 Internal Link Dist(ft) 180 ' • 1206 Turn Bay Length(ft) 375 560 150 Base Capacity(vph) 1411 1159 2396 1345 2543 1551 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 0.24 1.09 0.99 0.43 0.64 0.50 -r I - _ . _ Intersection Summary ... ) - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 1195th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 36 HCM Signalized Intersection Capacity Analysis Long-term 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK -* c - t q t ,► \. 1 J .-.mw __.. �T. ... Movement " ' ';BBL. ,_,EBT.' , sEBR''YVBL :: UIBT-, rNBR � NBL ,�NBT °•,NBR::� S6L 58T SBR Lane Configurations VI Fr ttt* r tTfi P Volume(vph) 261 0 969 0 0 0 0 1884 527 0 1401' 667 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 Utit. Factor 0.97 0.88 0.86 0.86 0,91 1.00 Frpb, ped/bikes 1.00 1.00 _ 1.00 0.99 1.00 0.98 , Flpb, ped/bikes 1.00 1.00 . 1.00 1.00 1.00 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 • 4785 1345 5085 1551 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 4785 1345 5085 1551 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) 339 0 1258 0 0 0 0 ' 2298 643 0 1629 . 776 RTOR Reduction(vph) 0 0 13 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 339 0 1245 0 0 0 0 2359 579 0 1629 776 Confi. Bikes(#/hr) . 1 1 Turn Type custom ' custom Free Free Protected Phases 2 6 . . Permitted Phases 4 4 Free Free Actuated Green,G(s) 37.0 37.0 45.0 90.0 45.0 90.0 Effective Green,g(s) 37.0 37.0 45.0 ' 90.0 45.0 90.0 Actuated g/C Ratio 0.41 0.41 0.50 1.00 0.50 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) 1411 1146 2393 1345 2543 1551 v/s Ratio Prot c0.49 0.32 v/s Ratio Perm 0.10 c0.45 0.43 0.50 vlc Ratio 0.24 1.09 0.99 0.43 0.64 0.50 Uniform Delay,dl 17.3 26.5 22.2 0.0 16.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay.d2 0.0 53.3 15.1 1.0 ' 0.6 1.2 Delay(s) 17.3 79.8 37.2 1.0 17.1 1.2 Level of Service B E D A B A Approach Delay(s) 66.5 0.0 30.1 12.0 Approach LOS E A C B Intersection Summary ° ' . - a a HCM Average Control Delay 32.2 HCM Level of Service' ' C HCM Volume to Capacity ratio 1.03 Actuated Cycle Length(s) 90.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period(min) 15 . c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 37 Long-Term PM Fri Jul 20, 2012 10:16:40 Page 1-1 Scenario Report Scenario: Long-Term PM Command: LT PM Volume: Long-Term PM !Geometry: Long-Term Impact Fee: Default Impact Fee Trip Generation: None Trip Distribution: Project Paths: Default Path Routes: Default Route - Configuration: LT PM • Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON Long-Term PM Fri Jul 20, 2012 .10:16:40 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 D xxxxx 0.816 D xxxxx 0.816 + 0.000 V/C # 4 Camino Tassajara/Windemere Pkw D xxxvx 0.840 D xxxxx 0.840 + 0.000 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • r Long-Term PM Fri Jul 20, 2012 10:16:40 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) +t*Y->*-**+*********************4*****'*********+*** **-*4*******#“***x******+**+ Intersection #3 Camino Tassajara/Highland Rd +++*****+************++******+************+************+*****++**+****+*+****** Cycle (sec) : 100 Critical Vol./Cap. (7) : 0.816 Loss Time (sec) : 0 Average Delay (sec/veh) : xr=at_x Optimal Cycle: 101 Level Of Service: D *+*+_****+************+*****+********+*************+******+++**+.**..++*********** 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 I I [Volume Module: Base Vol: 0 799 181 342 394 0 0 0 0 17 0 64 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: 0 799 181 342 394 0 0 0 0 17 0 64 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: 0 799 181 342 394 0 0 0 0 17 0 64 '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. 799 181 342 394 0 0 0 0 17 0 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 799 181 342 394 0 0 0 0 17 0 64 RTOR Reduct: 0 0 0 0 0 0 0 '0 0 0 0 0 RTOR Vol: 0 799 181 342 394 0 0 0 0 17 0 64 01-CE 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 ' 1LF 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: 0 799 181 342 394 0 0 0 0 17 0 64 I II I I a 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 Wanes: 0.00 0.82 0.18 1.00 1.00 0.00 0.00 0.00 0.00 0.21 0.00 0.79 [Final Sat. : 0 1402 318 1720 1720 0 0 0 0 361 0 1359 I II I I a I 'Capacity Analysis Module: Vol/Sat: 0.00 0.57 0.57 0.20 0.23 0.00 0.00 0.00 0.00 0.05 0.00 0.05 Crit Volume: 980 . 342 0 81 Crit Moves: **+* +++* - +*** ***.+****+**** *********+********************+******++++**+**++**+*+*+********+_* • I Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • • Long-Term PM Fri Jul 20, 2012 10:16:40 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ***_+**#**#**+*****#****#+***********************_************+***************** Intersection #4 Camino Tassajara/Windemere Pkwy **************+**********************************************r***********k***k** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.840 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 180 Level Of Service: D #*+**#+****k**+*****+*************************##*#*+***********+**+************* Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R I 1 1 11 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 1 I I 11 1 Volume Module: Base Vol: 449 1294 0 0 633 68 105 0 522 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: 449 1294 0 0 633 68 105 0 522 0 0 0 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: 449 1294 0 0 633 68 105 0 522 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: 449 1294 0 0 633 68 105 0 522 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 . Reduced Vol: 449 1294 0 0 633 68 105 0 522 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 247 0 0 0 RTOR Vol: 449 1294 0 0 633 68 105 0 275 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: 449 1294 0 0 633 68 105 0 275 0 0 0 1 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 1.81 0.19 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 3106 334 1720 0 3127 0 0 0 I I I I I 1 Capacity Analysis Module: Vol/Sat: 0.14 0.75 0.00 0.00 0.20 0.20 0.06 0.00 0.09 0.00 0.00 0.00 Crit Volume: 1294 350 138 0 Crit Moves: **** *"** **********k**k****#**************************************#*****##****##******++# Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON LONG-TERM + PROJECT TRAFFIC CONDITIONS DublinMollerRanch09.AppendixHeaders.boc 10 September 2012 Queues Long-term+Project 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK f c k -\ t t " 1 Lane Group EBL EBT EBR WBL WBT WBR` NBL rt NBT ` NBR SBL SBT .I Lane Group Flow(vph) 73 707 1049 729 2361 359 1204 704 380 549 2216 v/c Ratio 0.79 0.60 0.96 0.84 1.22 0.35 1.51 0.74 0.37 0.59 1.16 Control Delay 120.5 54.5 61.2 69.4 144.8 8.0 276.5 62.2 16.4 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 54.5 61.2 69.4 144.8 8.0 276.5 62.2 16.4 51.0 125.6 Queue Length 50th(ft) 37 230 535 246 -1036 96 -579 240 68 241 -744 Queue Length 95th(ft) #86 283 #763 253 #918 136 #619 258 76 320 #815 Internal Link Dist(ft) 794 888 1483 924 Turn Bay Length(ft) 240 470 520 300 440 450 200 Base Capacity(vph) 92 1174 1089 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 0.76 1.22 0.35 1.51 0.56 0.35 0.59 1.16 Intersection Summary'. • 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+Project 1: Dublin Blvd & Dougherty Road Timing Plan:AM PEAK f . - c - q t /4 `• 1 1 Movement _ EBL - EBT EBR WBL ' .WBT� WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi ttt rr 'iv ??? r "vi tt+ rr 'SR tttt. Volume(vph) 66 643 955 583 1889 287 1023 598 323 494 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 Fri 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.99 Fit 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 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 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) 73 707 1049 729 2361 359 1204 704 380 549 2006 210 RTOR Reduction(vph) 0 0 2 0 0 8 0 0 25 0 12 0 Lane Group Flow(vph) 73 707 1047 729 2361 351 1204 704 355 549 2204 0 Conf. Peds.(#/hr) 3 1 1 3 6 6 Conf. 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 34.6 58.6 26.1 57.0 97.9 24.0 28.1 54.2 40.9 45.0 Effective Green,g(s) 4.0 34.6 58.6 26.1 57.0 97.9 24.0 28.1 54.2 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 1173 1080 868 1932 1023 798 953 1007 936 1892 v/s Ratio Prot 0.02 0.14 0.16 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 0.60 0.97 0.84 1.22 0.34 1.51 0.74 0.35 0.59 1.16 Uniform Delay,dl 72.6 51.6 44.8 59.9 46.5 11.7 63.0 57.5 35.1 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 2.3 19.9 6.9 104.8 0.1 235.5 3.4 0.1 0.6 80.4 Delay(s) 106.7 53.9 64.7 66.8 151.3 11.7 298.5 60.9 35.1 47.8 132.9 • Level of Service F D E E F BF E D D F . Approach Delay(s) 62.2 118.9 181.6 . 116.0 Approach LOS E F F F Intersection Summary "" HCM Average Control Delay 122.0 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 106.2% 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+Project 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK Lane Group- EBL EBT EBR r WBL + WBT NBL..e NBT, . NBR. SBL ._ SBT:. SBR I Lane Group Flow(vph) 175 784 782 870 2223 283 411 118 25 506 195 v/c Ratio 0.81 0.45 0.68 1.25 0.91 1.10 0.26 0.21 0.26 0.38 0.39 Contirol Delay 93.4 38.4 31.9 169.3 41.7 145.6 38.8 7.2 76.0 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 38.4 31.9 169.3 41.7 145.6 38.8 7.2 76.0 44.9 17.5 Queue Length 50th(ft) 85 211 290 -525 698 -107 110 0 12 144 47 Queue Length 95th(ft) #114 216 299 #623 725 #173 143 48 26 165 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 565 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 1.25 0.91 1.10 0.26 0.21 0.26 0.38 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 3 HCM Signalized Intersection Capacity Analysis Long-term+,Project 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK c - 4\ t P \* j d Movement - EBL EBTL. EBR WBL WBT 'WBR NBL ,NBT NBR SBL SBT SBR Lane Configurations 9 +4+ Pr vs ++A vilvii +++ rP vi ttt t' Volume(vph) 138 619 618 757 1910 24 269 390 112 21 420 162 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(penn) 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) 175 784 782 870 2195 28 283 411 118 25 506 195 RTOR Reduction(vph) 0 0 49 0 1 0 0 0 82 0 0 95 Lane Group Flow(vph) 175 784 733 870 2222 0 283 411 36 25 506 100 Confl. Peds. (#/hr) 5 2 2 5 12 1 1 12 Conti. 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) 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 c0.44 c0.06 0.08 0.01 c0.10 v/s Ratio Perm 0.23 0.02 0.06 v/c Ratio 0.81 0.46 0.69 1.26 0.92 1.11 0.26 0.08 0.45 0.37 0.24 Uniform Delay,dl 68.0 38.3 37.6 58.7 36.1 69.7 38.5 36.2 71.5 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 1.5 128.9 7.4 89.0 0.4 0.3 2.1 0.8 1.3 Delay(s) 87.5 39.2 39.1 187.5 43.5 158.7 38.9 36.5 73.6 44.1 43.0 Level of Service . F D D ' F D F D D E D D Approach Delay(s) 44.0 84.0 80.3 44.8 Approach LOS D F F D IritersectionSummary ` °° `' *n ` HCM Average Control Delay 68.2 HCM Level of Service E 'HCM Volume to Capacity ratio 0.82 Actuated Cycle Length(s) 146.8 Sum of lost time(s) 14.5 Intersection Capacity Utilization 115.6% 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+Project 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK T ti 1 Lane Group WBL NBT SBL, SBT Lane Group Flow(vph) 405 722 60 668 v/c Ratio 0.72 0.85 0.38 0.78 Control Delay 21.3 25.5 19.3 21.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 21.3 25.5 19.3 21.4 Queue Length 50th(ft) 93 179 11 158 Queue Length 95th(ft) 115 #382 46 #369 Internal Link Dist(ft) 2037 4077 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 799 978 182 978 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 0.74 0.33 0.68 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+Project 3: Highland Rd & Tassajara Rd Timing Plan:AM PEAK 1 k- t P \• d Movement WBL ` WBR NBT NBR SBL SBT t Lane Configurations vfe k 11 4 Volume(vph) 160 123 606 1 53 588 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 0.94 1.00 1.00 1.00 Flt Protected 0.97 1.00 0.95 1.00 Satd.Flow(prot) 1705 1862 1770 1863 Flt Permitted 0.97 1.00 0.19 1.00 Satd. Flow(perm) 1705 1862 346 1863 Peak-hour factor, PHF 0.70 0.70 0.84 0.84 0.88 0.88 Adj. Flow(vph) 229 176 721 1 60 668 RTOR Reduction(vph) 51 0 0 0 0 0 Lane Group Flow(vph) 354 0 722 0 60 668 Turn Type Perm Protected Phases . 8 2 6 Permitted Phases 6 Actuated Green,G(s) 15.3 23.4 23.4 23.4 Effective Green,g(s) 15.3 23.4 23.4 23.4 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) 515 859 160 860 v/s Ratio Prot c0.21 c0.39 0.36 v/s Ratio Perm 0.17 v/c Ratio 0.69 0.84 0.38 0.78 Uniform Delay,dl 15.6 12.0 8.9 11.5 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.8 7.4 1.5 4.4 Delay(s) 19.4 19.5 10.4 15.9 Level of Service B B B B Approach Delay(s) 19.4 19.5 15.4 Approach LOS B B B Intersection'Summary - -' _ -- ' ) HCM Average Control Delay • 17.9 HCM Level of Service B HCM Volume to Capacity ratio 0.78 Actuated Cycle Length(s) 50.7 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+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK Lane Group EBLe EBR - ,NBL NBT SBT Lane Group Flow(vph) 26 432 652 884 1170 v/c Ratio 0.07 0.54 2.41 0.78 0.76 • Control Delay 21.5 9.6 661.8 17.1 20.0 Queue Delay - 0.0 0.0 0.0 0.0 0.0 Total Delay 21.5 9.6 661.8 17.1 20.0 Queue Length 50th(ft) 9 23 -222 187 170 Queue Length 95th(ft) 24 51 #358 #491 326 Internal Link Dist(ft) 922 569 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 728 1306 271 1237 1714 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 2.41 0.71 0.68 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+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan:AM PEAK f - t 1 -' Movement EBL EBR - NBL iNBT SBT SBR Lane Configurations Ft' t #'k Volume(vph) 22 367 535 725 870 124 . 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, p'ed/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 Fit 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) 26 432 652 884 1024 146 RTOR Reduction(vph) 0 250 0 0 13 0 Lane Group Flow(vph) 26 182 652 884 1157 0 , • Conn. 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 39.3 28.2 Effective Green,g(s) 12.8 12.8 5.1 39.3 28.2 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) 353 545 273 1142 1528 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 2.39 0.77 0.76 Uniform Delay,dl 20.8 22.0 29.5 9.1 15.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.4 635.9 3.3 2.2 Delay(s) 20.9 22.4 665.4 12.5 17.3 Level of Service C C F B B Approach Delay(s) 22.3 289.6 17.3 Approach LOS C F B Intersection Summary • HCM Average Control Delay 150.2 HCM Level of Service F HCM Volume to Capacity ratio 0.77 Actuated Cycle Length(s) 64.1 - Sum of)ost time(s) 12.0 Intersection Capacity Utilization 67.0% 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+Project 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK f -• r - 4\ t P `► 1 ✓ Lane:Group . '' EBL . EBT EBR WBL WBT WBR NBL .-NBT NBR SBL SBT SBR Lane Group Flow(vph) 339 7 36 210 188 12 44 1356 165 5 1011 620 v/c Ratio 0.53 0.03 0.14 0.51 0.56 0.04 0.33 0.77 0.20 0.05 0.65 0.43 Control Delay_ 36.5 29.0 11.9 37.7 36.4 14.6 43.3 21.3 5:6 40.6 13.2 0.9 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 36.5 29.0 11.9 37.7 36.4 14.6 43.3 21.6 5.6 40.6 13.2 0.9 Queue Length 50th(ft) 53 3 0 95 80 0 20 255 12 2 128 0 Queue Length 95th (ft) 89 14 23 82 66 4 42 285 28 14 225 0 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 560 150 110 110 150 190 150 400 Base Capacity(vph) 642 676 597 408 731 629 155 1761 845 91 1628 1441 Starvation Cap Reductn 0 0 0 0 0 0 0 83 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 0.01 0.06 0.51 0.26 0.02 0.28 0.81 0.20 0.05 0.62 0.43 Intersection Summary` T f Moller Ranch TIA Synchro 7- Report KHA Page 9 HCM Signalized Intersection Capacity Analysis Long-term+Project 5: Tassajara Rd & Fallon Rd Timing Plan:AM PEAK > -• 7 C - t '\ t P \' it I Movement ' 'EBL" VEST.' EBR WBL. WBT.. WBR ,: NBL :rNBT. ri.NBR SBL - ;SBT .SBR Lane Configurations WI) 1' rr ) 4 r 'S t4 r *r ti. r Volume(vph) 288 6 ' 31 88 79 5 29 895 109 5 375 1190 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 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 1583 1770 1863 1583 1770 3539 1583 1770 3078 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 3078 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) 339 7 36 210 188 12 44 1356 165 5 391 . 1240 RTOR Reduction(vph) 0 0 32 0 0 10 0 0 61 0 252 0 Lane Group Flow(vph) 339 7 4 210 188 2 44 1356 104 5 '759 ' 620 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 8.2 8.2 18.0 , 16.4 16.4 3.8 39.0 39.0 0.7 35.1 84.2 Effective Green,g(s) 10.1 8.2 8.2 18.0 16.4 16.4 3.8 39.0 39.0 0.7 35.1 84.2 Actuated g/C Ratio 0.12 0.10 0.10 0.21 0.19 0.19 0.05 0.46 0.46 0.01 0,42 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) 599 181 154 378 363 308 80 1639 733 15 1283 1441 v/s Ratio Prot 0.07 0.00 c0.12 c0.10 0.02 c0.38 0.00 0.25 v/s Ratio Perm 0.00 0.00 0.07 c0.43 v/c Ratio 0.57 0.04 0.02 0.56 0.52 0.01 0.55 0.83 0.14 0.33 0.59 0.43 Uniform Delay,dl 35.0 34.4 34.4 29.5 30.4 27.3 39.4 19.7 13.0 41.5 19.0 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 . 1.5 0.1 0.1 1.0 1.7 0.0 4.6 3.8 0.1 4.7 0.9 0.9 Delay(s) 36.5 - 34.5 34.5 30.5 32.0 27,4 43,9 23.4 13.1 46.2 ' 19.9 0.9 Level of Service D C C C C C D C B D B A Approach Delay(s) 36.2 31.1 22.9 12.8 Approach LOS D C C B ,...__ -- Intersection Summary ,,, j HCM Average Control Delay 20.9 HCM Level of Service C HCM Volume to Capacity ratio 0.64 , Actuated Cycle Length(s) 84.2 Sum of lost time(s) _ -4.0 ' Intersection Capacity Utilization ' 48.3% 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+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK -' c 4\ t P d Lane.Group ft-?' -EBL EBT, WBC-.WBT -"NBL NBT "'NBR SBL;`k.. SET 'SBR "MC-. ) Lane Group Flow(vph) 2 4 122 3 10 382 18 2 1357 8 v/c Ratio 0.01 0.01 0.40 0.00 0.07 0.14 0.02 0.01 .0.51 0.01 Contirol Delay 33.0 0.0 28.1 0.0 33.4 10.2 7.6 31.5 12.1 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 28.1 0.0 33.4 10.2 7,6 31.5 12.1 10.0 Queue Length 50th(ft) 1 0 33 0 ' 3 15 0 1 67 _ 0 Queue Length 95th (ft) _ 8 0 72 0 22 76 13 8 305 .10 Internal Link Dist(ft) 582 283 4023 607 Turn Bay Length(ft) 50 145 100 195 80 100 Base Capacity(vph) 139 654 555 1104 139 2652 834 555 3089 964 ' 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 0.22 0.00 0.07 0.14 0.02 0.00 0.44 0.01 nfersecfion Summary �- : - i _ - t Moller Ranch TIA Synchro 7- Report KHA Page 11 . HCM Signalized Intersection Capacity Analysis Long-term+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan:AM PEAK i ` ~ < 4\ t t `• 1 J Movement . EBL .EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations R T., 'S A 41 4?M P 11 1+t P Volume(vph) 2 0 4 72 0 2 9 321 15 2 1289 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 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 j 3 10 382 18 2 1357 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 10 382 8 2 1357 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 28.9 28.9 0.8 29.2 29.2 Effective Green, g(s) 0.5 3.5 7.9 10.9 0.5 28.9 28.9 0.8 29.2 29.2 Actuated g/C Ratio 0.01 0.05 0.12 0.17 0.01 0.45 0.45 0.01 0.46 0.46 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 86 218 269 14 2293 714 22 2316 721 v/s Ratio Prot 0.00 0.00 c0.07 c0.00 c0.01 0.08 0.00 c0.27 v/s Ratio Perm 0.01 0.00 v/c Ratio 0.14 0.00 0.56 0.00 0.71 0.17 0.01 0.09 0.59 0.01 Uniform Delay,dl 31.6 28.6 26.5 22.1 31.7 10.4 9.7 31.3 • 13.0 9.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 4.7 0.0 3.1 0.0 100.1 0.0 0.0 1.8 0.5 0.0 Delay(s) 36.2 28.7 29.6 22.1 131.8 10.5 9.7 33.1 13.4 9.5 Level of Service D C C C F B A C B A Approach Delay(s) 31.2 29.4 13.4 13.4 Approach LOS C C B B Intersection Summary HCM Average Control Delay 14.5 HCM Level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 64.1 Sum of lost time(s) 11.0 • Intersection Capacity Utilization 45.6% 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+Project 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK I 7 c - `\ t t �► 1 I Lane Group -- EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR I Lane Group Flow(vph) 103 239 59 443 639 172 545 207 93 1386 610 v/c Ratio 0.59 0.46 0.26 0.75 0.68 0.76 0.37 0.27 0.77 0.93 0.77 Control Delay 61.9 41.9 41.1 47.8 34.9 68.2 21.5 4.1 85.2 40.0 23.8 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 61.9 41.9 41.1 47.8 34.9 68.2 21.5 4.1 85.2 40.0 23.8 Queue Length 50th(ft) 32 73 33 134 182 54 116 0 58 412 200 Queue Length 95th(ft) 55 94 60 150 170 #113 182 39 #153 #640 384 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 200 265 245 290 295 210 Base Capacity(vph) 175 785 341 740 1345 227 1487 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 0.59 0.30 0.17 0.60 0.48 0.76 0.37 0.27 0.77 0.93 0.77 Intersection Summary - I # 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+Project 7: Gleason Dr & Tassajara Rd Timing Plan:AM PEAK -) { 44- 4\ t / `• 1 Movement . <EBL --1EBT gt EBR `UWBL WBT,'WBR., °NBL: 'NBT. :NBR . . SBL ''SBT ' SBR Lane Configurations 3) 'F+ r vi 4 i T4 r 11 tt p Volume(vph) 77 179 44 306 369 72 146 463 176 80 1192 525 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) 103 239 59 443 535 104 172 545 207 93 1386 610 RTOR Reduction(vph) 0 0 0 0 16 0 0 0 120 0 0 132 Lane Group Flow(vph) 103 , 239 59 443 623 0 172 545 87 93 1386 478 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 17.0 26.4 6.5 41.5 41.5 6.7 41.7 41.7 Effective Green,g(s) 5.0 14.4 14.4 17.0 26.4 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) 174 517 224 592 922 226 1490 657 120 1497 660 Ws Ratio Prot 0.03 0.07 c0.13 c0.18 0.05 0.15 c0.05 c0,39 v/s Ratio Perm 0.04 0.06 0.31 v/c Ratio 0.59 0.46 0.26 0.75 0.68 0.76 0.37 0.13 0.78 0.93 0.72 Uniform Delay,dl 45.8 •38.6 37.4 38.8 32.3 45.3 19.5 17.5 45.2 27.0 23.7 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 4.5 0.9 0.9 4.9 2.2 13.4 0.3 0.2 25.3 10.4 4.5 Delay(s) 50.3 39.4 38.2 43.7 . 34.4 58.7 19.8 17.7 70.5 37.3 28.2 Level of Service D D D D C E B B E D C Approach Delay(s) 42.0 38.2 26.6 36.1 Approach LOS D D C D . ,. r_ar ._, InEer'sedtion Summac±i ' 1 7 = HCM Average Control Delay a 35.2 HCM Level of Service D HCM Volume to Capacity ratio 0.76 Actuated Cycle Length(s) 98.6 Sum of lost time(s) 9.0 Intersection Capacity Utilization 72.7% 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+Project 8: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK C `- `\ t P l r LanetGroup 1 .. EBL. 7 EBf , EBR 'VVBL WBt>- 'NBL 7:. NET T-NBR SBL SET:: SBR Lane Group Flow(vph) 162 93 104 482 214 44 752 189 48 1537 130 vlc Ratio 0.71 0.34 0.35 0.81 0.60 0.61 0.46 0.23 0.37 0.92 0.17 Control Delay 60.7 40.4 15.9 53.0 39.0 84.1 22.1 4,4 55.7 36.8 10.0 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 60.7 40.4 15.9 53.0 39.0 84.1 22.1 4.4 55.7 36.8 10.0 Queue Length 50th(ft) 96 54 15 150 111 28 172 0 29 456 19 Queue Length 95th (ft) 156 78 37 #271 166 #84 267 30 77 #861 71 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 267 661 601 595 678 72 1646 838 158 1668 769 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 0.46 0.23 0.30 0.92 0.17 Infersectian Summaiyh , ._- :; # 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+Project 8.: Central Pkwy & Tassajara Rd Timing Plan:AM PEAK Movement EBL EBT EBR WBL. WBT • WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ? r VI � ?4 r ) T7' P Volume(vph) 118 68 76 405 107 73 35 594 149 43 1383 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 0.94 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 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 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 93 104 482 127 87 44 752 189 48 1537 130 RTOR Reduction(vph) 0 0 67 0 24 0 0 0 103 0 0 38 Lane Group Flow(vph) 162 93 37 482 190 0 44 752 86 48 1537 92 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 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 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) 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 0.21 c0.03 c0.43 v/s Ratio Perm 0.02 0.05 0.06 v/c Ratio 0.72 0.35 0.17 0.83 0.58 0.81 0.47 0.12 0.58 0.92 0.13 Uniform Delay,dl 42.2 38.9 37.9 ' 40.4 37.4 48.5 18.9 15.7 47.0 24.7 14.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 Incremental Delay,d2 9.8 0.6 0.3 9.2 2.2 58.4 0.3 0.1 7.8 8.6 0.1 Delay(s) 52.1 39.5 38.1 49.5 39.6 107.0 19.2 15.8 54.8 33.4 15.0 Level of Service D D D D D F B B D C B Approach Delay(s) 44.8 46.5 22.4 . 32.6 Approach LOS ' D D C C Intersection Summary e ` ' '- - -.-.1 HCM Average Control Delay 33.7 HCM Level of Service C HCM Volume to Capacity ratio 0.80 Actuated Cycle Length(s) 100.7 ' Sum of lost time(s) 13.5 Intersection Capacity Utilization 71.0% . 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+Project 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK • i c ~ 4.. 4\ t P " 1 J Lane Group EBL EBT EBR WBL WBT WBR:` NBL NET NBR SBL SBT • SBR Lane Group Flow(vph) 154 370 231 643 1226 44 1083 869 460 72 1266 695 v/c Ratio 1.40 0.42 0.20 0.81 0.81 0.09 1.13 0.29 0.30 0.46 0.65 0.74 Control Delay 269.0 48.6 24.1 59.9 45.5 12.6 118.2 21.8 2.4 69.1 39.9 37.3 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 269.0 48.6 24.1 59.9 45.5 12.6 118.2 21.8 2.4 69.1 39.9 37.3 Queue Length 50th(ft) -89 100 66 184 339 5 -375 .131 0 30 264 241 Queue Length 95th(ft) #164 138 102 229 396 33 #418 147 20 57 312 330 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 200 320 400 250 250 Base Capacity(vph) 110 '914 1146 918 1683 541 957 3000 1549 164 1997 950 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 1.40 0.40 0.20 0.70 0.73 0.08 1.13 0.29 0.30 0.44 0.63 0.73 Intersection Summary • -- _ - = 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. • • • Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Long-term+Project 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK Movement EBL • EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ¶1 rr 11111 T4fi r nit rig' in tilt FF Volume(vph) 139 333 208 585 • 1116 40 899 721 382 66 1165 639 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 1.00 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 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) 154 370 231 643 1226 44 1083 869 460 72 1266 695 RTOR Reduction(vph) 0 0 5 0 0 25 0 0 246 0 0 93 Lane Group Flow(vph) 154 370 226 643 1226 19 1083 869 214 72 1266 602 Cont.Peds.(#/hr) 1 1 Cont 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 21.5 45.6 19.9 37.4 37.4 24.1 58.7 58.7 4.7 39.3 39.3 Effective Green,g(s) 4.0 21.5 45.6 19.9 37.4 37.4 24.1 58.7 58.7 4.7 39.3 39.3 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) 109 865 1005 786 1505 462 951 2976 1294 128 1992 855 v/s Ratio Prot c0.04 0.07 0.04 c0.13 c0.24 c0.22 0.14 0.02 0.20 v/s Ratio Perm 0.04 0.01 0.08 c0.22 v/c Ratio 1.41 0.43 0.22 0.82 0.81 0.04 1.14 0.29 0.17 0.56 0.64 0.70 Uniform Delay,dl 61.2 46.9 28.1 51.5 41.3 31.7 51.1 21.0 19.6 59.8 37.4 38.4 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 231.2 0.3 0.0 6.3 3.5 0.0 75.3 0.1 0.1 3.3 0.8 2.8 Delay(s) 292.4 47.3 28.1 57.8 44.8 31.7 126.5 21.0 19.7 63.2 38.2 41.3 Level of Service F D C E D C F C B E D D Approach Delay(s) 91.4 48.9 68.1 40.1 Approach LOS F D E D Intersection Summary HCM Average Control Delay 57.4 HCM Level of Service E HCM Volume to Capacity ratio 0.83 • Actuated Cycle Length(s) 126.4 Sum of lost time(s) 15.8 Intersection Capacity Utilization 78.0% 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+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK t 1 1. Lane_Group WBL WBR NBT NBR S8T SBR Lane Group Flow(vph) 598 487 2029 609 1277 380 v/c Ratio 0.62 0.62 0.75 0.38 0.50 0.28 Control Delay 20.3 20.6 12.2 0.7 7.7 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.3 20.6 12.2 0.7 7.7 0.5 Queue Length 50th(ft) 85 75 173 0 77 0 Queue Length 95th(ft) 129 120 226 0 109 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 999 817 2720 1583 2571 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 0.75 0.38 0.50 0,28 Intersection Summary _ - • • Moller Ranch TIA Synchro 7- Report KHA Page 19 HCM Signalized Intersection Capacity Analysis Long-term+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan:AM PEAK -' ` ~ t 4\ t /4 `► 1 -' Movement EBL EBT EBR WBL WBT _WBR NBL NBT NBR SBL _ SBT SBR Lane Configurations Vi ' rr tfif if Jt+H r Volume(vph) 0 0 0 544 0 443 0 1968 591 0 961 646 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• 4644 1362 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 5085 1583 4644 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 2029 609 0 991 666 RTOR Reduction(vph) 0 0 0 0 0 6 0 0 0 • 0 88 0 Lane Group Flow(vph) 0 0 0 598 0 481 0 2029 609 0 1189 380 Turn 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 2482 1362 v/s Ratio Prot c0.40 0.26 v/s Ratio Perm c0.17 0.17 0.38 0.28 v/c Ratio 0.62 0.61 0.75 0.38 0.48 0.28 Uniform Delay,dl 17.2 17.1 9.9 0.0 8.0 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay.d2 1.7 2.0 1.4 0.7 0.7 0.5 Delay(s) 18.9 19.2 11.3 0.7 8.7 0.5 Level of Service B B B A A A Approach Delay(s) 0.0 19.0 8.9 6.8 Approach LOS A B A A Intersection Summary " . .- '- I HCM Average Control Delay 10.3 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 61.9% 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+Project 11 : 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK • c k t t r ti t r • Lane Group - EBL2 EBT - EBR WBL WBR WBR2 NBT NBR SBL SBT SBR Lane Group Flow(vph) 1088 187 729 147 458 153 1082 355 230 1171 235 v/c Ratio • 1.16 0.41 0.47 1.23 1.15 0.38 1.00 0.43 1.07 0.70 0.15 Control Delay 122.0 41.1 1.0 197.8 119.1 21.8 69.9 33.4 131.0 27.9 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 122.0 41.1 1.0 197.8 119.1 21.8 69.9 33.4 131.0 27.9 0.2 Queue Length 50th(ft) -512 122 0 -72 -252 49 -442 117 -197 367 0 • Queue Length 95th(ft) #644 193 0 #131 #418 75 #594 167 #358 447 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 1.16 0.41 0.47 1.23 1.15 0.38 1.00 0.43 1.07 0.70 0.15 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 21 • HCM Signalized Intersection Capacity Analysis Long-term+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan:AM PEAK t c t t t r r \- 1 4/ Movement EBL2 EBT EBR WBL WBR WBR2. NBT - NBR N8R2 °_SBL SBT SBR Lane Configurations ¶i + F vs r P 1'? Err R ft r Volume(vph) 1012 174 678 125 389 130 1028 279 58 212 1077 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 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(prof) • 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) 1088 187 729 147 458 153 • 1082 294 61 230 1171 235 RTOR Reduction(vph) 0 0 0 0 0 0 0 13 0 0 0 0 Lane Group Flow(vph) • 1088 187 729 147 458 153 1082 342 0 230 1171 235 Confl. Peds.(#/hr) 1 1 4 4 4 Confl. Bikes(#/hr) 2 2 Tum Type Prot Free custom custom custom Pemi 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 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) 941 460 1563 120 398 398 1079 818 215 1669 1550 v/s Ratio Prot c0.32 0.10 c0.15 0.05 c0.31 0.13 0.33 v/s Ratio Perm 0.47 0.19 0.14 0,05 0.13 0.15 v/c Ratio 1.16 0.41 0A7 1.23 1.15 0.38 1.00 0.42 1.07 0.70 0.15 Uniform Delay,dl 43.5 37.8 0.0 50.8 44.9 37.2 41.7 33.2 52.7 25.0 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 82.4 0.2 1.0 154.7 93.0 0.2 28.1 1.6 81.1 1.7 0.2 Delay(s) 125.9 38,1 1.0 205.5 137.9 37.4 69.8 34.8 133,8 26.7 0.2 Level of Service F D A F F D E C F C A Approach Delay(s). 72.3 61.1 38.0 Approach LOS E E D Intersection Summary 1 HCM Average Control Delay 67.5 HCM Level of Service E HCM Volume to Capacity ratio 1.10 . Actuated Cycle Length(s) • 120.0 Sum of lost time(s) 20.3 Intersection Capacity Utilization 93.8% 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+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK f t 1 r Lane Group =EBL NBE NBT SBT SBR Lane Group Flow(vph) 130 47 1357 682 4 v/c Ratio 0.32 0.19 0.56 0.32 0.00 Control Delay 5.9 23.6 8.9 9.9 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 23.6 8.9 9.9 9.3 Queue Length 50th(ft) 1 10 67 25 0 Queue Length 95th(ft) 0 39 248 133 5 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 - 100 Base Capacity(vph) 1089 258 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 0.56 0.32 0.00 Intersection Summary • • Moller Ranch TIA Synchro 7- Report KHA Page 23 • HCM Signalized Intersection Capacity Analysis • Long-term+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan:AM PEAK 7 1 t 1, r Movement EBL..: . 'EBR .'NBL NBT'. SBT SBR 1 Lane Configurations V R f1` ft r Volume(vph) 2 59 36 1031 491 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(prbt) 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 1357 682 4 RTOR Reduction(vph) 108 0 0 0 0 2 Lane Group Flow(vph) 22 0 47 1357 682 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 0.15 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 0.19 v/s Ratio Perm 0.00 v/c Ratio 0.10 0.63 0.58 0.36 0.00 Uniform Delay,dl 17.6 22.4 4.5 6.4 5.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 15.2 0.6 0.2 0.0 Delay(s) 17.7 37.6 5.1 6.7 5.2 Level of Service B D A A A Approach Delay(s) 17.7 6.1 6.7 Approach LOS B A A Intersection.Summary HCM Average Control Delay 7.0 HCM Level of Service A HCM Volume to Capacity ratio 0.49 Actuated Cycle Length(s) 47.5 Sum of lost time(s) 9.3 Intersection Capacity Utilization 41.6% 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+Project 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK c 1 P v Lane Group WBL NBT •:NBR SBL SBT -� Lane Group Flow(vph) 80 1344 16 6 649 v/c Ratio 0.29 0.50 0.01 0.03 0.23 Control Delay 20.0 6.1 4.1 21.8 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.0 6.1 4.1 21.8 2.9 Queue Length 50th(ft) 16 75 1 1 27 Queue Length 95th (ft) 33 190 7 10 49 Internal Link Dist(ft) 605 1596 671 Turn Bay Length(ft) 90 120 Base Capacity(vph) 1167 2684 1203 217 3124 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 0.50 0.01 0.03 0.21 Intersection Summary • Moller Ranch TIA Synchro 7- Report KHA Page 25 • • HCM Signalized Intersection Capacity Analysis Long-term+Project 13: Cydonia Ct & Fallon Rd Timing Plan:AM PEAK . t t r 1 Movement ` WBL: ,°YVBR NBT -OR ''$BL ' SST- .; _, Lane Configurations V ?t r 1 ft Volume(vph) 41 . ' 5 1062 13 5 545 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, PI-IF 0.58 0.58 0.79 0.79 0.84 0.84 Adj. Flow(vph) 71 9 1344 16 6 649 . RTOR Reduction(vph) 8 • 0 0 3 0 0 Lane Group Flow(vph) 72 0 1344 13 6- 649 • Turn Type Perm Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green, G(s) 3.9 29.7 29.7 0.7 34.4 Effective Green, g(s) 3.9 29.7 29.7 0.7 34.4 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) 144 2208 988 26 2558 v/s Ratio Prot c0.04 c0.38 0.00 c0.18 • v/s Ratio Perm 0.01 v/c Ratio 0.50 0.61 0.01 0.23 0.25 Uniform Delay,dl 20.9 5.4 3.4 23.2 2.2 Progression Factor 1.00 1.00 1.00 , 1.00 1.00 Incremental Delay,d2 1.0 0.7 0.0 1.7 0.1 • Delay(s) • 21.9 6.1 3.4 24.8 2.4 Level of Service C A A C A Approach Delay(s) 21.9 6.1 2.6 • Approach LOS C A A Intersecbon.Summary _. . ° zL .., 77 , .°`'° ', ° r -, ; HCM Average Control Delay 5.6 HCM Level of Service A HCM Volume to Capacity ratio 0.62 Actuated Cycle Length(s) 47.6 Sum of lost time(s) 14.6 Intersection Capacity Utilization 41"3% 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+Project 14: Gleason Dr & Fallon Rd Timing Plan.AM PEAK Lane-Group .. TrL'TVEBR NBL— NET' SBT.....i.fS13R 7;2.; Lane Group Flow(vph) 130 •334 807 1702 683 81 v/c Ratio 0.27 0.49 1.11 0.45 0.66 0.17 Control Delay 36.3 6.4 98.4 5.8 33.4 14.8 Queue Delay 0.0 0.0 0.0 0.0 0,0 0.0 Total Delay 36.3 6.4 98.4 5.8 33.4 14.8 . Queue Length 50th(ft) 35 0 -514 89 172 14 Queue Length 95th(ft) 40 0 #487 141 310 59 Internal Link Dist(ft) 1220 674 • 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 1198 1177 724 3993 1158 542 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 0.28 1.11 0.43 0.59 0.15 :14 1E1 ." 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+Project 14: Gleason Dr & Fallon Rd Timing Plan:AM PEAK f 4\ 1 1 1 Movement _, EBL EBR NBC-_ .NBT SBT SBR . Lane Configurations `Sri PP '1 444 14 7r Volume(vph) 79 204 460 970 615 73 • 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 2751 1770 5085 3539 1561 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(perm) 3433 2751 1770 5085 3539 1561 Peak-hour factor, PHF 0.61 0.61 0.57 0.57 0.90 0.90 Adj. Flow(vph) 130 334 807 1702 683 81 RTOR Reduction(vph) 0 287 0 0 0 33 Lane Group Flow(vph) 130 47 807 1702 683 48 Conf. Peds. (#/hr) 1 2 2 Turn Type Perm Prot Perm Protected Phases 2 3 8 4 Permitted Phases 2 4 Actuated Green,G(s) 13.1 13.1 38.0 69.6 27.1 27.1 Effective Green,g(s) 13.1 13.1 38.0 69.6 27.1 27.1 Actuated g/C Ratio 0.14 0.14 0.41 0.75 0.29 0.29 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) 485 389 726 3818 1035 456 v/s Ratio Prot c0.04 c0.46 0.33 c0.19 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.27 0.12 1.11 0.45 0.66 0.10 Uniform Delay,dl 35.5 34.8 27.4 4.3 28.8 23.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.2 68.4 0.1 1.7 0.1 Delay(s) 35.9 35.0 95.7 4.4 30.5 24.1 Level of Service D C F A C C Approach Delay(s) 35.2 33.8 29.8 Approach LOS D C C -1 IhtersechortSummarr° HCM Average Control Delay 33.2 HCM Level of Service C HCM Volume to Capacity ratio ' 0.81 Actuated Cycle Length (s) 92.7 Sum of lost time(s) 14.5 Intersection Capacity Utilization 59.2% 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+Project 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK / q Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 149 13 .171 24 16 22 116 1322 18 9 1255 74 vlc Ratio 0.46 0.02 0.29 0.12 0.04 0.06 0.85 0.51 0.02 0.09 0.64 0.11 Control Delay 38.0 18.5 4.9 43.0 26.3 11.2 86.5 17.1 13.7 44.5 23.2 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 38.0 18.5 4.9 43.0 26.3 11.2 86.5 17.1 13.7 44.5 23.2 6.8 Queue Length 50th(ft) 68 4 1 5 7 0 56 139 2 4 172 0 Queue Length 95th(ft) 118 16 14 22 23 17 #188 322 21 23 351 34 Internal Link Dist(ft) 745 996 200 1101 Turn Bay Length(ft) 270 125 100 100 120 100 100 215 Base Capacity(vph) 399 1220 1095 193 919 792 137 2601 814 100 2149 712 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 • 0.37 0.01 0.16 0.12 0.02 0.03 0.85 0.51 0.02 0.09 0.58 0.10 Intersection Summary `_:° -` - . ;e: # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • • Moller Ranch TIA Synchro 7- Report KHA Page 29 HCM Signalized Intersection Capacity Analysis Long-term+Project 15: Central Pkwy & Fallon Rd Timing Plan:AM PEAK c - -. t t `• 1 I - Movement EBL EBT EBR. WBL WBT WBR NBL NBT NBR .SBL SBT SBR Lane Configurations 'I t VS ? P 'S ttt P R ??4 P Volume(vph) 103 12 118 22 15 20 95 1084 17 8 1205 71 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(pen) 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) 149 13 171 24 16 . 22 116 1322 18 9 1255 74 RTOR Reduction(vph) 0 0 122 0 0 19 0 0 5 0 0 44 Lane Group Flow(vph) 149 13 49 24 16 3 116 1322 13 9 1255 30 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) 13.6 22.0 22.0 1.3 10.2 10.2 5.8 38.3 38.3 0.6 33.1 33.1 Effective Green,g(s) 13.6 22.0 22.0 1.3 10.2 10.2 5.8 38.3 38.3 0.6 33.1 33.1 Actuated g/C Ratio 0.17 0.27 0.27 0.02 0.13 0.13 0.07 0.47 0.47 0.01 0.41 0.41 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) 296 505 429 55 234 199 126 2398 747 13 2073 645 v/s Ratio Prot c0.08 0.01 0.01 0.01 c0.07 0.26 0.01 c0.25 v/s Ratio Perm c0.03 0.00 0.01 0.02 • v/c Ratio 0.50 0.03 0.11 0.44 0.07 0.01 0.92 0.55 0.02 0.69 0.61 0.05 Uniform Delay,dl 30.7 21.7 22.3 39.6 31.3 31.1 37.5 15.3 11.4 40.2 18.9 14.5 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 0.5 0.0 0.2 2.0 0.2 0.0 55.5 0.3 0.0 82.4 0.6 0.0 Delay(s) 31.2 21.8 22.4 41.6 31.5 31.1 93.0 15.7 11.4 122.6 19.5 14.6 Level of Service C C C D C C F BB F B • B Approach Delay(s) 26.3 35.3 21.8 19.9 Approach LOS C D C B Intersection Summary ` - `.' HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.50 Actuated Cycle Length(s) 81.2 Sum of lost time(s) 13.5 Intersection Capacity Utilization . 53.0% 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+Project 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK c ~ k 4\ t , • 1 -' Lane Group .. EBL EBT EBR WBL WBT WBR NBL NBT NBR -. SBL SBT SBR Lane Group Flow(vph) 28 346 50 326 1252 713 238 644 678 713 652 146 v/c Ratio 0.13 0.41 0.10 0.56 0.85 0.78 0.95 0.44 0.64 0.82 0.24 0.19 Control Delay 38.8 32.5 10.0 38.4 36.4 12.1 88.0 28.6 9.1 37.0 14.8 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 0.0 Total Delay 38.8 32.5 10.0 38.4 36.4 12.1 88.0 28.6 9.1 37.0 14.8 3.4 Queue Length 50th(ft) 7 59 0 56 205 28 44 82 28 174 58 _ 0 Queue Length 95th(ft) 21 90 16 89 #373 #248 #84 104 55 246 81 31 Internal Link Dist(ft) 341 520 746 311 • Turn Bay Length(ft) 290 225 275 925 350 100 120 180 Base Capacity(vph) 688 1484 849 669 1471 909 250 1485 1072 1010 3050 830 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 0.04 0.23 0.06 0.49 0.85 0.78 0.95 0.43 0.63 0.71 0.21 0.18 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 31 • HCM Signalized Intersection Capacity Analysis Long-term+Project 16: Dublin Blvd & Fallon Rd Timing Plan:AM PEAK / t • Movement BBL' EBT EBR WBL 'WBT WBR NBL - NBT NBR' SBL -,SAT SBR Lane Configurations 'sl 4Rt rr trim RTR r In) tilt Pr tytt nit t' Volume(vph) 26 325 47 300 1152 656 190 515 542 635 580 130 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(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, PI-IF 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) 28 346 50 326 1252 713 238 644 678 713 652 146 RTOR Reduction(vph) 0 0 40 0 0 458 0 0 433 0 0 85 Lane Group Flow(vph) 28 346 10 326 1252 255 238 644 245 713 652 61 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) 2.2 16.1 16.1 9.3 23.2 23.2 4.0 18.2 18.2 20.4 34.6 34.6 Effective Green,g(s) 2.2 16.1 16.1 9.3 23.2 23.2 4.0 18.2 18.2 20.4 34.6 34.6 Actuated g/C Ratio 0.03 0.19 0.19 0.11 0.28 0.28 0.05 0.22 0.22 0.25 0.42 0.42 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) 91 986 541 559 1421 442 240 1405 611 844 2671 660 v/s Ratio Prot 0.01 0.07 c0.07 c0.25. 0.05 c0.10 ' c0.21 0.10 v/s Ratio Perm 0.00 0.16 0.09 0.04 v/c Ratio 0.31 0.35 0.02 0.58 0.88 0.58 0.99 0.46 0.40 0.84 0.24 0.09 Uniform Delay,dl 39.7 28.9 27.1 35.0 28.6 25.7 39.5 28.1 27.7 29.8 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 0.7 0.3 0.0 1.0 6.9 2.2 55.5 0.3 0.6 7.5 0.1 0.1 Delay(s) 40.4 29.2 27.1 36.0 35.5 27.9 95.0 28.4 28.3 37.3 15.8 14.8 Level of Service DC C D D C F C C D B B Approach Delay(s) 29.7 33.2 38.5 25.8 Approach LOS C C D C Interjection Summary HCM Average Control Delay 32.5 HCM Level of Service C HCM Volume to Capacity ratio 0.76 Actuated Cycle Length(s) 83.0 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+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK t P 1 r Lane Group a _ WBL WBT1 WBR _. NBT- NBR ..SBT SBR Lane Group Flow(vph) 354 356 419 1436 1634 685 342 v/c Ratio 0.63 0.63 0.42 0.58 1.03 0.29 0.41 Control Delay 20.2 20.2 11.1 9.0 36.8 3.5 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.2 20.2 11.1 9,0 36.8 3.5 2.6 Queue Length 50th(ft) 73 73 32 91 -29 18 0 Queue Length 95th(ft) #210 #212 82 85 0 32 32 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 Base Capacity(vph) 667 669 1161 4598 1583 4052 1264 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 0.53 0.53 0.36 0.31 1.03 0.17 0.27 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 33 HCM Signalized Intersection Capacity Analysis Long-term+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan:AM PEAK f l 1 l q t P \* • d Movement 'fBL " EBT., EBR "WBL.: 4GBT .: WBR" NBC ;-�NBT :.a/NBR' SBL _SBT SBR Lane Configurations xi 4 rr sT+ r ttI, P Volume(vph) 0 0 0 637 2 377 i 0 1005 1144 0 322 643 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 i 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 0.95 0.88 0.91 i 1.00 0.86 0.86 Frt 1.00 1.00 0.85 i 1.00 0.85 • 0.93 0.85 Flt Protected 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Satd.Flow(prot) . 1681 1686 2787 5085 1583 4446 1362 Fit Permitted 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1686 2787 5085 1583 4446 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) i 0 0 0 708 2 419 0 1436 1634 0 343 684 RTOR Reduction(vph) 0 0 0 0 0 61 0 0 0 0 174 174 Lane Group Flow(vph) 0 0 0 354 356 358 0 1436 1634 . 0 511 168 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 i 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 2182 668 v/s Ratio Prot 0.28 0.11 v/s Ratio Perm - 0.21 0.21 0.13 c1.03 - 0.12 v/c Ratio 0.63 0.63 0.38 0.58 1.03 0.23 0.25 Uniform Delay, dl 12.0 12.1 10.9 7.8 21.5 6.3 • 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 11.0 8.0 52.8 6.3 6.4 Level of Service B B B A D A A Approach Delay(s) 0.0 12.7 31.9 6.4 Approach LOS A B C A IntersestionSummacy .. HCM Average Control Delay 22.7 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+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK • 7 1 is 4 r Lane'Group_ BBL-7EBR NSF': SBT, �'�SBR��_, . w >, • Lane Group Flow(vph) 335 995 2404 400 736 342 v/c Ratio 0,31 0.91 0.90 0.29 0.26 0.22 Control Delay 17.0 27.3 19.2 0.6 7.9 0.3 Queue Delay, 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.0 27.3 19.2 0.6 7.9 0.3 Queue Length 50th(ft) 49 141 311 0 52 0 Queue Length 95th(ft) 65 168 310 0 71 0 Internal Link Dist(ft) 195 1206 Turn Bay Length(ft) 375 560 150 Base Capacity(vph) 1204 1185 2676 1362 2837 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 0.84 0.90 0.29 0.26 0.22 ntersection Summary • • • Moller Ranch TIA Synchro 7- Report KHA Page 35 HCM Signalized Intersection Capacity Analysis Long-term+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan:AM PEAK m ` ~ < 4\ t P \. j d Moveement ,a .,5,_EBLTL` EBT'''' EBR' `WBL-:_WBT :,-..s. ' NBC �''.'NBTt- :NBR, SBL.:f.-'SBT ^SBR Lane Configurations ¶1 rr +irk r 9'f4° r Volume(vph) 261 0 776 0 0 0 0 1888 355 0 655 304 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 158.3 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 2360 444 0 736 342 RTOR Reduction(vph) 0 0 219 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 335 0 776 0 0 0 0 2401 400 0 736 342 Turn Type custom custom Free Free Protected Phases 2 6 Permitted Phases 4 4 Free Free Actuated Green,G(s) 19.8 . - 19.8 35.1 62.9 35.1 62.9 Effective Green, g(s) 19.8 19.8 35.1 62.9 35.1 62.9 . 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) 1081 877 2675 1362 2838 1583 v/s Ratio Prot c0.50 0.14 v/s Ratio Perm 0.10 c0.28 0.29 0.22 vlc Ratio 0.31 0.88 0.90 0.29 0.26 0.22 Uniform Delay,dl 16.4 20.5 12.3 0.0 7.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 10,3 . 4.4 0.5 . 0.0 0.3 Delay(s) 16,4 30.8 16.7 , 0.5 7.2 0.3 Level of Service B C B A A A Approach Delay(s) 27.1 0.0 14.4 5.0 Approach LOS C A B A fntersectron`Summary 71 HCM Average Control Delay 15.7 HCM Level of Service B HCM Volume to Capacity ratio . 0.89 Actuated Cycle Length(s) 62.9 Sum of lost time(s) 8.0 Intersection Capacity Utilization 53.2% . ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 36 Queues Long-term+Project 19: Project Driveway & Tassajara Rd Timing Plan:AM PEAK A`- t P `► 1 NVBL. .IWBR' ' NBT. NBR SBLr__SBT Lane Group Flow(vph) 214 18 1368 80 6 1430 v/c Ratio 0.91 0.08 0.47 0.09 0.04 0.46 Control Delay 65.1 10.4 7.2 2.6 19.3 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 65.1 10.4 7.2 2.6 19.3 5.3 Queue Length 50th(ft) 56 0 54 0 2 58 Queue Length 95th(ft) #153 13 121 15 10 80 Internal Link Dist(ft) 634 1608 3040 Turn Bay Length(ft) 200 120 200 Base Capacity(vph) 236 227 2893 935 157 3108 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 0.91 0.08 0.47 0.09 0.04 0.46 >.. ction. _. Inteisestron 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 Long-term+Project 19: Project Driveway & Tassajara Rd Timing Plan:AM PEAK t P " l Movement WBL WBR. NBT NBR SBL SBT Lane Configurations F 4'? P fi4T Volume(vph) - 197 17 1122 66 6 1373 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 0.91 1.00 1.00 0.91 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 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1770 1583 5085 1583 1770 5085 Peak-hour factor, PHF 0.92 0.92 0.82 0.82 0.96 0.96 Adj. Flow(vph) 214 18 1368 80 6 1430 RTOR Reduction(vph) 0 16 0 39 0 0 Lane Group Flow(vph) 214 2 1368 41 6 1430 Turn Type Perm Perm Prot Protected Phases 2 8 7 4 • Permitted Phases 2 8 Actuated Green,G(s) . 6.0 6.0 25.6 25.6 0.8 31.9 Effective Green,g(s) 6.0 6.0 25.6 25.6 0.8 31.9 Actuated g/C Ratio 0.12 0.12 0.52 0.52 0.02 0.65 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) 215 192 2635 820 29 3284 v/s Ratio Prot c0.12 c0.27 0.00 c0.28 v/s Ratio Perm 0.00 0.03 v/c Ratio 1.00 0.01 0.52 0.05 0.21 0.44 Uniform Delay,dl 21.7 19.1 7.8 5.9 24.0 4.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 60.2 0.1 0.7 0.1 1.3 0.4 Delay(s) 81.9 19,2 8.6 6.0 25,3 4.7 Level of Service F B A A C A Approach Delay(s) 77.0 8.4 4.8 Approach LOS E A A Intersection Summary' HCM Average Control Delay 11.9 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 49.4 Sum of lost time(s) 17.5 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period(min) 15 - c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 38 LT + Project AM Fri Jul 20, 2012 10:17:12 Page 1-1 • Scenario Report Scenario: LT + Project AM Command: LT + P AM Volume: Long-Term AM Geometry: Long-Term Impact Fee: Default Impact Fee Trip Generation: Project AM Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: LT + P AM Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON LT + Project AM Fri Jul 20, 2012 10:17:12 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 0.541 A xxxxx. 0.548 + 0.008 V/C # 4 Camino Tassajara/Windemere Pkw A xxxxx 0.481 A xxxxx 0.483 + 0.002 V/C Traffix 8.0.0715 (c) '2008 Dowling Assoc, Licensed to KIMLEY-HORN, SAN RAMON LT + Project AM Fri Jul 20, 2012 10:17:12 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) *+**********+**4*+++*******+**'*********+****k*********4.. ..k*****+ **+- ***+***** Intersection #3 Camino Tassajara/Highland Rd +********k***k********************4 , * ***.4***********-***_*_***4**** +********* Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.548 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 41 Level Of Service: A . ******************* 4.*****************u****-4 *****4-.************************4*** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - I - R I I I I I II I Control: Permitted Protected Split Phase Split Phase Rights: Include Include Include Include Min. Greer: 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 II I I I • Volume Module: Base Vol: 0 593 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 Ese: 0 593 1 53 584 0 0 0 0 160 0 123 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: 0 606 1 53 588 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: 0 606 1 53 588 0 0 0 0 160 0 123 FReduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 606 1 53 588 0 0 0 0 160 0 123 tRTOR Reduct: 0 0 0 0 0 0 0 0 0 0 0 0 'RTOR Vol: 0 606 1 53 588 0 0 0 0 160 0 123 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: 0 606 1 53 588 0 0 0 0 160 0 123 I II I I 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 0.99 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 I I II II 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: 607 53 0 283 Crit Moves: **** **** 4"c 44*+++k*****i+*** ***.*************4.*.**********1+******************:44444*4444** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON LT + Project AM Fri Jul 20, 2012 10:17:12 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) ***************************************************y.*******t******************** Intersection #4 Camino Tassajara/Windemere Pkwy *************************************************************a**********4****** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.483 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 36 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-- II H - H 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 II II II 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 Bse: 531 712 0 0 866 124 22 0 366 0 0 0 Added Vol: 4 13 0 0 4 0 0 0 1 0 0 0 PassersyVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 535 725 0 0 870 124 22 0 367 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: 535 725 0 0 870 124 22 0 367 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 535 725 0 0 870 124 22 0 367 0 0 0 RTOR Redact: 0 0 0 0 0 0 0 0 294 0 0 0 RTOR Vol: 535 725 0 0 870 124 22 0 73 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: 535 725 0 0 870 124 22 0 73 0 0 0 I I I I I I I I Saturation Flow Module: Sac/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 J.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 3011 429 1720 0 3127 0 0 0 I I ) I • Capacity Analysis Module: Vol/Sat: 0.17 0.42 0.00 0.00 0.29 0.29 0.01 0.00 0.02 0.00 0.00 0.00 Crit Volume: 267 497 36 0 Crit Moves: **** **** *-*' ***************************************************************************.**** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • Queues Long-term+Project 1: Dublin Blvd & Dougherty Road Timing Plan: PM PEAK -► i - k- 4\ t P Lane;Group EBL- 'EBT, I,EBR WBL WBT,.- WBR,- NBL._ sWBT `NBR =; SBL ? SBT Lane Group Flow(vph) 200 1565 985 507 1688 595 1667 1527 641 284 631 v/c Ratio 125 1.09_ 0.65 1.39 1.07 0.79 1.39 0.89 0.54 0.48 0.37 _ Control Delay 208.5 102.4 22.3 237.8 92.2 33.6 222.9 55.0 172 58.9 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 2.08.5 102.4 22.3 237.8 92.2 33.6 222.9 55.0 17.2 58.9 42.6 Queue Length 50th(ft) -125 -637 319 -232 -674 363 -768 516 128 130 137 Queue Length 95th(ft) #207 #720 388 #313 #770 495 #861 581 177 179 169 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 1192 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 v/c Ratio 1.25 1.09 0.65 1.39 1.07 .0.79 1.39 0.88 0.54 0.48 0.37 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 TVA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Long-term+Project 1: Dublin Blvd & Dougherty Road Timing Plan: PM PEAK Movement ._ ' _.;_EBL Ii-Ear EBR�. WBL d_WB I. WBR .`NBL` NBT;r`.NBR `,CSBL -SBT: SBR Land Configurations vi t++ rr TV) +++ r WI +++ rr vi • nit, Volume(vph) 178 1393 877 492 1637 577 1567 1435 603 273. 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 Frpbd,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 0.97 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 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 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 AdjdFlow(vph) 200 • 1565 985 507 1688 595 1667 1527 641 284 525 - 106 RTOR Reduction(vph) 0 0 55 0 0 1 0 0 50 0 24 0 Lane Group Flow(vph) 200 1565 930 . 507 1688 594 1667 1527 591 284 607 0 Corti'. Peds. (#/hr) 5 1 1 5 8 8 Confl. 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 gIC 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 0.31' 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 1.09 0.64 1.39 1.07 0.79 1.39 0.89 0.52 0.48 0.36 Uniform Delay,dl 71.5 53.9 25.8 69.5 51.7 32.2 57.0 47.3 33.2 55.9 - 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 52.8 0.7 189.5 43.4 5.0 181.4 6.7 0.2 0.2 0.2 Delay(s) 225.2 106.6 26.6 259.0 95.1 37.2 238.4 54.0 33.4 56.1 44.6 Level of Service F F C F F D F D C E D Approach Delay(s) 86.6 112.5 130.7 48.2 Approach LOS F F F D „ Irtiersechon=Sumrh2ry :71.7.7 _ "�� ." _. m£ t3 HCM Average Control Delay 106.6 HCM Level of Service F HCM Volume to Capacity ratio 1.11 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 98.2% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group i Moller Ranch TIA Synchro 7- Report KHA Page 2 Queues Long-term+Project 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK f -► ` 4\ t P \* 1 J Lane Group ESL ' EBTr :';EBR -W-BC: :WBTT. NBC ' NBT. . NBR .SBL-..; TSBT ' 'SBR Lane Group Flow(vph) 140 2096 660 380 1906 1544 503 1319 45 353 148 v/c Ratio 1.00 _ 1.17 043 2.13 1.03 2.56 _ 0.23 1.78 0.47 0.21 0.26 Control Delay 143.9 122.6 9.2 559.1 73.5 733.0 26.3 382.1 85.8 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 - 143.9 122.6 9.2 559.1 73.5 733.0 26.3 382.1 85.8 35.3 15"3 Queue Length 50th(ft), _ -69 -858 80 -293 -702 -863 110 -1825 . 22 87 37 Queue Length 95th(ft) #144 #950 128 - #401 #797 #905 131 #1968 43 113 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 2217 741 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 1.17 0.43 2.13 1.03 2.56 0.23 1.78 0.47 0.21 0.26 InteraectioaSummary , . .. <l a. _ 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+Project 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK Movement • _41, i . ` EBL:-.DEBT EBR 1/1/BL-. ;=WBT WBR:' fNBL,,®NBT_ NBR !.SBL'-: _ SBT 'SBR Lane Configurations ti . 'lift xr In F41, v i ttt r iiii to p Volume(vph) 130 1949 614 357 1785 7 1328 433 1134 40 . 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 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 0.98 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 i 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 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) 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 2096 660 380 1899 _ 7 1544 503 1319 45 353 148 RTOR Reduction(vph) 0 0 201 0 0 0 0 0 65 0 0 61 Lane Group Flow(vph) 140 2096 459 380 1906 0 1544_ 503 1254 45 353 87 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) 5.9 51.3 68.8 7.5 52.9 17.5 63.2 63.2 3.2 48.9 48.9 Effective Green,g(s) 5.9 51.3 68.8 7.5 52.9 17.5 63.2 63.2 3.2 48.9 48.9 Actuated g/C Ratio 0.04 0.35 0.47 0.05 0.36 0.12 0.43 0.43 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) 139 1788 1297 176 1843 599 2203 673 75 1704_ 515 v/s Ratio Prot 0.04 c0.41 0.04 c0.11 0.38 c0.31 0.10 0.01 0.07 v/s Ratio Perm 0.12 c0.81 0.06 v/c Ratio 1.01 1.17 0.35 2.16 1.03 ' 2.58 0.23 1.86 0.60 0.21 0.17 Uniform Delay,dl 70.0 47.3 24.4 69.2 46.5 64.2 26.0 , 41.4 70.7 34.7 34.2 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 78.2 83.9 0.1 540.0 30.4 714.8 0.2 394.4 8.3 0.3 0,7 Delay(s) 148.2 131.2 24.5 609.2 76.9 779.0 26.3 435.8 79.0 34.9 34.9 Level of Service F F C F E F C F E C C Approach Delay(s) 107.7 165.3 532.0 38.6 Approach LOS F F F D IntefsectionSumma y ..Y _. 1 HCM Average Control Delay 275.1 HCM Level of Service F • HCM Volume to Capacity ratio 1.66 Actuated Cycle Length(s) 145.9 Sum of lost time(s) 15.2 Intersection Capacity Utilization 127.7% 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+Project 3: Highland Rd & Tassajara Rd Timing Plan: PM PEAK c 4 `► d Lene!Qroup NBT,:-"SBL` SBT, Lane Group Flow(vph) 94 1064 372 445 v/c Ratio 0.39 0.78 1.69 0.32 Control Delay 14.9 12.2 349.7 4.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 14.9 12.2 349.7 4.3 Queue Length 50th(ft) 7 206 -137 50 Queue Length 95th(ft) 40 #547 #290 89 Internal Link Dist(ft) 2037 4071 2952 Turn Bay Length(ft) 605 Base Capacity(vph) 265 1371 220 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 0.78 1.69 0.32. Infersectian Summay . " - " ' 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+Project 3: Highland Rd & Tassajara Rd . Timing Plan: PM PEAK c t t P `► 1 • Movement.. '7113--? :,_WBL =:WBR" °NBT_..:NIBR 0J`SBL.,. SBT �-n-- , rf_ ' Lane Configurations ass 14.- ) it- Volume(vph) 17 64 808 181 342 409 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 1810 1770 1863 Flt Permitted 0,99 1.00 0.16 1.00 Satd. Flow(perm) 1604 1810 293 1863 Peak-hour factor, PHF 0.86 0.86 0.93 0.93 0.92 0.92 Adj. Flow(vph) 20 74 869 195 372 445 RTOR Reduction(vph) 68 0 12 0 0 0 Lane Group Flow(vph) 26 0 1052 0 372 445 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 208 .1323• v/s Ratio Prot c0.02 0.58 0.24 v/s Ratio Perm c1.27 v/c Ratio 0.19 0.82 1.79 0.34 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 4.2 373.5 0.2 Delay(s) 25.6 10.0 381.9 3.4 • Level of Service C B F A Approach Delay(s) 25.6 10.0 175.7 • Approach LOS C 8 F IntersecflonSummary ..-J •III'I "i HCM Average Control Delay 79.3 HCM Level of Service E HCM Volume to Capacity ratio 1.62 Actuated Cycle Length(s) 58.3 Sum of lost time(s) 12.0 Intersection Capacity Utilization 92.4% ICU Level of Service F Analysis Peridd(min) 15 _ _ c Critical Lane Group • • •Moller Ranch TIA Synchro 7- Report KHA Page 6 Queues Long-term+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK . t Lane Group y .:EBL; 'iEBR= :NBL_':z NBT :'-S6T Lane Group Flow(vph) 128 643 502 1448 787 vlc Ratio 0.35 0.70 1.66 1.26 0.51 Control Delay 25.3 11.8 335.1 141.4 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25,3 11.8 335.1 141.4 15.9 Queue Length 50th(ft) 46 39 -152 -731 107 • Queue Length 95th(ft) 78 66 #296 #1259 217 Internal Link Dist(ft) 922 569 . 1222 Turn Bay Length(ft) 275 480 Base Capacity(vph) 677 1320 303 1151 1547 • 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 0.49 1.66 1.26 0.51 .�a Interseclon Summary x. - .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+Project 4: Windemere Pkwy & Tassajara Rd Timing Plan: PM PEAK `\ t i +2 • Maverhent . )„- _�� •EBL .-EBEt, NBI: ., NBT'': SBT Y- SBR r; . . _ 7:7. Lane Configurations lrP TS t f' Volume(vph) 105 527 452 1303 648 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 Satd. Flow(prot) 1770 2726 3433 1863 3484 Flt Permitted 0.95 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1770 2726 3433 1863 3484 Peak-hour factor, PHF 0.82 0.82 0.90 0.90 0.91 0.91 Adj.Flow(vph) 128 643 502 1448 712 75 RTOR Reduction(vph) 0 356 0 0 9 0 Lane Group Flow(vph) 128 287 502 1448 778 0 • Confl, Bikes(#/hr) 1 3 Turn Type Perm Prot Protected Phases 4 5 2 6 Permitted Phases 4 Actuated Green,G(s) 14.1 14.1 6.0 42.3 30.3 • Effective Green,g(s) 14.1 14.1 6.0 42.3 30.3 Actuated g/C Ratio 0.21 0.21 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) 365 562 301 1152 1543 v/s Ratio Prot 0.07 0.15 c0.78 0.22 v/s Ratio Perm c0.11 • v/c Ratio 0.35 0.51 1.67 1.26 0.50 Uniform Delay,dl 23.2 24.1 31.2 13.1 13.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.8 314.8 122.8 0.3 Delay(s) 23.8 24.9 346.0 135.9 13.9 Levet of Service C C F F B Approach Delay(s) 24.7 190.0 13.9 Approach LOS C F B IntersechomSummary . HCM Average Control Delay 114.1 HCM Level of Service f HCM Volume to Capacity ratio 1.07 Actuated Cycle Length(s) 68.4 Sum of lost time(s) 12.0 Intersection Capacity Utilization 86.9% , 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+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) 1126 22 66 114 23 18 11 1112 96 51 844 366 v/c Ratio 0.85 0:05 0.16 0.39 0.10 0.09 0.09 0.77 0.14 0.44 0.57 0.44 Control Delay 32.4 19.1 6.9 43.5 29.5 15.0 34.1 23.5 5.2 46.0 16.1 4.0 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 - 32.4 19.1 6.9 43.5 29.5 15.0 34.1 23.5 5.2 46.0 16.1 4.0 Queue Length 50th(ft) 173 7 0 -59 9 . 0 5 234 1 22 133 0 Queue Length 95th(ft) #258 22 25 #53 14 4 18 #284 24 #68 245 59 Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 560 150 110 110 155 190 150 400 Base Capacity(vph) 1331 875 769 296 510 446 116 1448 702 116 1482 835 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 0.85 0.03 0.09 0.39 0.05 0.04 0.09 0.77 0.14 0.44 0.57 0.44 - 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+Project 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK J -. l 4- k 4\ t r \• 1 r Movement " - - EBL - EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT -SBR Lane Configurations )11T t i * t P ) tt F R RSA if • Volume(vph) 991 19 58 50 10 8 9 912 79 46 650 439 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 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 0.98 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 3311 1423 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 1562 1770 1863 1583, 1770 3539 1583 1770 3311 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) 1126 22 66 114 23 18 11 1112 96 51 722 488 RTOR Reduction(vph) 0 0 56 0 0 17 0 0 55 0 14 218 Lane Group Flow(vph) 1126 22 10 114 23 1 11 1112 41 51 830 148 Conti. Bikes(#/hr) 1 1 Turn Type Prot Penn Prot Penn Prot Perm Prot Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 16.8 10.6 10.6 10.5 4.6 4.6 0.7 27.3 27.3 2.1 27.9 27.9 Effective Green,g(s) 16.8 10.6 10.6 10.5 4.6 4.6 0.7 27.3 27.3 2.1 27.9 27.9 Actuated g/C Ratio 0.24 0.15 0.15 0.15 0.07 0.07 0.01 0.40 0.40 0.03 0.41 0.41 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) 1218 287 241 270 125 106 18 1404 628 54 1343 577 v/s Ratio Prot c0.23 0.01 0.06 c0.01 0.01 c0.31 c0.03 0.25 v/s Ratio Perm 0.01 0.00 0.03 0.10 v/c Ratio 0.92 0.08 0.04 0.42 0.18 0.01 0.61 0.79 0.06 0.94 0.62 0.26 Uniform Delay,dl 25.4 24.9 24.8 26.4 30.3 30.0 33.9 18.3 12.8 33.3 16.2 13.6 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 11.9 0.2 0.1 0.4 1.0 0.1 36.2 3.3 0.1 100.6 1.0 0.3 Delay(s) 37.3 25.1 24.9 26.8 31.3 30.0 70.1 21.6 12.9 133.9 17.2 13.9 Level of Service D C C C C C . E C B F B B Approach Delay(s) 36.4 27.8 21.3 21.0 Approach LOS D C C C Intersection Summary . _" :. j HCM Average Control Delay 26.2 HCM Level of Service C HCM Volume to Capacity ratio 0.79 Actuated Cycle Length(s) 68.8 Sum of lost time(s) 18.0 Intersection Capacity Utilization 66.0% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 10 • • Queues Long-term+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK f -• - 4\ t t `► 1 1 Lane Group • 'EBL EBT WBL WBT "NBL NBT- NBR SBL SBT SBR Lane Group Flow(vph) 5 39 17 3 26 1234 57 6 533 5 v/c Ratio 0.03 0.06 0.07 0.00 0.12 0.52 0.07 0.02 0.22 0.01 Control Delay 24.8 0.2 21.9 0.0 24.0 12.8 5.6 22.6 9.3 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 0.2 21.9 0.0 24.0 12.8 5.6 22.6 9.3 8.8 Queue Length 50th(ft) 1 0 3 0 5 45 0 1 16 0 • Queue Length 95th(ft) 12 0 21 0 34 #256 24 13 87 7 Internal Link Dist(ft) 498 283 4023 607 Turn Bay Length(ft) 50 145 100 195 80 100 Base Capacity(vph) 176 920 702 1313 219 2394 775 702 4132 1287 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 0.52 0.07 0.01 0.13 0.00 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 11 • • • HCM Signalized Intersection Capacity Analysis Long-term+Project 6: Silvera Ranch Dr & Tassajara Rd Timing Plan: PM PEAK f t { t 4\ t P \• l I Movement EBL r EBT EBR WBL- WBT WBR NBL - NBT NBR-:. SBL SET SBR Lane Configurations 11 H 'S T. '9 ttt Tr '1 4?i' P Volume(vph) 5 0 36 13 0 2 24 1061 49 5 453 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.How(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 1234 57 6 533. 5 RTOR Reduction(vph) 0 34 0 0 2 0 0 0 34 0 0 3 Lane Group Flow(vph) 5 5 0 17 1 0 26 1234 23 6 533 2 Conti. 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 20.5 20.5 0.8 22.2 22.2 Effective Green,g(s) 0.5 5.9 0.9 9.3 0.6 20.5 20.5 0.8 22.2 22.2 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 31 284 21 2040 635 28 2209 688 v/s Ratio Prot 0.00 c0.00 c0.01 0.00 c0.01 c0.24 0.00 0.10 v/s Ratio Perm 0.01 0.00 v/c Ratio 0.29 0.02 0.55 0.00 1.24 0.60 0.04 0.21 0.24 0.00 Uniform Delay,dl 25.1 20.0 24.9 17.1 25.2 12.1 9.3 24.8 9.1 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 0.6 0.0 3.8 0.1 0.0 Delay(s) 34.6 20.1 43.3 17.1 303.8 12.7 9.3 28.7 9.2 8.2 Level of Service' C C D B F B A C A A Approach Delay(s) - 21.8 39.3' 18.3 9.4 Approach LOS C D B A Intersection Summary _ -` j HCM Average Control Delay 16.1 HCM Level of Service B HCM Volume to Capacity ratio 0.47 . Actuated Cycle Length(s) 51.1 Sum of lost time(s) 21.5 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 12 • • Queues Long-term+Project 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK t -y 1 4- 4 t P \* 1 Lane Lane.Group ,WBL WET NBL-;� NET? NBR m.SBL SBT SBR�- Lane Group Flow(vph) 352 418 79 272 249 380 1341 425 52 667 144 v/c Ratio 1.27 0.58 0.25 0.63 0.28 0.86 0.87 0.48 0.55 0.56 0.23 Control Delay 184.7 37.3 34.1 47.7 24.7 61.8 33.8 6.5 69.3 28.9 5.7 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 184.7 37.3 34.1 47.7 247 61.8 33.8 6.5 69.3 28.9 5.7 Queue Length 50th(ft) -141 122 41 80 55 118 383 24 31 166 0 Queue Length 95th(ft) #272 173 82 114 70 #212 #579 81 #100 274 45 Internal Link Dist(ft) 2097 1073 942 2259 Turn Bay Length(ft) 250 200 265 245 290 295 210 Base Capacity(vph) 277 1186 516 532 1416 444 1544 879 95 1277 654 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 1.27 0.35 0.15 0.51 0.18 0.86 0.87 0.48 0.55 0.52 0.22 .. .- Inter's`ection Summary. > �' Volume exceeds capacity,queue is theoretically infinite. _. Lane _ 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 13 • HCM Signalized Intersection Capacity Analysis Long-term+Project 7: Gleason Dr & Tassajara Rd Timing Plan: PM PEAK t l c t 4\ t P v • d Movement' - 'i iiiii,t:tiz_ - EBL. EST:- EBR" '.WBL 1 WBT WBR.-_ NBL", ;NBT TNBR. SBL - SBT ;-SBR Lane Configurations ¶ tit r VI ii-. . 1°S f4 rr 1 tt P Volume(vph) 320 380 72 207 148 41 315 - 1113 353 47 600 130 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 0.98 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 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 1542 3433 3411 3433 3539 1554 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 3411 3433 3539 1554 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) 352 418 79 272 195 54 380 1341 425 52 • 667 144 RTOR Reduction(vph) 0 0 0 0 26 0 0 0 203 0 0 94 Lane Group Flow(vph) 352 418 79 272 223 0 380 1341 222 52 667 50 Confl. Peds. (#Ihr) 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) 7.6 19.3 19.3 11.8 23.5 12.2 41.1 41.1 3.8 32.7 32.7 Effective Green,g(s) 7.6 19.3 19.3 11.8 23.5 12.2 41.1 41.1 3.8 32.7 32.7 Actuated g/C Ratio 0.08 0.20 0.20 0.12 0.25 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) 275 719 313 426 844 441 1531 672 71 1218 536 v/s Ratio Prot c0.10 00.12 0.08 c0.07 c0.11 c0.38 0.03 0.19 v/s Ratio Perm 0.05 0.14 0.03 v/c Ratio 1.28 0.58 0.25 0.64 0.26 0.86 0.88 0.33 0.73 0.55 0.09 Uniform Delay,dl 43.7 34.2 31.8 39.6 28.8 40.6 24.6 17.8 45.1 25.2 21.1 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 151.0 1.4 0.6 2,7 0.2 15,6 6.3 0.5 30.4 0.8. 0.1 Delay(s) 194.7 35.6 32.4 42.3 29.0 56.2 30.9 18.3 75.5 25.9 21.2 Level of Service F D C D C E C B E C C Approach Delay(s) 101.3 36.0 32.9 28.1 Approach LOS F D C C Intersectrori Summary -. . - .. _. i HCM Average Control Delay 45.6 HCM Level of Service D HCM Volume to Capacity ratio 0.83 . Actuated Cycle Length(s) 95.0 Sum of lost time(s) 19.0 Intersection Capacity Utilization 75.1% ICU Level,of Service D Analysis Period(min) 15 . c Critical Lane Group • Moller Ranch TIA Synchro 7- Report • KHA Page 14 Queues Long-term+Project 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK Lane Group EBL. EBT EBR WBL WBT.. NBL NBT NBR SBL SBT SBR I Lane Group Flow(vph) 112 212 100 241 100 106 1880 533 ' 45 863 60 v/c Ratio. 0.53 0.65 0.28 0.82 0.31 0.58 0.99 0.53 0.64 0.54 0.08 Control Delay 57.9 48.3 8.8 70.6 18.4 58.0 44.5 7.2 89.8 23.7 6.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 0.0 0.0 • Total Delay 57.9 48.3 8.8 70.6 18.4 58.0 44.5 7.2 89.8 23.7 6.9 Queue Length 50th(ft) 72 131 0 80 22 66 606 48 29 200 1 Queue Length 95th(ft) #178 188 34 #158 57 131 #988 159 #104 363 30 Internal Link Dist(ft) 2120 1163 641 942 Turn Bay Length(ft) 190 190 265 245 300 250 205 Base Capacity(vph) 210 645 602 293 618 258 1895 1007 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 0.99 0.53 0.64 0.54 0.08 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 15 HCM Signalized Intersection Capacity Analysis . Long-term+Project 8: Central Pkwy & Tassajara Rd Timing Plan: PM PEAK f - , c ~ k- 4\ t t `► 1 J Movement '-EBL EBT EBR WBL WBT WBR - NBL NBT. NBR . SBL SBT SBR Lane Configurations • .9 4 r in T. 19 it4 P 1 44 • P Volume(vph) 94 178 84 200 32 51 92 1636 464 41 785 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 0.96 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 Fit 1.00 1.00 0.85 1.00 0.91 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 1552 3433 1670 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 1670 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) 112 212 100 241 39 61 106 1880 533 45 863 60 RTOR Reduction(vph) 0 0 82 0 52 0 0 0 181 0 0 31 Lane Group Flow(vph) 112 212 18 241 48 0 106 1880 352 45 863 29 Conf. Peds. (#/hr) 7 9 9 7 18 18 Conf. 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) 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 c0.53 0.03 0.24 v/s Ratio Perm 0.01 0.23 0.02 v/c Ratio 0.54 0.62 0.06 0.84 0.19 0.59 1.01 0.43 0.85 0.54 0.04 Uniform Delay,d1 43.3 39.1 35.1 46.9 38.6 44.6 24.7 15.1 50.2. 20.5 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 18.6 0.3 4.0 23.5 0.5 69.2 0.4 0.0 Delay(s) 45.6 42.2 35.2 65.6 38.9 48.5 48.2 15.6 119.4 21.0 15.9 Level of Service D D D E D D D B F C B Approach Delay(s) 41.4 57.7 41.3 25.2 Approach LOS D E D C Intersection Summary • :-_ - »�' -- 1 ST- 1_ HCM Average Control Delay 39.0 HCM Level of Service • D HCM Volume to Capacity ratio 0.91 Actuated Cycle Length(s) 103.9 Sum of lost time(s) 18.5 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 16 • • • Queues Long-term+Project 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK s 1 P 1 d Lane Group EBL EBT EBR WBL WBT WBR NBL NBI NBR SBL SBT SBR Lane Group Flow(vph) 774 1592 942 691 854 117 1488 1662 1091 116 997 319 v/c Ratio 1.69 0.99 0.66 1.60 0.62 0.23 1.54 0.64 0.79 0.73 0.60 0.34 Control Delay 357.1 70.9 26.0 321.0 50.5 11.4 288.1 37.0 28.4 95.5 50.4 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 357.1 70.9 26.0 321.0 50.5 11.4 288.1 37.0 28.4 95.5 50.4 5.2 Queue Length 50th(ft) -570 569 344 -341 270 12 -723 375 351 58 250 0 Queue Length 95th(ft) #699 #683 420 #429 320 63 #752 385 399 #105 285 39 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 1425 432 1370 500 965 2607 1376 160 1666 950 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 1.69 0.99 0.66 1.60 0.62 0.23 1.54 0.64 0.79 0.72 0.60 0.34 Intersection•Summary,.w ' _ 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. • Moller Ranch TIA Synchro 7- Report KHA Page 17 HCM Signalized Intersection Capacity Analysis Long-term+Project 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK t -• 7 c ~ k- 4\ t P `• 1 r Movement EBL EBT EBR WBL- WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ¶1 1'++ Prr +4+ r 111t rr 'i'i fill rr Volume(vph) 704 1449 857 656 811 111 1265 1413 927 103 887 284 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. How(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, 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) 774 1592 942 691 854 117 1488 1662 1091 116 997 319 RTOR Reduction(vph) 0 0 3 0 0 74 0 0 243 0 0 236 Lane Group Flow(vph) 774 1592 939 691 854 43 1488 1662 848 116 997 83 Confl.Peds. (#/hr) 2 2 2 2 Conti.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 c0.23 c0.31 0.13 0.14 0.17 c0.30 0.26 0.03 0.16 v/s Ratio Perm 0.21 0.03 c0.30 0.03 v/c Ratio 1.69 0.99 0.67 1.60 0.62 0.10 1.54 0.64 0.75 0.72 0.60 0.12 Uniform Delay,dl 65.0 51.1 27.3 68.5 48.1 41.2 60.5 35.6 38.0 70.6 48.6 42.3 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 319.8 20.2 0.9 280.5 0.9 0.1 249.1 0.6. 2.9 12.9 0.7 0.1 Delay(s) 384.8 71.2 28.3 349.0 49.0 41.3 309.6 36.2 40.9 83.4 49.3 42.4 Level of Service F EC F D D F DD F DD Approach Delay(s) 132.4 173.2 133.3 50.6 Approach LOS F F F D Intersection Summary _ HCM Average Control Delay 128.1 HCM Level of Service F HCM Volume to Capacity ratio 1.09 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 10.0 Intersection Capacity Utilization 96.7% 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+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK t / 1 4/ Lane:Group MBL WBR NBT.-_ NBR4 .SBT .,SBR ` :- Lane Group Flow(vph) 572 1211 3069 752 2385 708 • v/c Ratio 044 1.14 1.11 0.49 0.94 0.53 Control Delay 31.4 113.9 85.3 1.1 34.7 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.4 113.9 85.3 1.1 34.7 1.5 Queue Length 50th(ft) 183 -680 -1082 0 675 0 Queue Length 95th (ft) 232 #817 #1162 0 748 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 1302 1058 2762 1550 2547 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 1.11 0.49 0.94 0.53 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 19 • HCM Signalized Intersection Capacity Analysis ' Long-term+Project 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK -I* e , t 1 t P ', 1 4' • Movement BBC'-:EBT'• 'EBR, WBL...':WBT 11-1/131:22._ „NBL NBT NBR <` SBL SBL,. SBR Lane Configurations II) PP 414` F ?f1'° P Volume(vph) 0 0 0 509 0 1078 0 2762 677 . 0 1541 1212 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 Fit Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 5085 1550 4593 1345 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) - 3433 2787 5085 1550 4593 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.JFlow(vph) 0 0 0 572 0 1211 0 3069 752 0 1731 1362 RTOR Reduction(vph) 0 0 0 0 0 1 0 0 0 0 53 0 Lane Group Flow(vph) 0 0 0 572 0 1210 0 3069 752 0 2332 708 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 2494 1345 v/s Ratio Prot c0.60 0.51 v/s Ratio Perm 0.17 c0.43 0.49 0.53 v/c Ratio 0.44 1.15 1.11 0.49 0.94 0.53 Uniform Delay,d1, 30.1 40.4 29.7 0.0 27.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 • Incremental Delay,d2 0.5 76.7 55.9 1.1 8.1 1.5 Delay(s) 30.6 117.1 85.6 1.1 35.7 • 1.5 Level of Service C F F A D A Approach Delay(s) 0.0 89.3 68.9 27.9 Approach LOS A F E C Intersection.Summary.. ` 1 HCM Average Control Delay ' 58.5 HCM Level of Service E HCM Volume to Capacity ratio 1.13 Actuated Cycle-Length(s) 130.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 99.5% 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+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK -. f t z t r \,- , l d Lane Group EBL2 EBT EBR WBL WBR. .WBR2 NBT NBR SBL SBT SBR I Lane Group Flow(vph) 999 275 488 154 479 129 2339 550 364 1549 340 v/c Ratio 1.75 0.76 031 1.60 1.15 0:31 1.52 0.46 1.58 0.73 0.22 Control Delay 381.0 72.1 0.5 354.9 128.9 27.5 269.6 30.5 319.1 23.8 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 381.0 72.1 0.5 354.9 128.9 27.5 269.6 30.5 319.1 23.8 0.3 Queue Length 50th(ft) -746 258 0 -110 -422 68 -1675 206 -504 542 0 Queue Length 95th(ft) #712 303 0 #175 #628 104 #1801 265 #711 627 0 . Internal Link Dist(ft) 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 1.75 0.76 0.31 1.60 1.15 0.31 1.52 0.46 1.58 0.73 0.22 Intersection Summary . " ' - ... -7: �"° 4'41" ° " - 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+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK -' � _,.. t z t r O `• 1 Movement EBL2 'EBL EBT EBR' WBL WBR WBR2 NBT NBR ',NBR2 ' SBL SBT Lane Configurations 'in R rr » r r R4- trri Tt H Volume(vph) 769 1 211 376 131 407 110 2175 423 88 331 1410 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 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 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) 999 1 274 488 154 479 129 2339 455 95 364 1549 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 11 0 0 0 Lane Group Flow(vph) 999 0 275 488 154 479 129 2339 539 0 364 1549 Confl. Peds.(#/hr) 1 1 2 2 2 Cod.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 c0.29 ' c0.15 0.04 c0.66 c0.21• 0.44 v/s Ratio Perm 0.15 0.31 0.17 0.15 0.04 0.20 v/c Ratio 1.75 0.76 0.31 1.60 1.15 0.31 1.52 0.46 1.58 0.73 Uniform Delay,dl 62.5 57.3 0.0 67.2 55.2 44.3 42.4 30.0 65.2 21.2 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 345.9 8.4 0.5 314.9 ' 93.5 0.2 237.7 1.3 278.9 1.6 Delay(s) 408.4 65.7 0.5 382.1 148.7 44.4 280.1 31.3 344.1 22.8 Level of Service F E A F F D F C F C Approach Delay(s) 242.0 232.8 71.3 Approach LOS F F E Intersection Summary 1 HCM Average Control Delay 182.0 HCM Level of Service F HCM Volume to Capacity ratio 1.52 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 20.3 . Intersection Capacity Utilization 121.0% 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+Project 11: 1-580 EB Ramps & Santa Rita Rd Timing Plan: PM PEAK r Movement SBR _ f `' u - :'"wa _, LaRA Configurations 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, PI-IF 0.91 Adj. 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 Intersection Summary =_ Moller Ranch TIA • Synchro 7- Report KHA Page 23 Queues Long-term+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK f 4)\ t Lan‘Group q.CL-77- .7ta, EBLfa- NBC:— SET;417SBR Lane Group Flow(vph) 109 59 1163 762 20 v/c Ratio 0.33 024 0.46 0.34 0.02 Control Delay 8.9 20.9 4.4 6.6 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.9 20.9 4.4 6.6 4.1 Queile Length 50th(ft) -2 14 52 29 0 Queue Length 95th(ft) 6 39 95 108 8 Internal Link Dist(ft) 428 671 433 Turn Bay Length(ft) 160 100 Base Capacity(vph) 1175 244 2601 2168 957 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 0.24 0.45 0.35 0.02 IntthiecftodSUmmary:t13:1-.,,..<74.7:1A‘„ - --71.7.7.7; Moller Ranch TIA Synchro 7- Report KHA Page 24 HCM Signalized Intersection Capacity Analysis Long-term+Project 12: Silvera Ranch Dr & Fallon Rd Timing Plan: PM PEAK 4\ t 1 r Movement EBL - EBR NBL NBT SBT SBR. Lane Configurations 1Y' . 5 S? 14 rT Volume(vph) 5 46 51 1000 739 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, pedlbikes 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) 1628 1770 3539 3539 1551 Fit 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 1163 762 20 RTOR Reduction(vph) 88 0 0 0 0 9 Lane Group Flow(vph) 21 0 59 1163 762 11 Conf. Bikes(#/hr) 1 Turn Type Prot . Perm Protected Phases 4 5 2 6 Permitted Phases 6 Actuated Green,G(s) 4.2 1.7 28.7 23.0 23.0 Effective Green,g(s) 4.2 1.7 28.7 23.0 23.0 Actuated g/C Ratio 0.10 0.04 0.68 0.55 0.55 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) 162 71 2407 1929 845 v/s Ratio Prot c0.01 0.03 c0.33 ' 0.22 v/s Ratio Perm 0.01 v/c Ratio 0.13 0.83 0.48 0.40 0.01 Uniform Delay,dl 17.3 20.1 3.2 5.6 - 4.4 Progression Factor 1.00 1.00 .1.00 1.00 1.00 Incremental Delay,d2 0.1 53.3 0.3 0.3 0.0 Delay(s) 17.5 73.4 3.5 5.8 4.4 Level of Service B E A A . A Approach Delay(s) 17.5 6.9 5.8 Approach LOS" B A A Intersection Summary - j HCM Average Control Delay 7.0 HCM Level of Service A HCM Volume to Capacity ratio 0.44 Actuated Cycle Length(s) 42.2 Sum of lost time(s) 9.3 Intersection Capacity Utilization 39.8% 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+Project 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK t t ti 1 Lane Group WBL: NBT NBR SBL SBT Lane Group Flow(vph) 42 1101 52 6 803 v/c Ratio 0.13 0.35 0.04 0.02 0.24 Control Delay 14.0 3.2 2.4 16.5 1.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 3.2 2.4 16.5 1.3 Queue Length 50th(ft) 5 0 0 1 0 Queue Length 95th(ft) 25 165 15 10 58 Internal Link Dist(ft) 605 1596 671 Turn Bay Length(ft) 90 120 Base Capacity(vph) 1515 3113 1396 297 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 0.35 0.04 0.02 0.24 Intersection Summary j • Moller Ranch TIA Synchro 7- Report KHA Page 26 • HCM Signalized Intersection Capacity Analysis Long-term- Project 13: Cydonia Ct & Fallon Rd Timing Plan: PM PEAK t • t " 1 Movement - ..WBL WBR .. NBT NBR SBL SBT' . . Lane Configurations V ?? F 19 4+ Volume(vph) 26 5 1046 49 6 779 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 Said. Flow(prot) 1748 3539 1583 1770 3539 Flt Permitted 0.96 1.00 1.00 0.95 1.00 Satd. Flow(perm) 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 1101 52 6 803 RTOR Reduction(vph) 7 0 0 13 0 0 Lane Group Flow(vph) 35 0 1101 39 6 803 Turn Type Pemi Prot Protected Phases 8 2 1 6 Permitted Phases 2 Actuated Green,G(s) 0.9 23.7 23.7 0.6 28.3 Effective Green,g(s) 0.9 23.7 23.7 0.6 28.3 Actuated g/C Ratio 0.02 0.62 0.62 0.02 0.74 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) 41 2179 974 28 2601 v/s Ratio Prot c0.02 c0.31 0.00 c0.23 v/s Ratio Perm 0.02 v/c Ratio 0.86 0.51 0.04 0.21 0.31 Uniform Delay,dl 18.7 4.1 2.9 18.7 1.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 83.7 0.4 0.0 1.4 0.1 Delay(s) 102.4 4.5 3.0 20.1 1.9 Level of Service F A A C A Approach Delay(s) 102.4 4.4 2.0 Approach LOS F A A Intersection Summary HCM Average Control Delay 5.5 HCM Level of Service A HCM Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 38.5 Sum of lost time(s) 14.6 Intersection Capacity Utilization 40.8% 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+Project 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK `\ t • J Lane Group ,_ EBL_ EBR NBL ..NBT .SBT SBR Lane Group Flow(vph) 120 618 263 1202 933 63 v/c Ratio 0.20 0.63 0.64 0.34 0.66 0.10 Control Delay 26.3 5.3 36.7 6.2 22.9 11.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.3 5.3 36.7 6.2 22.9 11.1 Queue Length 50th(ft) 24 0 104 55 165 8 Queue Length 95th(ft) 40 22 #276 177 330 40 Internal Link Dist(ft) 1220 674 300 Turn Bay Length(ft) 200 175 155 150 Base Capacity(vph) 1465 1522 413 3526 1415 642 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 0.64 0.34 0.66 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+Project 14: Gleason Dr & Fallon Rd Timing Plan: PM PEAK i ♦ `\ t l • I M o v e m e n t ' , , 3E31 e :EBR,-• „NBL N.BT SBT :SBR. '° , . . . . ':-i .�. Lane Configurations 41•11 r" * +++ ft r Volume(vph) 98 507 242 1106 812 55 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(plot) 3433 2742 1770 5085 3539 1560 . Fit 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) 120 618 263 1202 933 63 RTOR Reduction(vph) 0 511 0 0 0 19 Lane Group Flow(vph) 120 107 263 ' 1202 933 44 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) 13.2 13.2 17.7 52.7 30.5 30.5 Effective Green,g(s) 13.2 13.2 17.7 52.7 30.5 30.5 Actuated g/C,Ratio 0.17 0,17 0.23 0.69 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) - 597 477 413 3531 1422 627 v/s Ratio Prot • 0.03 c0.15 0.24 c0.26 v/s Ratio Perm c0.04 0.03 v/c Ratio 0.20 0.23 0.64 0.34 0.66 0.07 Uniform Delay,dl 26.8 27.0 26.2 4.6 18.4 14.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 , 1.00 Incremental Delay,d2 0.2 0.3 2.4 0.1 1.2 0.1 Delay(s) 27.1 . 27.3 28.6 4.7 19.7 14.0 • Level of Service C C C A B B Approach Delay(s) 27.2 9.0 19.3 Approach LOS ,C A B • Interseefion Summary „r,„�, ' r l HCM Average Control Delay 16.4 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 75.9 Sum of lost time(s) 14.5 Intersection Capacity Utilization 54.5% 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+Project 16: Dublin Blvd & Fallon Rd Timing Plan: PM PEAK l - E t 4\ t P \• 1 J • Lane Group EBL' ._EBT 'EBR WBL :,WBT'"WBR NBL .NBT4 -NBR .SBL- SBT SBR Lane Group Flow(vph) 302 1276 751 2932 3360 4096 83 390 440 1043 711 58 v/c Ratio 0.81 0.74 0.71 2.58 1.44 4.29 0.47 0.51 0.61 1.70 0.42 0.13 Control Delay 79.2 44.6 35.4 737.7 231.4 1495.2 77.6 61.4 8.8 357.4 44.5 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.2 44.6 35.4 737.7 231.4 1495.2 77.6 61.4 8.8 357.4 44.5 10.1 Queue Length 50th(ft) 144 387 275 -1648 -1593 -6954 28 100 0 -748 161 0 Queue Length 95th(ft) 182 405 319 266 222 #1112 48 131 55 #791 177 30 Internal Link Dist(ft) 341 489 746 311 Turn Bay Length(ft) 290 225 275 925 350 100 120 180 Base Capacity(vph) • 408 1762 1076 1135 2335 955 175 830 744 613 1750 474 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 0.74 0.72 0.70 2.58 1.44 4.29 0.47 0.47 0.59 1.70 0.41 0.12 intersection Summary q . .m_.5711:777_„ :;_- : . ' , d - 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+Project 16: Dublin Blvd & Fallon Rd Timing Plan:PM PEAK -• - t i 4\ t , `• 1 r E-vNB. . Movement .� ,_, . .:. . . =:iEHI; .EHTi.. . EHR :�;WHC"°�'�1NBF WBR "` `NBL NBT - ,NBR e-'. SBL ' SBT SBR Lane Configurations ¶t Hat rr 4niii + P r gm 111t rr In 1111 r • Volume(vph) " 254 1072 631 733 840 1024 80 374 422 866 590 48 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(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) 302 1276 751 2932 3360 4096 83 390 440 1043 711 58 RTOR Reduction(vph) 0 0 112 0 0 228 0 0 387 0 0 43 Lane Group Flow(vph) 302 1276 639 2932 3360 3868 83 390 53 1043 711 15 Turn Type . Perm Prot Perm Prot Perm Prot Perm Protected Phses 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 15.6 48.7 48.7 32.5 65.6 65.6 5.0 17.2 17.2 25.5 37.7 37.7 Effective Green.g(s) 15.6 48.7 48.7 32.5 65.6 65.6 5.0 17.2 17.2 25.5 37.7 37.7 Actuated g/C Ratio 0.11 0.34 0.34 0.23 0.46 046 0.03 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) 375 1733 950 1135 2334 727 175 .771 335 613 1691 418 v/s Ratio Prot 0.09 0.25 _ c0.59 0.6.6 0.02 c0.06 c0.30 0.11 v/s Ratio Perm 0.23 c2.44 0.02 0.01 v/c Ratio 0.81 0.74 0.67 2.58 1.44 5.32 0.47 0.51 0.16 1.70 0.42 0.04 Uniform Delay,dl 622 41.4 40.3 55.2 38.7 38.7 67.7 58.9 56.4 58.7 43.6 39.1 Progression Factor .1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 11.3 1.8 2.1 715.0 200.3 1947.4 0.7 0.7 0.3 322.6 0.2 0.0 Delay(s) 73.4 43.2 42.3 770.2 239.0 1986.1 68.4 59.6 56.7 381.3 43.8 39.1 Level of Service E D D F F F E E E F D D Approach Delay(s) 46.9 1077.8 59.0 237.9 Approach LOS D F E F Intersection-Summary= ' , ., n ,." - � --7-8 - HCM Average Control Delay 763.5 HCM Level of Service F • HCM Volume to Capacity ratio 3.61 Actuated Cycle Length(s) 142.9 Sum of lost time(s) . 19.0 Intersection Capacity Utilization 92.7% ICU Level of Service F • Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 71 Report KHA Page 33 Queues Long-term+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan. PM PEAK t t P 1 r Lane-Group WBL WBT VVBR::r4BT.'NBR SBT SBR 1 Lane Group Flow(vph) 129 130 210 1093 1238 2161 386 v/c Ratio 0.48 0.48 0.34 0.30 0.80 0.63 0.36 Control Delay 33.8 33.5 6.3 3.6 4.4 5.8 1.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 33.5 6.3 3.6 4.4 5.8 1.5 Queue Length 50th (ft) 52 52 0 40 0 120 0 Queue Length 95th (ft) 105 106 25 70 0 233 25 Internal Link Dist(ft) 1536 1206 561 Turn Bay Length(ft) 135 110 200 Base Capacity(vph) 465 472 922 4341 1551 4090 1205 Starvation Cap Reductn 0 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0,28 0.23 0.25 0.80 0.53 0.32 Interaection.Sri nary-. • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 34 . HCM Signalized Intersection Capacity Analysis Long-term+Project 17: 1-580 WB Ramps & Fallon Rd Timing Plan: PM PEAK -' -- c ~ 4\ t t l I MO fil . - , Movement . T-EBL :EBT EBR 11/1/BL. � �T., WBR; NBL "' •NBT =°NBR: SBL; SBT SBR, Lane Configurations IS 4 rr ttt rT Ttia P Volume(vph), 0 0 0 192 31 181 0 885 1003 0 1906 386 • 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 Frpb, ped/bikes 1.00 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 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(prot) 1681 1708 2787 . 5085 1551 4790 1345 Flt Permitted 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1681 1708 2787 5085 1551 4790 1345 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 0 223 36 210 0 1093 1238 0 2118 429 RTOR Reduction(vph) 0 , 0 0 0 0 176 0 0 0 0 2 108 Lane Group Flow(vph) 0 0. 0 129 130 34 0 1093 1238 0 2159 278 Confl. 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) 10.1 10.1 10.1 45.5 63.1 45.5 45.5 Effective Green, g(s) 10.1 10.1 10.1 45.5 63.1 45.5 45.5 Actuated g/C Ratio 0.16 0.16 0.16 0.72 1.00 0.72 0.72 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) 269 273 446 3667 1551 3454 970 v/s Ratio Prot 0.21 0.45 v/s•Ratio Perm 0.08 0.08 0.01 c0.80 0.21 • v/c Ratio 0.48 0.48 0.08 0.30 0.80 0.63 0.29 Uniform Delay,dl 24.1 24.1 22.5 3.1 0.0 4.5 3.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.5 0.0 0.0 4.4 0.3 0.1 Delay(s) 24.6 24.6 22.6 3.1 4.4 4.7 3.2 Level of Service ' C C C A A ' A A Approach Delay(s) 0.0 23.7 3.8 • 4.5 Approach LOS A C A A Intersection Summary .4 7:277 . .7.77-7--; (..4„.7„,.-:-.1::1C),i;:,s:,-:-2:75,7,7:r177....2, ',.. ;;,:,;,,,,,:1,, .1.,- HCM Average Control Delay 5.9 HCM Level of Service A HCM Volume to Capacity ratio 0.80 _ Actuated Cycle Length(s) 63.1 Sum of lost time(s) 0.0. Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period(min) 15 - - c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report . KHA Page 35 Queues Long-term+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK 7 t t j r Lane Group EBL 'EBR` NB-11a NBR :.:SBT ,. SBRatr. _t___- _..: - - ) Lane Group Flow(vph) 339 1258 2376 579 1637 802 v/c Ratio 0.24 1.09 0.99 0.43 0.64 0.52 Control Delay 17.9 79.8 -39.7 1,0 18.1 1.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.9 79.8 39.7 1.0 18.1 1.-2 Queue Length 50th(ft) 63 -457 494 0 239 0 Queue Length 95th(ft) 78 #454 489 0 269 0 Internal Link Dist(ft) 180 1206 Turn Bay Length(ft) 375 560 150 Base Capacity(vph) 1411 1159 2396 1345 2543 1551 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 0.24 1.09 0.99 0.43 0.64 0.52 Intersection,Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be lo nger. Queue shown is maximum after two cycles. • Moller Ranch TIA Synchro 7- Report KHA Page 36 HCM Signalized Intersection Capacity Analysis Long-term+Project 18: 1-580 EB Ramps & Fallon Rd Timing Plan: PM PEAK f c t 1 t P `► Movement EL EBT!._• ,EBR ••WBE. WBT- •rWBR._t: NBE•k NBT •NBR; SBL. SBT SBR Lane Configurations ¶11 rr tn. r 'P'ht F Volume(vph) 261 0 969 0 0 0 0 1896 527 0 1408 690 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 Frpb,ped/bikes 1.00 1.00 1.00 0.99 1.00 0.98 Flpb, ped/bikes 1.00 1.00 '1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 At Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 • 2787 4785 1345 5085 1551 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(perm) 3433 2787 • 4785 1345 5085 1551 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) 339 0 • 1258 0 0 0 0 2312 643 0 1637 802 RTOR Reduction(vph) 0 0 13 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 339 0 1245 0 0 0 0 2373 579 0 1637 802 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) 37.0 37.0 _ 45.0 90.0 45.0 90.0 Effective Green,g(s) 37.0 • 37.0 45.0 90.0 45.0 90.0 Actuated g/C Ratio 0.41 0.41 0.50 1.00 0.50 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) 1411 1146 2393 1345 2543 1551 v/s Ratio Prot c0.50 0.32 v/s Ratio Perm 0.10 c0.45 0.43 0.52 v/c Ratio 0.24 1.09 0.99 0.43 0.64 0.52 Uniform Delay,dl 17.3 26.5 22.3 0.0 16.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 53.3 16.4 1.0 0.6 1.2 Delay(s) 17.3 79.8 38.7 1.0 17.2 1.2 Level of Service B E 0 A B A Approach Delay(s) 66.5 0.0 31.3 11.9 Approach LOS E A C . - B Intersection SGmmary• •- : _: 4 `�' ` HCM Average Control Delay , 32.6 HCM Level of Service , • •C HCM Volume to Capacity ratio 1.03 Actuated Cycle Length(s) 90.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 67.8% ICU Level of Service C , Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report KHA Page 37 • • Queues Long-term+Project 19: Project Driveway & Tassajara Rd Timing Plan: PM PEAK 1 P • LanerGroup ;Math WBR NBT- °NBR SBL ` SBT`"` Lane Group Flow(vph) 142 12 1876 249 21 1116 v/c Ratio 0.49 0.04 0.62 0.24 0.16 0.35 Control Delay 27.4 11.8 9.2 2.0 27.0 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.4 11.8 9.2 2.0 27.0 5.3 Queue Length 50th(ft) 43 0 109 0 7 53 Queue Length 95th(ft) 89 11 238 31 24 71 Internal Link Dist(ft) 877 1608 3040 Turn Bay Length(ft) 200 120 200 Base Capacity(vph) 290 269 3014 1040 129 3190 Starvation Cap Reductn 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.04 0.62 0.24 0.16 0.35 Intersection-Summary ; '° • „ 1 • • • • • • • Moller Ranch TIA Synchro 7- Report KHA Page 38 • • HCM Signalized Intersection Capacity Analysis Long-term+project 19: Project Driveway & Tassajara Rd Timing Plan: PM PEAK F t . t `► if Movement - 1_ WBL k.;WBR. :1\Iur ' NBR 'SBL'= _WSBT,. Lane Configurations ll i' t-t+ r 'S f?? Volume(vph) 131 11 1688 224 19 1004 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 0.91 1.00 1.00 0.91 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 5085 1583 1770 5085 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(perm) 1770 1583 5085 1583 1770 •5085 . Peak-hour factor, PHF 0,92 0.92 0.90 0.90 0.90 0.90 Adj.flow(vph) 142 12 1876 249 21 1116 RTOR Reduction(vph) 0 10 0 112 0 0 _ Lane Group Flow(vph) 142 2 1876 137 21 1116 Turn Type Perm Perm Prot ' Protected Phases 2 8 7 4 Permitted Phases 2 8 Actuated Green,G(s) 9.0 ' 9.0 32.6 32.6 0.8 38.9 Effective Green,g(s) 9.0 9.0 32.6 3Z6 0.8 38.9 Actuated g/C Ratio 0.15 0.15 0.55 0.55 0.01 0.65 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) 268 240 2791 869 24 3330 v/s Ratio Prot c0.08 c0.37 0.01 c0.22 v/s Ratio Perm 0.00 0.09 . v/c Ratio 0.53 0.01 0.67. 0.16 0.88 0.34 Uniform Delay,dl 23.2 21.4 9.6 6.6 29.3 4.5 Progression Factor 1.00 ' 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 7.3 0.1 1.3 0.4 124.9 0.3 Delay(s) 30.6 21.5 10.9 7.0 154.1 4.8 Level of Service C C B A F A Approach Delay(s) 29.9 10,4 7.6 Approach LOS C B A _.._ Intersection Summaryw- HCM Average Control Delay 10.4 HCM Level of Service B HCM Volume to Capacity ratio ' 0.67 . Actuated Cycle Length(s) 59.4 Sum of lost time(s) 17.5 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group . • Moller Ranch TIA Synchro 7- Report KHA Page 39 • • LT + Project PM Fri Jul 20, 2012 10:17:41 Page 1-1 Scenario Report Scenario: LT + Project PM Command: LT + P PM Volume: Long-Term PM _ Geometry: Long-Term Impact Fee: Default Impact Fee Trip Generation: Project PM Trip Distribution: Project Paths: Default Path Routes: Default Route Configuration: LT + P PM Traffix. 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN R.AMON LT + Project PM Fri Jul 20, 2012 10:17:41 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 D xxxxx 0.816 D xxxxx 0.821 + 0.005 V/C # 4 Camino Tassajara/Windemere Pkw D xxxxx 0.840 D xxxxx 0.847 + 0.006 V/C Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON LT + Project PM Fri Jul 20, 2012 10:17:41 Page 3-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) +**++*+*****,4******+**********,,,,,, *********+**+*+++*+********+++*+********.,** Intersection if3 Camino Tassajara/Highland Rd ++**. **<+**+***************+*******,***+***+,.*******************,- **_***++,.*+++ Cycle (sec).: 100 Critical Vol./Cap. (X) : 0.821 Loss Time (sec) : 0 Average Delay (sec/veh) : xax- Optimal Cycle: 104 Level Of Service: 0 ****-•*******++****++**r****+**k**+k******************** ********* „x*k***F*I**** 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 Y+B: 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 I Volume Module: Base Vol: . 0 799 181 342 394 0 0 0 0 17 0 64 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: 0 799 181 342 394 0 0 0 0 17 0 64 '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: 0 808 181 342 409 0 0 0 0 17 0 64 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: 0 808 181 342 409 0 0 0 0 17 0 64 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 808 181 342 409 0 0 0 0 17 0 64 RTOR Reduce: 0 0 0 0 0 0 0 0 ' 0 0 0 0 RTOR Vol: 0 808 18i 342 409 0 0 0 0 17 0 64 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: 0 808 181 342 409 0 0 0 0 17 0 64 I II II 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 0.82 0.18 1.00 1.00 0.00 0.00 0.00 0.00 0.21 0.00 0.79 Final Sat. : 0 1405 315 1720 1720 0 0 0 0 361 0 1359 II ----II II I Capacity Analysis Module: Vol/Sat : 0.00 0.58 0.57 0.20 0.24 0.00 0.00 0.00 0.00 0.05 0.00 0.05 Crit Volume: 989 342 0 81 Crit Moves: **** **** **** *+*+**++***********+,************************* .*,****,**. **********+******,+**** 1 Traffix. 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • LT + Project PM Fri Jul 20, 2012 10:17:41 Page 4-1 Level Of Service Computation Report CCTALOS Method (Future Volume Alternative) *i*******************************************4;*****i**a*******i***-**4******b*** Intersection #4 Camino Tassajara/Windemere P}:wy “********************k***********************************z********************* Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.847 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: " 180 Level Of Service: D ******************************************************************************** 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 A.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: 449 1294 0 0 633 68 105 0 522 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: 449 1294 0 0 633 68 105 0 522 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: 452 1303 0 0 648 68 105 0 527 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: 452 1303 0 0 648 68 1'05 0 527 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 452 1303 0 0 648 68 105 0 527 0 0 0 RTOR Reduct: 0 0 0 0 0 0 0 0 249 0 0 0 RTOR Vol: 452 1303 0 0 648 68 105 0 278 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: 452 1303 0 0 648 68 105 0 278 0 0 0 I I I I 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 1.81 0.19 1.00 0.00 2.00 0.00 0.00 0.00 Final Sat. : 3127 1720 0 0 3113 327 1720 0 3127 0 0 0 I I Capacity Analysis Module: Vol/Sat: 0.14 0.76 0.00 0.00 0.21 0.21 0.06 0.00 0.09 0.00 0.00 0.00 Crit Volume: 1303 358 139 0 Crit Moves: **** **** • ***************+.k*************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to KIMLEY-HORN, SAN RAMON • MITIGATED TRAFFIC CONDITIONS DublinMollerRanch09.AppenmxHeaaers doc 10 September 2012 • Queues Existing+Project - Mitigated 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK c ~ t 4\ t P '► 1 4' Lane-Group 7., Elk'', EBT' - lEBR, WBL WBT WBR NBL NBT'NBR T SBL`;=SBT SBR Lane Group Flow(vph) 378 380 20 7 7 2 7 241 1 1 134 360 v/c Ratio 0.56 0.56 0.03 0.03 0.02 0.01 0.04 0.44 0.00 0.01 0.26 0.52 Control Delay 17.7 17.8 7.3 29.7 29.7 24.0 33.3 21.9 17.0 34.0 20.8 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.7 17.8 7.3 29.7 29.7 24.0 33.3 21.9 17.0 34.0 20.8 6.2 Queue Length 50th(ft) 58 58 0 1 1 0 2 44 0 0 24 0 Queue Length 95th (ft) 254 255 13 8 8 3 16 158 4 • 6 105 65 • Internal Link Dist(ft) 974 348 433 464 Turn Bay Length(ft) 470 150 50 50 155 • 180 50 50 - Base Capacity(vph) 1164 1168 1080 629 662 564 157 1034 879 157 1001 999 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 0.32 0.33 0.02 0.01 0.01 0.00 0.04 0.23 0.00 0.01 0.13 0.36 . __. Intersection Summary • • • • Moller Ranch TIA Synchro 7- Report KHA Page 1 I HCM Signalized Intersection Capacity Analysis Existing+project - Mitigated 5: Tassajara Rd & Fallon Rd Timing Plan:PM PEAK -• `• T `_ 1 -- 4\ t /' \► ♦ 4' Movement - , -ESL,- : EBT'; TEBR 'WBL WBT -:,..,.VV-BR-', NBL°"" °NBT NBR.., -.SBL _SBT ` SBR Lane Configurations vi 4 rr *r t r 'I t r il t . r Volume(vph) 666 1 18 3 3 1 6 198 1 1 121 324 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 5.3 5.3 5.3 4.5 4.5 4.5 4,5 4.5 , 4.5 4.5 5.3 5.3 Lane Util.Factor 0.95 0.95 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 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1681 1686 ' 1550 1770 1863 1583 1770 1863 1583 1770 1863 1549 Flt Permitted 0.95 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) '1681 1686 1550 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) 757 1 20 7 7 2 7 24.1 , 1 1 _ 134. 360 RTOR Reduction(vph) 0 0 13 0 0 2 0 0 1 0 0 270 Lane Group Flow(vph) 378 380 7 7 7 0 7 241 0 1 134 90 Confl. Bikes(#/hr) 1 1 Turn Type Split Perm Split Perm Prot Perm Prot Perm Protected Phases 2 2 6 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 20.9 20.9 20.9 2.1 2.1 2.1 0.5 15.2 15.2 0.5 14.4 14.4 Effective Green,g (s) 20.9 20.9 20.9 2.1 2.1 2.1 0.5 15.2 15.2 0.5 14.4 14.4 Actuated g/C Ratio 0.36 0.36 0.36 0.04 0.04 0.04 0.01 0.26 0.26 0.01 0.25 0.25 Clearance Time(s) 5.3 5.3 5.3 4.5 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 4.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 611 613 563 65 68 58 15 492 418 15 467 388 v/s Ratio Prot 0.22 c0.23 c0.00 0.00 c0.00 c0.13 0.00 0.07 v/s Ratio Perm 0.00 0,00 0.00 0.06 v/c Ratio 0.62 0.62 0.01 0.11 0.10 0.00 0.47 0.49 0.00 0.07 0.29 0.23 Uniform Delay,dl 15.0 15.0 11.7 26.8 .26.8 26.7 28,4 17.9 15.6 28.3 • 17.4 17.2 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 2.1 2.1 0.0 1.0 0.9 0.0 8.1 1.0 0.0 0.7 0.5 0.4 Delay(s) 17.2 17.2 11.7 27.8 27.7 26.7 36.5 18.9 15.6 29.0 17.9 17.6 . Level of Service B B B C C C D B B C B B Approach Delay(s) 17.0 27.6 19,4 17.7 Approach LOS B C B B Intersecuon.Summaiy' r__.' .'�'s HCM Average Control Delay 17.7 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length(s) _ 57.5 Sum of lost time(s) 18.8 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • • Moller Ranch TIA Synchro 7- Report • KHA Page 2 • Queues Near-term+Project - Mitigated 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK 4 1 t p 1 r Lane.Group. , __... EBL EBT NBL 'NBT ,NBR SBL-W:SBT_, SBR `s Lane Group Flow(vph) 120 422 223 430 792 245 411 118 22 484 131 v/c Ratio ' 0.92 0.35 0.23 0.77 0.43 1.14 0.28 0.10 0.17 0.26 0.20 Control Delay 110.5 35.0 4.2 51.9 26.2 151.6 21.7 4.4 51.9 24.1 • 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 110.5 35.0 4.2 51.9 26.2 151.6 21.7 4.4 51.9 24.1 4.9 Queue Length 50th(ft) 42 87 0 143 145 -68 88 0 7 83 0 Queue Length 95th(ft) #82 106 18 184 175 #124 142 20 19 101 31 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 131 1200 967 660 1824 214 1470 1211 131 1840 644 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 0.92 0.35 0.23 0.65 0.43 1.14 0.28 0.10 0.17 0.26 0.20 inteisecbcn 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 1 HCM Signalized Intersection Capacity Analysis Near-term+Project - Mitigated 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK . f - , { ~ - 4\ t P `► 1 J � � Movement = ' - °��2EBL�4EBT�"' EBRt `WBL • -4vBT_. .WBR •NBC" NB •" NBR "' SBL - SBT SBR Lane Configurations 'i TRHi rr n 'NP'w °Sltil tt rr 4it 44+ fT Volume(vph) 95 ' 333 176 374 . 665 24 233 390 112 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 i 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 2748 3433 5055 4990 3539 2749 3433 5085 1549 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 '2748 3433 5055 4990 3539 2749 3433 5085 1549 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 0 162 0 4 0 0 0 70 0 0 81 Lane Group Flow(vph) 120 422 61 430 788 0 245 411 48 22 484 50 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 i Perm • Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 4.0 24.8 29.3 17.0 37.8 4.5 43.6 43.6 1.6 40.7 40.7 Effective Green,g(s) 4.0 24.8 29.3 17.0 37.8 4.5 43.6 43.6 1.6 40.7 40.7 Actuated g/C Ratio 0.04 0.23 0.27 0.16 0.35 0.04 0.40 0.40 0.01 0.38 0.38 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 i 2.0 3.5 3.5 2.0 3.5 3.5 Lane Grp Cap(vph) 128 1171 748 542 1774 208 1433 1113 51 1922 585 v/s Ratio Prot 0.03 . 0.08 0.00 c0.13 c0.16 c0.05 c0.12 0.01 0.10 v/s Ratio Perm 0.02 0.02 0.03 v/c Ratio 0.94 0.36 0.08 0.79 0.44 1.18 0.29 0.04 0.43 0.25 0.08 Uniform Delay,dl 51.7 34.8 29.2 43.7 26.9 51.6 21.6 19.4 52.6 23.0 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 59.3 0.9 0.0 7.3 0,8 118.7 0.5 0.1 2.1 0,3 0.3 Delay(s) 111.0 35.7 29.2 51.0 27.7 170.3 22.1 19.5 54.7 23.3 21.8 Level of Service F D - C D C F C B D C C Approach Delay(s) 45.6 35.9 68.6 24.1 Approach LOS D • D E C, Intersection Summary HCM Average Control Delay 43.3 HCM Level of Service D HCM Volume to Capacity ratio 0.45 Actuated Cycle Length(s) 107.7 Sum of lost time(s) 14.5 • Intersection Capacity Utilization 87.5% 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 - Mitigated 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK is { k ' t t \ l r Lane Group EBLr DEBT EBR` WBL' 'WBT WBR ii-iNBLii,...'-NBT- NBR SBL ii SBT..-PSBR Lane Group Flow(vph) 405 410 25 20 7 5 7 360 10 8 209 376 v/c Ratio• 0.59 0.60 0.04 0.08 0.03 0.02 0.05 0.60 0.02 0.06 0.37 0.57 Control Delay 20.9 21.0 8.1 33.0 32.7 22.0 37.5 25.2 11.9 37.4 21.9 10.5 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 20.9 21.0 8.1 .33.0 32.7 22.0 37.5 25.2 11.9 37.4 21.9 10.5 Queue Length 50th(ft) 91 93 0 6 2 0 2 97 0 3 52 24 Queue Length 95th(ft) 301 305 17 15 8 4 16 240 10 19 157 131 Internal Link Dist(ft) 974 - 348 433 464 Turn Bay Length(ft) 470 150 50 50 155 180 50 50 Base Capacity(vph) 987 990 920 542 570 488 135 909 778 135 880 878 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 0.41 0.41 0.03 0.04 0.01 0.01 0.05 0.40 0.01 0.06 0.24 0.43 Interseefioh'Suminary. '_- .. •` == • Moller Ranch TIA Synchro 7- Report KHA Page 1 HCM Signalized Intersection Capacity Analysis Near-term+Project - Mitigated 5: Tassajara Rd & Fallon Rd Timing Plan: PM PEAK t -r { ~ t t r " 1. 4/ Movement . :^ . . -EBL ' EBT: EBR'4 M/BL..::WBT ... WBR NBL' "'NBT NBR ' SBL -SBT SBR Lane Configurations '9 4 r ,1 t if "f S- i .9 # 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) 5.3 5.3 5.3 4.5 4.5 4.5 4.5 .4.5 4.5 4.5 5.3 5.3 Lane Util. Factor 0.95 0.95 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 Fit Protected 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prat) 1681 1686 1550 1770 1863 1583 1770 1863 1583 1770 1863 1550 Flt Permitted 0.95 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) 1681 1686 1550 1770 1863 1583 1770 ` 1863 1583 1770 1863 1550 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 15 0 0 5 0 0 7 0 0 199 Lane Group Flow(vph) 405 410 . 10 20 7 0 7 ' 360 3 8 209 177 Confl. Bikes(#/hr) 1 1 Turn Type Split Perm Split Perm Prot Perm Prot Perm Protected Phases 2 2 6 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green, G(s) 24.3 24.3 24.3 2.5 2;5' 2.5 0.5 19.1 19.1 0.5 18.3 18.3 Effective Green,g(s) 24.3 24.3 , 24.3 2.5 2.5 2.5 0.5 19.1 19.1 0.5 18.3 18.3 Actuated g/C Ratio 0.37 0.37 0.37 0.04 0.04 ' 0.04 0.01 0.29 0.29 0.01 0.28 0.28 Clearance Time(s) 5.3 5.3 5.3 4.5 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 4.0 4.0 4.0 2.0 4,0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) ' 627 628 578 ' 68 71 61 14 546 464 14 523 435 v/s Ratio Prot 0.24 c0.24 c0.01 0.00 0.00 c0.19 c0.00 0.11 . v/s Ratio Perm 0.01 0.00 0.00 0.11 v/c Ratio 0.65 0.65 0.02 0.29 0.10 0.00 0.50 0.66 0.01 0.57 0.40 0.41 Uniform Delay,dl 16.9 17.0 12.9 30.5 30.3 ' 30.2 32.2 20.2 16.3 32.2 19.0 19.0 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 2.6 2.7 0.0 3.3 0.8 0.0 9.9 3.2 0.0 30.5 . 0.7 0.9 Delay(s) 19.5 19.7 12.9 33.8 31.1 30.2 42.1 23.4 16.3 62.7 19.7 19,9 Level of Service B B B C C C D C B E B B Approach Delay(s) 19.4 32.6 23.5 20.4 Approach LOS B C C C . InterseC4an'Summary . e:, ..., ,.,-, - :::"1,-.4:447-..7:1'...... .._ 71 111Z 7 11 :1.1. _..- HCM Average Control Delay 20.8 HCM Level of Service C HCM Volume to Capacity ratio 0.64 Actuated Cycle Length(s) ' 65.2 Sum of lost time(s) 18.8 Intersection Capacity Utilization 53.1% ICU Level of Service A Analysis Period(mm ) __y_ 15 c Critical Lane Group • Moller Ranch TIA Synchro 7- Report KHA Page 2 • • Queues Long-term+Project (Mitigated) 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK Lane Group:K _ EBL...°:EST'i, EBR WBL WBT_::NBt NBTT:':'-NBR °SBL^="=SBTm SBR Lane Group Flow(vph) 175 784 782 870 2223 283 411 118 25 506 195 v/c Ratio 0.88 0.68 0.82 0.94 1.00 0.63 0.23 0.12 0.26 0.37 0.39 Control Delay 104.5 54.9 44.9 68.2 58.1 69.4 33.4 5.7 75.6 43.7 19.0 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 104.5 54.9 44.9 68.2 58.1 69.4 33.4 5.7 75.6 43.7 19.0 Queue Length 50th(ft) 86 257 341 407 -782 92 102 23 • 12 141 53 Queue Length 95th(ft) #126 264 346 471 #840 125 131 46 26 165 107 Internal Link Dist(ft) 2411 1552 1208 1717 • Turn Bay Length(ft) 250 225 250 230 220 265 200 Base Capacity(vph) 200 1151 1003 992 2230 530 1801 1037 96 1364 503 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 0.88 0.68 0.78 0.88 1.00 0.53 0.23 0.11 0.26 0.37 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 1 • HCM Signalized Intersection Capacity Analysis Long-term+Project (Mitigated) 2: Dublin Blvd & Hacienda Dr Timing Plan:AM PEAK c 4- 1 t l° `► 1 -1 Movement :' ' EBL'' EBT-a=,.EBR 1/VBL ' WBT:.:AVER NKr._NBT "'NCR `SBL .;SET. SBR Lane Configurations Vi lift Prr In to vvi to P VI ft+ P Volume(vph) 138 619 618 757 1910• 24 269 390 112 21 420 162 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 4.5 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 2755 3433 5074 4990 5085 1571 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 2755 3433 5074 4990 5085 1571 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), 175 784 782 870 2195 28 283 411 118 25 506 195 RTOR Reduction(vph) 0 0 56 0 1 0 0 0 17 0 0 88 Lane Group Flow(vph) i 175 784 726 870 2222 0 " 283 411 101 25 506 107 Confl. Peds. (#/hr) 5 2 2 5 12 1 1 12 Confl. Bikes(#/hr) 3 5 1 Turn Type . pm+ov Prot Prot pm+ov Prot Perm Protected Pases 5 2 3 . 1 6 3 8 1 , 7 4 Permitted Phases 2 8 4 Actuated Green,G(s) 8.3 32.4 45.2 38.8 62.9 12.8 50.6 89.4 2.4 40.2 40.2 Effective Green,g(s) 8.3 32.4 45.2 38.8 62.9 12.8 50.6 89.4 2.4 40.2 40.2 _ Actuated g/C Ratio 0.06 0.22 0.31 0.27 0.43 0.09 0.35 0.62 0.02 0.28 0.28 Clearance Time(s) 4.5 6.2 4.5 4.5 6.2 4.5 5.5 4.5 - 4.5 5.5 5.5 Vehicle Extension(s) 2.0 3.5 2.0 2.0 3.5 2.0 3.5 2.0 2.0 3.5 3.5 Lane Grp Cap(vph) 197 1137 859 919 2203 441 1776 969 57 1411 428 v/s Ratio Prot 0.05 0.15 c0.07 c0.25 c0.44 0.06 0.08 0.03 0.01 c0.10 v/s Ratio Perm 0.19 0.04 0.07 v/c Ratio 0.89 0.69 0.85 0.95 1.01 0.64 0.23 0.10 0.44 0.36 0.25 Uniform Delay,dl 67.8 51.6 46.6 52.0 41.0 63.8 33.4 11.4 70.6 42.0 40.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 34.0 3.4 7.4 17.8 21.3 2.4 0.3 0.0 2.0 0.7 1.4 Delay(s) 101.8 55.1 54.0 69.8 62.3 66.2 33.7 11.4 72.5 42.7 42.0 Level of Service F E D E E E C B E D D Approach Delay(s) 59.3 64,4 41.8 43.6 Approach LOS E E D D _e.. Intersection Summa y 'r '^ HCM Average Control Delay 57.7 HCM Level of Service E HCM Volume to Capacity ratio_ 0.79 . Actuated Cycle Length(s) 144.9 Sum of lost time(s) 20.7 • Intersection Capacity Utilization 95.4% 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+Project (Mitigated) 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK -* c t .V t t \. j 4 Lane Group' •:EBL .. -EBT EBR W B 1-71 WBT. WBR NBL °'NBT`-:NBR;:: SBL SBTj SBR Lane Group Flow(vph) 154 370 231 643 1226 44 1083 869 460 72 1266 695 v/c Ratio 0.97 0.43 0.20 0.81 0.82 0.09 1.09 0.29 0.29 0.46 0.65 0.75 Control Delay 125.5 49.4 24.0 60.2 46.5 13.3 104.5 21.5 2.4 69.5 40.3 37.8 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 125.5 49.4 24.0 60.2 46.5 13.3 104.5 21.5 2.4 69.5 40.3 - 37.8 Queue Length 50th(ft) 46 101 67 186 343 5 -370 132 0 30 268 245 Queue Length 95th(ft) #98 139 102 229 401 34 #406 145 20 57 312 330 • Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 350 200 320 400 250 250 Base Capacity(vph) 159 877 1153 911 1631 524 991 3032 1561 163 1984 944 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 0.97 0.42 0.20 0.71 0.75 0.08 1.09 0.29 0.29 0.44 0.64 0.74 Intersection Summary0-1177-ss 1 Jolume 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+Project (Mitigated) 9: Dublin Blvd & Tassajara Rd Timing Plan:AM PEAK t 7 { ~ t 11 t • i `• 4 4/ Movement EBL_ :t.EST._.EBR_ ` WBL. `WBT,,..:WBR, NBL ' NBT NBR a, SBL SBT `SBR Lane Configurations 'Vi #t4 t°r ,In it+ r 5*3 MI it 1111 till if Volume(vph) • 139 333 208 585 1116 40 899 721 382 66 1165 639 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 0.94 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 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 ' 0.85 Fit Protected . • 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 4990 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) 4990 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) . 154 370 231 ' 643 1226 44 1083 869 460 72 1266 695 RTOR Reduction(vph) 0 0 5 0 0 25 0 0 244 0 0 92 Lane Group Flow(vph) 154 370 226 643 1226 19_ 1083 869 216 72 1266 603 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 21.1 46.1 20.1 ;37.2 37.2 25.0 59.7 59.7 4.7 39.4 39.4 Effective Green,g(s) 4.0 21.1 46.1 20.1 37.2 37.2 25.0 59.7 59.7 4.7 39.4 39.4 Actuated g/C Ratio 0.03 0.17 0.36 0.16 0.29 0.29 0.20 0.47 0.47 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) 157 844 1010 789 1487 457 981 3008 1308 127 1985 852 v/s Ratio Prot 0.03 0.07 0.04 c0.13 c0.24 c0.22 0.14 0.02 0.20 v/s Ratio Perm 0.04 0.01 0.08 c0.22 v/c Ratio 0.98 • 0.44 0.22 0.81 0.82 0.04 1.10 0.29 0.17 0.57 0.64 0.71 Uniform Delay,dl 61.6 47.7 28.1 51.8 42.0 32.2 51.1 20.7 19.4 60.2 37.8 38.8 Progression Factor • 1.00 1.00 1.00 1.00 • 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 65.7 0.4 0.0 6.2 3.9 0.0 61.6 0.1 0.1 3.4 0.8 2.9 Delay(s) 127.2 48.1 . 28.2 57.9 45.8 32.3 112,7 20.8 19.5 63.7 38.5 41.7 Level of Service F D C E D C F C B E D ' D Approach Delay(s) 58.1 49.6 61.8 , 40.5 Approach LOS E D E D Intersection Sumb mary_ .. „._..' HCM Average Control Delay 52.0 HCM Level of Service D HCM Volume to Capacity ratio 0.87 Actuated Cycle Length(s) 127.2 Sum of lost time(s) 21.6 • Intersection Capacity Utilization 77.4% ICU level of Service D Analysis Period(min) 15 c Critical Lane Group' - . • Moller Ranch TIA Synchro 7- Report KHA Page 4 Queues Long-term+Project (Mitigated) 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK -' -► , { 4 4\• t P `► • 1 1 Erie'Group ESL- • EST'• .-,EBR: JWBL- WBT NBL NBT NBR SBL SBT SBR ' 1 Lane Group Flow(vph) 140 2096 660 380 1906 1544 503 1319 45 353 148 v/c Ratio 1.08 1.41 0.45 1,53 1.15 2.09 0.21 1.63 0.39 0.20 0.25 Control Delay 163.8 228.2 10.3 298.6 118.8 522.7 23.1 316.8 78.4 33.8 14.6 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 163.8 228.2 10.3 298.6 118.8 522.7 23.1 316.8 78.4 33.8 14.6 Queue Length 50th(ft) -75 -971 84 -258 -773 ' -815 102 -1749 21 85 36 Queue Length 95th(ft) #149 #1063 136 #365 #867 #858 123 #1892 43 110 86 Internal Link Dist(ft) 2411 1552 1208 1717 Turn Bay Length(ft) 250 225 250 230 220 265 200 • Base Capacity(vph) 130 1483 1458 249 1657 740 2399 807 118 1753 591 Starvation Cap Reductn 0 0. 0 0 0 0 0 0 0 0 0 Spiliback 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 1,08 1.41 0.45 1.53 1.15 2.09 0.21 1.63 0.38 0.20 0.25 II. Intersection Summary __r a_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+Project (Mitigated) 2: Dublin Blvd & Hacienda Dr Timing Plan: PM PEAK f --• C k- -, t /' `► 1 d Movement EBL EBT" .. EBR WBL Vd87- 'VVBR "`NBC- NBT. . N @ft< BL . 58T;- SBR Lane Configurations ¶1 +ft Fir VI tti, lids ttt r wi tilt P Volume(vph) 130 1949 614 357 1785 7 1328 433 1134 40 311 130 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 Util. Factor 0.97 0.91 0.88 0.97 0.91 0.94 0.91 1.00 0.97 0.91 j 1.00 Frpb, ped/bikes 1.00 1.00 O.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 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 5085 2756 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 2756 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 2096 660 380 1899 j 7 1544 5.03 __1319 45 353 148 RTOR Reduction(vph) 0 0 219 0 0 0 0 0 75 0 0 60 Lane Group Flow(vph) 140 2096 441 380 1906 0 1544 503 _'1244 45 353 88 Confl. Peds. (#/hr) 6 4 4 6 14 6 6 14 Confl. Bikes(#/hr) 4 4 1 1 Turn Type j j 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) 5.5 42.3 63.8 10.5 47.3 21.5 68.4 68.4 4.0 50.9 50.9 Effective Green,g(s) 5.5 42.3 63.8 • 10.5 47.3 21.5 68.4 68.4 4.0 50.9 50.9 Actuated gIC Ratio 0.04 0.29 0.44 0.07 0.32 0.15 0.47 0.47 0.03 0.35 0.35 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) 129 1474 1205 247 1648 735 2384 728 94 1774 537 v/s Ratio Prot 0.04 c0.41 0.05 j c0.11 0.38 c0.31 0.10 0.01 0.07 v/s Ratio Perm 0.11 c0.80 0.06 v/c Ratio 1.09 1.42 0.37 1.54 1.16 2.10 0.21 1.71 0.48 0.20 0.16 Uniform Delay,dl 70.2 51.8 27.5 67.7 49.3 62.2 22.8 38.8 69.9 33.2 32.8 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 103.9 193.9 0.1 261.6' 77.8 499.9 0.2 324.9 1.4 • 0.3 0.7 Delay(s) 174.1 245.7 • 27.6 329.3 127.1 562.1 23.0 363.6 71.3 33.5 33.5 Level of Service F F C F F F C F E C C Approach Delay(s) 192.5 160.7 403.8 . 36.6 Approach LOS F F F D Intersecbon-Sunmary. "` ,° .,,C,. ,. . x ` t 1,S �_. _ 1 HCM Average Control Delay 253.4 HCM Level of Service F • HCM Volume to Capacity ratio 1.63 Actuated Cycle Length(s) 145.9 Sum of lost time(s) 15.2 Intersection Capacity Utilization 125.3% ICU Level of Service 'H Analysis Period(min) 15 c Critical Lane Group ' Moller Ranch TIA • - Synchro 7- Report KHA Page 2 Queues Long-term+Project (Mitigated) 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK c t /° 1 r Lane-Group. . wtr' BBL- tEBT<. EBR WBL WBT, WBR - NBL, NAP NBR :."SBL' ' SBT:_ `SBR . Lane Group Flow(vph) 774 1592 942 691 854 117 1488 1662 1091 116 997 319 v/c Ratio 1.45 1.08 0.68 1.38 0.59 0.22 1.44 0.63 0.78 0.60 0.61 0.34 Control Delay 256.7 96.7 27.4 229.9 48.1 8.4 243.4 36.7 25.8 82.5 50.7 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 • 0.0 0.0 Total Delay 256.7 96.7 27.4 229.9 48.1 8.4 243.4 36.7 25.8 82.5 50.7 5.2 Queue Length 50th(ft) -365 -636 355 -317 265 3' -699 375 325 58 250 , 0 Queue Length 95th(ft) #454 #733 434 #405 314 52 #729 385 372 92 285 39 Internal Link Dist(ft) 2216 1117 968 743 Turn Bay Length(ft) 220 220 . 350 200 320 400 250 250 Base Capacity(vph) 534 1478 1395 501 1444 531 1036 2618 1407 207 1673 953 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 1.45 1.08 0.68 1.38 0.59 0.22 1.44 0.63 0.78 0.56 0.60 0.33 IhtereeSonSuinmary :' - 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+Project (Mitigated) 9: Dublin Blvd & Tassajara Rd Timing Plan: PM PEAK -• I. '- t '\ t P `► I J Movement '-EBL :-.EBT_; -EBR_ riWBL_J WB7'• WBR NBL NSP • NBR-,• TSBL , •ET SBR Lane Configurations '1VI HI' PP »itt R4R r Intl flit PP 411 tut PP Volume(vph) 704 1449 , 857 656 811 111 1265 1413 927 103 887 284 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 0.94 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 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) ' 4990 5085 2763 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) 4990 5085 2763 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) 774 1592 942 691 854 117 1488 1662 1091 116 997 319 RTOR Reduction(vph) 0 0 4 0 0 81 0 0 269 ' 0 0 237 Lane Group Flow(vph) 774 1592 938 691 854 36 1488 1662 822 116 997 82 Confl. Peds. (#/hr) 2 2 2 2 . Confl. Bikes(#/hr) 3 i 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) 16.0 43.4 74.4 15.0 42.4 42.4 31.0 61.0 61.0 8.3 38.3 38.3 Effective Green,g(s) 16.0 43.4 74.4 15.0 42.4 42.4 31.0 61.0 61.0 8.3 38.3 38.3 Actuated g/C Ratio 0.11 0.29 0.50 0.10 0.28 0.28 0.21 0.41 0.41 0.06 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) 535 1478 1377 501 1444 450 1036 2618 1139 191 1644 704 v/s Ratio Prot c0.16 c0.31 0.14 0.14 0.17 c0.30 0.26 0.03 0.16 v/s Ratio Perm 0.20 0.02 c0.30 0.03 v/c Ratio 1.45 1.08 0.68 1.38 0.59 0.08 1.44 0.63 0.72 0.61 0.61 0.12 Uniform Delay,dl 66.7 53.0 28.5 67.2 46.0 39.2 59,2 35.3 37.0 68.9 48.9 42.5 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 211.4 47.2 1.1 182.9 0.7 0.1 201.9 0.6 2.4 3.7 0.7 0.1 Delay(s) 278.0 100.2 29.6 250.0 46.7 392 261.0 35.8 39.5 72.6 49.6 42.6 Level of Service F F C F D D F D D E D D Approach Delay(s) 121.7 ' 130.7 115.8 49.9 Approach LOS F F F D Intersection•Summary.. .,. it 7 •<:'4 ` „_._ ' . ,,..,= -.. 7. V_. ,<. : :. I HCM Average Control Delay 111.1 HCM Level of Service F HCM Volume to Capacity ratio 1.03 Actuated Cycle Length(s) 149.3 Sum of lost time(s) 10.0 Intersection Capacity Utilization 96.7% ICU Level of Service f Analysis Period(min) 15 . c Critical Lane Group • Moller Ranch TIA • Synchro 7- Report KHA Page 4 Queues Long-term+Project (Mitigated) 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK t 1 P 1 d Lane Group, _ WBL-. 'WBR;' 'NBT NBR SBT SBR Lane Group Flow(vph) 572 1211 3069 752 2385 708 v/c Ratio 0.45 1.16 1.09 0.49 0.92 0.53 Control Delay 34.3 123.3 57.3 0.1 34.0 1.5 Queue Delay 0.0 0.0 0.0 ' 0.0 0.0 0,0 Total Delay 34.3 123.3 57.3 0.1 34.0 1.5 Queue Length 50th (ft) 201 -743 -1138 0 715 0 Queue Length 95th (ft) 251 #879 m278 m0 782 0 Internal Link Dist(ft) 981 968 Turn Bay Length(ft) 315 585 660 Base Capacity(vph) 1282 1042 2819 1550 2594 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 Redbced v/c Ratio 0.45 1.16 1.09 0.49 0.92 0.53 Intersection Summary. - 4 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 5 • HCM Signalized Intersection Capacity Analysis Long-term+Project (Mitigated) 10: 1-580 WB Ramps & Tassajara Rd Timing Plan: PM PEAK 41 t `► i r Mdvement -, . .. BBL-: EBTr7:EBR �1,4BL - WEE WBC<NBC'' 1V67:-'NBR-° -SBC 5BT ,_SBR Lane Configurations VI it Ht. r ?fit. r Volume(vph) 0 0 0 509 0 1078 0 2762 . 677 0 1541 1212 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 Fit Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow(prot) 3433 2787 5085 1550 4593 1345 Flt Permitted 0.95 1.00 1.00 1,00 1.00 1.00 Satd. Flow(perm) 3433 2787 5085 1550 4593 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 3069 752 0 1731 1362 RTOR Reduction(vph) 0 . 0 0 0 - 0 1 0 0 0 0 49 0 Lane Group Flow(vph) 0 0 0 572 0 1210 0 3069 752 0 2336 708 Conti.Bikes(#/hr) 3 1 Turn Type - custom custom . Free Free Protected Phases 6 2 Permitted Phases 4 4 Free Free Actuated Green,G(s) 52.3 52.3 77.6 140.0 77.6 140.0 Effective Green,g(s) 52.3 52.3 77.6 140.0 77.6 140.0 Actuated g/C Ratio 0.37 0.37 0.55 1.00 0.55 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) 1282 1041 2819 1550 2546 1345 v/s Ratio Prot c0.60 0.51 v/s Ratio Perm 0.17 c0.43 0.49 0.53 v/c Ratio 0.45 1.16 1.09 0.49 0.92 0.53 Uniform Delay, dl 33.0 43.9 31.2 0.0 28.3 0.0 Progression Factor 1.00 1.00 0.46 1.00 1.00 1.00 Incremental Delay,d2 0.5 84.0 40.6 0.1 6.7 1.5 Delay(s) 33.5 127.8 54.9 0.1 35.0 1.5 Level of Service C F D A C A Approach Delay(s) 0.0 97.6 44.1 27.3 Approach LOS , A F D C .. Interseetici Summary 7:::-i-, 77:777- 4_ -:-.7:-1 HCM Average Control Delay 49.1 HCM Level of Service D HCM Volume to Capacity ratio 1.12 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 10.1 Intersection Capacity Utilization 99.5% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Moller Ranch TIA Synchro 7- Report KHA Page 6 • FREEWAY ANALYSIS • DublinMallerRanch09.AppendixHeaders.doc 10 September 2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET • • • General Information 1Site Information Analyst s -Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To 1-680-Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description F Oper.(LOS) i Des.(N) F Planning Data Flow Inputs Volume, V 7203 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 1HV= 1/[1+PT(ET-1)+PR(ER-1)i 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 4 kC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) ' Design LOS . vp= (V or DDHV)/ (PHF x N x fHv 2006 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) - x f ) pc/h/In S 59.8 mph P S . mph D = v /S 33.5 pc/mi/ln D = vp/S pc/mi/In LOS D Required Number.of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc -Exhibit 11-9 vp -Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HOS 2010TM Version 6.1 Generated: 7/23/2012 10:54 AM • Ii le://C:AUsers\ben.hu ieAAppData\Local\Temp\f2k99I.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information !Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680-Dougherty/Nopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch Iv Oper.(LOS) f' Des.(N) I` Planning Data Flow Inputs Volume, V 11872 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 • ET 1.5 fHV= 1 1(1+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fl_c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/ (PHF x N x fHv X fp) 2645 pc/h/In vp= (V or DDHV)/ (PHF x N x fHV pc/h/In x fp) S 43.0 mph S mph D = vp/S 61.5 pc/mi/In D = vp/S pc/mi/!n LOS F Required Number of Lanes, N Glossary Factor Location N I- Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V I- Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 frc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated' 7/23/2012 10:57 AM • file://C:A Users\ben.huieAAppData\Local\TempAl2k99I.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term . Project Description Moller Ranch F Oper.(LOS) (— Des.(N) I— Planning Data Flow Inputs Volume, V 6855 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Caic Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 7 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS ' LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv ) 1091 pc/h/In vp= (V or DDHV)/(PHF x N x fHV x f pc/h/In p x fp) p S 65.0 mph D = vp/S 16.8 pc/mi/In S mph D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLw- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fix - Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS- Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:00 AM file://C:AUsers\ben.huie\AppData\Local\TempAf2k99 1 tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 9533 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/0+PT(Er- 1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft • Rt-Side Lat. Clearance ft f w mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x fHV Design LOS X fp) 2124 pc/h/In v f )(V or DDHV)/(PHF x N x fHV pc/h/In S 57.6 mph p S mph D = v /S 36.9 pc/mi/In D = v /S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fix - Exhibit 11-9 vp - Flow rate FFS - Free:flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright O 2010 University of Florida,All Rights Reserved HCS 2010TH Version 0.1 Generated: 7/23/2012 11:14 AM tile://C:\Users\ben.huie\AppData\Local\Temp\f2k3DD..tmp 7/23/2012 • BASIC FREEWAY WORKSHEET Page t of 1 • • • BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 5376 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS • Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 6 f�c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x f 998 pc/h/In Yp= (V or DDHV)/(PHF x N x fHV pc/h/In P) x f ) p S 65.0 mph D = vp/S 15.4 pc/mi/In S mph D = vp/ S pc/mi/in LOS 8 Required Number of Lanes, N Glossary Factor Location N. - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density • ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:03 AM file://C:\Users\ben.huie\AppData\Local\Temp\t2k991.tmp 7/23/2012 • BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) i Des.(N) F Planning Data Flow Inputs Volume, V • 10622 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1q1+PT(ET-1)+PRIER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 110 mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x fHV Design LOS 2367 pc/h/In v = (V or DDHV)/ (PHF x N x fHv x fP) x f ) pc/h/In S 51.7 mph P S mph D= vP/S 45.7 pc/mi/In • D = vp/S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 few,- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS -Base free-flow p speed LOS, S, FFS, vP - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HOS 2010TM Version 6.1 Generated 7/23/2012 11:11 AM - file://C:A Users\ben.huie1AppDatnALocal\Temp\f2k3CE8.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information iSite Information. Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Tassajara -Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 5480 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR - 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down_% Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f�W mph Number of Lanes, N 5 tLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x f ) 1221 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In x f ) S 650 mph mph D=vp/ S 18.8 pc/mi/ln D =vp/ S pc/mi/In LOS C Required Number of Lanes, N • • Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS Level of service BFFS - Base free-flow LOS, S, FFS, vp- Exhibits 11-2, speed DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Sights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:06 AM • file://C:AUsers\ben.hu ieAAppData\Local\Temp\f2k .tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information • Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company •From/To Tassjara- Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) r Des.(N) F Planning Data Flow Inputs Volume, V 10271 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments . fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 - mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp_ (V or DDHV)/(PHF x N x fHv 2861 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In S 34.7 mph S mph D = v /S 82.4 pc/mi/In D = vp/S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S -Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fipc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 . Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 11:09 AM file://C:A Users\ben.huie\AppData\Local\Temp\f2k99I.tmp 7/23/2012 • BASIC FREEWAY WORKSHEET Page I of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch . F Oper.(LOS) F Des.(N) r Planning Data Row Inputs . Volume, V 5174 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h. Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1111+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) . Operational (LOS) Design LOS • vp= (V or DDHV)/(PHF x N x fHv x f ) 1153 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P x fp) S 65.0 mph S mph D = vp/S 17.7 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 few- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fix- Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS -Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:07 AM file://C:\Users\ben.huie\AppData\Local\Temp\12k99I Amp 7/23/2012 BASIC FREEWAY WORKSHEET Pace I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ]Site Information Analyst s -Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Fallon-Airway • Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs • Volume, V 9467 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K • %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/(i+PT(ET-1)+PRIER- 1)10.976 • Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) v -; (V or DDHV)/(PHF x N x fHV Design LOS x fp) 2109 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X fp) S 57.9 mph S mph D = v /S 36.4 pc/mi/In D = vp/ S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fix - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 11:10 AM tile://C:AUsers\ben.huieAAppDataALocal\Temp\f2kBEAO.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET • General Information (Site Information . Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Northbound Associates . Agency or Company From/To Alcosta - 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V i 7129 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 141+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 3 kc mph Total Ramp Density, TRD ramps/mi TRD Adjustment . mph FFS (measured) 65.0 mph FFS 65.0 . mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) vp= (V or DDHV)/(PHF x N x fHV Design LOS x f 2648 pc/h/In vp= (V or DDHV)/(PHF x N x fHV c/h/In • p) x fp) pc/ h/In 42.9 mph S mph D =vp/ S 61.7 pc/mi/In • D = vp/S • pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow . p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 . Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 7/23/2012 11:20 AM 111e://C:A Users\ben.huie AAppDataALocal\TempAf2k2B25.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Southbound Associates Agency or Company From/To Alcosta - 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term . Project Description Moller Ranch . Oper.(LOS) 1 Des.(N) 7 Planning Data Flow Inputs • Volume, V 8332 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K _ %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP I 1.00 ER 1.2 ETi 1.5 fHV= 1111+PT(ET-1)+PRIER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft I Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp=( V or DDHV)/ (PHF x N x fHV Design LOS 1 2321 pc/h/In v f= (V or DDHV)/(PHF x N x fHv • X fP) x ) pc/h/In . S 53.0 mph p S mph D = vP/S 43.8 pc/mi/In D = v /S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11:10, 11-11, 11-13 fLc - Exhibit 11-9 VP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, Si FFS, vP -Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2070T1/1 Version 6.1 Generated: 7/23/2012 11:16 AM file://C:A Users\ben.huieAAppData\Local\Tennp\f2k3DOtmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET • General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Northbound Associates Agency or Company From/To 1-580- Stoneridge Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F. Planning Data Flow Inputs Volume, V 4954 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 • Peak-Hr Direction Prop, D General Terrain: • Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adustments fP 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PRIER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 3 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fHv x f 1840 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In ) x f ) S 62.3 mph S mph • D = v /S 29.6 pc/mi/In D = v / S pc/mi/In LOS 0 Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 the- Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS Level of service BFFS - Base free-flow LOS, S, FFS, vP- Exhibits 11-2, speed DDHV- Directional design hour volume 11-3 Copyright 0 2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 11:18 AM , file://C:A Users\ben.huieAAppData\Local\Temp\f2k3D8.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information +Site Information Analyst s -Horn and Highway/Direction of Travel 1-680 Southbound Associates Agency or Company From/To 1-580- Stoneridge Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) 7 Des.(N) F Planning Data Flow Inputs Volume, V 5557 •veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 ' Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D• veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments. fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER- 1)10.976 • Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft .. mph Number of Lanes, N 3 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph . FFS (measured) 650 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) 'Design (N) Design LOS vp= (V or DDHV) / (PHF x N x fHv 2064 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In S 58.7 mph p S mph D = vp/S 351 pc/mi/In D = vp/ S pc/mi/In LOS E Required Number of Lanes, N Glossary • Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fi_W-Exhibit 11-8 ' V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 . Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 7/23/2012 11:18 AM • file://C:AUsers\ben.huieAAppData\Local\Temp\f2k3D8.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To 1-680-Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term Project Description F Oper.(LOS) F Des.(N) f- Planning Data Flow Inputs Volume, V 12048 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % • Calculate Flow Adjustments fp 1.00 • ER 1.2 ET 1.5 fHV= 1/l1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Cale Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph • Number of Lanes, N 4 ft_C mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fHv x f ) 3356 pc/h/In vp= (V or DDHV)/(PHF x N x fHV p c/h/In P x fp) S 10.7 mph D = vP/ S 312.2 pc/mi/In S mph D =vp/S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S -Speed ER- Exhibits 11-10, 11-12 •kW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV -Directional design hour volume 11-3 • Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 11:28 AM file://C:A Users\ben.huie\AppData\Local\Temp\f2k777Iimp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET • General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680-Dougherty/Hopyard ' Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch V Oper.(LOS) r Des.(N) F Planning Data Flow Inputs Volume, V 9975 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/(1+PT(ET_ 1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft • Rt-Side Lat. Clearance ft f w mph Number of Lanes, N 5 fLc mph • Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fRv 2223 pc/h/In v f= (V or DDHV)/(PHF x N x fHv x fp) x ) pc/h/In S 55.4 mph p S mph D = v /S 40.1 pc/mi/In D = vp/ S pc/mi/In LOS - E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed fp- Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 I Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 11:29 AM file://C:A Users\ben.huieAAppData\Local\Temp\f2k95BB.tmp . 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and • Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From To Dougherty/Hopyard- Hacienda • Date Performed 7/23/12 Jurisdiction • Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F. Des:(N) 7 Planning Data Flow Inputs Volume, V 11268 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph • Number of Lanes, N 7 fl_c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured)' 65.0 mph FFS 65.0 mph Base free-flow Speed, BFFS mph LOS and Performance Measures Design (N) Design (N) Operational (LOS) vP= (V or DDHV)/ (PHF x N x fHV Design LOS 1793 pc/h/In VP= (V or DDHV)/(PHF x N x fHV x f pc/h/In P) x fP) p S 628 mph S mph D = vP/S 28.5 pc/mi/In D=vP/ S pc/mi/In LOS D Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 flW- Exhibit 11-8 ✓ - Hourly volume D - Density ET-Exhibits 11-10, 11-11, 11-13 fi_c- Exhibit 11-9 vP - Flow rate FFS - Free-flow speed f - Page 11-18 I TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV- Directional design hour volume • 11-3 copyright©2010 University of Florida,AA Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 11:30 AM file://C:\Users\ben.huie\AppData\Local\Temp\f2kLL7.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date•Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch Oper.(LOS) F Des.(N) r Planning Data Flow Inputs Volume, V 8214 veh/h Peak-Hour Factor, PHF a92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1q1+PTIET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) • 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv 1830 pc/h/In v = (V or DDHV)/ (PHF x N x fHv x f ) x f ) pc/h/In S 62.4 mph . S mph D = vp/S 29.3 pc/mi/In D = vP/ S pc/mi/In LOS D Required.Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8• ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 ff_c - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow • p speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3- Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:31 AM file://C:A Users\ben.huieAAppData\Local\Temp\f2kA I EF.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page] of 1 BASIC FREEWAY SEGMENTS WORKSHEET • General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Hacienda- Tassajara - Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) E Des.(N) E Planning Data • Flow Inputs . Volume, V 10206 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 141+PT(ET- 1)+PR(ER- 1))0.976 Speed Inputs Cale Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 6 f c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS ' 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fRv X fp) 1895 pc/h/In vp= (V or DDHV)/(PHF x N x fHV • • pc/h/In x fp) S 61.5 mph D = vp/S 30.8 pc/mi/In S mph D.= vp/ S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S -Speed ER- Exhibits 11-10, 11-12 few- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS Level of service BFFS- Base free-flow LOS, S, FFS, vP- Exhibits 11-2, P DDHV - Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 11:31 AM file://C:AUsers\ben.huie\AppData\Local\Temp\f2k3949.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET . General Information JSite Information •nalyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates •gency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction •nalysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs olume, V 7954 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 . Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET- 1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft pLW mph Number of Lanes, N ' 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv 1772 pc/h/In v = (V or DDHV)/(PHF x N x friv x fP) x i ) pc/h/In S 63.0 mph P S mph D = vP/S 28.1 pc/mi/In D = vP/ S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 Hourly volume D -Density ET-Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, . DDHV-Directional design hour volume - 11-3 Copyright©2010 University of Florida,Al Rights Reserved FIGS 2010TH Version 61 . Generated'. 7/23/2012 11:32 AM fi le://C:A Users\ben.huieAAppData\Local\Temp\f2k9A 1 E.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information nalyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates gency or Company From/To Tassajara-Fallon Date Performed 7/23/12 Jurisdiction •nalysis Time Period PM Peak Analysis Year Long-Term Project Description ' Moller Ranch CT` Oper.(LOS) F Des.(N) F Planning Data Flow Inputs • olume, V 9190 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR • 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi - Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 • ET 1.5 fHV= 1111+PT(ET- 1)+RR(ER- 1)]0.976 peed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 kc mph otal Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF xNxfHV x fp) 2048 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X fp) S 59.0 mph S mph D = vp/S 34.7 pc/mi/In D = v /S pc/milln LOS. D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS-Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS -Base free-flow p speed LOS, S, FFS, v - Exhibits 11-2, DDHV - Directional design hour volume 11-3 • Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:42 AM fi le://C:A Users\ben.hu ie\App Data\Local\Temp\f2k 17A6.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page l of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Tassjara-Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak - Analysis Year Long-Term Project Description Moller Ranch . F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 7543 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET. 1.5 fHV= vry+PTIET-1)+PR(ER- 1))0.976 Speed Inputs Calc Speed Adj and FFS . Larie Width ft Rt-Side Lat. Clearance ft ftW mph Number of Lanes, N 4 f Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fHv 2101 pc/h/In vp= (Vol DDHV)/(PHF x N x fHV x f pc/h/In p) x fp) P S 58.0 mph S mph D = v /S 36.2 pc/mi/In D = v / S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 f[w- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fic - Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 0 2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2312 11:43 AM file://C:AUsers\ben.huieAAppData\Local\Temp\t2kE 13 B.tm p 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch • F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 8905 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT.x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments . fp 1.00 ER 1.2 ET 1.5 fHV= 1 1[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS • Lane Width ft Rt-Side Lat. Clearance ft f LW mph Number of.Lanes, N 5 fLc mph Total Ramp Density, TRD • ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x fHV Design LOS 1984 pc/h/In v = (V or DDHV)/(PHF x N x f x fp) x i ) Hv pc/h/In S 60.2 mph P S mph D = v /S 33.0 pc/mi/In D = v /S pc/mi/In LOS D • Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 f N - Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS -Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:43 AM tile://C"Users\ben.huie\AppData\Local\Temp\t?k3 L2AAmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 • BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 7210 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments . • fP 1.00 , ER 1.2 • ET 1.5 fHV= 1/p+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width , ft Rt-Side Lat. Clearance ft f W mph • Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fHv 1607 pc/h/In v P= (V or DDHV)/(PHF x N x fHv x fP) pc/h/In X fP) S 64.4 mph S • mph D = v / S 25.0 pc/mi11n D = v /S pc/mi/In LOS C Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 frw- Exhibit 11-8 ✓ - Hourly volume D - Density• ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, • DDHV- Directional design hour volume 11-3 Copyright 2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:44 AM file://C:A Users\ben.huieAAppData\Local\Temp\f2kB 117.tmp 7/23/2012 • BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Northbound Associates Agency or Company From/To Alcosta- 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term • • Project Description Moller Ranch F Oper.(LOS) r Des.(N) r Planning Data • Flow Inputs Volume, V 8334 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level • DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fH V= 1/[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 3 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph • FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv 3095 pc/h/In v = (V or DDHV)/(PHF x N x f Hv x fp) x f ) pc/h/In S 24.3 mph p S mph D = v /S 127.6 pc/mi/In D=vp/ S pc/mi/In LOS • F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S -Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp -Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11--3 Copyright©2010 University of Florida,All Rights Reserved HCS 20107M Version 6.1 Generated: 7/23/2012 11:45 AM file://C:\Users\ben.huie\AppData\Local\Temp\f2kFELitmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Southbound • Associates Agency or Company From/To Alcosta- 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak . - Analysis Year Long-Term Project Description Moller Ranch . F Oper.(LOS) 1— Des.(N) I— Planning Data Flow Inputs Volume, V 8039 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 - • Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments . fp 1.00 ER 1.2 • .. ET 1.5 fHV= vl1+PT(ET-1)+PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 4 f Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS • 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) • Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHV 2239 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In S 55.0 mph P S mph D = vp/ S 40.7 pc/mi/In D = vp/S • pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 7/23/2012 11:45 AM file://C:AUsers\ben.h a ieAApp Data\Local\Temp\f2kE9 F2.tm p 7/23/2012 1 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET • General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Northbound Associates Agency or Company From/To 1-580- Stoneridge Date Performed 7/23/12 Jurisdiction ,Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V • 5971 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT,'K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 11/1+PT(ET-1)+'DOER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 3 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) - Operational (LOS) Desiqn (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv 2217 pc/h/In v = (V or DDHV)/(PHF x N x fHV x fP) x f ) pc/h/In S 55.5 mph P 5 mph D = vP/S 39.9 pc/mi/In D= vP/ S pc/mi/In LOS E Required Number of Lanes, N . Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fic - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed • LOS, S, FFS, vP-Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 7/23/2012 11:46 AM file://C:\Users\ben.huie\AppData\Local\Temp\f2k9D©.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Southbound Associates Agency or Company From/To 1-580- Stoneridge Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 5468 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 . Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: • Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHv= 1/[1+PT(ET-1)+PRIER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width • ft Rt-Side Lat. Clearance - ft frw mph Number of Lanes, N 3 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Desiqn (N) Design LOS . vp- (V or DDHV)/ (PHF x N x fHv 2031 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In S 59.4 mph P D = v /S 34.2 pc/mi/In S mph D = v /S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed fp- Page 11-18 TRD- Page 11-11 LOS - Level of service •BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2312 11:46 AM tile://C:A Users\ben.huieAAppData\Local\Temp\I2k9D.tmp 7/23/2012 ■ BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Oper.(LOS) 1' Des.(N) F Planning Data Flow Inputs Volume, V 7220 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= /[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f�W mph Number of Lanes, N 4 f Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) ' 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv • x fp) 2011 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x fp) pc/h/In S 59.7 mph mph D = v /S 33.7 pc/mi/In D= vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010'university of Florida,All Rights Reserved - HCS 2010TM Version 6.1 Generated: 7/23/2012 11:48 AM file://C:AUsers\ben.huie\AppData\Local\Temp\f2k393A.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel /-580 Westbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 11923 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 . l ET 1.5 fHV= 11[1+PT(ET- 1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f ev mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) v = (V or DDHV)/(PHF x N x f Design LOS p HV2657 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x fP) x f ) pc/h/In S 42.6 mph P S mph D = vP/S 62.4 pc/mi/In D = v /S pc/mi/In . LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fury- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, • DDHV- Directional design hour volume 11-3 Copyright 2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:48 AM file://C:AUsers\ben.hu ieAAppData\Local\Temp\f2kF Ell 3.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I • BASIC FREEWAY SEGMENTS WORKSHEET • General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company i From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 6872 veh/h Peak-Hour Factor, PHF 0.92 AADT . veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 • Peak-Hr Direction Prop, D General Terrain: Level - DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 11[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 7 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, BFFS mph LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (Vor DDHV)/(PHF xNxfkv x f ) 1094 pc/h/In vp= (V or DDHV)/(PHF x N x fHV P x fp) pc/h/In S 65.0 mph S mph D = vp/S . 16.8 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location . N - Number of lanes . S - Speed ER- Exhibits 11-10, 11-12 fLW-.Exhibit 11-8 ✓ - Hourly volume • D - Density ET- Exhibits 11-10, 11-11, 11-13 fLe - Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright m 2010 University of Florida,All Rights Reserved HCS 201011M Version 6.1 Generated: 7/23)2012 1149 AM • file://C:AUsers\ben.huieAAppData\Local\Temp\I2kEEEC.tmp 7/23/2012 BASIC FREEWAY WORKSHEET • Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET • General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company • From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch P Oper.(LOS) ) Des.(N) 7 Planning Data Flow Inputs Volume, V 9584 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 • Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi . Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/l1+PT(ET-1)+PRIER- 1)]0.976 Speed Inputs Cale Speed Adj and FFS ' Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph • BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x f) 2136 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P X fp) S 57.3 mph S mph D = vp/S 37.3 pc/mi/In D = vp/ S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10,11-12 kW- Exhibit 11-8 ✓ I- Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 frc - Exhibit 11-9 vp '- Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P • speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume . 11-3 Copyright CD 2010 University of Florida,All Rights Reserved - HCS 2010TNi Version 6.1 Generated: 7/23/2012 11:51 AM le://C:A Users\ben.huie\AppData\Local\Temp\I2kF3B2.tmp fl 7/23/2012 I BASIC FREEWAY WORKSHEET Page 1 of 1 • BASIC FREEWAY SEGMENTS WORKSHEET • General Information 1Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) C Des.(N) F Planning Data Flow Inputs Volume, V 5393 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 • Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % • Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET 1)*PR(ER-1)3 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f W mph Number of Lanes, N 6 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) vp= (V or DDHV)/(PHF x N x f Design LOS HV 1001 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In S 65.0 mph S mph D = v /S 15.4 pc/mi/In D = vp/S pc/mi/In LOS 8 Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 ftW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 f�c- Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:51 AM • ti le://C:AUsers\ben.huieAAppData\Local\Temp\f2kB33❑tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 • BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst s -Horn and Highway/Direction of Travel 1-580 Westbound Associates . Agency or Company From/To Hacienda- Tassajara Date•Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak • Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) `- Des.(N) P Planning Data Flow Inputs Volume, V 10673 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi . Up/Down % Calculate Flow Adjustments fP � 1.00 ER 1.2 ET, 1.5 fHV= 1/[1+PT(ET-1)*PR(ER-1)10.976 • Speed Inputs Calc Speed Adj and FFS Lane Width - ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph • Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fHV x f ) 2378 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In • P x fp) S 51.4 mph S mph D = vP/S 46.2 pc/mi/In D = v /S pc/mi/In - LOS F Required Number of Lanes, N Glossary - FactorLocation • N - Number of lanes • S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed P fp- Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved /ICS 2010TH Version 6.1 Generated: 7/23/2012 11:52 AM file://C:AUsers\bcn.huieAAppData\Local\Temp\f2kDF6.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information •nalyst Associ-Horn and Highway/Direction of Travel 1-580 Eastbound Associates •gency or Company From/To Tassajara- Fallon Date Performed 7/23/12 Jurisdiction •nalysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs olume, V 5480 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 . Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) • • Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv fp) 1221 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x X fp) pc/h/In 5 65.0 mph S mph D = v /S 18.8 pc/mi/In D = vp/ S pc/mi/ln LOS C Required Number of Lanes, N . Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 few- Exhibit 11-8 - Hourly volume • D - Density ET- Exhibits 11-10, 11-11, 11-13 f�c - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2070TH Version 6.1 Generated: 7/23/2012 11:52 AM tile://C:\Users\ben.huie\AppData\Local\Temp\f2k716 Ltmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound , • Associates Agency or Company From/To Tassjara-Fallon • Date Performed 7/23/12 Jurisdiction . Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch P Oper.(LOS) F Des.(N) 7 Planning Data Flow Inputs Volume, V 10271 veh/h Peak-Hour Factor, PHF 0.92 • AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % • Calculate Flow Adjustments fp i 1.00 ER 1.2 ET: 1.5 fHV= 1/l1+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f LIN mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS.and Performance Measures Design (N) Design (N) Operational (LOS) vP= (V or DDHV)/(PHF x N x fHV Design LOS 2861 pc/h/In v = (V or DDHV)/(PHF x N x f x fp) x f ) HV pc/h/In S 34.7 mph P • S mph D=vp/ S 82.4 pc/mi/In D = vo/S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 ftc- Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 • LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-1 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 11:53 AM file://C:AUsers\ben.huieAAppData\Local\Temp\f2k I20B.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information • 'nalyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates 'gency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction • 'nalysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 5208 veh/h Peak-Hour Factor, PHF 0.92 AADT • veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments . f a .p 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1>+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft . Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 f_c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph • BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv 1160 pc/h/In v = (V or DDHV)/ (PHF x N x fRv x fP) x f ) pc/h/In S 65.0 mph P S • mph D = v /S 17.8 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary ' Factor Location N - Number of lanes • S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc- Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:38 PM tile://C:A Users\ben.huieAAppData\Local\Temp\I2k9I 8A.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information • Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound • Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) i Des.(N) F Planning Data Flow Inputs Volume, V 9479 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day °1°Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR - 0 Peak-Hr Direction Prop, D General Terrain: ' Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/0+PT(ET- 1)+PR(ER-1))0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS v = (V or DDHV)/ (PHF x N x fHV X f ) 2112 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P x fp) . . S 57.8 mph D=vp 1 S 36.5 pc/mi/In S mph D = vp/ S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 ft_w- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 ft c - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved RCS 2010TH Version 6.1 Generated: 7/23/2012 2:39 PM tile://C:A Users\ben.huie\AppData\Local\Temp\f21:F 13❑tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I • • BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Northbound Associates Agency or Company From/To Alcosta- 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 7129 veh/h Peak-Hour Factor, PHF 0.92 MDT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft • Rt-Side Lat. Clearance ft f�W mph Number of Lanes, N 3 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph • FFS (measured) 650 mph FFS 65.0 mph Base free-flow Speed, mph BFFS • LOS and Performance Measures Design (N) • Design (N) Operational(LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x f ) 2648 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In X f ) S 42.9 mph mph • D =v /S 61.7 pc/mi/In D = vp/S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f -Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:39 PM tile://C:\Users\ben.hu ie\AppData\Local\Temp\f2k1L3❑tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Southbound Associates Agency or Company From/To Alcosta - 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch Oper.(LOS) r Des.(N) Planning Data Flow Inputs Volume, V 8336 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K • %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 • ET 1.5 fHV= 1/[1+PT(ET-1)+PRIER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, • BFFS mph LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x f ) 2322 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P x fp) p S 52.9 mph S mph D = v /S 43.9 pc/mi/In D = vp/S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fi_c - Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base.free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:31 PM • file://C:A Users\ben.huie\AppData\LocalV temp\t2kI I DF.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Northbound Associates Agency or Company From/To 1-580- Stoneridge \ Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch P Oper.(LOS) . P Des.(N) P Planning Data Flow Inputs Volume, V 4955 veh/h Peak-Hour Factor, PHF. 0.92 AADT vehtday %Trucks and Buses, PT 5 Peak-Hr Prop. of MDT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER •1.2 ET 1.5 fHV= 1/[1+PT(ET- 1)+PR/ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes;N 3 {Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph • • BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x fp) 1840 pc/h/In vp= (V or DDHV)/ (PHF x N x fHV pc/h/in X fp) S 62.3 mph S mph D = vp/S 29.6 pc/mi/In D =v /S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location . N - Number of lanes S -Speed ER -,Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • V - Hourly volume D -.Density ET- Exhibits 11.10, 11-11, 11-13 fTc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume . 11-3. Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 2:32 PM • Ti le://C:AUsers\ben.hu ieAA ppData\Local\Temp\f2kD99I.tmp 7/23/2012 • BASIC FREEWAY WORKSHEET Page 1 of 1 • BASIC FREEWAY-SEGMENTS WORKSHEET • General Information 1Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Southbound Associates Agency or Company • From/To 1-580- Stoneridge Date'Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Long-Term +Project Project Description Moller Ranch Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 5566 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET . 1.5 fHV= 1/[1+pT(E1- 1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fr 1 mph Number of Lanes, N 3 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph • FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS v = (V or DDHV)/(PHF x N x fHv 2067 pc/h/In vp= (V or DDHV)/ (PHF x N x fHV x f pc/h/In p) x fp) p S 587 mph D = v /S 35.2 pc/mi/In S mph D = v /S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS- Free-flow speed p f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright C)2010 University of.Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated. 7/23/2012 233 PM file://C:AUsers\ben.huie\AppData\Local\Temp\f2M:480.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information. (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description ( Oper.(LOS) F' Des.(N) 1— Planning Data Flow Inputs Volume, V 12106 veh/h Peak-Hour Factor, PHF a92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/l1+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS • Lane Width ft Rt-Side Lat. Clearance ft f mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD • ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x f Design LOS HV 3372 pc/h/In v = (V or DDHV)/ (PHF x N x f"V x fp) x f ) pc/h/In S 9.9 mph S mph D = vp/S 342.1 pc/mi/In D = vp/S pc/mi/In LOS F Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:42 PM file://C:AU secs\ben.buieAAppData\Local\Temp\t2k3029.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Pale 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst s -Horn and Highway/Direction of Travel 1=580 Westbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) !--- Des.(N) 1— Planning Data , Flow Inputs Volume, V 10009 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft • Rt-Side Lat. Clearance ft fun/ mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS • LOS and Performance Measures Design (N) . Design (N) Operational (LOS) Design LOS • VP- (V or DDHV)/ (PHF x N x fHv ) 2230 pc/h/In vp= (V or DDHV)/(PHF x N x fHV x f pc/h/In P x fp) p S 55.2 mph S mph D = v / S 40A pc/mi/In D = vP/ S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fTc - Exhibit 11-9 vP - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, ' DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:43 PM file://C:A Users\ben.huie\AppData\Local\Temp\f2RBA4E.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information . •nalyst Kimley-Hom and Highway/Direction of Travel 1-580 Eastbound Associates •gency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction •nalysis Time Period PM Peak Analysis Year Long-Term +Project . Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data . Flow Inputs olume, V 11326 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level . DDHV=AADT x K x D veh/h Grade % Length mi - Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET _ 1.5 fHV= 1111+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS • Lane Width ft Rt-Side Lat. Clearance ft {LW mph Number of Lanes, N 7 {Lc mph otal Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (Vor DDHV)/(PHF xNxfHv x f ) 1803 pc/h/In ' vp= (V or DDHV)/(PHF x N x fRv pc/h/In P x fp) p S 62.7 mph S mph D = vp/S 28.8 pc/mi/In D = vp/S pc/mi/In LOS D Required Number of Lanes, N • • Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, 5, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 . Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:43 PM tile://C:A Users\ben.huieAAppData\Local\Temp\f2kD9C.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information )Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates • Agency or Company From To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year . Long-Term +Project Project Description Moller Ranch F Oper.(LOS) P Des.(N) F Planning Data Flow Inputs Volume, V 8248 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 • Peak-Hr Prop. of AADT, K - %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ETi 1.5 fH V= 1/[1+PT(ET-1)+PRIER-1)I 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) _ Design (N) Operational (LOS) Design LOS vp= (V or DDHV) / (PHF x N x fHv x fp) 1838 pc/h/In x i ) )(V or DDHV 1/(PHF x N x fHV pc/h/In S 62.3 mph p S mph D = v /S 29.5 pc/mi/In D = v /S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ L Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fl_c - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:44 PM file://C:AUsers\ben.huieAAppData\Local\TempAf2k7765.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ]Site Information Analyst Associates and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch ( Oper.(LOS) F Des.(N) F Planning Data Flow Inputs • Volume, V 10264 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: - Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/(1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft {LW mph Number of Lanes, N 6 {Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base.free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) • Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv 1906 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x fp x f ) pc/h/In S 61.4 mph mph D = vp/S 31.1 pc/mi/In D = vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 few- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed LOS - Level of service BFFS -Base free-flow f - Page 11-18 TRD- Page 11-11• speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 7/23/2012 2:44 PM tile://C:A Users\ben.huieAAppData\Local\Temp\f2kD7rF.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) r Planning Data Flow Inputs Volume, V 7988 veh/h Peak-Hour Factor, PHF Q92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET, 1.5 fHV= 1/Ii+PT(ET- 1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 650 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS v (V or DDHV)/(PHF x N x fnv, P x f I) - 1780 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P x fp) S 63.0 mph S mph D = vp/ S 28.3 pc/mi/In D = v /S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V I- Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fuc - Exhibit 11-9 vp - Flow rate - FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:45 PM file://C:A Users\ben.huieAAppData\Local\Temp\f2k3FFLAmp 7/23/2012 . I BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET • General Information (Site Information •nalyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates •gency or Company From/To Tassajara -Fallon Date Performed 7/23/12 Jurisdiction •nalysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs olume, V 9190 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks'and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D. General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV 11[1+PT(ET- 1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f LVV mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 650 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS • vP= (Vor DDHV)/(PHF xNxfHv X f ) 2048 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X f ) S 59.0 mph S mph D =vP/S 34.7 pc/mi/In D = vP/ S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW Exhibit 11-8 Hourly volume D - Density ET Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 •v - Flow rate FFS - Free-flow speed f - Page 11-18 • TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 0 2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 2:45 PM file://C:AUsers\ben.huieAAppData\Local\Temp\f2kAB FCtmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Tassjara- Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS)- F Des.(N) F Planning Data • Flow Inputs Volume, V 7543 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DOHV= AADT x K x D veh/h Grade % Length mi 1 Up/Down % Calculate Flow Adjustments • fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PRIER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lahe Width ft Rt-Side Lat. Clearance ft fun, mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/ (PHF x N x fHv 2101 pc/h/In v = (V or DDHV)/ (PHF x N x f Hv X fP) x f ) pc/h/In S - 58.0 mph P S mph D =vp/S 36.2 pc/mi/In D = vP/ S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 few- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fit - Exhibit 11-9 vp i - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:45 PM tile://C:AUsers\ben.huie\AppData\Local\Temp\f21c231 ltmp 7/23/2012 • BASIC FREEWAY WORKSHEET Page I of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) E Des.(N) r Planning Data Flow Inputs Volume, V 8928 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level • DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER- 1)1 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f W mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (Vor DDHV)/(PHF xNxfHv x fp) 1989 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X fp) S 60.1 mph S mph D = vp/S 33.1 pc/mi/In D = vp/S pc/mi/In LOS 0 • Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • ✓ - Hourly volume D -Density ET-Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:46 PM file://C:A Users\ben.huie\AppData\Local\Temp\f2k563F.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page I of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information • Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 7249 veh/h Peak-Hour Factor, PHF 0.92 • AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER- 1)]0.976 • Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x fp) 1615 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In x fp) S 64.3 mph 5 mph D = vp/S 25.1 pc/mi/In D = v /S pc/mi/In LOS C Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp -Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:46 PM file://C:A Users\ben.huie\AppData\Local\Temp\f2kB723.tmp 7/23/2012 BASIC FREEWAY WORKSI-IEET Page I of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Northbound Associates Agency or Company From/To Alcosta - 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 8342 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2• ET 1.5 fHV= 1/l1+Pr(Er-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft • Rt-Side Lat. Clearance ft f. mph Number of Lanes, N 3 fLC mph • Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design {N) vp= (V or DDHV)/(PHF x N x fHV Design LOS 3098 pc/h/In v = (V or DDHV)/(PHF x N x f Hv x f ) x f ) pc/h/In S 24.1 mph S mph D = vp/S 128.5 pc/mi/In D = vp/S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 ft.W- Exhibit 11-8 ✓ - Hourly volume D _ Density ET- Exhibits 11-10, 11-11, 11-13 f�c - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed 4 - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright®2010'University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 7/23/2012 2:47 PM file://C:A Users\ben.huieAAppData\Local\Temp\f2k22FF.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-680 Southbound . Associates ' Agency or Company From/To Alcosta - 1-580 Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) r Des.(N) F Planning Data Flow Inputs . Volume, V 8051 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 • ET 1.5 fHV= 1/I1+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N . 4 (LC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph • Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS v = (V or DDHV)/(PHF x N x fHv x f ) 2242 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P X fp) S 54.9 mph S mph D = v / S 40.8 pc/mi/In D = vp/ S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11., 11-13 fLC - Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 02010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:47 PM tile://C:\Users\ben.huie\AppData\Local\Temp\f2kl I I D.tmp 7/23/2012 • BASIC FREEWAY WORKSHEET Page I of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information •nalyst Kim/ey-Horn and Highway/Direction of Travel 1-680 Northbound Associates •gency. or Company From/To 1-580- Stoneridge Date Performed 7/23/12 Jurisdiction nalysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs olume, V 5977 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT • Peak-Hr Prop. of AADT, K %RVs, PR Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 3 f�c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS • 650 mph • Base free-flow Speed, mph • BFFS LOS and Performance Measures Design (N) Design (NI Operational (LOS) Design LOS v1)= (V or DDHV)/(PHF xNxfHv 2220 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fP) x f ) pc/h/In S 55.5 mph S mph D = v1)/ S • 40.0 pc/mi/In D = v /S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 • v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS -Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:48 PM tile://C:AUsers\ben.hu ieAAppData\Local\Temp\f2 kF2 LD.tmp 7/23/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information Analyst KimIcy-Hom and Highway/Direction of Travel 1-680 Southbound Associates Agency or Company From/To 1-580- Stoneridge Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Long-Term +Project Project Description Moller Ranch I. F Oper.(LOS) r Des.(N) F Planning Data • Flow Inputs • Volume, V 5471 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 3 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 650 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (NI Operational (LOS) Design LOS vP 1, (V or DDHV)/(PHF x N x fHv x f ) 2032 pc/h/In vp= (V or DDHV)/ (PHF x N x fHV pc/h/In P x fP) S 59.3 mph D = v /S 34.2 pc/mi/In S mph D = vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary . Factor Location . N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright®2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 7/23/2012 2:48 PM file://C:\Users\ben.huie\AppData\Local\Temp\f2k42AF.tmp 7/23/2012 • QUEUING ANALYSIS • DubllnMollerRanch09.AppendixHeaders.doc 10 September 2012 t11 �► )t%i 1 )00111 XIIx 1/4 ;1 �.'1 I! i � 11:11:111°1: H 11 :I ql eA \ I � v �k a�8 !f® R y g s a�5 3l lL ®q� , .I" 1 , '1116='- hIUi' I 'FI i4. E ► ��P� ► ► s 1 1 1 1 } Ili i1 � 1 „► ' ' g in b l , Un 111U ►® Izl, Ti 11 1 I I1\ ez 1 =''. 1 r , �;e�,�� `& NI ;Nit. a i 1k �AAIEI 1�a III ok &A NIL\%W l ®li fl ��► ► awe 1 n% ��� k'' 11� 1': II k ® ►� ,`ii I ►1 1 1 W1 IW. 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EIFAAI il s rm+ , 'zi* l0IFI,.I ®E®GE..'.. -IatiIJ -05414F FF_ aalafi 310 gI5Igk1 $- - ' 3-4 a; F dye F b €' 3e • ALAMEDA CTC ROADWAY SEGMENT ANALYSIS DublinMallerRanch09.Appendixhleaders doc 10 September 2012 • Arterial Level of Service Existing Timing Plan:AM PEAK Arterial Level of Service: EB Dublin Blvd Aterial Flow Running Signal Traver ' Dist Arterial. '4 Arterial Cross Street . . Class Speed t-' Time y O -(mi) . '<Delay a° Time-s ':Speed „= ' LOS Dougherty Road II 30 22.2 38.1 60.3 0.17 9.9 F Hacienda Dr II 42 103.1 27.3 130.4 1.20 '33.1 B Tassajara Rd II 45 70.3 38.5 108.8 0.88 29.1 B Fallon Rd II 45 97.1 18.7 115.8 1.21 37.7 A Total II 292.7 122.6 415.3 3.46 30.0 B Arterial Level of Service: WB Dublin Blvd C'°d`� Arterial pFlew - -':Rumm�g Signal. _° :-.Travel v ) T.(mi) ` Speed . Arterrial Cross'Street - _ ttClass Seed-;W: Time Delay- Times LOS Tassajara Rd II 45 97.1 32.5 129.6 .1.21 33.7 B Hacienda Dr II 45 70,3 26.2 96.5 0.88 32.8 B Dougherty Road II 43 100.0 33.7 133.7 1.20 ' 32.2 B Total II 267.4 92.4 359.8 3.29 32.9 B 1 Arterial Level of Service: NB Tassajara Rd ''-° _ Artenal -° Flow Runnmg ,; ,;Signal _Travel :Oist, " Arterial 'Artenal Gross Street Class::.. Speed Tithe Delay_' Time(s)`;;. (mu):- Speed LOS 1-580 WB Ramps II 35 25.1 7.4 32.5 0.20 22.3 C Dublin Blvd II 35 24.8 14.4 39.2 0,20 18.2 D Central Pkwy II 45 29.0 15.4 44.4 0.29 23.7 C Gleason Dr II 45 21.1 23.2 44.3 0.19 15.7 E Silvera Ranch Dr II 45 97.6 6.9 104.5 1.22 42.0 A Fallon Rd II 45 31.7 28,0 59.7 0.33 19.9 D Windemere Pkwy II 45 90.9 7.9 98.8 1.14 41.4 A Highland Rd II 45 152.0 10.7 162.7 1.90 42.0 A Total • II 472.2 113.9 586.1 5.47 33.6 B Arterial Level of Service: SB Tassajara Rd r . ` Artenal - Flow Running:'° Signal' Traver' Dist"` Arterial Arterial Cross:Street. :f. Class:> n: Speed:. Tlme`..` Delay: Time(s);-' (mi) °° Speed: COS Highland Rd II 45 45.9 16.9 62.8 0.57 32.9 B Windemere Pkwy II 45 152.0 16.8 168.8 1.90 40.5 A Tassajara Rd II 45 ' 90.9 10.8 101.7' 1.14 40.2 A Silvera Ranch Dr II 45 31.7 8.1 39.8 0.33 29.8 B Gleason Dr II 45 97.6 32.4 . 130.0 1.22 33.8 B Central Pkwy II 45 21.1 25.7 46.8 0.19 14.9 E Dublin Blvd II 45 29.0 22.8 51.8 0.29 20.3 D 1-580 WB Ramps II 35 24.8 3.9 28.7 0.20 24.9 C 1-580 EB Ramps II 35 25.1 5.7 30.8 0.20 23.5 C Total II 518.1 143.1 661.2 6.05 32.9 B • Moller Ranch TIA Synchro 7- Report KHA Page 1 • Arterial Level of Service Existing Timing Plan: PM PEAK Arterial Level of Service: EB Dublin Blvd • uw Arterial i r Flow Running rn. Signal _ Travel Dist Art re iat:<< :Arterial Cross Street-. Class Speed, • €s Time , .l -Delay Time(s) " (ml)�-_ .:Speed ., , LOS Dougherty Road II 35 20.7 45.7 66.4 0.17 9.0 F Hacienda Dr II 43 100.0 31.6 131.6 1.20 32.8 B Tassajara Rd II 45 70.3 40.3 110,6 0.88 28.6 B Fallon Rd II 45 97.1 15.6 112.7 1.21 38.7 A Total II 288.1 133.2 421.3 3.46 . 29.5 B Arterial Level of Service: WB Dublin Blvd ! - .„Arterial S Flow .,Running Signal '" Travel =a Dist n -'Arteiral'- Arterial Cross Street Class z - Speed:"' '' Timer Delay ` --Time(s}, _:: (ml) Speed ` LOS Tassajara Rd II 45 ' 97.1 33.3 130.4 1.21 33.5 B Hacienda Dr II 45 70.3 26.2 96.5 0.88 32.8 B Dougherty Road II 43 100.0 39.1 139.1 1.20 31.0 B Total II 267.4 98.6 366.0 3.29 32.4 B Arterial Level of Service: NB Tassajara Rd i.Arterial a . Flow ''tRunnrng'i SI'90al Travel Dist , Arterial Arterial Cross.Street Class' '. Speed . :lime: : -Delay " Time(S) ", _(mi). '' Speed= Si' ` ' LOS II 45 21.0 32.8 53.8 0.19 12.9 F 1-580 WB Ramps II 35 25.1 5.7 30.8 0.20 23.5 C Dublin Blvd II 35 24.8 27.3 52.1 0.20 13.7 E Central Pkwy 11 45 29.0 15.2 44.2 0.29 23.8 C Gleason Dr II 45 21.1 23.9 45.0 0.19 15.5 E Silvera Ranch Dr II 45 97.6 3.5 101.1 1.22 43.4 A Fallon Rd 11 45 . 31.7 17.0 48.7 0.33 24.4 C Windemere Pkwy II 45 90.9 10.3 101.2 1.14 40.4 A' Highland Rd II 45 152.0 4.3. 156.3 1.90 43.8 A Total 11 493.2 140.0 633.2 5.66 32.2 B Arterial Level of Service: SB Tassajara Rd 17- -- . Arterial Flow „ jRunning = Signal Travel Dist -ry Arteriai ° Arterial Cross Street" Cuss',._. . * .Speed Time. Delay , Time(s)' ;° .(mr) r .-Speed . ..LOS Highland Rd II 45 45.9 3.6 49.5 0.57 41.8 A Windemere Pkwy II 45 152.0 13.3 165.3 1.90 41.4 A Tassajara Rd II 45 90.9 9.2 100.1 1.14 40.9 A Silvera Ranch Dr II 45 31.7 2.4 34.1 0.33 34.8 B Gleason Dr II 45 97.6 30.3 127.9 1.22 34.3 B Central Pkwy II 45 21.1 21.7 42.8 0.19 16.3 E • Dublin Blvd II 45 29.0 29.6 58.6 ' 0.29 18.0 ' D 1-580 WB Ramps II 35 24.8 5.2 30.0 0.20 23.8 C 1-580 EB Ramps II ' 35 25.1 5.7 ' 30.8 0.20 23.5 C Total II 518.1 121.0 639.1 6.05 34.1 B Moller Ranch TIA Synchro 7- Report KHA Page 1 • Arterial Level of Service Existing+Project Timing Plan:AM PEAK Arterial Level of Service: EB Dublin Blvd w . Arterial _ Flow - Running t, Signal ` Travel Dist Arterial Arterial Cross Street t. Class : Speed. Time- t. Delay Time(s) (mi),,?_ Speed =Los Dougherty Road II 35 20.7 38.3 59.0 0.17 10.1 F Hacienda Dr II 43 100.0 27.4 127.4 1.20 33.8 B Tassajara Rd II 45 70.3 39.4 109.7 0.88 28.9 B Fallon Rd II 45 97.1 20.0 117.1 1.21 37.3 A Total II 288.1 125.1 • 413.2 3.46 30.1 B Arterial Level of Service: WB Dublin Blvd .w Arterial Flow Running Signal Travel t t-Oist Arterial - Arterial Cross.Street -` Class ::.-7-' ''•:: Speed 1.Tirbe, Delay Time(s) = (mi) Speed , LOS Tassajara Rd II 45 97.1 34.4 131.5 1.21 33.2 B Hacienda Dr II 45 70.3 26.5 96.8 0.88 32.7 B Dougherty Road II 43 100.0 33.9 133.9 1.20 32.2 B Total II 267.4 94.8 362.2 3.29 32.7 B Arterial Level of Service: NB Tassajara Rd f _ '` Art erial t- Flow ' 'Running Signal -Traver' ' Dist = Arterial Arterial Cross Street Class ;. 'Speed Time Dela ' -' - " (mr) 'Speed LOS 1-580 WB Ramps II 35 25.1 7.6 32.7 . 0.20 22.1 C Dublin Blvd 11 35 24.8 14.3 39.1 0.20 18.3 D Central Pkwy II 45 29.0 15.8 44.8 0.29 23.5 C Gleason Dr II 45 21.1 23.7 44.8 0.19 15.6 E Silvera Ranch Dr 11 45 97.6 6.3 103.9 1.22 42.3 A Fallon Rd 11 45 31.7 39.6 71.3 0.33 16.6 E Project Driveway II . 45 39.7 8.6 48.3 0.42 31.5 B Windemere Pkwy 11 45 57.1 8.0 65.1 0.71 39.5 A Highland Rd II 45 152.0 10.9 162.9 1.90 42.0 A Total II 478.1 134.8 612.9 5.47 32.1 B Arterial Level of Service: SB Tassajara Rd Arterial 'Flow Running 17 Signal ,: : Tra`vel`- Dial , Arterial ]Arterial 77 - Cro&ScStreat. '7 - Class- _: ``Speed _ .=Time Delay ' 'T ime(s) ., m __(m1 " _ Speed:' LOS Highland Rd II 45 45.9 17.0 62.9 0.57 32.9 B Windemere Pkwy II 45 152.0 16.8 168.8 1.90 40.5 A Project Driveway II 45 57.1 14.9 72.0 0.71 35.7 A Tassajara Rd II 45 39.7 18.5 58.2 0.42 26.1 C Silvera Ranch Dr II 45 31.7 9.0 40.7 0.33 29.2 B Gleason Dr II 45 97.6 40.0 137.6 1.22 31.9 B Central Pkwy 11 45 21.1 28.6 49.7 0.19 14.0 E Dublin Blvd 11 45 29.0 22.8 51.8 . 0.29 20.3 D I-580 WB Ramps II • 35 24.8 4.0 28.8 0.20 24,8 C 1-580 EB Ramps II • 35 25.1 5.8 30.9 .0.20 23.4 C Total II 524.0 177.4 701,4 6.05 31.0 B • Moller Ranch TIA Synchro 7- Report KHA Page 1 Arterial Level of Service Existing+Project Timing Plan:PM PEAK Arterial Level of Service: EB Dublin Blvd Arterial ' ` Flow Running .Signal Travel . Dist Arterial Arterial (Cross Street Class Speed Time Delay Time(s) _ (mi) Speed LOS Dougherty Road II 35 • 20.7 46.1 66.8 0.17 8.9 F Hacienda Dr II 43 100.0 32.1 132.1 1.20 32.6 B Tassajara Rd II 45 70.3 42.2 112.5 0.88 28.1 B Fallon Rd II 45 97.1 16.9 114.0 1.21 38.3 A Total II 288.1 137.3 425.4 3.46 29.2 B Arterial Level of Service: WB Dublin Blvd 1 Arterial Flow Running Signal a. Travel" Dist Arterial Arterial Cross Street Class 'Speed Time Delay Time(s) . (mi) Speed LOS Tassajara Rd I I 45 97.1 36.2 133.3 1.21 32.8 B Hacienda Dr II 45 70.3 26.4 96.7 0.88 32.7 B Dougherty Road I I 43 100.0 39.2 139.2 1.20 31.0 B Total II 267.4 101.8 369.2 3.29 32.1 B Arterial Level of Service: NB Tassajara Rd Arterial Flow Running 'Signal .Travel • Dist Arterial Arterial Cross Street ' Class Speed Time Delay Time(s) , (mi) Speed LOS 1-580 WB Ramps II 35 .25.1 6.6 31.7 0.20 22.8 C Dublin Blvd II 35 24.8 28.2 53.0 0.20 13.5 E Central Pkwy II 45 29.0 16.2 45.2 0.29 23.3 C Gleason Dr II 45 21.1 26.9 48.0 0.19 14.5 E Silvera Ranch Dr II 45 97.6 4.1 101.7 1.22 432 A Fallon Rd II 45 31.7 18.2 49.9 0.33 23.8 C Project Driveway II 45 39.7 11.1 50.8 0.42 30.0 B Windemere Pkwy II 45 57.1 9.9 67.0 0.71 38.4 A Highland Rd II 45 152.0 4.3 156.3 1.90 43.8 A Total II 478.1 125.5 603.6 5.47 32.6 B Arterial Level of Service: SB Tassajara Rd Arterial . `Flow `Running-17- unnng 1 Signal Travel '' Dist Arterial Arterial Cross Street Class Speed Time .- Delay Time(s) . - (mi) Speed LOS Highland Rd II 45 45.9 3.6 49.5 0.57 41.8 A Windemere Pkwy II 45 152,0 14.0 166.0 1.90 41.2 A Project Driveway II 45 57.1 5.0 62.1 0.71 41.4 A Tassajara Rd II 45 39.7 18.8 58.5 0.42 26.0 C Silvera Ranch Dr II 45 31.7 2.5 34.2 0.33 34.7 B Gleason Dr II 45 97.6 29.5 127.1 1.22 34.6 B Central Pkwy II 45 21.1 22.1 43.2 0.19 16.1 E Dublin Blvd II 45 29.0 . 29.4 58.4 0.29, 18.0 D 1-580 WB Ramps II 35 24.8 5.3 30.1 0.20 23.7 C 1-580 EB Ramps II 35 25.1 5.8 30.9 0.20 23.4 C Total II 524.0 136.0 660.0 6.05 33.0 B Moller Ranch TIA Synchro 7- Report KHA Page 1 Arterial Level of Service Near-term Timing Plan:AM PEAK Arterial Level of Service: EB Dublin Blvd Arterial -_. Flow Running Signal Travel Dist Arterial Arterial• Cross Street -. Class . , Speed Time Delay- ,.Time(s) (mi)- Speed LOS Dougherty Road II 35 20.7 42.7 63.4 0.17 9.4 F Hacienda Dr II 43 100.0 27.5 127.5 1.20 33.8 B Tassajara Rd II 45 70.3 39.1 109.4 0.88 28.9 B Fallon Rd II 45 97.1 36.7 133.8 1.21 32.6 B Total II 288.1 146.0 434.1 3.46 28.7 B • Arterial Level of Service: WB Dublin Blvd Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street. Class Speed Time Delay Time(s) (mi) i Speed '•LOS Fallon Rd II 45 4.6 35.3 39.9 0.04 3.8 F Tassajara Rd II 45 97.1 33.0 130.1 1.21 33.6 8 Hacienda Dr II 45 70.3 28.6 98.9 0.88 32.0 B Dougherty Road II 43 100.0 41.5 141.5 1.20 30.5 B Total II 272.0 138.4 410.4 3.33 29.2 B Arterial Level of Service: NB Tassajara Rd Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class. Speed Time. Delay Time(s) (mi) Speed LOS 1-580 WB Ramps II 35 25.1 7.5 32.6 0.20 22.2 C Dublin Blvd II 35 24.8 22.9 47.7 0.20 15.0 E Central Pkwy II 45 29.0 • 26.7 55.7 0.29 18.9 D Gleason Dr II 45 21.1 24.8 45.9 0.19 15.2 E ' Silvera Ranch Dr II 45 97.6 6.6 104.2 1.22 42.2 A Fallon Rd 11 45 31.7 42.1 73.8 0.33 16.1 E Windemere Pkwy II 45 90.9 8.3 99.2 1.14 41.2 A Highland Rd II 45 152.0 11.3 163.3 1.90 41.9 A Total II 472,2 150.2 622.4 5.47 31.7 B Arterial Level of Service: SB Tassajara Rd Arterial Flow Running Signal Travel Dist Arterial - Arterial Cross Street .Class Speed Time -Delay ' Time(s) ' , (mi) " Speed LOS Highland Rd II 45 45.9 17.7 63.6 0.57 32.5 B Windemere Pkwy II 45 152.0 18.2 170.2 1.90 40.2 A Tassajara Rd II . 45 90.9 23,2 114.1 1.14 35.9 A Silvera Ranch Dr II 45 31.7 8.7 40.4 0.33 29.4 B Gleason Dr II 45 97.6 35.4 133.0 1.22 33.0 B Central Pkwy II 45 21.1 84.0 105.1 0.19 6.6 F Dublin Blvd II 45 29.0 29.3 58.3 0.29 18.1 D 1-580 WB Ramps II 35 24.8 4.9 29.7 0.20 24.1 C 1-580 EB Ramps II 35 25.1 7.7 32.8 0.20 22.1 C Total II 518.1 229.1 ' 747.2 6.05 29.1 B • Moller Ranch TIA Synchro 7- Report KHA Page 1 • Arterial Level of Service Near-term Timing Plan: PM PEAK Arterial Level of Service: EB Dublin Blvd Arterial Flow j j Running :Signal Travel j Dist Arterial Arterial Cross Street Class - Speed. : Time Delay .- Time(s) . (mi) Speed, , LOS Dougherty Road II 35 20.7 49.8 70.5 0.17 8.5 F • Hacienda Dr II 43 100.0 32.7 132.7 1.20 32.5 B Tassajara Rd II 45 70.3 45.0 115.3 0.88 27.5 C Fallon Rd II 45 97.1 18.4 115.5 1.21 37.8 A Total II 288.1 145.9 434.0 3.46 28.7 B Arterial Level of Service: WB Dublin Blvd r- Arterial Flow Running .. Signal Travel Dist Arterial ,Arterial Cross Street Class Speed Time , Delay Time(s) (mi) Speed LOS Fallon Rd II 45 4.6 18.6 23.2 0.04 6.6 F Tassajara Rd II 45 97.1 32.7 129.8 1.21 33.6 B Hacienda Dr II 45 70.3 27.2 97.5 0.88 32.5 B Dougherty Road II 43 100.0 43.2 143.2 1.20 30.1 B Total II 272.0 121.7 393.7 3.33 30.5 B Arterial Level of Service: NB Tassajara Rd I Arterial Flow Running Signal Travel Dist - Arterial Arterial Cross Street - Class g Speed' Time Delay Time(s) (mi) J Speed LOS 1-580 WB Ramps II 35 25.1 7.1 32.2 0.20 22.5 C Dublin Blvd II 35 24.8 35.2 60.0 0.20 11.9 F Central Pkwy II 45 29.0 23.0 52.0 0.29 20.2 D Gleason Dr II 45 21.1 27.2 48.3 0.19 14.4 E Silvera Ranch Dr II 45 97.6 3.8 101.4 1.22 43.3 A Fallon Rd II 45 31.7 14.0 45.7 0.33 26.0 C Windemere Pkwy II 45 90.9 13.5 104.4 1.14 39.2 A Highland Rd II 45 152.0 4.1 156.1 1.90 43.8 A Total II 472.2 127.9 600.1 5.47 32.8 B Arterial Level of Service: SB Tassajara Rd I Arterial _ Flow jRunning Signal Travel • Dist Arterial Arterial Cross Street Class . Speed J Time- Delay :' Time'is) (mi) Speed LOS Highland Rd II j 45 45.9 3.2 49.1 0.57 42.1 A Windemere Pkwy II 45 152.0 15.2 167.2 1.90 40.9 A Tassajara Rd II 45 90.9 23.4 114.3 1.14 35.8 A Silvera Ranch Dr II 45 31.7 2.3 34.0 0.33 34.9 B Gleason Dr II 45 97.6 28.3 125.9 . 1.22 34.9 B Central Pkwy II 45 21.1 25.2 46.3 0.19 " 15.1 E Dublin Blvd II 45 29.0 32.8 61.8 0.29 17.0 D 1-580 WB Ramps II 35 24.8 5.4 30.2 0:20 23.7 C 1-580 EB Ramps II 35 25.1 6.0 31.1 0.20 23.3 C Total II 518.1 141.8 659.9 6.05 33.0 B Moller Ranch TIA Synchro 7- Report KHA Page 1 • Arterial Level of Service Near-term+Project Timing Plan:AM PEAK Arterial Level of Service: EB Dublin Blvd Arterial : Flow Running : .. Signal. Travel Dist Arterial -Arterial Cross Street Class Speed? Time Delay._ Time(s) (mi) Speed LOS Dougherty Road II 35 20.7 42.9 63.6 0.17 9.4 F Hacienda Dr II 43 ' 100.0 27.6 127.6 1.20 33.8 B Tassajara Rd II 45 70.3 39.7 110.0 0.88 28.8 B Fallon Rd II 45 97.1 37.7 134.8 1.21 32.4 B Total • II 288.1 147.9 436.0 3.46 28.5 B Arterial Level of Service: WB Dublin Blvd • F Arterial Flow Running Signal Travel Dist . Arterial Arterial Cross Street . Class Speed Time Delay Time'(s) (mi) Speed LOS Fallon Rd II 45 4.6 39.9 44.5 0.04 3.4 F Tassajara Rd II 45 97.1 35.1 132,2 1.21 33.0 B Hacienda Dr II 45 70.3 28.9 99.2 0.88 31.9 B Dougherty Road II 43 100.0 41.8 141.8 1.20 30.4 B Total II 272.0 145,7 417.7 3.33 28.7 B Arterial Level of Service: NB Tassajara Rd t Arterial ' Flow Running Signal Travel Dist ' Arterial Arterial Cross Street .. Class Speed _ Time Delay Time,(s) (mi) Speed . LOS 1-580 WB Ramps II 35 25.1 7.7 32.8 0.20 22.1 C Dublin Blvd II 35 24.8 23.2 48.0 0.20 14.9 E Central Pkwy 11 45 29.0 . 29.6 58.6 0.29 18.0 D Gleason Dr 11 45 21.1 • 25.4 46.5 0.19 15.0 E Silvera Ranch Dr II 45 97.6 5.7 103.3 1.22 42.5 A Fallon Rd 11 45 31.7 43.1 74.8 0.33 15.9 E Project Driveway 11 45 39.7 10.0 49.7 0.42 30.6 B Windemere Pkwy 11 45 57.1 8.5 65.6 0.71 39.2 A Highland Rd II 45 152.0 11.5 163.5 • 1.90 41.8 A Total 11 478.1 164.7 642.8 5.47 30.6 B Arterial Level of Service: SB Tassajara Rd Arterial Flow Running,, Signal.,: Travel Dist := Arterial Arterial Cross Street Class Speed ` Time Delay Time(s) (mi) 'Speed LOS Highland Rd II 45 45.9 17.8 63.7 0.57 32.5 B Windemere Pkwy II 45 152.0 18.2 170.2 1.90 40.2 A Project Driveway 11 45 57.1 18.9 76.0 0.71 33.8 B Tassajara Rd II 45 39.7 51.7 91.4 0.42 16.7 E Silvera Ranch Dr II 45 31.7 9.3 ' 41.0 0.33 29.0 B Gleason Dr II 45 97.6 46.3 143.9 1.22 30.5 B Central Pkwy II 45 21.1 128.8 149.9 0.19 4.6 F Dublin Blvd II 45 29.0 29.8 58.8 0.29 17.9 D 1-580 WB Ramps II 35 24.8 5.0 29.8' ' 0.20 24.0 C 1-580 EB Ramps II 35 25.1 7.9 33.0 0,20 21.9 D Total 11 524.0 333.7 857.7 6.05 25.4 C Moller Ranch TIA Synchro 7- Report KHA Page 1 Arterial Level of Service Near-term+Project Timing Plan: PM PEAK • Arterial Level of Service: EB Dublin Blvd Arterial. Flow, Running Signal Travel Dist Arterial Arterial Cross Street Class ` Speed -Time Delay Time(s) (mi) Speed LOS Dougherty Road II 35 20.7 50.5 71.2 0.17 8.4 F Hacienda Dr II 43 100.0 33.2 133.2 1.20 32.4 B Tassajara Rd II 45 70.3 45.1 115.4 0.88 27.4 C Fallon Rd II 45 97.1 25.9 123.0 1.21 35.5 A Total II 288.1 154.7 442.8 3.46 28.1 B • Arterial Level of Service: WB Dublin Blvd ' Arterial Flow Running , Signal Travel ` Dist Arterial Arterial Cross Street .Class - Speed Time ,,, Delay Time(s) (mi) Speed LOS Fallon Rd II 45 4.6 26.4 31.0 0.04 4.9 F Tassajara Rd II 45 97.1 34.6 131.7 1.21 33.2 B Hacienda Dr II 45 70.3 27.4 97.7 0.88 32.4 B Dougherty Road II 43 100.0 43.4 143.4 1.20 30.1 ' B Total II 272.0 131.8 403.8 3.33 29.7 B Arterial Level of Service: NB Tassajara Rd I-''_ Arterial . Floww Running Signal" Travel - Dist `Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed • LOS 1-580 WB Ramps II 35 25.1 8.4 33.5 0.20 21.6' • D . Dublin Blvd II 35 24.8 38.6 63.4 0.20 11.3 F Central Pkwy II 45 29.0 25.7 54.7 0.29 19,2 D Gleason Dr II 45 21.1 30.1' 51.2 0.19 13.6 E Silvera Ranch Dr II 45 97.6 5.1 102.7 1.22 42.8 A Fallon Rd II 45 31.7 28.2 59.9 0.33 19.8 D Project Driveway II 45 39.7 15.6 55.3 0.42 27.5 C Windemere Pkwy II 45 57.1 13.7 70.8 0.71 36.3 A Highland Rd II 45 152.0 4,1 156.1 1.90 43.8 A Total II 478.1 169.5 647.6 5.47 30.4 B Arterial Level of Service: SB Tassajara Rd IArterial , Flow Running ' Signal Travel Dist. Arterial Arterial Cross Street ` Class `. . Speed=i' iTime Delay Trine(s)' `.. (mi)' . Speed LOS Highland Rd II • 45 45.9 3.2 49.1 0.57 42.1 . A Windemere Pkwy II 45 152.0 15.5 167.5 1.90 40.8 'A Project Driveway II 45 57.1 5.6 62.7- 0.71 41.0 A Tassajara Rd II 45 39.7 26.9 66.6 0.42 22.9 C Silvera Ranch Dr II 45 31.7 2.5 34.2 0.33 34.7 B Gleason Dr II 45 97.6 29.3 126.9 1.22 34.6 B Central Pkwy II 45 21.1 26.3 47.4 0.19 14.7 E Dublin Blvd II 45 29.0 33.4 62.4 0.29 16.9 E 1-580 WB Ramps II 35 24.8 5.4 30.2 0.20 23.7 C 1-580 EB Ramps II 35 25.1 6.1 31.2 0.20 23.2 C Total II 524.0 154.2 678.2 6.05 32.1 B ' Moller Ranch TIA Synchro 7- Report KHA Page 1 • • • Arterial Level of Service Long-term Timing Plan:AM PEAK • Arterial Level of Service: EB Dublin Blvd Arterial Flow Running Signal Travel Dist Arterial Arterial . Cross Street . Class . Speed _ Time Delay Time(s) (mi) Speed 'LOS Dougherty Road II 35 20.7 48.4 69.1 0.17 8.6 F Hacienda Dr II 43 100.0 39.2 139.2 1.20 31.0 B Tassajara Rd II 45 70.3 52.2 122.5 0.88 25.8 C Fallon Rd • II 45 97.1 24.7 121.8 1.21 35.9 A Total II 288.1 164.5 452.6 3.46 27.5 C Arterial Level of Service: WB Dublin Blvd I - Arterial Flow Running Signal Travel: "Dist Arterial Arterial Cross Street = Class Speed Time Delay Time(s) (mi) Speed LOS Fallon Rd II 45 12.4 20.3 32.7 0.11 12.5 F Tassajara Rd II 45 97.1 40.9 138:0 1.21 31.6 B Hacienda Dr II 45 70.3 26.4 96.7 0.88 32.7 B Dougherty Road II 43 100.0 42.6 142.6 1.20 30.2 B Total II 279.8 130.2 410.0 3.40 29.9 B Arterial Level of Service: NB Tassajara Rd Arterial _ Flow . Running „ Signal ' Travel Dist Arterial Arterial Cross Street Class_ Speed Time Delay Time(s) (mi) Speed LOS 1-580-WB Ramps II 35 25.1 10.2 35.3 0.20 20.5 D Dublin Blvd II 35 24.8 24.4 49.2 0.20 14.5 E Central Pkwy II 45 29.0 35.9 64.9 0.29 16.2 E Gleason Dr II 45 21.1 26.2 47.3 0.19 14.7 E Silvera Ranch Dr II 45 97.6 11.1 108.7 1.22 40.4 A Fallon Rd 11 45 31.7 23.6 55.3 0.33 21.5 D Windemere Pkwy II 45 90.9 17.0 107.9 1.14 37.9 A Highland Rd II 45 152.0 24.8 176.8 1.90 38.7 A Total II 472.2 173.2 645.4 5.47 30.5 B Arterial Level of Service: SB Tassajara Rd l = i Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street - Class _ -Speed Time Delay Time(s) (mi) Speed LOS Highland Rd II ' 45 45.9 21.6 , 67.5 0.57 30.6 B Windemere Pkwy II 45 152.0 20.7 172.7 1.90 39.6 A Tassajara Rd II 45 90.9 0.7 - 91.6 1.14 44.7 A II 45 31.7 10.1 41.8 0.33 28.4 B Gleason Dr II 45 97.6 38.4 136.0 1.22 313 ' B Central Pkwy II 45 21.1 67.7 88.8 0.19 7.8 F . Dublin Blvd II 45 29.0 38.3 67.3 0.29 15.6 E 1-580 WB Ramps • II 35 24.8 15.8 40.6 0.20 17.6 D 1-580 EB Ramps II 35 25.1 88.2 113.3 0.20 6.4 F Total II 518.1 301.5 819.6 6.05 26.6 C Moller Ranch TIA Synchro 7- Report KHA Page 1 Arterial Level of Service Long-term Timing Plan: PM PEAK Arterial Level of Service: EB Dublin Blvd Arterial Flow Running Signal Travel Dist Arterial i Arterial Cross Street Class Speed Time Delay Time(s) i (mi) Speed LOS Dougherty Road II 35 20.7 255.1 275.8 0.17 2.2 F Hacienda Dr II 43 100.0 203.6 303.6 1.20 14.2 E Tassajara Rd II 45 70.3 155.4 225.7 0.88 ' 14.0 E Fallon Rd II 45 97.1 22.9 120.0 1.21 36.4 A Total II 288.1 637.0 925.1 3.46 13.4 E Arterial Level of Service: WB Dublin Blvd I Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Timei Delay Time(s)+- (mi) Speed LOS • Fallon Rd II 45 11.7 18.7 30.4 0.11 12.8 F Tassajara Rd II 45 97.1 42.6 139.7 1.21 31.3 B Hacienda Dr II 45 70.3 36.1 106.4 0.88 29.8 B Dougherty Road II 43 100.0 124.2 224.2 1.20 19.2 D Total II 279.1 221.6 500.7 3.40 24.4 C Arterial Level of Service: NB Tassajara Rd Arterial Flow Running ` Signal Travel - : Dist Arterial Arterial Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS 1-580 WB Ramps II 35 25.1 18.4 43.5 0.20 16.6 E Dublin Blvd II 35 24.8 34.3 59.1 0.20 12.1 F Central Pkwy II 45 29.0 60.7 89.7 0.29 11.7 F Gleason Dr . II 45 21.1 58.1 79.2 0.19 8.8 F Silvera Ranch Dr H 45 97.6 9.5 107.1 1.22 41.0 A Fallon Rd II 45 31.7 17.0 48.7 0.33 24.4 C Windemere Pkwy II 45 90.9 136.3 227.2 1.14 18.0 D Highland Rd II 45 152.0 11.8 163.8 1.90 41.8 A Total II 472.2 346.1 818.3 5.47 24.1 C Arterial Level of Service: SB Tassajara Rd r , Arterial -, 'Flow; Running Signal . Travel Dist .. . Arterial Arterial Cross Street " Class ' Speed Time Delay Time(s) . (mi) - Speed - 'LOS Highland Rd II 45 45.9 4.2 50.1 0.57 41.3 A Windemere Pkwy II 45 152.0 15.6 167.6 1.90 40.8 A Tassajara Rd II 45 90.9 4.1 95.0 1.14 43.1 A II 45 . 31.7 8.1 393 0.33 29.8 B Gleason Dr II 45 97.6 26.5 124.1 1.22 35.4 A Central Pkwy II 45 21.1 30.4 51.5 0.19 13.5 E Dublin Blvd II 45 29.0 42.0 71.0 0.29 14.8 E 1-580 WB Ramps II 35 24.8 16.9 41.7 0.20 17.1 D 1-580 EB Ramps II 35 25.1 22.6 47.7 0.20 15.2 E Total II 518.1 170.4 688.5 6.05 31.6 B • Moller Ranch TIA Synchro 7- Report KHA Page 1 Arterial Level of Service Long-term+Project • Timing Plan:AM PEAK Arterial Level of Service: EB Dublin Blvd Arterial Flow 'Running'; Signal Travel .. Dist Arterial Arterial Cross Street Class - Speed _Time'- Delay Time(s) (mi) Speed . LOS Dougherty Road II 35 20.7 48.6 69.3 0.17 8.6 F Hacienda Dr II 43 100.0 39.3 139.3 1.20 30.9 B Tassajara Rd II 45 70.3 52.5 122.8 0.88 25.8 C Fallon Rd II 45 97.1 25.3 122.4 1.21 35.7 A Total II 288.1 165.7 453.8 • 3.46 27.4 C Arterial Level of Service: WB Dublin Blvd Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class_ Speed Time Delay Time(s) ' (mi) Speed LOS Fallon Rd II 45 12.4 22.7 35.1 0.11 11.7 F Tassajara Rd II 45 97.1 41.5 138.6 1.21 31.5 B Hacienda Dr II 45 703 26.7 97.0 0.88 32.6 B Dougherty Road II 43 100.0 42.9 142.9 1.20 30.2 B Total II 279.8 133.8 413.6 3.40 29.6 B Arterial Level of Service: NB Tassajara Rd Cr Arterial Flow Running Signal Travel Dist Arterial Arterial ross Street Class _ Speed _ Time Delay Time(s) - (m) Speed LOS 1-580 WB Ramps II 35 25,1 10.3 35.4 0.20 20.4 D Dublin Blvd II 35 24.8 24.5 49.3 0.20 14.5 E Central Pkwy II 45 29.0 37.7 66.7 0.29 15.8 E Gleason Dr II 45 21.1 26.9 48.0 0.19 14.5 E Silvera Ranch Dr II 45 97.6 10.8 108.4 1.22 40.5 A Fallon Rd II 45 31.7 26.1 57.8 0.33 20.5 D Project Driveway II 45 39.7 7.2 46.9 0.42 32.4 B Windemere Pkwy II 45 57.1 17.6 74.7 0.71 34.4 B Highland Rd II 45 152.0 25.5 177.5 1.90 38.5 A Total II 478.1 186.6 664.7 5.47 29.6 B Arterial Level of Service: SB Tassajara Rd C' ` Arterial : ."r Flow ' Running Signal Travel '' Dist Arterial Arterial. Cross Street _ Class Speed Time Delay Time(s) (mi) . Speed ' LOS Highland Rd II 45 45.9 21.4 67.3 0.57 30.7 B Windemere Pkwy II 45 152.0 20.8 172.8 1.90 39.6 A Project Driveway II 45 57.1 5.3 62.4 0.71 41,2 A Tassajara Rd II 45 39.7 0.8 • 40.5 0.42 37.6 A I I '• 45 31.7 10.1 41.8 0.33 28.4 B Gleason Dr II 45 97.6 50.8 148.4 1.22 29.6 B Central Pkwy . II 45 21.1 '102.0 123.1 0.19 5.7 F Dublin Blvd II • 45 29.0 39.1 68.1 0.29 15.5 E 1-580 WB Ramps II 35 24.8 17.1 41,9 0.20 17.1 D 1-580 EB Ramps II 35 25.1 93.5 118.6 0.20 6.1 F . Total II 524.0 360.9 884.9 6.05 24.6 C Moller Ranch TIA Synchro 7- Report KHA Page 1 • Arterial Level of Service Long-term+Project Timing Plan: PM PEAK Arterial Level of Service: EB Dublin Blvd I Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed " Time Delay Time(s) (mi) Speed LOS Dougherty Road II 35 20.7 260.8 281.5 0.17 2.1 F Hacienda Dr II 43 100.0 213.1 313.1 1.20 13.8 E Tassajara Rd II 45 70.3 160.7 231.0 0.88 13.7 E Fallon Rd II 45 97.1 23.0 120.1 1.21 36.4 A Total II • 288.1 657.6 945.7 3.46 13.2 E Arterial Level of Service: WB Dublin Blvd I Arterial Flow Running Signal Travel - Dist Arterial Arterial Cross Street ClaSs 77 '"Speed Time Delay Time(s) ' (mi) ' Speed LOS Fallon Rd II 45 11.7 19.4 31.1 . 0.11 12.5 F Tassajara Rd II 45 97.1 42.9 140.0 1.21 31.2 B Hacienda Dr II 45 70.3 36.3 106.6 0.88 29.7 B Dougherty Road II 43 100.0 126.7 226.7 1.20 19.0 D Total II 279.1 225.3 504.4 3.40 24.2 C Arterial Level of Service: NB Tassajara Rd I Arterial Flow Running 7. Signal Travel w 9 Dist Arterial Arterial • Cross Street Class Speed Time Delay Time(s) (mi) Speed LOS 1-580 WB Ramps II 35 25.1 19.2 44.3 0.20 16.3 E Dublin Blvd II 35 24.8 34.9 59.7 0.20 12.0 F Central Pkwy II 45 29.0 97.2 126.2 0.29 8.3 F Gleason Dr II 45 21.1 97.3 118.4 0.19 5.9 F Silvera Ranch Dr II . 45 97.6 10.4 108.0 1.22 40.7 A Fallon Rd II 45 31.7 19.9 51.6 0.33 23.0 C Project Driveway 11 45 39.7 9.2 48.9 0.42 31.1 B Windemere Pkwy II 45 57.1 141.4 198.5 0.71 12.9 F Highland Rd II 45 152.0 12.2 164.2 1.90 41.7 A Total II 478.1 441.7 919.8 ' 5.47 21.4 D • Arterial Level of Service: SB Tassajara Rd - -_r_ - °" Arterial - Flow Running Signal. Travel-. - ..Dist - Arterial Arterial Cross Street Class . Speed Time ' Delay Time(s) (mi) Speed LOS Highland Rd II 45 45.9 4.3 50.2 0.57 41.2 A Windemere Pkwy II 45 152.0 15.9 167.9 1.90 40.7 A Project Driveway II 45 57.1 5.3 62.4 0.71 41.2 A Tassajara Rd 11 45 39.7 4.1 43.8 0.42 34.7 B II 45 31.7 8.3 40.0 0.33 29.7 B Gleason Dr II 45 97.6 28.1 125.7 1.22 34.9 ' B • Central Pkwy II 45 21.1 31.8 52.9 0.19 13.2 E Dublin Blvd II 45 29.0 42.3 71.3 0.29 14.8 E I-580 WB Ramps II 35 24.8 17.2 42.0 0.20 17.0 D 1-580 EB Ramps II 35 25.1 22.8 47.9 0.20 15.1 E Total II 524.0 180.1 704.1 . 6.05 30.9 B Moller Ranch TIA Synchro 7- Report KHA Page 1 • • ALAMEDA CTC FREEWAY SEGMENT ANALYSIS • DublinMoll erRanch09AppendixHeaders doc 10 September 2012 . BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kim ley-Hom and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To 1-680-Dougherty/Hopyard . Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 4318 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET- 1)+PRIER-1)I 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 4 f Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS v = (V or DDHV)/(PHF x N x fHv • x fp) 1203 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In x fp) S 650 mph S mph D= vp/S 18.5 pc/mi/In D = v /S • pc/mi/In LOS C Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS-Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright O 2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:27 AM tile://C:\Users\ben.huie\AppData\Local\Temp\f2k496E.tmp 8/27/2012 DALffCTIOEELADIn DODMEET Care L[oI L BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) r Des.(N) E Planning Data Row Inputs Volume, V 7901 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi . Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1 10+PT(ET-1)*PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv 1761 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In S 6a2 mph P S mph D = v /S 27.9 pc/mi/In ID = v /S pc/mi/In LOS • D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 few- Exhibit 11-8 ✓ - Hourly volume ID - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 . LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 10:34 AM Ii le://C:\Users\ben.huie\A ppData\Local\Temp\f`3k4C EDtmp C!2 C12= • DADLCULDEEE AD® DEDL:LIEET Cafe ERA'L BASIC FREEWAY SEGMENTS WORKSHEET General Information 'Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction • Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch . F Oper.(LOS) P Des.(N) P Planning Data Flow Inputs • Volume, V 5414 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, P7 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fey= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 7 fLc mph Total Ramp Density, TRD • ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF xNxfHv 862 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) xf ) pc/h/In S 65.0 mph P S mph D = v /S 13.3 pc/mi/In D = v /S pc/mi/In LOS B Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10,11-12 few,- Exhibit 11-8 ✓ - Hourly volume D - Density ET-Exhibits 11-10, 11-11, 11-13 fLc -Exhibit 11-9 vP - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS- Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright®2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 8/27/2012 10:35 AM file://C:AUsers\ben.hu ieAAppData\Local\Temp\f2k4 LLCltmp C12 C12 LLP BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET • General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda • Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) F Des.(N) 17 Planning Data Flow Inputs Volume, V 8338 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length ml Up/Down % Calculate Flow Adjustments fp 1.00 ER . 1.2 E�1 1.5 1H V= v11+PTCET- 11+PRIER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft 1 Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD •ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS . vp= (V or DDHV)/(PHF x N x fHv 1858 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In S 62.0 mph p S mph D = vp/ S 30.0 pc/mi/In D = v / S pc/mi/In LOS D Required Number of Lanes, N . Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LO ed Level of service BFFS - Base free-flow LOS, S, FFS, vp- Exhibits 11-2, • p DDHV- Directional design hour volume 11-3 Copyright 02010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated'. 8/27/2012 10.38 AM Li le://C:AU secs\ben.hu ieAAppData\Local\Temp\I2kDEFA.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of 1 • BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7123112 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs • Volume, V 4242 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade Ye Length mi Up/Down % • Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 11(1+PT(ET-1)+PR(ER-1)10.976 • Speed Inputs Cale Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft {LW mph Number of Lanes, N 6 {Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x fHV Design LOS 788 pc/h/In v = (V or DDHV)/(PHF x N x fHv x f ) x f ) pc/h/In• S 65.0 mph S mph D = vp/S 12.1 pc/mi/In D = vp/S pc/mi/In LOS 8 Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10,11-12 fuW- Exhibit'11-8 V - Hourly volume D - Density ET-Exhibits 11-10, 11-11, 11-13 fLc -Exhibit 11-9 vP - Flow rate. FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 'Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 1038 AM • tile://C:A Users\ben.huieAAppData\Local\Temp\f2kiw/Dtmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimfey-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Hacienda- Tassajara • Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) i Des.(N) f- Planning Data Flow Inputs Volume, V 8955 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of MDT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET- 1)+PR(ER-1)10.976 Speed Inputs Cale Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) . Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fHv 1995 pc/h/In vp= (V or DDHV)/(PHF x N x x f ) fHV p c/h/In x f ) S 60.0 mph S mph D = vp/S 33.3 pc/mi/In D = vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 kW- Exhibit 11-8 • V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc- Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD - Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:39 AM file://C:A Users\ben.huieAAppData\Local\Temp\f2k1 EDtmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of 1 • BASIC FREEWAY SEGMENTS WORKSHEET . General Information 1Site Information Analyst s -Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Tassajara- Felon • Date Performed 7/23/12 Jurisdiction . • Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) C Des.(N) C Planning Data Flow Inputs . Volume, V 4596 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of MDT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level . DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments . • fp 1.00 ER 1.2 ET 1.5 fHV= vry+PT(ET-1)+PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ' ft kw mph Number of Lanes, N 5 f�c • mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FF.S (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv 1024 pc/h/In v = (V or DDHV)/(PHF x N x fHv x fp) x f ) pc/h/In • S 65.0 mph p S mph D = v /S 15.8 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location . N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved • HCS 2010TM Version 6.1 Generated: 8/27/2012 10:39 AM file://C:AUsers\ben.huieAAppData\Local\Temp\f2k819E.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Tassjara-Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch . F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 9374 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % • Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 1111+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft I Rt-Side Lat. Clearance ft - mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) vp= (V or DDHV) / (PHF x N x fHV Design LOS X f ) 2611 pc/h/In vp= (V or DDHV)/(PHF x N x/Ely p c/h/In P x fP) • S 442 mph D vP/ S 59.1 pc/mi/In S mph = D = v / S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLe - Exhibit 11-9 vP - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed • LOS, S, FFS, vP - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010Tm Version 6.1 Generated: 8/27/2012 10:40 AM • • 11Ie://C:AUsers\ben.huieAAppData\Local\Temp\f2kB9L1tmp 8/27/2012 . BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Fallon -Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs . Volume, V 4324 veh/h . Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D • General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 11(1+PT(ET-1)+PR(ER- 1)1 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 5 kc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS • LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x fp) 963 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X fp) S 650 mph S mph D = vp/S 14.8 pc/mi/In • D = vp/ S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 kW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fix - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 02010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:41 AM file://C:A Users\ben.huieAAppData\Local\Temp\(2kAD8E.tmp 8/27/2012 BASIC FREEWAY WORKSHEET - Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information • !Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Fallon-Airway Date Performed • 7/23/12 • Jurisdiction Analysis Time Period AM Peak Analysis Year Existing Project Description Moller Ranch • F Oper.(LOS) r Des.(N) F Planning Data Flow Inputs Volume, V • 9589 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fH V= 1/[1+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) • Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv 2137 pc/h/In vp= (V or DDHV)/ (PHF x N x fHV x f p) x fp) p c/h/In S 57.3 mph S mph D = v /S 37.3 pc/mi/In D = vp/S pc/mi/In LOS E Required Number of Lanes,,N Glossary Factor Location N - Number of lanes S -Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 . V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 f_c - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, 5, FFS, v. - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 0 2010 University of Florida,At Rights Reserved HCS 20101M Version 6.1 Generated: 8/27/2012 10:41 AM file://C:AUsers\ben.huieAAppData\Local\Temp\12k 17B6.tmp 8/27/2012 • BASIC FREEWAY WORKSHEET Page l of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To 1-680-Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction • - Analysis Time Period PM Peak Analysis Year Existing • Project Description F Oper.(LOS) E Des.(N) F Planning Data Flow Inputs Volume, V 8290 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1 g1+PT(ET- 1)*PR(ER-1)]a 976 Speed Inputs Calc Speed Adj and FFS . Lane Width ft Rt-Side Lat. Clearance ft f�W • mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) . 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x fp) 2309 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In X fp) S 53.3 mph S mph D = vp/S 43.3 pc/mi/In D = vp/S LOS E pc/mi/In Required Number of Lanes, N Glossary Factor Location • N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 . fuN- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate • FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 . Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:42 AM 11 le://C:A Users\ben.huieAAppData\Local\Temp\I2k EGA 7.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information Analyst Kim ley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch r Oper.(LOS) F Des.(N) F Planning Data Flow Inputs - Volume, V 4663 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR • 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/f1+PT(ET- 1)+PR(ER-1)]0.976 • Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) • Operational (LOS) Desiqn (N) Design LOS vp= (V or DDHV)/(PHF x N x fHV • x fP) 1039 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X fp) S 65.0 mph S mph • D = vp/S 16.0 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p • speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright O 2010 University of Florida,All Rights Reserved ICS 2010TH Version 6.1 Generated: 8/27/2012 10:43 AM file://C:AUsers\ben.huieAAppData\Local\Temp\f2k732D.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information nalyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates •gency or Company From To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction • nalysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) F Des.(N) r- Planning Data Flow Inputs • olume, V 9960 veh/h Peak-Hour Factor, PHF a92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph • Number of Lanes, N 7 . fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 6a0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS . •vp= (V or DDHV)/(PHF x N x fHv 1585 pc/h/In v = (V or DDHV)/(PHF x N x f x fp) x f ) Hv pc/h/In S 64.5 mph p S mph D = vp/S 24.6 pc/mi/In D = v I S pc/rain LOS C Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 ' fLW- Exhibit 11-8 - Hourly volume D - Density ET-Exhibits 11-10, 11-11, 11-13 fuc - Exhibit 11-9 vp •- Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, ' DDHV: Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6,1 Generated: 6127/2012 10:43 AM tile://C:A Users\ben.huieAAppData\Local\Temp\f2k3C8.tmp 8/27/2012 • BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel'1-580 Westbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) i— Des.(N) T Planning Data Flow Inputs Volume, V 4917 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade °/o Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt Side Lat. Clearance ft { W mph Number of Lanes, N 5 { c mph • Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 650 mph FFS 65.0 mph Base free-flow Speed, mph • BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design iLOS vP= (V or DDHV)/(PHF x N x fHv 1096 pc/h/In v = (V or DDHV)/(PHF x N x fHv x f ) x f ) pc/h/In S 650 mph S mph D = vP/ S 16.9 pc/mi/In D = vP/ S pc/mi/In LOS 8 Required Number of Lanes, N Glossary • Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV—Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 8/27/2012 10:44 AM file://C:AUsers\ben.huieAAppData\Local\Temp\f2k870B.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I • BASIC FREEWAY SEGMENTS WORKSHEET • General Information iSite Information nalyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates gency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction nalysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 9073 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET - 1.5 f HV= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 6 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x fHv Design LOS X fP) 1685 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x f ) pc/h/In S 63.8 mph mph D = vP/S 26.4 pc/mi/In D = vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S• - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS- Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 8/27/2012 10:44 AM file:NC:A Users\ben.huieAAppData\Local\Temp\t2kFA28.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company i From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) F' Des.(N) F Planning Data Flow Inputs . Volume, V 4257 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of MDT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 11p+PT(E7-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph • Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) v (V or DDHV)/(PHF x N x fHV P Design LOS xfI) 949 pc/h/In vp= (Vor DDHV)/(PHF xNxfHv v pc/h/In x fp) S 65.0 mph S mph D = vP/ S 146 • pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 frc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 , Generated: 8/27/2012 10:45 AM file://C:AUsers\ben.lmieAAppData\Local\Temp\f2k7A0Limp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Associ-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Tassajara -Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing • Project Description Moller Ranch l+ Oper.(LOS) F Des.(N) r— Planning Data Flow Inputs Volume, V 8228 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER _ 1,2 ET 1.5 fHV= v[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (Vor DDHV)/(PHF xNxfHv x f2) 1833 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In X fP) S 62.3 mph S mph D =vP/S 29.4 pc/mi/In D = vP/S . pc/mi/In LOS D Required Number of Lanes, N Glossary _ Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW-Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate • FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, • DDHV- Directional design hour volume 11-3 Copyright 02010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 10:45 AM file://C:A Users\ben.huieAAppData\Local\Temp\f2kDBBO.tmp 8/27/2012 • BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimfey-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To • Tassjara- Fallon Date Performed 7/23/12 Jurisdiction • Analysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) ; Des.(N) fl Planning Data Flow Inputs Volume, V 4223 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= i/ti+PT(ET- 1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 4 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS • vp- (V or DDHV)/ (PHF x N x fHV 1176 pc/h/In v = (V or DDHV)/ (PHF x N x fHv X f ) xf ) pc /h/In S 65.0 mph p mph D = Vp/S 18.1 pc/mi/In • D = v /S pc/mi/In LOS C Required Number of Lanes, N Glossary Factor Location . N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 f c - Exhibit 11-9 v Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow • speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 10:46 AM file://C:AUsers\ben.huie\AppDataALocal\Temp\f2k4CC9.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company. • From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch F Oper.(LOS) (LL Des.(N) F Planning Data Flow Inputs Volume, V 8073 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/i1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f�W mph Number of Lanes, N 5 flc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS • LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS v = (V or DDHV)/(PHF xNxfHV x fp) 1799 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In • x fp) S • 62.7 mph S mph D = vp l S 28.7 pc/mi/In D = v /S pc/mi/In • LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 1.1-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:46 AM tile://C:\Users\ben.huie\AppData\LocaATemp\f2kBDG7.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I • • • BASIC FREEWAY SEGMENTS WORKSHEET • • General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing Project Description Moller Ranch P Oper.(LOS) F Des.(N) r Planning Data Flow Inputs Volume, V 4193 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi I Up/Down Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 1/)1+PT(ET-1)4 PR(ER-1)]0.976 Speed Inputs Cale Speed Adj and FFS ' Lane Width ft Rt-Side Lat. Clearance ft f w mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, BFFS mph • LOS and Performance Measures Design (N) ' Design (N) Operational (LOS) vp= (V or DDHV)/(PHF x N x fHV Design LOS x fP) 934 pc/h/In vp= (V or DDHV)/ (PHF x N x fHV pc/h/In X fP) S 65.0 mph • S mph D = v /S 14.4 pc/mi/In D = vp/ S pc/mi/In LOS B Required Number of Lanes, N . Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fTC - Exhibit 11-9 ✓ - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, VP- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:47 AM file://C:A Users\ben.huieAAppData\Local\TempAl2k 168D.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To • 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing +Project Project Description • F Oper.(LOS) F Des.(N) - F Planning Data Flow Inputs Volume, V 4335 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 • Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS v = (V or DDHV)/(PHF x N x fHv 1207 pc/h/In VP= (V or DDHV)/(PHF x N x fHV x f pc/h/In P) x fp) p S 65.0 mph S mph D = vP!S 18.6 pc/milln D =vP/ S pc/mi/In LOS C Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 frc - Exhibit 11-9 vP - Flow rate FFS Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, • DDHV- Directional design hour volume 1 1-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 10:49 AM file://C.:\Users\ben.huie\AppData\Local\Temp\f2k2CE6.tmp 8127)2012 BASIC FREEWAY WORKSHEET Page 1 of I • BASIC FREEWAY SEGMENTS WORKSHEET • General Information 1Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard - Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) r Des.(N) F Planning Data Flow Inputs Volume, V 7952 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade. % Length mi . Up/Down Calculate Flow Adjustments fP 1.00 ER 1.2 Er:, 1.5 fay= 1/11+PTIET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fi_w mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS . LOS and Performance Measures Design (N) Operational (LOS) Design (N) L (V or DDHV)/(PHF x N x fHV Design LOS • vp 1772 pc/h/In v = (V or DDHV)/(PHF x N x fFly xf ) xf ) pc/h/In S 63.0 mph S mph D = vp/S 28.1 pc/mi/In LOS D D = vP/S pc/mi/In Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V '- Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 ft.c - Exhibit 11-9 vP - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:49 AM file.://C:A Users\ben.huieAAppData\Local\Temp\f2k8BFB.tmp 8/27/2012 • BASIC FREEWAY WORKSHEET Page 1 of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing+Project Project Description Moller Ranch F Oper.(LOS) I— Des.(N) F Planning Data Flow Inputs Volume, V 5431 .veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments > fp 1.00 ER 1.2 ET 1.5 fHV= 1/i1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 7 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv pc/h/In vp= (V or DDHV)/(PHF x N x fHV x f 864 pc/h/In p) x fp) p S 65.0 mph S mph D = vplS 13.3 pc/milln D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary ' Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 . Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:50 AM file://C:\Users\ben.hu ie\AppData\Local\Temp\f2kE476.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information . Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing +Project Project Description Moller Ranch 17 Oper.(LOS) P Des.(N) . f- Planning Data Flow Inputs Volume, V 8389 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET; 1.5 fHV= 1/11+NT(ET-1)+PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft ,fLW mph Number of Lanes, N 5 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS), (N) ) Design LOS vp= (V or DDHV)/ (PHF x N x fHv x fP) 1869 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x fp) pc/h/I n S 61.9 mph S mph D = v /S 30.2 pc/mi/In D =vP/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S • - Speed ER - Exhibits 11-10, 11-12 fi_W- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 Ec - Exhibit 11-9 • vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 " • LOS - Level of service BFFS - Base free-flow LOS, S, FFS, v - Exhibits 11-2, speed P DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20701M Version 6.1 Generated: 8/27/2012 10:50 AM file://C:A Users\ben.huieAAppData\Local\Temp\f2k471 F.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information • Analyst. Associ-Horn and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing+Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) I— Planning Data Flow Inputs Volume, V 4259 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 fHV= 141+PT(ET-1)+PR(ER- 1)]0.976 . Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f W mph Number of Lanes, N 6 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 650 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHV X f ) 791 pc/h/In vp= (V or DDHV)/(PHF x N x fHV p c/h/In P x fP) . S 65.0 mph D =vP/S 12.2 pc/mi/In S mph D = vP/ S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLC- Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS -Base free-flow P speed LOS, S, FFS, vP- Exhibits 11-2, DDHV- Directional design hour volume 11-3 'Copyright©2010 University of Florida,All Rights Reserved - HCS 2010TM Version 6.1 Generated: 8/27/2012 10;51 AM tile://C:\Users\ben.huie\AppData\Local\Temp\f2kBCLE.tmp 8/27/2012 BASIC FREEWAY WORKSHEET • Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information - Site Information . Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 • Jurisdiction Analysis Time Period AM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 9006 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments • fp 1.00 ER 1.2 ET 1.5 fH V= 1/11+PT(ET-1)+PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fLc mph • Total Ramp Density, TRD , ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv fp) 2007 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x X fp) pc/h/In S 59.8 mph • S mph • D = v / S 33.6 pc/mi/In D = vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location . N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 few- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 • vp -Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional.design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:51 AM • file://C:A Users\ben.huie\AppData\Local\Temp\I2k4AE6.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To Tassajara-Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing+Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) r Planning Data Flow Inputs Volume, V 4296 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 5 kc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph • FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) . Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv X fp) 957 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X fp) S - 65.0 mph S mph D = vp/S 14.7 pc/mi/In . D = vp/S pc/mi/In LOS 8 Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 kW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fi_c - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 • TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 • Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 10:52 AM file://C:AUsers\ben.huieAAppData\Local\TempAf2kECLQ.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information 'Site Information •nalyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates •gency or Company From/To Tassjara-Fallon Date Performed 7/23/12 Jurisdiction •nalysis Time Period AM Peak Analysis Year Existing+Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 10271 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 ' Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 E. 1.5 fHV= 14.1+PT(ET-1)+PR(ER- 1)]a 976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft foW mph Number of Lanes, N 4 fLC mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Desiqn (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv x f ) 2861 pc/h/In vp= (V or DDHV)/(PHF x N x fHv P x fp) pc/h/In S 34.7 mph S mph D = v / S 82.4 pc/mi/In D = vp/S . pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright®2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:52 AM • file://C:\Users\ben.huie\AppData\Local\Temp\f2k6568.1mp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Fallon -Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing+Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 4358 veh/h Peak-Hour Factor, PHF 0.92 MDT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0• Peak-Hr Direction Prop, D General Terrain: Level . DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 f Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv fp) 971 pc/h/In vp= (V or DDHV)/ (PHF x N x fHv x X fp) pc/h/In S 650 mph D = v /S 14.9 pc/mi/In S mph D = v /S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S' - Speed ER - Exhibits 11-10, 11-12 ftr,1-Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 ft_c - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS Level of service BFFS -Base free-flow LOS, S, FFS, v - Exhibits 11-2, speed DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 10:53 AM li le://C:AUsers\ben.hu ie\AppData\Local\Tenmp\f2kBCF❑tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET • General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Existing+Project Project Description Moller Ranch F Oper.(LOS) f Des.(N) F Planning Data Flow Inputs • Volume, V 9601 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 • Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % , Calculate Flow Adjustments fp 1.00 ER 1.2 ET' 1.5 fH V= 1/f 1+PT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fi.w mph • Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv 2139 pc/h/In v = (V or DDHV)/(PHF x N x fHv X fp) x f ) pc/h/In S 57.3 mph p . S • mph D = vp/S 37.4 pc/mi/In D = vp/ S- pc/mi/In LOS • E Required Number of Lanes, N Glossary Factor Location . N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 'Copyright*2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 6/27/2012 10:53 AM • file://C:A Users\ben.hu ieAAppDataALocal\TempAI2k27 L0.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite.Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing+Project Project Description . F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs . Volume, V 8348 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET- 1)+PRIER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft • Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures • Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x f ) 2325 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P X fp) S 52.9 mph S mph • D = vp/S 44.0 pc/mi/In D =vp/S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLC -Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P . speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright®2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:07 AM file://C:\Users\ben.huie\AppData\Local\Temp\f2kEI3OB.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET • General Information iSite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 4697 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET, 1.5 fHV= 11(1+PT(ET- 1)*PR(ER. 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHV x f ) 1047 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In X f ) S 65.0 mph mph D = vp/S 16.1 pc/mi/In D = vp/ S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS- Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright®2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:08 AM file://C:\Users\ben.hu ie\AppData\Local\Temp\f2 k8 C7B.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information • Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction. . Analysis Time Period PM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) • F Planning Data Flow Inputs Volume, V 10018 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi • Up/Down % Calculate Flow Adjustments • fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER- 1)]0.976 • Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 7 fLC mph - Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x fp) 1594 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In X fp) S 64.5 mph 5 mph • D =vp/S 247 pc/mi/In D =vp/S pc/mi/In • LOS ' C Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW-Exhibit 11-8 • V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc- Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:08 AM tile://C:A Users\ben.huieAAppData\Local\Temp\f2kFD72.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 9131 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Wdth ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS • . LOS and Performance'Measures Design (N) Design (N) Operational (LOS) Design LOS VP= (V or DDHV)/(PHF x N x fHV - x f ) 2035 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In P x fp) p S 59.3 mph S mph D = vp/S 34.3 pc/mi/In D = vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET,- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP -Flow rate FFS-Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:09 AM fi le://C:AUsers\ben.huie\AppData\Local\Temp\f2k6AB5.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information 'Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Hacienda-.Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing+Project Project Description Moller Ranch F Oper.(LOS) r Des.(N) F Planning Data Flow Inputs Volume, V 9131 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1tit+PT(ET-1)+PR(ER- 1))0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft . Rt-Side Lat. Clearance ft f W mph Number of Lanes, N 6 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS . vp= (V or DDHV)/(PHF x N x fHv 1696 pc/h/In vp= (V or DDHV)/(PHF x N x fHV x f pc/h-/In P) x fp) p S 63.8 mph S mph D = v /S 26.6 pc/mi/In D = vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location • N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 kW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved ICS 2010TH Version 6.1 Generated: 8/27/2012 11:09 AM • file://C:AUsers\ben.huieAAppData\Local\Temp\12kDF1 A.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information •nalyst Associ-Horn and Highway/Direction of Travel 1-580 Westbound Associates •gency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction •nalysis Time Period PM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs • Volume, V 4291 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments • fp 1.00 ER 1.2 ET' 1.5 fay= 1/[i+PT(ET- 1)+PR(ER-1)I 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Let. Clearance ft fi,w mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/ (PHF x N x fHv x fp) 956 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In X fp) S 65.0 mph S mph D = vp/S 147 pc/mi/In D = vp/ S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S -Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright e 2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:10 AM • file://C:A Users\ben.huie AAppDataALocal\TempAf2k5CA2.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Tassajara-Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing+Project Project Description Moller Ranch Oper.(LOS) 1— Des.(N) L Planning Data Flow Inputs Volume, V 8228 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1 (1+PT(ET 1)*PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f�W mph Number of Lanes, N 5 kc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHV 1833 pc/h/In vp= (V or DDHV)/(PHF x N x fHV x f ) pc/h/In X f ) S 62.3 mph mph D= v /S 29.4 pc/mi/In D =vp/S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET-Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v -Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright O 2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:10 AM • file://C:AUsers\ben.huieAAppData\Local\TempAl2kB55C.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAYSEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Tassjara -Fallon Date Performed 7/23/12 Jurisdiction ' Analysis Time Period PM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) P Des.(N) I— Planning Data • Flow Inputs Volume, V 4223 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET, 1.5 fHV= 1/Ii+PT(ET- 1)+PRIER- 1))0.976 • Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f w mph Number of Lanes, N 4 f mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) • Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF )0N x fHv 1176 pc/h/In v = (V or DDHV)/(PHF x N x fHv X fp.) x f ) pc/h/In S 65.0 mph S mph D = vp/S 18.1 pc/mi/In D = vp/S pc/mi/In LOS C Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed • ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp -Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11=11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright o 2010 University of Florida.All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:11 AM file://C:AUsers\ben.huicAAppData\Local\TempAf2k1 1 DC.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and • Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 8096 veh/h Peak-Hour Factor, PHF a92 • AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHv= 1/11+PT(ET- 1)+PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fUN mph Number of Lanes, N 5 fic mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x fp) 1804 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In x fp) S 62.7 mph mph D = vp/S 288 pc/mi/In D =v / S pc/mi/In LOS • D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 ftc - Exhibit 11-9 v -Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright c 2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:11 AM f5 le://C:A Users\ben.huieAAppData\Local\Temp\f?k79I 7.tmp 8/27/2012 BASIC FREEWAY WORKSHEET • Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Existing +Project Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data • Flow Inputs Volume, V 4232 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET. 1.5 fHV= 1q1+aT(ET-1)+PR(EB- 1)]a976 Speed Inputs Calc Speed Adj and FFS Lane Width ft ft-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x fHV Design LOS x f ) 943 pc/h/In vp= (V or DDHV)/(PHF x N x fHV p pc/h/In X f ) S 65.0 mph S mph D = v /S 14.5 pc/mi/In D = vp/ S pc/mi/In LOS 8 Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 • V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLC - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 • LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 0 2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:11 AM • tile://C:AUsers\ben.huieAAppData\Local\Temp\f2kDLBE.tmp 8/27/2012 . BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Eastbound Associates • Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description F Oper.(LOS) f— Des.(N) F Planning Data Flow Inputs Volume, V 4524 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER- 1))0.976 Speed Inputs Calc Speed Adj and FFS • Lane Width ft Rt-Side Lat. Clearance ft f W mph Number of Lanes, N 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Desiqn (N) Operational (LOS) Design LOS • vp= (V or DDHV)/(PHF x N x fHv x f ) 1260 pc/h/In vp= (V or DDHV)/(PHF x N x fHV pc/h/In p x fp) S 65.0 mph mph D =vp/S 19.4 pc/mi/In D =vp/ S pc/mi/In LOS C Required Number of Lanes, N Glossary • Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density • ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp -Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:41 AM file://C:A Users\ben.huieAAppData\Local\Temp\12kC6I.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kim ley-Hom and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680-Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 8277 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= MDT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= vli+PT(ET-1)+PR(Ea- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fr,, mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Desiqn (N) Design LOS v = (V or DDHV)/(PHF xNxfHv 1844 pc/h/In v f= (V or DDHV)/(PHF x N x fHv X f ) x ) pc/h/In S 62.2 mph S mph D =vp/S 29.6 pc/mi/In D = vp/ S pc/mi/In LOS D Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright o 2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:47 AM • tile://C:A Users\ben.huieAAppData\LocalV-Temp\f2k8F8Litmp 8/27/2012 • BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak • Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) l— Des.(N) F Planning Data Flow Inputs Volume, V 5646 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments . fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET- 1)+PRIER- 1)30.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft • Rt-Side Lat. Clearance ft f w - mph Number of Lanes, N 7 fLC mph . • Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational.(LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHv 899 pc/h/In v f= (V or DDHV)/(PHF x N x fHv x fp) x ) pc/h/In S 65.0 mph P S mph D = vp/S 13.8 pc/mi/In D =vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp - Exhibits 11-2, • DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved tics 2010TH Version 6.1 Generated: 8/27/2012 11:48 AM 11le://C:A Users\ben.bu ieAAppData\Local\Temp\f2kF EDO.tmp 8/27/2012 • BASIC FREEWAY WORKSHEET Page I of 1 • BASIC FREEWAY SEGMENTS WORKSHEET General Information ISite Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Westbound Associates • Agency or Company From/To Doughety/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 8696 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % . Calculate Flow Adjustments . fp 1.00 ER 1.2 ET 1.5 fHV= 1/l1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft few mph Number of Lanes, N 5 f c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHV 1938 pc/h/In v = (V or DDHV)/(PHF x N x f Hv X fp) xf ) pc/h/In S 60.9 mph p S mph D = v /S 31.8 pc/mi/In D = v /S pc/mi/In LOS D Required Number of Lanes, N• Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 1 t3 Copyright®2010 University of Florida.All Rights Reserved / Cs 2010TH Version 6.1 Generated: 8/27/2012 11:48 AM file://C:A Users\ben.huieAAppData\Local\Temp\12k5350.tmp 8/27/2012 • • t • BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET • General Information 1Site Information • Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) fl Des.(N) E Planning Data Flow Inputs Volume, V 4458 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K • %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % . Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1 (1+PT(ET-1)+PR(ER- 1)10976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 6 fLC mph • Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Desiqn (N) v = (V or DDHV)/(PHF x N x f Design LOS fp) 828 pc/h/In vp= (V or DDHV)/(PHF x N x fHv x x fp) pc/h/In S 65.0 mph S mph D =vp/S 12.7 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S -Speed ER- Exhibits 11-10, 11-12 fL„v-.Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 . vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 20101M Version 6.1 Generated: 8/27/2012 11:48 AM ti le://C:AUsers\ben.hu ieAAppData\Local\Temp\f2kBA B[limp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) i- Des.(N) f' Planning Data • Flow Inputs Volume, V 9412' veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 • ET 1.5 fHV= 1/l1+PT(ET-1)+PRIER-1)]0.976 Speed Inputs • Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS (V or DDHV)/(PHF x N x fHV2097 pc/h/In vp= (V or DDHV)/(PHF x N x fHV x f ) pc/h/In x f ) S 58.1 mph S mph D = vp/S 36.1 pc/mi/In D = vp/S pc/mi/In LOS E Required Number of Lanes, N Glossary Factor Location • N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS- Base free-flow P speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright 0 2010 University of Florida,All Rights Reserved HCS 2070TM Version 6.1 Generated: 8/27/2012 11:49 AM file://C:A Users\ben.huieAAppData\Local\Temp\t2k52F2.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of l BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound . •Associates Agency or Company From/To Tassajara- Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) F Des.(N) fl Planning Data Flow Inputs Volume, V 4449 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K . %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHv= 1/[1+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kw mph Number of Lanes, N 5 kc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHv x fp) 991 pc/h/In vp= (V or DDHV)/(PHF x N x fHv pc/h/In X fp) S 65.0 mph S mph D= v /S 15.2 pc/mi/In D =vp/S pc/mi/In LOS t3 Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit-11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 ..Copyright®2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:45 AM file://C:A Users\ben.huieAAppData\Local\TempAf2k8A08.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I • BASIC FREEWAY SEGMENTS WORKSHEET General Information 1Site Information Analyst Kimley-Hom and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Tassjara-Fallon Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) 1- Des.(N) i Planning Data Flow Inputs Volume, V 9710 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 11(1+PT(ET-1)+PRIER-1)1 0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft RI-Side_Lat. Clearance ft UN mph Number of Lanes, N 4 f Lc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph . BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHV 2705 pc/h/In V f= (V or DDHV)/(PHF x N x fHV . X fp) x ) pc/h/In S 40.9 mph p D = v /S 66.2 pc/mi/In S' mph D = vp/ S pc/mi/In • LOS F Required Number of Lanes, N Glossary Factor Location • N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 v - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright ci 2010 University of Florida,AU Rights Reserved HCS 2010Tn1 Version 6.1 Generated: 8/27/2012 11:45 AM • Iile://C:AUsers\ben.huicAAppData\Local\Temp\f2kF1322.trop 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term Project Description Moller Ranch• F Oper.(LOS) F Des.(N) r Planning Data Flow Inputs Volume, V 4491 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 . Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D . General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/l1+PT(ET-1)+PRIER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vP= (V or DDHV)/(PHF x N x fHv 1001 pc/h/In vp= (V or DDHV)/(PHF x N x fHV x f pc/h/In P) x fP) p S 65.0 mph S mph D = v /S 15.4 pc/mi/In. D = vP/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP -Flow rate FFS-Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed • LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved FIGS 2010TH Version 6.1 Generated: 8/27/2012 11:50 AM • file://C:\Users\ben.huie\AppData\Local\Temp\f2k I 325.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kim ley-Hom and Highway/Direction of Travel 1-580 Westbound • Associates Agency or Company From/To Fallon-Airway Date Performed 7/23/12 Jurisdiction Analysis Time Period AM Peak Analysis Year Near-term . Project Description Moller Ranch F Oper.(LOS) I— Des.(N) I— Planning Data Flow Inputs Volume, V 9960 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fP 1.00 ER 1.2 E1, 1.5 fH V= 1/11+PT(ET-1)+PR(ER- 1)]0.976 • Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 5 kc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 650 mph FFS 65.0 mph• Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) . Operational (LOS) Design (N) Design LOS vP= (V or DDHV)/(PHF x N x fHv 2219 pc/h/In v = (V or DDHV)/(PHF x N x f x fP) x f ) Hv pc/h/In S 555 mph P S mph D =v /S 40:0 pc/mi/In D = v / S pc/mi/In LOS E Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed' LOS, S, FFS, v - Exhibits 11-2, DDHV.- Directional design hour volume 11-3 , Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:50 AM tile://C:\Users\ben.huie\AppData\Local\Temp\f2kLBDF.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page I of I BASIC FREEWAY SEGMENTS WORKSHEET- General Information 1Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound • Associates Agency or Company From/To 1-680-Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Near-term • Project Description . F Oper.(LOS) F Des.(N) F Planning Data _ Flow Inputs Volume, V 8685 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level • DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/[1+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft kW mph Number of Lanes, N • 4 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 650 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) vp= (V or DDHV)/(PHF x N x fHV Design LOS x fp) 2419 pdh/In vP= (V or DDHV)/(PHF x N x fRv pc/h/In X fp) • S 50.3 mph S mph • Q = vp/S 48.1 pc/mi/In D= vp/S pc/mi/In LOS F Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS - Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p. • speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:51 AM 11 le://C:\Users\ben.hu ie\AppData\Local\Temp\f2k I BDC.tmp 8/27/2012 • BASIC FREEWAY WORKSHEET Page I of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To 1-680- Dougherty/Hopyard Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Near-term . Project Description Moller Ranch F Oper.(LOS) [ Des.(N) F Planning Data Flow Inputs Volume, V 4885 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= 1/11+PT(ET-1)+PR(ER-1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f�W mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) ' 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (V or DDHV)/(PHF x N x fHV 1089 pc/h/In v = (V or DDHV)/(PHF x N x fHv x f ) x f ) pc/h/In S 65.0 mph p • S mph D = vp/S 16.8 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER- Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed • LOS, S, FFS, vp - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010T111 Version 6.1 Generated: 8/27/2012 11:52 AM file://C:\Users\ben.huie\AppData\Local\"hemp\f2k8D05Amp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information _ Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Dougherty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs Volume, V 10387 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fP 1.00 ER 1.2 ET 1.5 . fHV= 1q1+PT(ET-1)+PR(ER- 1)10.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft fLW mph Number of Lanes, N 7 kc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 650 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vP= (V or DDHV)/(PHF x N x fHv x f ) 1653 pc/h/In vp= (V or DDHV)/(PHF x N x fHv P x i ) pc/h/In S 641 mph S mph D = vP/S 25.8 pc/mi/In D =vP/S pc/mi/In LOS C Required Number of Lanes, N • Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fL,N,- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fix - Exhibit 11-9 vP - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow P speed LOS, S, FFS, vP - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:52 AM 11 le://C:\Users\ben.huie\AppData\Local\Temp\f2kFELC.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Docrghe ty/Hopyard- Hacienda Date Performed 7/23/12 Jurisdiction • Analysis Time Period PM Peak Analysis Year Near-term Project Description Moller Ranch F Oper.(LOS) F Des.(N) F Planning Data Flow Inputs • Volume, V 5128 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHv= 1/11+PT(ET-1)+PR(ER-1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS vp= (Vor DDHV)/(PHF xNxfHv 1143 pc/h/In v f= (V or DDHV)/(PHF x N x fHv X fp) x ) pc/h/In S 65.0 mph P S mph D = vp/ S 17.6 pc/mi/In D = vp/S LOS B pc/mi/In Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW- Exhibit 11-8 ✓ - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 • vp - Flow rate FFS - Free-flow speed fp- Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida.All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:53 AM fiIe://C:AUsers\ben.huie\AppData\Local\Temp\f2k7LD0.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of 1 BASIC FREEWAY SEGMENTS WORKSHEET General Information (Site Information Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Eastbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Near-term Project-Description Moller Ranch Iw Oper.(LOS) F' Des.(N) F' Planning Data Flow Inputs Volume, V 9535 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV=AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET 1.5 fHV= v(1+PT(ET- 1)+PR(ER- 1)]0.976 Speed Inputs Calc Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft f�W mph • Number of Lanes, N 6 f c mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS LOS and Performance Measures Design (N) Operational (LOS) Design (N) Design LOS vp= (V or DDHV)/(PHF x N x fHV x f ) 1771 pc/h/In vp= (Vol DDHV)/(PHF x N x fHv pc/h/In X fp) 5 63.0 mph mph D = v I S 28.1 pc/milln D= vp/S pc/mi/In LOS 0 Required Number of Lanes, N Glossary Factor Location N - Number of lanes S - Speed ER - Exhibits 11-10, 11-12 • fLW- Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate . FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, v - Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TM Version 6.1 Generated: 8/27/2012 11:53 AM file://C:AUsers\ben.huieAAppData\Local\Temp\f2kD8I 8.tmp 8/27/2012 BASIC FREEWAY WORKSHEET Page 1 of I BASIC FREEWAY SEGMENTS WORKSHEET General Information iSite Information •Analyst Kimley-Horn and Highway/Direction of Travel 1-580 Westbound Associates Agency or Company From/To Hacienda- Tassajara Date Performed 7/23/12 Jurisdiction Analysis Time Period PM Peak Analysis Year Near-term Project Description Moller Ranch • F Oper.(LOS) Des.(N) — Planning Data Flow Inputs Volume, V 4475 veh/h Peak-Hour Factor, PHF 0.92 AADT veh/day %Trucks and Buses, PT 5 Peak-Hr Prop. of AADT, K %RVs, PR 0 Peak-Hr Direction Prop, D General Terrain: Level DDHV= AADT x K x D veh/h Grade % Length mi Up/Down % Calculate Flow Adjustments fp 1.00 ER 1.2 ET, fHV= 1/t1+RT(ET-1)+PR(ER- 1)]0.976 Speed Inputs Cale Speed Adj and FFS Lane Width ft Rt-Side Lat. Clearance ft Uri? mph Number of Lanes, N 5 fLc mph Total Ramp Density, TRD ramps/mi TRD Adjustment mph FFS (measured) 65.0 mph FFS 65.0 mph Base free-flow Speed, mph BFFS - LOS and Performance Measures Design (N) Design (N) Operational (LOS) Design LOS v = (VorDDHV)/ (PHFxNxf x f ) Hv997 pc/h/In vp= (V or DDHV)/(PHF x N x fHv X fp) pc/h/I n S 65.0 mph mph D = vp/S 15.3 pc/mi/In D = vp/S pc/mi/In LOS B Required Number of Lanes, N Glossary Factor Location N Number of lanes S - Speed ER - Exhibits 11-10, 11-12 fLW-Exhibit 11-8 V - Hourly volume D - Density ET- Exhibits 11-10, 11-11, 11-13 fLc - Exhibit 11-9 vp - Flow rate FFS- Free-flow speed f - Page 11-18 TRD- Page 11-11 LOS - Level of service BFFS - Base free-flow p speed LOS, S, FFS, vp- Exhibits 11-2, DDHV- Directional design hour volume 11-3 Copyright©2010 University of Florida,All Rights Reserved HCS 2010TH Version 6.1 Generated: 8/27/2012 11:53 AM • tile://C:\Users\ben.huie\AppData\Local\Temp\f2kIF['AAmp 8/27/2012