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Section 5
I HCM Unsignalized Intersection Capacity Analysis 8: Fowler Square & Blind Rock Road 2018 AM Peak Hour Build Conditions-Pretime Adjusted • —► Z or, ~ 4\ 7" Movement . ,EBT _EBB WBL-.-,-WBT NBL, ...NBR_ . ...... Lane Configurations 4 Y ' Volume(vehfh) 214 19 6 292 26 9 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0,11 0.85 0,90 0.91 ' Hourly flow rate(vph) 240 21 7 344 29 10 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) ' Median type None None Median storage veb) Upstream signal(ft) 382 pX,platoon unblocked ' vC,conflicting volume 262 609 251 vC1,stage 1 conf vol vC2,stage 2 oonf vol vCu,unblocked vol 262 609 251 ' IC,single(s) 4.1 6.4 6.2 tC,2 stage(a) IF(a) 2.2 3.5 3.3 '• p0 queue free% 99 94 99 cM_capacily(vehlh) 1302 456 788 pirecp0n,Lane# EB 1 - WB.1 NB 1 Volume Total 262 351 39 Volume Left 0 7 29 Volume Right 21 0 10 ' cSH 1700 1302 511 Volume to Capacity 0.15 0.01 0.08 Queue Length 95th(fl) 0 0 6 Control Delay(a) 0.0 0.2 12.6 Lane LOS A B Approach Delay(s) 0.0 0.2 12.6 Approach LOS B ' Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 30.2°% . ICU Level of Service A_ Analysis Period(min) 15 1 ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 3 i ' HCM Signalized Intersection Capacity Analysis 3: Bay Road & Blind Rock Road/Haviland Road 2018 PM Peak Hour Build Conditions-Pretime Adjusted Movement --- EBL EBT . EI3R _ WBL WET . .WBIR - _NBL NBT , NBR. . $BL_...-$BT SBR Lane Configurations 4� 4 A T, ' Volume(vph) 150 I M 63 38 120 - 54 72 293 59 41 194 106 Ideal Flow(vphpl) 1900 1900 1960 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 I Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Fr: 0.98 0.97 1.00 0.98 1.00 0.95 Fit Protected 0.98 0.99 0.95 1.00 0.95 1.00 Said.Flow(prot) 1808 1788 1805 1828 1805 1788 ' Fit Permitted 0.77 6.88 0.50 1.00 0.38 1.00 Said.Flow(perm) 1417 16M 954 1828 722 1788 Peak-hour factor, PHF 0.89 0.89 0.89 0,85 0.85 0.85 0.85 0.85 0.85 0.94 _ 0.94 0.94 I Adj.Flow(vph) 169 155 71 45 141 64- 85 345 69 44 206 113 RTOR Reduction(vph) 0 0 0 0 0 0 0 12 0 0 33 0 Lane Group Flow(vph) 0 395 0 0 250 0 85 402 0 44 286 0 Heavy Vehicles(%) 0% 1% 0% 3% 2% 0% 0% 1% 3% 00% 1% 0% I 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) 27.0 27.0 21.0 21.0 21.0 21.0 Effective Green,4(s) 27.0 27.0 21.0 21.0 21.0 21.0 Actuated g/C Ratio 0.45 0.45 0.35 0.35 0.35 0.35 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 ' • Lane Grp Cap(vph) 637 715 333 639 252 625 v/s Ratio Prot c0.22 0.16 v/s Ratio Perm c0.28 0.16 0.09 0.06 ' We Ratio 0.62 0.35 .0.26 0.63 0.17 0.46 Uniform Delay,d1 12.6 10.8 13.9 16.3 13.5 15.1 Progression Factor 1.00 1.00 1,00 1.00 1.00 1,00 Incremental Delay,d2 4.5 1.3 1.8 4.7 1.5 2.4 ' Delay(s) 17.1 12.1 15.8 20.9. 15.6 17.5 Level of Service B B B C B B Approach Delay(s) 17.1 12.1 20.0 17.2 Approach LOS B B C B tntersec6op Sumrpary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B I HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length(s) 60.0 Sum of lost time(s) 12.0 Intersection Capacity UtRizatiion 73.4% ICU Level of Service D Analysis Period(min) 15 Ic Critical Lane Group I I • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 1 HCM Unsignalized Intersection Capacity Analysis 6: Bay Road & Fowler Square 2018PM Peak Hour Build Conditions-PretimeAdjusted I � --,* 7 4\ t 1 J _ Mbvgnen),_- ER- EBR NRL _NBT - SBT SBR Lane Configurations Vi r Vi I T T+ ' Volume(veh/h) 12 60 60 412 283 12 Sign Control Slop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.85 0.85 0.90 0.90 Hourly flow rate(vph) 13 67 71 485 314 13 Pedestrians Lane Width(ft) Walking Speed(fl/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL ' Median storage veh) 2 2 Upstream signal(ft) 651 pX,platoon unblocked 0.97 0.97 0.97 ' vC,conflicting volume 947 321 328 vC1,stage 1 conf vol 321 vC2,stage 2 conf vol 626 vCu,unblocked vol 927 279 285 ' (C,single(s) 6.4 6.2 4.1 tC,2 stage(s) BA IF(s) 3.6 3.3 2.2 '• p0 queue free% 97 91 94 cM capacity(veh/h) 459 734 1232 Direction,Lane# EB 1 EB 2 NB 1 NB 2 SB 1 I Volume Total 13 67 71 485 328 Volume Left 13 0 71 0 0 Volume Right 0 67 0 0 13 ' cSH 459 734 1232 1700 1700 Volume to Capacity 0.03 0.09 0.06 0.29 - 0.19 Queue Length 95th(ft) 2 7 5 0 0 Control Delay(s) 13.1 10A 8.1 0.0 0.0 I Lane LOS B B A Approach Delay(s) 10.8 1.0 0.0 Approach LOS B ' Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 32.3% ICU Level of Service A IAnalysis Period(min) 15 1 I• 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 2 1 ' HCM Unsignalized Intersection Capacity Analysis 8: Fowler Square & Blind Rock Road 2018 PM Peak Hour Build Conditions-Pretime Adjusted Movement EBT EBR. W84 WBT NBL NBR Lane Configurations To Q ►t'r ' Volume(veh/h) 339 36 12 286 36 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.85 0.85 0.90 0.90 I Hourly flow rate(vph) 381 40 14 336 40 13 Pedestrians Lane Width(ft) ' Walking Speed(fUs) Percent Blockage Right turn flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 382 pX,platoon unblocked vC,conflicting volume 421 766 401 vC1,stage 1 conf vol vC2,stage 2 coni vol vCu,unblocked vol 421 766 401 ' tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3.5 -3.3 '• p0 queue free% 99 89 98 cM capacity(vehlh) 1138 366 649 Ditec0on,LaheN -ES 1 WB 1 NB 1 Volume Total 421 351 53 Volume Left 0 14 40 Volume Right 40 0 13 cSH 1700 1138 411 Volume to Capacity 0.25 0.01 0.13 Queue Length 951h(it) 0 1 11 Control Delay(s) . 0.0 0.5 15.1 ' Lane LOS A C Approach Delay(s) 0.0 0.5 15.1 Approach LOS C ' Intersection Sllmms[g Average Delay 1.2 Intersection Capacity Utilization 34.8% ICU Level of Service A Analysis Period(min) 15 I I ' • 2013001.00 Fowlers Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 3 i I HCM Signalized Intersection Capacity Analysis 3: Bay Road & Blind Rock Road/Haviland Road 2018 AM Peak Hour Build Conditions-Option 1 N1ovemknf___ ._ EBL. f82:_...EBR WBL Wb7. :_WBR . NBL-- -.NHT NBR SBL.__S@T. SBR Lane Configurations +T+ 4+ ' Volume(vph) 57 91 75 34 117 26 64 123 34 29 224 117 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Faclor 1.00 1.00 1.00 1.00 1.00 1.00 Fri 0.96 0.98 1.00 0.97 1.00 0.95 Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00 Satd.Flow(prot) 1784 1810 1805 1812 1805 1791 I Fit Permitted 0.86 0.90 0.55 1.00 0.64 1.00 Satd.Flow(perm) 1559 1640 1036 1812 1208 1791 Peak-hour factor,PHF 0.91 0.91 0.91 0.85 0.85 0.85 0.81 0.81 0.81 0.94 0.94 0.94 I Adj.Flow(vph) 63 100 82 40 138 31 79 152 42 31 238 124 RTOR Reduction(vph) 0 0 0 0 0 0 0 17 0 0 33 0 Lane Group Flow(vph) 0 245 0 0 209 0 79 177 0 31 329 0 Heavy VehiclesCA) 0% 1% 0% 3% 2% 0% 0% 1% 3% 0% N 0% I 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) 9.1 9.1 15.1 15.1 15.1 15.1 Effective Green,g(s) 9.1 9.1 15.1 15.1 15.1 15.1 Actuated g/C Ratio 0.25 0.25 0.42 0.42 0.42 0.42 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 ' Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 391 412 432 755 503 747 v/s Ratio Prot 0.10 c0.18 v/s Ratio Perm c0.16 0.13 O.QB - 0.03 vlc Ratio 0.63 0.51 0.18 0.23 0.06 0.44 Uniform Delay,d1 12.0 11.6 6.7 6.8 6.3 7.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 ' Incremental Delay.d2 3.1 1.0 0.2 0.2 0.1 0.4 Delay(s) 15.2 12.6 6.9 7.0 6.4 7.9 Level of Service B B A A A A ' Approach Delay(s) 15.2 12.6 6.9 7.8 Approach LOS B B A A InterseEtigf-Symnjaty. - ' HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length(s) 36.2 Sum of lost time(s) 12.0 I Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group I I • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 1 I I HCM Unsignalized Intersection Capacity Analysis 6: Bay Road & Fowler Square 2018 AM Peak Hour Build Conditions-Option 1 (� 4\ T 1 �' Movement EBL EBR NBL N T . SBT __SBR Lane Configurations T T ' Volume(veh/h) 9 43 32 212 327 6 Sign Control Stop Free Free Grade 004 0%- 0% I Peak Hour Factor 0.90 0.90 0.85 0.85 0.90 0.90 Hourly flow rate(vph) 10 48 38 249 363 7 Pedestrians Lane Width(11) ' Walking Speed(ft/s) Percent Blockage Right turn flare(veh) I Median type TWLTL TWLTL Median storage veh) 2 2 Upstream signal(ft) 651 pX,platoon unblocked ' vC,conflicting volume 691 367 370 vC1,stage 1 conf Vol 367 vC2,stage 2 conf vol 325 vCu,unblocked vol 691 367 370 tC,single(s) 6.4 6.2 4.1 IC,2 stage(s) 5,4 tF(s) .3.5 3.3 2.2 lie• p0 queue free% 98 93 97 cM capacity(veh/h) 588 679 1189 Qfreetion,Lane-#_.. EB 1 EB 2 NB 1 NB 2 SB 1 ' Volume Total 10 48 38 249 370 Volume Left 10 0 38 0 0 Volume Right 0 48 0 0 7 cSH 588 679 1189 1700 1700 Volume to Capacity 0.02 0.07 0.03 0.15 0.22 Queue Length 95th(ft) 1 6 2 0 0 Control Delay(s) 11.2 10.7 8.1 0.0 0.0 ' Lane LOS B B A Approach Delay(s) 10.8 1.1 0.0 Approach LOS B Interse0on Summary _ Average Delay 1.3 Intersection Capacity Utilization 34.2% ICU Level of Service A ' Analysis Period(min) 15 I ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 2 1 I I HCM Unsignalized Intersection Capacity Analysis 8: Fowler Square & Blind Rock Road 2018 AM Peak Hour Build Conditions-Option 1 Movement -:__EBT EBR _ W_BL_WBT- NBL _ Nit....... - - - - Lane Configurations T e7' Y ' Volume(veh/h) 214 19 6 292 26 9 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.85 0.85 0.90 0.90 I Hourly flow rate(vph) 240 21 7 344 29 10 Pedestrians Lane Width(fill ' Walking Speed(f 1s) Percent Blockage Right turn flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) W2 pX,platoon unblocked ' vC,conflicting volume 262 609 251 vC1,stage 1 cent vol vC2,stage 2 conf vol vCu,unblocked vol 262 609 251 ' 10,single Is) 4.1 6.4 6.2 tC,2 stage Is) IF Is) 2.2 3.5 3.3 p0 queue free% 99 94 99 cM capacity(vehlh) 1302 456 788 pirection;Lane# EB 1 WB 1 NB'1 ' Volume Total 262 351 39 Volume Left 0 7 29 Volume Right 21 0 10 cSH 1700 1302 611 ' Volume to Capacity 0.15 0.01 0.08 Queue Length 95th(it) 0 0 6 Control Delay(s) 0.0 0.2 12.6 ' Lane LOS A B Approach Delay(s) 0.0 0.2 12,6 Approach LOS B ' Intersection Summary - Average Delay 0.9 Intersection Capacity Utilization 30.20A ICU Level of Service A ' Analysis Period(min) 15 I I ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 3 I ' HCM Signalized Intersection Capacity Analysis 3: Bay Road & Blind Rock Road/Haviland Road 2018 PM Peak Hour Build Conditions-Option 1 6ve01'elt EBL BBT-__EBR WBL --_VMT. WBR . NBL =NB7 . NBR -__SBL SBT . SBR Lane Configurations 4T's 4+ T* I �a Volume(vph) 150 138 63 38 120 54 72 293 .59 41 194- 106 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost 8me(s) 6.0 6.0 6.0 6.0 6.0 6-0 Lane Ulil,Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.98 0.97 1.00 0.98 1.00 0.95 Fit Protected 0.98 0.99 0.95 1.00 0.95 1.00 Said.Flow(prot) 1808 1788 1805 1828 1806 1788 Fit Permitted 0.77 0.87 0.55 1.00 0.42 1.00 Said.Flow(perm) 1430 1575 1049 1828 796 1788 Peak-hour factor,PHF 0.89 0.89 0.89 0.85 0.85 0,85 0.85 0.85 0.85 0.94 0.94 0,94 ' Adj.Flow(vph) 169 155 71 45 141 64 85 345 69 44 206 113 RTOR Reduction(vph) 0 0 0 0 0 0 0 12 0 0 34 0 Lane Group Flow(vph) 0 395 0 0 250 0 85 402 0 44 285 0 Heavy Vehicles(%) 0% 1% 0% 3% 2% 00/0 0% 1% 3% 0% 1% 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) 17.7 17.7 14.8 14.8 14.8 14.8 Effective Green,g(s) 17.7 17.7 14.8 14.8 14.8 14.8 Actuated g/C Ratio 0.40 0.40 0.33 0,33 0.33 0.33 Clearance Time.(s) 6.0 6.0 6.0 6.0 6.0 6.0 ' • Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 568 626 348 607 264 594 v/s Ratio Prot c0.22 0.16 I v(s Ratio Perm c0.28 0.16 0.08 0.06 vic Ratio 0.70 0.40 0.24 0.66 0.17 0.48 Uniform Delay,dl 11.2 9.6 10.8 12.7 10.5 11.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 I incremental Delay,d2 3.7 0.4 0.4 2.7 0.3 0.6 Delay(s) 14.8 10.0 11.2 15.4 10.8 12.4 Level of Service B B B B B B . ' Approach Delay(s) 14-8 10.0 14.7 12.2 Approach LOS B B B B Intersection Summary _ ' HCM 2000 Control Delay 13.4 HCM 2000 Level of Service B . HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 44.5 Sum of lost lime(s) 12.0 I Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group I I • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 1 i I HCM Unsignalized Intersection Capacity Analysis 6: Bay Road & Fowler Square 2018 PM Peak Hour Build Conditions-Option 1 I � --* --* 4� t 1 d Mo_verfient. _ _ _EBL EBR _. NBL _NBT _,_.SBT SBR Lane Configurations fi r fi + T+ I Volume(vehm) 12 60 60 412 .283 12 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.85 0.85 0.90 0.90 Hourly flow rate(vph) 13 67 71 485 314 13 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL I Median storage veh) 2 2 Upstream signal(ft) 651 pX,platoon unblocked ' vC,conflicting volume 947 321 328 vC1,stage 1 conf vol 321 vC2,stage 2 oonf vol _ 626 vCu,unblocked vol 947 321 328 I tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) 5.4 tF(s) 3.5 3.3 2.2 ' • p0 queue free% 97 91 94 cM-capacity(vehlh) 459 720 1232 birection,Lan@* EB 1 882 N81 NB 2 SB 1 ' Volume Total 13 67 71 485 328 Volume Left 13 0 71 0 0 Volume Right 0 67 0 0 13 cSH 459 720 1232 1700 1700 ' Volume to Capacity 0.03 0.09 0.06 6.29 0.19 Queue Length 95th(ft) 2 8 5 0 0 Control Delay(s) 13.1 10.5 8.1 0.0 0.0 ' Lane LOS B B A Approach Delay(s) 10.9 1.0 0.0 Approach LOS B ' Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period(min) 15 1 ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 2 1 i HCM Unsignalized Intersection Capacity Analysis 8: Fowler Square & Blind Rock Road 2018 PM Peak Hour Build Conditions-Option 1 )uloV6ment EBT EBR - WBL WBT NBL. NBR . Lane Configurations '+ a M ' Volume(vehlh) 339 36 12 286 36 12 Sign Control Free Free Stop Grade 0% 0% 0% ' Peak Hour Factor 0.89 0.89 0.85 0.85 0.90 0.90 Hourly flow rate(vph) 381 40 14 336 40 13 Pedestrians Lane Width(ft) ' Walking Speed(Ills) Percent Blockage Right turn flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 382 pX,platoon unblocked vC,conflicting volume 421 766 401 vC1,stage 1 cent vol vC2,stage 2 conf vol vCu,unblocked vol 421 766 401 ' 1C,single(s) 4.1 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3.5 3.3 • p0 queue free% 99 89 98 cM capacity(vehfh) 1138 366 649 Direction,Lane 9 EB 1 WB 1 NB Volume Total 421 351 53` Volume Left 0 14 40 Volume Right 40 0 13 ' cSH 1700 1138 411 Volume to Capacity 0.25 0.01 0.13 Queue Length 95th(ft) 0 1 11 Control Delay(s) 0.0 0.5 15.1 ' Lane LOS A C Approach Delay(s) 0.0 0.5 15A Approach LOS C ' interseotionSumroary __ _ - Average Delay 1.2 Intersection Capacity Utilization 34.8% ICU Level of Service A ' Analysis Period(min) 15 1 ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 3 1 i I HCM Signalized Intersection Capacity Analysis 3: Bay Road & Blind Rock Road/Haviland Road 2018 AM Peak Hour Build Conditions-Option 2 IovQmerlf.__..._ _... _ EBL EBT . EBR WBL Wei-_WBR _ .NBL NBT N11fR... $BL_ _SBT SBR Lane Configurations 4+ Vi tl A I Volume(vph) 57 91 75 34 117 26 64 123 34 29 224 117 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 lZ 1.00 1.00 1.00 ' Fri 1.00 0.93 0.98 1.00 0.97 1.00 0.95 Fit Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Said.Flow(prof) 1805 1762 1810 1805 1812 1805 1791. I Fit Permitted 0.62 1.DO 0.91 0.51 1.00 0,64 1.00 Said.Flow(perm) 1185 1762 1660 975 1812 1208 1791 Peak-hour factor,PHF 0.91 0.91 0.91 0.85 0.85 0.85 0.81 0.81 0.81 0.94 0.94 0.94 Adj.Flow(vph) 63 100 82 40 138 31 79 152 42 31 238 124 ' RTOR Reduction(vph) 0 0 0 0 0 0 0 15 0 0 28 0 Lane Group Flow(vph) 63 182 0 0 2D9 0 79 179 0 31 334 0 Heavy Vehicles(°k) 0% 1% 0% 3% 2% 0% 0% 1% 3% 0% 1% 0% I Turn Type Penn NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 ' Actuated Green,G(s) 20.0 20.0 20.0 35.0 35.0 35.0 35.0 Effective Green,g(s) 20.0 20.0 20.0 35.0 35.0 35.0 35.0 Actuated g/C Ratio 0.30 0.30 0.30 0.52 0.52 0.52 0.52 Clearance Time(s) 6.0 60 6.0 6.0 6.0 6.0 6.0 '• Lane Grp Cap(vph) 353 525 495 509 946 631 935 v/s Ratio Prot 0.10 0.10 c0.19 v/s Ratio Perm 0.05 co.13 0.08 0.03 I v/c Ratio 0.18 0.35 9.42 0.16 0.19 0.05 0.36 Uniform Delay,d1 17.4 18.4 18.9 8.3 8.5 7.8 9.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.1 1.8 2.6 0.6 0.4 0.1 1.1 Delay(s) 18.5 20.2 21.5 9.0 8.9 8.0 10.5 Level of Service B C C A A A B Approach Delay(s) 19.8 21.5 8.9 10.3 ' Approach LOS B C A B Intersection gurornary HCM 2000 Control Delay 14.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length(s) 67.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 61.5% ICU Level of Service B Analysis Period(min) 15 ' c Critical Lane Group 1 ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 1 1 i I HCM Unsignalized Intersection Capacity Analysis 6: Bay Road & Fowler Square 2018 AM Peak Hour Build Conditions-Option 2 I � -.4 --* 4\ 1 1 r Movement EBL EBR . NBL- .NBT.. . SBT __SBR._,: Lane Configurations �+ ' Volume(vehlh) 9 43 32 212 327 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.85 0.85 0.90 0.90 ' Hourly flow rate(vph) 10 48 38 249 363 7 Pedestrians Lane Width(ft) I Walking Speed(ills) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL ' Median storage veh) 2 2 Upstream signal(ft) 651 pX,platoon unblocked 0.97 0.97 0.97 I vC,conflicting volume 691 367 370 vC1,stage 1 conf vol 367 vC2;stage 2 conf vol 325 vCu,unblocked vol 664 329 332 ' tC,single(s) 6.4 6.2 4A tC,2 stage(s) 5.4 tF(s) 3.5 3.3 2.2 '• p0 queue free°% 98 93 97 cM capacity(vehm) 590 690 1187 birection,Lane# EB 1 EB 2 NB 1 NB 2 SB 1 ' Volume Total 10 48 38 249 370 Volume Left 10 0 38 0 0 Volume Right 0 48, 0 0 7 cSH 590 690 1187 1700 1700 ' Volume to Capacity 0.02 0.07 0.03 0.15 0.22 Queue Length 95th(ft) 1 6 2 0 0 Control Delay(s) 11.2 10.6 8.1 0.0 0.0 ' Lane LOS B B A Approach Delay(s) 10.7 1.1 0.0 Approach LOS B ' fr]tersecfion summary Average Delay 1.3 Intersection Capacity Utilization 34.2% ICU Level of Service A ' Analysis Period(min) 15 1 ' 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 2 ' HCM Unsignalized Intersection Capacity Analysis 8: Fowler Square & Blind Rock Road 2018 AM Peak Hour Build Conditions-Option 2 MQv_ement _.E.BT.. , EBR WBL. -- WBT. - NBL. . .NBR --- Lane Configurations if Q Y I Volume(vehm) 214 19 6 292 26 9 Sign Control Free Free Stop) Grade 0% 0% 0°/0 Peak Hour Factor 0.89 0.89 0.85 0.85 0.90 0.90 I Hourly Flow rate(vph) 240 21 7 344 29 10 Pedestrians Lane Width(ft) ' Walking Speed(ftls) Percent Blockage Right turn Flare(veh) Median type None None ' Median storage veh) Upstream signal(ft) 382 pX,platoon unblocked 0.98 ' vC,conflicting volume 262 609 251 vC1,stage 1 contvol vC2,stage 2 conf vol vCu,unblocked vol 262 591 251 ' tC,single(s) 4.1 6.4 6.2 IC,2 stage(s) tF(s) 2.2 3.5 3.3 �. p0 queue free% 99 94 99 cM capacity(veh(h) 1302 458 788 Direction,Lane# .. EB1 WB.1 .N81 = - _— ' Volume Total 262 351 39 Volume Left 0 7 29 Volume Right 21 0 10 ' cSH 1700 1302 513 Volume to Capacity 0.15 0.01 0.08 Queue Length 95th(ft) 0 0 6 Control Delay(s) 0.0 0.2 12.6 Lane LOS A B Approach Delay(s) 0.0 0.2 12.6 Approach LOS B ' Intersection Summary - Average Delay 0.9 Intersection Capacity Utilization 30.2% ICU Level of Service A ' Analysis Period(min) 15 1 1 ' • 2013001.00 Fowlers Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 3 1 i I HCM Signalized Intersection Capacity Analysis 3• Bay Road & Blind Rock Road/Haviland Road 2018 PM Peak Hour Build Conditions-Option 2 I� * mi l 'r +- 4\ t f ti 4 J ""9vegenf EBL EBT EBR WBL WBT WBR 14RL MDT _ NBR SBL SBT._ 69R Lane Configurations *i T+ +T+ yS T+ T+ I Volume(vph) 159 138 63 38 120 54 72 293 59 41 194 106 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' Fit 1.00 0,95 0.97 1.00 0.98 1.00 0.95 Fit Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Satd.Flow(prot) 1805 1798 1788 1805 1828 1805 1788 I Flt Permitted 0.57 1.00 0.90 0.55 1.00 0.47 1.00 Said Flow(perm) 1082 1798 1626 1050 1828 887 1788 Peak4)our factor,PHF 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 0.94 0.94 0.94 Mi.Flow(vph)' 169 155 71 45 141 64 85 345 69 44 206 113 ' RTOR Reduction(vph) 0 0 0 0 0 0 0 11 0 0 30 0 Lane Group Flow(vph) 169 226 0 0 250 0 85 403 0 44 289 0 Heavy Vehicles(%) 0% 1% 0% 3% 2% 0% 0% 1% 3% 0% 1% 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) 20.0 20.0 20.0 35.0 35.0 35.0 35.0 ' Effective Green,g(s) 20.0 20.0 20.0 35.0 35.0 35.0 35.0 Actuated g/C Ratio 0.30 0.30 0.30 0.52 0.52 0,52 0.52 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6:0 lie• Lane Grp Cap(vph) 322 536 485 548 954 463 934 v/s Ratio Prot 0.13 c0.22 0.16 vls Ratio Perm WAS 0.15 0.08 0.05 vie Ratio 0,52 0.42 0.52 0.16 0.42 0.10 0.31 ' Uniform Delay,d1 19.5 18.9 19.5 8.3 9.8 8.0 9.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1:00 Incremental Delay,d2 6.0 2.4 3.9 0.6 1.4 0.4 0.9 ' Delay(s) 25.6 21.3 23.4 8.9 11.2 8.4 10.0 Level of Service C C C A B A A Approach Delay is) 23.1 23.4 10.8 9.8 Approach LOS C C B A ' Intersection Summary HCM 2000 Control Delay 15.9 HCM 2000 Level of Service B ' HCM 2000 Volume to Capacity ratio 0.46 Actuated Cycle Length Is) 67.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period(min) 15 ' c Critical Lane Group 1 ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 1 I ' HCM Unsignalized Intersection Capacity Analysis 6: Bay Road & Fowler Square 2018 PM Peak Hour Build Conditions-Option 2 -.* --* 4\ t 1 d Movement _EBL - EBR_._..NBL NBT SBT. _$BR__ Lane Configurations T Tr ' Volume(veh/h) 12 - 60 60 412 283 12 Sign Control Stop Free Free Grade NO 0% 0% Peak Hour Factor 0.90 0,90 0.85 0.85 0.90 0.90 ' Hourly flow rate(vph) 13 67 71 485 314 13 Pedestrians Lane Width(ft) ' Walking Speed(f ls) Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL I Median storage veh) 2 2 Upstream signal(ft) 651 pX,platoon unblocked 0.99 0.99 0.99 ' vC,conflicting volume 947. 321 328 vC1,stage 1 conf vol 321 vC2,stage 2 conf vol 826 vCu,unblocked vol 944 315 321 ' tC,single(s) 6.4 6.2 4.1 tC,2 stage(s) 5.4 IF(s) 3.5 13 2.2 p0 queue tree% 97 91 94'• cM capacity(veh/h) 459 722 1232 Direction Lane# EB 1 EB 2_ NB.1 NB 2 SB 1 I Volume Total 13 67 71 485 328 Volume Left 13 0 71 0 0 Volume Right 0 67 0 0 13 cSH 459 722 1232 1700 1700 ' Volume to Capacity 0.03 0.09 0.06 0.29 0.19 Queue Length 95th(fl) 2 8 5 0 0 Control Delay(s) 13.1 10.5 8.1 0.0 0.0 ' Lane LOS B B A Approach Delay(s) 10.9 1.0 0.0 Approach LOS 8 ' Intersecpon Summary Average Delay 1.5 Intersection Capacity Utilization 32.3% ICU'Level of Service A Analysis Period(min) 15 I I ' • 2013001.00 Fowlei's Square TIS Update Synchro 8 Report Greenman-Pedersen, Inc. Page 2 I HCM Unsignalized Intersection Capacity Analysis ' 8- Fowler Square & Blind Rock Road 2018 PM Peak Hour Build Conditions-Option 2 Movement ERT__EBR_ WEIL WBT._. NBL_ NBR Lane Configurations 4T ' Volume(vehm) 339 36 12 286 36 12 Sign Control Free Free Slop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.85 0.85 0.90 0.90 ' Hourly flow rate(vph). 381 40 14 336 40 13 Pedestrians Lane Width(11) ' Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type None None I Median storage veh) Upstream signal(ft) 382 pX,platoon unblocked ' vC,conflicting volume 421 766 401 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 421 766 401 ' tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) IF(s) 2.2 3.5 3.3 p0 queue free% 99 89 98 lie cM capacity(vehlh) 1138 366 649 Direction,Lane# EB 1 _. M-1_ NB.1 ' Volume Total 421 351 53 Volume Left 0 14 40 Volume Right 40 0. 13 cSH 1700 1138 411 ' Volume to Capacity 0.25 0.01 0.13 Queue Length 951h(ff) 0 1 11 Control Delay(s) 0.0 0.5 15A Lane LOS A C Approach Delay(s) 0.0 0.5 15.1 Approach LOS C ' Interseclion.Summary Average Delay 1.2 Intersection Capacity.Utilization 34.8% ICU Level of Service . A Analysis Period(min) 15 • 2013001.00 Fowler's Square TIS Update Synchro 8 Report ' Greenman-Pedersen, Inc. Page 3 i I HCM Signalized Intersection Capacity Analysis 3: Bay Road & Blind Rock Road/Haviland Road Milt AM Peak Hour Build Conditions-Option 3 I� --* - ► --, .4- ,- h t /. ti 1 Movement EBL EBT LBR WBL WBT WBR INK _NBT. NBR SBL SBT SBg Lane Configurations r+ 44 Vi A I T+ I Volume(vph) 57 91 75 34 117 26 64 123 34 29 224 117 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost lime(s) 6.0 6.0 6.0 6.0 6.0 6.0 &0 Lane Ulil.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' Frt 1.00 0.93 0.98 1.00 0.97 1.00 0.95 Fit Protected 0.95 1.00 0.'99 0.95 1.00 0.95 1.00 Said.Flow(prol) 1805 1762 1810 1806 1812 1805 1791 I III Permitted 0.81 1.00 0,89 0.55 1.00 0.64 1.00 Said Flow(perm) 1546 1762 1621 1036 1812 1208 1791 Peak-hour factor,PHF 0.91 0.91 0.91 0.85 0.85 0.85 0.81 0.81 0.81 0.94 0.94 0.94 Adj.Flow(vph) 63 100 82 40 138 31 79 152 42 31 238 124 ' RTOR Reduction(vph) 0 0 0 0 0 0 0 17 0 0 33 0 Lane Group Flow(vph) 63 182 0 0 209 0 79 177 0 31 329 0 Heavy Vehicles(%) 0% 1% 00/4 3% 2% 0% 0% 1% 3% 0% 1% 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) 8.4 8.4 8.4 15.1 15.1 15.1 15.1 ' Effective Green,g(s) 8.4 8.4 8.4 15.1 15.1 15.1 15.1 Actuated g/C Ratio 0.24 0.24 0.24 0.43 0.43 0.43 0.43 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 I• Vehicle Extension(s) 30 30 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 365 416 383 440 770 513 761 v/s Ratio Prot 0.10 0.10 c0.18 vls Ratio Perm 0.04 con 0.08 0.03 ' v/c Ratio 0.17 0.44 0.55 0.18 0,23 0.06 0.43 Uniform Delay,dl 10.8 11.5 11.9 6.3 6.5 6.0 7.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.7 1.6 0.2 0.2 0.0 0.4 Delay(s) 11.0 12.3 13.5 6.5 6.6 6.1 7.6 Level of Service B B B A A A A ' Approach Delay(s) 12.0 13.5 6.6 7.5 Approach LOS B B A A Intersection SumMaM ' HCM 2000 Control Delay 9A HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.47 Actuated Cycle Length(s) 35.5 Sum of lost time(s) 12.0 Intersection Capacity Utilization 61.5% ICU Level of Service B ' Analysis Period(min) 15 c Critical Lane Group 1 • 2013001.00 Fowler's Square TIS Update Synchro 8 Report ' Greenman-Pedersen,Inc. Pagel I I "CM Unsignalized Intersection Capacity Analysis 6.' Bay Road & Fowler Square 2018 AM Peak Hour Build Conditions-Option 3 * l 4\ t 1 d IMovement. . _ ERL - EBR. _N0L_N8T SBT -SBR._._ - - Lane Configurations tt A Volume(vehm) 9 43 32 212 327 6 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.85 0.85 0.90 0.90 I Hourly flow rate(vph) 10 48 38 249 363 7 Pedestrians Lane Width(ft) I Walking Speed(ft/s) Percent Blockage Right turn Bare(veh) Median type TWLTL TWLTL I Median storage veh) 2 2 Upstream signal(fl) 651 pX,platoon unblocked I vC,conflicting volume 691 367 370 vC1,stage 1 conf vol 367 vQ,stage 2 conf vol 325 vCu,unblocked vol 691 367 370 ' lC,single(s) 6.4 6.2 4.1 IC,2 stage(s) 5.4 IF(s) - 3.5 3.3 2.2 '® p0 queue free% 98 93 97 cM capacity(vehm) 588 679 1189 Direcion Lane# EB-1 EB 2 NB 1 NB 2 SB t ' Volume Total 10 48 M 249 370 Volume Lek 10 0 38 0 0 Volume Right 0 48 0 0 7 cSH 588 679 1189 1700 1700 ' Volume to Capacity 0..02 0.07 0.03 0.15 0.22 Queue Length 95th(ft) 1 6 2 0 0 Control Delay(s) 11.2 10.7 8.1 0.0 0.0 ' Lane LOS B B A Approach Delay(s) 10.8 1-1 0.0 Approach LOS B ' IntersectionSlLmmary — Average Delay 1.3 Intersection capacity Utilization 34.2% ICU Level of Service A Analysis Period(min) 15 I 1 ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 2 i HCM Unsignalized Intersection Capacity Analysis ' 8• Fowler Square & Blind Rock Road 2018 AM Peak Hour Build Conditions-Option 3 I• __* '�t 41� 4— 14\ /rr Movement EBT-- -_fij3R__. WBL._ WBT NRL' NBR Lane Configurations T. 4 M I Volume(veh1h) 214 19 6 292 26 9 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.85 0.85 0.90 0.90 Houdy Bow rate(vph) 240 21 7 344 29 10 Pedestrians Lane Width(ft) I Walking Speed(ft/s) Percent Blockage Right turn Bare(veh) Median type None None I Median storage veh) Upstream signal(ft) 382 pX,platoon unblocked vC,conflicling volume 262 609 251 I vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 262 609 251 ' tC,single(s) 4.1 6.4 6.2 IC,2 stage(s) IF(s) 2.2 3.5 3.3 • p0 queue tree a% 99 94 99 cM capacity(vhlh) 1302 456 768 Direction,Lane# EB 1 —..WB 1_-NB 1 Volume Total 262 351 -- 39 I Volume Left 0 7 29 Volume Right 21 . 0 10 _ cSH 1700 1302 511 Volume to Capacity 0.15 0.01 0.08 Queue Length 95Ih(ft) 0 0 6 Control Delay(s) 0.0 0.2 12.6 Lane LOS A B Approach Delay(s) 0.0 0.2 12.6 Approach LOS B I Intersectign Summary Average Delay 0.9 Intersection Capacity Utilization 30.2% tCU Level of Service A Analysis Period(min) 15 I ' • S nchro 8 Report 2013001.00 Fowler's Square TIS Update Y P ' Greenman-Pedersen, Inc. Page 3 1 i I HCM Signalized Intersection Capacity Analysis 3: Bay Road & Blind Rock Road/Haviland Road 2018 PM Peak Hour Build Conditions-Option 3 -A -i -." 4�' F t 4\ t `� 1 4' IMovement EBL EBT FBR _01 WBT. WBR NB-. ._.NBT _NQR.. . SBL SBT _SBR Lane Configurations 4T vS T+ _ 1+ ' Volume(vph) _ _ _ 150 138 63 38 . 120 54 72 293 59 41 194 106 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Ulil.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' Frt 1.00 0.95 0.97 1.00 0,98 1.00 0.95 Fit Protected 0.95 1.00 0.99 0.95 1.00 0.95 1.00 Said.Flow(Prot) 1805 1798 1788 1805 1828 1805 1788 Ill Permitted 0.72 1.00 0.89 0.57 1.00 0.48 1.00 Satd.Flow(perm) 1362 1798 1605 1077 1828 915 1788 Peak-hour factor,PHF 0.89 0.89 0.89 0.85 0.85 0.85 0.85 0.85 0.85 0,94 0.94 0.94 Adj.Flaw(vph) 169 155 71 45 141 64 85 345 69 44 206 113 ' RTOR Reduction(vph) 0 0 0 0 0 0 0 14 0 0 37 0 Lane Group Flow(vph) 169 226 0 0 250 0 85 400 0 44 282 0 Heavy Vehicles(%) 0% 1% 0% 3% 2% 0% 0% 1% 3% 0% 1% 0% I Turn Type Perm NA Perm NA Perm _ NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 6 2 6 Actuated Green,G(s) 11.6 11.6 11.6 14.2 14.2 14.2 14.2 ' Effective Green,g(s) 11.6 11.6 11.6 14.2 14.2 14.2 14.2 Actuated g/C Ratio 0.31 0.31 0.31 0.38 0.38 0.38 0.38 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ' • Lane Grp Cap(vph) 417 551 492 404 686 343 671 v/s Ratio Prot 0.13 c0.22 0.16 Ws Ratio Perm 0.12 o0.16 0.08 6.05 ' v/c Ratio 0.41 0.41 0.51 0.21 0.58 0.13 0.42 Uniform Delay,all 10.4 10.4 10.8 8.0 9.4 7.7 8.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' Incremental Delay,d2 0.6 0.6 0.8 0.3 1.3 0.2 6.4 Delay(s) 11.0 10.9 11.6 8.3 10.7 7.9 9.2 Level of Service B B B A B A A Approach Delay(s) 10.9 11.6 10.3 9.0 ' Approach LOS B B B A )nterseclfon Summary ---- HCM 2000 Control Delay 10.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length(s) 3T8 Sum of lost time(s) 12.0 Intersection Capacity Utilization 65.1% ICU Level of Service C ' Analysis Period(min) 15 c Critical Lane Group • ' 2013001.00 Fowler's Square TIS Update Synchro 8 Report Greenman-Pedersen,Inc. Page 1 1 HCM Unsignalized Intersection Capacity Analysis ' 6: Bay Road & Fowler Square 2018 PM Peak Hour Build Conditions-Option 3 l 7 4\ 1 1 Move0tent EBL_ _ Ef13_ NBL NBT SB.T_._SBR. Lane Configurations If ► t T+ ' Volume(veh/h) 12 60 60 412 283 12 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.85 0.85 0.90 0.90 ' Hourly flow rate(vph) 13 67 71 485 314 13 Pedestrians Lane Width(it) Walking Speed(ft/s) ' Percent Blockage Right turn flare(veh) Median type TWLTL TWLTL ' Median storage veh) 2 2 Upstream signal(fl) 651 pX,platoon unblocked I vC,conflicting volume 947 321 328 vC1,stage 1 conf vol 321 vC2,stage 2 coof vol 626 vCu,unblocked vol 947 321 328 I IC,single(s) 6.4 6.2 4.1 IC,2 stage(s) 5.4 IF(s) . 3.5 3.3 2.2 '• p0 queue free% 97 91 94 cM capacity(veh/h) 459 720 1232 01mcdon,Lane# EB 1 EB 2_ NB 1 NB 2 SB 1. _— I Volume Total 13 67 71 485 328 Volume Left 13 0 71 0 0 Volume Right 0 . 67 0 0 13 cSH 459 720 1232 1700 1700 I Volume to Capacity 0.03 0.09 0.06 0.20 0.19 Queue Length 951h(fl) 2 8 5 0 0 Control Delay(s) 13.1 10.5 8.1 0.0 0.0 I Lane LOS B B A Approach Delay(s) 10.9 1.0 0.0 Approach LOS B ' Ihlerseclion Summary Average Delay 1.5 Intersection Capacity Utilization 3Z3% ICU Level of Service A Analysis Period(min) 15 I I I • 2013001.00 Fowler's Square TIS Update Synchro 8 Report ' Greenman-Pedersen, Inc. Page 2 I I HCM Unsignalized Intersection Capacity Analysis I8: Fowler Square & Blind Rock Road 2018 PM Peak Hour Build Conditions-Option 3 IMovement EBT EBR WBL WBT NBL . NBR Lane Configurations a rjr Volume(veh/h) 339 36 12. 286 36 12 I Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.89 0.89 0.85 0.85 0.90 0.90 I Hourly flow rate(vph) 381 40 .14 336 40 13 Pedestrians Lane Width(ft) Walking Speed(fUs) Percent Blockage Right turn flare(veh) Median type None None I Median storage veh) Upstream signal(ft) 382 pX,platoon unblocked vC,conflicting volume 421 766 401 I vC1,stage 1 oonf vol vC2,stage 2 conf vol vCu,unblocked vol 421 766 401 I tC,single(s) 4.1 6.4 6.2 lC,2 stage(s) IF(s) 2.2 3.5 3.3 • p0 queue tree 99 69 96 cM capacity(veh/h) 1136 366 649 Direction,Lane# EB 1 WB 1 NB 1 ------- Volume Total 421 351 53 ' Volume Left 0 14 40 Volume Right 40 0 13 cSH 1700 1138 411 Volume to Capacity 0.25 0.01 0.13 Queue Length 95th(ft) 0 1 11 Control Delay(s) 0.0 0.5 15.1 ' Lane LOS A C Approach Delay(s) 0.0. 0.6 15.1 Approach LOS C Intersection Summary I Average Delay 1.2 Intersection Capacity Utilization 34.8°% ICU Level of Service A Analysis Period(min) 15 I ' • 2013001.00 Fowler's Square TIS Update Synchro 8 Report ' Greenman-Pedersen,Inc. Page 3 I I r ISPEED DATA I I I I • IAlb-2011037.00 Fowlers Square TIS Town of Queensbury ' • Bay Road Northbound Bay Road Southbound Trial Speed' Trial Speed* ' 1 44 1 46 85th Percentile Speeds 2 39 2 46 NB SB 3 45 3 38 46 48 ' 4 44 4 45 5 39 5 47 6 43 6 43 ' 7 49 7 48 8 44 8 49 9 45 9 43 10 44 10 47 ' it 42 11 46 12 41 12 47 13 43 13 42 ' 14 49 1 14 44 15 44 15 48 16 46 16 48 17 45 17 44 I 18 44 18 45 19 46 19 43 20 41 20 46 21 2543 21 E46 22 45 22 44 23 43 23 43 ' • 24 47 24 46 42 25 46 Avg. 43.9 Avg. 45.3 '-Denotes speed measured near proposed site entrance for vehicles traveling under free flow conditions. I I I I I I • I IGreenman-Pedersen,Inc. Alb-2011037.00 Fowlers Square TIS Town of Queensbury I • Blind Rock Eastbound Blind Rock Westbound Trial Speed" Trial Speed' I 1 45 1 41 85th Percentile Speeds 2 39 2 38 EB W8 3 38 3 39 43 40 I 4 39 4 38 5 41 5 37 6 43 6 42 I 7 38 7 39 8 42 8 44 9 43 9 40 10 48 10 35 ' 11 35 11 36 12 40 12 38 13 38 1 13 40 14 40 14 39 15 37 15 38 16 36 16 40 17 40 17 39 I 18 38 18 42 19 43 19 37 20 42 20 37 ' 21 1 42 21 36 22 44 22 35 23 39 23 38 • 24 40 24 37 25 39 25 37 Avg. 40.4 Avg. 38.5 *-Denotes speed measured near proposed site entrance for vehicles traveling under free flow conditions. I w 1 1 1 ' Greenman-Pedersen,Inc. i IFrom: Faith.Peter To: Matthew Fuller Cc: Dan Galusha;Bob Manz; Mike Ingersoll ' Subject: FW: Fowler Square Date: Wednesday,April 10,2013 8:41:12 AM Attachments: lmaue001.ono Fowler Square TIS w Appendix APR13.pdf ' Matt -- Here is our Traffic Study for Fowler Square. It documents that there are no significant ' impacts due to the project and includes a discussion of our recent meetings and efforts with the County and Town Highway Departments. ILet me know if you need anything else at this time. GPI Pater Faith, P.E. 578 453 9437 I I This communication and any attachments are intended only for the use of the individual or entity named as the addressee. It may contain information which is privileged andlor con5derhal under applicable law.If you are not the intended recipient or such recipient's employee or agent.you are hereby notified that any dissemination copy or disclosure of this communication is strictly prohibited and to notify the sender immediately I • I I I 1 I Department of Community Development Queensbury Planning Board Staff Notes ' December 15, 2011 I APPLICATION: Site Plan 62-2011 /Area Variance 61-2011 ' APPLICANT: Queensbury Partners REOUESTED ACTION: Recommendation to the Zoning Board of Appeals concerning the relief requested in the variance application as well as the potential impacts of this project on the neighborhood and surrounding ' community LOCATION: Corner of Blind Rock Road and Bay Road EXISTING ZONING: O-Office ' • SEQRA STATUS: Type I WARREN CO. PB: N/A for 12/15/11 PARCEL HISTORY: Sub 13-1999 35.12 acre parcel - 14 commercial lots Approved 8/15/2000 IPROJECT DESCRIPTION: Site Plan: Applicant proposes a total of 56,180 sq. ft. of commercial development distributed between five ' (5)buildings and development of 175 residential apartment units distributed between 11 buildings to include 93 residential units within four(4) of the proposed commercial structures. Freshwater Wetlands: Land disturbance with 100 feet of a regulated wetland. I Area Variance: Relief requested from density, front setback,travel corridor setback, residential setback and height requirements of the Office zone. Further,relief requested from wetland setback requirements. STAFF COMMENTS: Changes to the plan for this review include the re-orienteering of Building 5 to totally be within the 300 foot setback for residential structures and corresponding change to parking configuration. Further change also deals with building 5 and includes the elimination of ground floor ' residential units in favor of commercial/office space. It is understood that the project is contingent upon Zoning Board of Appeals approvals of variances of which little indication was offered from the ZBA concerning these issues at the joint meeting in August. The applicant is before the Planning Board in order to garner a recommendation to the ZBA concerning the • variances requested and their potential impacts on the surrounding community. Apparently the applicant ' has not commenced detailed engineering or design portion of the project. Further,the project is listed as a Type I action under SEQRA and will require both the Planning Board and ZBA to commence the protocols i Ias set forth for this type of action, in particular Lead Agency. As such, no Planning Board recommendation I can be forwarded to the ZBA at this point in time and no ZBA decision can be rendered until SEQR has been completed. However, staff believes that this does not preclude the Planning Board from forwarding the minutes of this meeting or any other communication it would deem beneficial for the ZBA to review. IVariances required as presented: 1. Density— 142 residential units allowed/ 175 proposed. Calculation based on 1 acre per 8 dwelling I units as per §179-3-040B(2)(b)[1][b]. 17.81 buildable acres x 8 units= 142 units. Note: Usable acreage after deducting the commercial uses proposed is as follows: 21.83 usable acres on parcel; 0.5 acres/7,000 square feet with 56,180 square feet commercial development proposed ' results in 4.02 acres utilized for commercial density calculation. 21.83 acres—4.02 acres= 17.81 acres remaining for residential density. 2. Residential units within 300 feet of Bay Road Professional Office setback line as per§179-3- 040B(2)(a)[1]. 3. Bay Road Travel Corridor Overlay(TCO)—Buildings 1 and 3 within 75 foot setback requirement. Further, parking associated with buildings 1 and 3 within 75 foot green space requirement. All as ' per§179-4-030C. 4. Front setback—Buildings 1, 3, 11,and 13 within 75 foot front setback requirement as per §179-3- 040. I 5. Wetland setback—Buildings 8,9, 10, and 13 within 75 foot wetland setback requirement as per §179-3-040. 6. Height—As per Development Study on Site Statistics page, it is assumed all but buildings 3 and 6 ' • would require height relief as per§179-3-040. Variances in table form 300 ft. 75 Ft. Travel 75Ft. Front 75 Ft. Building# Density Residential Corridor Setback Welland Height setback Overlay Setback I 1 -268 ft. -43 ft. q-43+37ft. -3 ft. 2 - 128ft. - 14% 3 -45 ft. -45 ft. f 4 - 138 ft. 14 ft. 5 - 172 ft. - 14 ft. 6 ' 7 -aft. g - 11.6ft. -aft. g - 16.4ft. -aft. 10 -21.7ft. --3ft. 11 - 17.4ft. -aft. 12 1 3 ft. 13 -5.3ft. -44.6ft. -aft. IAdditional relief for parking within the 75 foot green space requirement associated with Buildings 1 and 3 will need to be considered by the ZBA • Please see density relief calculations above. Please note that density relief has been calculated for the residential aspect of this proposal; relief could be designated for retail uses also. ' LAKeith Obome\2011 Staff NotesTlanningWugust 3 l\Queensbury Partnemdoc - 2 - 1