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HCM 2010 Signalized Intersection Summary
<br />10: EI Camino Real & Oakwood Dr/Dumbarton Ave 9/1812017
<br />Movement
<br />LLEBT
<br />EBR
<br />WBL
<br />WBT
<br />WBR
<br />NBL
<br />NBT
<br />NBR
<br />SBL
<br />SBT
<br />SBR
<br />Lane Configurations
<br />4
<br />4
<br />)
<br />W.
<br />)
<br />TTS
<br />�
<br />Traffic Volume (veh/h)
<br />100
<br />35
<br />125
<br />211
<br />18
<br />61
<br />112
<br />1051
<br />35
<br />74
<br />2000
<br />17
<br />Future Volume (veh/h)
<br />100
<br />35
<br />125
<br />211
<br />18
<br />61
<br />112
<br />1051
<br />35
<br />74
<br />2000
<br />17
<br />Number
<br />5
<br />2
<br />12
<br />1
<br />6
<br />16
<br />3
<br />8
<br />18
<br />7
<br />4
<br />14
<br />Initial Q (Qb), veh
<br />0
<br />0
<br />0
<br />0
<br />0
<br />0
<br />0
<br />1
<br />0
<br />1
<br />4
<br />0
<br />Ped -Bike Adj(A_pbT)
<br />1.00
<br />0.96
<br />0.99
<br />0.96
<br />1.00
<br />0.96
<br />1.00
<br />0.95
<br />Parking Bus, Adj
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />Adj Sat Flow, veh/h/In
<br />1900
<br />1900
<br />1900
<br />1900
<br />1878
<br />1900
<br />1863
<br />1827
<br />1900
<br />1759
<br />1845
<br />1900
<br />Adj Flow Rate, veh/h
<br />104
<br />36
<br />115
<br />220
<br />19
<br />48
<br />117
<br />1095
<br />32
<br />77
<br />2083
<br />15
<br />Adj No. of Lanes
<br />0
<br />1
<br />0
<br />0
<br />1
<br />0
<br />1
<br />3
<br />0
<br />1
<br />3
<br />0
<br />Peak Hour Factor
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />0.96
<br />Percent Heavy Veh, %
<br />0
<br />0
<br />0
<br />0
<br />0
<br />0
<br />2
<br />4
<br />4
<br />8
<br />3
<br />3
<br />Cap, veh/h
<br />267
<br />102
<br />262
<br />398
<br />36
<br />74
<br />145
<br />2296
<br />67
<br />100
<br />2264
<br />16
<br />Arrive On Green
<br />0.36
<br />0.36
<br />0.36
<br />0.36
<br />0.36
<br />0.36
<br />0.08
<br />0.46
<br />0.46
<br />0.06
<br />0.44
<br />0.44
<br />Sat Flow, veh/h
<br />601
<br />284
<br />727
<br />930
<br />100
<br />207
<br />1774
<br />4976
<br />145
<br />1675
<br />5157
<br />37
<br />Grp Volume(v), veh/h
<br />255
<br />0
<br />0
<br />287
<br />0
<br />0
<br />117
<br />732
<br />395
<br />77
<br />1356
<br />742
<br />Grp Sat Flow(s),veh/h/In
<br />1612
<br />0
<br />0
<br />1237
<br />0
<br />0
<br />1774
<br />1663
<br />1796
<br />1675
<br />1679
<br />1836
<br />Q Serve(g_s), s
<br />0.0
<br />0.0
<br />0.0
<br />9.0
<br />0.0
<br />0.0
<br />6.5
<br />15.2
<br />15.2
<br />4.5
<br />38.1
<br />38.1
<br />Cycle Q Clear(g_c), s
<br />11.3
<br />0.0
<br />0.0
<br />20.3
<br />0.0
<br />0.0
<br />6.5
<br />15.2
<br />15.2
<br />4.5
<br />38.1
<br />38.1
<br />Prop In Lane
<br />0.41
<br />0.45
<br />0.77
<br />0.17
<br />1.00
<br />0.08
<br />1.00
<br />0.02
<br />Lane Grp Cap(c), veh/h
<br />631
<br />0
<br />0
<br />509
<br />0
<br />0
<br />145
<br />1534
<br />828
<br />100
<br />1474
<br />806
<br />VIC Ratio(X)
<br />0.40
<br />0.00
<br />0.00
<br />0.56
<br />0.00
<br />0.00
<br />0.81
<br />0.48
<br />0.48
<br />0.77
<br />0.92
<br />0.92
<br />Avail Cap(c a), veh/h
<br />632
<br />0
<br />0
<br />510
<br />0
<br />0
<br />160
<br />1535
<br />828
<br />168
<br />1511
<br />826
<br />HCM Platoon Ratio
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />Upstream Filler(I)
<br />1.00
<br />0.00
<br />0.00
<br />1.00
<br />0.00
<br />0.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />Uniform Delay (d), s/veh
<br />24.1
<br />0.0
<br />0.0
<br />27.3
<br />0.0
<br />0.0
<br />45.1
<br />18.6
<br />18.6
<br />46.4
<br />26.5
<br />26.6
<br />Incr Delay (d2), s/veh
<br />1.9
<br />0.0
<br />0.0
<br />4.5
<br />0.0
<br />0.0
<br />23.8
<br />0.2
<br />0.4
<br />11.5
<br />9.3
<br />15.3
<br />Initial Q Delay(d3),s/veh
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />3.1
<br />0.3
<br />0.2
<br />%its BackOfQ(50 % ),veh/In
<br />5.7
<br />0.0
<br />0.0
<br />7.3
<br />0.0
<br />0.0
<br />4.1
<br />7.0
<br />7.6
<br />2.6
<br />19.7
<br />22.9
<br />LnGrp Delay(d),s/veh
<br />26.0
<br />0.0
<br />0.0
<br />31.8
<br />0.0
<br />0.0
<br />68.9
<br />18.9
<br />19.1
<br />61.0
<br />36.2
<br />42.1
<br />LnGrp LOS
<br />C
<br />C
<br />E
<br />B
<br />B
<br />E
<br />D
<br />D
<br />Approach Vol, veh/h
<br />255
<br />287
<br />1244
<br />2175
<br />Approach Delay, s/veh
<br />26.0
<br />31.8
<br />23.6
<br />39.1
<br />Approach LOS
<br />C
<br />C
<br />C
<br />D
<br />Time
<br />3
<br />4
<br />5
<br />Assigned Phs
<br />2
<br />3
<br />4
<br />6
<br />7
<br />8
<br />Phs Duration (G+Y+Rc), s
<br />40.1
<br />12.2
<br />47.8
<br />40.1
<br />9.8
<br />50.1
<br />Change Period (Y+Rc), s
<br />4.0
<br />4.0
<br />4.0
<br />4.0
<br />4.0
<br />4.0
<br />Max Green Setting (Gmax), s
<br />34.0
<br />9.0
<br />45.0
<br />34.0
<br />10.0
<br />44.0
<br />Max Q Clear Time (g_c+ll), s
<br />13.3
<br />8.5
<br />40.1
<br />22.3
<br />6.5
<br />17.2
<br />Green Ext Time (p -c), s
<br />3.8
<br />0.0
<br />3.6
<br />2.9
<br />0.0
<br />23.8
<br />Intersection Summary
<br />HCM 2010 Ctrl Delay
<br />32.9
<br />HCM 2010 LOS
<br />B
<br />tx
<br />HCM 2010 Signalized Intersection Summary W
<br />10: EI Camino Real & Oakwood Dr/Dumbarton Ave 9/1812017 r
<br />4,\ tCD
<br />ti l
<br />Movement
<br />L EBT
<br />EBR
<br />WBL
<br />WBT
<br />WBR
<br />NBL
<br />NBT
<br />NBR
<br />SBL
<br />SBT
<br />SBI
<br />Lane Configurations
<br />4
<br />4
<br />)
<br />W.
<br />)
<br />TTS
<br />�
<br />Traffic Volume (veh/h)
<br />64
<br />20
<br />65
<br />99
<br />14
<br />52
<br />137
<br />1957
<br />49
<br />166
<br />1469
<br />23 CO
<br />Future Volume (veh/h)
<br />64
<br />20
<br />65
<br />99
<br />14
<br />52
<br />137
<br />1957
<br />49
<br />166
<br />1469
<br />23
<br />Number
<br />5
<br />2
<br />12
<br />1
<br />6
<br />16
<br />3
<br />8
<br />18
<br />7
<br />4
<br />14
<br />Initial Q (Qb), veh
<br />0
<br />1
<br />0
<br />0
<br />2
<br />0
<br />0
<br />0
<br />0
<br />1
<br />0
<br />0
<br />Ped -Bike Adj(A_pbT)
<br />0.96
<br />0.93
<br />0.97
<br />0.91
<br />1.00
<br />0.96
<br />1.00
<br />0.96
<br />Parking Bus, Adj
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />Adj Sat Flow, veh/h/In
<br />1900
<br />1888
<br />1900
<br />1900
<br />1889
<br />1900
<br />1900
<br />1882
<br />1900
<br />1759
<br />1845
<br />1900
<br />Adj Flow Rate, veh/h
<br />65
<br />20
<br />56
<br />100
<br />14
<br />52
<br />138
<br />1977
<br />31
<br />168
<br />1484
<br />3
<br />Adj No. of Lanes
<br />0
<br />1
<br />0
<br />0
<br />1
<br />0
<br />1
<br />3
<br />0
<br />1
<br />3
<br />0
<br />Peak Hour Factor
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />0.99
<br />Percent Heavy Veh, %
<br />5
<br />5
<br />5
<br />0
<br />0
<br />0
<br />0
<br />1
<br />1
<br />8
<br />3
<br />3
<br />Cap, veh/h
<br />140
<br />60
<br />90
<br />173
<br />36
<br />66
<br />170
<br />3143
<br />49
<br />203
<br />3272
<br />7
<br />Arrive On Green
<br />0.15
<br />0.15
<br />0.15
<br />0.15
<br />0.15
<br />0.15
<br />0.09
<br />0.61
<br />0.61
<br />0.12
<br />0.63
<br />0.63
<br />Sat Flow, veh/h
<br />580
<br />334
<br />602
<br />777
<br />186
<br />439
<br />1810
<br />5207
<br />82
<br />1675
<br />5191
<br />10
<br />Grp Volume(v), veh/h
<br />141
<br />0
<br />0
<br />166
<br />0
<br />0
<br />138
<br />1300
<br />708
<br />168
<br />960
<br />527
<br />Grp Sat Flow(s),veh/h/In
<br />1516
<br />0
<br />0
<br />1402
<br />0
<br />0
<br />1810
<br />1712
<br />1864
<br />1675
<br />1679
<br />1843
<br />Q Serve(g_s), s
<br />0.0
<br />0.0
<br />0.0
<br />2.9
<br />0.0
<br />0.0
<br />7.5
<br />24.0
<br />24.1
<br />9.8
<br />14.7
<br />14.7
<br />Cycle Q Clear(g_c), s
<br />8.4
<br />0.0
<br />0.0
<br />11.3
<br />0.0
<br />0.0
<br />7.5
<br />24.0
<br />24.1
<br />9.8
<br />14.7
<br />14.7
<br />Prop In Lane
<br />0.46
<br />0.40
<br />0.60
<br />0.31
<br />1.00
<br />0.04
<br />1.00
<br />0.01
<br />Lane Grp Cap(c), veh/h
<br />287
<br />0
<br />0
<br />277
<br />0
<br />0
<br />170
<br />2067
<br />1125
<br />203
<br />2117
<br />1162
<br />VIC Ratio(X)
<br />0.49
<br />0.00
<br />0.00
<br />0.60
<br />0.00
<br />0.00
<br />0.81
<br />0.63
<br />0.63
<br />0.83
<br />0.45
<br />0.45
<br />Avail Cap(c a), veh/h
<br />381
<br />0
<br />0
<br />365
<br />0
<br />0
<br />271
<br />2079
<br />1131
<br />302
<br />2123
<br />1165
<br />HCM Platoon Ratio
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />Upstream Filler(I)
<br />1.00
<br />0.00
<br />0.00
<br />1.00
<br />0.00
<br />0.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />1.00
<br />Uniform Delay (d), s/veh
<br />39.3
<br />0.0
<br />0.0
<br />40.5
<br />0.0
<br />0.0
<br />44.4
<br />12.7
<br />12.7
<br />43.1
<br />9.6
<br />9.6
<br />Incr Delay (d2), s/veh
<br />1.3
<br />0.0
<br />0.0
<br />2.1
<br />0.0
<br />0.0
<br />9.3
<br />1.5
<br />2.7
<br />11.4
<br />0.7
<br />1.3
<br />Initial Q Delay(d3),s/veh
<br />0.2
<br />0.0
<br />0.0
<br />0.9
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />0.0
<br />1.0
<br />0.0
<br />0.0
<br />%ile BackOfQ(50 % ),veh/In
<br />3.9
<br />0.0
<br />0.0
<br />4.8
<br />0.0
<br />0.0
<br />4.2
<br />11.7
<br />13.1
<br />5.3
<br />7.0
<br />7.9
<br />LnGrp Delay(d),s/veh
<br />40.7
<br />0.0
<br />0.0
<br />43.5
<br />0.0
<br />0.0
<br />53.7
<br />14.2
<br />15.4
<br />55.5
<br />10.3
<br />10.9
<br />LnGrp LOS
<br />D
<br />D
<br />D
<br />B
<br />B
<br />E
<br />B
<br />B
<br />Approach Vol, veh/h
<br />141
<br />166
<br />2146
<br />1655
<br />Approach Delay, s/veh
<br />40.7
<br />43.5
<br />17.1
<br />15.1
<br />Approach LOS
<br />D
<br />D
<br />B
<br />B
<br />3
<br />4
<br />Assigned Phs
<br />2
<br />3
<br />4
<br />6
<br />7
<br />8
<br />Phs Duration (G+Y+Rc), s
<br />19.4
<br />13.4
<br />67.2
<br />19.4
<br />15.9
<br />64.7
<br />Change Period (Y+Rc), s
<br />4.0
<br />4.0
<br />4.0
<br />4.0
<br />4.0
<br />4.0
<br />Max Green Setting (Gmax), s
<br />22.0
<br />15.0
<br />51.0
<br />22.0
<br />18.0
<br />48.0
<br />Max Q Clear Time (g_c+ll ), s
<br />10.4
<br />9.5
<br />16.7
<br />13.3
<br />11.8
<br />26.1
<br />Green Ext Time (p -c), s
<br />1.5
<br />0.1
<br />30.7
<br />1.3
<br />0.2
<br />20.4
<br />Intersection Summary
<br />HCM 2010 Ctrl Delay
<br />18.2
<br />HCM 2010 LOS
<br />B
<br />EI Camino Real Corridor Plan Synchro 8 Report EI Camino Real Corridor Plan 9/18/2017 PM Peak Hour Existing Conditions Synchro 9 Report
<br />AM Peak Hour Existing Conditions W -Trans W -Trans Page 14
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