tugas hcm gue

8/12/2019 TUGAS HCM gue

1/7

TH RT1 TH RT1 LT TH RT1

633 33 383 33 53 523 63

5 5 8 8 8 8 8

0.9 0.9 0.9

P P P

4 3 3

D

I

A

G

R

A

M 1

Timing G = 26.0

Y = 4.0

G = Y =

Protected turns Permitted turns Cycle length, C = 70.0 s

Notes1. RT volumes, as shown, exclude RTOR.

2. Approach pedestrian and bicycle volumes are those that conflict with right turns from the subject approach.

3. Refer to Equation 16-2.

G = 36.0

Y = 4.0

G = Y = G = Y = G = Y = G = Y = G = Y =

Signal Phasing Plan

2 3 4 5 6 7 8

Bus stopping, NB (buses/h) 0 0 0 0

Min. timing for pedestrians,3 Gp (s) 14.26 14.26 10.76 10.76

Parking (Y or N) N N N N

Parking maneuvers, Nm (maneuvers/h) 0 0 0 0

Approach pedestrian volume,2 vped (p/h) 11 11 11 11

Approach bicycle volume,2 vbic (bicycles/h) 20 20 20 20

Arrival type, AT 2

Extension of effective green time, e (s)

Start-up lost time, l1 (s)

Pretimed (P) or actuated (A) P

Peak-hour factor, PHF 0.9

% heavy vehicles, % HV 5 5 5 5 8

INPUT WORKSHEET

General InformationSite Information

Analyst WLL

Agency or Company eCEI

Date Performed e4/12/99

Intersection Third Avenue/Main Street Area Type X CBD Oth

Intersection Geometry

grade= 0% 15 ft

= Pedestrian Button

= Lane Width

Show North Arrow

grade= 0%= Through

100(20)

11 ft = Right

11 ft = Left

11 ft

11 ft = Through + Right

100 20

LT

Volume, V (veh/h) 78 48 43 713 43

Volume and Timing Input

EB WB NB SB

LT RT1 LT TH


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LT TH RT LT TH RT LT TH RT

Volume, V (veh/h) 78 633 48 43 713 33 43 383 33

Peak-hour factor, PHF 0.9 0.9 0.9

Adjusted flow rate, vp = V/PHF (veh/h) 86.6667 703 53 48 792 36.6667 48 426 36.66

Lane group

Adjusted flow rate in lane group, v (veh/h) 843 877 510

Proportion1 of LT or RT (PLT or PRT) 0.10277 - 0.06324 0.0545 - 0.04183 0.09368 - 0.071

Base saturation flow, so (pc/h/ln) 1900 1900 1900

Number of lanes, N 2 2 1

Lane width adjustment factor, fw 0.96667 0.96667 1.1

Heavy-vehicle adjustment factor, fHV 0.95238 0.95238 0.92593

Grade adjustment factor, fg 1 1 1

Parking adjustment factor, fp 1 1 1

Bus blockage adjustment factor, fbb 1 1 1

Area type adjustment factor, fa 0.9 0.9 0.9

Lane utilization adjustment factor, fLU 0.95 0.95 1

Left-turn adjustment factor, fLT 0.99489 0.99728 0.99534

Right-turn adjustment factor, fRT 0.99051 0.99373 0.98922

Left-turn ped/bike adjustment factor, fLpb 0.997 0.997 0.999

Right-turn ped/bike adjustment factor, fRpb 0.992 0.995 0.996

Adjusted saturation flow, s (veh/h)

s = so N fw fHV fg fp fbb fa fLU fLT fRT fLpb fRpb2915 2941 1706

Saturation Flow Rate (see Exhibit 16-7 to determine adjustment factors)

Notes

VOLUME ADJUSTMENT AND SATURATION FLOW RATE WORKSHEET

General Information

Project Description Example Problem 1

Volume Adjustment

EB WB NB


3/7

1. PLT = 1.000 for exclusive left-turn lanes, and PRT = 1.000 for exclusive right-turn lanes. Otherwise, they are equal to the proportions of tu


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EB WB NB SB

36 36

36 36

36 36

1 1

48 59

0.094 0.083

0.083 0.094

710 510

4 4

0.929 1.145

13.806 9.917

1 1

10.544 12.589

0.486 0.486

12.981 9.197

23.019 23.411

0 0

0.917 0.906

2.7 2.2

1 1

0.0608 0.0602

0 0

1. Refer to Exhibits C16-4, C16-5, C16-6, C16-7, and C16-8 for case-specific parameters and adjustment factors.

2. For exclusive left-turn lanes, N is equal to the number of exclusive left-turn lanes. For shared left-turn lanes, N is equal to

the sum of the shared left-turn, through, and shared right-turn (if one exists) lanes in that approach.

3. For exclusive left-turn lanes, gf = 0, and skip the next step. Lost time, tL, may not be applicable for protected-permitted

PTHo = 1 PLTo

EL1 (refer to Exhibit C16-3)

EL2 = max*(1 PTHon)/PLTo, 1.0+

fmin = 2(1 + PLT)/g

gdiff = max*gq gf, 0+ (except when left-turn volume is 0)4

0.844 0.941(fmin fm 1.00)

Notes

fLT = fm = [gf/g] +

n = max*(gq gf)/2, 0+

Proportion of LT volume in opposing flow, PLTo

Adjusted flow rate for opposing approach, vo (veh/h)

Lost time for LT lane group, tL

Computation

LT volume per cycle, LTC = vLTC/3600Opposing flow per lane, per cycle,

Opposing platoon ratio, Rpo (refer to Exhibit 16-11)

0.629

gf = G*e0.860(LTC )+ tL gf g (except exclusive

Opposing queue ratio, qro = max*1 Rpo(go/C), 0+

gq = 4.943volc^0.762qro^1.061 tL gq g

gu = g gq if gq gf, or gu = g gf if gq < gf

Proportion of LT volume in LT lane group, PLT

SUPPLEMENTAL WORKSHEET FOR PERMITTED LEFT TURNS OPPOSED BY SINGLE-LANE APPROACH

General Information


Input

Cycle length, C (s) 70

Total actual green time for LT lane group,1 G (s)

Effective permitted green time for LT lane group,1 g (s)

Opposing effective green time, go (s)

Number of lanes in LT lane group,2 N

Adjusted LT flow rate, vLT (veh/h)


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EB WB NB SB

Cycle length, C (s)

Total actual green time for LT lane group,1

G (s) 26 26

Effective permited green time for LT lane group,1g (s) 26 26

Opposing effective green time, g0(s) 26 26

Number of lanes in LT lane group,2N 2 2

Number of lanes in opposing approach, N0 2 2

Adjusted LT flow rate, VLT(veh/h) 86.67 48

Proportion of LT volume in LT lane group,3P LT 0.103 0.054

Adjusted flow rate for opposing aproach, Vo(veh/h) 877 843

Lost time for LT lane group, tL 4 4

LT volume per cycle, LTC = vLTC/3600 1.685 0.929

opposing lane untilization factor, fLUo (refer to volume adjustment

and saturation flow rate worksheet)0.950 0.950

Opposinf flow rate per lane, per cycle

8.972 8.631

gf = G[e-0,860(LTC^0,629)

]- tL gfgf

gu= g-g f if gq


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EB WB NB SB

Effective pedestrian green time,1,2 gp (s) 26 26 36 36

Conflicting pedestrian volume,1 vped (p/h) 11 11 11 11

vpedg = vped (C/gp) 26.9 26.9 19.4 19.4

OCCpedg = vpedg/2000 if (vpedg 1000) or

OCCpedg = 0.4 vpedg/10,000 if (1000 < vpedg 5000) 0.0135 0.0135 0.0097 0.0097

Opposing queue clearing green,3,4 gq (s) 15.928 12.341 12.981 9.197

Effective pedestrian green consumed by opposing

vehicle queue, gq/gp; if gq gp then fLpb = 1.00.613 0.475 0.361 0.255

OCCpedu = OCCpedg *1 0.5(gq/gp)+ 0.0093 0.0103 0.0080 0.0085

Opposing flow rate,3 vo (veh/h) 877 843 710 510

OCCr = OCCpedu *e(5/3600)vo+ 0.014 0.016 0.014 0.017

Number of cross-street receiving lanes,1 Nrec 1 1 2 2

Number of turning lanes,1 Nturn 1 1 1 1

ApbT = 1 OCCr if Nrec = Nturn

ApbT = 1 0.6(OCCr) if Nrec > Nturn0.986 0.984 0.992 0.990

Proportion of left turns,5 PLT 0.103 0.054 0.094 0.083

Proportion of left turns using protected phase,6 PLTA 0 0 0 0

fLpb = 1.0 PLT(1 ApbT)(1 PLTA) 0.9986 0.9991 0.9992 0.9992

Effective pedestrian green time,1,2 gp (s) 26 26 36 36

Conflicting pedestrian volume,1 vped (p/h) 10 10 10 10

Conflicting bicycle volume,1,7 vbic (bicycles/h) 20 20 20 20

vpedg = vped(C/gp) 26.9 26.9 19.4 19.4

OCCpedg = vpedg/2000 if (vpedg 1000), or

OCCpedg = 0.4 vpedg/10,000 if (1000 < vpedg 5000) 0.0135 0.0135 0.0097 0.0097

Effective green,1 g (s) 26 26 36 36vbicg = vbic(C/g) 54 54 39 39

OCCbicg = 0.02 + vbicg/2700 0.040 0.040 0.034 0.034

OCCr = OCCpedg OCCbicg (OCCpedg)(OCCbicg) 0.053 0.053 0.044 0.044

Number of cross-street receiving lanes,1 Nrec 1 1 2 2

Number of turning lanes,1 Nturn 1 1 1 1

ApbT = 1 OCCr if Nrec = Nturn

ApbT = 1 0.6(OCCr) if Nrec > Nturn0.947 0.947 0.974 0.974

Proportion of right turns,5 PRT 0.0632 0.0418 0.0719 0.0986

Proportion of right turns using protected phase,8 PRTA 0 0 0 0

fRpb = 1.0 PRT(1 ApbT)(1 PRTA) 0.997 0.998 0.998 0.997

Notes

1. Refer to Input Worksheet. 5. Refer to Volume Adjustment and Saturation Flow Rate Worksheet.2. If intersection signal timing is given, use Walk + flashing Don't Walk (use G + Y if 6. Ideally determined from field data;

alternatively, assume it equal to no pedestrian signals). If signal timing must be estimated, use (Green Time Lost(1 permitted

phase fLT)/0.95.

Time per Phase) from Quick Estimation Control Delay and LOS Worksheet.7. If vbic = 0 then vbicg = 0, OCCbicg = 0, and OCCr =

OCCpedg.

3. Refer to supplemental worksheets for left turns. 8. PRTA is the proportion of protected green over the total green,

gprot/(gprot

4. If unopposed left turn, then gq = 0, vo = 0, and OCCr = OCCpedu = OCCpedg.+ gperm). If only permitted right-turn phase exists,

then PRTA = 0.

Permitted Right Turns

SUPPLEMENTAL WORKSHEET FOR PEDESTRIAN-BICYCLE EFFECTS ON PERMITTED LEFT TURNS AND RIGHT TURNS

General Information


Permitted Left Turns


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Phase number 1 1 2 2

Phase type P P P P

Lane group

Adjusted flow rate, v (veh/h) 843 877 510 710

Saturation flow rate, s (veh/h) 2915 2941 1706 1695

Lost time, tL (s), tL = l1 Y e 4 4 4 4Effective green time, g (s), g = G Y tL 26 26 36 36

Green ratio, g/C 0.371 0.371 0.514 0.514

Lane group capacity,1 c = s(g/C), (veh/h) 1082 1091 877 871.3

v/c ratio, X 0.78 0.8036 0.582 0.815

Flow ratio, v/s 0.289 0.419

Critical lane group/phase ()

Sum of flow ratios for critical lane groups, Yc

Yc = (critical lane groups, v/s)

Total lost time per cycle, L (s)

Critical flow rate to capacity ratio, Xc

Xc = (Yc)(C)/(C L)

EB WB NB SB

Lane group

Adjusted flow rate,2 v (veh/h) 843 877 510 710

Lane group capacity,2 c (veh/h) 1081.6 1091 877 871.3

v/c ratio,2 X = v/c 0.7797 0.80 0.582 0.815

Total green ratio,2 g/C 0.371 0.37 0.514 0.514

2

Uniform delay, d1 = 0.50 C *1 (g/C)+ (s/veh)

1 *min(1, X)g/C+

19.48 19.73 11.79 14.22

Incremental delay calibration,3 k 0.5 0.5 0.5 0.5

Incremental delay,4 d2

d2 = 900T*(X 1) (X 1)2 e8kIX ](s/veh)

cT

-49.065 -43.72 -93.5 -41.19

Initial queue delay, d3 (s/veh) (Appendix F) 0 0 0 0

Uniform delay, d1 (s/veh) (Appendix F)

Progression adjustment factor, PF 0.926 1.111 1 1

Delay, d = d1(PF) + d2 + d3 (s/veh) -31.02 -21.81 -81.71 -26.96

LOS by lane group (Exhibit 16-2) C C F C

Delay by approach, dA = e(d)(v) (s/veh)

v

LOS by approach (Exhibit 16-2)

Approach flow rate, vA (veh/h)

Intersection delay, dI = (dA)(vA) (s/veh)

vA

Notes

1. For permitted left turns, the minimum capacity is (1 + PL)(3600/C).

2. Primary and secondary phase parameters are summed to obtain lane group parameters.

3. For pretimed or nonactuated signals, k = 0.5. Otherwise, refer to Exhibit 16-13.

4. T = analysis duration (h); typically T = 0.25, which is for the analysis duration of 15 min.

I = upstream filtering metering adjustment factor; I = 1 for isolated intersections.

843 877 510 710

-36.09 Intersection LOS (Exhibit 16-2) D

-81.71 -26.96

C C F C

-31.02 -21.81

0.78

Lane Group Capacity, Control Delay, and LOS Determination

8

CAPACITY AND LOS WORKSHEET

General information

Project DescriptionExample Problem 1

Capacity Analysis

0.69

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