Applying Micro-simulation i tools for Project Development- Documentation ti & QA/QC University of Florida Traffic Seminar Jaimison Sloboden, PE RS&H
Overview Principles Types of Projects Correctly Scoping the Model Spatial limits it Temporal limits Budgeting the work Maintaining Credibility in the Process verifiable and reproducible Documentation QA/QC 95 Express-Case Study
Traffic Engineering Principles Knowledge of Traffic Flow Theories Knowledge of the Right Tool for the Right Job Verifiable & Reproducible Strategic Use of Automation Pass the Dish -Share your Ideas Redundancy
Jaimie s Nuggets of Wisdom If you don t have the time to do it right the first time, when are you going to have the time to do it over again? Begin with the End in Mind Verifiable and Reproducible Don t do as I do, do as I say
Definition of Quality Quality is never an accident, it is always the result of: High Intentions Sincere Effort Intelligent Direction Skillful Execution
The Problem Spending in Highway construction is declining Ability to expand Highways is limited it for environmental and right-of-way constraints Vehicle Miles of Travel is growing
Practitioner Point of View: Types of Projects Intersection studies Adding capacity Changing intersection Control Adding new intersections Systems and Service Interchange Studies Modifying existing Interchange Type Adding new Interchanges Freeway Corridor Studies Multiple Interchanges Capacity Expansion HOT lane Facilities
Why Micro-simulation? HCM techniques do not directly address interaction between facilities Simulation models provide other meaningful performance measurements Travel time VHT/ VMT Animation is a Valuable Communication Tool
Traffic Analysis Tools Increased Accura acy Generalized Tables Highway Capacity Manual Synchro Transyt 7f Microscopic Simulation Tools Increasing Effort & DATA
Microsimulation 7-step Process 7-step process developed by FHWA Traffic Analysis Tools Team Based on best practices of modeling efforts from around the country Foundation of the FDOT CORSIM Handbook
Correctly Scoping the Model Model Limits-Spatial Small Projects Large Projects Congested Urban Areas Model Limits-Temporal Peak 15 minutes Peak periods
Boundary Limits: Small Projects
Boundary Limits: Congested Urban Freeway Projects Boundary Condition Subject Interchange
80.0 70.0 60.0 50.0 40.0 30.0 0 Model Limits: Temporal I-95 Northbound Mainline Speed Miles Per Hour Entry Exit Entry from to Exit NW from Miami to 2nd HO OV US i Gardens Ave/167th 441 Flyover NB Dr Dr St Exit to HOT Lanes Exit to I-195 Entry fr rom I-195 Exit to NW 62nd St Entry from NW 62nd St Entry from NW 69th St Exit to NW 79th St Entry from NW 81st St Exit to NW 95th St Entry from NW 95th St Exit to NW 103rd St Entry from NW 103rd St Exit to NW 119th St Exit to NW 125th St Entry from NW 125th St Exit to NW 135th St Entry from Opa Locka Blvd Exit to NW 151st St Entry from HOT Lanes Exit to PNR/HOV Exit to Turnpike Exit to Golden Gla ades/sr 826 20.0 10.0 0.0 7500 7300 7100 15 min data 6900 6700 6500 6300 6100 Peak Hour vph by 15-minutes 5900 5700 5500 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 time of day
Credibility Verifiable & Reproducible Documentation, ti Documentation ti Documentation ti Data Driven Were Traffic Counts, speed studies and observations collected at the same time? Timeliness Will it take a year to complete a modeling project? Cost Effective Will the budget to do a model be reasonable
Which Model is Correct?
They Both Are Too often, a screen capture of the animation is all the evidence provided for displaying the model results Model of 95 Express, Miami, Fl
Animation vs. MOE s Animation is a tool that can be deceptive MOE s should be output driven 5151 5152 5153 5154 5155 5156 5157 5158 258 1292 261 262 263 60 60 59 46 23 10 16 28 48 47 47 48 25 25 25 43 85 145 96 55 25 25 25 13 C C C F F F F F C C C B 100 110 110 Exit to PNR 119 vph 3069 3069 3069 3069 3069 3069 3069 3069 1193 1193 1193 1193 3074 3076 3066 3071 3062 3054 3053 3046 1186 1186 1186 1186 150 8599 8599 8599 5594 6444 5760 5760 6872 6872 6723 6 8646 5 8653 6 8643 4 5693 4 6537 4 5909 4 5918 4 7015 4 7021 4 6788 4 4 4 3 3 3 3 3 3 3 3 3 3 3 2 2 2 2 2 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 9 9 9 120 190 190 110 110 Entry From Exit To Entry From Exit To Entry From Exit To NW 125 St NW 135 St Opa Locka Blvd NW 151 St HOT Lane Turnpike 850 vph 684 vph 1112 vph 149 vph 1876 vph 3058 vph 1173 1098 1598 1129 1203 1525 103 1301 1119 579 57 56 57 57 55 51 53 54 50 38 C C C C C C D D E F 23 22 24 24 24 26 30 32 37 52 150 152 153 154 155 156 157 158 159 161 165 GGI Base Model- Existing Condition se
How Do We Use Microsimulation Tools?
Base Model Development Systematic Method Documentation requirements Organization Criteria Link node numbering conventions
Calibration Objective of Calibration To achieve adequate reliability or validity of model by establishing suitable parameter values that replicated local traffic conditions. Calibration Approach It is a two-step process change the model parameters, run the model and check statistics. If statistics are acceptable, the model is calibrated. If not, modify the model until the statistics are acceptable The approach consists of three steps Modifying known global parameters Modifying local or link length parameters Global changes - unknowns
SOU UTHBOUND I-494 Link Description Link Geometrics Car From To Receiv- Follow- Node Node ing Length Speed ing From To Node Factor 107 SB I-494 WB I-94/694 On Ramp 300 310 311 1028 65 100 108 WB I-94/694 On Ramp 310 311 312 1604 65 100 109 311 312 313 2021 65 100 ### ### 110 312 313 314 1917 65 100 111 Bass Lake Road Off Ramp 313 314 315 1535 65 100 ### ### 112 Bass Lake Road Off Ramp 314 315 316 1289 65 100 80 113 Bass Lake Road On Ramp 315 316 317 1368 65 100 114 Bass Lake Road On Ramp 316 317 318 1399 65 100 70 115 317 318 319 2076 65 100 116 318 319 320 1495 65 100 60 117 319 320 321 1719 65 100 50 118 320 321 322 1570 65 100 119 321 322 323 2113 65 100 40 120 Rockford Road Off Ramp 322 323 324 1180 65 100 121 Rockford Road Off Ramp 323 324 325 1077 65 100 30 122 Rockford Road On Ramp 324 325 326 1015 65 100 20 334-335 123 Rockford Road On Ramp 325 326 327 1447 65 100 Actual (detected) Speed 124 326 327 328 1547 65 100 10 Simulated Speed 125 TH 55 Off Ramp 327 328 329 1341 65 100 0 126 TH 55 Off Ramp 328 329 330 1199 65 100 1 2 3 4 5 6 7 8 9 10 11 12 127 TH 55 On Ramp 329 330 331 1227 65 100 128 TH 55 On Ramp 330 331 332 927 65 100 129 331 332 333 1096 65 100 130 County Road 6 Off Ramp 332 333 334 804 65 100 131 County Road 6 Off Ramp 333 334 335 1244 65 100 132 County Road 6 On Ramp 334 335 336 1176 65 100 70 133 County Road 6 On Ramp 335 336 337 971 65 100 134 Carlson Parkway Off Ramp 336 337 338 1022 65 100 60 135 Carlson Parkway Off Ramp 337 338 339 1635 70 100 136 Carlson Parkway On Ramp 338 339 340 1545 70 100 50 137 Carlson Parkway On Ramp 339 340 341 747 70 100 138 WB I-394 Off Ramp 340 341 342 771 70 100 40 139 WB I-394 Off Ramp WB I-394 On Ramp 341 342 343 1291 70 100 140 WB I-394 On Ramp EB I-394 Off Ramp 342 343 344 392 70 100 30 141 EB I-394 Off Ramp EB I-394 On Ramp 343 344 345 1117 70 100 142 EB I-394 On Ramp 344 345 346 1508 70 100 20 338-339 143 345 346 347 1500 70 100 Actual (detected) Speed 144 346 347 348 1499 70 100 10 Simulated Speed 145 347 348 349 1100 70 100 146 348 349 350 1501 70 100 0 147 Minnetonka Blvd Off Ramp 349 350 360 1510 70 100 1 2 3 4 5 6 7 8 9 10 11 12 148 Minnetonka Blvd Off Ramp Minnetonka Blvd On Ramp 350 360 361 975 70 100 149 Minnetonka Blvd On Ramp 360 361 362 1670 70 100 150 361 362 363 1755 70 100 151 WB TH 7 Off Ramp 362 363 364 1502 70 100 152 WB TH 7 Off Ramp WB TH 7 On Ramp 363 364 365 1310 70 100 153 WB TH 7 On Ramp EB TH 7 Off Ramp 364 365 366 292 70 100 70 154 EB TH 7 Off Ramp EB TH 7 On Ramp 365 366 367 1058 70 100 155 EB TH 7 On Ramp 366 367 368 1474 70 100 60 156 367 368 369 1465 70 100 157 368 369 370 1487 70 100 50 158 369 370 371 960 70 100 159 370 371 372 1503 70 100 40 160 371 372 373 1500 70 100 161 TH 62 Off Ramp 372 373 374 1893 70 100 30 162 TH 62 Off Ramp 373 374 375 1045 70 100 348-349 163 TH 62 On Ramp 374 375 376 1045 70 100 20 Actual (detected) Speed 164 TH 62 On Ramp 375 376 377 975 70 100 Simulated Speed 165 376 377 378 1505 70 100 10 166 377 378 379 1071 70 100 167 378 379 380 1120 70 100 0 168 Valley View Road Off Ramp 379 380 381 1499 70 100 1 2 3 4 5 6 7 8 9 10 11 12 169 Valley View Road Off Ramp SB I-494 380 381 8381 1566 70 100 Model Run 1: Base Default Car Following Factors Estimated Free 70 Flow Speeds
SOUTHBO OUND I-494 Link Description Link Geometrics Car From To Receiv- Follow- Node Node ing Length Speed ing From To Node Factor 176 SB I-494 WB I-94/694 On Ramp 300 310 311 1028 70 100 177 WB I-94/694 On Ramp 310 311 312 1604 70 105 178 311 312 313 2021 70 105 179 312 313 314 1917 70 100 180 Bass Lake Road Off Ramp 313 314 315 1535 70 100 181 Bass Lake Road Off Ramp 314 315 316 1289 70 100 182 Bass Lake Road On Ramp 315 316 317 1368 70 100 183 Bass Lake Road On Ramp 316 317 318 1399 70 100 184 317 318 319 2076 70 100 185 318 319 320 1495 70 100 186 319 320 321 1719 70 100 187 320 321 322 1570 70 100 188 321 322 323 2113 70 100 189 Rockford Road Off Ramp 322 323 324 1180 70 100 190 Rockford Road Off Ramp 323 324 325 1077 70 100 191 Rockford Road On Ramp 324 325 326 1015 70 100 192 Rockford Road On Ramp 325 326 327 1447 70 100 193 326 327 328 1547 70 100 194 TH 55 Off Ramp 327 328 329 1341 70 100 195 TH 55 Off Ramp 328 329 330 1199 70 100 196 TH 55 On Ramp 329 330 331 1227 70 100 197 TH 55 On Ramp 330 331 332 927 70 100 198 331 332 333 1096 70 100 199 County Road 6 Off Ramp 332 333 334 804 70 100 200 County Road 6 Off Ramp 333 334 335 1244 65 100 201 County Road 6 On Ramp 334 335 336 1176 65 130 202 County Road 6 On Ramp 335 336 337 971 65 130 203 Carlson Parkway Off Ramp 336 337 338 1022 65 130 204 Carlson Parkway Off Ramp 337 338 339 1635 65 130 205 Carlson Parkway On Ramp 338 339 340 1545 65 130 206 Carlson Parkway On Ramp 339 340 341 747 65 130 207 WB I-394 Off Ramp 340 341 342 771 65 130 208 WB I-394 Off Ramp WB I-394 On Ramp 341 342 343 1291 65 130 209 WB I-394 On Ramp EB I-394 Off Ramp 342 343 344 392 65 100 210 EB I-394 Off Ramp EB I-394 On Ramp 343 344 345 1117 65 100 211 EB I-394 On Ramp 344 345 346 1508 65 100 212 345 346 347 1500 65 100 213 346 347 348 1499 65 100 214 347 348 349 1100 65 120 215 348 349 350 1501 65 120 216 Minnetonka Blvd Off Ramp 349 350 360 1510 70 120 217 Minnetonka Blvd Off Ramp Minnetonka Blvd On Ramp 350 360 361 975 70 120 218 Minnetonka Blvd On Ramp 360 361 362 1670 70 100 219 361 362 363 1755 70 100 220 WB TH 7 Off Ramp 362 363 364 1502 70 100 221 WB TH 7 Off Ramp WB TH 7 On Ramp 363 364 365 1310 70 100 222 WB TH 7 On Ramp EB TH 7 Off Ramp 364 365 366 292 70 100 223 EB TH 7 Off Ramp EB TH 7 On Ramp 365 366 367 1058 70 100 224 EB TH 7 On Ramp 366 367 368 1474 70 100 225 367 368 369 1465 70 100 226 368 369 370 1487 70 100 227 369 370 371 960 70 100 228 370 371 372 1503 70 100 229 371 372 373 1500 70 100 230 TH 62 Off Ramp 372 373 374 1893 70 100 231 TH 62 Off Ramp 373 374 375 1045 70 100 232 TH 62 On Ramp 374 375 376 1045 70 100 233 TH 62 On Ramp 375 376 377 975 70 100 234 376 377 378 1505 70 100 235 377 378 379 1071 70 100 236 378 379 380 1120 70 100 237 Valley View Road Off Ramp 379 380 381 1499 70 100 238 Valley View Road Off Ramp SB I-494 380 381 8381 1566 70 100 Model Run 12 ### ### ### 80 70 60 50 40 30 20 10 0 40 30 334-335 Actual (detected) Speed Simulated Speed 1 2 3 4 5 6 7 8 9 10 11 12 Car Following Factors modified 70 Free Flow Speeds 60 50 modified 20 10 0 70 60 50 40 30 20 10 0 338-339 Actual (detected) Speed Simulated Speed 1 2 3 4 5 6 7 8 9 10 11 12 348-349 Actual (detected) Speed Simulated Speed 1 2 3 4 5 6 7 8 9 10 11 12
Carrying forward Calibration Parameters to Future Designs
Error Checking Model Review Overview Two Parts Modeler Requirements CDOT Reviewer
ISO 9001 What is ISO 9001? ISO 9001:2008 is part of the ISO 9000 family of standards, and is the document that lists the requirements an organization must comply with to become ISO 9001 Registered. ISO 9001 is an internationally recognized Quality Management System. ISO 9001:2008 is focused on meeting customer expectations and delivering customer satisfaction so you must pay attention to the customer. ISO9001 evaluates whether your quality management system is appropriate and effective, while forcing you to identify and implement improvements. Continuous improvement assures your customers benefit by receiving products/services that meet their requirement, and that you deliver consistent performance. Internally, the organization will profit from increased job satisfaction, improved morale, and improved operational results (reduced scrap and increased efficiency). Meeting legal and regulatory requirements benefit the community.
Error Checking - Modeler Requirements What is the Requirement of Modeler Independent d review of models should be conducted prior to submittal to CDOT Error checking involves various reviews of the coded network, coded demands, and default parameters The analyst should document the errors and the approach and techniques used for resolving them
Error Checking - Modeler Requirements Error checking proceeds in three basic stages: Reviewing software errors Reviewing input data Reviewing animation Modeler Required to document inputs for CDOT Review
Error Checking - Modeler Requirements Reviewing Software Errors Should use the latest t version and patch of CORSIM Check the McTrans website for known problems, issues, and updates of TSIS/CORSIM (http://www-mctrans.ce.ufl.edu/)
Error Checking/QA-QC/Model Review Reviewing Input Data Take help from another analyst to detect t data coding errors Data entry errors, eg. entering turn percentage 63% instead of 36% will have a huge impact on the outcome Changing the default values to represent actual travel conditions, eg. Different posted speed values will have impact on level of service
Error Checking - Modeler Requirements Reviewing Freeway Input Data Node locations and link lengths Accel/Decell lane lengths Number of lanes and lane alignment Lane drops/lane adds Ramp meter locations Ramp meter timings Free flow speeds Curvature Grades
Error Checking - Modeler Requirements Reviewing Arterial Input Data Link distances, Stop bar to Stop bar Lane utilization Storage lane lengths Free flow speeds Signal timings Reviewing Traffic volume Input Data Prepare volume database in spreadsheets for easy review
Error Checking/QA-QC/Model Review Reviewing Animation Run the animation at extremely low demand d Trace unexpected slow down of vehicles Uncharacteristic vehicle behavior such as unexpected braking Run the animation 50% of the existing demand level Check for congestion, if occurs then it indicates coding error Check entry/exit links flows through the network
Error Checking - Modeler Requirements Documentation QA/QC Sheets (display of geometry inputs) Diagrams and schematics Confirmation (QA) that Quality Control was conducted
Model Review - CDOT Objectives? Goals Ultimately our goal is to correctly analyze and evaluate projects that can move forward in the planning, design, implementation, and operations phase. Discussion
Model Review CDOT Expect that models are turned in with accompanying documentation Be systematic with Review Process Standardized checklists Reject inadequate model submittals (Don t waste your time!) Formally Accept and acknowledge good modeling efforts Look for Common Mistakes
Model Reviewer Checklist Create a TSIS project folder on local hard drive, copy *.trf (CORSIM input files) into TSIS projects folder Run a single *.trf file with animation activated. If Fatal Errors are observed and the *.trf file does not run, contact the submitter and stop all reviews until a working file with the correct documentation is re-submitted. If the model runs go to next step Review warning messages that are posted in the dialogue box, these will be green text. Warning Messages that require attention and corrective action include the following Warning messages associated with warning signs being located beyond the start of the freeway The model must reach equilibrium Warning messages that indicate vehicles are altering there intended path, e.g. they miss their destination Warning messages indicating no agreement between the calculated link length and the input link length Review Global Parameters in *.trf file. If these parameters are adjusted then look for corresponding documentation as to why those parameters were modified. d
Model Reviewer Checklist Conduct Cursory Review of Animation Compare model documentation of Geometry against the animation Review desired d traffic volume inputs against model animation display of inputs Review signal timings in model against documentation Observe Animation, look for expected congestion, look for unexpected congestion If gross error s are observed stop all reviews, provide information to submitter and continue with the review after the model and documentation is re-submitted. If there are no Gross Error s continue review Thorough Review of model inputs Compare lane schematic and link-node information against QA/QC forms Compare Volume Databases against model inputs If there are error s in coding stop all reviews, provide information to submitter and continue with the review after the model and documentation is re-submitted. If there no errors continue review.
Model Reviewer Checklist Review model outputs Review the summaries of model outputs t provided. Compare results to field observations (if the model is the calibrated model). Do the results make sense? Locations where the results are suspect examine the animation closer If there are model coding issues and/or issues with the performance of the model, inform the submitter of the issues and discuss a course of action. When the issues are resolved move to the next step. Model Approval
Model Reviewer Most Common Issues 1. Traffic Volume Inputs incorrect 2. Geometry Incorrect 3. Traffic Data Incorrect. Look at RT 50 s 4. Signal Timings incorrect or less than optimal 5. Traffic Patterns (volumes) do not seem right, look at O-D or conditional turning % s 6. No congestion? Check volume inputs 7. No congestion after checking volumes, review model limits
Verifying Geometry Blue dots are the model nodes, They do not match real world coordinates. Background image in TRAFED was off by 20%!
Model Reviewer Exercise Open up *.TRF files Run models Look at documentation
95 Express
95 Express Spatial Limits Terminal Access Segment (1/2 Mile) Managed Lane System (10 Miles) Intermediate Access Segment (1/2 Mile) Terminal Access Segment (1/2 Mile)
Temporal Limits: Northbound Peak Periods I-95 - NORTHBOUND DIRECTION 12000 10000 8000 AM PEAK PERIOD PM PEAK PERIOD 15 Min Intervals-95 St 15 Min Intervals-SR 112 15 Min Intervals-62 St 15 Min Intervals-79 St 15 Min Intervals-103 St 15 Min Intervals-125 St 15 M in Intervals-151 St 15 Min Intervals-6 St 15 Min Intervals-Golden Glades 15 Min Intervals-183 Flow Rate (vph) 6000 4000 2000 0 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 Time of Day HOURLY TRAFFIC VOLUME VERSUS TIME OF DAY I-95 - NORTHBOUND DIRECTION FIGURE
No Calibration Establish Calibration Measures of Effectiveness and Statistical Targets [See Section 6.5] Establish Known Global Parameters [See Section 6.3] Calibrate: Critical Congested Points Key Bottlenecks [Freeways Section 6.3] [Arterials Section 6.4] Calibrate: Traffic Volumes Calibrate: System Performance (Speeds) Are All Calibration Targets Met? Yes Process Within Each Calibration Step Field MOE s Acceptable Match? Yes Go to Next Calibration Step Model is Calibrated Model MOE s No Adjust Model Parameters Iterative Process Calibration Targets Less then 5% error in volumes Approximate the speed profile Replicate congestion Primary adjustments Car Following Factors link level Warning Signs
Speed Calibration
Existing Base Model Operations: PM Peak Northbound
Access Justification Critical Design Features Existing freeway congestion Ingress/egress design Proximity of service interchanges Traffic Analysis Results NB HOT intermediate access at NW 81 st Street
Traffic Analysis Results 81 st Street Intermediate Access
Northbound 81 st Street Ingress/Egress
Proximity to Local Access I-95 Northbound NW 81st St NW 95th St Interchange Spacing 10 interchanges/8 miles = 1 ¼ mile 81 st on-ramp to HOT access 1,350 feet Weaving lane length 770 feet HOT access to 95 th Street off-ramp 550 feet
Operational Consideration Type A Weave Type C Weave
NB HOT Access at 81 st Street Operational Characteristics Type C Weave 4 Service Interchanges 950 vph Exit to HOT Lane 2,200 Entry from I-195 Flyover I-95 Northbound 2,900 2,500 2,500 Exit to Exit to PNR 100 Flyover 1,500 2,200 Exit to Turnpike 10,000 7,800 NW 81st St 7,300 7,800 NW 95th St 7,900 6,600 Entrances From Ramp Vol. Weave Vol. I-195/SR 112 NW 62nd St NW 69th St NW 81st St 2,350 vph 780 vph 260vph 870vph 465 vph 198 vph 67 vph 220 vph Total 4,260 vph 950 vph
NB HOT Access at 81 st Street Operational Characteristics Type A Weave 950 vph + 1,400 vph I-95 Northbound Exit to HOT Lane 2,200 Entry from I-195 Flyover 2,900 2,500 2,500 Exit to PNR Exit to 100 Flyover 1,500 Exit to Turnpike 2,200 10,000 7,800 NW 81st St 7,300 7,800 7,900 6,600 NW 95th St 2,900 1,500 2,500 7,300 7,800 6,400
NB HOT Access at 81 st Street Operational Characteristics Type C Weave 6 Service Interchanges 1,400 vph Exit to HOT Lane 2,200 Entry from I-195 Flyover I-95 Northbound 2,900 2,500 2,500 Exit to PNR Exit to 100 Flyover 1,500 Exit to Turnpike 2,200 10,000 7,800 NW 81st St 7,300 7,800 NW 95th St 7,900 6,600 Exits to NW 95th St NW 103rd St NW 119th St NW 125th St NW 135th St NW151st St Total Ramp Vol. 445 vph 660 vph 680 vph 390 vph 685 vph 150 vph 3,010 vph Weave Vol. 234 vph 234vph 234 vph 234 vph 419 vph 45 vph 1,400 vph
NB HOT Access at 81 st Street Operational Characteristics Type C Weave 4 Service Interchanges 950 vph Type A Weave 950 vph + 1,400 vph Type C Weave 6 Service Interchanges 1,400 vph I-95 Northbound Exit to HOT Lane 2,200 Entry from I-195 Flyover 2,900 2,500 2,500 Exit to PNR Exit to 100 Flyover 1,500 Exit to Turnpike 2,200 10,000 7,800 NW 81st St 7,300 7,800 NW 95th St 7,900 6,600 Entrances From I-195/SR 112 NW 62nd St NW 69th St NW 81st St Total Ramp Vol. 2,350 vph 780 vph 260vph 870vph 4,260 vph Weave Vol. 465 vph 198 vph 67 vph 220 vph 950 vph Exits to NW 95th St NW 103rd St NW 119th St NW 125th St NW 135th St NW151st St Total Ramp Vol. 445 vph 660 vph 680 vph 390 vph 685 vph 150 vph 3,010 vph Weave Vol. 234 vph 234 vph 234 vph 234 vph 419 vph 45 vph 1,400 vph
NB HOT Access at 81 st Street Lane Schematic CORSIM Results
NB HOT Access at 81 st Street Lane Schematic CORSIM Results
NB HOT Access at 81 st Street Results Summary Type C Weaves Add Congestion to General Purpose Lanes (GPL) GPL Congestion Causes HOT Congestion HOT Speed Reduction and Egress Queuing Speed Differential is Safety Concern