GROUP EXERCISE IV - Urban Divided

GROUP EXERCISE “IV”- Urban Divided

Prediction of Crash Frequency for IL 64 design as a Divided 6-Lane Street (4D)

IL 64, DuPage County, Illinois:

Study Section: Bloomingdale Road to Main Street-Glen Ellyn

Length of Section = 0.97 miles

AADT= 37,000 vpd

No Horizontal Curves; 2.8% vertical curve west of Shopping Center for 0.35 mi

Driveways – all right-in/right-out

Residential driveways7

Minor commercial driveways (less than 50 parking spaces)7

Major commercial driveways (more than 50 parking spaces) 11

Total # of Driveways25

Proposed Design Cross-Section for Evaluation:

6 12-foot wide lanes with 42 foot wide curbed and landscaped median dividing the opposing directions of travel - Use 4D coefficients

12 foot wide paved shoulders

12 foot wide left turn lanes at all major intersections + 2 side street intersections

Total Lanes on IL-64 is 5 lanes each direction

Total number of Unsignalized Intersections with left turn lanes 2

Evergreen AvPearl Ave

Total number of Unsignalized Intersections with no median opening nor turn lanes 7

Mildred AvDiane Av

Virginia Av

Bernice AvAmy Av

Western AveNewton Ave

Highway illumination on both sides at 200 foot spacing of 400watt HPS on 40 foot mounting height on breakaway poles; Utility poles relocated out of clear zone to right-of-way line

Parking is prohibited

Unsignalized Intersections:

Mildred 700 AADT

Virginia 700 AADT

Bernice 700 AADT

Western 700 AADT

Pearl 1,500 AADT

Diane 700 AADT

Evergreen 700 AADT

Amy 700 AADT

Newton 700 AADT

Signalized Intersections:

Bloomingdale Road16,100 AADT

Shopping Center (north and south) 2,400 AADT

Main Street-Glen Ellyn16,700 AADT

Substantive Safety Performance: 3-years crash data 1986, 1987, 1988

Total Injury

CrashesCrashesDay Night

Rdwy Segment 84 26 57 27

Intersections:Total Injury DayNight

CrashesCrashes

Mildred 9 2 6 3

Virginia 12 3 9 3

Bernice 16 3 11 5

Western 11 4 7 4

Pearl 22 6 16 6

Diane 16 5 11 5

Evergreen 11 4 7 4

Amy 7 4 4 3

Newton 12 5 8 4

Bloomingdale Rd 170 68 122 48

Shopping Center 18 5 13 5

Main St-Glen Ellyn 146 45 100 46

Sub Total: 450 154 314 136

Total Segment +

Intersections: 534 180371 163

Predict the Crash Peformance for the following:

1. Proposed Cross-Section for Segment as Suburban Multilane 4D:

Urban Multilane Base Model Multiple Vehicle Non-Driveway: (See Table 12-3 coefficients)

Nbrmv =e(a + b Ln AADT + Ln L)

= e( + * ln + ln

= e( + + )

= e( )

= crashes per year

Proposed Cross-Section Urban Multilane Base Model Single Vehicle Non-Driveway: (See Table 12-5)

Nbrsv =e(a + b Ln AADT + Ln L)

= e( + * ln + ln

= e( + + )

= e( )

= crashes per year

Driveway Related Crashes (see Table 12-7 coefficients)

Nbrdwu = SUM (nj Nj (AADT/15,000)t )

= x 0.033 (37,000/15,000)1.106

+ x 0.011 (37,000/15,000)1.106

+ x 0.036 (37,000/15,000)1.106

+ x 0.005 (37,000/15,000)1.106

+ x 0.018 (37,000/15,000)1.106

+ x 0.003 (37,000/15,000)1.106

+ x 0.005 (37,000/15,000)1.106

= crashes per year

Nspf rs = N Mulitiple Vehicle (non-driveway) + N Single Vehicle (non-driveway) + Nbrdwy

= + +

= crashes per year

CMF’s for Parking (CMF1r), Roadside Objects (CMF2r), Traversable Median (CMF3r ), Lighting (CMF4r), and Automated Speed Enforcement (CMF5r ) (Table 12-19)

CMF1r = 1 + Ppk* (fpk -1.0)

Where parking is prohibited, Ppk is zero

= 1 + * (fpk -1.0)

= 1.00

CMF2r = foffset x Dfo x pfo + (1 – pfo)

For street lighting poles at 200 foot spacing on 2 sides located 18 feet from travel lane, foffset = 0.0614 (extrapolated), pfo = 0.036 (Tables 12-20 and 12-21)

= x 2 x (5280/ ) x + (1 – )

CMF3r for the 42 foot transversable median without

barrier from Table 12-22 =

Lighting (Table 12-23)

CMF4r = 1- (pnr x (1.0 – 0.72 pinr – 0.83 ppnr ))

For 4D: pnr= 0.410, pinr=0.364, ppnr=0.636

CMF5r for automated speed enforcement

Is 1.00 as there is no automated speed

enforcement for this section of IL 64

Predicted Crash Frequency with CMF’s Applied

Nbr = Nspf rs x CMF1r x CMF2r x CMF3r

= x x x

x x

= crashes per year

Pedestrian Crashes (Table 12-17, Posted SL>30 mph)

Npedr = Nbr x fpedr for 4D, fpedr = 0.019

= x

= crashes per year

Bicycle Crashes (Table 12- 18, Posted SL>30 mph)

Nbiker = Nbr x fbiker for 4U, fbiker = 0.005

= x

= crashes per year

Proposed Base Roadway Predicted Crashes for Segment (multilane Suburban 4D)

Ntotal = Nbr + Npedr + Nbiker

= + +

= crashes per year

Is the Predicted Crash Frequency Performance for the proposed Divided Multilane Cross-Section less than Substantive Safety Performance value?

Predicted Segment Crashes per year =

Substantive Safety Performance =

Is Substantive Safety Performance safer than the Predicted Crash Frequency?

2. Proposed Signalized Intersection of Bloomingdale Road at IL 64 with:

Dual-Left Turn lanes on IL 64 – Single Left Turn lanes on Bloomingdale Road
“Protected Left Turn” phasing on all 4 approaches
Right Turn lanes on all 4 approaches
Overhead Signals with Signal Head per Lane + 2 Signal Indications for each left turn movement
Lighting
Pedestrian Volume = 150 per day
Maximum number of crossing lanes = 10
Two Bus Stops, No Schools, One Alcohol Establishment

Urban Multilane (multiple vehicle crashes w/o ped&bike) (Table 12-19)

Nbimv =exp(a + b ln(AADTMajor) + c ln(AADTMinor)

=exp(-10.99 + 1.07ln(37,000) + 0.23ln(16,100)

= exp( + + )

= exp( )

= crashes per year

Urban Multilane (single vehicle crashes w/o ped & bike) Table 12-25

Nbisv =exp(a + b ln(AADTMajor) + c ln(AADTMinor)

=exp(-10.21 + 0.68ln(37,000) + 0.27ln(16,100)

= exp( + + )

= exp( )

= crashes per year

Nspf int = Nbimv + N bisv

= +

= crashes per year

Intersection Related CMF’s

CMF1i (lttnln) = 0.66 for left turn lanes on all four approaches

CMF2i (prot turn) = 0.944 = 0.78 protected left-turn lanes on four approaches

CMF3i (rttnln) = 0.85 for right turn lanes on major road approaches

CMF4i (Prob rttrn) = none = 1.00

Lighting

CMF5i = 1- 0.38 Pnr

For 4SG intersection type, Table 12-44,

pnr = 0.235

= 1- 0.38 x

CMF6i (Prob rttrn) = none = 1.00

Base Predicted Crashes for Bloomingdale and IL 64

Nbi = Nspf int x CMF1i x CMF2i x CMF3i

x CMF4i x CMF5i x CMF6i

= x x x

x x x

= crashes per year

Urban Multilane Ped and Bike Collisions

1). Number of vehicle-ped collisions per year for base conditions at a signalized intersection

Npedbase = exp(a + b ln(AADTtot) + c ln(AADTmin/AADTmaj) + d ln(PedVol) + e(nlanesx) (Table 12-14)

= exp(-9.53 + 0.40ln(53,100) + 0.26ln(16,100/37,000) + 0.45ln(150) + 0.04(10))

= exp( + + +

= exp( )

= crashes per year

2) Npedi = Npedbase (CMF1p x CMF2p x CMF3p)

CMF1p for Bus Stops (Table 12-28):CMF1p = 2.78

CMF2p for School presence (None, Table 12-29): CMF2p= 1.00

CMF3p for Alcohol Sales presence (Table 12-30): CMF3p= 1.12

= 0.065( x x )

= crashes per year

3) Nbikei = Nbi x fbikei (Table 12-17)

Nbi = 12.74, fbikei = 0.015

Nbikei = x

= crashes per year

Urban Multilane Total Predicted Crash Frequency

Npredicted int = Nbi + Npedi + Nbikei

= + +

= crashes per year

Is the Predicted Crash Frequency Performance for the proposed design for the Intersection of IL 64 with Bloomingdale Road less than the Substantive Safety Performance value?

Predicted Intersection Crash Frequency =

Substantive Safety Performance =

Is Substantive Safety Performance safer than the Predicted Crash Frequency?

Exercise IV – Prediction of Crashes for IL 64-North Avenue proposed Design as a Suburban Multilane Highway