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Level of Service Analysis heffron TECHNICAL APPENDIX LEVEL OF SERVICE ANALYSIS PRAIRIE PARK YELM, WA Prepared for" Prairie Park Limited Partnership FEBRUARY 11, 2000 transportation. Inc. 4133 Interlake Avenue N Seattle WA 98103 Ph: (206) 547-7170 Fx: (206) 547-7744 Prairie Park, Yelm Yelm Ave and 1st St Existing PM PH 01/31/98 11.13: 51 SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages for Int # 1- Degree of Saturation (v/c) 0.74 Vehicle Delay 40.4 Level of Service D+ Sq 84 Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 **/** ------------------------------------------------------------- I + + * I + + I 1 I ^ I I + + * I + + I I 1 ++++1 /1\ 1<+ + *> 1<+ + 1 I 1 <++++1 I I v I v I 1 ^ ****1 I I 1 I ^ I ^ 1++++ V 1 I North I I * *>1 <* + +>1 1****> I I I I * * I * + + I 1**** I I I * * I * + + I 1 v 1 G/C=0.058 G= 5.2" Y+R= 4.0" OFF= 0.0% G/C=0.072 G= 6.5" Y+R= 4.0" OFF=10.3% C= 90 sec G/C=0.086 G= 7.7" Y+R= 4.0" OFF=21.9% G/C=0.136 G= 12.2" Y+R= 4.0" OFF=35.0% G/C=0.425 G= 38.3" Y+R= 4.0" OFF=53.0% G= 70.0 sec = 77.8% Y=20.0 sec = 22.2% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane 1 Width/I g/C I Service Rate 1 Adj I Group I Lanes I Reqd Used I @C (vph) @E 1 Volume I I HCM 1 L 190% Maxi v/c I Delay I S I Queue I ------------------------------------------------------------------------------- N Approach 36.4 D+ ------------------------------------------------------------------------------- TH+RTI 12/1 10.169 10.175 I LT 1 12/1 10.132 10.058 1 149 I 1 1 286 I 85 1 133 10.451 1 39 10.379 1 34.4 I C I 139 ftl 43.1 I*D+I 47 ftl ------------------------------------------------------------------------------- S Approach TH+RTI 12/1 10.248 10.202 1 LT 1 12/1 10.155 10.086 1 50 2 D 195 1 1 1 330 1 133 I 277 10.827 1 101 10.669 1 50.0 I*D I 281 ftl 50.7 I*D I 117 ftl ------------------------------------------------------------------------------- E Approach TH+RTI 12/1 10.279 10 425 1 LT I 12/1 10.188 10.136 1 29.2 C 692 1 51 1 786 1 227 I 380 10.483 I 182 10.755 I 19.2 I B 1 276 ftl 50.2 I*D 1 199 ftl ------------------------------------------------------------------------------- W Approach 43.9 D+ TH+RTI 12/1 10.446 10.425 1 LT 1 12/1 10.183 10.136 I 778 I 228 I 684 I 51 I 728 10.936 I 174 10.719 I 43.2 I*D+I 528 ftl 47.1 I D I 190 ftl ------------------------------------------------------------------------------- Prairie Park, Yelm Yelm Ave and 1st st Existing PM PH 01/31/98 11:14:07 SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values Intersection Parameters for Int # METROAREA SIMULATION PERIOD LEVELOFSERVICE NODELOCATION Approach Parameters APPLABELS GRADES PEDLEVELS PARKINGSIDES PARKVOLUMES BUSVOLUMES RIGHTTURNONREDS Movement Parameters 1 - . NONCBD 15 C S o 0 N 0.0 o NONE 20 o o E 0.0 o NONE 20 o o S 0.0 o NONE 20 o o W 0.0 o NONE 20 o o MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 74 49 36 19 330 167 176 79 93 102 568 160 WIDTHS 0.0 12.0 12.0 0.0 12.0 12.0 0.0 12.0 12.0 0.0 12.0 12.0 LANES 0 1 1 0 1 1 0 1 1 0 1 1 UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.5 2.5 2.5 2.0 2.0 2.0 3.0 3.0 3.0 1 5 1.5 1.5 PEAKHOURFACTORS 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4 0 4.0 4.0 4.0 4.0 4 0 4.0 4.0 4.0 4.0 4 0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 DELAYFACTORS 1.00 1 00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATI ONFLOWS o 1686 1761 o 1847 1770 o 1654 1752 o 1829 1778 Phasing Parameters SEQUENCES 84 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS NO NO NO NO OFFSET 0.00 1 CYCLES 90 90 10 PEDTIME o 0 0 GREENTIMES 5.25 6.48 7.73 12.25 38.29 YELLOWTIMES 4.00 4.00 4.00 4.00 4.00 CRITICALS 3 8 9 6 11 EXCESS 0 Prairie Park, Yelm Yelm Ave and 1st st Future 2005 PM PH w/o project 01/31/98 11:16 02 SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages for Int # 1- Degree of Saturation (v/c) 0.85 Vehicle Delay 57.0 Level of Service E+ Sq 84 Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 **/** ------------------------------------------------------------- I + + * I + + I 1 I ^ 1 I + + * 1 + + I I I ++++1 /1\ 1<+ + *> 1<+ + I I I <++++1 I I v I v 1 1 ^ ****1 I I I I ^ 1 ^ 1++++ V 1 I North I I * *>1 <* + +>1 1****> I 1 I 1 * * I * + + I 1**** 1 I I * * 1 * + + I I v I G/C=0.057 G= 5.2" Y+R= 4.0" OFF= 0.0% G/C=0.077 G= 6.9" Y+R= 4.0" OFF=10.2% G/C=O 079 G= 7.1" Y+R= 4.0" OFF=22.3% G/C=0.130 G= 11 7" Y+R= 4.0" OFF=34.6% G/C=0.435 G= 39.1" Y+R= 4.0" OFF=52.1% C= 90 sec G= 70.0 sec = 77.8% Y=20.0 sec = 22.2% Ped= 0.0 sec = 0.0% I Lane IWidth/1 g/C I Service Rate I Adj I Group I Lanes I Reqd Used I @C (vph) @E I Volume I 1 HCM 1 L 190% Maxi v/c I Delay I S I Queue I N Approach 36.8 D+ TH+RTI 12/1 10.177 10.179 1 LT I 12/1 10.134 10.057 I 156 I 1 I 292 I 83 1 152 10.505 I 43 10.426 I 34.7 I C 1 158 ftl 43.9 I*D+I 51 ftl S Approach 72.5 E TH+RTI 12/1 10.268 10.200 1 191 I LT I 12/1 10.159 10.079 I 1 I 325 I 119 1 315 10 952 I 114 10.826 1 72.4 I*E 1 321 ftl 72.9 I*E I 134 ftl E Approach 36.7 D+ TH+RTI 12/1 10.302 10.~35 I LT 1 12/1 10.201 10.130 I 713 I 34 I 804 I 215 I 430 10.535 I 207 10.900 1 19.4 I B 1 307 ftl 72.5 I*E 1 228 ftl W Approach 66 9 E+ TH+RTI 12/1 10.493 10.435 1 LT I 12/1 10.194 10.130 1 704 I 34 I 795 I 216 I 826 11.039 I 196 10.848 I 67.9 I*E I 589 ftl 62.8 I E+I 215 ftl Prairie Park, Yelm Yelm Ave and 1st St Future 2005 PM PH w/o project 01/31/98 11:16:11 SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values Intersection Parameters for Int # METROAREA SIMULATION PERIOD LEVELOFSERVICE NODELOCATION Approach Parameters APPLABELS GRADES PEDLEVELS PARKINGSIDES PARKVOLUMES BUSVOLUMES RIGHTTURNONREDS Movement Parameters 1 - . NONCBD 15 C S o 0 N 0.0 o NONE 20 o o E 0.0 o NONE 20 o o S 0.0 o NONE 20 o o W 0.0 o NONE 20 o o MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 85 55 40 20 375 190 200 90 105 115 645 180 WIDTHS 0.0 12.0 12.0 o 0 12 0 12.0 0.0 12.0 12 0 0.0 12.0 12.0 LANES 0 1 1 0 1 1 0 1 1 0 1 1 UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 o 00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.5 2.5 2.5 2.0 2 0 2.0 3.0 3.0 3.0 1.5 1.5 1.5 PEAKHOURFACTORS o 92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ARRIVAL TYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4 0 4.0 4.0 4 0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5 0 5.0 5.0 5.0 5.0 5.0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1. 00 1. 00 1. 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUP TYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS o 1685 1761 o 1848 1770 o 1654 1752 o 1829 1778 Phasing Parameters SEQUENCES 84 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS NO NO NO NO OFFSET o 00 1 CYCLES 90 90 10 PEDTIME 0.0 0 GREENTIMES 5 17 6.92 7.09 11.70 39.13 YELLOWTIMES 4.00 4.00 4.00 4.00 4.00 CRITICALS 3 8 9 6 11 EXCESS 0 prairie Park, Yelm Yelm Ave and 1st St Future 2005 PM PH with project 01/31/98 13'47:57 SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages for Int # 1 - . Degree of Saturation (v/c) 0.89 Vehicle Delay 65.8 Level of Service E+ Sq 84 Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 **/** ------------------------------------------------------------- I + + * I + + I I 1 ^ I I + + * 1 + + I 1 I ++++1 /1\ 1<+ + *> 1<+ + I 1 1 <++++1 I I v I v 1 I ^ ****1 I I 1 I ^ I ^ 1++++ V 1 I North I I * *>1 <* + +>1 1****> I 1 I 1 * * I * + + I 1**** 1 I 1 * * 1 * + + 1 I v I ------------------------------------------------------------- G/C=0.054 G= 4.8" Y+R= 4.0" OFF= 0.0% G/C=0.083 G= 7.5" Y+R= 4.0" OFF= 9.8% G/C=0.063 G= 5.7" Y+R= 4.0" OFF=22 6% G/C=0.120 G= 10.8" Y+R= 4.0" OFF=33.3% G/C=0.458 G= 41.2" Y+R= 4.0" OFF=49.8% C= 90 sec G= 70.0 sec = 77.8% Y=20.0 sec = 22.2% Ped= 0.0 sec = 0.0% I Lane I Width/ 1 g/C 1 Service Rate I Adj I Group 1 Lanes 1 Reqd Used I @C (vph) @E I Volume I I HCM 1 L 190% Maxi v/c I Delay 1 S I Queue I N Approach 37.5 D+ TH+RTI 12/1 10.177 10.181 1 LT 1 12/1 10.136 10.054 I 160 1 1 1 297 I 77 1 152 10.498 I 50 10.526 1 34.4 I C 1 158 ftl 46.8 I*D 1 60 ftl S Approach 105.4 F TH+RTI 12/1 10.273 10.190 1 174 1 308 I 323 11.025 1 93.8 I*F I 333 ftl LT I 12/1 10.159 10.063 1 1 1 91 I 114 11.036 1 138.1 I*F 1 136 ftl E Approach 47.3 D TH+RTI 12/1 10.331 10.458 1 LT I 12/1 10.207 10.120 1 758 1 6 I 843 1 197 1 488 10.579 1 19.0 1 B 1 335 ftl 220 11.033 1 110.1 I*F 1 245 ftl W Approach 67 2 E+ TH+RTI 12/1 10.512 10.458 1 LT 1 12/1 10.194 10.120 I 754 I 6 I 839 I 198 I 868 11.035 I 196 10.916 I 64.7 I*E+I 593 ftl 78.3 I E I 218 ftl Prairie Park, Yelm 01/31/98 Yelm Ave and 1st St 13:48'09 Future 2005 PM PH with project SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values Intersection Parameters for Int # 1 - . METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 85 55 46 34 415 202 207 90 105 115 684 180 WIDTHS 0.0 12.0 12.0 0.0 12.0 12.0 0.0 12.0 12.0 0.0 12.0 12.0 LANES 0 1 1 0 1 1 0 1 1 0 1 1 UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.5 2.5 2.5 2.0 2.0 2.0 3.0 3.0 3.0 1.5 1.5 1.5 PEAKHOURFACTORS 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 o 92 0.92 ARRIVAL TYPES 3 3 3 3 3 3 3 3 3 3 3 3 I ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4 0 4.0 4 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1. 00 1. 00 1. 00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATI ONFLOWS o 1685 1761 o 1842 1770 o 1652 1752 o 1831 1778 Phasing Parameters SEQUENCES 84 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS NO NO NO NO OFFSET 0.00 1 CYCLES 90 90 10 PEDTIME 0.0 0 GREENTIMES 4.83 7.48 5.66 10.81 41.22 YELLOWTIMES 4.00 4.00 4.00 4.00 4.00 CRITICALS 3 8 9 6 11 EXCESS 0 Prairie Park, Yelm Yelm Avenue/Vancil Road Existing PM Peak 02/02/00 12:37:38 SIGNAL97/TEAPAC[Ver 1 00] - Capacity Analysis Summary Intersection Averages for Int # 1 - Yelm Avenue/Vancil Road Degree of Saturation (v/c) 0 62 Vehicle Delay 24 4 Level of Service C+ Sq 74 **/** Phase 2 Phase 1 Phase 3 Phase 4 /1\ I I North 1 1 + * * I I ^ I 1 + * * 1 1 ++++1 1<+ * *> 1 I <++++1 I v I ^ ++++1 I 1 ^ 1**** v 1 1 I <* * *>1 1****> 1 I * * * I 1**** 1 I * * * 1 1 v 1 G/C=0.127 G= 11 4" Y+R= 4 0" OFF= 0 0% G/C=O 120 G= 10.8" Y+R= 4 0" OFF=17.1% G/C=O 088 G= 7 9" Y+R= 4 0" OFF=33 6% G/C=O 488 G= 43.9" Y+R= 4.0" OFF=46 8% C= 90 sec G= 74 0 sec = 82 2% Y=16 0 sec = 17 8% Ped= 0 0 sec = 0 0% 1 Lane IWidth/1 g/C I Service Rate 1 Adj I Group I Lanes 1 Reqd Used 1 @C (vph) @E I Volume I N Approach 1 HCM 1 L 190% Maxi v/c 1 Delay 1 S I Queue 1 38 9 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1 RT ILT+TH I 12/1 10 140 10 127 I I 12/1 10 163 10 127 1 S Approach 22 I 26 I 53 10.261 1 128 10.559 1 36 2 I D+I 58 ftl 40 0 I*D+I 141 ftl 187 1 214 1 40 3 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 4 1 174 I 103 10.539 I 40.3 I*D+I 115 ftl I LT+TH+RT 1 12/1 10 160 10.120 I E Approach 18 1 B ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- RT TH LT 1 12/1 10 138 10 488 I I 12/1 10.360 10 488 I I 12/1 10.123 10 088 1 W Approach 676 I 806 I 1 I 47 10.063 1 540 10.612 I 13 10.086 1 12.2 I B+I 31 ftl 18.1 1 B 1 356 ftl 38.0 I D+I 25 ftl 750 1 882 1 133 I 23.8 C+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- TH+RTI 12/1 10 412 10 488 I LT I 12/1 10 146 10 088 1 811 1 1 I 651 10 734 I 78 10 506 1 21 6 I*C+I 424 ftl 41 9 I*D+I 91 ftl 887 I 136 I Prairie Park, Yelm Yelm Avenue/Vancil Road Existing PM Peak 02/02/00 12 39.14 SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values 1 - Yelm Avenue/Vancil Road Intersection Parameters for Int # METROAREA SIMULATION PERIOD LEVELOFSERVICE NODELOCATION Approach Parameters APPLABELS GRADES PEDLEVELS PARKINGSIDES PARKVOLUMES BUSVOLUMES RIGHTTURNONREDS Movement Parameters NONCBD 15 C S o 0 N o 0 o NONE 20 o o E o 0 o NONE 20 o o W o 0 o NONE 20 o o S 0.0 o NONE 20 o o MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 51 17 107 46 524 13 12 21 67 60 571 76 WIDTHS 12.0 12.0 o 0 12.0 12 0 12 0 o 0 12 0 o 0 o 0 12 0 12 0 LANES 1 1 0 1 1 1 0 1 0 0 1 1 UTILIZATIONS o 00 o 00 0.00 o 00 0.00 0.00 o 00 o 00 o 00 o 00 o 00 0.00 TRUCKPERCENTS 1.0 1 0 1.0 5.0 5 0 5 0 2.0 2 0 2.0 3.0 3 0 3 0 PEAKHOURFACTORS o 97 o 97 0.97 o 97 0.97 o 97 o 97 o 97 o 97 o 97 0.97 0.97 ARRIVAL TYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4 0 4 0 4.0 4.0 4 0 4.0 4.0 4.0 4 0 4 0 4 0 4.0 MINIMUMS 5 0 5 0 5.0 5.0 5 0 5.0 5.0 5 0 5 0 5 0 5 0 5 0 I DEAL SAT FLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1 00 1 00 1 00 1 00 1.00 1 00 1 00 1 00 1 00 1 00 1 00 1 00 DELAY FAC TORS 1 00 1 00 1 00 1.00 1.00 1 00 1 00 1 00 1 00 1 00 1 00 1.00 NSTOPFACTORS 1 00 1. 00 1 00 1. 00 1. 00 1. 00 1 00 1 00 1 00 1 00 1 00 1 00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS 1599 1804 0 1538 1810 1719 o 1594 0 o 1818 1752 Phasing Parameters SEQUENCES 74 PERMISSIVES NO NO NO NO LEAD LAGS NONE NONE OVERLAPS NO NO NO NO OFFSET 0.00 1 CYCLES 90 90 30 PEDTIME 0.0 0 GREENTIMES 11 43 10 78 7 90 43 89 YELLOWTlMES 4 00 4 00 4 00 4 00 CRITICALS 2 8 12 11 EXCESS 0 Prairie Park, Yelm Yelm Avenue/Vancil Road Future 2005 PM Peak Without Project 02/02/00 12'43 03 SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages for Int # 1 - Yelm Avenue/Vancil Road Degree of Saturation (v/c) 0 65 Vehicle Delay 24.5 Level of Service C+ ------------------------------------------------------------- Sq 54 **/** Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 ------------------------------------------------------------- /1\ 1 I North 1 * 1 + + + 1 * * 1 1 ^ I * I + + + I * * I I ++++1 *> 1<+ + +> 1<* * I I <++++1 I v I v I ^ ++++1 1 I I ^ 1**** v 1 I <+ I I + +>1 1****> I + I 1 + + I 1**** 1 + 1 1 + + I 1 v I ------------------------------------------------------------- G/C=O 119 G= 10 7" Y+R= 4 0" OFF= 0 0% G/C=O 000 G= 0 0" Y+R= 0 0" OFF=16.3% G/C=O 092 G= 8 3" Y+R= 4 0" OFF=16 3% G/C=0.092 G= 8 3" Y+R= 4.0" OFF=30.0% G/C=0.519 G= 46 7" Y+R= 4.0" OFF=43 7% ------------------------------------------------------------- C= 90 sec G= 74 0 sec = 82.2% Y=16 0 sec = 17.8% Ped= 0 0 sec = 0 0% ------------------------------------------------------------------------------- 1 Lane 1 Width/I g/C Group I Lanes 1 Reqd 1 Service Rate 1 Adj 1 Used 1 @C (vph) @E 1 Volume I 1 HCM 1 L 190% Maxi v/c 1 Delay 1 S 1 Queue 1 ------------------------------------------------------------------------------- N Approach 42 1 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 42 8 I*D+I 95 ftl 41 7 I*D+I 137 ftl TH+RTI 12/1 10 150 10 092 1 LT 1 12/1 10.162 10 119 1 1 1 136 1 3 1 196 1 83 10 539 1 124 10 585 1 ------------------------------------------------------------------------------- S Approach 38 0 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 47 ftl 86 ftl TH+RTI 12/1 10.133 10 092 I LT 1 12/1 10.146 10.119 I 1 1 144 1 2 I 194 I 41 10 253 1 77 10.367 1 38 8 I D+I 37 6 1 D+I ------------------------------------------------------------------------------- E Approach 17 3 B ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- RT TH LT 1 12/1 10 140 10 519 1 I 12/1 10 395 10 519 1 I 12/1 10 124 10.092 I 731 1 871 I 1 I 798 I 939 1 141 I 52 10.065 1 613 10 653 I 15 10 094 I 10 8 1 B+I 32 ftl 17 4 I B 1 380 ftl 37 7 1 D+I 25 ftl ------------------------------------------------------------------------------- W Approach 24.1 C+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- TH+RTI 12/1 10.453 10 519 1 LT 1 12/1 10 150 10.092 I 875 1 1 1 943 1 144 1 737 10.782 I 88 10.543 1 21.8 I*C+I 451 ftl 42.8 I*D+I 102 ftl ------------------------------------------------------------------------------- Prairie Park, Yelm Yelm Avenue/Vancil Road Future 2005 PM Peak Without Project SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values 02/02/00 12 43 43 Intersection Parameters for Int # 1 - Yelm Avenue/Vancil Road METROAREA SIMULATION PERIOD LEVELOFSERVICE NODELOCATION NONCBD 15 C S o 0 Approach Parameters APPLABELS GRADES PEDLEVELS PARKINGSIDES PARKVOLUMES BUSVOLUMES RIGHTTURNONREDS N 0.0 o NONE 20 o o Movement Parameters MOVLABELS VOLUMES WIDTHS ~S UTILIZATIONS TRUCKPERCENTS PEAKHOURFACTORS ARRIVAL TYPES ACTUATIONS REQCLEARANCES MINIMUMS IDEALSATFLOWS FACTORS DELAYFACTORS NSTOPFACTORS GROUPTYPES SATURATI ONFLOWS RT TH LT 60 20 120 o 0 12 0 12.0 011 o 00 0 00 0 00 1 0 1.0 1 0 o 97 0 97 0.97 333 YES YES YES 4.0 4 0 4 0 5.0 5 0 5 0 1900 1900 1900 1 00 1 00 1 00 1 00 1 00 1. 00 1. 00 1. 00 1 00 NORM NORM NORM o 1670 1787 E o 0 o NONE 20 o o RT TH LT 50 595 15 12 0 12 0 12 0 111 0.00 0 00 0.00 5 0 5 0 5 0 o 97 0 97 0.97 333 YES YES YES 4 0 4.0 4 0 5 0 5.0 5 0 1900 1900 1900 1 00 1 00 1. 00 1 00 1 00 1. 00 1. 00 1 00 1 00 NORM NORM NORM 1538 1810 1719 S o 0 o NONE 20 o o RT TH LT 15 25 75 o 0 12.0 12 0 011 o 00 0 00 0 00 2 0 2 0 2.0 o 97 0.97 0 97 3 3 3 YES YES YES 4 0 4 0 4.0 5 0 5 0 5 0 1900 1900 1900 1. 00 1 00 1 00 1. 00 1 00 1 00 1 00 1 00 1 00 NORM NORM NORM o 1761 1770 W o 0 o NONE 20 o o RT TH LT 70 645 85 o 0 12.0 12 0 011 o 00 0 00 0 00 3.0 3.0 3.0 o 97 0.97 0.97 333 YES YES YES 4 0 4.0 4 0 5 0 5 0 5 0 1900 1900 1900 1 00 1. 00 1 00 1 00 1 00 1 00 1. 00 1. 00 1 00 NORM NORM NORM o 1818 1752 Phasing Parameters SEQUENCES 54 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS NO NO NO NO OFFSET 0.00 1 CYCLES 90 90 30 PEDTIME 0.0 0 GREENTIMES 10.69 o 00 8 29 8 32 46 70 YELLOWTIMES 4 00 0.00 4 00 4 00 4 00 CRITICALS 3 0 2 12 11 EXCESS 0 Prairie Park, Yelm Yelm Avenue/Vancil Road Future 2005 PM Peak With Project 02/02/00 12 45 13 SIGNAL97/TEAPAC[Ver 1 00] - Capacity Analysis Summary Intersection Averages for Int # 1 - Yelm Avenue/Vancil Road Degree of Saturation (v/c) 0.68 Vehicle Delay 26.0 Level of Service C+ Sq 54 **/** Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 /1\ I I North I * I + + + I * * I 1 ^ I * I + + + I * * I I ++++1 *> 1<+ + +> 1<* * I I <++++1 1 v I v I ^ ++++1 I 1 I ^ 1**** v I I <+ I I + +>1 1****> 1 + I I + + I 1**** 1 + I I + + I I v 1 ------------------------------------------------------------- G/C=O 119 G= 10.7" Y+R= 4.0" OFF= 0.0% G/C=O.OOO G= 0 0" Y+R= 0 0" OFF=16.3% G/C=0.092 G= 8 3" Y+R= 4 0" OFF=16 3% G/C=0.092 G= 8.3" Y+R= 4 0" OFF=30.0% G/C=O 519 G= 46 7" Y+R= 4 0" OFF=43.7% C= 90 sec G= 74 0 sec = 82 2% Y=16.0 sec = 17 8% Ped= 0.0 sec = 0 0% I Lane IWidth/1 g/C I Service Rate I Adj 1 Group I Lanes I Reqd Used I @C (vph) @E I Volume 1 N Approach I HCM I L 190% Maxi v/c I Delay I S I Queue I 42.6 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- S Approach TH+RTI 12/1 10 151 10 092 I LT 1 12/1 10 162 10 119 I 1 I 136 I 87 10.565 1 43.9 I*D+I 99 ftl 3 I 196 I 124 10.585 I 41 7 I*D+I 137 ftl 38.1 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- E Approach TH+RTI 12/1 10.133 10.092 I LT I 12/1 10.147 10.119 I 1 I 144 I 2 I 194 I 41 10.253 I 38 8 I D+I 47 ftl 81 10.386 I 37 8 I D+I 90 ftl 18.2 B ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- W Approach RT TH LT I 12/1 10.140 10.519 I I 12/1 10 411 10.519 I I 12/1 10 124 10.092 I 731 I 871 I 1 I 52 10 065 I 646 10 688 I 15 10 094 I 10 8 I B+I 32 ftl 18 3 I B 1 400 ftl 37 7 I D+I 25 ftl 798 I 939 I 141 I 26 6 C+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- TH+RTI 12/1 10.474 10 519 I LT I 12/1 10.152 10 092 I 875 1 1 I 943 I 144 I 781 10 828 1 24.5 I*C+I 478 ftl 93 10 574 1 44.0 I*D+I 107 ftl Prairie Park, Yelm Yelm Avenue/Vancil Road Future 2005 PM Peak With Project 02/02/00 12.45'46 SIGNAL97/TEAPAC[Ver 1 00] - Summary of Parameter Values 1 - Yelm Avenue/Vancil Road Intersection Parameters for Int # METROAREA SIMULATION PERIOD LEVELOFSERVICE NODELOCATION Approach Parameters APPLABELS GRADES PEDLEVELS PARKINGSIDES PARKVOLUMES BUSVOLUMES RIGHTTURNONREDS Movement Parameters NONCBD 15 C S o 0 N 0.0 o NONE 20 o o E 0.0 o NONE 20 o o S o 0 o NONE 20 o o W o 0 o NONE 20 o o MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 64 20 120 50 627 15 15 25 79 74 684 90 WIDTHS o 0 12 0 12 0 12.0 12 0 12 0 0.0 12 0 12 0 0.0 12 0 12 0 LANES 0 1 1 1 1 1 0 1 1 0 1 1 UTILIZATIONS 0.00 o 00 0.00 0.00 o 00 0.00 0.00 0.00 0.00 o 00 o 00 o 00 TRUCKPERCENTS 1.0 1.0 1 0 5 0 5.0 5 0 2.0 2 0 2.0 3.0 3.0 3.0 PEAKHOURFACTORS o 97 o 97 0.97 o 97 o 97 0.97 o 97 0.97 o 97 o 97 0.97 0.97 ARRIVAL TYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4 0 4.0 4.0 4 0 4.0 4.0 4 0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5 0 5.0 5.0 5 0 5.0 5.0 5 0 5.0 5.0 5 0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1 00 1.00 1 00 1 00 1.00 1 00 1 00 1 00 1.00 1.00 1.00 1 00 DELAYFACTORS 1 00 1.00 1. 00 1 00 1.00 1 00 1 00 1 00 1 00 1.00 1 00 1.00 NSTOPFACTORS 1 00 1. 00 1 00 1. 00 1. 00 1 00 1 00 1 00 1 00 1 00 1 00 1. 00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS o 1667 1787 1538 1810 1719 o 1761 1770 o 1818 1752 Phasing Parameters SEQUENCES 54 PERMISSIVES NO NO NO NO LEAD LAGS NONE NONE OVERLAPS NO NO NO NO OFFSET o 00 1 CYCLES 90 90 30 PEDTIME 0.0 0 GREENTIMES 10 69 0 00 8 29 8 32 46 70 YELLOWTIMES 4 00 0 00 4 00 4 00 4 00 CRITICALS 3 0 2 12 11 EXCESS 0 Prairie Park, Yelm Yelm Ave and Bald Hills Rd Existing PM PH 01/31/98 11. 08 : 33 SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages for Int # 1- Degree of Saturation (v/c) 0 48 Vehicle Delay 23 8 Level of Service C+ Sq 34 Phase 1 Phase 2 Phase 3 Phase 4 **/** ------------------------------------------------- I I * * + I 1 ^ I I 1 * * + I I ++++1 /1\ I 1<* * +> 1 1 <****1 1 I 1 v 1 ^ ++++1 I 1 I ^ I ^ 1**** v 1 1 North 1 <* + +>1 <+ + +>1 1++++> I 1 1++++ * + + I + + + 1 1++++ I I v * + + I + + + 1 1 v I ------------------------------------------------- G/C=0.068 G= 6.2" Y+R= 4.0" OFF= 0.0% G/C=0.207 G= 18.6" Y+R= 4.0" OFF=11.3% G/C=0.167 G= 15.1" Y+R= 4.0" OFF=36.4% G/C=0.380 G= 34.2" Y+R= 4.0" OFF=57.6% C= 90 sec G= 74.0 sec = 82.2% Y=16.0 sec = 17.8% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane I Width/ 1 g/C I Service Rate I Adj 1 Group I Lanes I Reqd Used 1 @C (vph) @E 1 Volume I I HCM 1 L 190% Maxi v/c I Delay 1 S I Queue I ------------------------------------------------------------------------------- N Approach 30.9 C ---------------------------------------------------------- TH+RTI 12/1 10.168 10.207 I 212 1 351 I 134 10.377 1 31.4 I*C 1 134 ftl LT I 12/1 10.138 10.207 1 159 1 268 1 39 10.141 I 29.4 1 C 1 39 ftl ------------------------------------------------------------------------------- S Approach 25.9 C+ TH+RTI 12/1 10.140 10.319 1 429 I 548 1 59 10.108 I 21.7 1 C+I 52 ftl LT I 12/1 10.039 10.068 1 251 1 342 I 195 10.570 1 27.1 I*C+I 172 ftl E Approach 24.8 C+ -------------------------------------------- ------ RT 1 12/1 10.134 10.380 I 483 1 582 1 36 10.062 17.8 1 B 1 29 ftl TH 1 12/1 10.308 10.380 1 578 I 684 I 430 10.629 24 6 I*C+I 344 ftl LT 1 12/1 10.136 10.167 I 133 I 276 I 47 10.164 32.4 I C 1 51 ftl W Approach 20.8 C+ RT TH LT I 12/1 10.256 10.493 1 I 12/1 10.296 10.380 1 I 12/1 10.136 10.167 1 704 I 597 1 138 I 777 1 704 I 285 I 276 10.355 1 417 10.592 I 49 10.166 I 14.3 I B+I 178 ftl 23.7 I C+I 328 ftl 32.4 I*C I 52 ftl Prairie Park, Yelm 01/31/98 Yelm Ave and Bald Hills Rd 11:09:00 Existing PM PH SIGNAL97/TEAPAC[Ver 1. 00] - Summary of Parameter Values Intersection Parameters for Int # 1 - . METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES o 0 0.0 0.0 o 0 PEDLEVELS 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 66 62 37 35 413 45 16 40 187 265 400 47 WIDTHS 0.0 12.0 12.0 12.0 12 0 12.0 0.0 12.0 12.0 12.0 12.0 12.0 LANES 0 1 1 1 1 1 0 1 1 1 1 1 UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2 0 5.5 5.5 5.5 6.0 6.0 6.0 2.5 2.5 2 5 PEAKHOURFACTORS 0.96 0.96 0.96 0.96 o 96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 ARRIVAL TYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4 0 4.0 4.0 4.0 4.0 4 0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUP TYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURAT I ON FLOWS o 1719 1338 1531 1801 1711 o 1715 1703 1576 1854 1761 Phasing Parameters SEQUENCES 34 PERMISSIVES NO NO YES NO LEADLAGS NONE NONE OVERLAPS NO :YES NO YES OFFSET 0.00 1 CYCLES 90 90 10 PEDTIME o 0 0 GREENTIMES 6.16 18.59 15.05 34.20 YELLOWTIMES 4.00 4.00 4.00 4.00 CRITICALS 9 2 12 5 EXCESS 0 Prairie Park, Yelm Yelm Ave and Bald Hills Rd Future 2005 PM PH w/o project 01/31/98 11'09'42 SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages for Int # 1- Degree of Saturation (v/c) 0.54 Vehicle Delay 25.0 Level of Service C+ Sq 34 Phase 1 Phase 2 Phase 3 Phase 4 **/** ------------------------------------------------- 1 I * * + I I ^ I I I * * + 1 I ++++1 /1\ 1 1<* * +> 1 I <****1 I I 1 v I ^ ++++1 I 1 1 ^ 1 ^ 1**** v 1 1 North 1 <* + +>1 <+ + +>1 1++++> I I 1++++ * + + I + + + I 1++++ 1 I v * + + I + + + 1 1 v I ------------------------------------------------- G/C=0.069 G= 6.2" Y+R= 4.0" OFF= 0 0% G/C=0.203 G= 18.2" Y+R= 4.0" OFF=11.4% G/C=0.161 G= 14.5" Y+R= 4.0" OFF=36.1% G/C=0.389 G= 35.0" Y+R= 4.0" OFF=56.6% C= 90 see G= 74.0 sec = 82.2% Y=16.0 see = 17.8% Ped= 0.0 sec = 0.0% I Lane I Width/ 1 g/C 1 Service Rate I Adj 1 Group 1 Lanes 1 Reqd Used I @C (vph) @E 1 Volume 1 1 HCM 1 L 190% Maxi v/c 1 Delay I S I Queue 1 N Approach 31. 7 C TH+RTI 12/1 10.174 10.203 I 204 I 344 1 151 10.434 I 32.2 I*C I 152 ftl LT 1 12/1 10.140 10.203 1 152 1 259 1 42 10.156 1 29.8 1 C 1 42 ftl S Approach 29.5 C TH+RTI 12/1 10.144 10.316 I 421 I 541 I 68 10 126 1 22 0 1 C+I 60 ftl LT 1 12/1 10.060 10.069 I 236 1 324 1 219 10.676 1 31.9 I*C I 194 ftl E Approach 25.9 C+ RT TH LT 1 12/1 10.136 10.389 I 12/1 10.335 10.389 I 12/1 10.138 10.161 499 598 117 596 701 265 42 10.070 484 10.690 52 10.188 17.3 1 B 1 33 ftl 25.9 I*C+I 382 ftl 33.0 I C I 56 ftl W Approach 21.4 C+ RT 1 12/1 10.277 10.503 721 792 313 10.395 14.2 B+I 197 ftl TH I 12/1 10.322 10.389 617 721 474 10 657 24.8 1 C+I 367 ftl LT I 12/1 10.139 10.161 121 273 57 10.201 33.1 I*C 1 61 ftl ------------------------------------------------------------------------------- Prairie Park, Yelm 01/31/98 Yelm Ave and Bald Hills Rd 11:09:59 Future 2005 PM PH w/o project SIGNAL97/TEAPAC[Ver 1 00] - Summary of Parameter Values Intersection Parameters for Int # 1 - . METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 75 70 40 40 465 50 20 45 210 300 455 55 WIDTHS 0.0 12.0 12.0 12.0 12.0 12.0 0.0 12.0 12.0 12.0 12.0 12.0 LANES 0 1 1 1 1 1 0 1 1 1 1 1 UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 5.5 5 5 5.5 6 0 6.0 6.0 2.5 2.5 2.5 PEAKHOURFACTORS 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATI ONFLOWS o 1718 1328 1531 1801 1711 o 1709 1703 1576 1854 1761 Phasing Parameters SEQUENCES 34 PERMISSIVES NO NO YES NO LEADLAGS NONE NONE OVERLAPS NO YES NO YES OFFSET 0.00 1 CYCLES 90 90 10 PEDTIME 0.0 0 GREENTIMES 6.22 18.25 14.51 35.02 YELLOWTIMES 4.00 4.00 4 00 4.00 CRITICALS 9 2 12 5 EXCESS 0 Prairie Park, Yelm Yelm Ave and Bald Hills Rd Future 2005 PM PH with project 01/31/98 13:45.15 SIGNAL97/TEAPAC[Ver 1.00] - Capacity Analysis Summary Intersection Averages for Int # 1- Degree of Saturation (v/c) 0.57 Vehicle Delay 26.1 Level of Service C+ Sq 34 Phase 1 Phase 2 Phase 3 Phase 4 **/** ------------------------------------------------- I I * * + 1 I ^ 1 I 1 * * + 1 1 ++++1 /1\ I 1<* * +> I I <****1 I 1 I v I ^ ++++1 1 I 1 ^ I ^ 1**** v 1 I North I <* + +>1 <+ + +>1 1++++> 1 1 1++++ * + + I + + + I 1++++ I I v * + + I + + + 1 1 v I ------------------------------------------------- G/C=0.088 G= 7.9" Y+R= 4.0" OFF= 0.0% G/C=0.198 G= 17.8" Y+R= 4.0" OFF=13.2% G/C=0.153 G= 13.8" Y+R= 4.0" OFF=37.5% G/C=0.383 G= 34.5" Y+R= 4.0" OFF=57.3% C= 90 sec G= 74.0 sec = 82.2% Y=16.0 sec = 17.8% Ped= 0.0 sec = 0.0% I Lane 1 Width/ I g/C I Service Rate I Adj 1 Group 1 Lanes 1 Reqd Used 1 @C (vph) @E I Volume I I HCM 1 L 190% Maxi v/c I Delay 1 S 1 Queue I N Approach 32.4 C TH+RTI 12/1 10.179 10.198 I 197 I 337 1 161 10.471 1 32.9 I*C I 163 ftl LT I 12/1 10.140 10.198 1 146 I 253 I 42 10.160 I 30.2 1 C I 43 ftl S Approach 29.7 C TH+RTI 12/1 10.144 10.331 I 449 I 565 I 68 10.120 I 21.1 I C+I 59 ftl LT 1 12/1 10.081 10.088 I 258 I 342 I 244 10.713 I 32.1 I*C 1 212 ftl E Approach 27.8 C RT TH LT 1 12/1 10.136 10.383 I 12/1 10.346 10.383 I 12/1 10.138 10.153 488 584 95 586 689 250 42 10.072 508 10.737 52 10.198 17.7 I B 28.1 I*C 33.6 1 C 33 ftl 405 ftl 57 ftl W Approach 22.3 C+ RT I 12/1 10.285 10.515 744 812 328 10.404 13.7 I B+I 202 ftl TH I 12/1 10.334 10.383 604 710 499 10.703 26.6 I C+I 391 ftl LT I 12/1 10.139 10.153 99 258 57 10.211 33.7 I*C I 61 ftl ------------------------------------------------------------------------------- Prairie Park, Yelm 01/31/98 Yelm Ave and Bald Hills Rd 13 46:04 Future 2005 PM PH with project SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values Intersection Parameters for Int # 1 - . METROAREA NONCBD SIMULATION PERIOD 15 LEVELOFSERVICE C S NODELOCATION 0 0 Approach Parameters APPLABELS N E S W GRADES 0.0 0.0 0.0 0.0 PEDLEVELS 0 0 0 0 PARKINGSIDES NONE NONE NONE NONE PARKVOLUMES 20 20 20 20 BUSVOLUMES 0 0 0 0 RIGHTTURNONREDS 0 0 0 0 Movement Parameters MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 75 80 40 40 488 50 20 45 234 315 479 55 WIDTHS 0.0 12.0 12.0 12.0 12.0 12.0 0.0 12.0 12 0 12.0 12.0 12.0 LANES 0 1 1 1 1 1 0 1 1 1 1 1 UTILIZATIONS 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUCKPERCENTS 2.0 2.0 2.0 5.5 5.5 5.5 6 0 6.0 6 0 2.5 2.5 2.5 PEAKHOURFACTORS 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4.0 4.0 4.0 4 0 4 0 4.0 4.0 4.0 4.0 MINIMUMS 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DELAYFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 NSTOPFACTORS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATI ONFLOWS o 1727 1328 1531 1801 1711 o 1709 1703 1576 1854 1761 Phasing Parameters SEQUENCES PERMISSIVES OVERLAPS CYCLES GREENTIMES YELLOWTIMES CRITICALS EXCESS 34 NO NO 90 7.92 4.00 9 o NO YES 90 17.83 4.00 2 YES NO 10 13.80 4.00 12 NO YES LEAD LAGS OFFSET PEDTIME NONE 0.00 0.0 NONE 1 o 34.45 4.00 5 HCS' Unsignalized Intersections Release 3.1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: West Rd and 1 03rd Avenue Count Date. Existing Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 ------ -------- ---------- Volume 13 103 3 59 27 2 0 4 20 6 14 HFR: 14 113 1 3 65 30 2 0 4 22 7 15 PHF 0.91 091 091 091 091 091 091 091 091 091 091 091 PHV' 001 001 001 001 001 001 017 017 017 000 000 000 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y Y N N N N N N Channelized: N Grade. 000 Lane usage for movements 4,5&6 approach. Lane 1 Lane 2 Lane 3 L T R L T R L T R ------------------------ ---------- Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ------ --------------- Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R L Lane 3 T R y y y N N N N N N Channelized: N Grade' 0 00 Data for Computing Effect of Delay to Major Street Vehicles. Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: 103 1 1700 1700 Westbound 59 27 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,It t c,T 1 stage tc 1 stage 41 41 71 65 6.2 71 6.5 6.2 1010101010101010 001 001 0 17 017 017 000 000 000 0.2 0.2 01 0.2 0.2 01 000 000 000 000 000 000 000 000 00 00 00 00 00 00 00 00 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 41 41 73 67 64 71 6.5 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 35 40 33 35 40 3.3 09 09 09 09 09 09 09 09 001001017017017000000000 2.2 2.2 3 7 4.2 3 5 3.5 4 0 3.3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 113 79 Potential Capacity 900 987 Pedestrian Impedance Factor 100 1 00 Movement Capacity 900 987 Probability of Queue free St. 100 098 -------- Step 2: L T from Major St. 4 ---------- -------- Conflicting Flows 114 94 Potential Capacity 1482 1506 Pedestrian Impedance Factor 1 00 100 Movement Capacity 1482 1506 Probability of Queue free St. 1 00 0 99 Maj. L Shared In. Prob Queue Free St. 1 00 0 99 Step 3 TH from Minor St. 8 11 Conflicting Flows 243 228 Potential Capacity 634 675 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 99 0 99 Movement Capacity 626 666 Probability of Queue free St. 1 00 0 99 Step 4 L T from Minor St. 7 10 Conflicting Flows 239 Potential Capacity 685 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 98 Maj. L, Min T Adj. Imp Factor 0 98 Cap Adj. factor due to Impeding mvmnt Movement Capacity 663 230 729 1 00 099 099 099 097 719 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 v(vph) Movement Capacity Shared Lane Capacity 1----11--- 1 II I II 2 0 4 22 7 15 663 626 900 719 804 784 666 987 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 I II 1 II 1 II v(vph) 14 3 7 44 C m(vph) 1506 1482 804 784 vlc 001 000 001 006 95% queue length Control Delay 7 4 7 4 9 5 9 9 LOS A A A A Approach Delay 9 5 9 9 Approach LOS A A Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 P* OJ D maj left o 99 1 00 103 59 1 27 1700 1700 1700 1700 o 99 1 00 74 74 N number major st lanes Delay. rank 1 mvmts 1 1 01 00 HCS" Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: West Rd and 1 03rd Avenue Count Date Existing with project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume HFR: PHF PHV' 13 103 14 113 1 o 91 0 91 0 91 o 01 0 01 0 01 3 59 41 2 0 4 23 6 14 3 65 45 2 0 4 25 7 15 091 091 091 091 091 091 091 091 091 001 0.01 001 0 17 017 017 000 000 000 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage Median Type" None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y y y N Channelized: N Grade. 0 00 L Lane 3 T R N N N N N Data for Computing Effect of Delay to Major Street Vehicles. Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: 103 1 1700 1700 Length of study period, hrs: 0.25 Westbound 59 41 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage tc 1 stage 41 41 71 65 6.2 71 65 6.2 10 10 10 10 10 10 10 10 001 001 017 017 0 17 000 000 000 0.2 0.2 01 0.2 0.2 01 000 000 000 000 000 000 000 000 00 00 00 00 00 00 00 00 000 000 000 000 000 000 000 000 41 41 73 67 64 71 6.5 6.2 Follow Up Time Calculations. Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3.5 4 0 3 3 3.5 4 0 3 3 09 09 09 09 09 09 09 09 001 001 0 17 017 017 000 000 000 2.2 2.2 3 7 4.2 3.5 3 5 4 0 3 3 Worksheet 6 Impedance and capacity equations 9 Step 1 RT from Minor St. 113 900 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 100 900 100 4 Step 2: L T from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 114 1482 100 1482 12 87 977 1 00 977 098 110 1487 100 1487 Probability of Queue free St. 1 00 0 99 Maj. L Shared In. Prob Queue Free St. 1 00 0 99 Step 3' TH from Minor St. 8 11 Conflicting Flows 258 236 Potential Capacity 621 668 Pedestrian Impedance Factor 1 00 1 00 Cap. Adj. factor due to Impeding mvmnt 0 99 0 99 Movement Capacity 614 660 Probability of Queue free St. 1 00 0 99 Step 4 L T from Minor St. 7 10 Conflicting Flows 246 Potential Capacity 677 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 98 Maj. L, Min T Adj. Imp Factor 0 98 Cap Adj. factor due to Impeding mvmnt Movement Capacity 655 238 721 100 099 099 099 097 711 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 II II I II I v(vph) 2 0 4 25 7 15 Movement Capacity 655 614 900 711 660 977 Shared Lane Capacity 800 771 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 I II I II I II v(vph) 14 3 7 47 C m(vph) 1487 1482 800 771 vlc 0 01 000 001 006 95% queue length Control Delay 74 74 95 100 LOS A A A A Approach Delay 9 5 1 0 0 Approach LOS A A Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 p. OJ D maj left o 99 1 00 103 59 1 41 1700 1700 1700 1700 o 99 1 00 74 74 N number major st lanes Delay, rank 1 mvmts 1 1 01 00 HCS. Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: West Rd and 1 03rd Avenue Count Date Future 2005 w/o project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 ------------------- ------------------ Volume 15 115 5 65 30 2 0 5 25 6 15 HFR: 16 126 1 5 71 33 2 0 5 27 7 16 PHF 091 091 091 091 091 091 091 091 091 091 091 PHV' 0.01 001 001 001 001 001 017 017 017 000 000 091 000 Pedestrian Volume Data: Movements. Flow' Lane width: Walk speed: % Blockage Median Type. None # of vehicles. 0 Flared approach Movements. # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y Y N N N N N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach. Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------- ------------ Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ------- Y Y Y N N N N N N Channelized: N Grade: 000 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y y y N Channelized: N Grade. 0 00 L Lane 3 T R N N N N N Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: 115 1 1700 1700 Length of study period, hrs: 0.25 Westbound 65 30 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,lt t c,T 1 stage tc 1 stage 4 1 4 1 7 1 6 5 6.2 7 1 6 5 6.2 10 10 10 10 10 10 10 10 001 001 0 17 017 017 000 000 000 0.2 0.2 01 0.2 0.2 01 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 00 00 00 00 00 00 00 0.00 000 000 000 000 000 000 0.00 4 1 4 1 73 6.7 6.4 7 1 6.5 6.2 Follow Up Time Calculations. Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 35 40 33 35 40 33 09 09 09 09 09 09 09 09 001 001 017 017 0 17 000 000 000 2.2 2.2 3 7 4.2 3 5 3 5 4 0 3 3 Worksheet 6 Impedance and capacity equations 9 Step 1 RT from Minor St. 127 885 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 1 00 885 099 4 Step 2: L T from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 127 1465 100 1465 12 88 976 100 976 098 104 1494 1 00 1494 Probability of Queue free St. 1 00 0 99 Maj. L Shared In. Prob Queue Free St. 1 00 0 99 Step 3 TH from Minor St. 8 11 Conflicting Flows 274 258 Potential Capacity 608 649 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 98 0 98 Movement Capacity 599 639 Probability of Queue free St. 1 00 0 99 Step 4 L T from Minor St. 7 10 Conflicting Flows 269 Potential Capacity 654 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 097 Maj. L, Min T Adj. Imp Factor 0 98 Cap Adj. factor due to Impeding mvmnt Movement Capacity 630 261 696 1 00 098 099 098 096 684 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 II v(vph) Movement Capacity Shared Lane Capacity II II 2 0 5 27 7 16 630 599 885 684 639 976 793 750 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 I II I II I II v(vph) 16 5 8 50 C m(vph) 1494 1465 793 750 vlc 0 01 0 00 0 01 0 07 95% queue length Control Delay 74 75 96 101 LOS A A A B Approach Delay 9 6 1 0 1 Approach LOS A B Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj Vi1 Vi2 S i1 Si2 P* OJ o maj left o 99 1 00 115 65 1 30 1700 1700 1700 1700 o 99 1 00 74 75 N number major st lanes Delay, rank 1 mvmts 1 1 01 00 HCS' Unsignalized Intersections Release 3.1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: West Rd and 103rd Avenue Count Date Future 2005 with project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume HFR: PHF PHV' 15 125 16 137 1 o 91 0 91 0 91 001 001 001 5 80 38 2 0 5 33 6 15 5 88 42 2 0 5 36 7 16 091 091 091 091 091 091 091 091 091 001 001 001 017 017 017 000 000 000 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage' Median Type. None # of vehicles: 0 Flared approach Movements. # of vehicles. Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y Y N N N N N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y Y N N N N N N Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach. Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y Y N N N N N N Channelized: N Grade 0 00 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y y y N N N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Westbound 80 38 1700 1700 1 125 1 1700 1700 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 41 41 71 65 6.2 71 65 6.2 10 10 10 10 10 10 10 10 001 0.01 017 017 017 000 000 000 0.2 0.2 0 1 0.2 0.2 0 1 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 00 QO 00 00 00 00 00 000 000 000 000 000 000 000 000 tc 1 stage 41 41 73 67 64 71 65 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 35 40 33 35 40 3.3 09 09 09 09 09 09 09 09 001 001 017 017 017 000 000 000 2.2 2.2 3 7 4.2 3 5 3 5 4 0 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 12 9 Conflicting Flows 137 108 Potential Capacity 873 951 Pedestrian Impedance Factor 100 100 Movement Capacity 873 951 Probability of Queue free St. 099 098 Step 2: L T from Major St. 4 Conflicting Flows 138 129 Potential Capacity 1452 1463 Pedestrian Impedance Factor 100 1 00 Movement Capacity 1452 1463 L Lane 3 T R N N N Probability of Queue free St. 1 00 0 99 Maj. L Shared In. Prob Queue Free St. 1 00 0 99 Step 3: TH from Minor St. 8 11 Conflicting Flows 311 290 Potential Capacity 580 623 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 98 0.98 Movement Capacity 571 613 Probability of Queue free St. 1 00 0 99 Step 4 L T from Minor St. 7 10 Conflicting Flows 301 Potential Capacity 623 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 97 Maj. L, Min T Adj. Imp Factor 0.98 Cap Adj. factor due to Impeding mvmnt Movement Capacity 599 292 664 100 098 099 098 096 651 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 " " I " I v(vph) 2 0 5 36 7 16 Movement Capacity 599 571 873 651 613 951 Shared Lane Capacity 772 709 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 I " I " I " v(vph) 16 5 8 59 C m(vph) 1463 1452 772 709 vlc 001 o 00 0 01 008 95% queue length Control Delay 75 75 97 105 LOS A A A B Approach Delay 97 105 Approach LOS A B Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 p. OJ D maj left 0.99 1 00 125 80 1 38 1700 1700 1700 1700 o 99 1 00 75 75 N number major st lanes Delay. rank 1 mvmts 1 1 01 00 HCS Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst Heffron Transportation Inc Intersection Yelm Avenue/Clark Road Count Date Existing Time Period PM Peak Intersection Orientation East-West Major St Vehicle Volume Data Movements 1 2 3 4 5 6 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- Volume 12 780 12 46 719 0 5 0 51 0 0 0 HFR 13 830 13 49 765 0 5 0 54 0 0 0 PHF 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 PHV 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 ----------------------------------------------------------------------------------------------- Pedestrian Volume Data Movements ----------------------------------------------------------------------------------------------- Flow Lane width Walk speed % Blockage Median Type # of vehicles None o Flared approach Movements # of vehicles Northbound 0 # of vehicles Southbound 0 Lane usage for movements 1 2&3 approach Lane 1 Lane 2 L T R L T R L Lane 3 T R ----------------------------------------------------------------------------------------------- Y Y Y N N N N N N Channelized N Grade 0 00 Lane usage for movements 4 5&6 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R ----------------------------------------------------------------------------------------------- Y Y Y N N N N N N Channelized N Grade 0 00 Lane usage for movements 7 8&9 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized N Grade o 00 Lane usage for movements 10 11&12 approach Lane 1 Lan~ 2 Lane 3 L T R L T R L T R ----------------------------------------------------------------------------------------------- Y Y Y N N N N N N Channe 13. z ed Grade N o 00 Data for Computing Effect of Delay to Major Street Vehicles ----------------------------------------------------------------------------------------------- Shared In volume major th vehicles Shared In volume major rt vehicles Sat flow rate major th vehicles Sat flow rate major rt vehicles Number of major street through lanes Eastbound 780 12 1700 1700 1 Westbound 719 o 1700 1700 1 Length of study period hrs o 25 ----------------------------------------------------------------------------------------------- Worksheet 4 Critical Gap and Follow-up time calculation Critical Gap Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t c base 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 t c hv 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t c g 0 2 0 2 0 1 0 2 0 2 0 1 G 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t 3 It 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t c T 1 stage 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t c 1 stage 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 Follow Up Time Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t f base 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 t f HV 0 9 0 9 0 9 0 9 0 9 0 9 0 9 0 9 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t f 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 ----------------------------------------------------------------------------------------------- Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St 9 12 ----------------------------------------------------------------------------------------------- Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St 836 365 1 00 365 o 85 765 407 1 00 407 1 00 Step 2 LT from Major St 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St Maj L Shared In Prob Queue Free St 843 789 1 00 789 o 94 o 89 765 844 1 00 844 o 98 o 97 Step 3 TH from Minor St 8 11 Conflicting Flows 1724 1731 Potential Capacity 88 89 Pedestrian Impedance Factor 1 00 1 00 Cap Adj factor due to Impeding mvmnt 0 87 0 87 Movement Capacity 77 77 Probability of Queue free St 1 00 1 00 Step 4 LT from Minor St 7 10 ----------------------------------------------------------------------------------------------- Conflicting Flows Potent1al Capacity Pedestrian Impedance Factor Maj L Min T Impedance factor Maj L Min T Adj Imp Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 1724 70 1 00 o 87 o 90 o 90 62 1752 68 1 00 o 87 o 90 o 76 52 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 1-------------------11-------------------1 I II I I II I v(vph) Movement Capacity Shared Lane Capacity 5 62 255 o 77 54 365 o 52 o 77 o 407 Worksheet 10 delay queue length and LOS Movement 1 4 7 8 9 10 11 12 1-------------------11-------------------1 I II I I II 1 v(vph) 13 49 60 C m(vph) 844 789 255 v/c o 02 o 06 o 23 95% queue length Control Delay 9 3 9 9 23 4 LOS A A C Approach Delay 23 4 Approach LOS C Worksheet 11 Shared Major LT Impedance and Delay Rank 1 Delay Calculations Movement 2 5 p oj o 98 o 94 V i1 780 719 V i2 12 0 S i1 1700 1700 S i2 1700 1700 P* OJ o 97 o 89 D maj left 9 3 9 9 N number major st lanes 1 1 Delay rank 1 mvmts o 3 1 1 HCS Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst Heffron Transportation Inc Intersection Yelm Avenue/Clark Road Count Date Existing With Project Time Period PM Peak Intersection Orientation East-West Major St Vehicle Volume Data Movements 1 2 3 4 5 6 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- Volume 25 778 12 46 717 9 5 1 51 6 1 8 HFR 27 828 13 49 763 10 5 1 54 6 1 9 PHF 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 PHV 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 Pedestrian Volume Data Movements Flow Lane width Walk speed % Blockage Median Type # of vehicles None o Flared approach Movements # of vehicles Northbound 0 # of vehicles Southbound 0 Lane usage for movements 1 2&3 approach Lane 1 Lane 2 L T R L T R L Lane 3 T R Y N N N Y Y N N N Channelized N Grade o 00 Lane usage for movements 4 5&6 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y Y N N N Channelized N Grade 0 00 Lane usage for movements 7 8&9 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y N N N Y Channelized N Grade 0 00 Lane usage for movements 10 11&12 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles Shared In volume major th vehicles Shared In volume maJor rt vehicles Sat flow rate major th vehicles Sat flow rate major rt vehicles Number of major street through lanes Eastbound o o 1700 1700 1 Westbound o o 1700 1700 1 Length of study period hrs o 25 ----------------------------------------------------------------------------------------------- Worksheet 4 Critical Gap and Follow-up time calculation Critical Gap Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t c base 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 t c hv 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t c g 0 2 0 2 0 1 0 2 0 2 0 1 G 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t 3 It 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t c T 1 stage 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t c 1 stage 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 Follow Up Time Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t f base 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 t f HV 0 9 0 9 0 9 0 9 0 9 0 9 0 9 0 9 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t f 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St 9 12 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St 834 367 1 00 367 o 85 768 405 1 00 405 o 98 Step 2 LT from Major St 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St 840 790 1 00 790 o 94 772 838 1 00 838 o 97 Step 3 TH from Minor St 8 11 Conflicting Flows 1757 1759 Potential Capacity 84 86 Pedestrian Impedance Factor 1 00 1 00 Cap Adj factor due to Impeding mvmnt 0 91 0 91 Movement Capacity 77 78 Probability of Queue free St 0 99 0 99 Step 4 LT from Minor St 7 10 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj L Min T Impedance factor Maj L Min T Adj Imp Factor Cap Adj factor due to Imped~ng mvmnt Movement Capacity 1757 66 1 00 o 90 o 92 o 90 59 1780 65 1 00 o 90 o 92 o 78 51 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 v(vph) Movement Capacity Shared Lane Capacity 5 1 59 77 11-------------------1 II I ------11 I 54 6 1 9 367 51 78 405 99 1------ I ------- I Worksheet 10 delay queue length and LOS Movement 1 4 7 8 9 10 11 12 v(vph) 27 49 5 1 11-------------------1 II I ------11 I 54 16 1------ I ------- I C m(vph) 838 790 59 77 367 99 v/c o 03 o 06 0 09 0 01 o 15 0 16 95% queue length Control Delay 9 4 9 9 71 5 52 7 16 5 48 1 LOS A A F F C E Approach Delay 22 0 48 1 Approach LOS C E ----------------------------------------------------------------------------------------------- HCS Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst Heffron Transportation Inc Intersection Yelm Avenue/Clark Road Count Date Future 2005 w/oProject Time Period PM Peak Intersection Orientation East-West Major St Vehicle Volume Data Movements 1 2 3 4 5 6 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- Volume 15 880 15 50 815 0 5 0 60 0 0 0 HFR 16 936 16 53 867 0 5 0 64 0 0 0 PHF 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 PHV 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 Pedestrian Volume Data Movements Flow Lane width Walk speed % Blockage Median Type # of vehicles TWLTL 5 Flared approach Movements # of vehicles Northbound 0 # of vehicles Southbound 0 Lane usage for movements 1 2&3 approach Lane 1 Lane 2 L T R L T R L Lane 3 T R Y N N N Y Y N N N Channelized N Grade 0 00 Lane usage for movements 4 5&6 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y Y N N N Channelized N Grade 0 00 Lane usage for movements 7 8&9 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y N N N Y Channelized N Grade 0 00 Lane usage for movements 10 11&12 approach Lane 1 Lan~ 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized Grade N o 00 Data for Computing Effect of Delay to Major Street Vehicles Shared In volume major th vehicles Shared In volume major rt vehicles Sat flow rate major th vehicles Sat flow rate major rt vehicles Number of major street through lanes Eastbound o o 1700 1700 1 Westbound o o 1700 1700 1 Length of study period hrs o 25 Worksheet 4 Critical Gap and Follow-up time calculation Critical Gap Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t c base 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 t c hv 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t c g 0 2 0 2 0 1 0 2 0 2 0 1 G 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t 3 It 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t c T 1 stage 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 2 stage 0 00 0 00 1 00 1 00 0 00 1 00 1 00 0 00 t c 1 stage 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 2 stage 4 1 4 1 6 1 5 5 6 2 6 1 5 5 6 2 Follow Up Time Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t f base 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 t f HV 0 9 0 9 0 9 0 9 0 9 0 9 0 9 0 9 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t f 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 ----------------------------------------------------------------------------------------------- Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St 9 12 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St 944 317 1 00 317 o 80 867 355 1 00 355 1 00 Step 2 LT from Major St 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St 952 718 1 00 718 o 93 867 772 1 00 772 o 98 Worksheet 7a - Computation of the effect of Two-stage gap acceptance Step 3 TH from Minor St Part 1- First Stage 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity Probability of Queue free St 976 328 1 00 o 98 321 1 00 973 333 1 00 o 93 308 1 00 Part 2- Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 973 329 1 00 o 93 305 984 329 1 00 o 98 322 Part 3- Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 1949 64 1 00 o 91 58 1957 64 1 00 o 91 58 Result for 2 stage process a y C t Probability of Queue free St o 98 1 14 257 1 00 o 98 1 19 243 1 00 Worksheet 7b - Computation of the effect of Two-stage gap acceptance Step 4 LT from Minor St Part 1- First Stage ----------------------------------------------------------------------------------------------- 7 10 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 976 301 1 00 o 98 295 973 306 1 00 o 93 283 Part 2- Second Stage ----------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------- Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 973 302 1 00 o 93 279 1008 292 1 00 o 78 229 Part 3- Single Stage ----------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------- Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj L Min T Impedance factor Maj L Min T Adj Imp Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 1949 48 1 00 o 91 o 93 o 93 45 1981 47 1 00 o 91 o 93 o 74 35 Result for 2 stage process ----------------------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------------- a y C t o 98 1 76 169 o 98 1 14 234 ----------------------------------------------------------------------------------------------- Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 ----------------------------------------------------------------------------------------------- 9 11 1------ 1 ------- 1 v(vph) Movement Capacity Shared Lane Capacity 5 0 234 257 8 10 12 11-------------------1 II 1 ------1 I I 64 0 0 0 317 169 243 355 Worksheet 10 delay queue length and LOS ----------------------------------------------------------------------------------------------- Movement 1 7 4 v(vph) C m(vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 1------ I ------- I 16 53 5 772 718 234 257 0 02 0 07 0 02 9 8 10 4 20 8 A B C 19 3 C 8 9 10 12 11 11-------------------1 II I ------11 I 64 317 o 20 19 2 C HCS Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst Heffron Transportation Inc Intersection Yelm Avenue/Clark Road Count Date Future 2005 w/ Project Time Period PM Peak Intersection Orientation East-West Major St Vehicle Volume Data Movements 1 2 3 4 5 6 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- Volume 102 853 15 50 803 66 5 8 60 75 8 83 HFR 109 907 16 53 854 70 5 9 64 80 9 88 PHF 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 PHV 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 Pedestrian Volume Data Movements Flow Lane width Walk speed % Blockage Median Type # of vehicles TWLTL 5 Flared approach Movements # of vehicles Northbound 0 # of vehicles Southbound 0 Lane usage for movements 1 2&3 approach Lane 1 Lane 2 L T R L T R L Lane 3 T R Y N N N Y Y N N N Channelized N Grade 0 00 Lane usage for movements 4 5&6 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y Y N N N Channelized N Grade 0 00 Lane usage for movements 7 8&9 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y N N N Y Channelized N Grade 0 00 Lane usage for movements 10 11&12 approach Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles Shared In volume major th vehicles Shared In volume major rt vehicles Sat flow rate major th vehicles Sat flow rate major rt veh1cles Number of major street through lanes Eastbound o o 1700 1700 1 Westbound o o 1700 1700 1 length of study period hrs o 25 ----------------------------------------------------------------------------------------------- Worksheet 4 Cri tical Gap and Follow-up time calculation Critical Gap Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t c base 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 t c hv 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t c g 0 2 0 2 0 1 0 2 0 2 0 1 G 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t 3 It 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t c T 1 stage 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 2 stage 0 00 0 00 1 00 1 00 0 00 1 00 1 00 0 00 t c 1 stage 4 1 4 1 7 1 6 5 6 2 7 1 6 5 6 2 2 stage 4 1 4 1 6 1 5 5 6 2 6 1 5 5 6 2 Follow Up Time Calculations Movement 1 4 7 8 9 10 11 12 ----------------------------------------------------------------------------------------------- t f base 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 t f HV 0 9 0 9 0 9 0 9 0 9 0 9 0 9 0 9 P hv 0 03 0 03 0 03 0 03 0 03 0 00 0 00 0 00 t f 2 2 2 2 3 5 4 0 3 3 3 5 4 0 3 3 ----------------------------------------------------------------------------------------------- Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St 9 12 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St 915 329 1 00 329 o 81 889 345 1 00 345 o 74 Step 2 LT from Major St 4 1 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St 923 736 1 00 736 o 93 924 735 1 00 735 o 85 Worksheet 7a - Computation of the effect of Two-stage gap acceptance Step 3 TH from Minor St Part 1- First Stage 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity Probab~lity of Queue free St 1132 277 1 00 o 85 236 o 96 996 325 1 00 o 93 301 o 97 Part 2- Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 1031 309 1 00 o 93 287 1140 278 1 00 o 85 237 Part 3- Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 2163 47 1 00 o 79 37 2136 50 1 00 o 79 39 Result for 2 stage process a y C t Probability of Queue free St o 98 1 41 167 o 95 o 98 1 82 177 o 95 Worksheet 7b - Computation of the effect of Two-stage gap acceptance Step 4 LT from Minor St Part 1- First Stage 7 10 ----------------------------------------------------------------------------------------------- Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 1132 246 1 00 o 85 209 996 297 1 00 o 93 276 Part 2- Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 1044 275 1 00 o 67 185 1169 238 1 00 o 66 157 Part 3- Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj L Min T Impedance factor Maj L Min T Adj Imp Factor Cap Adj factor due to Impeding mvmnt Movement Capacity 2177 33 1 00 o 75 o 81 o 60 20 2164 35 1 00 o 75 o 81 o 65 22 Result for 2 stage process a y C t o 98 3 36 75 o 98 3 10 102 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 v(vph) Movement Capacity Shared Lane Capacity 5 9 75 167 11-------------------1 II I ------ I I I 64 80 9 88 329 102 177 345 163 1------ I ------- I Worksheet 10 delay queue length and LOS Movement 1 4 7 8 9 10 11 12 v(vph) C m(vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 1------ 11-------------------1 I ------- II I I ------ I I I 109 53 5 9 64 177 735 736 75 167 329 163 0 15 0 07 0 07 0 05 0 19 1 09 10 7 10 3 56 8 27 7 18 6 152 0 B B F D C F 22 2 152 0 C F Prairie Park, Yelm Yelm Avenue/Clark Road 2005 With Project tAlHqkilC:n l/J 171-1 ~ /4,vkV" 02/02/00 15:24'44 SIGNAL97/TEAPAC[Ver 1 00] - Capacity Analysis Summary Intersection Averages for Int # 1 - Yelm Avenue/Clark Road Degree of Saturation (v/c) 0 84 Vehicle Delay 31.8 Level of Service C ------------------------------------------------- Sq 44 **/** Phase 1 Phase 2 Phase 3 Phase 4 ------------------------------------------------- /1\ 1 I North I * I * * I I ^ I * 1 * * I I ****1 *> 1<* * I I <****1 1 v 1 ^ ++++1 1 I ^ 1**** v I I <+ I + +>1 1++++> I + I + + I 1++++ I + I + + I I v I ------------------------------------------------- G/C=O 073 G= 6 6" Y+R= 4 0" OFF= 0 0% G/C=O 094 G= 8 5" Y+R= 4.0" OFF=11.8% G/C=0.097 G= 8 7" Y+R= 4 0" OFF=25 6% G/C=0.558 G= 50 2" Y+R= 4.0" OFF=39.7% ------------------------------------------------- C= 90 sec G= 74.0 sec = 82.2% Y=16.0 sec = 17.8% Ped= 0 0 sec = 0 0% ------------------------------------------------------------------------------- I Lane IWidth/1 g/C I Service Rate I Adj I Group I Lanes I Reqd Used 1 @C (vph) @E I Volume 1 1 HCM 1 L 190% Maxi v/c I Delay I S I Queue I ------------------------------------------------------------------------------- N Approach TH+RTI 12/1 10 156 10.094 1 LT I 12/1 10 146 10 073 1 47.7 D 1 I 136 I 1 I 113 1 97 10 630 1 47 3 I*D 1 110 ftl 80 10.606 1 48.2 I*D I 93 ftl ------------------------------------------------------------------------------- S Approach 40 1 D+ =============================================================================== RT TH LT I 12/1 10.145 10 094 I I 12/1 10.121 10.094 I 1 12/1 10.120 10.073 1 1 I 1 1 1 I 129 1 155 I 109 I 64 10.435 1 9 10.052 I 5 10 039 I 40.6 1 D+I 37 2 1 D+I 38 9 I D+I 74 ftl 25 ftl 25 ftl ------------------------------------------------------------------------------- E Approach 29 9 C ====================================================================--========== 29 4 I*C I 520 ftl 38.9 I D+I 61 ftl TH+RTI 12/1 10.541 10 558 I LT I 12/1 10 137 10.097 I 961 I 1018 1 1 I 152 I 924 10 908 I 53 10.312 I ------------------------------------------------------------------------------- W Approach 30 2 C ===============================================--=============================== TH+RTI 12/1 10.536 10 558 I LT I 12/1 10.157 10 097 1 970 I 1027 I 923 10.899 I 28.3 I C 1 519 ftl 1 I 152 I 109 10 641 I 47 1 I*D I 125 ftl ------------------------------------------------------------------------------- Prairie Park, Yelm Yelm Avenue/Clark Road 2005 With Project 02/02/00 15 25 48 SIGNAL97/TEAPAC[Ver 1.00] - Summary of Parameter Values 1 - Yelm Avenue/Clark Road Intersection Parameters for Int # METROAREA SIMULATION PERIOD LEVELOFSERVICE NODELOCATION Approach Parameters APPLABELS GRADES PEDLEVELS PARKINGSIDES P~OLUMES BUSVOLUMES RIGHTTURNONREDS Movement Parameters NONCBD 15 C S o 0 N 0.0 o NONE 20 o o E o 0 o NONE 20 o o S o 0 o NONE 20 o o W 0.0 o NONE 20 o o MOVLABELS RT TH LT RT TH LT RT TH LT RT TH LT VOLUMES 83 8 75 66 803 50 60 8 5 15 853 102 WIDTHS o 0 12 0 12.0 0.0 12 0 12.0 12.0 12 0 12 0 0.0 12 0 12.0 LANES 0 1 1 0 1 1 1 1 1 0 1 1 UTILIZATIONS 0.00 o 00 0.00 0.00 o 00 0.00 0.00 o 00 o 00 o 00 0.00 o 00 TRUCKPERCENTS 0.0 0.0 o 0 3 0 3.0 3.0 3 0 3.0 3.0 3.0 3 0 3 0 PEAKHOURFACTORS o 94 0.94 o 94 o 94 0.94 o 94 o 94 0.94 0.94 0.94 0.94 0.94 ARRIVALTYPES 3 3 3 3 3 3 3 3 3 3 3 3 ACTUATIONS YES YES YES YES YES YES YES YES YES YES YES YES REQCLEARANCES 4.0 4.0 4.0 4 0 4.0 4 0 4 0 4 0 4 0 4.0 4.0 4.0 MINIMUMS 5.0 5 0 5.0 5 0 5 0 5.0 5.0 5 0 5.0 5 0 5 0 5 0 IDEALSATFLOWS 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 FACTORS 1.00 1.00 1 00 1 00 1.00 1 00 1 00 1 00 1.00 1 00 1.00 1.00 DELAYFACTORS 1.00 1 00 1.00 1.00 1 00 1 00 1.00 1 00 1 00 1 00 1 00 1.00 NSTOPFACTORS 1 00 1 00 1. 00 1 00 1 00 1. 00 1. 00 1 00 1. 00 1 00 1 00 1. 00 GROUPTYPES NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM NORM SATURATIONFLOWS o 1641 1805 o 1824 1752 1568 1845 1752 o 1840 1752 Phasing Parameters SEQUENCES 44 PERMISSIVES NO NO NO NO LEADLAGS NONE NONE OVERLAPS NO NO NO NO OFFSET 0.00 1 CYCLES 90 90 30 PEDTIME o 0 0 GREENTIMES 6 58 8 46 8 73 50 23 YELLOWTIMES 4.00 4.00 4.00 4 00 CRITICALS 3 2 12 5 EXCESS 0 HCS Unsignalized Intersections Release 3 1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and Solberg Street Count Date Existing Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume HFR: PHF PHV' 44 680 121 45 702 125 o 97 0 97 0 97 o 00 0 00 0 00 28 488 29 504 o 97 0 97 o 00 0 00 Pedestrian Volume Data: Movements: 6 26 2 19 10 3 7 6 27 2 20 10 3 7 097 097 097 097 0.97 097 o 00 0 49 0 49 0 49 0 00 0 00 Flow' Lane width: Walk speed: % Blockage Median Type. None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Y N N N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Y Y Lane 2 T R L Y N N Y Y Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L N N Lane 2 T R L Y N N Y Y Channelized: N Grade 0 00 N N 097 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y y y N N N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Westbound 488 6 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 41 41 71 6.5 6.2 71 6.5 6.2 10 10 10 10 10 10 10 10 o 00 0 00 0 49 049 0.49 0 00 0 00 0 00 0.2 0.2 0 1 0.2 0.2 0 1 000 0.00 0.00 000 000 000 000 000 00 00 00 00 QO 00 00 00 0.00 000 000 000 000 000 000 000 tc 1 stage 41 41 76 70 67 71 65 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 35 40 33 3.5 40 33 09 09 09 09 09 09 09 09 o 00 0 00 0 49 0 49 0 49 0 00 0 00 0 00 2.2 2.2 39 44 3.7 35 40 33 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 ------------ Conflicting Flows 764 507 Potential Capacity 337 570 Pedestrian Impedance Factor 1 00 100 Movement Capacity 337 570 Probability of Queue free St. 094 099 Step 2: L T from Major St. 4 Conflicting Flows 827 510 Potential Capacity 813 1066 Pedestrian Impedance Factor 1 00 100 Movement Capacity 813 1066 L Lane 3 T R N N N Probability of Queue free St. 0 96 0 96 Maj. L Shared In. Prob Queue Free St. 0 95 0 96 Step 3' TH from Minor St. 8 11 Conflicting Flows 1423 1482 Potential Capacity 1 09 126 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 091 0.91 Movement Capacity 99 115 Probability of Queue free St. 0 98 0 97 Step 4 L T from Minor St. 7 10 Conflicting Flows 1425 Potential Capacity 89 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 088 Maj. L, Min T Adj. Imp Factor 0 91 Cap Adj. factor due to Impeding mvmnt Movement Capacity 81 1430 113 100 089 092 086 090 98 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 II v(vph) Movement Capacity Shared Lane Capacity 27 II II 2 20 81 99 118 I I 10 3 7 337 98 115 570 142 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 I II I II I II v(vph) 45 29 49 21 C m(vph) 1066 813 118 142 vlc 0 04 0 04 0 41 0 15 95% queue length Control Delay 8 5 9 6 55 5 34 6 LOS A A F D Approach Delay 55 5 34 6 Approach LOS F D Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 P* OJ D maj left 096096 o 488 o 6 1700 1700 1700 1700 o 96 0 95 85 96 N number major st lanes Delay, rank 1 mvmts 1 1 04 05 HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and Solberg Street Count Date Future 2005 w/o project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume' HFR: PHF PHV' 50 770 135 30 550 52 795 139 31 568 o 97 0 97 0 97 0 97 0 97 o 00 0 00 0 00 0 00 0 00 6 30 2 20 10 5 10 6 31 2 21 10 5 10 O~ O~ O~ O~ O~ O~ o 00 0 49 0 49 0 49 0 00 0 00 Pedestrian Volume Data: Movements: Flow. Lane width: Walk speed: % Blockage Median Type: None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach. Lane 1 L T R L Lane 2 T R L Y N N N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Y Y Lane 2 T R L Y N N Y Y Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L N N Lane 2 T R L Y Y N N N N Y Channelized: N Grade. 0 00 097 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R L Lane 3 T R y N N N N y N N y Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Westbound 550 6 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv Phv t c,g G t 3,lt t c,T 1 stage tc 1 stage 41 41 71 65 6.2 71 65 6.2 10 10 10 10 10 10 10 10 000 000 O.G OG OG 000 000 000 0.2 0.2 0 1 0.2 0.2 0 1 000 000 000 000 000 000 000 000 00 00 00 00 00 00 00 00 000 000 0.00 000 000 000 000 000 41 41 76 70 67 71 6.5 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3.5 4 0 3 3 3 5 4 0 3.3 09 09 09 09 09 09 09 09 000 000 OG OG OG 000 000 000 2.2 2.2 3 9 4 4 3 7 3.5 4 0 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 864 571 Potential Capacity 293 524 Pedestrian Impedance Factor 100 100 Movement Capacity 293 524 Probability of Queue free St. 093 098 Step 2: L T from Major St. 4 Conflicting Flows 934 574 Potential Capacity 741 1009 Pedestrian Impedance Factor 100 100 Movement Capacity 741 1009 Probability of Queue free St. 0.96 095 Maj. L Shared In. Prob Queue Free St. 094 095 Step 3. TH from Minor St. 8 11 Conflicting Flows 1603 1670 Potential Capacity 83 97 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 89 0 89 Movement Capacity 74 86 Probability of Queue free St. 0 97 0 94 Step 4 L T from Minor St. 7 10 Conflicting Flows 1608 Potential Capacity 65 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 084 Maj. L, Min T Adj. Imp Factor 0.87 Cap Adj. factor due to Impeding mvmnt Movement Capacity 56 1611 85 100 087 090 083 086 71 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 II II I II I 31 2 21 10 5 10 56 74 293 71 86 524 83 114 ------------- v(vph) Movement Capacity Shared Lane Capacity Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 I II I II I II v(vph) 52 31 54 C m(vph) 1009 741 83 vlc 0 05 0 04 0 65 95% queue length Control Delay 8 8 10 1 107 6 LOS A B F Approach Delay 1 07 6 Approach LOS F 26 114 0.23 454 E 454 E Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 P* OJ D maj left o 95 0 96 o 550 o 6 1700 1700 1700 1700 o 95 0 94 88 101 N number major st lanes Delay, rank 1 mvmts 1 1 04 06 HCS: Unsignalized Intersections Release 3 1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and Solberg Street Count Date Future 2005 with project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume HFR: PHF PHV' 50 793 135 33 574 52 818 139 34 592 o 97 0 97 0 97 0 97 0 97 o 00 0 00 0 00 0 00 0 00 9 30 2 23 13 5 1 0 9 31 2 24 13 5 10 O~ O~ O~ O~ O~ O~ 000 O~ O~ O~ 000 000 097 000 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage. Median Type. None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles. Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y Y N N N Channelized: N Grade 000 Lane usage for movements 4.5&6 approach. Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized: N Grade. 000 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y y N N y N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Westbound 574 9 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv Phv t c,g G t 3,1t t c,T 1 stage 41 41 71 65 6.2 71 6.5 6.2 10 10 10 10 10 10 10 10 o 00 0 00 0 49 0 49 0 49 0 00 0 00 0 00 0.2 0.2 0 1 0.2 0.2 0 1 000 000 000 000 000 000 000 000 00 00 00 00 00 00 00 00 000 000 000 000 000 000 000 000 tc 1 stage 41 41 76 70 67 71 65 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3 5 4 0 3 3 3.5 4 0 3 3 09 09 09 09 09 09 09 09 000 000 O~ O~ O~ 000 000 000 2.2 2.2 3.9 44 3.7 3.5 40 33 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 ----- -------- Conflicting Flows 888 597 Potential Capacity 283 507 Pedestrian Impedance Factor 100 100 Movement Capacity 283 507 Probability of Queue free St. 092 098 Step 2: L T from Major St. 4 ---- ---- Conflicting Flows 958 602 Potential Capacity 726 986 Pedestrian Impedance Factor 1 00 100 Movement Capacity 726 986 L Lane 3 T R N N N Probability of Queue free St. 0.95 095 Maj. L Shared In. Prob Queue Free St. 0 93 0 95 Step 3' TH from Minor St. 8 11 Conflicting Flows 1661 1726 Potential Capacity 76 90 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 88 0 88 Movement Capacity 67 79 Probability of Queue free St. 097 0.93 Step 4 L T from Minor St. 7 10 Conflicting Flows 1664 Potential Capacity 59 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 082 Maj. L, Min T Adj. Imp Factor 086 Cap Adj. factor due to Impeding mvmnt Movement Capacity 50 1669 77 1 00 085 089 081 085 63 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 II II I " 1 v(vph) 31 2 24 13 5 10 Movement Capacity 50 67 283 63 79 507 Shared Lane Capacity 78 97 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 ---------- I " -I I " I " v(vph) 52 34 57 29 C m(vph) 986 726 78 97 vlc o 05 0 05 0 73 030 95% queue length Control Delay 89 10.2 128.2 575 LOS A B F F Approach Delay 128.2 575 Approach LOS F F Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj Vi1 Vi2 S i1 Si2 P* OJ D maj left 0.95 0 95 o 574 o 9 1700 1700 1700 1700 o 95 0 93 89 10.2 N number major st lanes Delay. rank 1 mvmts 1 1 05 07 HCS: Unsignalized Intersections Release 3.1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and 103rd Avenue Count Date. Existing Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume. HFR: PHF PHV' 716 22 1 0 1 765 24 1 0 094094094094 o 03 0 03 0 03 0 00 7 0 52 7 0 56 094094094 000 0.00 000 88 755 0 94 807 0 094094 094 o 02 0 02 0 02 o o 094 000 Pedestrian Volume Data: Movements: Flow. Lane width: Walk speed: % Blockage: Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Y N Y N N N Y Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Lane 2 T R L N Y N N Y N N Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Lane 2 T R L Y Y N N N N Y Channelized: N Grade: 0 00 094 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N y N N N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Westbound o o 1700 1700 1 o o 1700 1700 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 41 41 71 65 6.2 71 65 6.2 10 10 10 10 10 10 10 10 O~ O~ 000 000 000 000 000 000 0.2 0.2 0 1 0.2 0.2 0 1 000 000 000 000 000 000 000 000 00 00 00 00 00 QO 00 00 000 000 000 0.00 000 000 000 000 tc 1 stage 4 1 4 1 7 1 6.5 6.2 7 1 6 5 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3.5 4 0 3 3 3.5 4 0 3.3 09 09 09 09 09 09 09 09 o 02 0 03 0 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 3 5 4 0 3.3 3 5 4 0 3.3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 807 777 Potential Capacity 385 400 Pedestrian Impedance Factor 100 100 Movement Capacity 385 400 Probability of Queue free St. 100 086 Step 2: L T from Major St. 4 Conflicting Flows 807 788 Potential Capacity 814 831 Pedestrian Impedance Factor 1 00 100 Movement Capacity 814 831 L Lane 3 T R N N N Probability of Queue free St. 1 00 089 Step 3. TH from Minor St. 8 11 Conflicting Flows 1785 1774 Potential Capacity 82 84 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 89 0 89 Movement Capacity 73 74 Probability of Queue free St. 1 00 1 00 Step 4 L T from Minor St. 7 10 Conflicting Flows 1801 Potential Capacity 62 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 89 Maj. L, Min T Adj. Imp Factor 0 91 Cap Adj. factor due to Impeding mvmnt Movement Capacity 49 1774 65 1 00 089 091 091 079 60 11- II -I II I 0 0 7 0 56 49 73 385 60 74 400 49 I"L I' f' Jt , ~ J "'-6 2.. ~ ~C; S~ r4 1 1: ~ ! \ 1 tv Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 v(vph) Movement Capacity Shared Lane Capacity Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 1----11- 1 II -I 1 II 1 v(vph) 94 1 1 7 56 C m(vph) 831 814 49 60 400 vlc 0 11 0 00 0 02 0 13 0 14 95% queue length Control Delay LOS Approach Delay Approach LOS 9994800 A A F F 73 9 15 4 C 22.4 C 80.0 F HCS: Unsignalized Intersections Release 3 1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and 103rd Avenue Count Date' Existing with project Time Period: PM Peak Intersection Orientation. East-West Major S1. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume HFR: PHF PHV' 7 0 52 7 0 56 094094094 o 00 0 00 0 00 1 723 22 0 1 772 24 1 0 094094094094 o 03 0 03 0 03 0 00 o o 0.94 000 88 759 0 94 811 0 094094094 o 02 0 02 0 02 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage: Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Y N Y N N N Y Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Lane 2 T R L N N N N Y Y N Channelized: N Grade. 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Lane 2 T R L Y Y N N N Y N Channelized: N Grade' 0 00 094 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R L Lane 3 T R y N N y N N N N N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles. Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Westbound o o 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage tc 1 stage 4 1 4 1 7 1 6.5 6.2 7 1 65 6.2 10 10 10 10 10 10 10 10 o~ oro 000 QOO 000 000 000 000 0.2 0.2 0 1 0.2 0.2 0 1 000 000 000 000 000 000 000 000 00 00 00 00 00 00 00 00 000 000 000 0.00 000 000 000 000 41 41 71 6.5 6.2 71 6.5 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV Phv tf 2.2 2.2 3.5 4 0 3 3 3.5 4 0 3 3 09 09 09 09 09 09 09 09 o 02 0 03 0 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 35 40 33 35 40 33 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 ---------- Conflicting Flows 811 784 Potential Capacity 383 396 Pedestrian Impedance Factor 100 1 00 Movement Capacity 383 396 Probability of Queue free St. 100 086 Step 2: L T from Major St. 4 Conflicting Flows 811 796 Potential Capacity 811 826 Pedestrian Impedance Factor 100 100 Movement Capacity 811 826 Probability of Queue free St. 100 089 Step 3' TH from Minor St. 8 11 Conflicting Flows 1797 1785 Potential Capacity 81 82 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 88 0 88 Movement Capacity 72 73 Probability of Queue free St. 1 00 1 00 Step 4 L T from Minor St. 7 10 Conflicting Flows 1813 Potential Capacity 61 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 88 Maj. L, Min T Adj. Imp Factor 091 Cap Adj. factor due to Impeding mvmnt Movement Capacity 48 1785 64 1 00 088 091 091 078 58 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 v(vph) Movement Capacity Shared Lane Capacity 1-----11- I II -I 1 II I 007056 48 72 383 58 48 73 396 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 1-------11--- I II -I I II I v(vph) 94 1 1 7 56 C m(vph) 826 811 48 58 396 vlc 0 11 0 00 0 02 0 13 0 14 95% queue length Control Delay LOS Approach Delay Approach LOS 9 9 94 81 6 A A F F 754 156 C 22.7 C 816 F HCS: Unsignalized Intersections Release 3.1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection. Yelm Avenue and 103rd Avenue Count Date: Future 2005 w/o project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: 2 3 4 5 6 7 8 9 10 11 12 Movements. Volume' HFR: PHF PHV' o o 094 002 1 810 25 1 0 0 10 1 865 27 1 0 0 11 o 94 0 94 0 94 0.94 0 94 0 94 oro oro oro 000 000 000 100 855 107 913 094094 o 02 0 02 o 60 o 64 094094 0.00 000 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage Median Type' None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Y N N Y N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Y Lane 2 T R L N Y N N N Y Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L N Lane 2 T R L Y Y Y N N N Channelized: N Grade 0 00 N 094 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N N N N y Channelized: N Grade 0.00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Westbound o o 1700 1700 1 o o 1700 1700 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 4 1 4 1 7 1 6 5 6.2 7 1 6 5 6.2 10 10 10 10 10 10 10 10 002 003 000 000 000 0.00 000 000 0.2 0.2 0 1 0.2 0.2 0 1 000 000 000 000 000 000 000 000 00 00 00 00 00 00 00 00 000 000 000 000 000 000 000 000 tc 1 stage 4 1 4 1 7 1 6 5 6.2 7 1 6 5 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3.5 4 0 3 3 3.5 4 0 3 3 09 09 09 09 09 09 09 09 0.02 003 000 0.00 000 000 000 000 2.2 2.2 3.5 4 0 3 3 3.5 4 0 3.3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 913 879 Potential Capacity 334 350 Pedestrian Impedance Factor 1 00 100 Movement Capacity 334 350 Probability of Queue free St. 1 00 082 Step 2: L T from Major St. 4 Conflicting Flows 913 892 Potential Capacity 742 760 Pedestrian Impedance Factor 1 00 100 Movement Capacity 742 760 L Lane 3 T R N N N ."' Probability of Queue free St. 1 00 086 Step 3' TH from Minor St. 8 11 Conflicting Flows 2021 2008 Potential Capacity 59 60 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 086 086 Movement Capacity 50 51 Probability of Queue free St. 1 00 1 00 Step 4 L T from Minor St. 7 10 Conflicting Flows 2040 Potential Capacity 42 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 86 Maj. L, Min T Adj. Imp Factor 089 Cap Adj. factor due to Impeding mvmnt Movement Capacity 31 2008 45 100 0.86 089 089 073 40 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 1---11- I II -I I II I v(vph) 0 0 11 0 64 Movement Capacity 31 50 334 40 51 350 Shared Lane Capacity 31 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 ------ II II 11- -I I 11 64 40 350 0.27 018 v(vph) 107 1 1 C m(vph) 760 742 31 vie 0 14 0 00 0 03 95% queue length Control Delay LOS Approach Delay Approach LOS 105 991260 B A F F 1260176 C 331 D 126.0 F HCS: Unsignalized Intersections Release 3 1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and 103rd Avenue Count Date Future 2005 with project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: 2 3 4 5 6 7 8 9 10 11 12 Movements: Volume' HFR: PHF PHV' o o 094 002 850 25 1 0 0 10 1 908 27 1 0 0 11 OW OW OW OW OW OW o 03 0 03 0 03 0 00 0 00 0 00 100 903 107 965 094094 o 02 0 02 o 74 o 79 094094 o 00 0 00 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage' Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Y N N N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Y Lane 2 T R N Y N N Y Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Lane 2 T R Y L N N L Y Y N N N Y Channelized: N Grade 0 00 N 094 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N y N N N Channelized: N Grade: 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Westbound o o 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,lt t c,T 1 stage tc 1 stage 41 41 71 65 6.2 71 65 6.2 10 10 10 10 10 10 10 10 o 02 0 03 0 00 0 00 0 00 0 00 0 00 0 00 0.2 0.2 0 1 0.2 0.2 0 1 000 0.00 000 000 000 000 000 000 00 00 00 00 00 00 00 00 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 41 41 71 65 6.2 71 65 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3.5 4 0 3 3 3 5 4 0 3 3 09 09 09 09 09 09 09 09 o 02 0 03 0 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 3.5 4 0 3 3 3 5 4 0 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 L Lane 3 T R N N N Probability of Queue free St. 100 085 Step 3: TH from Minor St. 8 11 Conflicting Flows 2115 2102 Potential Capacity 51 52 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 0 85 0 85 Movement Capacity 44 45 Probability of Queue free St. 1 00 1 00 Step 4 L T from Minor St. 7 10 Conflicting Flows 2142 Potential Capacity 36 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 85 Maj. L, Min T Adj. Imp Factor 089 Cap Adj. factor due to Impeding mvmnt Movement Capacity 24 2102 38 100 085 0.89 089 067 34 Worksheet 8 Shared"Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 II-- II -I II 1 0 0 11 0 79 24 44 312 34 45 330 24 v(vph) Movement Capacity Shared Lane Capacity Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 II II 11-- --I 1 11 79 34 330 031 0.24 I 1 I v(vph) 107 1 1 C m(vph) 732 710 24 vlc 0 15 0 00 0 04 95% queue length Control Delay LOS Approach Delay Approach LOS 1 0 8 1 0 1 160 6 B B F F 1540193 C 353 E 1606 F HCS. Unsignalized Intersections Release 3 1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and Plaza Drive Count Date: Existing PM PH Time Period: Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume' HFR: PHF PHV' 22 598 8 78 591 21 20 4 90 16 23 635 8 83 627 22 21 4 96 17 094 094 094 094 094 094 094 094 0.94 O~ O~ O~ OM OM OM 000 000 000 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage: Median Type TWL TL # of vehicles: 5 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R Y N N N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach. Lane 1 L T R L Y Lane 2 T R Y N N N N Channelized: N Grade' 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Y Lane 2 T R Y N N Y Y Channelized: N Grade' 0.00 N 8 8 094 000 L N L N L N 18 19 094 000 094 000 Lane 3 T R N Y Lane 3 T R N Y Lane 3 T R N N Lane usage for movements 10,11&12 approach. Lane 1 Lane 2 L T R L T R L Lane 3 T R y y y N N N N N N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Westbound o o 1700 1700 1 Length of study period, hrs. 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base 41 4 1 71 65 6.2 71 6.5 6.2 t c,hv 10 1 0 1 0 10 10 10 1 0 1 0 P hv 002 o 04 0 00 0 00 0 00 0 00 0 00 0 00 t c,g 0.2 0.2 01 0.2 0.2 01 G 000 000 000 000 000 000 000 000 t 3,1t 00 00 00 00 00 00 00 00 t c,T 1 stage 000 000 000 000 000 000 000 000 2 stage 000 000 1 00 1 00 000 100 1 00 000 tc 1 stage 41 4 1 71 65 6.2 7 1 65 6.2 2 stage 4 1 41 61 55 6.2 61 55 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f, base t f,HV P hv tf 2.2 2.2 3 5 4 0 3 3 3 5 4 0 3.3 09 09 09 09 09 09 09 09 o 02 0 04 0 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 35 40 33 35 40 33 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 635 482 627 487 1 00 482 080 1 00 487 096 Step 2: L T from Major St. 4 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 643 650 932 936 1 00 1 00 Movement Capacity Probability of Queue free St. 932 091 936 098 Worksheet 7a - Computation of the effect of Two-stage gap acceptance Step 3: TH from Minor St. Part 1- First Stage 682 453 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 442 Probability of Queue free St. 0 99 Part 2- Second Stage 815 394 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 359 8 11 793 403 100 0.98 1 00 091 367 098 690 449 1 00 091 100 098 438 Part 3- Single Stage 1497 124 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 110 Result for 2 stage process: 1483 126 100 089 1 00 089 112 a y Ct Probability of Queue free St. 098 147 318 098 105 314 099 0.97 Worksheet 7b - Computation of the effect of Two-stage gap acceptance Step 4 L T from Minor St. Part 1- First Stage 7 10 Conflicting Flows 682 793 Potential Capacity 443 385 Pedestrian Impedance Factor 1 00 1 00 Cap Adj factor due to Impeding mvmnt 0 98 0 91 Movement Capacity 432 351 Part 2- Second Stage 818 373 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 319 736 414 1 00 086 100 077 321 Part 3- Single Stage Conflicting Flows Potential Capacity 1499 102 1529 97 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 86 Maj. L, Min T Adj. Imp Factor 090 Cap Adj. factor due to Impeding mvmnt 0 86 Movement Capacity 87 100 088 091 073 70 Result for 2 stage process: a y Ct 098 166 284 098 168 228 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 11-----1 II 1 II I 21 4 96 17 8 19 284 318 482 228 314 487 423 317 ------ v(vph) Movement Capacity Shared Lane Capacity Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 1-----11---1 1 II 1 1 II I v(vph) 23 83 121 45 C m(vph) 936 932 423 317 vie 002 009 0.29 0.14 95% queue length Control Delay 89 9.2 169 18.2 LOS A ACe Approach Delay 16 9 18.2 Approach LOS C C HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Yelm Avenue and Plaza Drive Count Date Future 2005 w/o project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume. HFR: PHF PHV' 25 675 10 27 717 11 o 94 0.94 0 94 o 02 0 02 0 02 90 670 25 25 5 100 20 10 20 96 711 27 27 5 106 21 11 21 o 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 0 94 o 04 0 04 0 04 0 00 0 00 0 00 0 00 0 00 0 00 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage: Median Type TWL TL # of vehicles: 5 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y N N N Y N N N Y Channelized: N Grade. 000 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y N N N Y N N N Y Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y Y N N N N N N Channelized: N Grade' 000 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y y y N Channelized: N Grade 0 00 L Lane 3 T R N N N N N Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Length of study period, hrs: 0.25 Westbound o o 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations. Movement 1 4 7 8 9 10 11 12 t c,base 41 41 71 6.5 6.2 71 65 6.2 t c,hv 1 0 1 0 10 1 0 1 0 1 0 1 0 1 0 P hv 002 OW 000 000 000 000 000 000 t c,g 0.2 0.2 01 0.2 0.2 01 G o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t 3,lt 0.0 00 00 00 0.0 0.0 00 00 t c,T 1 stage 000 000 000 000 000 000 000 000 2 stage 000 000 1 00 1 00 000 1 00 100 000 tc 1 stage 41 4 1 7 1 65 6.2 71 65 6.2 2 stage 4 1 41 6.1 55 6.2 61 55 6.2 Follow Up Time Calculations. Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3 5 4 0 3.3 3 5 4 0 3 3 09 09 09 09 09 09 09 09 O~ OW 000 000 000 000 000 000 2.2 2.2 3.5 4 0 3 3 3.5 4 0 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 717 433 100 433 075 12 711 436 1 00 436 095 Step 2: L T from Major St. 4 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 727 738 867 868 1 00 1 00 Movement Capacity Probability of Queue free St. 867 089 868 097 Worksheet 7a - Computation of the effect of Two-stage gap acceptance Step 3' TH from Minor St. Part 1- First Stage 8 11 770 413 902 359 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 401 Probability of Queue free St. 0 99 1 00 0.97 1 00 089 320 097 Part 2- Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 311 929 349 Part 3- Single Stage 100 089 780 409 100 097 396 1699 93 1683 95 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 80 Result for 2 stage process: a 098 Y 157 Ct 271 Probability of Queue free St. 098 1 09 267 098 1 00 086 100 086 82 096 Worksheet 7b - Computation of the effect of Two-stage gap acceptance Step 4 L T from Minor St. Part 1- First Stage 770 397 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 384 Part 2- Second Stage 932 323 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 264 Part 3- Single Stage 7 1 00 097 1 00 082 10 902 335 100 089 298 831 367 100 072 265 Conflicting Flows Potential Capacity 1701 73 1733 70 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 83 Maj L, Min T Adj. Imp Factor 0 87 Cap Adj. factor due to Impeding mvmnt 0 83 Movement Capacity 61 100 085 088 067 46 Result for 2 stage process. a y Ct 098 1 83 229 098 2.04 165 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 11-----1 II 1 II I 27 5 106 21 11 21 229 271 433 165 267 436 363 244 v(vph) Movement Capacity Shared Lane Capacity Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 1---------11-------1 I II I 1 II I v(vph) 27 96 138 53 C m(vph) 868 867 363 244 vie 0 03 0 11 0 38 0.22 95% queue length Control Delay 9 3 9 7 20 9 23 8 LOS A A C C Approach Delay 20 9 23 8 Approach LOS C C HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS. Analyst: Christopher P Gendron Intersection: Yelm Avenue and Plaza Drive Count Date' Future 2005 with project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume HFR: PHF PHV' 25 714 10 27 758 11 o 94 0.94 0 94 o 02 0 02 0 02 90 702 40 25 5 100 20 10 20 96 745 42 27 5 106 21 11 21 O.W O.W OW QW OW O.W OW OW OW OW OW QW 000 000 000 000 000 000 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage: Median Type' TWL TL # of vehicles: 5 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y N N N Y N N N Y Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y N N N Y N N N Y Channelized: N Grade: 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y Y N N N N N N Channelized: N Grade 0 00 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R L Lane 3 T R y y y N N N N N N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: o o 1700 1700 Westbound o o 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base 41 4 1 71 6.5 6.2 71 65 6.2 t c,hv 10 1 0 1 0 1 0 10 1 0 10 1 0 P hv 002 O~ 0.00 000 000 000 000 000 t c,g 0.2 0.2 01 0.2 0.2 01 G o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 t 3,1t 00 00 00 00 00 00 00 00 t c,T 1 stage 000 000 000 000 0.00 000 000 000 2 stage 000 000 1 00 1 00 000 100 1 00 000 tc 1 stage 41 4 1 71 65 6.2 71 65 6.2 2 stage 4 1 41 6 1 55 6.2 61 55 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f HV P hv tf 2.2 2.2 3 5 4 0 3.3 3 5 4 0 3.3 09 09 09 09 09 09 09 09 O~ O~ 000 000 000 000 000 000 2.2 2.2 3 5 4 0 3 3 3.5 4 0 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 --------- Conflicting Flows 758 745 Potential Capacity 410 417 Pedestrian Impedance Factor 100 100 Movement Capacity 410 417 Probability of Queue free St. 074 0.95 Step 2: L T from Major St. 4 Conflicting Flows 769 788 Potential Capacity 837 832 Pedestrian Impedance Factor 100 1 00 Movement Capacity Probability of Queue free St. 837 089 832 097 Worksheet 7a - Computation of the effect of Two-stage gap acceptance Step 3' TH from Minor St. Part 1- First Stage 8 11 936 346 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 383 Probability of Queue free St. 0 99 811 396 1 00 097 Part 2- Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 293 979 331 Part 3- Single Stage 1 00 089 1 00 089 307 097 822 391 1 00 097 379 Conflicting Flows 1790 1758 Potential Capacity 82 86 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 086 086 Movement Capacity 70 73 Result for 2 stage process: a y Ct Probability of Queue free St. 098 1 59 254 098 1 11 252 098 096 Worksheet 7b - Computation of the effect of Two-stage gap acceptance Step 4 L T from Minor St. Part 1- First Stage 7 10 Conflicting Flows 811 936 Potential Capacity 376 321 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 097 089 Movement Capacity 364 284 Part 2- Second Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 248 Part 3- Single Stage Conflicting Flows Potential Capacity 973 306 1785 64 100 081 872 348 1 00 071 246 1808 62 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 82 Maj. L, Min T Adj. Imp Factor 0 86 Cap Adj. factor due to Impeding mvmnt 0 82 Movement Capacity 53 1 00 084 088 065 40 Result for 2 stage process: a y Ct 0.98 184 214 098 2.20 147 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 " " 1 " I v(vph) 27 5 106 21 11 21 Movement Capacity 214 254 410 147 252 417 Shared Lane Capacity 342 224 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 I " 1 " 1 " v(vph) 27 96 138 C m(vph) 832 837 342 vie 0 03 0 11 0 40 95% queue length Control Delay 95 99 22.5 LOS A A C Approach Delay 22.5 Approach LOS C ---I 53 224 0.24 260 D 260 D HCS. Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron ",.t\-5+rl.<< Intersection. Van Trump Avenue NE and ~d Count Date Existing Time Period: PM Peak Intersection Orientation: North-South Major S1. Vehicle Volume Data: Movements: 2 5 6 10 12 Volume HFR: PHF PHV' 2 2 083 000 16 19 083 000 5 29 28 0 6 35 34 0 o 83 0 83 0 83 0 83 o 00 0 00 0 00 0 00 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage Median Type' None # of vehicles: 0 Flared approach Movements: # of vehicles. Eastbound 0 # of vehicles. Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R Y Y N N N N Channelized: N Grade 000 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 L T R L T R N Y Y N N N Channelized: N Grade 000 Lane usage for movements 7,8&9 approach. Lane 1 Lane 2 L T R L T R N N N N N N Channelized: N Grade 0 00 L Lane 3 T R N N N Lane 3 L T R N N N Lane 3 L T R N N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R L Lane 3 T R y N N N N N N y N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles. Northbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles. Number of major street through lanes: 16 o 1700 1700 Southbound o o 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 10 12 t c,base t c,hv P hv t c,g G t 3,lt t c,T 1 stage tc 1 stage 4 1 7 1 6.2 10 10 10 o 00 0 00 0 00 0.2 0 1 o 00 0 00 0 00 00 07 00 o 00 0 00 0 00 4 1 6.4 6.2 Follow Up Time Calculations: Movement 1 10 12 t f,base t f,HV P hv tf 2.2 3 5 3.3 09 09 09 o 00 0 00 0 00 2.2 3 5 3.3 Worksheet 6 Impedance and capacity equations 9 12 Step 1 RT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 23 1059 1 00 1059 1 00 4 Step 2: L T from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 41 1582 1 00 1582 Probability of Queue free St. Maj. L Shared In. Prob Queue Free St. 1 00 1 00 Step 4 L T from Minor St. 10 7 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 47 967 1 00 100 100 100 966 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement v(vph) Movement Capacity Shared Lane Capacity 7 8 9 10 11 12 11- --I II I II 1 34 0 966 1059 966 Movement Worksheet 10 delay,queue length, and LOS 4 7 8 9 10 11 12 v(vph) 2 Cm(vph) 1582 vie 0 00 95% queue length Control Delay 7 3 LOS A Approach Delay Approach LOS 11- -I II I II 1 34 966 003 8.9 A 89 A Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement P oj V i1 Vi2 S i1 Si2 P* OJ D maj left N number major st lanes Delay, rank 1 mvmts 2 5 1 00 1 00 16 0 o 0 1700 1700 1700 1700 1 00 1 00 73 00 1 1 00 00 HCS' Unsignalized Intersections Release 3.1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron 'i'f""\ SWt:K Intersection: Van Trump Avenue NE and ~d Count Date. Existing with project Time Period: PM Peak Intersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume HFR: PHF PHV' 2 2 083 000 16 0 0 5 29 0 19 0 0 6 35 0 o 83 0 83 0 83 0 83 0 83 o 00 0 00 0 00 0 00 0 00 3 0 28 3 0 4 0 34 4 0 o 83 0 83 0.83 0 83 0 83 0.00 000 000 000 000 Pedestrian Volume Data: Movements: Flow. Lane width: Walk speed: % Blockage. Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Eastbound 0 # of vehicles: Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Y N N Y Y Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Y N Y Y Channelized: N Grade. 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L N N Lane 2 T R L N N N Lane 2 T R L Y N N Y Y Channelized: N Grade 0 00 N N 083 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N y N N y Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Northbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles. Number of major street through lanes: Southbound 5 29 1700 1700 1 16 o 1700 1700 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv Phv t c,g G t 3,1t t c,T 1 stage 41 41 71 6.5 6.2 71 65 6.2 10 10 10 10 10 10 10 10 000 0.00, 0.00 000 000 000 000 000 0.2 0.2 01 0.2 0.2 01 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 00 QO QO 00 00 00 00 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 tc 1 stage 4 1 4 1 7 1 6.5 6.2 7 1 6.5 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3 5 4 0 3 3 3 5 4 0 3.3 09 09 09 09 09 09 09 09 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 3 5 4 0 3.3 3.5 4 0 3.3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 19 23 Potential Capacity 1065 1059 Pedestrian Impedance Factor 100 100 Movement Capacity 1065 1059 Probability of Queue free St. 100 100 --- Step 2: L T from Major St. 4 Conflicting Flows 19 41 Potential Capacity 1610 1582 Pedestrian Impedance Factor 100 1 00 Movement Capacity 1610 1582 L Lane 3 T R N N N Probability of Queue free S1. 1 00 1 00 Maj. L Shared In. Prob Queue Free St. 1 00 1 00 Step 3 TH from Minor S1. 8 11 Conflicting Flows 65 47 Potential Capacity 830 848 Pedestrian Impedance Factor 1 00 1 00 Cap. Adj. factor due to Impeding mvmnt 1 00 1 00 Movement Capacity 829 847 Probability of Queue free S1. 1 00 1 00 Step 4 L T from Minor S1. 7 10 Conflicting Flows 49 Potential Capacity 956 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 99 Maj. L, Min T Adj. Imp Factor 1 00 Cap Adj. factor due to Impeding mvmnt Movement Capacity 952 49 956 100 099 100 100 1 00 952 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 II II I II 1 0 4 0 34 4 0 952 829 1065 952 847 1059 829 940 v(vph) Movement Capacity Shared Lane Capacity Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 P*Oj D maj left 1 00 1 00 16 5 o 29 1700 1700 1700 1700 1 00 1 00 73 00 N number major st lanes Delay, rank 1 mvmts 1 1 00 00 HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron ~ 5trut- Intersection: Van Trump Avenue NE and ~d Count Date Future 2005 w/o project Time Period: PM Peak Intersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 2 5 6 10 12 Volume HFR: PHF PHV' 2 2 083 000 20 24 083 000 5 35 30 0 6 42 36 0 o 83 0 83 0 83 0 83 o 00 0 00 0 00 0 00 Pedestrian Volume Data: Movements: Flow' Lane width. Walk speed: % Blockage Median Type. None # of vehicles: 0 Flared approach Movements: # of vehicles: Eastbound 0 # of vehicles: Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Y Y N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L N Y N Y Channelized: N Grade' 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L N N N N Channelized: N Grade 0 00 Lane 2 T R N N L Lane 3 T R Lane 2 T R N N N N N Lane 2 T R N N L Lane 3 T R N N N L Lane 3 T R N N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N N y N Channelized: N Grade. 000 N Data for Computing Effect of Delay to Major Street Vehicles: Northbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: 20 o 1700 1700 Length of study period, hrs: 0.25 Southbound o o 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 10 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 4 1 7 1 6.2 10 10 10 o 00 0 00 0 00 0.2 01 o 00 0 00 0 00 00 07 00 o 00 0 00 0 00 tc 1 stage 4 1 6 4 6.2 Follow Up Time Calculations: Movement 1 10 12 t f,base t f,HV P hv tf 2.2 35 3.3 09 09 09 o 00 0 00 0 00 2.2 3 5 3.3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 27 Potential Capacity 1054 Pedestrian Impedance Factor 1 00 Movement Capacity 1054 Probability of Queue free St. 100 Step 2: L T from Major St. 4 Conflicting Flows 48 Potential Capacity 1572 Pedestrian Impedance Factor 100 Movement Capacity 1572 L Lane 3 T R N N N Probability of Queue free St. Maj. L Shared In. Prob Queue Free St. 1 00 100 Step 4 L T from Minor St. 10 7 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 56 957 1 00 100 1 00 1 00 956 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement v(vph) Movement Capacity Shared Lane Capacity 7 8 9 10 11 12 11- --I II I II I 36 0 956 1054 956 Movement Worksheet 10 delay,queue length, and LOS 4 7 8 9 10 11 12 v(vph) 2 C m(vph) 1572 vie 0 00 95% queue length Control Delay 7 3 LOS A Approach Delay Approach LOS 11- --I II I II I 36 956 004 89 A 89 A Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement P oj Vi1 Vi2 S i1 Si2 P* OJ D maj left N number major st lanes Delay, rank 1 mvmts 2 5 1 00 1 00 20 0 o 0 1700 1700 1700 1700 1 00 1 00 73 00 1 1 00 00 HCS: Unsignalized Intersections Release 3.1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron i'rt'\l\~,\-(-(",.__\- Intersection: Van Trump Avenue NE and ~d Count Date' Future 2005 with project Time Period: PM Peak Intersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 8 9 10 11 12 Volume. HFR: PHF PHV' 2 20 2 24 o 83 0 83 o 00 0 00 o 0 5 35 0 o 0 6 42 0 083 0.83 083 083 o 00 0 00 0.00 0 00 12 14 083 000 o 30 19 0 o 36 23 0 o 83 0 83 0 83 0 83 o 00 0 00 0 00 0 00 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage: Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Eastbound 0 # of vehicles: Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Y N N Y Y Channelized: N Grade' 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Y Y Y N Channelized: N Grade: 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L N N Lane 2 T R L N N N Lane 2 T R L Y Y N N Y Channelized: N Grade' 0 00 N N 083 000 Lane 3 T R N N Lane 3 T R N N Lane 3 T R N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R L Lane 3 T R y N N N N N N y y Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Northbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: 20 o 1700 1700 Southbound 5 35 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 8 9 10 11 12 t c,base t c,hv P hv t c,g G t 3,It t c,T 1 stage tc 1 stage 41 41 71 65 6.2 71 6.5 6.2 10 10 10 10 10 10 10 10 000 0.00 000 000 000 000 000 000 0.2 0.2 01 0.2 0.2 01 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 00 QO 00 00 00 00 00 o 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 41 41 71 6.5 6.2 71 65 6.2 Follow Up Time Calculations: Movement 1 4 7 8 9 10 11 12 t f,base t f,HV P hv tf 2.2 2.2 3 5 4 0 3 3 3.5 4 0 3.3 09 09 09 09 09 09 09 Q9 000 000 000 000 000 000 000 000 2.2 2.2 3 5 4 0 3 3 3 5 4 0 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 24 27 Potential Capacity 1058 1054 Pedestrian Impedance Factor 100 1 00 Movement Capacity 1058 1054 Probability of Queue free St. 1 00 1 00 Step 2: L T from Major St. 4 Conflicting Flows 24 48 Potential Capacity 1604 1572 Pedestrian Impedance Factor 100 100 Movement Capacity 1604 1572 Probability of Queue free St. 1 00 1 00 Maj. L Shared In. Prob Queue Free St. 1 00 1 00 Step 3: TH from Minor St. 8 11 Conflicting Flows 77 56 Potential Capacity 817 839 Pedestrian Impedance Factor 1 00 1 00 Cap Adj. factor due to Impeding mvmnt 1 00 1 00 Movement Capacity 816 838 Probability of Queue free St. 0 98 0 97 Step 4 L T from Minor St. 7 10 Conflicting Flows 67 Potential Capacity 931 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 97 Maj. L, Min T Adj. Imp Factor 0.98 Cap Adj. factor due to Impeding mvmnt Movement Capacity 910 63 936 100 098 099 099 098 923 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 " " I " I v(vph) 0 14 0 36 23 0 Movement Capacity 910 816 1058 923 838 1054 Shared Lane Capacity 816 888 Worksheet 10 delay,queue length, and LOS Movement 4 7 8 9 10 11 12 " " " v(vph) 2 14 59 C m(vph) 1572 1604 816 888 vie 000 002 007 95% queue length Control Delay 73 95 93 LOS A A A Approach Delay 95 93 Approach LOS A A ------------------ ------- Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj Vi1 Vi2 S i1 Si2 P* OJ D maj left 1 00 1 00 20 5 o 35 1700 1700 1700 1700 1 00 1 00 73 00 N number major st lanes Delay, rank 1 mvmts 1 1 00 00 HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Bald Hills Rd and Morris Rd Count Date Existing Time Period: PM Peak Intersection Orientation: North-South Major St. Vehicle Volume Data. Movements: 2 5 6 10 12 ------------- Volume 6 185 293 116 62 5 HFR: 7 211 334 132 71 6 PHF 088 088 0.88 088 088 088 PHV' 002 002 002 002 004 004 Pedestrian Volume Data: Movements: Flow' Lane width. Walk speed: % Blockage Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Eastbound 0 # of vehicles: Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R Y N N N N Y Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L N Y Y N Channelized: N Grade' 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Lane 2 T R N N Lane 2 T R N N N N N Channelized: N Grade 0 00 N L Lane 3 T R N N N L Lane 3 T R N N N L Lane 3 T R N N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N y Channelized: N Grade 0 00 N N N Data for Computing Effect of Delay to Major Street Vehicles: Northbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Length of study period, hrs: 0.25 185 o 1700 1700 Southbound o o 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 10 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 4 1 7 1 6.2 10 10 10 002004004 0.2 01 o 00 0 00 0 00 00 0.7 00 o 00 0 00 0 00 tc 1 stage 4 1 6.4 6.2 Follow Up Time Calculations: Movement 1 10 12 t f,base t f,HV P hv tf 2.2 3.5 3 3 09 09 09 o 02 0 04 0 04 2.2 3 5 3.3 Worksheet 6 Impedance and capacity equations 12 Step 1 RT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Step 2: L T from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 9 400 646 100 646 099 4 466 1096 100 1096 L Lane 3 T R N N N Probability of Queue free St. Maj. L Shared In. Prob Queue Free St. 099 099 Step 4 L T from Minor St. 10 7 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 624 446 1 00 099 099 099 444 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement v(vph) Movement Capacity Shared Lane Capacity 7 8 9 10 11 12 11--- -I II I II I 71 6 444 646 454 Movement Worksheet 10 delay, queue length, and LOS v(vph) 7 C m(vph) 1096 v/c 001 95% queue length Control Delay 8.3 LOS A Approach Delay Approach LOS 4 7 8 9 10 11 12 11- --I II I II 1 76 454 017 145 B 145 B Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement P oj V i1 Vi2 S i1 Si2 P* OJ D maj left N number major st lanes Delay, rank 1 mvmts 2 5 o 99 1 00 185 0 o 0 1700 1700 1700 1700 o 99 1 00 83 00 1 1 01 00 HCS: Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Bald Hills Rd and Morris Rd Count Date Future 2005 w/o project Time Period: PM Peak Intersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 2 5 6 10 12 Volume HFR. PHF PHV' 6 210 330 130 7 239 376 148 088 088 0.88 088 o 02 0 02 0 02 0 02 70 80 088 004 5 6 088 004 Pedestrian Volume Data: Movements: Flow' Lane width. Walk speed: % Blockage Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Eastbound 0 # of vehicles: Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Lane 2 T R L Lane 3 T R Y Y N N N N N N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach. Lane 1 Lane 2 Lane 3 L T R L T R L T R ------- N Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R --------- N N N N N N N N N Channelized: N Grade 000 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N y Channelized: N Grade 0 00 N N N Data for Computing Effect of Delay to Major Street Vehicles: Northbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles. Number of major street through lanes: Length of study period, hrs: 0.25 210 o 1700 1700 Southbound o o 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 10 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 4 1 7 1 6.2 10 10 10 002004004 0.2 0 1 o 00 0 00 0 00 00 07 00 o 00 0 00 0 00 tc 1 stage 4 1 6 4 6.2 Follow Up Time Calculations: Movement 1 10 12 t f,base t f,HV P hv tf 2.2 3 5 3.3 09 09 0.9 o 02 0 04 0 04 2.2 3 5 3 3 Worksheet 6 Impedance and capacity equations 9 12 Step 1 RT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Step 2: L T from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 450 605 100 605 099 4 524 1043 1 00 1043 L Lane 3 T R N N N Probability of Queue free St. Maj. L Shared In. Prob Queue Free St. 099 099 Step 4 L T from Minor St. 10 7 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj. L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 703 401 1 00 099 099 099 399 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement v(vph) Movement Capacity Shared Lane Capacity 7 8 9 10 11 12 ----- 11- ---I II I II I 80 6 399 605 408 ------------ Movement Worksheet 10 delay, queue length, and LOS 4 7 8 9 10 11 12 v(vph) 7 C m(vph) 1043 v/c 0 01 95% queue length Control Delay 8.5 LOS A Approach Delay Approach LOS 11--- -I II I II I 85 408 0.21 161 C 161 C Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement P oj V i1 Vi2 S i1 Si2 P* OJ D maj left N number major st lanes Delay, rank 1 mvmts 2 5 o 99 1 00 210 0 o 0 1700 1700 1700 1700 o 99 1 00 85 00 1 1 01 00 HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Bald Hills Rd and Morris Rd Count Date Future 2005 with project Time Period: PM Peak Intersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 2 5 6 10 12 Volume. HFR: PHF PHV' 79 90 088 004 5 6 088 004 6 225 346 139 7 256 394 158 0.88 088 088 088 o 02 0 02 0 02 0 02 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage. Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Eastbound 0 # of vehicles: Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Y Y N N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L N Y N Y Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach. Lane 1 L T R L N N N N Channelized: N Grade. 0 00 Lane 2 T R N N L Lane 3 T R Lane 2 T R N N N N N Lane 2 T R N N L Lane 3 T R N N N L Lane 3 T R N N N Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 L T R L T R L Lane 3 T R y N N N N N y N N Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Northbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: 225 o 1700 1700 Southbound o o 1700 1700 1 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 10 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage tc 1 stage 4 1 7 1 6.2 10 10 10 002004004 0.2 0 1 o 00 0 00 0 00 00 07 00 o 00 0 00 0 00 4 1 6.4 6.2 Follow Up Time Calculations: Movement 1 10 12 t f, base t f,HV P hv tf 2.2 3 5 3.3 09 09 09 002004004 2.2 3 5 3 3 Worksheet 6 Impedance and capacity equations 9 12 Step 1 RT from Minor St. 473 587 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 1 00 587 099 4 Step 2: L T from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 552 1018 1 00 1018 099 099 Probability of Queue free St. Maj. L Shared In. Prob Queue Free St. Step 4 L T from Minor St. 7 10 743 380 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Maj L, Min T Impedance factor Maj. L, Min T Adj. Imp Factor Cap Adj. factor due to Impeding mvmnt Movement Capacity 1 00 099 099 099 377 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement v(vph) Movement Capacity Shared Lane Capacity 7 8 9 10 11 12 11--- ----I II 1 II 1 90 6 377 587 386 -------- Movement Worksheet 10 delay, queue length, and LOS v(vph) 7 Cm(vph) 1018 v/c 001 95% queue length Control Delay 8 6 LOS A Approach Delay Approach LOS 4 7 8 9 10 11 12 11--- ----I II I II 1 96 386 0.25 174 C 174 C Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement P oj V i1 Vi2 S i1 Si2 P* OJ D maj left N number major st lanes Delay, rank 1 mvmts 2 5 o 99 1 00 225 0 o 0 1700 1700 1700 1700 o 99 1 00 86 00 1 1 01 00 HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Prairie Motel Entrance and 1 03rd Avenue Count Date. Existing Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: 2 3 4 5 6 7 9 10 12 Movements: Volume HFR: PHF PHV' 8 97 9 110 o 88 0 88 o 00 0 00 o 29 49 0 0 o 33 55 1 0 0 088 088 088 088 088 o 00 0 00 0 00 0 00 0 00 Pedestrian Volume Data: Movements: Flow' Lane width. Walk speed: % Blockage Median Type None # of vehicles. 0 Flared approach Movements. # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Y Y N Y Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Y Y N Y Channelized: N Grade' 0.00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L Y N Y N Channelized: N Grade 0 00 3 4 3 5 o 88 0 88 o 00 0 00 Lane 2 T R N Lane 2 T R N Lane 2 T R N N N N 088 000 L Lane 3 T R N N N L Lane 3 T R N N N L Lane 3 T R N N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N N N Channelized: N Grade: 0 00 N y Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: 97 o 1700 1700 Length of study period, hrs: 0.25 Westbound 49 1 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 9 10 12 t c,base t c,hv P hv t c,g G t 3,lt t c,T 1 stage 4 1 4 1 7 1 6.2 7 1 6.2 10 10 10 10 10 10 000 000 000 000 000 000 0.2 0 1 0.2 0 1 000 000 000 000 000 000 00 00 00 00 00 00 000 000 000 000 000 000 tc 1 stage 4 1 4 1 7 1 6.2 7 1 6.2 Follow Up Time Calculations: Movement 1 4 7 9 10 12 t f,base t f,HV P hv tf 2.2 2.2 3 5 3.3 3.5 3.3 09 09 09 09 09 09 o 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 3 5 3 3 3 5 3 3 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. 110 949 100 949 100 Step 2: L T from Major St. 4 Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity 110 1493 1 00 1493 12 56 1016 100 1016 1 00 57 1561 1 00 1561 L Lane 3 T R N N N Probability of Queue free St. 0 98 0 99 Maj. L Shared In. Prob Queue Free St. 0 98 0 99 Step 4 L T from Minor St. 7 10 Conflicting Flows 252 Potential Capacity 706 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 97 Maj. L, Min T Adj Imp Factor 0 98 Cap Adj. factor due to Impeding mvmnt Movement Capacity 687 249 708 1 00 097 098 098 097 693 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 1--- I I v(vph) Movement Capacity Shared Lane Capacity 7 8 9 10 11 12 1 -I 1 o --II-- II II o 3 5 687 949 693 1016 Movement Worksheet 10 delay,queue length, and LOS 4 7 8 9 10 11 12 1----- I I v(vph) 9 33 Cm(vph) 1561 1493 v/c 0 01 0 02 95% queue length Control Delay 7 3 7 5 LOS A A Approach Delay Approach LOS ----11------ II II 1 -I 1 3 5 693 o 00 0 00 10.2 86 B A 93 A Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement P oj V i1 Vi2 S i1 Si2 P*Oj D maj left N number major st lanes Delay, rank 1 mvmts 2 5 o 99 0 98 97 49 o 1 1700 1700 1700 1700 o 99 0 98 73 75 1 1 o 0 0.2 HCS' Unsignalized Intersections Release 3 1c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection. Prairie Motel Entrance and 1 03rd Avenue Count Date' Future 2005 w/o project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 9 10 12 Volume HFR. PHF PHV' 10 110 0 35 55 11 124 0 40 62 o 88 0 88 0 88 0 88 0 88 o 00 0 00 0 00 0 00 0 00 005 1 006 o 88 0 88 0 88 o 00 0 00 0 00 5 6 088 000 088 000 Pedestrian Volume Data. Movements. Flow' Lane width: Walk speed: % Blockage Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles. Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach. Lane 1 Lane 2 Lane 3 L T R L T R L T R Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R -------------- Y Y Y N N N N N N Channelized: N Grade 000 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N Y N N N N N N Channelized: N Grade 000 Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N N N N y Channelized: N Grade 0 00 Data for Computing Effect of Delay to Major Street Vehicles: Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles: Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles: Number of major street through lanes: Westbound 55 1 1700 1700 1 110 o 1700 1700 Length of study period, hrs: 0.25 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 9 10 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 41 41 71 6.2 71 6.2 10 10 10 10 10 10 000 000 000 000 000 000 0.2 0 1 0.2 0 1 000 000 000 000 000 000 00 00 00 00 00 00 000 000 000 000 000 000 tc 1 stage 4 1 4 1 7 1 6.2 7 1 6.2 Follow Up Time Calculations: Movement 1 4 7 9 10 12 t f,base t f,HV P hv tf 2.2 2.2 3 5 3.3 3.5 3 3 09 09 09 09 09 09 o 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 35 33 35 33 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 Conflicting Flows 124 63 Potential Capacity 932 1008 Pedestrian Impedance Factor 100 1 00 Movement Capacity 932 1008 Probability of Queue free St. 100 099 -------- ------ Step 2: L T from Major St. 4 Conflicting Flows 124 63 Potential Capacity 1475 1552 Pedestrian Impedance Factor 1 00 1 00 Movement Capacity 1475 1552 L Lane 3 T R N N N Probability of Queue free St. 0 97 0 99 Maj L Shared In. Prob Queue Free St. 0 97 0 99 Step 4 L T from Minor St. 7 10 Conflicting Flows 292 Potential Capacity 664 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0 96 Maj. L, Min T Adj. Imp Factor 0 97 Cap Adj. factor due to Impeding mvmnt Movement Capacity 643 289 667 1 00 096 097 097 097 649 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 I- I I 8 9 10 11 12 --II- I II --I II I 0 6 6 643 932 649 v(vph) Movement Capacity Shared Lane Capacity o 1008 Worksheet 10 delay, queue length, and LOS Movement 4 7 8 9 10 11 12 1---- 1 I v(vph) 11 40 C m(vph) 1552 1475 v/c 001 003 95% queue length Control Delay 7 3 7 5 LOS A A Approach Delay Approach LOS ---II-- II II I --I 1 6 6 649 001 001 106 86 B A 96 A Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 P* OJ D maj left N number major st lanes Delay, rank 1 mvmts o 99 0 97 11 0 55 o 1 1700 1700 1700 1700 o 99 0 97 73 75 1 1 o 1 0.2 HCS: Unsignalized Intersections Release 3 1 c TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst: Christopher P Gendron Intersection: Prairie Motel Entrance and 1 03rd Avenue Count Date' Future 2005 with project Time Period: PM Peak Intersection Orientation: East-West Major St. Vehicle Volume Data: Movements: 2 3 4 5 6 7 9 10 12 Volume HFR: PHF PHV' 1 0 11 0 0 35 55 16 0 0 11 124 0 40 62 18 0 0 o 88 0 88 0 88 0 88 0 88 0 88 0 88 000 000 000 000 000 000 000 15 19 17 21 o 88 0 88 o 00 0 00 Pedestrian Volume Data: Movements: Flow' Lane width: Walk speed: % Blockage Median Type None # of vehicles: 0 Flared approach Movements: # of vehicles: Northbound 0 # of vehicles: Southbound 0 Lane usage for movements 1,2&3 approach: Lane 1 L T R L Y Y Y N Channelized: N Grade 0 00 Lane usage for movements 4,5&6 approach: Lane 1 L T R L Lane 2 T R N Lane 2 T R N Y N N Y Y Channelized: N Grade 0 00 Lane usage for movements 7,8&9 approach: Lane 1 L T R L N Lane 2 T R Y N N N Y Channelized: N Grade 0 00 N 088 000 L Lane 3 T R N N N L Lane 3 T R N N N L Lane 3 T R N N N Lane usage for movements 10,11 & 12 approach: Lane 1 Lane 2 L T R L T R y N N N Channelized: N Grade' 0 00 N y Data for Computing Effect of Delay to Major Street Vehicles. Eastbound Shared In volume, major th vehicles: Shared In volume, major rt vehicles. Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles. Number of major street through lanes: 110 o 1700 1700 Length of study period, hrs: 0.25 Westbound 55 16 1700 1700 1 Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 7 9 10 12 t c,base t c,hv P hv t c,g G t 3,1t t c,T 1 stage 41 41 71 6.2 71 6.2 10 10 10 10 10 10 o 00 0 00 0 00 0 00 0 00 0 00 0.2 0 1 0.2 0 1 o 00 0 00 0 00 0 00 0 00 0 00 00 00 00 00 00 00 000 000 000 000 000 000 tc 1 stage 41 41 71 6.2 71 6.2 Follow Up Time Calculations. Movement 1 4 7 9 10 12 t f,base t f,HV P hv tf 2.2 2.2 3.5 3.3 3 5 3 3 09 09 09 09 09 09 o 00 0 00 0 00 0 00 0 00 0 00 2.2 2.2 35 33 35 33 Worksheet 6 Impedance and capacity equations Step 1 RT from Minor St. 9 12 ------------- Conflicting Flows 124 71 Potential Capacity 932 997 Pedestrian Impedance Factor 1 00 1 00 Movement Capacity 932 997 Probability of Queue free St. 100 098 ------- Step 2: L T from Major St. 4 Conflicting Flows 124 80 Potential Capacity 1475 1530 Pedestrian Impedance Factor 1 00 1 00 Movement Capacity 1475 1530 L Lane 3 T R N N N Probability of Queue free St. 0.97 099 Maj. L Shared In. Prob Queue Free St. 0 97 0 99 Step 4 L T from Minor St. 7 1 0 Conflicting Flows 308 Potential Capacity 648 Pedestrian Impedance Factor 1 00 Maj. L, Min T Impedance factor 0.96 Maj. L, Min T Adj. Imp Factor 097 Cap Adj. factor due to Impeding mvmnt Movement Capacity 617 298 659 1 00 096 0.97 097 095 641 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 I- I I 8 9 10 11 12 ---II-- I II -I J/ I 0 17 21 617 932 641 v(vph) Movement Capacity Shared Lane Capacity o 997 Worksheet 10 delay, queue length, and LOS Movement 4 7 8 9 10 11 12 1---- I I v(vph) 11 40 C m(vph) 1530 1475 v/c 001 003 95% queue length Control Delay 7 4 7 5 LOS A A Approach Delay Approach LOS ---11- II II I -I I 17 21 641 o 03 0 02 108 87 B A 96 A Worksheet 11 Shared Major L T Impedance and Delay Rank 1 Delay Calculations Movement 2 5 P oj V i1 Vi2 S i1 Si2 P* OJ D maj left N number major st lanes Delay, rank 1 mvmts o 99 0 97 110 55 o 16 1700 1700 1700 1700 o 99 0 97 74 75 1 1 01 0.2