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Item 7A TIA Appendix Appendix A: Site Plan White Chapel Boulevard Traffic Impact Assessment M3 E cc o L e s I � 5 cr s cc oagv b I \ \ I / I �[F ne 0. I a I 1 I rc� 81 a UiLLLLLLL err vc'. Appendix B: Traffic Count Data White Chapel Boulevard Traffic Impact Assessment 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E 7 H �o rn zt m �o r, x O �o �o x �o r, �o O x O > y to m L C O (0 N O1 m N to to mm n O � cx O oo Ln Lnm m m � Ln� � �o � o� 0o � v � v O O O O O O O O O O O O O O O O O O c F7 N m in O N O N in -� O -Zt m N 0 Y L > C[ _c °o in in �o oo r, O in �o m r, in in r, O O O � o Y � Y � m O O O O O O O O O O O O O O O O O O O O O Y ~ Y N n -Zt Ln O N to .-- O -Zt Ol n W V1 N m O + m -Zt 0 0 � -Zt m -Zt m -Zt m m -Zt m m -Zt > c > m � m Y L O m V1 Ln m O m N N m O c-I 7 m _ L O O L N z yo o E Q Q Q Q Q Q Q Q Q a a a a a a a a a > ~ v O in O Ln O Ln O Ln O O Ln O Ln O Ln O Ln O O c-! In O ! 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Up -O Ol cN-I N O V O c--1 m O O m m n T n m T O > rl rl rl rl rl rl rl 07 — O N i Q t � � H O L N m 00 00 m N N -zt O N m O O N N O c-1 O 0U rl rl rl rl rl N rl O N L L O Z Z � O O O O O O O O O O O O O O O O O O E 7 H rl m I, <o -Zt m rl rl O m .--1 I, m m N -Zt 0 0 Y L Up O O m r, rl rl N N O -Zt N N <o N -Zt n -Zt O Y 2 v O Y c cn N Ln Ln r, N o N r1 o Ln m r, Ln o 0o rn o0 0 7 -6 N rl rl N rl rl rl O C Y — tn L = J O O O O O O O O O O O O O O O O O O C 7 Y D N n N M m m m O Nm m O I�N rl Lnm IN r1 r1 N N rl I, O � r1 m r1 N m r1 c L Y Up � Y 00 Ol Ln to- Ln � M O m m n rl I, m m O O 0 0 o rn r x r t r, r n N m r > > r1 r1 r1 r1 r1 r1 r1 1 r1 m � m v o v Q Y Q L U Ln N 7 U N m m -zt r1 N r1 N O r1 r1 O r1 O O O O O Y \ Q 0 o Y Z Z *o E o E Q Q Q Q Q Q Q Q Q a a a a a a a a a > o U0v m o n o Ln o n o n o o n o n o n o n o o r m o9 r m 0 0 r m o r m 0 coo coo v n n ri n o0 00 00 00 of -Zt Ln Ln Ln Ln io cYn cYn cYn cn Q cYn GRAM Traffic North Texas, Inc. 1120 W. Lovers Lane Arlington, TX 76013 File Name : WHITE CHAPEL @ DRIVEWAYS Site Code : 00000000 Start Date : 8/11/2015 Page No : 1 Groups Printed-Cars WHITE CHAPEL DRIVEWAY WHITE CHAPEL DRIVEWAY Southbound Westbound Northbound Eastbound Start TimeLeft Thru Ri ht Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Int.Total 07:00 0 70 2 0 72 0 0 0 0 0 1 150 0 0 151 0 0 0 0 0 223 07:15 1 99 1 0 101 0 0 0 0 0 0 170 0 0 170 1 0 0 0 1 272 07:30 0 75 2 0 77 0 0 0 0 0 0 161 0 0 161 0 0 0 0 0 238 07:45 0 85 3 0 88 0 0 0 0 0 4 143 0 0 147 1 0 2 0 3 238 Total 1 329 8 0 338 0 0 0 0 0 5 624 0 0 629 2 0 2 0 4 971 08:00 0 84 4 0 88 0 0 1 0 1 4 155 1 0 160 0 0 0 0 0 249 08:15 1 93 5 0 99 0 0 1 0 1 2 132 0 0 134 1 0 0 0 1 235 08:30 1 98 1 0 100 0 0 0 0 0 5 126 0 0 131 1 0 2 0 3 234 08:45 0 140 5 0 145 0 0 1 0 1 1 154 0 0 155 2 0 2 0 4 305 Total 2 415 15 0 432 0 0 3 0 3 12 567 1 0 580 4 0 4 0 8 1023 16:00 0 155 3 0 158 0 0 0 0 0 0 95 0 0 95 6 0 2 0 8 261 16:15 0 182 5 0 187 0 0 0 0 0 0 107 0 0 107 5 0 4 0 9 303 16:30 1 195 0 0 196 0 0 0 0 0 2 92 0 0 94 4 0 1 0 5 295 16:45 0 185 1 0 186 0 0 1 0 1 0 109 0 0 109 3 0 0 0 3 299 Total 1 717 9 0 727 0 0 1 0 1 2 403 0 0 405 18 0 7 0 25 1158 17:00 0 196 1 0 197 0 0 0 0 0 0 111 0 0 111 4 0 2 0 6 314 17:15 0 222 0 0 222 0 0 0 0 0 0 118 0 0 118 0 0 1 0 1 341 17:30 0 199 0 0 199 0 0 0 0 0 0 116 0 0 116 0 0 2 0 2 317 17:45 0 225 0 0 225 0 0 0 0 0 0 105 0 0 105 2 0 1 0 3 333 Total 0 842 1 0 843 0 0 0 0 0 0 450 0 0 450 6 0 6 0 12 1305 Grand Total 4 2303 33 0 2340 0 0 4 0 4 19 2044 1 0 2064 30 0 19 0 49 4457 Apprch% 0.2 98.4 1.4 0 0 0 100 0 0.9 99 0 0 61.2 0 38.8 0 Total% 0.1 51.7 0.7 0 52.5 0 0 0.1 0 0.1 0.4 45.9 0 0 46.3 0.7 0 0.4 0 1.1 WHITE CHAPEL DRIVEWAY WHITE CHAPEL DRIVEWAY Southbound Westbound Northbound Eastbound Start Time Left Thru Ri ht Peds App.Toal Left Thru Ri ht Peds App.Toal Left Thru Right Peds App.Total Left Thea Ri ht Peds App.Total Int.Total Peak Hour Analysis From 07:00 to 11:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 08:00 0 84 4 0 88 0 0 1 0 1 4 155 1 0 160 0 0 0 0 0 249 08:15 1 93 5 0 99 0 0 1 0 1 2 132 0 0 134 1 0 0 0 1 235 08:30 1 98 1 0 100 0 0 0 0 0 5 126 0 0 131 1 0 2 0 3 234 08:45 0 140 5 0 145 0 0 1 0 1 1 154 0 0 155 2 0 2 0 4 305 Total volume 2 415 15 0 432 0 0 3 0 3 12 567 1 0 580 4 0 4 0 8 1023 %App.Total 0.5 96.1 3.5 0 0 0 100 0 2.1 97.8 0.2 0 50 0 50 0 PHF .500 .741 .750 .000 .745 .000 .000 .750 .000 .750 .600 .915 .250 .000 .906 .500 .000 .500 .000 .500 .839 GRAM Traffic North Texas, Inc. 1120 W. Lovers Lane Arlington, TX 76013 File Name : WHITE CHAPEL @ DRIVEWAYS Site Code : 00000000 Start Date : 8/11/2015 Page No : 2 WHITE CHAPEL DRIVEWAY WHITE CHAPEL DRIVEWAY Southbound Westbound Northbound Eastbound Start Time Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Right Peds App.Total Left Thru Rig ht Peds App.T. Int.Total Peak Hour Analysis From 12:00 to 17:45-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:00 17:00 0 196 1 0 197 0 0 0 0 0 0 111 0 0 111 4 0 2 0 6 314 17:15 0 222 0 0 222 0 0 0 0 0 0 118 0 0 118 0 0 1 0 1 341 17:30 0 199 0 0 199 0 0 0 0 0 0 116 0 0 116 0 0 2 0 2 317 17:45 0 225 0 0 225 0 0 0 0 0 0 105 0 0 105 2 0 1 0 3 333 Total volume 0 842 1 0 843 0 0 0 0 0 0 450 0 0 450 6 0 6 0 12 1305 %App.Total 0 99.9 0.1 0 0 0 0 0 0 100 0 0 50 0 50 0 PHF .000 .936 .250 .000 .937 .000 .000 .000 .000 .000 .000 .953 .000 .000 .953 .375 .000 .750 .000 .500 .957 Appendix C: Trip Generation Worksheets White Chapel Boulevard Traffic Impact Assessment Trip Generation ITE Trip Generation, 9th Edition (2012) Project White Chapel Village Project Number 198111033 Client Cole Design Group Site Southlake,Texas Number of Units* 220 Land Use Hotel ITE Code 310 Trips Weekdays Total Percent Number Number In Out In Out Trips =8.95 (#units) -373.16 1,596 50% 50% 798 798 Trips AM Peak Hour: Weekdays Total Percent Number (peak hour of adjacent street) Number In Out In Out Trips= .53(# units) 117 59% 41% 69 48 Trips PM Peak Hour: Weekdays Total Percent Number (peak hour of adjacent street) Number In Out In Out Trips =0.6(#units) 132 51% 49% 67 65 (Average Rate) Trips Peak Hour: Saturday Total Percent Number (peak hour of generator) Number In Out In Out Trips =0.69(# units) +4.32 156 56% 44% 87 69 *units are number of rooms Updated MK 1/30/13 Trip Generation ITE Trip Generation, 9th Edition (2012) Project White Chapel Village Project Number 198111033 Client Cole Design Group Site Southlake,Texas Number of Units* 50 Land Use General Office Building ITE Code 710 Trips Weekdays Total Percent Number Number In Out In Out Ln(Trips) =0.76Ln(#units) +3.68 775 50% 50% 388 387 Trips AM Peak Hour: Weekday Total Percent Number Number In Out In Out Ln(Trips) =0.80Ln(#units) + 1.57 110 88% 12% 97 13 Trips PM Peak Hour: Weekday Total Percent Number Number In Out In Out Trips= 1.12(#units) +78.45 134 17% 83% 23 111 Trips Peak Hour: Saturday Total Percent Number (peak hour of generator) Number In Out In Out Ln(Trips) =0.81Ln(#units)-0.12 21 54% 46% 11 10 Trip Generation ITE Trip Generation, 9th Edition (2012) Project White Chapel Village Project Number 198111033 Client Cole Design Group Site Southlake,Texas Number of Units* 35 Land Use Shopping Center ITE Code 820 Trips Weekdays Total Percent Number Number In Out In Out Ln(Trips) = 0.65Ln(#units) + 5.83 3,432 50% 50% 1716 1716 Trips AM Peak Hour: Weekdays Total Percent Number Number In Out In Out Ln(Trips) = 0.61Ln(#units) + 2.24 82 62% 38% 51 31 Trips PM Peak Hour: Weekdays Total Percent Number Number In Out In Out Ln(Trips) = 0.67Ln(#units) + 3.31 297 48% 52% 143 154 Trips Peak Hour: Saturday Total Percent Number (peak hour of generator) Number In Out In Out Ln(Trips) = 0.65Ln(#units) + 3.78 442 52% 48% 230 212 *Trips are per thousand square feet gross leasable area Trip Generation ITE Trip Generation, 9th Edition (2012) Project White Chapel Village Project Number 198111033 Client Cole Design Group Site Southlake,Texas Number of Units* 15 Land Use High-Turnover(Sit-Down) Restaurant ITE Code 932 Trips Weekdays Total Percent Number Number In Out In Out Average Rate= 127.15 per unit 1,907 50% 50% 954 954 Trips AM Peak Hour: Weekdays Total Percent Number Number In Out In Out Average Rate= 10.81 per unit 162 55% 45% 89 73 Trips PM Peak Hour: Weekdays Total Percent Number Number In Out In Out Average Rate=9.85 per unit 148 60% 40% 89 59 Trips Peak Hour: Saturday Total Percent Number (peak hour of generator) Number In Out In Out Average Rate= 14.07 per unit 211 53% 47% 112 99 Appendix D: Southlake Office Plaza and Carillon Developments Site Trips White Chapel Boulevard Traffic Impact Assessment SOUTHLAKE OFFICE PLAZA SITE TRAFFIC VOLUMES 1 t� a m A t Kirkwood Blvd 0(0) 0(0) W o 0 AM tph(PM eph) 2 a m o d u SH 114 WB FR 0(0) � 0(0) 64(26) �. AM tph(PM eph) 6 5 3 m z Fd • \ rn SH 114 EB FR `✓� S SH114EBFIR 1(5) 0(0) 13(80) 4- 23(9) 5(47) AM tph(PM tph) AM tph(PM eph) 7 4 a > m � o N l � rn y Countryside Crt Countryside Crt IL`✓ 0(0) 135(55) 2(6) 0(0) 0(0) 10(40) T AM tph(PM tph) AM tph(PM eph) 5 a a0 o t o d J Highland St 0(0) _J/ 0(0) 0(0) F— 0(0) 0(0) TT 0(0) AM vph(PM eph) Aerial Image Source:Google Earth CARILLON DEVELOPMENT SITE TRAFFIC VOLUMES 1 l♦ a m A _ t { ' `✓ Kirkwood Blvd 83(241) T� 4 AM tph(PM eph) 2 a m � m t d u SH 114 WB FR 7— 67(84) 4— 24(117) 0(0) 4110 AM tph(PM eph) 3 �m " SH 114 EB FR `✓� S 98(123) 0(0) -. 0(0) T AM tph(PM eph) 1 � 4 c m N Countryside Crt IL`✓ 0(0) _-7 (0) i � N AM tph(PM eph) 5 a m o t o d I� Highland St 0(0) _J/ 7,_ 0(0) 0(0) F— 0(0) 0(0) TT 0(0) AM Wh(PM Wh) Aerial Image Source:Google Earth Appendix E: Synchro Reports White Chapel Boulevard Traffic Impact Assessment HCM Unsignalized Intersection Capacity Analysis Ex AM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(veh/h) 42 9 267 54 12 291 Future Volume(Veh/h) 42 9 267 54 12 291 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.66 0.45 0.81 0.84 0.60 0.69 Hourly flow rate(vph) 64 20 330 64 20 422 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 824 362 394 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 824 362 394 tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 81 97 98 cM capacity(veh/h) 337 683 1165 Direction, Lane# WB 1 WB 2 NB 1 SB 1 Volume Total 64 20 394 442 Volume Left 64 0 0 20 Volume Right 0 20 64 0 cSH 337 683 1700 1165 Volume to Capacity 0.19 0.03 0.23 0.02 Queue Length 95th(ft) 17 2 0 1 Control Delay(s) 18.2 10.4 0.0 0.5 Lane LOS C B A Approach Delay(s) 16.3 0.0 0.5 Approach LOS C Intersection Summary Average Delay 1.8 Intersection Capacity Utilization 35.0% ICU Level of Service A Analysis Period(min) 15 7:00 am 5/29/2014 Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis Ex AM 2: SH 114 WB F R I 9/2/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt t+ Traffic Volume(vph) 0 0 0 242 32 127 108 184 0 0 341 15 Future Volume(vph) 0 0 0 242 32 127 108 184 0 0 341 15 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 1.00 0.95 0.91 Frt 1.00 0.92 1.00 1.00 0.99 Flt Protected 0.95 0.98 0.95 1.00 1.00 Satd. Flow(prot) 1610 3061 1770 3539 5057 Flt Permitted 0.95 0.98 0.44 1.00 1.00 Satd. Flow(perm) 1610 3061 823 3539 5057 Peak-hour factor, PHF 1.00 1.00 1.00 0.88 0.89 0.74 0.87 0.70 1.00 1.00 0.66 0.75 Adj. Flow(vph) 0 0 0 275 36 172 124 263 0 0 517 20 RTOR Reduction(vph) 0 0 0 0 142 0 0 0 0 0 6 0 Lane Group Flow(vph) 0 0 0 168 173 0 124 263 0 0 531 0 Turn Type Split NA custom NA NA Protected Phases 8 8 514 2 14 6 Permitted Phases 2 Actuated Green, G(s) 10.6 10.6 20.7 19.2 16.0 Effective Green,g(s) 10.6 10.6 20.7 15.2 16.0 Actuated g/C Ratio 0.18 0.18 0.35 0.25 0.27 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 2.0 Lane Grp Cap(vph) 285 542 414 899 1353 v/s Ratio Prot c0.10 0.06 c0.04 0.07 c0.11 v/s Ratio Perm 0.06 v/c Ratio 0.59 0.32 0.30 0.29 0.39 Uniform Delay,d1 22.6 21.5 13.7 18.0 17.9 Progression Factor 1.00 1.00 0.67 1.16 1.00 Incremental Delay,d2 2.0 0.1 0.1 0.1 0.1 Delay(s) 24.6 21.6 9.4 20.8 18.0 Level of Service C C A C B Approach Delay(s) 0.0 22.6 17.2 18.0 Approach LOS A C B B Intersection Summary HCM 2000 Control Delay 19.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length(s) 59.8 Sum of lost time(s) 25.0 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 7:00 am 5/29/2014 Baseline Synchro 9 Report Page 2 HCM Signalized Intersection Capacity Analysis Ex AM 3: SH 114 E B F R I 9/2/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tO Vii ft Traffic Volume(vph) 18 26 95 0 0 0 0 269 365 200 385 0 Future Volume(vph) 18 26 95 0 0 0 0 269 365 200 385 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.91 1.00 0.95 Frt 1.00 0.89 0.92 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1610 3022 4663 1770 3539 Flt Permitted 0.95 1.00 1.00 0.34 1.00 Satd. Flow(perm) 1610 3022 4663 629 3539 Peak-hour factor, PHF 0.90 0.65 0.88 1.00 1.00 1.00 1.00 0.83 0.91 0.59 0.90 1.00 Adj. Flow(vph) 20 40 108 0 0 0 0 324 401 339 428 0 RTOR Reduction(vph) 0 100 0 0 0 0 0 317 0 0 0 0 Lane Group Flow(vph) 18 50 0 0 0 0 0 408 0 339 428 0 Turn Type Split NA NA custom NA Protected Phases 4 4 2 1 10 6 10 Permitted Phases 6 Actuated Green, G(s) 4.7 4.7 12.5 33.6 28.6 Effective Green,g(s) 4.7 4.7 12.5 33.6 24.6 Actuated g/C Ratio 0.08 0.08 0.21 0.56 0.41 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 2.0 Lane Grp Cap(vph) 126 237 974 689 1455 v/s Ratio Prot 0.01 c0.02 0.09 c0.14 0.12 v/s Ratio Perm c0.13 v/c Ratio 0.14 0.21 0.42 0.49 0.29 Uniform Delay,d1 25.7 25.8 20.5 7.1 11.8 Progression Factor 1.00 1.00 1.00 0.95 1.42 Incremental Delay,d2 0.2 0.2 0.1 0.2 0.0 Delay(s) 25.9 26.0 20.6 7.0 16.8 Level of Service C C C A B Approach Delay(s) 26.0 0.0 20.6 12.5 Approach LOS C A C B Intersection Summary HCM 2000 Control Delay 17.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length(s) 59.8 Sum of lost time(s) 25.0 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 7:00 am 5/29/2014 Baseline Synchro 9 Report Page 3 HCM Unsignalized Intersection Capacity Analysis Ex AM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r Traffic Volume(veh/h) 1 4 12 638 459 19 Future Volume(Veh/h) 1 4 12 638 459 19 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.25 0.50 0.60 0.93 0.93 0.68 Hourly flow rate(vph) 4 8 20 686 494 28 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1182 355 pX,platoon unblocked 0.87 0.87 0.87 vC,conflicting volume 1234 508 522 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1194 358 374 tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 98 99 98 cM capacity(veh/h) 176 596 1029 Direction, Lane# EB 1 EB 2 NB 1 SB 1 Volume Total 4 8 706 522 Volume Left 4 0 20 0 Volume Right 0 8 0 28 cSH 176 596 1029 1700 Volume to Capacity 0.02 0.01 0.02 0.31 Queue Length 95th(ft) 2 1 1 0 Control Delay(s) 26.0 11.1 0.5 0.0 Lane LOS D B A Approach Delay(s) 16.1 0.5 0.0 Approach LOS C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period(min) 15 7:00 am 5/29/2014 Baseline Synchro 9 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Ex AM 5: White Chapel Blvd & Business Driveway I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume(veh/h) 4 4 12 567 415 15 Future Volume(Veh/h) 4 4 12 567 415 15 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.50 0.50 0.60 0.91 0.74 0.75 Hourly flow rate(vph) 8 8 20 623 561 20 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 737 800 pX,platoon unblocked 0.92 0.87 0.87 vC,conflicting volume 1234 571 581 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 975 431 443 tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 97 99 98 cM capacity(veh/h) 250 543 971 Direction, Lane# EB 1 NB 1 SB 1 Volume Total 16 643 581 Volume Left 8 20 0 Volume Right 8 0 20 cSH 343 971 1700 Volume to Capacity 0.05 0.02 0.34 Queue Length 95th(ft) 4 2 0 Control Delay(s) 16.0 0.5 0.0 Lane LOS C A Approach Delay(s) 16.0 0.5 0.0 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period(min) 15 7:00 am 5/29/2014 Baseline Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis Ex AM 6: Highland St & White Chapel Blvd I 9/2/2015 --I. .4- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 172 112 134 34 12 20 27 456 60 10 341 104 Future Volume(vph) 172 112 134 34 12 20 27 456 60 10 341 104 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.93 1.00 0.98 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 1703 1770 1723 1770 1820 1770 1801 Flt Permitted 0.72 1.00 0.38 1.00 0.30 1.00 0.29 1.00 Satd. Flow(perm) 1342 1703 707 1723 551 1820 532 1801 Peak-hour factor, PHF 0.86 0.65 0.58 0.31 0.43 0.71 0.75 0.89 0.65 0.63 0.74 0.79 Adj. Flow(vph) 200 172 231 110 28 28 36 512 92 16 461 132 RTOR Reduction(vph) 0 114 0 0 19 0 0 14 0 0 23 0 Lane Group Flow(vph) 200 289 0 110 37 0 36 590 0 16 570 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G(s) 11.4 11.4 11.4 11.4 16.8 16.8 16.8 16.8 Effective Green,g(s) 11.4 11.4 11.4 11.4 16.8 16.8 16.8 16.8 Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.46 0.46 0.46 0.46 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 422 536 222 542 255 844 246 835 v/s Ratio Prot c0.17 0.02 c0.32 0.32 v/s Ratio Perm 0.15 0.16 0.07 0.03 v/c Ratio 0.47 0.54 0.50 0.07 0.14 0.70 0.07 0.68 Uniform Delay,d1 10.0 10.2 10.1 8.7 5.6 7.7 5.4 7.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 1.0 1.7 0.1 0.3 2.5 0.1 2.3 Delay(s) 10.8 11.3 11.8 8.7 5.8 10.2 5.5 9.9 Level of Service B B B A A B A A Approach Delay(s) 11.1 10.8 10.0 9.8 Approach LOS B B A A Intersection Summary HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length(s) 36.2 Sum of lost time(s) 8.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 7:00 am 5/29/2014 Baseline Synchro 9 Report Page 6 HCM Unsignalized Intersection Capacity Analysis Ex AM 7: SH 114 EBFR & EBFR On Ramp 9/2/2015 --x --j, -4-- Movement Movement EBL EBT WBT WBR SWL SWR Lane Configurations Ot Traffic Volume(veh/h) 665 0 0 0 0 0 Future Volume(Veh/h) 665 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.86 1.00 1.00 1.00 1.00 1.00 Hourly flow rate(vph) 773 0 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 817 pX,platoon unblocked vC,conflicting volume 0 1546 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 1546 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 52 100 100 cM capacity(veh/h) 1622 55 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 773 0 0 Volume Left 773 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.48 0.00 0.00 Queue Length 95th(ft) 67 0 0 Control Delay(s) 9.2 0.0 0.0 Lane LOS A Approach Delay(s) 9.2 Approach LOS Intersection Summary Average Delay 9.2 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period(min) 15 7:00 am 5/29/2014 Baseline Synchro 9 Report Page 7 HCM Unsignalized Intersection Capacity Analysis EX PM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(veh/h) 24 9 289 31 5 164 Future Volume(Veh/h) 24 9 289 31 5 164 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate(vph) 30 11 357 38 6 202 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume 590 376 395 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 590 376 395 tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 94 98 99 cM capacity(veh/h) 468 670 1164 Direction, Lane# WB 1 WB 2 NB 1 SB 1 Volume Total 30 11 395 208 Volume Left 30 0 0 6 Volume Right 0 11 38 0 cSH 468 670 1700 1164 Volume to Capacity 0.06 0.02 0.23 0.01 Queue Length 95th(ft) 5 1 0 0 Control Delay(s) 13.2 10.5 0.0 0.3 Lane LOS B B A Approach Delay(s) 12.5 0.0 0.3 Approach LOS B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 27.1% ICU Level of Service A Analysis Period(min) 15 4:00 pm 5/29/2014 Baseline Synchro 9 Report Page 1 HCM Signalized Intersection Capacity Analysis EX PM 2: White Chapel Blvd & SH 114 WBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt t+ Traffic Volume(vph) 0 0 0 480 642 226 147 119 0 0 164 11 Future Volume(vph) 0 0 0 480 642 226 147 119 0 0 164 11 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 1.00 0.95 0.91 Frt 1.00 0.96 1.00 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1610 3256 1770 3539 5037 Flt Permitted 0.95 1.00 0.61 1.00 1.00 Satd. Flow(perm) 1610 3256 1131 3539 5037 Peak-hour factor, PHF 1.00 1.00 1.00 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow(vph) 0 0 0 608 813 286 186 151 0 0 208 14 RTOR Reduction(vph) 0 0 0 0 35 0 0 0 0 0 11 0 Lane Group Flow(vph) 0 0 0 547 1125 0 186 151 0 0 211 0 Turn Type Perm NA pm+pt NA NA Protected Phases 8 5 2 6 Permitted Phases 8 2 Actuated Green, G(s) 18.1 18.1 16.6 10.6 13.9 Effective Green,g(s) 18.1 18.1 16.6 10.6 13.9 Actuated g/C Ratio 0.31 0.31 0.28 0.18 0.24 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 493 998 383 635 1186 v/s Ratio Prot c0.05 0.04 0.04 v/s Ratio Perm 0.34 0.35 c0.09 v/c Ratio 1.11 1.13 0.49 0.24 0.18 Uniform Delay,d1 20.4 20.4 18.2 20.7 18.0 Progression Factor 1.00 1.00 0.85 1.13 1.00 Incremental Delay,d2 73.9 70.1 0.4 0.1 0.0 Delay(s) 94.4 90.6 15.8 23.4 18.0 Level of Service F F B C B Approach Delay(s) 0.0 91.8 19.2 18.0 Approach LOS A F B B Intersection Summary HCM 2000 Control Delay 73.8 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length(s) 59.0 Sum of lost time(s) 21.0 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 4:00 pm 5/29/2014 Baseline Synchro 9 Report Page 2 HCM Signalized Intersection Capacity Analysis EX PM 3: White Chapel Blvd & SH 114 EBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tO Vii ft Traffic Volume(vph) 5 37 130 0 0 0 0 243 211 142 486 0 Future Volume(vph) 5 37 130 0 0 0 0 243 211 142 486 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.91 1.00 0.95 Frt 1.00 0.88 0.93 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1610 2995 4731 1770 3539 Flt Permitted 0.95 1.00 1.00 0.45 1.00 Satd. Flow(perm) 1610 2995 4731 841 3539 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 6 42 148 0 0 0 0 276 240 161 552 0 RTOR Reduction(vph) 0 103 0 0 0 0 0 197 0 0 0 0 Lane Group Flow(vph) 5 88 0 0 0 0 0 319 0 161 552 0 Turn Type Perm NA NA pm+pt NA Protected Phases 4 2 1 6 Permitted Phases 4 6 Actuated Green, G(s) 18.1 18.1 10.6 23.2 13.9 Effective Green,g(s) 18.1 18.1 10.6 23.2 13.9 Actuated g/C Ratio 0.31 0.31 0.18 0.39 0.24 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 493 918 849 477 833 v/s Ratio Prot 0.07 c0.05 c0.16 v/s Ratio Perm 0.00 0.03 0.08 v/c Ratio 0.01 0.10 0.38 0.34 0.66 Uniform Delay,d1 14.2 14.6 21.3 13.4 20.4 Progression Factor 1.00 1.00 1.00 0.97 0.54 Incremental Delay,d2 0.0 0.0 0.1 0.1 0.8 Delay(s) 14.2 14.6 21.4 13.0 11.7 Level of Service B B C B B Approach Delay(s) 14.6 0.0 21.4 12.0 Approach LOS B A C B Intersection Summary HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37 Actuated Cycle Length(s) 59.0 Sum of lost time(s) 21.0 Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 4:00 pm 5/29/2014 Baseline Synchro 9 Report Page 3 HCM Unsignalized Intersection Capacity Analysis EX PM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r Traffic Volume(veh/h) 17 13 4 440 603 8 Future Volume(Veh/h) 17 13 4 440 603 8 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 18 14 4 458 628 8 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) 6 Median type None None Median storage veh) Upstream signal(ft) 1182 355 pX,platoon unblocked 0.81 0.81 0.81 vC,conflicting volume 1098 632 636 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1004 430 435 tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 92 97 100 cM capacity(veh/h) 216 507 912 Direction, Lane# EB 1 NB 1 SB 1 Volume Total 32 462 636 Volume Left 18 4 0 Volume Right 14 0 8 cSH 385 912 1700 Volume to Capacity 0.08 0.00 0.37 Queue Length 95th(ft) 7 0 0 Control Delay(s) 18.4 0.1 0.0 Lane LOS C A Approach Delay(s) 18.4 0.1 0.0 Approach LOS C Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 42.2% ICU Level of Service A Analysis Period(min) 15 4:00 pm 5/29/2014 Baseline Synchro 9 Report Page 4 HCM Unsignalized Intersection Capacity Analysis EX PM 5: White Chapel Blvd & Business Driveway I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume(veh/h) 6 6 0 450 842 1 Future Volume(Veh/h) 6 6 0 450 842 1 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.38 0.75 1.00 0.95 0.94 0.25 Hourly flow rate(vph) 16 8 0 474 896 4 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 737 800 pX,platoon unblocked 0.81 0.78 0.78 vC,conflicting volume 1372 898 900 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1224 733 735 tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 90 98 100 cM capacity(veh/h) 159 330 683 Direction, Lane# EB 1 NB 1 SB 1 Volume Total 24 474 900 Volume Left 16 0 0 Volume Right 8 0 4 cSH 192 683 1700 Volume to Capacity 0.12 0.00 0.53 Queue Length 95th(ft) 10 0 0 Control Delay(s) 26.4 0.0 0.0 Lane LOS D Approach Delay(s) 26.4 0.0 0.0 Approach LOS D Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period(min) 15 4:00 pm 5/29/2014 Baseline Synchro 9 Report Page 5 HCM Signalized Intersection Capacity Analysis EX PM 6: White Chapel Blvd & Highland St I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 61 40 49 75 17 9 55 359 29 0 539 72 Future Volume(vph) 61 40 49 75 17 9 55 359 29 0 539 72 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 0.95 1.00 0.99 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1708 1770 1766 1770 1842 1830 Flt Permitted 0.74 1.00 0.69 1.00 0.31 1.00 1.00 Satd. Flow(perm) 1375 1708 1288 1766 579 1842 1830 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow(vph) 69 45 56 85 19 10 62 408 33 0 612 82 RTOR Reduction(vph) 0 46 0 0 8 0 0 5 0 0 8 0 Lane Group Flow(vph) 69 55 0 85 21 0 63 436 0 0 687 0 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G(s) 6.6 6.6 6.6 6.6 23.1 23.1 23.1 Effective Green,g(s) 6.6 6.6 6.6 6.6 23.1 23.1 23.1 Actuated g/C Ratio 0.18 0.18 0.18 0.18 0.61 0.61 0.61 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 240 299 225 309 354 1128 1121 v/s Ratio Prot 0.03 0.01 0.24 c0.38 v/s Ratio Perm 0.05 c0.07 0.11 v/c Ratio 0.29 0.18 0.38 0.07 0.18 0.39 0.61 Uniform Delay,d1 13.5 13.3 13.7 13.0 3.2 3.7 4.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 0.3 1.1 0.1 0.2 0.2 1.0 Delay(s) 14.2 13.5 14.8 13.1 3.4 3.9 5.5 Level of Service B B B B A A A Approach Delay(s) 13.8 14.4 3.9 5.5 Approach LOS B B A A Intersection Summary HCM 2000 Control Delay 6.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 37.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 56.9% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 4:00 pm 5/29/2014 Baseline Synchro 9 Report Page 6 HCM Unsignalized Intersection Capacity Analysis EX PM 7: SH 114 E B F R 9/2/2015 Movement EBL EBT WBT WBR SWL SWR Lane Configurations +'tt Traffic Volume(veh/h) 480 0 0 0 0 0 Future Volume(Veh/h) 480 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.98 1.00 1.00 1.00 1.00 1.00 Hourly flow rate(vph) 490 0 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 817 pX,platoon unblocked vC,conflicting volume 0 980 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 980 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 70 100 100 cM capacity(veh/h) 1622 172 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 490 0 0 Volume Left 490 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.30 0.00 0.00 Queue Length 95th(ft) 32 0 0 Control Delay(s) 8.2 0.0 0.0 Lane LOS A Approach Delay(s) 8.2 Approach LOS Intersection Summary Average Delay 8.2 Intersection Capacity Utilization 29.9% ICU Level of Service A Analysis Period(min) 15 4:00 pm 5/29/2014 Baseline Synchro 9 Report Page 7 HCM Signalized Intersection Capacity Analysis Future Total AM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(vph) 265 18 401 208 12 232 Future Volume(vph) 265 18 401 208 12 232 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1777 1858 Flt Permitted 0.95 1.00 1.00 0.97 Satd. Flow(perm) 1770 1583 1777 1802 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 288 20 436 226 13 252 RTOR Reduction(vph) 0 15 37 0 0 0 Lane Group Flow(vph) 288 5 625 0 0 265 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Actuated Green, G(s) 9.1 9.1 19.0 19.0 Effective Green,g(s) 9.1 9.1 19.0 19.0 Actuated g/C Ratio 0.25 0.25 0.53 0.53 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 446 399 935 948 v/s Ratio Prot c0.16 c0.35 v/s Ratio Perm 0.00 0.15 v/c Ratio 0.65 0.01 0.67 0.28 Uniform Delay,d1 12.1 10.1 6.2 4.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.0 1.8 0.2 Delay(s) 15.3 10.1 8.1 4.9 Level of Service B B A A Approach Delay(s) 14.9 8.1 4.9 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 36.1 Sum of lost time(s) 8.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total AM 2: White Chapel Blvd & SH 114 WBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r tt t+ Traffic Volume(vph) 0 0 0 750 913 364 242 642 0 0 1020 60 Future Volume(vph) 0 0 0 750 913 364 242 642 0 0 1020 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.86 0.86 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1522 4741 1583 1770 3539 5043 Flt Permitted 0.95 0.99 1.00 0.10 1.00 1.00 Satd. Flow(perm) 1522 4741 1583 183 3539 5043 Peak-hour factor, PHF 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 815 992 396 263 698 0 0 1109 65 RTOR Reduction(vph) 0 0 0 0 0 115 0 0 0 0 4 0 Lane Group Flow(vph) 0 0 0 440 1367 281 263 698 0 0 1170 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 814 5 56 6 Permitted Phases 814 814 56 Actuated Green, G(s) 56.1 56.1 56.1 67.9 74.9 40.8 Effective Green,g(s) 56.1 56.1 56.1 67.9 74.9 40.8 Actuated g/C Ratio 0.39 0.39 0.39 0.47 0.52 0.28 Clearance Time(s) 7.0 7.0 Vehicle Extension(s) 1.0 2.0 Lane Grp Cap(vph) 588 1834 612 382 1828 1418 v/s Ratio Prot c0.13 0.20 c0.23 v/s Ratio Perm c0.29 0.29 0.18 0.19 v/c Ratio 0.75 0.75 0.46 0.69 0.38 0.82 Uniform Delay,d1 38.4 38.3 33.1 36.2 21.1 48.8 Progression Factor 1.00 1.00 1.00 0.15 0.20 1.00 Incremental Delay,d2 4.5 1.5 0.2 1.6 0.0 3.9 Delay(s) 42.9 39.8 33.3 7.1 4.2 52.6 Level of Service D D C A A D Approach Delay(s) 0.0 39.2 5.0 52.6 Approach LOS A D A D Intersection Summary HCM 2000 Control Delay 35.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 145.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Total AM 3: White Chapel Blvd & SH 114 EBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt r Vii ft Traffic Volume(vph) 134 155 207 0 0 0 0 698 329 608 1084 0 Future Volume(vph) 134 155 207 0 0 0 0 698 329 608 1084 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.95 1.00 1.00 0.95 Frt 1.00 0.92 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) 1610 3104 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.13 1.00 Satd. Flow(perm) 1610 3104 3539 1583 248 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 146 168 225 0 0 0 0 759 358 661 1178 0 RTOR Reduction(vph) 0 133 0 0 0 0 0 0 183 0 0 0 Lane Group Flow(vph) 131 275 0 0 0 0 0 759 175 661 1178 0 Turn Type Perm NA NA Perm pm+pt NA Protected Phases 410 2 1 12 Permitted Phases 410 2 12 Actuated Green, G(s) 18.0 18.0 30.1 30.1 106.0 113.0 Effective Green,g(s) 18.0 18.0 30.1 30.1 106.0 113.0 Actuated g/C Ratio 0.12 0.12 0.21 0.21 0.73 0.78 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 3.0 Lane Grp Cap(vph) 199 385 734 328 977 2757 v/s Ratio Prot c0.21 c0.35 0.33 v/s Ratio Perm 0.08 0.09 0.11 0.14 v/c Ratio 0.66 0.71 1.03 0.53 0.68 0.43 Uniform Delay,d1 60.6 61.0 57.5 51.2 20.1 5.3 Progression Factor 1.00 1.00 1.00 1.00 0.31 0.26 Incremental Delay,d2 7.6 6.2 42.3 0.8 1.2 0.1 Delay(s) 68.2 67.2 99.8 52.0 7.4 1.5 Level of Service E E F D A A Approach Delay(s) 67.4 0.0 84.5 3.6 Approach LOS E A F A Intersection Summary HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 145.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis Future Total AM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt t Traffic Volume(veh/h) 0 76 31 1029 1248 36 Future Volume(Veh/h) 0 76 31 1029 1248 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 79 32 1072 1300 38 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 451 355 pX,platoon unblocked 0.91 0.89 0.89 vC,conflicting volume 1919 669 1338 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1264 379 1131 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 86 94 cM capacity(veh/h) 138 551 545 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 79 32 536 536 867 471 Volume Left 0 32 0 0 0 0 Volume Right 79 0 0 0 0 38 cSH 551 545 1700 1700 1700 1700 Volume to Capacity 0.14 0.06 0.32 0.32 0.51 0.28 Queue Length 95th(ft) 12 5 0 0 0 0 Control Delay(s) 12.6 12.0 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 12.6 0.3 0.0 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Future Total AM 5: White Chapel Blvd & Driveway 2 I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 0 tt Traffic Volume(veh/h) 0 88 961 41 0 1326 Future Volume(Veh/h) 0 88 961 41 0 1326 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 96 1045 45 0 1441 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 232 574 pX,platoon unblocked 0.88 0.83 0.83 vC,conflicting volume 1788 545 1090 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1072 35 693 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 89 100 cM capacity(veh/h) 190 853 744 Direction, Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 96 697 393 720 720 Volume Left 0 0 0 0 0 Volume Right 96 0 45 0 0 cSH 853 1700 1700 1700 1700 Volume to Capacity 0.11 0.41 0.23 0.42 0.42 Queue Length 95th(ft) 9 0 0 0 0 Control Delay(s) 9.8 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.8 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Total AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(vph) 6 0 6 163 0 31 0 948 54 23 56 1246 Future Volume(vph) 6 0 6 163 0 31 0 948 54 23 56 1246 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 Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 Frt 0.93 0.98 0.99 1.00 1.00 Flt Protected 0.98 0.96 1.00 0.95 1.00 Satd. Flow(prot) 1695 1749 3510 1770 3539 Flt Permitted 0.86 0.75 1.00 0.22 1.00 Satd. Flow(perm) 1499 1368 3510 415 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 7 0 7 177 0 34 0 1030 59 25 61 1354 RTOR Reduction(vph) 0 11 0 0 17 0 0 7 0 0 0 0 Lane Group Flow(vph) 0 3 0 0 194 0 0 1082 0 0 86 1355 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G(s) 9.4 9.4 27.3 27.3 27.3 Effective Green,g(s) 9.4 9.4 27.3 27.3 27.3 Actuated g/C Ratio 0.21 0.21 0.61 0.61 0.61 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 315 287 2143 253 2161 v/s Ratio Prot 0.31 c0.38 v/s Ratio Perm 0.00 c0.14 0.21 v/c Ratio 0.01 0.67 0.51 0.34 0.63 Uniform Delay,d1 14.0 16.2 4.9 4.3 5.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 6.1 0.2 0.8 0.6 Delay(s) 14.0 22.4 5.1 5.1 6.1 Level of Service B C A A A Approach Delay(s) 14.0 22.4 5.1 6.0 Approach LOS B C A A Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 44.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 6 HCM Signalized Intersection Capacity Analysis Future Total AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(vph) 1 Future Volume(vph) 1 Ideal Flow(vphpl) 1900 Total Lost time(s) Lane Util. Factor Frt Flt Protected Satd. Flow(prot) Flt Permitted Satd. Flow(perm) Peak-hour factor, PHF 0.92 Adj. Flow(vph) 1 RTOR Reduction(vph) 0 Lane Group Flow(vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G(s) Effective Green,g(s) Actuated g/C Ratio Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach Delay(s) Approach LOS Intersection Summary 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 7 HCM Unsignalized Intersection Capacity Analysis Future Total AM 7: White Chapel Blvd & Highland St I 9/2/2015 --1. .4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Right Turn Channelized MOYes Traffic Volume(veh/h) 68 45 55 84 19 10 62 917 32 0 1324 81 Future Volume(veh/h) 68 45 55 84 19 10 62 917 32 0 1324 81 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 74 49 60 91 21 11 67 997 35 0 1439 88 Approach Volume(veh/h) 123 123 1099 1527 Crossing Volume(veh/h) 1530# 1138 123 179 High Capacity(veh/h) 401 556 1258 1204 High v/c(veh/h) 0.31 0.22 0.87 1.27 Low Capacity(veh/h) 296 426 1046 997 Low v/c(veh/h) 0.42 0.29 1.05 1.53 Intersection Summary Maximum v/c High 1.27 Maximum v/c Low 1.53 Intersection Capacity Utilization 90.3% ICU Level of Service E # Crossing flow exceeds 1200, method is not applicable 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 8 HCM Unsignalized Intersection Capacity Analysis Future Total AM 8: Driveway 3 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 636 102 0 0 0 49 Future Volume(Veh/h) 636 102 0 0 0 49 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 691 111 0 0 0 53 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 496 pX,platoon unblocked vC,conflicting volume 802 691 230 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 802 691 230 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 93 cM capacity(veh/h) 817 378 772 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 230 230 230 111 53 Volume Left 0 0 0 0 0 Volume Right 0 0 0 111 53 cSH 1700 1700 1700 1700 772 Volume to Capacity 0.14 0.14 0.14 0.07 0.07 Queue Length 95th(ft) 0 0 0 0 6 Control Delay(s) 0.0 0.0 0.0 0.0 10.0 Lane LOS B Approach Delay(s) 0.0 10.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 22.3% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 9 HCM Unsignalized Intersection Capacity Analysis Future Total AM 9: SH 114 EBFR & SH 114 On Ramp 9/2/2015 --x --j, -4-- Movement Movement EBL EBT WBT WBR SWL SWR Lane Configurations +'tt Traffic Volume(veh/h) 492 193 0 0 0 0 Future Volume(Veh/h) 492 193 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 535 210 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 631 pX,platoon unblocked vC,conflicting volume 0 1140 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 1140 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 67 100 100 cM capacity(veh/h) 1622 130 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 577 84 84 Volume Left 535 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.33 0.05 0.05 Queue Length 95th(ft) 37 0 0 Control Delay(s) 7.9 0.0 0.0 Lane LOS A Approach Delay(s) 6.1 Approach LOS Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 10 HCM Unsignalized Intersection Capacity Analysis Future Total AM 10: Driveway 4 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 123 70 0 0 0 58 Future Volume(Veh/h) 123 70 0 0 0 58 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 134 76 0 0 0 63 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1190 pX,platoon unblocked vC,conflicting volume 210 134 45 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 210 134 45 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 94 cM capacity(veh/h) 1358 846 1016 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 45 45 45 76 63 Volume Left 0 0 0 0 0 Volume Right 0 0 0 76 63 cSH 1700 1700 1700 1700 1016 Volume to Capacity 0.03 0.03 0.03 0.04 0.06 Queue Length 95th(ft) 0 0 0 0 5 Control Delay(s) 0.0 0.0 0.0 0.0 8.8 Lane LOS A Approach Delay(s) 0.0 8.8 Approach LOS A Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 13.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Background PM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(vph) 265 18 389 208 12 222 Future Volume(vph) 265 18 389 208 12 222 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1775 1858 Flt Permitted 0.95 1.00 1.00 0.97 Satd. Flow(perm) 1770 1583 1775 1801 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 288 20 423 226 13 241 RTOR Reduction(vph) 0 15 38 0 0 0 Lane Group Flow(vph) 288 5 611 0 0 254 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Actuated Green, G(s) 9.1 9.1 18.6 18.6 Effective Green,g(s) 9.1 9.1 18.6 18.6 Actuated g/C Ratio 0.25 0.25 0.52 0.52 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 451 403 924 938 v/s Ratio Prot c0.16 c0.34 v/s Ratio Perm 0.00 0.14 v/c Ratio 0.64 0.01 0.66 0.27 Uniform Delay,d1 11.8 9.9 6.2 4.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.0 0.0 1.8 0.2 Delay(s) 14.8 10.0 8.0 4.9 Level of Service B A A A Approach Delay(s) 14.5 8.0 4.9 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 9.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length(s) 35.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Background PM 2: White Chapel Blvd & SH 114 WBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) t tt t+ Traffic Volume(vph) 0 0 0 621 913 364 184 630 0 0 1010 60 Future Volume(vph) 0 0 0 621 913 364 184 630 0 0 1010 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.86 0.86 1.00 0.95 0.91 Frt 1.00 0.96 1.00 1.00 0.99 Flt Protected 0.95 0.99 0.95 1.00 1.00 Satd. Flow(prot) 1522 4598 1770 3539 5043 Flt Permitted 0.95 0.99 0.10 1.00 1.00 Satd. Flow(perm) 1522 4598 188 3539 5043 Peak-hour factor, PHF 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 675 992 396 200 685 0 0 1098 65 RTOR Reduction(vph) 0 0 0 0 41 0 0 0 0 0 4 0 Lane Group Flow(vph) 0 0 0 513 1509 0 200 685 0 0 1159 0 Turn Type Perm NA pm+pt NA NA Protected Phases 814 5 56 6 Permitted Phases 814 56 Actuated Green, G(s) 58.7 58.7 66.7 73.7 39.6 Effective Green,g(s) 58.7 58.7 66.7 73.7 39.6 Actuated g/C Ratio 0.40 0.40 0.46 0.50 0.27 Clearance Time(s) 7.0 7.0 Vehicle Extension(s) 1.0 2.0 Lane Grp Cap(vph) 610 1843 378 1781 1364 v/s Ratio Prot c0.10 c0.19 c0.23 v/s Ratio Perm c0.34 0.33 0.14 v/c Ratio 0.84 0.82 0.53 0.38 0.85 Uniform Delay,d1 39.6 39.1 29.5 22.4 50.6 Progression Factor 1.00 1.00 0.14 0.20 1.00 Incremental Delay,d2 9.8 2.8 0.3 0.0 4.9 Delay(s) 49.4 41.9 4.3 4.5 55.5 Level of Service D D A A E Approach Delay(s) 0.0 43.8 4.4 55.5 Approach LOS A D A E Intersection Summary HCM 2000 Control Delay 38.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length(s) 146.4 Sum of lost time(s) 28.0 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Background PM 3: White Chapel Blvd & SH 114 EBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt r Vii ft Traffic Volume(vph) 134 121 193 0 0 0 0 628 239 511 1042 0 Future Volume(vph) 134 121 193 0 0 0 0 628 239 511 1042 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.95 1.00 1.00 0.95 Frt 1.00 0.91 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) 1610 3085 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.13 1.00 Satd. Flow(perm) 1610 3085 3539 1583 248 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 146 132 210 0 0 0 0 683 260 555 1133 0 RTOR Reduction(vph) 0 145 0 0 0 0 0 0 190 0 0 0 Lane Group Flow(vph) 131 212 0 0 0 0 0 683 70 555 1133 0 Turn Type Perm NA NA Perm pm+pt NA Protected Phases 410 2 1 12 Permitted Phases 410 2 12 Actuated Green, G(s) 17.9 17.9 30.1 30.1 107.5 114.5 Effective Green,g(s) 17.9 17.9 30.1 30.1 107.5 114.5 Actuated g/C Ratio 0.12 0.12 0.21 0.21 0.73 0.78 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 3.0 Lane Grp Cap(vph) 196 377 727 325 986 2767 v/s Ratio Prot c0.19 c0.30 0.32 v/s Ratio Perm c0.08 0.07 0.04 0.12 v/c Ratio 0.67 0.56 0.94 0.22 0.56 0.41 Uniform Delay,d1 61.4 60.6 57.3 48.3 17.1 5.1 Progression Factor 1.00 1.00 1.00 0.98 0.31 0.35 Incremental Delay,d2 8.3 1.9 19.6 0.1 0.4 0.1 Delay(s) 69.8 62.5 76.6 47.6 5.7 1.9 Level of Service E E E D A A Approach Delay(s) 64.4 0.0 68.6 3.1 Approach LOS E A E A Intersection Summary HCM 2000 Control Delay 32.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 146.4 Sum of lost time(s) 28.0 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis Future Background PM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt t Traffic Volume(veh/h) 0 76 31 846 1192 36 Future Volume(Veh/h) 0 76 31 846 1192 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 79 32 881 1242 38 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 355 pX,platoon unblocked 0.90 0.90 0.90 vC,conflicting volume 1766 640 1280 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1624 370 1083 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 86 94 cM capacity(veh/h) 79 563 574 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 79 32 440 440 828 452 Volume Left 0 32 0 0 0 0 Volume Right 79 0 0 0 0 38 cSH 563 574 1700 1700 1700 1700 Volume to Capacity 0.14 0.06 0.26 0.26 0.49 0.27 Queue Length 95th(ft) 12 4 0 0 0 0 Control Delay(s) 12.4 11.6 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 12.4 0.4 0.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Future Background PM 5: White Chapel Blvd & Driveway 2 I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 0 tt Traffic Volume(veh/h) 0 0 890 0 0 1270 Future Volume(Veh/h) 0 0 890 0 0 1270 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 967 0 0 1380 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 574 pX,platoon unblocked 0.90 vC,conflicting volume 1657 484 967 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1507 484 967 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 100 100 cM capacity(veh/h) 100 529 708 Direction, Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 0 645 322 690 690 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.38 0.19 0.41 0.41 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 5 HCM Unsignalized Intersection Capacity Analysis Future Background PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(veh/h) 6 0 6 0 0 0 0 867 0 23 0 1246 Future Volume(Veh/h) 6 0 6 0 0 0 0 867 0 23 0 1246 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 7 0 7 0 0 0 0 942 0 0 0 1354 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.90 0.00 vC,conflicting volume 1826 2296 678 1626 2297 471 1355 0 942 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1699 2221 428 1478 2221 471 1178 0 942 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 87 100 99 100 100 100 100 0 100 cM capacity(veh/h) 54 39 519 78 39 539 531 0 724 Direction, Lane# EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 14 0 0 628 314 0 903 452 Volume Left 7 0 0 0 0 0 0 0 Volume Right 7 0 0 0 0 0 0 1 cSH 98 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.14 0.00 0.00 0.37 0.18 0.00 0.53 0.27 Queue Length 95th(ft) 12 0 0 0 0 0 0 0 Control Delay(s) 47.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS E A Approach Delay(s) 47.9 0.0 0.0 0.0 Approach LOS E A Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 6 HCM Unsignalized Intersection Capacity Analysis Future Background PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 1 Future Volume(Veh/h) 1 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 1 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 7 HCM Unsignalized Intersection Capacity Analysis Future Background PM 7: White Chapel Blvd & Highland St I 9/2/2015 --1. .4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Right Turn Channelized MOYes Traffic Volume(veh/h) 68 45 55 84 19 10 62 782 32 0 1161 81 Future Volume(veh/h) 68 45 55 84 19 10 62 782 32 0 1161 81 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 74 49 60 91 21 11 67 850 35 0 1262 88 Approach Volume(veh/h) 123 123 952 1350 Crossing Volume(veh/h) 1353# 991 123 179 High Capacity(veh/h) 465 627 1258 1204 High v/c(veh/h) 0.26 0.20 0.76 1.12 Low Capacity(veh/h) 349 487 1046 997 Low v/c(veh/h) 0.35 0.25 0.91 1.35 Intersection Summary Maximum v/c High 1.12 Maximum v/c Low 1.35 Intersection Capacity Utilization 82.0% ICU Level of Service E # Crossing flow exceeds 1200, method is not applicable 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 8 HCM Unsignalized Intersection Capacity Analysis Future Background PM 8: Driveway 3 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 538 0 0 0 0 0 Future Volume(Veh/h) 538 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 585 0 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 496 pX,platoon unblocked vC,conflicting volume 585 585 195 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 585 585 195 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 986 442 814 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 195 195 195 0 0 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.11 0.11 0.11 0.00 0.00 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 13.7% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 9 HCM Unsignalized Intersection Capacity Analysis Future Background PM 9: SH 114 EBFR & SH 114 On Ramp 9/2/2015 --x --j, -4-- Movement Movement EBL EBT WBT WBR SWL SWR Lane Configurations +'tt Traffic Volume(veh/h) 538 41 0 0 0 0 Future Volume(Veh/h) 538 41 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 585 45 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 631 pX,platoon unblocked vC,conflicting volume 0 1185 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 1185 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 64 100 100 cM capacity(veh/h) 1622 116 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 594 18 18 Volume Left 585 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.36 0.01 0.01 Queue Length 95th(ft) 42 0 0 Control Delay(s) 8.4 0.0 0.0 Lane LOS A Approach Delay(s) 7.9 Approach LOS Intersection Summary Average Delay 7.9 Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 10 HCM Unsignalized Intersection Capacity Analysis Future Background PM 10: Driveway 4 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 41 0 0 0 0 0 Future Volume(Veh/h) 41 0 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 45 0 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1190 pX,platoon unblocked vC,conflicting volume 45 45 15 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 45 45 15 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1561 960 1061 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 15 15 15 0 0 Volume Left 0 0 0 0 0 Volume Right 0 0 0 0 0 cSH 1700 1700 1700 1700 1700 Volume to Capacity 0.01 0.01 0.01 0.00 0.00 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 6.7% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Total AM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(vph) 265 18 401 208 12 232 Future Volume(vph) 265 18 401 208 12 232 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1777 1858 Flt Permitted 0.95 1.00 1.00 0.97 Satd. Flow(perm) 1770 1583 1777 1802 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 288 20 436 226 13 252 RTOR Reduction(vph) 0 15 37 0 0 0 Lane Group Flow(vph) 288 5 625 0 0 265 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Actuated Green, G(s) 9.1 9.1 19.0 19.0 Effective Green,g(s) 9.1 9.1 19.0 19.0 Actuated g/C Ratio 0.25 0.25 0.53 0.53 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 446 399 935 948 v/s Ratio Prot c0.16 c0.35 v/s Ratio Perm 0.00 0.15 v/c Ratio 0.65 0.01 0.67 0.28 Uniform Delay,d1 12.1 10.1 6.2 4.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.0 1.8 0.2 Delay(s) 15.3 10.1 8.1 4.9 Level of Service B B A A Approach Delay(s) 14.9 8.1 4.9 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 36.1 Sum of lost time(s) 8.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total AM 2: White Chapel Blvd & SH 114 WBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) tt r tt t+ Traffic Volume(vph) 0 0 0 750 913 364 242 642 0 0 1020 60 Future Volume(vph) 0 0 0 750 913 364 242 642 0 0 1020 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.86 0.86 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1522 4741 1583 1770 3539 5043 Flt Permitted 0.95 0.99 1.00 0.10 1.00 1.00 Satd. Flow(perm) 1522 4741 1583 183 3539 5043 Peak-hour factor, PHF 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 815 992 396 263 698 0 0 1109 65 RTOR Reduction(vph) 0 0 0 0 0 115 0 0 0 0 4 0 Lane Group Flow(vph) 0 0 0 440 1367 281 263 698 0 0 1170 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 814 5 56 6 Permitted Phases 814 814 56 Actuated Green, G(s) 56.1 56.1 56.1 67.9 74.9 40.8 Effective Green,g(s) 56.1 56.1 56.1 67.9 74.9 40.8 Actuated g/C Ratio 0.39 0.39 0.39 0.47 0.52 0.28 Clearance Time(s) 7.0 7.0 Vehicle Extension(s) 1.0 2.0 Lane Grp Cap(vph) 588 1834 612 382 1828 1418 v/s Ratio Prot c0.13 0.20 c0.23 v/s Ratio Perm c0.29 0.29 0.18 0.19 v/c Ratio 0.75 0.75 0.46 0.69 0.38 0.82 Uniform Delay,d1 38.4 38.3 33.1 36.2 21.1 48.8 Progression Factor 1.00 1.00 1.00 0.15 0.20 1.00 Incremental Delay,d2 4.5 1.5 0.2 1.6 0.0 3.9 Delay(s) 42.9 39.8 33.3 7.1 4.2 52.6 Level of Service D D C A A D Approach Delay(s) 0.0 39.2 5.0 52.6 Approach LOS A D A D Intersection Summary HCM 2000 Control Delay 35.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 145.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Total AM 3: White Chapel Blvd & SH 114 EBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt r Vii ft Traffic Volume(vph) 134 155 207 0 0 0 0 698 329 608 1084 0 Future Volume(vph) 134 155 207 0 0 0 0 698 329 608 1084 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.95 1.00 1.00 0.95 Frt 1.00 0.92 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) 1610 3104 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.13 1.00 Satd. Flow(perm) 1610 3104 3539 1583 248 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 146 168 225 0 0 0 0 759 358 661 1178 0 RTOR Reduction(vph) 0 133 0 0 0 0 0 0 183 0 0 0 Lane Group Flow(vph) 131 275 0 0 0 0 0 759 175 661 1178 0 Turn Type Perm NA NA Perm pm+pt NA Protected Phases 410 2 1 12 Permitted Phases 410 2 12 Actuated Green, G(s) 18.0 18.0 30.1 30.1 106.0 113.0 Effective Green,g(s) 18.0 18.0 30.1 30.1 106.0 113.0 Actuated g/C Ratio 0.12 0.12 0.21 0.21 0.73 0.78 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 3.0 Lane Grp Cap(vph) 199 385 734 328 977 2757 v/s Ratio Prot c0.21 c0.35 0.33 v/s Ratio Perm 0.08 0.09 0.11 0.14 v/c Ratio 0.66 0.71 1.03 0.53 0.68 0.43 Uniform Delay,d1 60.6 61.0 57.5 51.2 20.1 5.3 Progression Factor 1.00 1.00 1.00 1.00 0.31 0.26 Incremental Delay,d2 7.6 6.2 42.3 0.8 1.2 0.1 Delay(s) 68.2 67.2 99.8 52.0 7.4 1.5 Level of Service E E F D A A Approach Delay(s) 67.4 0.0 84.5 3.6 Approach LOS E A F A Intersection Summary HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 145.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis Future Total AM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt t Traffic Volume(veh/h) 0 76 31 1029 1248 36 Future Volume(Veh/h) 0 76 31 1029 1248 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 79 32 1072 1300 38 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 451 355 pX,platoon unblocked 0.91 0.89 0.89 vC,conflicting volume 1919 669 1338 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1264 379 1131 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 86 94 cM capacity(veh/h) 138 551 545 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 79 32 536 536 867 471 Volume Left 0 32 0 0 0 0 Volume Right 79 0 0 0 0 38 cSH 551 545 1700 1700 1700 1700 Volume to Capacity 0.14 0.06 0.32 0.32 0.51 0.28 Queue Length 95th(ft) 12 5 0 0 0 0 Control Delay(s) 12.6 12.0 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 12.6 0.3 0.0 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Future Total AM 5: White Chapel Blvd & Driveway 2 I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 0 tt Traffic Volume(veh/h) 0 88 961 41 0 1326 Future Volume(Veh/h) 0 88 961 41 0 1326 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 96 1045 45 0 1441 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 232 574 pX,platoon unblocked 0.88 0.83 0.83 vC,conflicting volume 1788 545 1090 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1072 35 693 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 89 100 cM capacity(veh/h) 190 853 744 Direction, Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 96 697 393 720 720 Volume Left 0 0 0 0 0 Volume Right 96 0 45 0 0 cSH 853 1700 1700 1700 1700 Volume to Capacity 0.11 0.41 0.23 0.42 0.42 Queue Length 95th(ft) 9 0 0 0 0 Control Delay(s) 9.8 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.8 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Total AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(vph) 6 0 6 163 0 31 0 948 54 23 56 1246 Future Volume(vph) 6 0 6 163 0 31 0 948 54 23 56 1246 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 Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 Frt 0.93 0.98 0.99 1.00 1.00 Flt Protected 0.98 0.96 1.00 0.95 1.00 Satd. Flow(prot) 1695 1749 3510 1770 3539 Flt Permitted 0.86 0.75 1.00 0.22 1.00 Satd. Flow(perm) 1499 1368 3510 415 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 7 0 7 177 0 34 0 1030 59 25 61 1354 RTOR Reduction(vph) 0 11 0 0 17 0 0 7 0 0 0 0 Lane Group Flow(vph) 0 3 0 0 194 0 0 1082 0 0 86 1355 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G(s) 9.4 9.4 27.3 27.3 27.3 Effective Green,g(s) 9.4 9.4 27.3 27.3 27.3 Actuated g/C Ratio 0.21 0.21 0.61 0.61 0.61 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 315 287 2143 253 2161 v/s Ratio Prot 0.31 c0.38 v/s Ratio Perm 0.00 c0.14 0.21 v/c Ratio 0.01 0.67 0.51 0.34 0.63 Uniform Delay,d1 14.0 16.2 4.9 4.3 5.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 6.1 0.2 0.8 0.6 Delay(s) 14.0 22.4 5.1 5.1 6.1 Level of Service B C A A A Approach Delay(s) 14.0 22.4 5.1 6.0 Approach LOS B C A A Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 44.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 6 HCM Signalized Intersection Capacity Analysis Future Total AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(vph) 1 Future Volume(vph) 1 Ideal Flow(vphpl) 1900 Total Lost time(s) Lane Util. Factor Frt Flt Protected Satd. Flow(prot) Flt Permitted Satd. Flow(perm) Peak-hour factor, PHF 0.92 Adj. Flow(vph) 1 RTOR Reduction(vph) 0 Lane Group Flow(vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G(s) Effective Green,g(s) Actuated g/C Ratio Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach Delay(s) Approach LOS Intersection Summary 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 7 HCM Unsignalized Intersection Capacity Analysis Future Total AM 7: White Chapel Blvd & Highland St I 9/2/2015 --1. .4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Right Turn Channelized MOYes Traffic Volume(veh/h) 68 45 55 84 19 10 62 917 32 0 1324 81 Future Volume(veh/h) 68 45 55 84 19 10 62 917 32 0 1324 81 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 74 49 60 91 21 11 67 997 35 0 1439 88 Approach Volume(veh/h) 123 123 1099 1527 Crossing Volume(veh/h) 1530# 1138 123 179 High Capacity(veh/h) 401 556 1258 1204 High v/c(veh/h) 0.31 0.22 0.87 1.27 Low Capacity(veh/h) 296 426 1046 997 Low v/c(veh/h) 0.42 0.29 1.05 1.53 Intersection Summary Maximum v/c High 1.27 Maximum v/c Low 1.53 Intersection Capacity Utilization 90.3% ICU Level of Service E # Crossing flow exceeds 1200, method is not applicable 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 8 HCM Unsignalized Intersection Capacity Analysis Future Total AM 8: Driveway 3 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 636 102 0 0 0 49 Future Volume(Veh/h) 636 102 0 0 0 49 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 691 111 0 0 0 53 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 496 pX,platoon unblocked vC,conflicting volume 802 691 230 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 802 691 230 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 93 cM capacity(veh/h) 817 378 772 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 230 230 230 111 53 Volume Left 0 0 0 0 0 Volume Right 0 0 0 111 53 cSH 1700 1700 1700 1700 772 Volume to Capacity 0.14 0.14 0.14 0.07 0.07 Queue Length 95th(ft) 0 0 0 0 6 Control Delay(s) 0.0 0.0 0.0 0.0 10.0 Lane LOS B Approach Delay(s) 0.0 10.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 22.3% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 9 HCM Unsignalized Intersection Capacity Analysis Future Total AM 9: SH 114 EBFR & SH 114 On Ramp 9/2/2015 --x --j, -4-- Movement Movement EBL EBT WBT WBR SWL SWR Lane Configurations +'tt Traffic Volume(veh/h) 492 193 0 0 0 0 Future Volume(Veh/h) 492 193 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 535 210 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 631 pX,platoon unblocked vC,conflicting volume 0 1140 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 1140 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 67 100 100 cM capacity(veh/h) 1622 130 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 577 84 84 Volume Left 535 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.33 0.05 0.05 Queue Length 95th(ft) 37 0 0 Control Delay(s) 7.9 0.0 0.0 Lane LOS A Approach Delay(s) 6.1 Approach LOS Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 10 HCM Unsignalized Intersection Capacity Analysis Future Total AM 10: Driveway 4 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 123 70 0 0 0 58 Future Volume(Veh/h) 123 70 0 0 0 58 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 134 76 0 0 0 63 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1190 pX,platoon unblocked vC,conflicting volume 210 134 45 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 210 134 45 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 94 cM capacity(veh/h) 1358 846 1016 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 45 45 45 76 63 Volume Left 0 0 0 0 0 Volume Right 0 0 0 76 63 cSH 1700 1700 1700 1700 1016 Volume to Capacity 0.03 0.03 0.03 0.04 0.06 Queue Length 95th(ft) 0 0 0 0 5 Control Delay(s) 0.0 0.0 0.0 0.0 8.8 Lane LOS A Approach Delay(s) 0.0 8.8 Approach LOS A Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 13.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Horizon AM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(vph) 125 12 368 160 17 417 Future Volume(vph) 125 12 368 160 17 417 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.96 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1787 1859 Flt Permitted 0.95 1.00 1.00 0.98 Satd. Flow(perm) 1770 1583 1787 1820 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 136 13 400 174 18 453 RTOR Reduction(vph) 0 11 25 0 0 0 Lane Group Flow(vph) 136 2 549 0 0 471 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Actuated Green, G(s) 5.0 5.0 21.4 21.4 Effective Green,g(s) 5.0 5.0 21.4 21.4 Actuated g/C Ratio 0.15 0.15 0.62 0.62 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 257 230 1111 1132 v/s Ratio Prot c0.08 c0.31 v/s Ratio Perm 0.00 0.26 v/c Ratio 0.53 0.01 0.49 0.42 Uniform Delay,d1 13.6 12.6 3.5 3.3 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.0 0.0 0.3 0.2 Delay(s) 15.6 12.6 3.9 3.6 Level of Service B B A A Approach Delay(s) 15.3 3.9 3.6 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 5.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length(s) 34.4 Sum of lost time(s) 8.0 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total PM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(vph) 265 18 401 208 12 232 Future Volume(vph) 265 18 401 208 12 232 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1777 1858 Flt Permitted 0.95 1.00 1.00 0.97 Satd. Flow(perm) 1770 1583 1777 1802 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 288 20 436 226 13 252 RTOR Reduction(vph) 0 15 37 0 0 0 Lane Group Flow(vph) 288 5 625 0 0 265 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Actuated Green, G(s) 9.1 9.1 19.0 19.0 Effective Green,g(s) 9.1 9.1 19.0 19.0 Actuated g/C Ratio 0.25 0.25 0.53 0.53 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 446 399 935 948 v/s Ratio Prot c0.16 c0.35 v/s Ratio Perm 0.00 0.15 v/c Ratio 0.65 0.01 0.67 0.28 Uniform Delay,d1 12.1 10.1 6.2 4.7 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.0 1.8 0.2 Delay(s) 15.3 10.1 8.1 4.9 Level of Service B B A A Approach Delay(s) 14.9 8.1 4.9 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 36.1 Sum of lost time(s) 8.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total PM 2: White Chapel Blvd & SH 114 WBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) t tt t+ Traffic Volume(vph) 0 0 0 750 913 364 242 642 0 0 1020 60 Future Volume(vph) 0 0 0 750 913 364 242 642 0 0 1020 60 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.86 0.86 1.00 0.95 0.91 Frt 1.00 0.96 1.00 1.00 0.99 Flt Protected 0.95 0.99 0.95 1.00 1.00 Satd. Flow(prot) 1522 4596 1770 3539 5043 Flt Permitted 0.95 0.99 0.10 1.00 1.00 Satd. Flow(perm) 1522 4596 193 3539 5043 Peak-hour factor, PHF 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 815 992 396 263 698 0 0 1109 65 RTOR Reduction(vph) 0 0 0 0 38 0 0 0 0 0 4 0 Lane Group Flow(vph) 0 0 0 554 1611 0 263 698 0 0 1170 0 Turn Type Split NA pm+pt NA NA Protected Phases 814 814 5 56 6 Permitted Phases 56 Actuated Green, G(s) 60.4 60.4 68.6 75.6 38.6 Effective Green,g(s) 60.4 60.4 68.6 75.6 38.6 Actuated g/C Ratio 0.40 0.40 0.46 0.50 0.26 Clearance Time(s) 7.0 7.0 Vehicle Extension(s) 1.0 2.0 Lane Grp Cap(vph) 612 1850 403 1783 1297 v/s Ratio Prot c0.36 0.35 c0.13 c0.20 c0.23 v/s Ratio Perm 0.17 v/c Ratio 0.91 0.87 0.65 0.39 0.90 Uniform Delay,d1 42.1 41.2 36.5 23.0 53.9 Progression Factor 1.00 1.00 0.15 0.16 1.00 Incremental Delay,d2 16.6 4.7 1.3 0.0 8.7 Delay(s) 58.7 45.9 6.7 3.7 62.6 Level of Service E D A A E Approach Delay(s) 0.0 49.1 4.5 62.6 Approach LOS A D A E Intersection Summary HCM 2000 Control Delay 42.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Total PM 3: White Chapel Blvd & SH 114 EBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt r Vii ft Traffic Volume(vph) 134 155 207 0 0 0 0 698 329 608 1084 0 Future Volume(vph) 134 155 207 0 0 0 0 698 329 608 1084 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.95 1.00 1.00 0.95 Frt 1.00 0.92 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) 1610 3104 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.12 1.00 Satd. Flow(perm) 1610 3104 3539 1583 225 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 146 168 225 0 0 0 0 759 358 661 1178 0 RTOR Reduction(vph) 0 134 0 0 0 0 0 0 171 0 0 0 Lane Group Flow(vph) 131 274 0 0 0 0 0 759 187 661 1178 0 Turn Type Split NA NA Perm pm+pt NA Protected Phases 410 410 2 1 12 Permitted Phases 2 12 Actuated Green, G(s) 18.0 18.0 33.1 33.1 111.0 118.0 Effective Green,g(s) 18.0 18.0 33.1 33.1 111.0 118.0 Actuated g/C Ratio 0.12 0.12 0.22 0.22 0.74 0.79 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 3.0 Lane Grp Cap(vph) 193 372 780 349 968 2784 v/s Ratio Prot 0.08 c0.09 c0.21 c0.35 0.33 v/s Ratio Perm 0.12 0.15 v/c Ratio 0.68 0.74 0.97 0.54 0.68 0.42 Uniform Delay,d1 63.2 63.7 58.0 51.7 21.5 5.1 Progression Factor 1.00 1.00 1.00 0.99 0.43 0.30 Incremental Delay,d2 9.1 7.4 26.3 5.8 0.9 0.0 Delay(s) 72.4 71.1 84.1 57.0 10.2 1.6 Level of Service E E F E B A Approach Delay(s) 71.4 0.0 75.4 4.7 Approach LOS E A E A Intersection Summary HCM 2000 Control Delay 37.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis Future Total PM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt t Traffic Volume(veh/h) 0 76 31 1029 1248 36 Future Volume(Veh/h) 0 76 31 1029 1248 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 79 32 1072 1300 38 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 355 pX,platoon unblocked 0.89 0.89 0.89 vC,conflicting volume 1919 669 1338 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1789 390 1139 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 85 94 cM capacity(veh/h) 61 544 544 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 79 32 536 536 867 471 Volume Left 0 32 0 0 0 0 Volume Right 79 0 0 0 0 38 cSH 544 544 1700 1700 1700 1700 Volume to Capacity 0.15 0.06 0.32 0.32 0.51 0.28 Queue Length 95th(ft) 13 5 0 0 0 0 Control Delay(s) 12.7 12.0 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 12.7 0.3 0.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Future Total PM 5: White Chapel Blvd & Driveway 2 I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 0 tt Traffic Volume(veh/h) 0 88 961 41 0 1326 Future Volume(Veh/h) 0 88 961 41 0 1326 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 96 1045 45 0 1441 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 574 pX,platoon unblocked 0.89 vC,conflicting volume 1788 545 1090 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1646 545 1090 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 80 100 cM capacity(veh/h) 81 482 636 Direction, Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 96 697 393 720 720 Volume Left 0 0 0 0 0 Volume Right 96 0 45 0 0 cSH 482 1700 1700 1700 1700 Volume to Capacity 0.20 0.41 0.23 0.42 0.42 Queue Length 95th(ft) 18 0 0 0 0 Control Delay(s) 14.3 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 14.3 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 5 HCM Unsignalized Intersection Capacity Analysis Future Total PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(veh/h) 6 0 6 163 0 31 0 948 54 23 56 1246 Future Volume(Veh/h) 6 0 6 163 0 31 0 948 54 23 56 1246 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 7 0 7 177 0 34 0 1030 59 0 61 1354 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.90 0.00 vC,conflicting volume 2026 2566 678 1866 2536 544 1355 0 1089 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1920 2519 426 1743 2486 544 1177 0 1089 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 78 100 99 0 100 93 100 0 90 cM capacity(veh/h) 32 23 520 46 24 483 532 0 636 Direction, Lane# EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 14 211 0 687 402 61 903 452 Volume Left 7 177 0 0 0 61 0 0 Volume Right 7 34 0 0 59 0 0 1 cSH 60 53 1700 1700 1700 636 1700 1700 Volume to Capacity 0.24 3.95 0.00 0.40 0.24 0.10 0.53 0.27 Queue Length 95th(ft) 20 Err 0 0 0 8 0 0 Control Delay(s) 83.1 Err 0.0 0.0 0.0 11.3 0.0 0.0 Lane LOS F F B Approach Delay(s) 83.1 Err 0.0 0.5 Approach LOS F F Intersection Summary Average Delay 773.5 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 6 HCM Unsignalized Intersection Capacity Analysis Future Total PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 1 Future Volume(Veh/h) 1 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 1 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 7 HCM Unsignalized Intersection Capacity Analysis Future Total PM 7: White Chapel Blvd & Highland St I 9/2/2015 --1. .4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Right Turn Channelized MOYes Traffic Volume(veh/h) 68 45 55 84 19 10 62 917 32 0 1324 81 Future Volume(veh/h) 68 45 55 84 19 10 62 917 32 0 1324 81 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 74 49 60 91 21 11 67 997 35 0 1439 88 Approach Volume(veh/h) 123 123 1099 1527 Crossing Volume(veh/h) 1530# 1138 123 179 High Capacity(veh/h) 401 556 1258 1204 High v/c(veh/h) 0.31 0.22 0.87 1.27 Low Capacity(veh/h) 296 426 1046 997 Low v/c(veh/h) 0.42 0.29 1.05 1.53 Intersection Summary Maximum v/c High 1.27 Maximum v/c Low 1.53 Intersection Capacity Utilization 90.3% ICU Level of Service E # Crossing flow exceeds 1200, method is not applicable 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 8 HCM Unsignalized Intersection Capacity Analysis Future Total PM 8: Driveway 3 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 698 102 0 0 0 49 Future Volume(Veh/h) 698 102 0 0 0 49 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 759 111 0 0 0 53 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 496 pX,platoon unblocked vC,conflicting volume 870 759 253 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 870 759 253 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 93 cM capacity(veh/h) 770 343 746 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 253 253 253 111 53 Volume Left 0 0 0 0 0 Volume Right 0 0 0 111 53 cSH 1700 1700 1700 1700 746 Volume to Capacity 0.15 0.15 0.15 0.07 0.07 Queue Length 95th(ft) 0 0 0 0 6 Control Delay(s) 0.0 0.0 0.0 0.0 10.2 Lane LOS B Approach Delay(s) 0.0 10.2 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 23.5% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 9 HCM Unsignalized Intersection Capacity Analysis Future Total PM 9: SH 114 EBFR & SH 114 On Ramp 9/2/2015 --x --j, -4-- Movement Movement EBL EBT WBT WBR SWL SWR Lane Configurations Ot Traffic Volume(veh/h) 550 197 0 0 0 0 Future Volume(Veh/h) 550 197 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 598 214 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 631 pX,platoon unblocked vC,conflicting volume 0 1267 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 1267 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 63 100 100 cM capacity(veh/h) 1622 101 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 641 86 86 Volume Left 598 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.37 0.05 0.05 Queue Length 95th(ft) 43 0 0 Control Delay(s) 8.2 0.0 0.0 Lane LOS A Approach Delay(s) 6.4 Approach LOS Intersection Summary Average Delay 6.4 Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 10 HCM Unsignalized Intersection Capacity Analysis Future Total PM 10: Driveway 4 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 127 70 0 0 0 58 Future Volume(Veh/h) 127 70 0 0 0 58 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 138 76 0 0 0 63 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1190 pX,platoon unblocked vC,conflicting volume 214 138 46 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 214 138 46 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 94 cM capacity(veh/h) 1353 841 1014 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 46 46 46 76 63 Volume Left 0 0 0 0 0 Volume Right 0 0 0 76 63 cSH 1700 1700 1700 1700 1014 Volume to Capacity 0.03 0.03 0.03 0.04 0.06 Queue Length 95th(ft) 0 0 0 0 5 Control Delay(s) 0.0 0.0 0.0 0.0 8.8 Lane LOS A Approach Delay(s) 0.0 8.8 Approach LOS A Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 13.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Horizon AM 2: White Chapel Blvd & SH 114 WBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) t tt t+ Traffic Volume(vph) 0 0 0 510 67 237 171 632 0 0 676 38 Future Volume(vph) 0 0 0 510 67 237 171 632 0 0 676 38 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.86 0.86 1.00 0.95 0.91 Frt 1.00 0.94 1.00 1.00 0.99 Flt Protected 0.95 0.98 0.95 1.00 1.00 Satd. Flow(prot) 1522 4400 1770 3539 5045 Flt Permitted 0.95 0.98 0.21 1.00 1.00 Satd. Flow(perm) 1522 4400 391 3539 5045 Peak-hour factor, PHF 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 554 73 258 186 687 0 0 735 41 RTOR Reduction(vph) 0 0 0 0 88 0 0 0 0 0 5 0 Lane Group Flow(vph) 0 0 0 277 520 0 186 687 0 0 771 0 Turn Type Perm NA pm+pt NA NA Protected Phases 814 5 56 6 Permitted Phases 814 56 Actuated Green, G(s) 33.7 33.7 65.3 72.3 26.7 Effective Green,g(s) 33.7 33.7 65.3 72.3 26.7 Actuated g/C Ratio 0.28 0.28 0.54 0.60 0.22 Clearance Time(s) 7.0 7.0 Vehicle Extension(s) 1.0 2.0 Lane Grp Cap(vph) 427 1235 656 2132 1122 v/s Ratio Prot 0.09 c0.19 c0.15 v/s Ratio Perm c0.18 0.12 0.06 v/c Ratio 0.65 0.42 0.28 0.32 0.69 Uniform Delay,d1 37.9 35.2 14.6 11.8 42.8 Progression Factor 1.00 1.00 0.17 0.25 1.00 Incremental Delay,d2 2.5 0.1 0.1 0.0 1.4 Delay(s) 40.5 35.3 2.5 2.9 44.2 Level of Service D D A A D Approach Delay(s) 0.0 36.9 2.8 44.2 Approach LOS A D A D Intersection Summary HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Horizon AM 3: White Chapel Blvd & SH 114 EBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt r Vii ft Traffic Volume(vph) 121 77 135 0 0 0 0 640 517 445 698 0 Future Volume(vph) 121 77 135 0 0 0 0 640 517 445 698 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.95 1.00 1.00 0.95 Frt 1.00 0.91 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) 1610 3076 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.21 1.00 Satd. Flow(perm) 1610 3076 3539 1583 388 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 132 84 147 0 0 0 0 696 562 484 759 0 RTOR Reduction(vph) 0 116 0 0 0 0 0 0 277 0 0 0 Lane Group Flow(vph) 119 128 0 0 0 0 0 696 285 484 759 0 Turn Type Perm NA NA Perm pm+pt NA Protected Phases 410 2 1 12 Permitted Phases 410 2 12 Actuated Green, G(s) 25.5 25.5 33.0 33.0 73.5 80.5 Effective Green,g(s) 25.5 25.5 33.0 33.0 73.5 80.5 Actuated g/C Ratio 0.21 0.21 0.28 0.28 0.61 0.67 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 3.0 Lane Grp Cap(vph) 342 653 973 435 704 2374 v/s Ratio Prot c0.20 c0.23 0.21 v/s Ratio Perm c0.07 0.04 0.18 0.19 v/c Ratio 0.35 0.20 0.72 0.66 0.69 0.32 Uniform Delay,d1 40.2 38.8 39.3 38.5 18.5 8.3 Progression Factor 1.00 1.00 1.00 1.00 0.29 0.23 Incremental Delay,d2 0.6 0.1 2.1 2.7 2.5 0.1 Delay(s) 40.8 39.0 41.4 41.2 7.9 2.0 Level of Service D D D D A A Approach Delay(s) 39.6 0.0 41.3 4.3 Approach LOS D A D A Intersection Summary HCM 2000 Control Delay 25.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt t Traffic Volume(veh/h) 0 17 79 1160 739 87 Future Volume(Veh/h) 0 17 79 1160 739 87 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 18 82 1208 770 91 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 451 355 pX,platoon unblocked 0.88 0.91 0.91 vC,conflicting volume 1584 430 861 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 945 186 658 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 98 90 cM capacity(veh/h) 207 752 845 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 18 82 604 604 513 348 Volume Left 0 82 0 0 0 0 Volume Right 18 0 0 0 0 91 cSH 752 845 1700 1700 1700 1700 Volume to Capacity 0.02 0.10 0.36 0.36 0.30 0.20 Queue Length 95th(ft) 2 8 0 0 0 0 Control Delay(s) 9.9 9.7 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.9 0.6 0.0 Approach LOS A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 5: White Chapel Blvd & Driveway 2 I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 0 tt Traffic Volume(veh/h) 0 43 1192 39 0 753 Future Volume(Veh/h) 0 43 1192 39 0 753 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 47 1296 42 0 818 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 232 574 pX,platoon unblocked 0.84 0.81 0.81 vC,conflicting volume 1726 669 1338 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1086 106 936 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 94 100 cM capacity(veh/h) 178 748 586 Direction, Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 47 864 474 409 409 Volume Left 0 0 0 0 0 Volume Right 47 0 42 0 0 cSH 748 1700 1700 1700 1700 Volume to Capacity 0.06 0.51 0.28 0.24 0.24 Queue Length 95th(ft) 5 0 0 0 0 Control Delay(s) 10.1 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.1 0.0 0.0 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Horizon AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(vph) 4 0 4 69 0 19 12 1202 0 3 0 679 Future Volume(vph) 4 0 4 69 0 19 12 1202 0 3 0 679 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.93 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1695 1770 1583 1770 3539 1770 3528 Flt Permitted 0.84 0.83 1.00 0.37 1.00 0.18 1.00 Satd. Flow(perm) 1459 1552 1583 681 3539 338 3528 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 4 0 4 75 0 21 13 1307 0 3 0 738 RTOR Reduction(vph) 0 7 0 0 19 0 0 0 0 0 0 2 Lane Group Flow(vph) 0 1 0 75 2 0 13 1307 0 0 3 752 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G(s) 4.8 4.8 4.8 28.2 28.2 28.2 28.2 Effective Green,g(s) 4.8 4.8 4.8 28.2 28.2 28.2 28.2 Actuated g/C Ratio 0.12 0.12 0.12 0.69 0.69 0.69 0.69 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 170 181 185 468 2434 232 2426 v/s Ratio Prot 0.00 c0.37 0.21 v/s Ratio Perm 0.00 c0.05 0.02 0.01 v/c Ratio 0.01 0.41 0.01 0.03 0.54 0.01 0.31 Uniform Delay,d1 16.0 16.8 16.0 2.0 3.2 2.0 2.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 1.5 0.0 0.0 0.2 0.0 0.1 Delay(s) 16.0 18.3 16.0 2.1 3.4 2.0 2.6 Level of Service B B B A A A A Approach Delay(s) 16.0 17.8 3.4 2.6 Approach LOS B B A A Intersection Summary HCM 2000 Control Delay 3.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length(s) 41.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 6 HCM Signalized Intersection Capacity Analysis Future Horizon AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(vph) 15 Future Volume(vph) 15 Ideal Flow(vphpl) 1900 Total Lost time(s) Lane Util. Factor Frt Flt Protected Satd. Flow(prot) Flt Permitted Satd. Flow(perm) Peak-hour factor, PHF 0.92 Adj. Flow(vph) 16 RTOR Reduction(vph) 0 Lane Group Flow(vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G(s) Effective Green,g(s) Actuated g/C Ratio Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach Delay(s) Approach LOS Intersection Summary 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 7 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 7: White Chapel Blvd & Highland St I 9/2/2015 --1. .4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Right Turn Channelized MOYes Traffic Volume(veh/h) 210 137 163 41 15 24 33 1033 73 12 621 127 Future Volume(veh/h) 210 137 163 41 15 24 33 1033 73 12 621 127 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 228 149 177 45 16 26 36 1123 79 13 675 138 Approach Volume(veh/h) 377 87 1238 826 Crossing Volume(veh/h) 733 1387# 390 97 High Capacity(veh/h) 774 452 1019 1284 High v/c(veh/h) 0.49 0.19 1.21 0.64 Low Capacity(veh/h) 614 338 831 1069 Low v/c(veh/h) 0.61 0.26 1.49 0.77 Intersection Summary Maximum v/c High 1.21 Maximum v/c Low 1.49 Intersection Capacity Utilization 88.3% ICU Level of Service E # Crossing flow exceeds 1200, method is not applicable 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 8 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 8: Driveway 3 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 930 97 0 0 0 32 Future Volume(Veh/h) 930 97 0 0 0 32 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 1011 105 0 0 0 35 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 496 pX,platoon unblocked vC,conflicting volume 1116 1011 337 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1116 1011 337 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 95 cM capacity(veh/h) 622 236 659 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 337 337 337 105 35 Volume Left 0 0 0 0 0 Volume Right 0 0 0 105 35 cSH 1700 1700 1700 1700 659 Volume to Capacity 0.20 0.20 0.20 0.06 0.05 Queue Length 95th(ft) 0 0 0 0 4 Control Delay(s) 0.0 0.0 0.0 0.0 10.8 Lane LOS B Approach Delay(s) 0.0 10.8 Approach LOS B Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 28.0% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 9 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 9: SH 114 EBFR & SH 114 On Ramp 9/2/2015 --x --j, -4-- Movement Movement EBL EBT WBT WBR SWL SWR Lane Configurations Ot Traffic Volume(veh/h) 872 90 0 0 0 0 Future Volume(Veh/h) 872 90 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 948 98 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 631 pX,platoon unblocked vC,conflicting volume 0 1929 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 1929 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 42 100 100 cM capacity(veh/h) 1622 24 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 968 39 39 Volume Left 948 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.58 0.02 0.02 Queue Length 95th(ft) 101 0 0 Control Delay(s) 10.2 0.0 0.0 Lane LOS B Approach Delay(s) 9.4 Approach LOS Intersection Summary Average Delay 9.4 Intersection Capacity Utilization 51.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 10 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 10: Driveway 4 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 24 66 0 0 0 2 Future Volume(Veh/h) 24 66 0 0 0 2 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 26 72 0 0 0 2 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1190 pX,platoon unblocked vC,conflicting volume 98 26 9 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 98 26 9 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1493 986 1071 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 9 9 9 72 2 Volume Left 0 0 0 0 0 Volume Right 0 0 0 72 2 cSH 1700 1700 1700 1700 1071 Volume to Capacity 0.01 0.01 0.01 0.04 0.00 Queue Length 95th(ft) 0 0 0 0 0 Control Delay(s) 0.0 0.0 0.0 0.0 8.4 Lane LOS A Approach Delay(s) 0.0 8.4 Approach LOS A Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 11 HCM Signalized Intersection Capacity Analysis Future Horizon PM 1: White Chapel Blvd & E Kirkwood Blvd I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Volume(vph) 265 18 430 208 12 249 Future Volume(vph) 265 18 430 208 12 249 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.96 1.00 Flt Protected 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1781 1858 Flt Permitted 0.95 1.00 1.00 0.97 Satd. Flow(perm) 1770 1583 1781 1804 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 288 20 467 226 13 271 RTOR Reduction(vph) 0 15 34 0 0 0 Lane Group Flow(vph) 288 5 659 0 0 284 Turn Type Prot Perm NA Perm NA Protected Phases 8 2 6 Permitted Phases 8 6 Actuated Green, G(s) 9.2 9.2 19.2 19.2 Effective Green,g(s) 9.2 9.2 19.2 19.2 Actuated g/C Ratio 0.25 0.25 0.53 0.53 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 447 400 939 951 v/s Ratio Prot c0.16 c0.37 v/s Ratio Perm 0.00 0.16 v/c Ratio 0.64 0.01 0.70 0.30 Uniform Delay,d1 12.1 10.2 6.4 4.8 Progression Factor 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 0.0 2.4 0.2 Delay(s) 15.3 10.2 8.8 5.0 Level of Service B B A A Approach Delay(s) 15.0 8.8 5.0 Approach LOS B A A Intersection Summary HCM 2000 Control Delay 9.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 36.4 Sum of lost time(s) 8.0 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Horizon PM 2: White Chapel Blvd & SH 114 WBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) t tt t+ Traffic Volume(vph) 0 0 0 798 977 387 257 642 0 0 1037 61 Future Volume(vph) 0 0 0 798 977 387 257 642 0 0 1037 61 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.86 0.86 1.00 0.95 0.91 Frt 1.00 0.96 1.00 1.00 0.99 Flt Protected 0.95 0.99 0.95 1.00 1.00 Satd. Flow(prot) 1522 4597 1770 3539 5043 Flt Permitted 0.95 0.99 0.10 1.00 1.00 Satd. Flow(perm) 1522 4597 183 3539 5043 Peak-hour factor, PHF 1.00 1.00 1.00 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 867 1062 421 279 698 0 0 1127 66 RTOR Reduction(vph) 0 0 0 0 38 0 0 0 0 0 4 0 Lane Group Flow(vph) 0 0 0 590 1722 0 279 698 0 0 1189 0 Turn Type Perm NA pm+pt NA NA Protected Phases 814 5 56 6 Permitted Phases 814 56 Actuated Green, G(s) 60.0 60.0 67.7 74.7 40.7 Effective Green,g(s) 60.0 60.0 67.7 74.7 40.7 Actuated g/C Ratio 0.40 0.40 0.46 0.50 0.27 Clearance Time(s) 7.0 7.0 Vehicle Extension(s) 1.0 2.0 Lane Grp Cap(vph) 614 1854 371 1777 1380 v/s Ratio Prot c0.14 0.20 c0.24 v/s Ratio Perm c0.39 0.37 0.21 v/c Ratio 0.96 0.93 0.75 0.39 0.86 Uniform Delay,d1 43.2 42.3 39.8 22.9 51.3 Progression Factor 1.00 1.00 0.14 0.18 1.00 Incremental Delay,d2 26.6 8.6 2.0 0.0 5.6 Delay(s) 69.8 50.9 7.7 4.1 56.9 Level of Service E D A A E Approach Delay(s) 0.0 55.6 5.1 56.9 Approach LOS A E A E Intersection Summary HCM 2000 Control Delay 45.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length(s) 148.7 Sum of lost time(s) 28.0 Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Horizon PM 3: White Chapel Blvd & SH 114 EBFR I 9/2/2015 --1. 4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M tt r Vii ft Traffic Volume(vph) 134 159 220 0 0 0 0 722 350 622 1133 0 Future Volume(vph) 134 159 220 0 0 0 0 722 350 622 1133 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 0.91 0.91 0.95 1.00 1.00 0.95 Frt 1.00 0.92 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) 1610 3100 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.13 1.00 Satd. Flow(perm) 1610 3100 3539 1583 248 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 146 173 239 0 0 0 0 785 380 676 1232 0 RTOR Reduction(vph) 0 122 0 0 0 0 0 0 177 0 0 0 Lane Group Flow(vph) 131 305 0 0 0 0 0 785 203 676 1232 0 Turn Type Perm NA NA Perm pm+pt NA Protected Phases 410 2 1 12 Permitted Phases 410 2 12 Actuated Green, G(s) 18.0 18.0 30.0 30.0 109.7 116.7 Effective Green,g(s) 18.0 18.0 30.0 30.0 109.7 116.7 Actuated g/C Ratio 0.12 0.12 0.20 0.20 0.74 0.78 Clearance Time(s) 7.0 7.0 7.0 Vehicle Extension(s) 2.0 2.0 3.0 Lane Grp Cap(vph) 194 375 713 319 998 2777 v/s Ratio Prot c0.22 c0.36 0.35 v/s Ratio Perm 0.08 0.10 0.13 0.14 v/c Ratio 0.68 0.81 1.10 0.64 0.68 0.44 Uniform Delay,d1 62.6 63.7 59.3 54.3 20.0 5.3 Progression Factor 1.00 1.00 1.00 1.00 0.49 0.27 Incremental Delay,d2 8.9 12.6 64.8 3.0 0.8 0.0 Delay(s) 71.5 76.3 124.1 57.4 10.7 1.5 Level of Service E E F E B A Approach Delay(s) 75.2 0.0 102.3 4.7 Approach LOS E A F A Intersection Summary HCM 2000 Control Delay 46.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length(s) 148.7 Sum of lost time(s) 28.0 Intersection Capacity Utilization 85.9% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 3 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 t I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r tt t Traffic Volume(veh/h) 0 76 31 1050 1309 36 Future Volume(Veh/h) 0 76 31 1050 1309 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 79 32 1094 1364 38 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 451 355 pX,platoon unblocked 0.90 0.88 0.88 vC,conflicting volume 1994 701 1402 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1310 399 1192 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 85 94 cM capacity(veh/h) 128 531 514 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 79 32 547 547 909 493 Volume Left 0 32 0 0 0 0 Volume Right 79 0 0 0 0 38 cSH 531 514 1700 1700 1700 1700 Volume to Capacity 0.15 0.06 0.32 0.32 0.53 0.29 Queue Length 95th(ft) 13 5 0 0 0 0 Control Delay(s) 13.0 12.5 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 13.0 0.4 0.0 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 4 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 5: White Chapel Blvd & Driveway 2 I 9/2/2015 t I Movement WBL WBR NBT NBR SBL SBT Lane Configurations r 0 tt Traffic Volume(veh/h) 0 88 982 41 0 1388 Future Volume(Veh/h) 0 88 982 41 0 1388 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 96 1067 45 0 1509 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 232 574 pX,platoon unblocked 0.88 0.82 0.82 vC,conflicting volume 1844 556 1112 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1094 16 695 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 89 100 cM capacity(veh/h) 183 868 734 Direction, Lane# WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 96 711 401 754 754 Volume Left 0 0 0 0 0 Volume Right 96 0 45 0 0 cSH 868 1700 1700 1700 1700 Volume to Capacity 0.11 0.42 0.24 0.44 0.44 Queue Length 95th(ft) 9 0 0 0 0 Control Delay(s) 9.7 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.7 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 41.7% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 5 HCM Signalized Intersection Capacity Analysis Future Horizon PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(vph) 6 0 6 163 0 31 0 992 54 23 56 1307 Future Volume(vph) 6 0 6 163 0 31 0 992 54 23 56 1307 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 Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 Frt 0.93 0.98 0.99 1.00 1.00 Flt Protected 0.98 0.96 1.00 0.95 1.00 Satd. Flow(prot) 1695 1749 3512 1770 3539 Flt Permitted 0.86 0.75 1.00 0.21 1.00 Satd. Flow(perm) 1500 1368 3512 386 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 7 0 7 177 0 34 0 1078 59 25 61 1421 RTOR Reduction(vph) 0 11 0 0 17 0 0 6 0 0 0 0 Lane Group Flow(vph) 0 3 0 0 194 0 0 1131 0 0 86 1422 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G(s) 9.5 9.5 27.7 27.7 27.7 Effective Green,g(s) 9.5 9.5 27.7 27.7 27.7 Actuated g/C Ratio 0.21 0.21 0.61 0.61 0.61 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 315 287 2152 236 2168 v/s Ratio Prot 0.32 c0.40 v/s Ratio Perm 0.00 c0.14 0.22 v/c Ratio 0.01 0.67 0.53 0.36 0.66 Uniform Delay,d1 14.1 16.4 5.0 4.4 5.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 6.1 0.2 1.0 0.7 Delay(s) 14.1 22.6 5.2 5.3 6.4 Level of Service B C A A A Approach Delay(s) 14.1 22.6 5.2 6.3 Approach LOS B C A A Intersection Summary HCM 2000 Control Delay 7.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 45.2 Sum of lost time(s) 8.0 Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 6 HCM Signalized Intersection Capacity Analysis Future Horizon PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(vph) 1 Future Volume(vph) 1 Ideal Flow(vphpl) 1900 Total Lost time(s) Lane Util. Factor Frt Flt Protected Satd. Flow(prot) Flt Permitted Satd. Flow(perm) Peak-hour factor, PHF 0.92 Adj. Flow(vph) 1 RTOR Reduction(vph) 0 Lane Group Flow(vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G(s) Effective Green,g(s) Actuated g/C Ratio Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach Delay(s) Approach LOS Intersection Summary 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 7 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 7: White Chapel Blvd & Highland St I 9/2/2015 --1. .4--- t I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Right Turn Channelized MOYes Traffic Volume(veh/h) 74 49 60 92 21 11 67 953 35 0 1378 88 Future Volume(veh/h) 74 49 60 92 21 11 67 953 35 0 1378 88 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 80 53 65 100 23 12 73 1036 38 0 1498 96 Approach Volume(veh/h) 133 135 1147 1594 Crossing Volume(veh/h) 1598# 1189 133 196 High Capacity(veh/h) 378 533 1248 1188 High v/c(veh/h) 0.35 0.25 0.92 1.34 Low Capacity(veh/h) 277 406 1037 982 Low v/c(veh/h) 0.48 0.33 1.11 1.62 Intersection Summary Maximum v/c High 1.34 Maximum v/c Low 1.62 Intersection Capacity Utilization 93.8% ICU Level of Service F # Crossing flow exceeds 1200, method is not applicable 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 8 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 8: Driveway 3 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 750 102 0 0 0 49 Future Volume(Veh/h) 750 102 0 0 0 49 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 815 111 0 0 0 53 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 496 pX,platoon unblocked vC,conflicting volume 926 815 272 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 926 815 272 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 93 cM capacity(veh/h) 734 315 726 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 272 272 272 111 53 Volume Left 0 0 0 0 0 Volume Right 0 0 0 111 53 cSH 1700 1700 1700 1700 726 Volume to Capacity 0.16 0.16 0.16 0.07 0.07 Queue Length 95th(ft) 0 0 0 0 6 Control Delay(s) 0.0 0.0 0.0 0.0 10.3 Lane LOS B Approach Delay(s) 0.0 10.3 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 9 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 9: SH 114 EBFR & SH 114 On Ramp 9/2/2015 --x --j, -4-- Movement Movement EBL EBT WBT WBR SWL SWR Lane Configurations Ot Traffic Volume(veh/h) 550 197 0 0 0 0 Future Volume(Veh/h) 550 197 0 0 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 598 214 0 0 0 0 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 631 pX,platoon unblocked vC,conflicting volume 0 1267 0 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 0 1267 0 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 63 100 100 cM capacity(veh/h) 1622 101 1084 Direction, Lane# EB 1 EB 2 EB 3 Volume Total 641 86 86 Volume Left 598 0 0 Volume Right 0 0 0 cSH 1622 1700 1700 Volume to Capacity 0.37 0.05 0.05 Queue Length 95th(ft) 43 0 0 Control Delay(s) 8.2 0.0 0.0 Lane LOS A Approach Delay(s) 6.4 Approach LOS Intersection Summary Average Delay 6.4 Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 10 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 10: Driveway 4 & SH 114 EBFR 9/2/2015 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ttt r r Traffic Volume(veh/h) 127 70 0 0 0 58 Future Volume(Veh/h) 127 70 0 0 0 58 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 138 76 0 0 0 63 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 1190 pX,platoon unblocked vC,conflicting volume 214 138 46 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 214 138 46 tC,single(s) 4.1 6.8 6.9 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 94 cM capacity(veh/h) 1353 841 1014 Direction, Lane# EB 1 EB 2 EB 3 EB 4 NB 1 Volume Total 46 46 46 76 63 Volume Left 0 0 0 0 0 Volume Right 0 0 0 76 63 cSH 1700 1700 1700 1700 1014 Volume to Capacity 0.03 0.03 0.03 0.04 0.06 Queue Length 95th(ft) 0 0 0 0 5 Control Delay(s) 0.0 0.0 0.0 0.0 8.8 Lane LOS A Approach Delay(s) 0.0 8.8 Approach LOS A Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 13.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 11 HCM Unsignalized Intersection Capacity Analysis Future Total AM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations 1� Traffic Volume(veh/h) 4 0 4 0 0 88 12 1138 0 3 0 703 Future Volume(Veh/h) 4 0 4 0 0 88 12 1138 0 3 0 703 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 4 0 4 0 0 96 13 1237 0 0 0 764 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95 0.00 vC,conflicting volume 1512 2035 390 1649 2043 618 780 0 1237 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1431 1982 246 1575 1990 618 658 0 1237 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 94 100 99 100 100 78 99 0 100 cM capacity(veh/h) 69 57 715 69 56 432 878 0 559 Direction, Lane# EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 4 4 0 96 13 825 412 0 509 271 Volume Left 4 0 0 0 13 0 0 0 0 0 Volume Right 0 4 0 96 0 0 0 0 0 16 cSH 69 715 1700 432 878 1700 1700 1700 1700 1700 Volume to Capacity 0.06 0.01 0.00 0.22 0.01 0.49 0.24 0.00 0.30 0.16 Queue Length 95th(ft) 5 0 0 21 1 0 0 0 0 0 Control Delay(s) 60.2 10.1 0.0 15.7 9.2 0.0 0.0 0.0 0.0 0.0 Lane LOS F B A C A Approach Delay(s) 35.1 15.7 0.1 0.0 Approach LOS E C Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Total AM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 15 Future Volume(Veh/h) 15 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 16 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis Future Total PM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations 1� Traffic Volume(veh/h) 6 0 6 0 0 194 0 948 54 23 56 1409 Future Volume(Veh/h) 6 0 6 0 0 194 0 948 54 23 56 1409 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 7 0 7 0 0 211 0 1030 59 0 61 1532 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.90 0.00 vC,conflicting volume 2380 2744 766 1954 2714 544 1533 0 1089 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 2312 2715 518 1838 2683 544 1370 0 1089 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 27 100 98 100 100 56 100 0 90 cM capacity(veh/h) 10 17 452 38 18 483 447 0 636 Direction, Lane# EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 7 7 0 211 0 687 402 61 1021 512 Volume Left 7 0 0 0 0 0 0 61 0 0 Volume Right 0 7 0 211 0 0 59 0 0 1 cSH 10 452 1700 483 1700 1700 1700 636 1700 1700 Volume to Capacity 0.73 0.02 0.00 0.44 0.00 0.40 0.24 0.10 0.60 0.30 Queue Length 95th(ft) 37 1 0 55 0 0 0 8 0 0 Control Delay(s) 678.2 13.1 0.0 18.1 0.0 0.0 0.0 11.3 0.0 0.0 Lane LOS F B A C B Approach Delay(s) 345.6 18.1 0.0 0.4 Approach LOS F C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Total PM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 1 Future Volume(Veh/h) 1 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 1 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Total AM Dwy 1 Signal.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(vph) 4 0 4 69 0 19 12 1138 0 3 0 634 Future Volume(vph) 4 0 4 69 0 19 12 1138 0 3 0 634 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 0.93 1.00 0.85 1.00 1.00 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1695 1770 1583 1770 3539 1770 3527 Flt Permitted 0.84 0.83 1.00 0.38 1.00 0.20 1.00 Satd. Flow(perm) 1459 1552 1583 715 3539 372 3527 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 4 0 4 75 0 21 13 1237 0 3 0 689 RTOR Reduction(vph) 0 7 0 0 19 0 0 0 0 0 0 2 Lane Group Flow(vph) 0 1 0 75 2 0 13 1237 0 0 3 703 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G(s) 4.8 4.8 4.8 27.6 27.6 27.6 27.6 Effective Green,g(s) 4.8 4.8 4.8 27.6 27.6 27.6 27.6 Actuated g/C Ratio 0.12 0.12 0.12 0.68 0.68 0.68 0.68 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 173 184 188 488 2417 254 2409 v/s Ratio Prot 0.00 c0.35 0.20 v/s Ratio Perm 0.00 c0.05 0.02 0.01 v/c Ratio 0.01 0.41 0.01 0.03 0.51 0.01 0.29 Uniform Delay,d1 15.7 16.5 15.7 2.1 3.1 2.0 2.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 1.5 0.0 0.0 0.2 0.0 0.1 Delay(s) 15.7 18.0 15.7 2.1 3.3 2.1 2.6 Level of Service B B B A A A A Approach Delay(s) 15.7 17.5 3.3 2.6 Approach LOS B B A A Intersection Summary HCM 2000 Control Delay 3.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length(s) 40.4 Sum of lost time(s) 8.0 Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total AM Dwy 1 Signal.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(vph) 15 Future Volume(vph) 15 Ideal Flow(vphpl) 1900 Total Lost time(s) Lane Util. Factor Frt Flt Protected Satd. Flow(prot) Flt Permitted Satd. Flow(perm) Peak-hour factor, PHF 0.92 Adj. Flow(vph) 16 RTOR Reduction(vph) 0 Lane Group Flow(vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G(s) Effective Green,g(s) Actuated g/C Ratio Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach Delay(s) Approach LOS Intersection Summary 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Signalized Intersection Capacity Analysis Future Total PM Dwy 1 Signal.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(vph) 6 0 6 163 0 31 0 948 54 23 56 1246 Future Volume(vph) 6 0 6 163 0 31 0 948 54 23 56 1246 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 Lane Util. Factor 1.00 1.00 0.95 1.00 0.95 Frt 0.93 0.98 0.99 1.00 1.00 Flt Protected 0.98 0.96 1.00 0.95 1.00 Satd. Flow(prot) 1695 1749 3510 1770 3539 Flt Permitted 0.86 0.75 1.00 0.22 1.00 Satd. Flow(perm) 1499 1368 3510 415 3539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 7 0 7 177 0 34 0 1030 59 25 61 1354 RTOR Reduction(vph) 0 11 0 0 17 0 0 7 0 0 0 0 Lane Group Flow(vph) 0 3 0 0 194 0 0 1082 0 0 86 1355 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G(s) 9.4 9.4 27.3 27.3 27.3 Effective Green,g(s) 9.4 9.4 27.3 27.3 27.3 Actuated g/C Ratio 0.21 0.21 0.61 0.61 0.61 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 315 287 2143 253 2161 v/s Ratio Prot 0.31 c0.38 v/s Ratio Perm 0.00 c0.14 0.21 v/c Ratio 0.01 0.67 0.51 0.34 0.63 Uniform Delay,d1 14.0 16.2 4.9 4.3 5.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 6.1 0.2 0.8 0.6 Delay(s) 14.0 22.4 5.1 5.1 6.1 Level of Service B C A A A Approach Delay(s) 14.0 22.4 5.1 6.0 Approach LOS B C A A Intersection Summary HCM 2000 Control Delay 6.9 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 44.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Signalized Intersection Capacity Analysis Future Total PM Dwy 1 Signal.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(vph) 1 Future Volume(vph) 1 Ideal Flow(vphpl) 1900 Total Lost time(s) Lane Util. Factor Frt Flt Protected Satd. Flow(prot) Flt Permitted Satd. Flow(perm) Peak-hour factor, PHF 0.92 Adj. Flow(vph) 1 RTOR Reduction(vph) 0 Lane Group Flow(vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G(s) Effective Green,g(s) Actuated g/C Ratio Clearance Time(s) Vehicle Extension(s) Lane Grp Cap(vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay,d1 Progression Factor Incremental Delay,d2 Delay(s) Level of Service Approach Delay(s) Approach LOS Intersection Summary 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis Future Total PM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations 1� Traffic Volume(veh/h) 0 0 12 0 0 194 0 954 54 23 56 1409 Future Volume(Veh/h) 0 0 12 0 0 194 0 954 54 23 56 1409 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 13 0 0 211 0 1037 59 0 61 1532 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.90 0.00 vC,conflicting volume 2384 2750 766 1968 2722 548 1533 0 1096 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 2315 2723 518 1853 2691 548 1370 0 1096 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 100 100 97 100 100 56 100 0 90 cM capacity(veh/h) 9 17 452 37 17 480 447 0 633 Direction, Lane# EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 13 0 211 0 691 405 61 1021 512 Volume Left 0 0 0 0 0 0 61 0 0 Volume Right 13 0 211 0 0 59 0 0 1 cSH 452 1700 480 1700 1700 1700 633 1700 1700 Volume to Capacity 0.03 0.00 0.44 0.00 0.41 0.24 0.10 0.60 0.30 Queue Length 95th(ft) 2 0 55 0 0 0 8 0 0 Control Delay(s) 13.2 0.0 18.2 0.0 0.0 0.0 11.3 0.0 0.0 Lane LOS B A C B Approach Delay(s) 13.2 18.2 0.0 0.4 Approach LOS B C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Total PM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 1 Future Volume(Veh/h) 1 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 1 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis Future Total PM R and U Turn.syn 4: White Chapel Blvd & Countryside Crt I 9/2/2015 fl t I Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations r Zi tt Traffic Volume(veh/h) 0 76 163 31 1029 1248 36 Future Volume(Veh/h) 0 76 163 31 1029 1248 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 1.00 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 79 0 32 1072 1300 38 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 355 pX,platoon unblocked 0.89 0.89 0.00 0.89 vC,conflicting volume 1919 669 0 1338 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1787 384 0 1135 tC,single(s) 6.8 6.9 0.0 4.1 tC,2 stage(s) tF(s) 3.5 3.3 0.0 2.2 p0 queue free% 100 86 0 94 cM capacity(veh/h) 61 547 0 545 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 79 32 536 536 867 471 Volume Left 0 32 0 0 0 0 Volume Right 79 0 0 0 0 38 cSH 547 545 1700 1700 1700 1700 Volume to Capacity 0.14 0.06 0.32 0.32 0.51 0.28 Queue Length 95th(ft) 13 5 0 0 0 0 Control Delay(s) 12.7 12.0 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 12.7 0.3 0.0 Approach LOS B Intersection Summary Average Delay 0.6 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Total AM R and U Turn.syn 4: White Chapel Blvd & Countryside Crt I 9/2/2015 fl t I Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations r Zi tt Traffic Volume(veh/h) 0 17 69 79 1100 693 87 Future Volume(Veh/h) 0 17 69 79 1100 693 87 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 1.00 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 18 0 82 1146 722 91 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 355 pX,platoon unblocked 0.92 0.92 0.00 0.92 vC,conflicting volume 1504 406 0 813 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1370 174 0 617 tC,single(s) 6.8 6.9 0.0 4.1 tC,2 stage(s) tF(s) 3.5 3.3 0.0 2.2 p0 queue free% 100 98 0 91 cM capacity(veh/h) 114 770 0 880 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 18 82 573 573 481 332 Volume Left 0 82 0 0 0 0 Volume Right 18 0 0 0 0 91 cSH 770 880 1700 1700 1700 1700 Volume to Capacity 0.02 0.09 0.34 0.34 0.28 0.20 Queue Length 95th(ft) 2 8 0 0 0 0 Control Delay(s) 9.8 9.5 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.8 0.6 0.0 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Total AM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations 1� Traffic Volume(veh/h) 0 0 8 0 0 88 12 1142 0 3 0 703 Future Volume(Veh/h) 0 0 8 0 0 88 12 1142 0 3 0 703 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 9 0 0 96 13 1241 0 0 0 764 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95 0.00 vC,conflicting volume 1514 2039 390 1658 2047 620 780 0 1241 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1433 1986 246 1584 1994 620 658 0 1241 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 100 100 99 100 100 78 99 0 100 cM capacity(veh/h) 69 56 715 67 56 431 878 0 557 Direction, Lane# EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 0 9 0 96 13 827 414 0 509 271 Volume Left 0 0 0 0 13 0 0 0 0 0 Volume Right 0 9 0 96 0 0 0 0 0 16 cSH 1700 715 1700 431 878 1700 1700 1700 1700 1700 Volume to Capacity 0.06 0.01 0.00 0.22 0.01 0.49 0.24 0.00 0.30 0.16 Queue Length 95th(ft) 0 1 0 21 1 0 0 0 0 0 Control Delay(s) 0.0 10.1 0.0 15.7 9.2 0.0 0.0 0.0 0.0 0.0 Lane LOS A B A C A Approach Delay(s) 10.1 15.7 0.1 0.0 Approach LOS B C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Total AM R and U Turn.syn 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 15 Future Volume(Veh/h) 15 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 16 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(veh/h) 0 0 8 0 0 88 12 1206 0 3 0 679 Future Volume(Veh/h) 0 0 8 0 0 88 12 1206 0 3 0 679 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 9 0 0 96 13 1311 0 0 0 738 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95 0.00 vC,conflicting volume 1524 2083 377 1715 2091 656 754 0 1311 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1443 2033 234 1645 2042 656 632 0 1311 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 100 100 99 100 100 76 99 0 100 cM capacity(veh/h) 67 53 728 61 52 408 898 0 524 Direction, Lane# EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 9 0 96 13 874 437 0 492 262 Volume Left 0 0 0 13 0 0 0 0 0 Volume Right 9 0 96 0 0 0 0 0 16 cSH 728 1700 408 898 1700 1700 1700 1700 1700 Volume to Capacity 0.01 1.19 0.24 0.01 0.51 0.26 0.00 0.29 0.15 Queue Length 95th(ft) 1 0 23 1 0 0 0 0 0 Control Delay(s) 10.0 0.0 16.5 9.1 0.0 0.0 0.0 0.0 0.0 Lane LOS B A C A Approach Delay(s) 10.0 16.5 0.1 0.0 Approach LOS B C Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 15 Future Volume(Veh/h) 15 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 16 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis Future Horizon AM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 fl t I Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations r Zi tt Traffic Volume(veh/h) 0 17 69 79 1160 739 87 Future Volume(Veh/h) 0 17 69 79 1160 739 87 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 1.00 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 18 0 82 1208 770 91 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 355 pX,platoon unblocked 0.91 0.91 0.00 0.91 vC,conflicting volume 1584 430 0 861 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1449 186 0 658 tC,single(s) 6.8 6.9 0.0 4.1 tC,2 stage(s) tF(s) 3.5 3.3 0.0 2.2 p0 queue free% 100 98 0 90 cM capacity(veh/h) 101 752 0 845 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 18 82 604 604 513 348 Volume Left 0 82 0 0 0 0 Volume Right 18 0 0 0 0 91 cSH 752 845 1700 1700 1700 1700 Volume to Capacity 0.02 0.10 0.36 0.36 0.30 0.20 Queue Length 95th(ft) 2 8 0 0 0 0 Control Delay(s) 9.9 9.7 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.9 0.6 0.0 Approach LOS A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 t I* Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations Traffic Volume(veh/h) 0 0 12 0 0 194 0 998 54 23 56 1307 Future Volume(Veh/h) 0 0 12 0 0 194 0 998 54 23 56 1307 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 13 0 0 211 0 1085 59 0 61 1421 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 806 pX,platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.90 0.00 vC,conflicting volume 2297 2688 711 1960 2658 572 1422 0 1144 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 2219 2653 456 1844 2620 572 1246 0 1144 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 0.0 4.1 tC,2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 0.0 2.2 p0 queue free% 100 100 97 100 100 54 100 0 90 cM capacity(veh/h) 11 18 496 38 19 463 499 0 606 Direction, Lane# EB 1 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3 Volume Total 13 211 0 723 421 61 947 475 Volume Left 0 0 0 0 0 61 0 0 Volume Right 13 211 0 0 59 0 0 1 cSH 496 463 1700 1700 1700 606 1700 1700 Volume to Capacity 0.03 0.46 0.00 0.43 0.25 0.10 0.56 0.28 Queue Length 95th(ft) 2 58 0 0 0 8 0 0 Control Delay(s) 12.5 19.1 0.0 0.0 0.0 11.6 0.0 0.0 Lane LOS B C B Approach Delay(s) 12.5 19.1 0.0 0.5 Approach LOS B C Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 6: White Chapel Blvd & Business Driveway/Driveway 1 9/2/2015 4/ Movement SBR Laronfigurations Traffic Volume(veh/h) 1 Future Volume(Veh/h) 1 Sign Control Grade Peak Hour Factor 0.92 Hourly flow rate(vph) 1 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Median storage veh) Upstream signal(ft) pX,platoon unblocked vC,conflicting volume vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol tC,single(s) tC,2 stage(s) tF(s) p0 queue free% cM capacity(veh/h) Direction, Lane# 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 2 HCM Unsignalized Intersection Capacity Analysis Future Horizon PM 4: White Chapel Blvd & Countryside Crt I 9/2/2015 fl t I Movement EBL EBR NBU NBL NBT SBT SBR Lane Configurations r Zi tt Traffic Volume(veh/h) 0 76 163 31 1050 1309 36 Future Volume(Veh/h) 0 76 163 31 1050 1309 36 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.96 0.96 1.00 0.96 0.96 0.96 0.96 Hourly flow rate(vph) 0 79 0 32 1094 1364 38 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 451 355 pX,platoon unblocked 0.88 0.88 0.00 0.88 vC,conflicting volume 1994 701 0 1402 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1862 399 0 1192 tC,single(s) 6.8 6.9 0.0 4.1 tC,2 stage(s) tF(s) 3.5 3.3 0.0 2.2 p0 queue free% 100 85 0 94 cM capacity(veh/h) 54 531 0 514 Direction, Lane# EB 1 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 79 32 547 547 909 493 Volume Left 0 32 0 0 0 0 Volume Right 79 0 0 0 0 38 cSH 531 514 1700 1700 1700 1700 Volume to Capacity 0.15 0.06 0.32 0.32 0.53 0.29 Queue Length 95th(ft) 13 5 0 0 0 0 Control Delay(s) 13.0 12.5 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 13.0 0.4 0.0 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period(min) 15 7:30 am 5/29/2014 Baseline Synchro 8 Report Page 1 Appendix F: Roundabout Analysis White Chapel Boulevard Traffic Impact Assessment SITE LAYOUT V Site: Highland @ White Chapel AM Peak 2020 Roundabout White Chapel 1N I I r� i � I 1 f 117 — — — — — — 117 m �■ 117 ® _a 117 I P � 1 l White Chapel SIDRA INTERSECTION 6.1 Copyright©2000-2015 Akcelik and Associates Pty Ltd sidrasolutions.com Organisation:SAVANT GROUP,INC. I Created:Wednesday,September 02,2015 4:32:22 PM Project: U:\198111033\Sidra\AM202OTotal.sip6 LEVEL OF SERVICE V Site: Highland @ White Chapel AM Background 2020 Roundabout All Movement Classes I South , East i North West Intersection LOS A A A A A SHhi1e Cneprl 1IN I I I I I �(I r4r 1 • r I 1 t 117 � �• 117 ® m � 117 1 -f l I I I 1 I 1 I � '.ti'n�[e Cnepel Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:11:32 PM Project: U:\198111033\SidraWM 2020 Background.sip6 MOVEMENT SUMMARY V Site: Highland @ White Chapel AM Background 2020 Roundabout Movement Performance-Vehicles Mov •D1- _ • • -• Average - - • • QueueProp. Effective Average ID Mov qll�lo a HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed perveh South:White Chapel 3 L2 33 2.0 0.466 8.8 LOS A 3.1 77.9 0.62 0.50 31.0 8 T1 934 2.0 0.466 8.4 LOS A 3.2 81.2 0.61 0.48 33.9 18 R2 73 2.0 0.466 8.0 LOS A 3.2 81.2 0.60 0.47 29.7 Approach 1039 2.0 0.466 8.4 LOS A 3.2 81.2 0.61 0.48 33.4 East: Highland W - 1 L2 41 2.0 0.124 7.1 LOS A 0.6 14.1 0.69 0.68 30.0 6 T1 14 2.0 0.124 7.1 LOS A 0.6 14.1 0.69 0.68 27.2 16 R2 24 2.0 0.124 7.1 LOS A 0.6 14.1 0.69 0.68 29.0 Approach 79 2.0 0.124 7.1 LOS A 0.6 14.1 0.69 0.68 29.2 North:White Chapel 7u U 1 2.0 0.249 4.8 LOS A 1.3 33.7 0.25 0.12 37.1 7 L2 12 2.0 0.249 4.8 LOS A 1.3 33.7 0.25 0.12 32.8 4 T1 563 2.0 0.249 4.7 LOS A 1.4 34.3 0.24 0.11 35.8 14 R2 126 2.0 0.249 4.5 LOS A 1.4 34.3 0.24 0.11 31.1 Approach 702 2.0 0.249 4.6 LOS A 1.4 34.3 0.24 0.11 34.8 i West: Highland 5 L2 210 2.0 0.307 6.1 LOS A 1.4 36.2 0.54 0.48 30.2 2 T1 136 2.0 0.307 6.1 LOS A 1.4 36.2 0.54 0.48 27.5 12 R2 163 2.0 0.144 4.4 LOS A 0.6 15.1 0.48 0.39 31.1 Approach 509 2.0 0.307 5.6 LOS A 1.4 36.2 0.52 0.45 29.7 All Vehicles 2T99 2.0 0.466 -T Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:11:32 PM Project: U:\198111033\SidraWM 2020 Background.sip6 LEVEL OF SERVICE V Site: Highland @ White Chapel PM Background 2020 Roundabout All Movement Classes South East North West Intersection LOS A A A A A Waite a'rapel 1 I I I I ti ti 117 117 ..F 4 1 L c �-• 117 Z 117 r ti i NI I I 1 I I I I WpAe C/rapeI Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:14:08 PM Project: U:\198111033\Sidra\PM 2020 Background.sip6 MOVEMENT SUMMARY V Site: Highland @ White Chapel PM Background 2020 Roundabout Movement Performance-Vehicles OD ana Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Average Mov NWTotmal HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed South:White Chapel 3 L2 67 2.0 0.351 6.1 LOS A 2.2 56.3 0.35 0.20 31.9 8 T1 850 2.0 0.351 5.8 LOS A 2.3 57.9 0.35 0.19 35.1 18 R2 35 2.0 0.351 5.6 LOS A 2.3 57.9 0.34 0.18 30.7 Approach 952 2.0 0.351 5.8 LOS A 2.3 57.9 0.35 0.19 34.7 East: Highland - 1 L2 91 2.0 0.162 6.5 LOS A 0.7 16.8 0.61 0.60 29.8 6 T1 21 2.0 0.162 6.5 LOS A 0.7 16.8 0.61 0.60 27.1 16 R2 11 2.0 0.162 6.5 LOS A 0.7 16.8 0.61 0.60 28.8 Approach 123 2.0 0.162 6.5 LOS A 0.7 16.8 0.61 0.60 29.2 rth:White Chapel I 7u U 1 2.0 0.513 8.5 LOS A 3.6 91.0 0.47 0.31 35.1 7 L2 1 2.0 0.513 8.5 LOS A 3.6 91.0 0.47 0.31 31.2 4 T1 1262 2.0 0.513 8.2 LOS A 3.7 93.0 0.46 0.29 34.1 14 R2 88 2.0 0.513 7.8 LOS A 3.7 93.0 0.45 0.28 29.8 Approach 1352 2.0 0.513 8.1 LOS A 3.7 93.0 0.46 0.29 33.8 5 L2 74 2.0 0.149 5.9 LOS A 0.7 17.9 0.70 0.68 30.3 2 T1 49 2.0 0.149 5.9 LOS A 0.7 17.9 0.70 0.68 27.6 12 R2 60 2.0 0.073 5.1 LOS A 0.3 8.5 0.68 0.61 30.8 Approach 183 2.0 0.149 5.6 LOS A 0.7 17.9 0.69 0.65 29.7 All Vehicles 2F0 2.0 Plll� 7.0 Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:14:08 PM Project: U:\198111033\Sidra\PM 2020 Background.sip6 LEVEL OF SERVICE V Site: Highland @ White Chapel AM Peak 2020 Roundabout All Movement Classes South East North West Intersection LOS A A A A A Waite a'rapel 1 I I I I ti ti 117 117 ..F 4 1 L c �-• 117 Z 117 r ti i NI I I 1 I I I I WpAe C/rapeI Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Wednesday,September 02,2015 4:32:22 PM Project: U:\198111033\Sidra\AM202OTotal.sip6 MOVEMENT SUMMARY V Site: Highland @ White Chapel AM Peak 2020 Roundabout Movement Performance-Vehicles OD ana Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Average Mov NWTotmal HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed South:White Chapel 3 L2 33 2.0 0.529 9.9 LOS A 3.9 98.0 0.66 0.55 30.5 8 T1 1074 2.0 0.529 9.5 LOS A 3.9 98.5 0.65 0.52 33.4 18 R2 73 2.0 0.529 9.0 LOS A 3.9 98.5 0.64 0.50 29.4 Approach 1179 2.0 0.529 9.4 LOS A 3.9 98.5 0.65 0.52 33.0 East: Highland 1 L2 41 2.0 0.136 7.8 LOS A 0.6 15.8 0.72 0.72 29.7 6 T1 14 2.0 0.136 7.8 LOS A 0.6 15.8 0.72 0.72 27.0 16 R2 24 2.0 0.136 7.8 LOS A 0.6 15.8 0.72 0.72 28.7 Approach 79 2.0 0.136 7.8 LOS A 0.6 15.8 0.72 0.72 28.9 rth:White Chapel 7u U 1 2.0 0.275 5.1 LOS A 1.5 38.5 0.26 0.12 36.9 7 L2 12 2.0 0.275 5.1 LOS A 1.5 38.5 0.26 0.12 32.7 4 T1 638 2.0 0.275 4.9 LOS A 1.5 39.3 0.25 0.12 35.7 14 R2 126 2.0 0.275 4.7 LOS A 1.5 39.3 0.24 0.11 31.0 Approach 777 2.0 0.275 4.9 LOS A 1.5 39.3 0.25 0.12 34.8 5 L2 210 2.0 0.316 6.4 LOS A 1.5 37.2 0.56 0.52 30.1 2 T1 136 2.0 0.316 6.4 LOS A 1.5 37.2 0.56 0.52 27.4 12 R2 163 _2.0 0.148 4.6 LOS A 0.6 15.6 0.50 0.43 31.1 Approach 509 2.0 0.316 5.8 LOS A 1.5 37.2 0.54 0.49 29.6 All Vehicles 2545 2.0 PIPE= 7.3 Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Wednesday,September 02,2015 4:32:22 PM Project: U:\198111033\Sidra\AM202OTotal.sip6 LEVEL OF SERVICE V Site: Highland @ White Chapel PM Peak 2020 Roundabout All Movement Classes South East North West Intersection LOS A A A A A Waite a'rapel 1 I I I I ti ti 117 117 ..F 4 1 L c �-• 117 Z 117 r ti i NI I I 1 I I I I WpAe C/rapeI Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Wednesday,September 02,2015 4:31:43 PM Project: U:\198111033\Sidra\PM202OTotal.sip6 MOVEMENT SUMMARY V Site: Highland @ White Chapel PM Peak 2020 Roundabout Movement Performance-Vehicles OD ana Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Average Mov NWTotmal HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed South:White Chapel 3 L2 67 2.0 0.404 6.7 LOS A 2.7 69.8 0.38 0.21 31.7 8 T1 997 2.0 0.404 6.4 LOS A 2.8 71.8 0.37 0.21 34.8 18 R2 35 2.0 0.404 6.2 LOS A 2.8 71.8 0.36 0.20 30.5 Approach 1099 2.0 0.404 6.4 LOS A 2.8 71.8 0.37 0.21 34.4 East: Highland 1 L2 91 2.0 0.173 7.0 LOS A 0.7 18.3 0.64 0.64 29.6 6 T1 21 2.0 0.173 7.0 LOS A 0.7 18.3 0.64 0.64 26.9 16 R2 11 2.0 0.173 7.0 LOS A 0.7 18.3 0.64 0.64 28.6 Approach 123 2.0 0.173 7.0 LOS A 0.7 18.3 0.64 0.64 29.0 rth:White Chapel 7u U 1 2.0 0.579 9.7 LOS A 4.5 113.1 0.51 0.34 34.5 7 L2 1 2.0 0.579 9.7 LOS A 4.5 113.1 0.51 0.34 30.7 4 T1 1439 2.0 0.579 9.3 LOS A 4.6 115.6 0.50 0.33 33.5 14 R2 88 2.0 0.579 8.9 LOS A 4.6 115.6 0.49 0.31 29.4 Approach 1529 2.0 0.579 9.3 LOS A 4.6 115.6 0.50 0.32 33.2 5 L2 74 2.0 0.163 6.5 LOS A 0.8 20.4 0.74 0.74 30.1 2 T1 49 2.0 0.163 6.5 LOS A 0.8 20.4 0.74 0.74 27.4 12 R2 60 2.0 0.079 5.6 LOS A 0.4 9.6 0.72 0.67 30.6 Approach 183 2.0 0.163 6.2 LOS A 0.8 20.4 0.74 0.72 29.5 All Vehicles 211■34 2.0 PF� 7.9 WM Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 1 Copyright©2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Wednesday,September 02,2015 4:31:43 PM Project: U:\198111033\Sidra\PM202OTotal.sip6 LEVEL OF SERVICE V Site: Highland @ White Chapel AM 2025 Horizon Roundabout All Movement Classes South East North West Intersection LOS B A A A A Waite a'rapel 1 I I I I ti ti 117 117 ..F 4 1 L c �-• 117 Z 117 r ti i NI I I 1 I I I I WpAe C/rapeI Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:22:46 PM Project: U:\198111033\SidraWM 2025.sip6 MOVEMENT SUMMARY V Site: Highland @ White Chapel AM 2025 Horizon Roundabout Movement Performance-Vehicles OD ana Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Average Mov NWTotmal HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed South:White Chapel _ 3 L2 36 2.0 0.572 11.1 LOS B 4.7 118.3 0.71 0.63 30.0 8 T1 1123 2.0 0.572 10.6 LOS B 4.7 120.4 0.70 0.60 32.8 18 R2 79 2.0 0.572 10.0 LOS B 4.7 120.4 0.70 0.58 29.0 Approach 1238 2.0 0.572 10.5 LOS B 4.7 120.4 0.70 0.60 32.5 East: Highland 1 L2 45 2.0 0.159 8.6 LOS A 0.7 18.9 0.75 0.75 29.4 6 T1 16 2.0 0.159 8.6 LOS A 0.7 18.9 0.75 0.75 26.8 16 R2 26 2.0 0.159 8.6 LOS A 0.7 18.9 0.75 0.75 28.5 Approach 87 2.0 0.159 8.6 LOS A 0.7 18.9 0.75 0.75 28.6 rth:White Chapel 7u U 1 2.0 0.295 5.3 LOS A 1.7 42.4 0.28 0.14 36.8 7 L2 13 2.0 0.295 5.3 LOS A 1.7 42.4 0.28 0.14 32.6 4 T1 675 2.0 0.295 5.1 LOS A 1.7 43.2 0.27 0.13 35.6 14 R2 138 2.0 0.295 4.9 LOS A 1.7 43.2 0.26 0.13 30.9 Approach 827 2.0 0.295 5.1 LOS A 1.7 43.2 0.27 0.13 34.7 5 L2 228 2.0 0.351 6.9 LOS A 1.7 42.7 0.59 0.56 29.9 2 T1 149 2.0 0.351 6.9 LOS A 1.7 42.7 0.59 0.56 27.2 12 R2 177 2.0 0.164 4.8 LOS A 0.7 17.6 0.52 0.45 31.0 Approach 554 2.0 0.351 6.2 LOS A 1.7 42.7 0.57 0.52 29.4 All Vehicles 2707 2.0 MEM 7.9 RIWM 4.7 Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:22:46 PM Project: U:\198111033\SidraWM 2025.sip6 LEVEL OF SERVICE V Site: Highland @ White Chapel PM 2025 Horizon Roundabout All Movement Classes South East I North I West I Intersection JLOSJAJAJ B JAI A Waite a'rapel 1 I I I I ti ti 117 117 ..F 4 1 L c �-• 117 Z 117 r ti i NI I I 1 I I I I WpAe C/rapeI Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Lane LOS values are based on average delay per lane. Intersection and Approach LOS values are based on average delay for all lanes. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:26:50 PM Project: U:\198111033\Sidra\PM 2025.sip6 MOVEMENT SUMMARY V Site: Highland @ White Chapel PM 2025 Horizon Roundabout Movement Performance-Vehicles OD ana Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Average Mov NWTotmal HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed South:White Chapel 3 L2 73 2.0 0.426 7.1 LOS A 3.0 75.8 0.41 0.24 31.5 8 T1 1036 2.0 0.426 6.8 LOS A 3.1 78.1 0.40 0.23 34.6 18 R2 38 2.0 0.426 6.5 LOS A 3.1 78.1 0.39 0.22 30.3 Approach 1147 2.0 0.426 6.8 LOS A 3.1 78.1 0.40 0.23 34.2 East: Highland 1 L2 100 2.0 0.196 7.5 LOS A 0.8 21.1 0.67 0.67 29.4 6 T1 23 2.0 0.196 7.5 LOS A 0.8 21.1 0.67 0.67 26.8 16 R2 12 2.0 0.196 7.5 LOS A 0.8 21.1 0.67 0.67 28.4 Approach 135 2.0 0.196 7.5 LOS A 0.8 21.1 0.67 0.67 28.8 rth:White Chapel 7u U 1 2.0 0.613 10.6 LOS B 4.9 125.1 0.56 0.38 34.0 7 L2 1 2.0 0.613 10.6 LOS B 4.9 125.1 0.56 0.38 30.4 4 T1 1498 2.0 0.613 10.1 LOS B 5.0 128.1 0.55 0.37 33.1 14 R2 96 2.0 0.613 9.7 LOS A 5.0 128.1 0.53 0.35 29.1 Approach 1596 2.0 0.613 10.1 LOS B 5.0 128.1 0.54 0.37 32.8 5 L2 80 2.0 0.187 7.1 LOS A 1.0 24.2 0.77 0.77 29.9 2 T1 53 2.0 0.187 7.1 LOS A 1.0 24.2 0.77 0.77 27.2 12 R2 65 2.0 0.091 6.0 LOS A 0.4 11.4 0.75 0.71 30.5 Approach 199 2.0 0.187 6.7 LOS A 1.0 24.2 0.76 0.75 29.3 All Vehicles 3076 2.0 PPEM 8.5 Level of Service(LOS)Method: Delay(HCM 2000). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:26:50 PM Project: U:\198111033\Sidra\PM 2025.sip6 SITE LAYOUT ® Site: Future Total AM Driveway 1 Year 2020-AM Peak Driveway 1 Roundabout Scenario Roundabout White Chapel Blvd 1" I ' loo , .. iD N 10 N } 100 ® I 100 ❑ C 1 } I I White Chapel Blvd SIDRA INTERSECTION 6.1 Copyright©2000-2015 Akcelik and Associates Pty Ltd sidrasolutions.com Organisation:SAVANT GROUP,INC. I Created:Wednesday,September 02,2015 5:39:47 PM Project: U:\198111033\SidraWM Driveway 1.sip6 LEVEL OF SERVICE V Site: Future Total AM Driveway 1 Year 2020-AM Peak Driveway 1 Roundabout Scenario Roundabout All Movement Classes South East North West Intersection LOS A A A A A Wh-te Cha,=- I I I I 1 l I00 4 ,■ 100 �� c f ■ loo s I I I i White Cha=e E 4 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Lane LOS values are based on average delay and v/c ratio(degree of saturation)per lane. LOS F will result if v/c>irrespective of lane delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes(v/c not used as specified in HCM 2010). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Thursday,August 27,2015 4:26:31 PM Project: U:\198111033\Sidra\AM Driveway 1.sip6 MOVEMENT SUMMARY V Site: Future Total AM Driveway 1 Year 2020-AM Peak Driveway 1 Roundabout Scenario Roundabout Movement Performance-Vehicles Mov •D1- _ • • -• Average - - • • QueueProp. Effective Average ID Mov qll�lo a HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed perveh South:White Chapel Blvd 3 L2 13 2.0 0.370 5.6 LOS A 2.7 68.1 0.09 0.02 26.6 8 T1 1237 2.0 0.370 5.2 LOS A 2.7 68.3 0.08 0.02 35.2 18 R2 1 2.0 0.370 4.9 LOS A 2.7 68.3 0.08 0.02 24.5 Approach 1251 2.0 0.370 5.2 LOS A 2.7 68.3 0.08 0.02 35.0 East: Driveway 1 - 1 L2 75 2.0 0.135 6.5 LOS A 0.5 13.2 0.62 0.62 24.2 6 T1 1 2.0 0.135 6.5 LOS A 0.5 13.2 0.62 0.62 18.6 16 R2 21 2.0 0.135 6.5 LOS A 0.5 13.2 0.62 0.62 23.6 Approach 97 2.0 0.135 6.5 LOS A 0.5 13.2 0.62 0.62 24.0 North:White Chapel Blvd 7u U 3 2.0 0.234 4.6 LOS A 1.5 38.1 0.29 0.14 36.6 7 L2 1 2.0 0.234 4.6 LOS A 1.5 38.1 0.29 0.14 26.9 4 T1 689 2.0 0.234 4.3 LOS A 1.5 39.3 0.28 0.13 35.7 14 R2 16 2.0 0.234 4.0 LOS A 1.5 39.3 0.27 0.12 24.7 Approach 710 2.0 0.234 4.3 LOS A 1.5 39.3 0.28 0.13 35.3 West: Business Driveway 5 L2 4 2.0 0.012 4.5 LOS A 0.0 1.1 0.51 0.37 25.1 2 T1 1 2.0 0.012 4.5 LOS A 0.0 1.1 0.51 0.37 19.0 12 R2 4 2.0 0.012 4.5 LOS A 0.0 1.1 0.51 0.37 24.4 Approach 10 2.0 0.012 4.5 LOS A 0.0 1.1 0.51 0.37 24.0 All Vehicles W 2.0 V70 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 2010). Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:SAVANT GROUP, INC. I Processed:Thursday,August 27,2015 4:26:31 PM Project: U:\198111033\Sidra\AM Driveway 1.sip6 LEVEL OF SERVICE V Site: Future Total PM Driveway 1 Year 2020-PM Peak Driveway 1 Roundabout Scenario Roundabout All Movement Classes South East North West Intersection LOS A A A A A Wh-te Cha,=- I I I I 1 l 30 30 5 1 I I I f I White Cha=e E 4 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Lane LOS values are based on average delay and v/c ratio(degree of saturation)per lane. LOS F will result if v/c>irrespective of lane delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes(v/c not used as specified in HCM 2010). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Thursday,August 27,2015 4:16:39 PM Project: U:\198111033\Sidra\PM Driveway 1.sip6 MOVEMENT SUMMARY V Site: Future Total PM Driveway 1 Year 2020-PM Peak Driveway 1 Roundabout Scenario Roundabout Movement Performance-Vehicles Mov •D1- _ • • -• Average - - • • QueueProp. Effective Average ID Mov qll�lo a HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed perveh South:White Chapel Blvd 3 L2 1 2.0 0.333 5.4 LOS A 2.4 59.8 0.31 0.15 26.2 8 T1 1030 2.0 0.333 5.0 LOS A 2.4 61.8 0.30 0.14 34.8 18 R2 59 2.0 0.333 4.6 LOS A 2.4 61.8 0.29 0.13 25.2 Approach 1090 2.0 0.333 5.0 LOS A 2.4 61.8 0.30 0.14 34.1 East: Driveway 1 1 L2 177 2.0 0.255 7.1 LOS A 1.1 28.0 0.64 0.64 23.8 6 T1 1 2.0 0.255 7.1 LOS A 1.1 28.0 0.64 0.64 18.4 16 R2 34 2.0 0.255 7.1 LOS A 1.1 28.0 0.64 0.64 23.5 Approach 212 2.0 0.255 7.1 LOS A 1.1 28.0 0.64 0.64 23.7 North:White Chapel Blvd 7u U 25 2.0 0.472 7.4 LOS A 3.9 99.0 0.52 0.32 33.9 7 L2 59 2.0 0.472 7.4 LOS A 3.9 99.0 0.52 0.32 25.4 4 T1 1354 2.0 0.472 6.8 LOS A 4.1 104.1 0.49 0.30 33.8 14 R2 1 2.0 0.472 6.3 LOS A 4.1 104.1 0.48 0.27 24.8 Approach 1439 2.0 0.472 6.8 LOS A 4.1 104.1 0.50 0.30 33.3 West: Business Driveway 5 L2 7 2.0 0.022 5.9 LOS A 0.1 2.5 0.71 0.61 24.4 2 T1 1 2.0 0.022 5.9 LOS A 0.1 2.5 0.71 0.61 18.8 12 R2 7 2.0 0.022 5.9 LOS A 0.1 2.5 0.71 0.61 24.0 Approach 14 2.0 0.022 5.9 LOS A 0.1 2.5 0.71 0.61 23.7 All Vehicles 2755 2.0 W72 4.1 1 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 2010). Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:SAVANT GROUP, INC. I Processed:Thursday,August 27,2015 4:16:39 PM Project: U:\198111033\Sidra\PM Driveway 1.sip6 LEVEL OF SERVICE V Site: Future Horizon AM Driveway 1 Year 2025-AM Peak Driveway 1 Roundabout Scenario Roundabout All Movement Classes South East North West Intersection LOS A A A A A Wh-te Cha,=- I I I I 1 l I00 4 ,■ 100 �� c f ■ loo s I I I i White Cha=e E 4 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Lane LOS values are based on average delay and v/c ratio(degree of saturation)per lane. LOS F will result if v/c>irrespective of lane delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes(v/c not used as specified in HCM 2010). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Wednesday,September 02,2015 8:41:13 PM Project: U:\198111033\SidraWM Driveway 1 2025.sip6 MOVEMENT SUMMARY V Site: Future Horizon AM Driveway 1 Year 2025-AM Peak Driveway 1 Roundabout Scenario Roundabout Movement Performance-Vehicles Mov •D1- _ • • -• Average - - • • QueueProp. Effective Average ID Mov qll�lo a HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed perveh South:White Chapel Blvd 3 L2 13 2.0 0.390 5.8 LOS A 2.9 74.0 0.09 0.02 26.5 8 T1 1307 2.0 0.390 5.4 LOS A 2.9 74.2 0.09 0.02 35.0 18 R2 1 2.0 0.390 5.1 LOS A 2.9 74.2 0.08 0.02 24.4 Approach 1321 2.0 0.390 5.4 LOS A 2.9 74.2 0.09 0.02 34.9 East: Driveway 1 1 L2 75 2.0 0.139 6.7 LOS A 0.5 13.7 0.63 0.63 24.2 6 T1 1 2.0 0.139 6.7 LOS A 0.5 13.7 0.63 0.63 18.6 16 R2 21 2.0 0.139 6.7 LOS A 0.5 13.7 0.63 0.63 23.6 Approach 97 2.0 0.139 6.7 LOS A 0.5 13.7 0.63 0.63 24.0 North:White Chapel Blvd 7u U 3 2.0 0.250 4.7 LOS A 1.6 41.5 0.30 0.14 36.5 7 L2 1 2.0 0.250 4.7 LOS A 1.6 41.5 0.30 0.14 26.9 4 T1 738 2.0 0.250 4.4 LOS A 1.7 42.8 0.29 0.13 35.6 14 R2 16 2.0 0.250 4.2 LOS A 1.7 42.8 0.28 0.12 24.7 Approach 759 2.0 0.250 4.4 LOS A 1.7 42.8 0.29 0.13 35.2 West: Business Driveway 41 5 L2 4 2.0 0.012 4.6 LOS A 0.0 1.1 0.52 0.39 25.1 2 T1 1 2.0 0.012 4.6 LOS A 0.0 1.1 0.52 0.39 19.0 12 R2 4 2.0 0.012 4.6 LOS A 0.0 1.1 0.52 0.39 24.4 Approach 10 2.0 0.012 4.6 LOS A 0.0 1.1 0.52 0.39 23.9 All Vehicles W 2.0 V90 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 2010). Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:SAVANT GROUP,INC. I Processed:Wednesday,September 02,2015 8:41:13 PM Project: U:\198111033\SidraWM Driveway 1 2025.sip6 LEVEL OF SERVICE V Site: Future Horizon PM Driveway 1 Year 2025-PM Peak Driveway 1 Roundabout Scenario Roundabout All Movement Classes South East North West Intersection LOS A A A A A Wh-te Cha,=- I I I I 1 l 30 30 5 1 I I I f I White Cha=e E 4 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Lane LOS values are based on average delay and v/c ratio(degree of saturation)per lane. LOS F will result if v/c>irrespective of lane delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes(v/c not used as specified in HCM 2010). HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:43:39 PM Project: U:\198111033\Sidra\PM Driveway 1 2025.sip6 MOVEMENT SUMMARY V Site: Future Horizon PM Driveway 1 Year 2025-PM Peak Driveway 1 Roundabout Scenario Roundabout Movement Performance-Vehicles Mov •D1- _ • • -• Average - - • • QueueProp. Effective Average ID Mov qll�lo a HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed perveh South:White Chapel Blvd 3 L2 1 2.0 0.348 5.5 LOS A 2.5 63.7 0.32 0.15 26.1 8 T1 1078 2.0 0.348 5.1 LOS A 2.6 65.8 0.31 0.14 34.8 18 R2 59 2.0 0.348 4.8 LOS A 2.6 65.8 0.29 0.13 25.2 Approach 1138 2.0 0.348 5.1 LOS A 2.6 65.8 0.30 0.14 34.1 East: Driveway 1 j 1 L2 177 2.0 0.260 7.3 LOS A 1.1 28.8 0.65 0.65 23.8 6 T1 1 2.0 0.260 7.3 LOS A 1.1 28.8 0.65 0.65 18.4 16 R2 34 2.0 0.260 7.3 LOS A 1.1 28.8 0.65 0.65 23.4 Approach 212 2.0 0.260 7.3 LOS A 1.1 28.8 0.65 0.65 23.7 North:White Chapel Blvd 7u U 25 2.0 0.494 7.8 LOS A 4.2 106.6 0.53 0.34 33.8 7 L2 59 2.0 0.494 7.8 LOS A 4.2 106.6 0.53 0.34 25.3 4 T1 1421 2.0 0.494 7.1 LOS A 4.4 112.0 0.51 0.30 33.6 14 R2 1 2.0 0.494 6.6 LOS A 4.4 112.0 0.49 0.28 24.7 Approach 1505 2.0 0.494 7.1 LOS A 4.4 112.0 0.51 0.31 33.2 West: Business Driveway 5 L2 7 2.0 0.023 6.2 LOS A 0.1 2.6 0.72 0.62 24.4 2 T1 1 2.0 0.023 6.2 LOS A 0.1 2.6 0.72 0.62 18.7 12 R2 7 2.0 0.023 6.2 LOS A 0.1 2.6 0.72 0.62 24.0 Approach 14 2.0 0.023 6.2 LOS A 0.1 2.6 0.72 0.62 23.6 All Vehicles 2870 2.0 W94 4.4 Level of Service(LOS)Method: Delay&v/c(HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 2010). Roundabout Capacity Model: SIDRA Standard. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity: SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 i Copyright©2000-2015 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:STANTEC CONSULTING SVCS INC I Processed:Wednesday,September 02,2015 8:43:39 PM Project: U:\198111033\Sidra\PM Driveway 1 2025.sip6