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HomeMy WebLinkAboutTamana Fields Addendum_Mikan Dr & University Blvd www.focus-es.com 1001 N Rosario Street, Suite #100 Meridian, ID 83642 208.974.0075 To: Rexburg City From: Jason Watson, PE, PTOE FOCUS Consulting File: Tamana Fields Date: June 19, 2026 Reference: Tamana Fields TIA Addendum – Mikan Drive & University Blvd INTRODUCTION This addendum to the original traffic impact study for the Tamana Fields development, dated June 5, 2026, is to analyze and present the results of a two-lane roundabout at the intersection of Mikan Drive and University Blvd. The analysis of this intersection as a two- lane roundabout was requested by Rexburg City. As per the original traffic impact study for this development, the Mikan Drive and University Blvd intersection currently functions with acceptable levels of service along all approaches under the 2026 Existing scenario. With the projected growth within this area, under the 2030 Background Year scenario (without the Tamana Fields development), the Mikan Drive and University Blvd intersection is expected to function with an unacceptable level of service D along the southbound left movement. The original traffic impact study recommended this intersection become signalized under the 2030 Total Traffic scenario and that the EB and WB left turn lanes be installed with permissive + protected signal phases. Under the recommendation to signalize this intersection, the original traffic impact study determined this intersection will function with acceptable levels of service along all approaches through the remaining analyzed scenarios. The original traffic impact study also evaluated the Mikan Drive and University Blvd intersection under the recommendation to construct a single-lane roundabout under the 2030 Background Year scenario. Per the original traffic impact study, under the recommendation to construct a single-lane roundabout at this intersection, this intersection would be expected to operate at an unacceptable LOS D along the westbound approach by the 2035 Total Traffic scenario. This addendum evaluates the growth anticipated in this area and combining the trips generated by this development with the future traffic volumes for the following scenarios: • 2030 Background Traffic (anticipated build-out year for the development) • 2030 Total Traffic (Background traffic with project traffic) • 2035 Background Traffic (5 year build out year) • 2035 Total Traffic (Background traffic with project traffic) • 2040 Background Traffic (10 year build out year) • 2040 Total Traffic (Background traffic with project traffic) Tamana Fields TIA Addendum Page 2 of 5 1001 N Rosario Street, Suite #100 Meridian, ID 83642 208.974.0075 www.focus-es.com CAPACITY ANALYSIS Intersection capacity analysis was performed at the Mikan Drive and University Blvd intersection. Synchro© Version 12 was used to analyze the study intersection for the proposed trip conditions according to methods put forth by the Transportation Research Board’s Highway Capacity Manual (HCM 7th). The Level of Service (LOS) of an intersection range from A to F where LOS A has a low vehicular delay indicating smooth free-flowing traffic. LOS F has a high vehicular delay and indicates the worst-case scenario with high congestion and a complete breakdown of traffic flow. Although LOS A through C are the desired levels, LOS D is considered acceptable in urban conditions. Traffic conditions with LOS of E or F are generally deemed unacceptable and represent significant travel delay, increased accident potential, and inefficient motor vehicle operation. Table 5 shows the relation between LOS and vehicular delay for signalized and unsignalized intersections. Table 1 – Signalized and Unsignalized intersection LOS and Delay Parameters Level of Service (LOS) Vehicular Delay (seconds/vehicle) Signalized Intersection Stop Controlled Approach A 0.0 <10.0 0.0 < 10.0 B >10.0 < 20.0 > 10.0 < 15.0 C > 20.0 < 35.0 > 15.0 < 25.0 D > 35.0 < 55.0 > 25.0 < 35.0 E > 55.0 < 80.0 > 35.0 < 50.0 F > 80.0 > 50.0 Using guidelines for operational threshold from Rexburg City, the Mikan Drive and University Blvd intersection level of service was analyzed under the recommendation to construct a roundabout with two circulating lanes beginning at the intersection beginning under the 2030 Background Year scenario. Rexburg City’s minimum threshold for level of service is C for the worst movement or lane group. 2030 Background Year Level of Service Mitigated The following table illustrates the expected levels of service and MOE’s to the failing Mikan Drive and University Blvd intersection under the 2030 Background Year conditions as a two-lane roundabout. Tamana Fields TIA Addendum Page 3 of 5 1001 N Rosario Street, Suite #100 Meridian, ID 83642 208.974.0075 www.focus-es.com Table 1 – 2030 Background Year Level of Service with Two-Lane Roundabout Intersection MOE's AM Peak PM Peak 8 Mikan Drive & University Blvd Intersection LOS A A Intersection Delay (s/veh) 4.1 4.6 Worst Lane Group MOEs A/0.165 (EB) A/0.209 (EB) 2030 Total Traffic Level of Service Mitigated The following table illustrates the expected levels of service and MOE’s to the failing Mikan Drive and University Blvd intersection under the 2030 Total Traffic as a two-lane roundabout. Table 2 – 2030 Total Traffic Level of Service with Two-Lane Roundabout Intersection MOE's AM Peak PM Peak 8 Mikan Drive & University Blvd Intersection LOS A A Intersection Delay (s/veh) 5.3 8.7 Worst Lane Group MOEs A/0.240 (EB) A/0.553 (NB) 2035 Background Year Level of Service Mitigated The following table illustrates the expected levels of service and MOE’s to the failing Mikan Drive and University Blvd intersection under the 2035 Background Year conditions as a two-lane roundabout. Table 3 – 2035 Background Year Level of Service with Two-Lane Roundabout Intersection MOE's AM Peak PM Peak 8 Mikan Drive & University Blvd Intersection LOS A A Intersection Delay (s/veh) 4.2 4.8 Worst Lane Group MOEs A/0.181 (EB) A/0.216 (WB) 2035 Total Traffic Level of Service Mitigated The following table illustrates the expected levels of service and MOE’s to the failing Mikan Drive and University Blvd intersection under the 2035 Total Traffic conditions as a two-lane roundabout. Table 4 – 2035 Total Traffic Level of Service with Two-Lane Roundabout Intersection MOE's AM Peak PM Peak 8 Mikan Drive & University Blvd Intersection LOS A A Intersection Delay (s/veh) 5.5 9.2 Worst Lane Group MOEs A/0.255 (EB) A/0.577 (NB) Tamana Fields TIA Addendum Page 4 of 5 1001 N Rosario Street, Suite #100 Meridian, ID 83642 208.974.0075 www.focus-es.com 2040 Background Year Level of Service Mitigated The following table illustrates the expected levels of service and MOE’s to the failing Mikan Drive and University Blvd intersection under the 2040 Background Year conditions as a two-lane roundabout. Table 5 – 2040 Background Year Level of Service with Two-Lane Roundabout Intersection MOE's AM Peak PM Peak 8 Mikan Drive & University Blvd Intersection LOS A A Intersection Delay (s/veh) 4.4 5.0 Worst Lane Group MOEs A/0.197 (EB) A/0.249 (EB) 2040 Total Traffic Level of Service Mitigated The following table illustrates the expected levels of service and MOE’s to the failing Mikan Drive and University Blvd intersection under the 2040 Total Traffic conditions as a two-lane roundabout. Table 6 – 2040 Total Traffic Level of Service with Two-Lane Roundabout Intersection MOE's AM Peak PM Peak 8 Mikan Drive & University Blvd Intersection LOS A A Intersection Delay (s/veh) 5.7 9.7 Worst Lane Group MOEs A/0.274 (EB) A/0.604 (NB) PRINCIPAL FINDINGS As per the original traffic impact study for this development, with the mitigation to signalize the Mikan Drive and University Blvd intersection, under 2040 Total Traffic conditions, this intersection would function with an overall LOS C and a worst approach LOS C in the PM peak hour. With the mitigation to construct a single-lane roundabout at the Mikan Drive and University Blvd intersection, under 2040 Total Traffic conditions, this intersection would function with an overall LOS D and a worst approach LOS E in the PM peak hour. As seen in the Capacity Analysis above, under the mitigation to construct a two-lane roundabout at the Mikan Drive and University Blvd intersection, under 2040 Total Traffic conditions, this intersection would function with an overall LOS A and a worst approach LOS C in the PM peak hour. Refer to the appendix of this report for a full comparison of the three mitigations at the Mikan Drive and University Blvd intersection. Tamana Fields TIA Addendum Page 5 of 5 1001 N Rosario Street, Suite #100 Meridian, ID 83642 208.974.0075 www.focus-es.com CONCLUSION As per the original traffic impact study for this development, the Mikan Drive and University Blvd intersection currently functions with acceptable levels of service along all approaches under the 2026 Existing scenario. With the projected growth within this area, under the 2030 Background Year scenario (without the Tamana Fields development), the Mikan Drive and University Blvd intersection is expected to function with an unacceptable level of service D along the southbound left movement. A roundabout with two circulating lanes at the Mikan Drive and University Blvd intersection beginning under the 2030 Background Year scenario, the intersection will function with acceptable levels of service along all approaches and will continue to do so through all subsequent scenarios. Similarly, under the recommendation to construct a traffic signal at this intersection beginning under the 2030 Total Traffic scenario, the intersection will function with acceptable levels of service along all approaches and will continue to do so through all subsequent scenarios. 06/19/26 AM P M A M P M A M P M A M P M A M P M A M P M In t e r s e c t i o n LO S / D e l a y ( s / v e h ) - - B ( 1 5 . 7 ) B ( 1 8 . 7 ) - - B( 1 6 . 4 ) B ( 1 9 . 7 ) - - B( 1 7 . 4 ) C ( 2 1 . 1 ) Wo r s t A p p r o a c h LO S / D e l a y ( s / v e h ) - - B ( 1 7 . 1 ) C ( 2 1 . 1 ) - - B( 1 7 . 7 ) C ( 2 2 . 8 ) - - B( 1 8 . 9 ) C ( 2 4 . 9 ) In t e r s e c t i o n LO S / D e l a y ( s / v e h ) A( 5 . 5 ) A ( 6 . 7 ) A ( 7 . 8 ) C ( 1 8 . 6 ) A( 5 . 8 ) A ( 7 . 2 ) A ( 8 . 3 ) C ( 2 1 . 8 ) A ( 6 . 1 ) A ( 7 . 8 ) A ( 8 . 8 ) D( 2 6 . 6 ) Wo r s t A p p r o a c h LO S / D e l a y ( s / v e h ) A( 5 . 7 ) A ( 7 . 0 ) A ( 8 . 2 ) C ( 2 4 . 3 ) A( 6 . 0 ) A ( 7 . 6 ) A ( 8 . 7 ) D( 2 9 . 8 ) A( 6 . 4 ) A ( 8 . 2 ) A ( 9 . 4 ) E( 3 8 . 2 ) In t e r s e c t i o n LO S / D e l a y ( s / v e h ) A( 4 . 1 ) A ( 4 . 6 ) A ( 5 . 3 ) A ( 8 . 7 ) A( 4 . 2 ) A ( 4 . 8 ) A ( 5 . 5 ) A ( 9 . 2 ) A ( 4 . 4 ) A ( 5 . 0 ) A ( 5 . 7 ) A ( 9 . 7 ) Wo r s t A p p r o a c h LO S / D e l a y ( s / v e h ) A( 4 . 8 ) A ( 4 . 8 ) A ( 6 . 4 ) B ( 1 3 . 1 ) A( 5 . 0 ) A ( 5 . 0 ) A ( 6 . 8 ) B ( 1 4 . 2 ) A ( 5 . 3 ) A ( 5 . 3 ) A ( 7 . 2 ) C ( 1 5 . 7 ) MI K A N D R I V E & U N I V E R S I T Y B L V D B U I L D - O U T & H O R I Z O N Y E A R L E V E L O F S E R V I C E M I T I G A T E D 20 4 0 T O T A L TR A F F I C Si g n a l i z e I n t e r s e c t i o n ; Co n s t r u c t E B D e d . R i g h t Tu r n L a n e & W B D e d . L e f t Tu r n L a n e Si n g l e - l a n e R o u n d a b o u t Tw o - l a n e R o u n d a b o u t ; Co n s t r u c t 2 n d E B / W B Tr a v e l L a n e a l o n g Un i v e r s i t y B l v d MO E ' s MI T I G A T I O N 20 3 0 B . G . Y E A R 20 3 0 T O T A L TR A F F I C 20 3 5 B . G . Y E A R 20 3 5 T O T A L TR A F F I C 20 4 0 B . G . Y E A R HCM 7th Roundabout 2030 Background Year AM Mitigations 8: University Blvd & Mikan Drive Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 4.1 Intersection LOS A Approach EB WB SB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 419 378 148 Demand Flow Rate, veh/h 428 386 151 Vehicles Circulating, veh/h 39 37 346 Vehicles Exiting, veh/h 458 430 77 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.1 3.9 4.8 Approach LOS A A A Lane Left Right Left Right Left Designated Moves LT TR LT TR LR Assumed Moves LT TR LT TR LR RT Channelized Lane Util 0.470 0.530 0.469 0.531 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 201 227 181 205 151 Cap Entry Lane, veh/h 1302 1374 1305 1376 1058 Entry HV Adj Factor 0.981 0.979 0.982 0.978 0.980 Flow Entry, veh/h 197 222 178 200 148 Cap Entry, veh/h 1277 1345 1281 1346 1037 V/C Ratio 0.154 0.165 0.139 0.149 0.143 Control Delay, s/veh 4.1 4.0 4.0 3.9 4.8 LOS A A A A A 95th %tile Queue, veh 1 1 0 1 0 HCM 7th Roundabout 2030 Background Year PM Mitigations 8: University Blvd & Mikan Drive Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 4.6 Intersection LOS A Approach EB WB SB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 526 464 113 Demand Flow Rate, veh/h 537 473 115 Vehicles Circulating, veh/h 47 138 425 Vehicles Exiting, veh/h 493 446 186 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.5 4.7 4.8 Approach LOS A A A Lane Left Right Left Right Left Designated Moves LT TR LT TR LR Assumed Moves LT TR LT TR LR RT Channelized Lane Util 0.469 0.531 0.469 0.531 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 252 285 222 251 115 Cap Entry Lane, veh/h 1293 1364 1189 1263 989 Entry HV Adj Factor 0.981 0.979 0.982 0.979 0.983 Flow Entry, veh/h 247 279 218 246 113 Cap Entry, veh/h 1269 1335 1167 1236 972 V/C Ratio 0.195 0.209 0.187 0.199 0.116 Control Delay, s/veh 4.5 4.5 4.7 4.6 4.8 LOS A A A A A 95th %tile Queue, veh 1 1 1 1 0 HCM 7th Roundabout 2030 Total Traffic AM Mitigations 8: Mikan Drive & University Blvd Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 5.3 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 559 521 161 172 Demand Flow Rate, veh/h 571 531 164 175 Vehicles Circulating, veh/h 136 157 512 597 Vehicles Exiting, veh/h 636 519 195 91 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.1 5.0 5.8 6.4 Approach LOS A A A A Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.469 0.531 0.471 0.529 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 268 303 250 281 164 175 Cap Entry Lane, veh/h 1191 1265 1168 1243 919 855 Entry HV Adj Factor 0.981 0.979 0.979 0.982 0.980 0.980 Flow Entry, veh/h 263 297 245 276 161 172 Cap Entry, veh/h 1169 1238 1144 1221 901 838 V/C Ratio 0.225 0.240 0.214 0.226 0.178 0.205 Control Delay, s/veh 5.1 5.0 5.1 4.9 5.8 6.4 LOS A A A A A A 95th %tile Queue, veh 1 1 1 1 1 1 HCM 7th Roundabout 2030 Total Traffic PM Mitigations 8: Mikan Drive & University Blvd Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 802 699 423 152 Demand Flow Rate, veh/h 818 713 431 155 Vehicles Circulating, veh/h 206 452 705 940 Vehicles Exiting, veh/h 889 684 319 225 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 6.7 8.3 13.1 8.8 Approach LOS A A B A Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.469 0.531 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 384 434 335 378 431 155 Cap Entry Lane, veh/h 1117 1192 891 967 780 639 Entry HV Adj Factor 0.981 0.979 0.981 0.980 0.982 0.982 Flow Entry, veh/h 377 425 329 371 423 152 Cap Entry, veh/h 1096 1167 874 948 766 627 V/C Ratio 0.344 0.364 0.376 0.391 0.553 0.243 Control Delay, s/veh 6.7 6.7 8.5 8.2 13.1 8.8 LOS A A A A B A 95th %tile Queue, veh 2 2 2 2 3 1 HCM 7th Roundabout 2035 Background Year AM Mitigations 8: University Blvd & Mikan Drive Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach EB WB SB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 458 406 158 Demand Flow Rate, veh/h 467 414 161 Vehicles Circulating, veh/h 39 39 374 Vehicles Exiting, veh/h 496 467 79 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.2 4.0 5.0 Approach LOS A A A Lane Left Right Left Right Left Designated Moves LT TR LT TR LR Assumed Moves LT TR LT TR LR RT Channelized Lane Util 0.469 0.531 0.471 0.529 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 219 248 195 219 161 Cap Entry Lane, veh/h 1302 1374 1302 1374 1033 Entry HV Adj Factor 0.982 0.978 0.978 0.982 0.981 Flow Entry, veh/h 215 243 191 215 158 Cap Entry, veh/h 1279 1344 1273 1349 1014 V/C Ratio 0.168 0.181 0.150 0.159 0.156 Control Delay, s/veh 4.2 4.2 4.1 4.0 5.0 LOS A A A A A 95th %tile Queue, veh 1 1 1 1 1 HCM 7th Roundabout 2035 Background Year PM Mitigations 8: University Blvd & Mikan Drive Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 4.8 Intersection LOS A Approach EB WB SB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 574 500 119 Demand Flow Rate, veh/h 586 510 121 Vehicles Circulating, veh/h 48 150 461 Vehicles Exiting, veh/h 534 484 199 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.7 4.9 5.0 Approach LOS A A A Lane Left Right Left Right Left Designated Moves LT TR LT TR LR Assumed Moves LT TR LT TR LR RT Channelized Lane Util 0.469 0.531 0.471 0.529 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 275 311 240 270 121 Cap Entry Lane, veh/h 1292 1363 1176 1250 960 Entry HV Adj Factor 0.982 0.979 0.979 0.981 0.983 Flow Entry, veh/h 270 304 235 265 119 Cap Entry, veh/h 1268 1335 1151 1227 944 V/C Ratio 0.213 0.228 0.204 0.216 0.126 Control Delay, s/veh 4.7 4.6 4.9 4.8 5.0 LOS A A A A A 95th %tile Queue, veh 1 1 1 1 0 HCM 7th Roundabout 2035 Total Traffic AM Mitigations 8: Mikan Drive & University Blvd Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 5.5 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 598 549 161 182 Demand Flow Rate, veh/h 610 560 164 185 Vehicles Circulating, veh/h 136 159 551 626 Vehicles Exiting, veh/h 675 556 195 93 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.2 5.1 6.0 6.8 Approach LOS A A A A Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 287 323 263 297 164 185 Cap Entry Lane, veh/h 1191 1265 1166 1241 889 834 Entry HV Adj Factor 0.979 0.981 0.982 0.980 0.980 0.981 Flow Entry, veh/h 281 317 258 291 161 182 Cap Entry, veh/h 1166 1241 1145 1216 871 818 V/C Ratio 0.241 0.255 0.226 0.239 0.184 0.222 Control Delay, s/veh 5.3 5.2 5.2 5.1 6.0 6.8 LOS A A A A A A 95th %tile Queue, veh 1 1 1 1 1 1 HCM 7th Roundabout 2035 Total Traffic PM Mitigations 8: Mikan Drive & University Blvd Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 850 735 423 158 Demand Flow Rate, veh/h 867 749 431 161 Vehicles Circulating, veh/h 207 464 755 975 Vehicles Exiting, veh/h 929 722 319 238 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.0 8.7 14.2 9.3 Approach LOS A A B A Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.469 0.531 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 407 460 352 397 431 161 Cap Entry Lane, veh/h 1116 1191 881 957 747 620 Entry HV Adj Factor 0.982 0.979 0.981 0.981 0.982 0.983 Flow Entry, veh/h 400 451 345 389 423 158 Cap Entry, veh/h 1095 1166 864 939 734 609 V/C Ratio 0.365 0.386 0.400 0.415 0.577 0.260 Control Delay, s/veh 7.0 6.9 8.9 8.6 14.2 9.3 LOS A A A A B A 95th %tile Queue, veh 2 2 2 2 4 1 HCM 7th Roundabout 2040 Background Year AM Mitigations 8: University Blvd & Mikan Drive Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 4.4 Intersection LOS A Approach EB WB SB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 499 436 169 Demand Flow Rate, veh/h 509 445 173 Vehicles Circulating, veh/h 40 40 405 Vehicles Exiting, veh/h 538 509 80 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.3 4.1 5.3 Approach LOS A A A Lane Left Right Left Right Left Designated Moves LT TR LT TR LR Assumed Moves LT TR LT TR LR RT Channelized Lane Util 0.470 0.530 0.470 0.530 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 239 270 209 236 173 Cap Entry Lane, veh/h 1301 1373 1301 1373 1006 Entry HV Adj Factor 0.981 0.979 0.981 0.979 0.977 Flow Entry, veh/h 234 264 205 231 169 Cap Entry, veh/h 1276 1344 1276 1344 983 V/C Ratio 0.184 0.197 0.161 0.172 0.172 Control Delay, s/veh 4.4 4.3 4.2 4.1 5.3 LOS A A A A A 95th %tile Queue, veh 1 1 1 1 1 HCM 7th Roundabout 2040 Background Year PM Mitigations 8: University Blvd & Mikan Drive Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 5.0 Intersection LOS A Approach EB WB SB Entry Lanes 2 2 1 Conflicting Circle Lanes 2 2 2 Adj Approach Flow, veh/h 627 537 124 Demand Flow Rate, veh/h 639 548 127 Vehicles Circulating, veh/h 48 163 499 Vehicles Exiting, veh/h 578 524 212 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 4.8 5.1 5.3 Approach LOS A A A Lane Left Right Left Right Left Designated Moves LT TR LT TR LR Assumed Moves LT TR LT TR LR RT Channelized Lane Util 0.469 0.531 0.471 0.529 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 300 339 258 290 127 Cap Entry Lane, veh/h 1292 1363 1162 1236 929 Entry HV Adj Factor 0.982 0.980 0.979 0.982 0.976 Flow Entry, veh/h 295 332 252 285 124 Cap Entry, veh/h 1268 1336 1137 1214 907 V/C Ratio 0.232 0.249 0.222 0.235 0.137 Control Delay, s/veh 4.9 4.8 5.2 5.0 5.3 LOS A A A A A 95th %tile Queue, veh 1 1 1 1 0 HCM 7th Roundabout 2040 Total Traffic AM Mitigations 8: Mikan Drive & University Blvd Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 5.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 639 578 161 193 Demand Flow Rate, veh/h 652 589 164 197 Vehicles Circulating, veh/h 137 160 594 655 Vehicles Exiting, veh/h 715 598 195 94 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 5.4 5.3 6.3 7.2 Approach LOS A A A A Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.469 0.531 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 306 346 277 312 164 197 Cap Entry Lane, veh/h 1190 1264 1165 1240 857 814 Entry HV Adj Factor 0.981 0.979 0.980 0.981 0.980 0.977 Flow Entry, veh/h 300 339 272 306 161 193 Cap Entry, veh/h 1168 1237 1142 1216 840 795 V/C Ratio 0.257 0.274 0.238 0.252 0.191 0.242 Control Delay, s/veh 5.4 5.4 5.3 5.2 6.3 7.2 LOS A A A A A A 95th %tile Queue, veh 1 1 1 1 1 1 HCM 7th Roundabout 2040 Total Traffic PM Mitigations 8: Mikan Drive & University Blvd Tamana Fields Synchro 12 Report Page 1 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 2 2 1 1 Conflicting Circle Lanes 2 2 2 2 Adj Approach Flow, veh/h 903 772 423 163 Demand Flow Rate, veh/h 921 787 431 167 Vehicles Circulating, veh/h 207 477 809 1013 Vehicles Exiting, veh/h 973 763 319 251 Ped Vol Crossing Leg, #/h 0 0 0 0 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 7.3 9.3 15.7 9.9 Approach LOS A A C A Lane Left Right Left Right Left Left Designated Moves LT TR LT TR LTR LTR Assumed Moves LT TR LT TR LTR LTR RT Channelized Lane Util 0.470 0.530 0.470 0.530 1.000 1.000 Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.328 A (Intercept)1350 1420 1350 1420 1420 1420 B (Slope)9.199e-4 8.501e-4 9.199e-4 8.501e-4 8.501e-4 8.501e-4 Entry Flow, veh/h 433 488 370 417 431 167 Cap Entry Lane, veh/h 1116 1191 870 947 714 600 Entry HV Adj Factor 0.980 0.981 0.980 0.981 0.982 0.977 Flow Entry, veh/h 425 479 363 409 423 163 Cap Entry, veh/h 1094 1168 853 929 701 587 V/C Ratio 0.388 0.410 0.425 0.440 0.604 0.278 Control Delay, s/veh 7.3 7.3 9.4 9.1 15.7 9.9 LOS A A A A C A 95th %tile Queue, veh 2 2 2 2 4 1