HomeMy WebLinkAbout993076 APPENDIX D
HCS : Signals Release 3 . 1b
Inter: SH 119 City/St :
Analyst : GC Proj # :
Date: 12/9/99 Period: EX ST ( L) (Ay) PM
E/W St : SH 119 N/S St : FRONTAGE ROAiY
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 2 3 0 1 3 0 2 2 1 1 2 1
LGConfig L TR L TR L T R L T R
Volume 480 1040 850 170 660 140 200 290 220 135 290 560
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 215 35 55 140
Duration 0 . 25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right
SB Right P WB Right
Green 18 . 0 16 . 0 12 . 0 13 . 0 11 . 0 8 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound L 700 3502 0 . 72 0 . 200 41 . 8 D
TR 1844 4882 0 . 98 0 . 378 32 . 6 C 34 . 6 C
Westbound
L 325 0 . 58 0 . 311 40 . 2 D
TR 1579 5075 0 . 51 0 . 311 19 . 0 B 23 . 0 C
Northbound
L 506 3502 0 .42 0 . 144 40 . 6 D
T 963 3610 0 .33 0 . 267 27 . 5 C 28 . 2 C
R 754 1615 0 . 24 0 .467 15 . 2 B
Southbound
L 289 0 . 52 0 . 211 39 . 1 D
T 762 3610 0 .42 0 . 211 32 . 5 C 25 . 9 C
R 772 1615 0 . 57 0 .478 16 . 6 B
Intersection Delay = 31 . 0 (sec/veh) Intersection LOS = C
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: SH 119
City/State :
Analyst : GC
Project No:
Time Period Analyzed: EX ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 480 1040 850 170 660 140 200 290 220 135 290 560
PHF 0 . 95 0 . 95 0 . 90 0 . 90 0 . 95 0 . 90 0 . 95 0 . 90 0 . 90 0 . 90 0 . 90 0 . 95
PK 15 Vol 126 274 236 47 174 39 53 81 61 38 81 147
Hi Ln Vol
Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
s Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No. Lanes 2 3 0 1 3 0 2 2 1 1 2 1
LGConfig L TR L TR L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 215 35 55 140
Adj Flow 505 1801 189 812 211 322 183 150 322 442
InSharedLn
Prop Turns 0 . 39 0 . 14
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type : All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 4 5 3 5 4 3 3 3 3 4
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right
SB Right P WB Right
Green 18 . 0 16 . 0 12 . 0 13 . 0 11 . 0 8 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop .
Appr. / Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 480 0 . 95 505 2 L 505
Thru 1040 0 . 95 1095 3 TR 1801 0 . 39
Right 850 0 . 90 706 0 215
Westbound
Left 170 0 . 90 189 1 L 189
Thru 660 0 . 95 695 3 TR 812 0 . 14
Right 140 0 . 90 117 0 35
Northbound
Left 200 0 . 95 211 2 L 211
Thru 290 0 . 90 322 2 T 322
Right 220 0 . 90 183 1 R 55 183
Southbound
Left 135 0 . 90 150 1 L 150
Thru 290 0 . 90 322 2 T 322
Right 560 0 . 95 442 1 R 140 442
* Value entered by user .
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Ad
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 97 ---- 0 . 950 3502
TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 91 0 . 941 1 . 000 4882
Westbound Sec LT Adj /LT Sat : 0 . 250 475
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 91 0 . 978 1 . 000 5025
Northbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 97 ---- 0 . 950 3502
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - -- 1615
Southbound Sec LT Adj /LT Sat : 0 . 557 1058
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - -- - 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - --- 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group- -
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri .
Sec .
Left L 505 3502 0 . 14 0 . 200 700 0 . 72
Thru TR 1801 4882 0 . 37 0 . 378 1844 0 . 98
Right
Westbound
Pri . 105 1805 0 . 06 0 . 133 241 0 . 44
Sec . 475 0 . 178 84
Left L 189 0 . 311 325 0 . 58
Thru TR 812 5075 0 . 16 0 . 311 1579 0 . 51
Right
Northbound
Pri .
Sec .
Left L 211 3502 0 . 06 0 . 144 506 0 . 42
Thru T 322 3610 0 . 09 0 . 267 963 0 . 33
Right R 183 1615 0 . 11 0 .467 754 0 . 24
Southbound
Pri . 21 1805 0 . 01 0 . 089 160 0 . 13
Sec . 1058 0 . 122 129
Left L 150 0 .211 289 0 . 52
Thru T 322 3610 0 . 09 0 . 211 762 0 .42
Right R 442 1615 0 . 27 0 .478 772 0 . 57
Sum (v/s) critical = 0 . 00
Lost Time/Cycle, L = 0 . 00 sec Critical v/c (X) = 0 . 00
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 72 0 . 200 33 . 7 1 . 054 700 0 . 50 6 . 3 0 . 0 41 . 8 D
TR 0 . 98 0 . 378 27 . 6 0 . 595 1844 0 . 50 16 . 1 0 . 0 32 . 6 C 34 . 6 C
Westbound
L 0 . 58 0 . 311 32 . 8 1 . 000 325 0 . 50 7 .4 0 . 0 40 . 2 D
TR 0 . 51 0 . 311 25 . 4 0 . 699 1579 0 . 50 1 . 2 0 . 0 19 . 0 B 23 . 0 C
Northbound
L 0 . 42 0 . 144 35 . 1 1 . 085 506 0 . 50 2 . 5 0 . 0 40 . 6 D
T 0 . 33 0 . 267 26 . 6 1 . 000 963 0 . 50 0 . 9 0 . 0 27 . 5 C 28 . 2 C
R 0 . 24 0 .467 14 .4 1 . 000 754 0 . 50 0 . 8 0 . 0 15 . 2 B
Southbound
L 0 . 52 0 . 211 32 . 6 1 . 000 289 0 . 50 6 .5 0 . 0 39 . 1 D
T 0 . 42 0 . 211 30 . 7 1 . 000 762 0 . 50 1 . 7 0 . 0 32 . 5 C 25 . 9 C
R 0 . 57 0 .478 16 . 9 0 . 799 772 0 . 50 3 . 1 0 . 0 16 . 6 B
Intersection Delay = 31 . 0 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G 28 . 0 19 . C)
Effective Green Time for Lane Group, g 16 . 00 11 . 00
Opposing Effective Green Time, go 34 . 0 24 . 0
Number of Lanes in Lane Group, N 1 1
Number of Opposing Lanes, No 3 2
Adjusted Left-Turn Flow Rate, Vlt 189 150
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 1801 322
Lost Time for Lane Group, tl 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 4 . 72 3 . 75
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 16 . 49 4 . 24
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 67 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl , gf<=g 0 . 0 0 . 0
Opposing Queue Ratio: qro=1-Rpo (go/C) 0 . 37 0 . 73
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gqc=g 7 . 39 0 . 00
gu =g-gq if gq>=gf, =g-gf if gq<gf 8 . 61 11 . 00
n= (gq-gf) /2 , n>=0 3 . 70 0 . 00
Ptho=1-Plto 1 . 00 1 . 00
P1*=Plt [l+{ (N-1) g/ (gf+gu/Ell+4 . 24) ) ) 1 . 00 1 . 00
Ell (Figure 9-7) 8 . 51 1 . 80
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 25 0 . 36
gdiff=max (gq-gf, 0) 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00) 0 .25 0 . 56
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) }]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 250 0 . 557
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes , flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl , gq<=g
gu =g-gq if gq>=gf, =g-gf if gqcgf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
Ell= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v 189 150
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g 16 . 00 11 . 00
Secondary phase effective green, gq 7 . 39 0 . 00
(From Supplemental Permitted LT Worksheet) , gu 8 . 61 11 . 00
Cycle length, C 90 . 0 Red = (C-g-gq-gu) , r 62 . 0 71 . 0
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa 0 . 05 0 . 04
Primary ph. departures : s/3600, sp 0 . 501 0 . 50_
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 25 0 . 29
XPerm 1 . 94 1 . 06
XProt
XCase 5 5
Queue at beginning of green arrow, Qa 1 . 98 0 . 18
Queue at beginning of unsaturated green, Qu 3 . 64 2 . 96
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 32 . 8 32 . 6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 31 . 0 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: SH 119 City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: EX ST LT AM PM
E/W St : SH 119 N/S St : FRONTAGE RO• :
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 2 3 0 1 3 0 2 2 1 1 2 1
LGConfig L TR L TR L T R L T R
Volume 320 1050 320 240 1300 110 400 355 350 175 280 585
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 80 30 85 145
Duration 0 . 25 Area Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right
SB Right P WB Right
Green 14 . 0 16 . 0 12 . 0 17 . 0 11 . 0 8 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate _
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 545 3502 0 . 62 0 . 156 43 .5 D
TR 1679 5036 0 . 82 0 . 333 22 . 9 C 26 . 9 C
Westbound
L 325 0 . 82 0 . 311 54 . 1 D
TR 1599 5139 0 . 91 0 . 311 30 . 2 C 33 . 9 C
Northbound
L 661 3502 0 . 64 0 . 189 40 . 3 D
T 1123 3610 0 . 35 0 . 311 24 . 8 C 27 . 9 C
R 825 1615 0 . 36 0 . 511 14 .4 B
Southbound
L 281 0 . 69 0 . 211 47 . 4 D
T 762 3610 0 . 41 0 . 211 32 . 3 C 30 . 5 C
R 700 1615 0 . 66 0 . 433 22 .2 C
Intersection Delay = 30 . 7 (sec/veh) Intersection LOS = C
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: SH 119
City/State :
Analyst : GC
Project No :
Time Period Analyzed: EX ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 320 1050 320 240 1300 110 400 355 350 175 280 585
PHF 0 . 95 0 . 95 0 . 90 0 . 90 0 . 95 0 . 90 0 . 95 0 . 90 0 . 90 0 . 90 0 . 90 0 . 95
PK 15 Vol 84 276 89 67 342 31 105 99 97 49 78 154
Hi Ln Vol
% Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No. Lanes 2 3 0 1 3 0 2 2 1 1 2 1
LGConfig L TR L TR L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 80 30 85 145
Adj Flow 337 1372 267 1457 421 394 294 194 311 463
aInSharedLn
Prop Turns 0 . 19 0 . 06
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0
Duration 0 .25 Area Type : All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 4 5 3 5 4 3 3 3 3 4
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right
SB Right P WB Right
Green 14 . 0 16 . 0 12 . 0 17 . 0 11 . 0 8 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop.
Appr. / Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 320 0 . 95 337 2 L 337
Thru 1050 0 . 95 1105 3 TR 1372 0 . 19
Right 320 0 . 90 267 0 80
Westbound
Left 240 0 . 90 267 1 L 267
Thru 1300 0 . 95 1368 3 TR 1457 0 . 06
Right 110 0 . 90 89 0 30
Northbound
Left 400 0 . 95 421 2 L 421
Thru 355 0 . 90 394 2 T 394
Right 350 0 . 90 294 1 R 85 294
Southbound
Left 175 0 . 90 194 1 L 194
Thru 280 0 . 90 311 2 T 311
Right 585 0 . 95 463 1 R 145 463
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Ad-
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 97 - - -- 0 . 950 3502
TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 91 0 . 971 1 . 000 5036
Westbound Sec LT Adj /LT Sat : 0 . 250 475
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 91 0 . 991 1 . 000 5139
Northbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 97 -- -- 0 . 950 3502
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - -- 1615
Southbound Sec LT Adj /LT Sat : 0 . 519 987
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 -- -- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - -- 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group- -
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri .
Sec .
Left L 337 3502 0 . 10 0 . 156 545 0 . 62
Thru TR 1372 5036 0 . 27 0 . 333 1679 0 . 82
Right
Westbound
Pri . 183 1805 0 . 10 0 . 133 241 0 . 76
Sec . 475 0 . 178 84
Left L 267 0 . 311 325 0 . 82
Thru TR 1457 5139 0 . 28 0 . 311 1599 0 . 91
Right
Northbound
Pri .
Sec .
Left L 421 3502 0 . 12 0 . 189 661 0 . 64
Thru T 394 3610 0 . 11 0 . 311 1123 0 . 35
Right R 294 1615 0 . 18 0 .511 825 0 . 36
Southbound
Pri . 73 1805 0 . 04 0 . 089 160 0 . 46
Sec . 987 0 . 122 121
Left L 194 0 . 211 281 0 . 69
Thru T 311 3610 0 . 09 0 . 211 762 0 . 41
Right R 463 1615 0 . 29 0 . 433 700 0 . 66
Sum (v/s) critical = 0 . 00
Lost Time/Cycle, L = 0 . 00 sec Critical v/c (X) = 0 . 00
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 62 0 . 156 35 . 5 1 . 079 545 0 . 50 5 . 2 0 . 0 43 . 5 D
TR 0 . 82 0 . 333 27 . 5 0 . 667 1679 0 . 50 4 . 5 0 . 0 22 . 9 C 26 . 9 C
Westbound
L 0 . 82 0 . 311 33 . 8 1 . 000 325 0 . 50 20 . 3 0 . 0 54 . 1 D
TR 0 . 91 0 . 311 29 . 8 0 . 699 1599 0 . 50 9 .4 0 . 0 30 . 2 C 33 . 9 C
Northbound
L 0 . 64 0 . 189 33 . 7 1 . 061 661 0 . 50 4 . 6 0 . 0 40 . 3 D
T 0 .35 0 . 311 24 . 0 1 . 000 1123 0 . 50 0 . 9 0 . 0 24 . 8 C 27 . 9 C
R 0 .36 0 . 511 13 . 2 1 . 000 825 0 . 50 1 . 2 0 . 0 14 . 4 B
Southbound
L 0 . 69 0 . 211 34 .4 1 . 000 281 0 . 50 13 . 1 0 . 0 47 . 4 D
T 0 .41 0 . 211 30 . 6 1 . 000 762 0 . 50 1 . 6 0 . 0 32 . 3 C 30 . 5 C
R 0 . 66 0 . 433 20 . 3 0 . 857 700 0 . 50 4 . 9 0 . 0 22 . 2 C
Intersection Delay = 30 . 7 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G 28 . 0 19 . 0
Effective Green Time for Lane Group, g 16 . 00 11 . 00
Opposing Effective Green Time, go 30 . 0 28 . 0
Number of Lanes in Lane Group, N 1 1
Number of Opposing Lanes, No 3 2
Adjusted Left-Turn Flow Rate, Vlt 267 194
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 1372 394
Lost Time for Lane Group, tl 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 6 . 68 4 . 85
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 12 . 56 5 . 18
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 67 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gfc=g 0 . 0 0 . 0
Opposing Queue Ratio: qro=1-Rpo (go/C) 0 .44 0 . 69
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gqc=g 0 . 89 0 . 00
gu =g-gq if gq>=gf , =g-gf if gq<gf 15 . 11 11 . 00
n= (gq-gf) /2 , n>=0 0 .44 0 . 00
Ptho=1-Plto 1 . 00 1 . 00
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00
Ell (Figure 9-7) 5 . 38 1 . 93
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 25 0 . 36
gdiff=max (gq-gf, 0) 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+P1 (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 25 0 . 52
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
fit 0 . 250 0 . 519
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SE
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600fluo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl , gq<=g
gu =g-gq if gq>=gf , =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (Ell-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v 267 194
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g 16 . 00 11 . 00
Secondary phase effective green, gq 0 . 89 0 . 00
(From Supplemental Permitted LT Worksheet) , gu 15 . 11 11 . 00
Cycle length, C 90 . 0 Red = (C-g-gq-gu) , r 62 . 0 71 . 0
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa 0 . 07 0 . 05
Primary ph. departures : s/3600 , sp 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 14 0 . 27
XPerm 2 . 74 1 .. 47
XProt
XCase 5 5
Queue at beginning of green arrow, Qa 3 . 67 1 . 40
Queue at beginning of unsaturated green, Qu 4 . 66 3 . 83
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 33 . 8 34 . 4
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur . Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 30 . 7 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: SH 66 City/St :
Analyst : GC Proj # : //� l
Date : 12/9/99 Period: ST LT ( AM / PM
E/W St : SH 119 N/S St : FRONTAGE ROAD ��
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 1 1 1 1 1 1 1 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Volume 200 650 325 35 475 25 200 30 35 65 55 50
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 80 0 10 10
Duration 0 . 25 Area Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 11 . 0 28 . 0 13 . 0 12 . 0
Yellow 0 . 0 3 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 75 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 329 0 . 67 0 . 520 23 . 8 C
T 988 1900 0 . 73 0 . 520 18 . 7 B 18 . 0 B
R 840 1615 0 . 32 0 . 520 11 . 4 B
Westbound
L 197 527 0 . 20 0 . 373 18 . 1 B
T 709 1900 0 . 74 0 . 373 27 . 4 C 26 . 2 C
R 603 1615 0 . 05 0 . 373 15 . 1 B
Northbound
L 468 0 .47 0 . 333 22 . 5 C
T 633 1900 0 . 05 0 .333 17 . 1 B 21 . 3 C
R 538 1615 0 . 05 0 . 333 17 . 1 B
Southbound
L 224 1398 0 .32 0 . 160 31 . 7 C
T 304 1900 0 . 20 0 . 160 28 . 8 C 29 . 9 C
R 258 1615 0 . 17 0 . 160 28 . 6 C
Intersection Delay = 21 . 3 (sec/veh) Intersection LOS = C
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: SH 66
City/State :
Analyst : GC
Project No:
Time Period Analyzed: ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA _
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 200 650 325 35 475 25 200 30 35 65 55 50
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 56 181 90 10 132 7 56 8 10 18 15 14
Hi Ln Vol
Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No . Lanes 1 1 1 1 1 1 1 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 80 0 10 10
Adj Flow 222 722 272 39 528 28 222 33 28 72 61 44
oInSharedLn
Prop Turns
NumPeds 0 0 0 0
NumEus 0 0 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type : All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 11 . 0 28 . 0 13 . 0 12 . 0
Yellow 0 . 0 3 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 75 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop .
Appr. / Mvt Flow No . Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 200 0 . 90 222 1 L 222
Thru 650 0 . 90 722 1 T 722
Right 325 0 . 90 272 1 R 80 272
Westbound
Left 35 0 . 90 39 1 L 39
Thru 475 0 . 90 528 1 T 528
Right 25 0 . 90 28 1 R 0 28
Northbound
Left 200 0 . 90 222 1 L 222
Thru 30 0 . 90 33 1 T 33
Right 35 0 . 90 28 1 R 10 28
Southbound
Left 65 0 . 90 72 1 L 72
Thru 55 0 . 90 61 1 T 61
Right 50 0 . 90 44 1 R 10 44
* Value entered by user .
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat : 0 . 173 330
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
Westbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 278 527
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- -- 1615
Northbound Sec LT Adj /LT Sat : 0 . 618 1175
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - --- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 --- - 0 . 736 1398
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 193 1805 # 0 . 11 0 . 107 193 1 . 00
Sec . 29 330 0 . 09 0 .413 136 0 . 21
Left L 222 0 . 520 329 0 . 67
Thru T 722 1900 0 . 38 0 . 520 988 0 . 73
Right R 272 1615 0 . 17 0 . 520 840 0 . 32
Westbound
Pri .
Sec .
Left L 39 527 0 . 07 0 . 373 197 0 . 20
Thru T 528 1900 # 0 . 28 0 . 373 709 0 . 74
Right R 28 1615 0 . 02 0 . 373 603 0 . 05
Northbound
Pri . 217 1805 # 0 . 12 0 . 120 217 1 . 00
Sec . 5 1175 0 . 00 0 .213 251 0 . 02
Left L 222 0 . 333 468 0 . 47
Thru T 33 1900 0 . 02 0 . 333 633 0 . 05
Right R 28 1615 0 . 02 0 . 333 538 0 . 05
Southbound
Pri .
Sec .
Left L 72 1398 # 0 . 05 0 . 160 224 0 . 32
Thru T 61 1900 0 . 03 0 . 160 304 0 . 20
Right R 44 1615 0 . 03 0 . 160 258 0 . 17
Sum (v/s) critical = 0 . 56
Lost Time/Cycle, L = 22 . 00 sec Critical v/c (X) = 0 . 79
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 67 0 . 520 13 . 2 1 . 000 329 0 . 50 10 . 6 0 . 0 23 . 8 C
T 0 . 73 0 . 520 13 . 9 1 . 000 988 0 . 50 4 . 8 0 . 0 18 . 7 B 18 . 0 B
R 0 . 32 0 . 520 10 .4 1 . 000 840 0 . 50 1 . 0 0 . 0 11 . 4 B
Westbound
L 0 . 20 0 . 373 15 . 9 1 . 000 197 0 . 50 2 . 2 0 . 0 18 . 1 B
T 0 . 74 0 . 373 20 .4 1 . 000 709 0 . 50 7 . 0 0 . 0 27 . 4 C 26 . 2 C
R 0 . 05 0 . 373 15 . 0 1 . 000 603 0 .50 0 . 1 0 . 0 15 . 1 B
Northbound
L 0 .47 0 . 333 19 . 0 1 . 000 468 0 . 50 3 .4 0 . 0 22 . 5 C
T 0 . 05 0 . 333 17 . 0 1 . 000 633 0 . 50 0 . 2 0 . 0 17 . 1 B 21 . 3 C
R 0 . 05 0 . 333 17 . 0 1 . 000 538 0 . 50 0 . 2 0 . 0 17 . 1 B
Southbound
L 0 . 32 0 . 160 27 . 9 1 . 000 224 0 . 50 3 . 8 0 . 0 31 . 7 C
T 0 . 20 0 . 160 27 . 3 1 . 000 304 0 .50 1 . 5 0 . 0 28 . 8 C 29 . 9 C
R 0 . 17 0 . 160 27 . 2 1 . 000 258 0 . 50 1 . 4 0 . 0 28 . 6 C
Intersection Delay = 21 . 3 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G 39 . 0 28 . 0 25 . 0 12 . 0
Effective Green Time for Lane Group, g 31 . 00 28 . 00 16 . 00 12 . 00
Opposing Effective Green Time, go 28 . 0 39 . 0 12 . 0 25 . 0
Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 1 1 1 1
Adjusted Left-Turn Flow Rate, Vlt 222 39 222 72
Proportion of Left Turns in Opposing Flow, Pito 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 528 722 61 33
Lost Time for Lane Group, tl 5 . 00 5 . 00 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 4 . 63 0 . 81 4 . 63 1 . 50
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 11 . 00 15 . 04 1 . 27 0 . 69
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 00 1 . 00 1 . 00 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g 0 . 0 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio: qro=1-Rpo (go/C) 0 . 63 0 .48 0 . 84 0 . 67
gq= (4 . 943Voic**0 . 762) (gro**1 . 061) -tl, gq<=g 19 . 51 8 . 11 2 . 21 0 . 00
gu =g-gq if gq>=gf, =g-gf if gq<gf 11 . 49 19 . 89 13 . 79 12 . 00
n= (gq-gf) /2 , n>=0 9 . 75 4 . 06 1 . 10 0 . 00
Ptho=1-Plto 1 . 00 1 . 00 1 . 00 1 . 00
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00 1 . 00
Ell (Figure 9-7) 2 . 14 2 . 56 1 . 39 1 . 36
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (l+Pl) /g 0 . 13 0 . 14 0 . 25 0 . 32
gdiff=max (gq-gf, 0) 0 . 00 0 . 00 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 17 0 .28 0 . 62 0 . 74
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 173 0 . 278 0 . 618 0 . 736
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b) ) ] -tl , gf<=g
Opposing Queue Ratio : qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gqc=g
gu =g-gq if gq>=gf, =g-gf if gqcgf
n= (gq-gf) /2, n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (l+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) }]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT BELT
Adj . LT Vol from Vol Adjustment Worksheet, v 222 222
v/c ratio from Capacity Worksheet, X 0 . 21 0 . 02
Primary phase effective green, g 31 . 00 16 . 00
Secondary phase effective green, gq 19 . 51 2 . 21
(From Supplemental Permitted LT Worksheet) , gu 11 . 49 13 . 79
Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r 36 . 0 50 . 0
Arrivals : v/ (3600 (max(X, 1 . 0) ) ) , qa 0 . 06 0 . 06
Primary ph. departures : s/3600, sp 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 25 0 . 38
XPerm 0 . 67 0 . 19
XProt 0 . 68 0 . 81
XCase 1 1
Queue at beginning of green arrow, Qa 2 .22 3 . 08
Queue at beginning of unsaturated green, Qu 1 . 20 0 . 14
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 13 . 2 19 . 0
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 21 . 3 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: SH 66 City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: ST LT AM P
E/W St : SH 119 N/S St : FRONTA - ROAD
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 1 1 1 1 1 1 1 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Volume 95 710 215 90 780 15 330 40 80 60 65 150
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 50 5 20 75
Duration 0 . 25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right P WB Right
Green 6 . 0 36 . 0 15 . 0 7 . 0
Yellow 0 . 0 3 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 75 . 0 secs
Intersection Performance Summary _
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 173 0 . 61 0 .560 32 . 0 C
T 1064 1900 0 . 74 0 .560 12 . 9 B 14 . 1 B
R 904 1615 0 . 20 0 . 560 8 . 7 A
Westbound
L 251 522 0 .40 0 .480 17 . 2 B
T 912 1900 0 . 95 0 .480 34 . 9 C 32 . 8 C
R 775 1615 0 . 01 0 .480 10 . 2 B
Northbound
L 412 0 . 89 0 . 293 48 . 8 D
T 557 1900 0 . 08 0 . 293 19 .4 B 42 . 1 D
R 474 1615 0 . 14 0 .293 20 . 2 C
Southbound
L 129 1384 0 . 52 0 . 093 46 . 5 D
T 177 1900 0 .41 0 . 093 38 . 8 D 35 .3 D
R 409 1615 0 . 20 0 . 253 23 . 2 C
Intersection Delay = 27 .4 (sec/veh) Intersection LOS = C
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS _
Intersection: SH 66
City/State :
Analyst : GC
Project No:
Time Period Analyzed: ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 95 710 215 90 780 15 330 40 80 60 65 150
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 26 197 60 25 217 4 92 11 22 17 18 42
Hi Ln Vol
Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No . Lanes 1 1 1 1 1 1 1 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 50 5 20 75
Adj Flow 106 789 183 100 867 11 367 44 67 67 72 83
%InSharedLn
Prop Turns
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type: All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 4 3 3 4 3 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right P WB Right
Green 6 . 0 36 . 0 15 . 0 7 . 0
Yellow 0 . 0 3 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 75 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop.
Appr. / Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 95 0 . 90 106 1 L 106
Thru 710 0 . 90 789 1 T 789
Right 215 0 . 90 183 1 R 50 183
Westbound
Left 90 0 . 90 100 1 L 100
Thru 780 0 . 90 867 1 T 867
Right 15 0 . 90 11 1 R 5 11
Northbound
Left 330 0 . 90 367 1 L 367
Thru 40 0 . 90 44 1 T 44
Right 80 0 . 90 67 1 R 20 67
Southbound
Left 60 0 . 90 67 1 L 67
Thru 65 0 . 90 72 1 T 72
Right 150 0 . 90 83 1 R 75 83
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat : 0 . 103 195
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 -- -- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
Westbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 -- -- 0 . 275 522
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - --- 1615
Northbound Sec LT Adj /LT Sat : 0 . 527 1002
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 --- - 1615
Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 728 13E4
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- - - 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 72 1805 # 0 . 04 0 . 040 72 1 . 00
Sec . 34 195 0 . 17 0 . 520 101 0 . 34
Left L 106 0 . 560 173 0 . 61
Thru T 789 1900 0 .42 0 . 560 1064 0 . 74
Right R 183 1615 0 . 11 0 . 560 904 0 . 20
Westbound
Pri .
Sec .
Left L 100 522 0 . 19 0 .480 251 0 .40
Thru T 867 1900 # 0 . 46 0 .480 912 0 . 95
Right R 11 1615 0 . 01 0 .480 775 0 . 01
Northbound
Pri . 265 1805 # 0 . 15 0 . 147 265 1 . 00
Sec . 102 1002 # 0 . 10 0 . 147 147 0 . 69
Left L 367 0 . 293 412 0 . 89
Thru T 44 1900 0 . 02 0 . 293 557 0 . 08
Right R 67 1615 0 . 04 0 . 293 474 0 . 14
Southbound
Pri .
Sec .
Left L 67 1384 0 . 05 0 . 093 129 0 . 52
Thru T 72 1900 0 . 04 0 . 093 177 0 . 41
Right R 83 1615 0 . 05 0 . 253 409 0 . 20
Sum (v/s) critical = 0 . 74
Lost Time/Cycle, L = 16 . 00 sec Critical v/c (X) = 0 . 95
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 61 0 . 560 16 . 9 1 . 000 173 0 . 50 15 . 1 0 . 0 32 . 0 C
T 0 . 74 0 . 560 12 .4 0 . 662 1064 0 . 50 4 . 7 0 . 0 12 . 9 B 14 . 1 B
R 0 . 20 0 . 560 8 . 2 1 . 000 904 0 . 50 0 . 5 0 . 0 8 . 7 A
Westbound
L 0 . 40 0 .480 12 . 5 1 . 000 251 0 . 50 4 . 7 0 . 0 17 . 2 B
T 0 . 95 0 . 480 18 . 7 0 . 796 912 0 . 50 20 . 0 0 . 0 34 . 9 C 32 . 8 C
R 0 . 01 0 . 480 10 . 2 1 . 000 775 0 . 50 0 . 0 0 . 0 10 . 2 B
Northbound
L 0 . 89 0 . 293 24 . 8 1 . 000 412 0 . 50 24 . 0 0 . 0 48 . 8 D
T 0 . 08 0 . 293 19 . 2 1 . 000 557 0 . 50 0 . 3 0 . 0 19 .4 B 42 . 1 D
R 0 . 14 0 . 293 19 .5 1 . 000 474 0 . 50 0 . 6 0 . 0 20 . 2 C
Southbound
I, 0 . 52 0 . 093 32 . 4 1 . 000 129 0 . 50 14 . 2 0 . 0 46 . 5 D
T 0 . 41 0 . 093 32 . 0 1 . 000 177 0 . 50 6 . 8 0 . 0 38 . 8 D 35 . 3 D
R 0 . 20 0 . 253 22 . 0 1 . 000 409 0 . 50 1 . 1 0 . 0 23 . 2 C
Intersection Delay = 27 .4 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G 42 . 0 36 . 0 22 . 0 7 . 0
Effective Green Time for Lane Group, g 39 . 00 36 . 00 11 . 00 7 . 00
Opposing Effective Green Time, go 36 . 0 42 . 0 7 . 0 22 . 0
Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 1 1 1 1
Adjusted Left-Turn Flow Rate, Vlt 106 100 367 67
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 867 789 72 44
Lost Time for Lane Group, tl 5 . 00 5 . 00 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 2 . 21 2 . 08 7 . 65 1 .40
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 18 . 06 16 . 44 1 . 50 0 . 92
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 33 1 . 33 1 . 00 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl , gf<=g 0 . 0 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio: qro=1-Rpo (go/C) 0 . 36 0 . 25 0 . 91 0 . 71
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gq<=g 36 . 35 9 . 04 2 . 83 0 . 00
gu =g-gq if gq>=gf, =g-gf if gqcgf 2 . 65 26 . 96 8 . 17 7 . 03
n= (gq-gf) /2, n>=0 18 . 17 4 . 52 1 .42 0 . 03
Ptho=1-Plto 1 . 00 1 . 00 1 . 00 1 . 03
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00 1 . 00
Ell (Figure 9-7) 2 . 93 2 . 72 1 .41 1 . 37
Ell= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 03
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 10 0 . 11 0 . 36 0 . 57
gdiff=max (gq-gf, 0) 0 . 00 0 . 00 0 . 00 0 . 03
fm= [gf/g] + [gu/g] [1/{1+P1 (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 10 0 . 27 0 . 53 0 . 73
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (i+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 103 0 . 275 0 . 527 0 . 728
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/ {1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ (gu/g] [1/ (1+Plt (E11-l) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SELT
Adj . LT Vol from Vol Adjustment Worksheet, v 106 367
v/c ratio from Capacity Worksheet, X 0 . 34 0 . 69
Primary phase effective green, g 39 . 00 11 . 00
Secondary phase effective green, gq 36 . 35 2 . 83
(From Supplemental Permitted LT Worksheet) , gu 2 . 65 8 . 17
Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r 33 . 0 53 . 0
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa 0 . 03 0 . 10
Primary ph. departures : s/3600 , sp 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 80 0 . 37
XPerm 0 . 54 0 . 37
XProt 0 . 70 1 . 18
XCase 1 2
Queue at beginning of green arrow, Qa 0 . 97 5 . 40
Queue at beginning of unsaturated green, Qu 1 . 07 2 . 69
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 16 . 9 24 . 8
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 27 . 4 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report .
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: FROIyCE ROAD & CR28
Count Date: ST T 1'",',/ll PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 10 130 20 155 250 10 130 10 175 10 10 10
HFR: 11 137 21 163 263 11 137 11 184 11 11 "_1
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0 .00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
• T R L T R L T R
Y Y N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N Y N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 2 2
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
• c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
• c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0 .00
t c
1 stage 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4.1 6.5 5.5 6.9 6.5 5.5 6.9
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3 .3 3 .5 4.0 3 .3
t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 1 .0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3 .3 3.5 4.0 3 .3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 79 137
Potential Capacity 972 893
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 972 893
Probability of Queue free St. 0.81 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 137 263
Potential Capacity 1460 1313
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1460 1313
Probability of Queue free St. 0.89 0 .99
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 168 595
Potential Capacity 763 496
1.00 1.00
Pedestrian Impedance Factor .89
Cap. Adj . factor due to Impeding mvmnt 0.99 0
Movement Capacity 757 440
Probability of Queue free St. 0.99 0.98
Part 2- Second Stage
Conflicting Flows 589 158
Potential Capacity 498 771
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.89 0.99
Movement Capacity 443 799
Part 3- Single Stage
Conflicting Flows 758 753
Potential Capacity 339 341
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.88 0.88
Movement Capacity 299 301
Result for 2 stage process:
0.91 0.91
a
3 .43 0.46
y 367 362
C t
Probability of Queue free St. 0.97 0 .97
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
7 10
Step 4: LT from Minor St.
Part 1- First Stage
168 595
Conflicting Flows 463
Potential Capacity 823
Pedestrian Impedance Factor 1.00 1.00
0.89
Cap. Adj . factor due to Impeding mvmnt 0.99
Movement Capacity 816 411
Part 2- Second Stage
463 95
Conflicting Flows 907
Potential Capacity 554
.00 1.00
Pedestrian Impedance Factor 0 79
Cap. Adj . factor due to Impeding mvmnt 0.86
Movement Capacity 474 719
Part 3- Single Stage
632 689
Conflicting Flows 336
Potential Capacity 369
1 .00 1.00
Pedestrian Impedance Factor 0.86
Maj . L, Min T Impedance factor 0.86
Maj . L, Min T Adj . Imp Factor. 0.89 0.89
0.88 0.72
Cap. Adj . factor due to Impeding mvmnt
Movement Capacity 324 242
Result for 2 stage process:
a 0.91 0.91
1, 3.53 0.54
C t 395 321
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
II I
II
v(vph) 137 11 184 11 11 11
Movement Capacity 395 367 972 321 362 893
Shared Lane Capacity 393 340
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II I
I II I
v(vnh) 11 163 147 184 21 11
C m(vph) 1313 1460 393 972 340 893
v/c 0.01 0.11 0.37 0.19 0.06 0.01
95% queue length
Control Delay 7.8 7.5 19.5 9.6 16.3 9.1
LOS A A C A C A
Approach Delay 14.0 13 .9
Approach LOS 2 E
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROLITWSC) ANALYSIS
Analyst: GC
Intersection: FRONTAGE ROAD 28
Count Date: ST LT AM PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 6 7 8 9 10 11 12
Volume: 20 290 100 200 280 10 155 10 160 10 10 10
HFR: 21 305 105 211 295 11 163 11 168 11 11 11
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
• T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
v_ Y N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N Y N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 2 2
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
• c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0 .00 0.00 0.00 0.00 0 .00 0.00 0.00
t 3,1t 0 .0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t c
1 stage 4 .1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4 .1 4.1 6.5 5.5 6 .9 6 .5 5.5 6.9
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3 .3 3 .5 4.0 3.3
t f,HV 1 .0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3 .3 3.5 4.0 3 .3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 205 153
Potential Capacity 808 873
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 808 873
Probability of Queue free St. 0.79 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 305 295
Potential Capacity 1267 1278
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1267 1278
Probability of Queue free St. 0.83 0.98
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 400 721
Potential Capacity 605 435
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.98 0.83
Movement Capacity 595 363
Probability of Queue free St. 0.98 0.97
Part 2- Second Stage
Conflicting Flows 716 347
Potential Capacity 437 638
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.83 0.98
Movement Capacity 365 628
Part 3- Single Stage
Conflicting Flows 1116 1068
Potential Capacity 209 223
Pedestrian. Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.82 0.82
Movement Capacity 172 183
Result for 2 stage process:
a 0.91 0.91
y 2.47 0.77
C t 268 260
Probability of Queue free St. 0 .96 0.96
Worksheet 76 - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 400 721
Potential Capacity 603 389
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.98 0.83
Movement Capacity 593 325
Part 2- Second Stage
Conflicting Flows 574 200
Potential Capacity 476 789
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.80 0.76
Movement Capacity 381 603
Part 3- Single Stage
Conflicting Flows 974 921
Potential Capacity 209 229
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.79 0.79
Maj . L, Min T Adj . Imp Factor. 0.84 0.84
Cap. Adj . factor due to Impeding mvmnt 0.83 0.66
Movement Capacity 173 151
Result for 2 stage process:
a 0.91 0.91
2.25 0.72
C t 276 230
Worksheet 8 Shared. Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
II
v(vph) 163 11 168 11 11 11
Movement Capacity 276 268 808 230 260 873
Shared Lane Capacity 275 244
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I II I
I II I
v(vph) 21 211 174 168 21 11
C m(vph) 1278 1267 275 808 244 873
v/c 0.02 0.17 0.63 0.21 0.09 0.01
95% queue length
Control Delay 7.9 8.4 38.0 10.6 21.1 9.2
LOS A A E B C A
Approach Delay 24.5 17.1
Approach LOS C C
HCS: Unsignalized Intersections Release 3 .1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: CR2 8 LT ACCE,�5
Count Date: ST AM PM
Time Period:
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 200 5 5 70 30 5
HFR: 211 5 5 74 32 5
PHF: 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.30
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 70
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number cf major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
0 .00 0.00 0.00
t 3,1t 0 .0 0.7 0.0
t c,T:
1 stage 0.00 0 .00 0.00
t
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3 .5 3 .3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0 .00
t f 2.2 3 .5 3 .3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 213
Potential Capacity 832
Pedestrian Impedance Factor 1.00
Movement Capacity 832
Probability of Queue free St. 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 216
Potential Capacity 1366
Pedestrian Impedance Factor 1.00
Movement Capacity 1366
Probability of Queue free St. 1 .00
Maj . L Shared ln. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 297
Potential Capacity 698
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 1.00
Maj . L, Min T Adj . Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 696
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
II
v(vph) 5 32 5
C m(vph) 1366 696 832
v/c 0.00 0.05 0.01
95% queue length
Control Delay 7.6 10.4 9.4
LOS A B A
Approach Delay 10.3
Approach LOS B
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ it 0 70
✓ i2 0 0
S it 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
D maj left 0.0 7.6
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: CR2 ACCESS PM
Count Date: ST LT AM
Time Period:
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 300 15 5 55 5 1
HFR: 316 16 5 58 5 1
PHF: 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
• T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared ln volume, major th vehicles: 0 55
Shared ln volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P by 0 .00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
t c
1 stage 4 .1 6.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3.5 3 .3
t f,HV 0.9 0.9 0.9
P by 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: ET from Minor St. 9 12
Conflicting Flows 324
Potential Capacity 722
Pedestrian Impedance Factor 1.00
Movement Capacity 722
Probability of Queue free St. 1.00
Step 2 . LT from Major St. 4 1
Conflicting Flows 332
Potential Capacity 1239
Pedestrian Impedance Factor 1.00
Movement Capacity 1239
Probability of Queue free St. 1.00
Maj . L Shared in. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 392
Potential Capacity 616
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 1.00
Maj . L, Min T Adj . Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 614
worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II
v(vph) 5 5 1
C m(vph) 1239 614 722
v/c 0.00 0.01 0.00
95% queue length
Control Delay 7.9 10.9 10.0
LOS A B A
Approach Delay 10.8
Approach LOS B
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P oj 1.00 1.00
✓ it 0 55
✓ i2 0 0
S it 1700 1700
S i2 1700 1700
P. oj 1.00 1.00
D maj left 0.0 7.9
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0 .0
HCS: Unsignalized Intersections Release 3 .1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: CR1 & CR2
Count Date: ST L AM PM
Time Period:
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 100 100 1 5 50 25 25 5 1 10 1 75
HFR: 105 105 1 5 53 26 26 5 1 11 1 79
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 C .95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
• Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.C0
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
, T R L T R L T R
I Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 100 50
Shared In volume, major rt vehicles: 1 25
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.7. 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2-2 2.2 3.5 4.0 3 .3 3.5 4.0 3 .3
t. f,HV 0 .9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 106 66
Potential Capacity 954 1004
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 954 1004
Probability of Queue free St. 1.00 0.92
Step 2: LT from Major St. 4 1
Conflicting Flows 106 79
Potential Capacity 1497 1532
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1497 1532
Probability of Queue free St. 1.00 0.93
Maj . L Shared ln. Prob. Queue Free St. 1.00 0.93
Step 3: TH from Minor St. 8 11
Conflicting Flows 406 393
Potential Capacity 537 546
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.92 0.92
Movement Capacity 496 504
Probability of Queue free St. 0.99 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 433 396
Potential Capacity 537 568
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.92 0.91
Maj . L, Min T Adj . Imp Factor. 0.94 0.93
Cap. Adj . factor due to Impeding mvmnt 0.87 0.93
Movement Capacity 465 530
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
I
I II I
v(vph) 26 5 1 11 1 79
Movement Capacity 465 496 954 530 504 1004
Shared Lane Capacity 478 900
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 465 496 954 530 504 1004
Volume 26 5 1 11 1 79
Delay 13.2 12.3 8.8 11.9 12.2 8.9
Q sep 0.10 0.02 0.00 0.03 0.00 0.20
Q sep +1 1.10 1.02 1.00 1.03 1.00 1 .20
round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 478 900
SUM C sep 1915 2038
n 1 1
C act 1915 2038
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II
II I
i
v(vph) 105 5 33 91
C m(vph) 1532 1497 1915 2038
v/c 0.07 0.00 0 .02 0.04
95% queue length
Control Delay 7.5 7.4 6.9 6.8
LOS A A A A
Approach Delay 6.9 6.8
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 0.93 1.00
✓ i1 100 50
✓ i2 1 25
S it 1700 1700
S i2 1700 1700
9. Oj 0.93 1.00
D maj left 7.5 7.4
N number major st lanes 1 1
Delay, rank 1 mvmts 0.5 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: CR11 & CR28
Count Date: ST LT AM a
Time Period:
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 100 200 5 5 50 50 10 5 1 10 5 25
HFR: 105 211 5 5 53 53 11 5 1 11 5 26
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
a Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements i,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 200 50
Shared ln volume, major rt vehicles: 5 50
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4 .1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
„ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3 .5 4.0 3 .3 3.5 4 .0 3 .3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0 .9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2 .2 2.2 3 .5 4.0 3 .3 3.5 4.0 3 .3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 213 79
Potential Capacity 832 987
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 832 987
Probability of Queue free St. 1.00 0.97
Step 2: LT from Major St. 4 1
Conflicting Flows 216 105
Potential Capacity 1366 1499
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1366 1499
Probability of Queue free St. 1.00 0.93
Maj . L Shared ln. Prob. Queue Free St. 1.00 0.92
Step 3 : TH from Minor St. 8 11
Conflicting Flows 539 516
Potential Capacity 452 466
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.92 0.92
Movement Capacity 414 427
Probability of Queue free St. 0.99 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 529 516
Potential Capacity 464 473
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.91 0.90
Maj . L, Min T Adj . Imp Factor. 0.93 0.93
Cap. Adj . factor due to Impeding mvmnt 0.90 0.93
Movement Capacity 418 438
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II
II
I II
v(vph) 11 5 1 11 5 26
Movement Capacity 418 414 832 438 427 987
Shared Lane Capacity 430 668
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 418 414 832 438 427 987
Volume 11 5 1 11 5 26
Delay 13.8 13 .8 9.3 13 .4 13.5 8.7
Q sep 0.04 0.02 0.00 0.04 0.02 0.06
Q sep +1 1.04 1.02 1.00 1.04 1.02 1.06
round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 430 668
SUM C sep 1664 1852
n 1 1
C act 1664 1852
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
I I
v(vph) 105 5 17 42
C m(vph) 1499 1366 1664 1852
v/c 0.07 0.30 0.01 0.02
95% queue length
Control Delay 7.6 7.6 7.2 7.0
LOS A A A A
Approach Delay 7.2 7.0
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
p of 0.93 1.00
✓ it 200 50
✓ i2 5 50
S i1 1700 1700
S i2 1700 1700
5* Oj 0.92 1.00
D maj left 7.6 7.6
N number major st lanes 1 1
Delay, rank 1 mvmts 0.6 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: FRON AGE & ACCESS
Count Date: ST T AM PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 255 240 60 325 310 35
HFR: 268 253 63 342 326 37
PHF: 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y N N Y N N N Y
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3 : TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 268 468
Potential Capacity 691 564
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 691 531
Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 468 521
Potential Capacity 564 535
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 531 535
Part 3- Single Stage
Conflicting Flows 737 989
Potential Capacity 348 249
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.94 0.94
Movement Capacity 328 234
Result for 2 stage process:
a 0.91 0.91
y 1.79 1.25
C t 418 334
Probability of Queue free St. 1.00 1.00
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 268 468
Potential Capacity 758 602
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 758 566
Part 2- Second Stage
Conflicting Flows 297 134
Potential Capacity 734 884
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.94 0.96
Movement Capacity 690 847
Part 3- Single Stage
Conflicting Flows 566 603
Potential Capacity 459 435
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.94 0.94
Maj . L, Min T Adj . Imp Factor. 0.95 0.95
Cap. Adj . factor due to Impeding mvmnt 0.95 0.92
Movement Capacity 438 398
Result for 2 stage process:
a 0.91 0.91
y 1.27 0.43
C t 529 470
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I I
I I I
I I
v(vph) 63 326 37
C m(vph) 1056 529 896
v/c 0.06 0.62 0.04
95% queue length
Control Delay 8.6 22.2 9.2
LOS A C A
Approach Delay 20.9
Approach LOS C
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROLITWSC) ANALYSIS
Analyst: GC
Intersection: PROW GE ROAD &CCESS
Count Date: ST L AM PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 360 365 70 480 320 80
HFR: 379 384 74 505 337 84
PHF: 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
°s Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y N N Y N N N Y
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 2 2
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.5 6.9
t c,hv 2.0 2.0 2.0
t by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
2 stage 0.00 1.00 0.00
t c
1 stage 4.1 6.8 6.9
2 stage 4.1 5.8 6.9
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3.5 3 .3
t f,HV 1.0 1.0 1.0
P by 0 .00 0.00 0.00
t f 2.2 3.5 3 .3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 189
Potential Capacity 826
Pedestrian Impedance Factor 1.00
Movement Capacity 826
Probability of Queue free St. 0.90
Step 2: LT from Major St. 4 1
Conflicting Flows 763
Potential Capacity 859
Pedestrian Impedance Factor 1.00
Movement Capacity 859
Probability of Queue free St. 0.91
7a - Computation of the effect of Two-stage gap acceptance
11
8
______________
_ rom Minor St. 653
__ ___________
467
Last Stage ____
____ ----- --_ 379
r Flows 618 1.00
�Ppe 1.00 0 00
d octor Imp t 1.00 .91
,n Impedanceeding m� 618
factor due to Impeding 1.00 ___---
1.00 __________________
pacity _-___
i of queue free St. ____.._-
_________________
______________________
u 0ond Stage ------ 763
--�--��- 416
__Flow________ 6 653 1.00 7-l-ig Flows 1.00
it Capacity1.00
d Factor t 0 .91 416
0
y i Impedanceeding mvmn 427 _____________
factor due to Impeding __________________
t Capacity ----
______-____
ingle Stage __ 1416
--- 1032
___ _____________ 139 ___ __
Flows 235 1.00
cling CO
1 Capacity 0.91
era d e Factor 1t 0 .91 1
a an Impedance ________
,o.� . factor due to Impeding m�m�n _______________________________
Capacity ____________21_____
:nt CaP _____
____________
___ _______
t stage process: 0.91
or 2 __
___ ______________ __ 0.91
1.39
1.90 230
323 1.00
1.00 ______________________________
Ability of Queue free St.
__________________
sheet 7b - Computation of the effect of Two-stage gap acceptance
10
7
_____ __________
• LT from Minor St. _ 653
Stage ____379_____
First _ --""-
- - --"- 485
_-_______Flow_______ 6 9 1.00
3 8• ;cling Flows 1.00 0.91
< crian Capacity 1.00
factor
e to oc Imp t 1 ------
h Impeding mvmr� 668 ____________________
r. Adz
factor due Imp _--___
� -gent Capacity ______
--- 400-__- 189
Second Stage __________________
rt 2-____________________ 830
Flows 652 1.00
noting 1.00 0.90
> :ntri Capacity 0.91
Impedance Factor t .90 ____________
Impeding mvmn 96 --
to ImP ______________
745
- Adj . factor due -_--_
�.ment Capacity _---—--"
-_-_842
Single Stage ___
________779-t 3- ___ __
_____ - 307
_________Flows_________ 337 9 1.00
-_tents ing 1.00 0.91
potential Capacity 0.91.
Impedance Factor0.93
r-j .s L,Mi 0 .91 0.84 CapL. Min T Impedance factor
' Imp Factor. 0.93
L, Min T Adj . Impeding mamnt _____________
•�-� � due to ImP 315 ------""-
factor -___________________________
Ant . ____________
Capacity _______________
••-.vement CaP -_______-
HCS : Signals Release 3 . 1b
Inter: FRONTAGE RD - SITE ACCESS City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: ST L 1 � ... PM
E/W St : SITE ACCESS N/S St : FRONTA ROAD
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 0 0 0 1 0 1 0 1 1 1 1 0
LGConfig L R T R L T
Volume 310 35 240 255 60 325
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 5 5
Duration 0 . 25 Area Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left
Thru Thru P
Right Right P
Peds Peds
WB Left P SB Left P
Thru Thru P
Right P Right
Peds Peds
NB Right P EB Right
SB Right WB Right
Green 30 . 0 35 . 0
Yellow 3 . 0 3 . 0
All Red 2 . 0 2 . 0
Cycle Length: 75 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
Westbound
L 722 1805 0 .48 0 .400 18 . 9 B
18 . 5 B
R 646 1615 0 . 05 0 .400 13 . 9 B
Northbound
T 887 1900 0 . 30 0 .467 13 . 3 B 6 . 6 A
R 1615 1615 0 . 17 1 . 000 0 . 2 A
Southbound
L 497 1066 0 . 13 0 .467 11 . 9 B
T 887 1900 0 . 41 0 . 467 14 . 6 B 14 . 1 B
Intersection Delay = 12 .3 (sec/veh) Intersection LOS = B
HCS : Signals Release 3 . 1b
Phone: Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: FRONTAGE RD - SITE ACCESS
City/State :
Analyst : GC
Project No:
Time Period Analyzed: ST LT AM PM
Date: 12/9/99
East/West Street Name : SITE ACCESS
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 310 35 240 255 60 325
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 86 10 67 71 17 90
Hi Ln Vol
% Grade 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
% Heavy Veh 0 0 0 0 0 0
No . Lanes 0 0 0 1 0 1 0 1 1 1 1 0
LGConfig L R T R L T
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 5 5
Adj Flow 344 33 267 278 67 361
%InSharedLn
Prop Turns
NumPeds 0 0 0
NumBus 0 0 0 0 0 0
Duration 0 . 25 Area Type : All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left NB Left
Thru Thru P
Right Right P
Peds Peds
WB Left P SB Left P
Thru Thru P
Right P Right
Peds Peds
NB Right P EB Right
SB Right WB Right
Green 30 . 0 35 . 0
Yellow 3 . 0 3 . 0
All Red 2 . 0 2 . 0
Cycle Length: 75 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop .
Appr. / Mvt Flow No . Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 0
Thru 0
Right 0
Westbound
Left 310 0 . 90 344 1 L 344
Thru 0
Right 35 0 . 90 33 1 R 5 33
Northbound
Left 0
Thru 240 0 . 90 267 1 T 267
Right 255 0 . 90 278 1 R 5 278
Southbound
Left 60 0 . 90 67 1 L 67
Thru 325 0 . 90 361 1 T 361
Right 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BE A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat :
Westbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 18C5
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - -- - 1615
Northbound Sec LT Adj /LT Sat :
T 1900 1 , 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 --- - 1615
Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - - -- 0 . 561 1066
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green - -Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri .
Sec .
Left
Thru
Right
Westbound
Pri ,
Sec .
Left L 344 1805 # 0 . 19 0 .400 722 0 .48
Thru
Right R 33 1615 0 . 02 0 .400 646 0 . 05
Northbound
Pri .
Sec .
Left
Thru T 267 1900 0 . 14 0 . 467 887 0 . 30
Right R 278 1615 0 . 17 1 . 000 1615 0 . 17
Southbound
Pri .
Sec .
Left L 67 1066 0 . 06 0 .467 497 0 . 13
Thru T 361 1900 # 0 . 19 0 .467 887 0 .41
Right
Sum (v/s) critical = 0 . 38
Lost Time/Cycle, L = 10 . 00 sec Critical v/c (X) = 0 .44
LEVEL OF SERVICE WORKSHEET _
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
Westbound
L 0 .48 0 .400 16 . 7 1 . 000 722 0 . 50 2 . 2 0 . 0 18 . 9 B
18 . 5 B
R 0 . 05 0 . 400 13 . 8 1 . 000 646 0 . 50 0 . 1 0 . 0 13 . 9 B
Northbound
T 0 . 30 0 .467 12 .4 1 . 000 887 0 . 50 0 . 9 0 . 0 13 . 3 B 6 . 6 A
R 0 . 17 1 . 000 0 . 0 1 . 000 1615 0 . 50 0 .2 0 . 0 0 . 2 A
Southbound
L 0 . 13 0 . 467 11 .4 1 . 000 497 0 . 50 0 . 6 0 . 0 11 . 9 B
T 0 . 41 0 .467 13 . 2 1 . 000 887 0 . 50 1 .4 0 . 0 14 . 6 B 14 . 1 B
Intersection Delay = 12 . 3 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G 35 . 0
Effective Green Time for Lane Group, g 35 . 00
Opposing Effective Green Time, go 35 . 0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-Turn Flow Rate, Vlt 67
Proportion of Left Turns in Opposing Flow, Plto 0 . 00
Adjusted Opposing Flow Rate, Vo 267
Lost Time for Lane Group, tl 5 . 00
Left Turns per Cycle : LTC=V1tC/3600 1 . 40
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 5 . 56
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl , gf<=g 0 . 0
Opposing Queue Ratio : qro=1-Rpo (go/C) 0 . 53
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gq<=g 1 . 97
gu =g-gq if gq>=gf, =g-gf if gq<gf 33 . 03
n= (gq-gf) /2 , n>=0 0 . 98
Ptho=1-Plto 1 . 00
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 .24) ) ) 1 . 00
Ell (Figure 9-7) 1 . 68
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 11
gdiff=max (gq-gf, 0) 0 . 00
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 56
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (l+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 561
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes , flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b) ) ] -tl, gf<=g
Opposing Queue Ratio : qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
Ell= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) }] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/ {1+Plt (E12-1) } ]
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes , flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet) , gu
Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures : s/3600, sp
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 12 . 3 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: FRONTAGE RD - SITE ACCESS City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: ST LT AM PM
E/W St : SITE ACCESS N/S St : FRONTA ROAD
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 0 0 0 1 0 1 0 1 1 1 1 0
LGConfig L R T R L T
Volume 320 80 360 365 70 480
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 5 5
Duration 0 . 25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left NB Left
Thru Thru P
Right Right P
Peds Peds
WB Left P SB Left P
Thru Thru P
Right P Right
Peds Peds
NB Right P EB Right
SB Right WB Right
Green 30 . 0 35 . 0
Yellow 3 . 0 3 . 0
All Red 2 . 0 2 . 0
Cycle Length: 75 . 0 secs
Intersection Performance Summary _
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
Westbound
L 722 1805 0 .49 0 . 400 19 . 2 B
18 . 4 B
R 646 1615 0 . 13 0 .400 14 . 6 B
Northbound
T 887 1900 0 .45 0 .467 15 . 2 B 7 . 8 A
R 1615 1615 0 . 25 1 . 000 0 .4 A
Southbound
L 381 817 0 . 20 0 .467 13 . 0 B
T 887 1900 0 . 60 0 .467 17 . 8 B 17 . 2 B
Intersection Delay = 13 .4 (sec/veh) Intersection LOS = B
HCS : Signals Release 3 . 1b
Phone: Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: FRONTAGE RD - SITE ACCESS
City/State :
Analyst : GC
Project No :
Time Period Analyzed: ST LT AM PM
Date : 12/9/99
East/West Street Name: SITE ACCESS
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 320 80 360 365 70 480
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 89 22 100 101 19 133
Hi Ln Vol
Grade 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
% Heavy Veh 0 0 0 0 0 0
No . Lanes 0 0 0 1 0 1 0 1 1 1 1 0
LGConfig L R T R L T
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 5 5
Adj Flow 356 83 400 400 78 533
oInSharedLn
Prop Turns
NumPeds 0 0 0
NumBus 0 0 0 0 0 0
Duration 0 . 25 Area Type : All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left NB Left
Thru Thru P
Right Right P
Peds Peds
WB Left P SB Left P
Thru Thru P
Right P Right
Peds Peds
NB Right P EB Right
SB Right WB Right
Green 30 . 0 35 . 0
Yellow 3 . 0 3 . 0
All Red 2 . 0 2 . 0
Cycle Length: 75 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop .
Appr. / Mvt Flow No . Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 0
Thru 0
Right 0
Westbound
Left 320 0 . 90 356 1 L 356
Thru 0
Right 80 0 . 90 83 1 R 5 83
Northbound
Left 0
Thru 360 0 . 90 400 1 T 400
Right 365 0 . 90 400 1 R 5 400
Southbound
Left 70 0 . 90 78 1 L 78
Thru 480 0 . 90 533 1 T 533
Right 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat :
Westbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 -- -- 0 . 950 1805
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
Northbound Sec LT Adj /LT Sat :
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 ---- 1615
Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - - -- 0 . 430 817
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri .
Sec .
Left
Thru
Right
Westbound
Pri .
Sec .
Left L 356 1805 # 0 . 20 0 .400 722 0 . 49
Thru
Right R 83 1615 0 . 05 0 .400 646 0 . 13
Northbound
Pri .
Sec .
Left
Thru T 400 1900 0 . 21 0 . 467 887 0 . 45
Right R 400 1615 0 . 25 1 . 000 1615 0 . 25
Southbound
Pri .
Sec .
Left L 78 817 0 . 10 0 .467 381 0 . 20
Thru T 533 1900 # 0 . 28 0 .467 887 0 . 60
Right
Sum (v/s) critical = 0 . 48
Lost Time/Cycle, L = 10 . 00 sec Critical v/c (X) = 0 . 55
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios IInf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
Westbound
L 0 . 49 0 .400 16 . 8 1 . 000 722 0 . 50 2 . 4 0 . 0 19 . 2 B
18 . 4 B
R 0 . 13 0 . 400 14 . 2 1 . 000 646 0 . 50 0 . 4 0 . 0 14 . 6 B
Northbound
T 0 . 45 0 . 467 13 . 5 1 . 000 887 0 . 50 1 . 7 0 . 0 15 . 2 B 7 . 8 A
R 0 . 25 1 . 000 0 . 0 1 . 000 1615 0 . 50 0 .4 0 . 0 0 . 4 A
Southbound
L 0 . 20 0 .467 11 . 8 1 . 000 381 0 . 50 1 . 2 0 . 0 13 . 0 B
T 0 . 60 0 .467 14 . 8 1 . 000 887 0 . 50 3 . 0 0 . 0 17 . 8 B 17 . 2 B
Intersection Delay = 13 .4 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G 35 . 0
Effective Green Time for Lane Group, g 35 . 00
Opposing Effective Green Time, go 35 . 0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-Turn Flow Rate, Vlt 78
Proportion of Left Turns in Opposing Flow, Plto 0 . 00
Adjusted Opposing Flow Rate, Vo 400
Lost Time for Lane Group, tl 5 . 00
Left Turns per Cycle : LTC=V1tC/3600 1 . 63
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 8 . 33
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g 0 . 0
Opposing Queue Ratio: qro=1-Rpo (go/C) 0 . 53
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gqc=g 6 . 43
gu =g-gq if gq>=gf, =g-gf if gq<gf 28 . 57
n= (gq-gf) /2 , n>=0 3 . 21
Ptho=1-Plto 1 . 00
Pl*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00
Ell (Figure 9-7) 1 . 90
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (l+Pl) /g 0 . 11
gdiff=max (gq-gf, 0) 0 . 00
fm= [gf/g] + [gu/g] [1/{1+Pl (Ell-1) }] , (min=fmin;max=1 . 00) 0 . 43
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 430
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SE
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b) 11 -tl , gf<=g
Opposing Queue Ratio : qro=1-Rpo (go/C)
gq= (4 . 943Vo1c**0 . 762) (gro**1 . 061) -tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max(gq-gf, 0)
fm= [gf/gl + [gu/g] [1/{l+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (l+Plt (E11-l) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
fit Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet) , gu
Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures : s/3600 , sp
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 13 . 4 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report .
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