Analyses of Unsignalized Intersections

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Presentation transcript:

Analyses of Unsignalized Intersections Lectures 12 to 13 (Chapters 23) Analyses of Unsignalized Intersections

Types of Unsignalized Intersections Uncontrolled Stop Sign Controlled TWSC AWSC Yield Sign Controlled Roundabout

TWSC Intersections Priority movements

Gap Acceptance Critical gap, tc Follow-up time, tf Veh1 Veh2 tf tmv Minimum gap in the major stream that a minor street driver can accept Cannot be measured directly in the field Drivers behave differently Follow-up time, tf Minimum headway between two consecutive vehicles in the minor stream Can be measured directly in the field Veh1 Veh2 tf tmv

tc and tf Movement tcb, sec tfb, sec Two-lane Major Street Four-lane Major Street Major LT Minor RT Minor TH Minor LT 4.1 6.2 6.5 7.1 6.9 7.5 2.2 3.3 4.0 3.5

Adjustments on tc and tf Values tcHV 1.0, Two-lane major street 2.0, Four-lane major street tcG 0.1, Movements 9 and 12 0.2, Movements 7, 8, 10 and 11 1.0, Otherwise tcT 1.0, With two stage process 0.0, With single stage process t3LT 0.7, Minor-street LT at T-intersection 0.0, Otherwise tfHV 0.9, Two-lane major street 1.0, Four-lane major street

Capacity Conflicting volume, vcx Potential capacity, cpx Figure 23.3 (page 670) Potential capacity, cpx Movement capacity, cmx For minor street LT at T intersection

Average Control Delay, sec/veh Delay and LOS LOS Average Control Delay, sec/veh A B C D E F 0-10 (0-10) >10-15 (10-20) >15-25 (20-35) >25-35 (35-55) >35-50 (55-80) >50 (>80) * (xx ) for signalized intersections

Exercise Using HCS to solve the sample problem given. After the model is set up, try to answer the following questions. Can you duplicate the results given in the example? How many minor movements are involved in the example? Which minor movements have the same potential capacity and movement capacity, i.e., which minor movements are not impeded by higher priority minor movements? What is the basic critical gap and final critical gap for the minor street LT movement? What is the conflicting flow rate for minor street LT movement? Verify the result manually. What is the probability of major street LT movement not blocking the minor street LT movement (i.e., probability of queue free for major street LT movement)? what is the impedance factor for minor street LT movement? How is this factor used for the calculation? What are the movement capacities for the minor street LT and RT movements? What is the capacity for the minor street approach (shared LT and RT lane) What is the control delay for the minor street approach?

Complexities * Upstream Signal Effect Two-stage crossing Flared approach

Roundabout Roundabout is a special type of traffic circle Major differences between roundabout and traffic circle Speed Traffic control Priority of circulating traffic Design vehicle Pedestrian access Parking Direction of circulation Types of roundabout Mini Urban: compact, single-lane, double-lane Rural: single-lane, double-lane

Roundabout Design Elements Inscribed circle diameter Exit width Entry width Splitter island width Circulatory roadway width

Roundabout Operations - HCM Roundabouts introduced in 1997 HCM Method unchanged in HCM 2000 Uses analytical method Only estimates capacity; no guidance on delay or level of service Measured in PCE

FHWA Method Consideration of vehicle types (cars, trucks, motorcycles) Empirical regression model Delay and LOS vc va http://www.tfhrc.gov/safety/00068.pdf

FHWA Method vs. HCM FHWA HCM

Steps to Calculate Roundabout Volumes Turning movements Roundabout volumes

Steps Step 1: Convert trucks and other vehicle types to passenger car equivalents (pce) Step 2: PHF volume adjustment Step 3: Entry volume Step 4: Exit volume Step 5: Circulating volume

Entry Volume Entry volume = sum of entering turning movements

Exit Volume Exit volume = sum of turning movements as shown

Circulating Volume Circulating volume = sum of turning movements as shown

Example: Volume Conversion Turning movements Roundabout volumes PHF = 0.94 East/west: 2% SU trucks/ buses 530 120 70 ? 50 240 100 110 350 140 80 410 90 North/south: 4% SU trucks/buses, 2% combo trucks

Example Step 1: PCE Calculation SB TH: 530 veh (4% SU/bus, 2% combo) % cars (0.94)  1.0 pce/veh = 0.94 % SU/bus (0.04)  1.5 pce/veh = 0.06 % combo (0.02)  2.0 pce/veh = 0.04 fhv = 1.04  530 veh 551 pce

Example Step 1: Completed PCE Calculation Raw Counts PCEs 530 120 70 551 125 73 50 240 100 51 242 101 110 350 140 111 354 141 80 410 90 83 426 94

Example Step 2: PHF Factor PCEs (peak 15 minutes) PCEs (hourly) 586 133 78 111 354 141 51 242 101 83 426 94 551 125 73 54 258 107 118 377 150 88 454 100 141 / 0.94 = 150

Example Step 3: Calculate Entry Volume Entry volume = sum of entering turning movements 797 586 133 78 ? ? ? 54 258 107 ? 419 118 377 150 645 ? ? ? 88 454 100 ? 642

Example Step 4: Calculate Exit Volume Exit volume = sum of turning movements as shown 797 586 133 78 626 ? 424 54 258 107 ? 419 118 377 150 645 ? 610 ? 88 454 100 843 642

Example Step 5: Calculate Circulating Volume Circulating volume = sum of turning movements as shown 797 586 133 78 626 453 424 54 258 107 826 419 118 377 150 645 660 610 628 88 454 100 843 642

Example: Solution Turning movements Roundabout volumes 797 PHF = 0.94 East/west: 2% SU trucks/ buses 530 120 70 626 453 424 50 240 100 826 419 110 350 140 645 660 610 628 80 410 90 843 North/south: 4% SU trucks/buses, 2% combo trucks 642

Example: Capacity Calculation Roundabout volumes Roundabout category? 797 626 453 424 ? 826 419 645 660 610 628 843 642

Example: Capacity Calculation 424 826 Check capacity of each entry 645

Example: Capacity check 200 400 600 800 1000 1200 1400 1600 2000 2400 Circulatory Flow (veh/h) Maximum Entry Flow (veh/h) Entering and circulating flow = 1800 veh/h 826 607 762 Urban & Rural Single- Lane Roundabouts Urban Compact Roundabouts

Example: Capacity Check Entering volume = 645 pce/h Capacity of entry: Single-lane: 762 pce/h Urban compact: 607 pce/h Volume-to-capacity ratio: Single-lane: 645 / 762 = 0.85 AT Urban compact: 645 / 607 = 1.06 OVER What to do when v/c >1.0? Repeat calculation for other approaches What to do when v/c >1.0?

Solution: Capacity Calculation Urban Compact Single-Lane 0.90 0.83 OVER CAPACITY OK (TODAY) 0.57 0.49 1.06 0.85 0.85 0.74

Delay Control delay Geometric delay Total delay = Control + Geometric Includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay Geometric delay Delay experienced by a single vehicle with no conflicting flows Caused by geometric features Total delay = Control + Geometric Typical measure used: control delay

Control Delay Delay equation where: d = control delay, s/veh v = entry flow, veh/h c = capacity, veh/h T = time period = 0.25 h