Boston
Atlanta
New York
www.geocomp.com
Technologies to manage risk for infrastructure
Active Risk Management and Sequencing October 7, 2010
Letter No. ARMS-015
Frank Tramontozzi, PE, Chief Engineer
Attn M Shoukry A Elnahal, PE, Director ABP
& Amy Getchell, PM ABP
MassDOT Highway Division
10 Park Plaza
Boston, MA 02116
RE:
Active Risk Management and Sequencing, DCR RFR #387
SUBJECT:
VHB’s Existing Conditions and Model Development Methodology
Memorandum, Updated October 7, 2010
Dear Ms. Getchell,
As you requested, attached is the memorandum from Don Cooke at VHB entitled “Existing
Conditions and Model Development Methodology” dated June 11, 2010 and revised October 7,
2010. This memo provides a revision to the memo previously submitted and includes revisions to
the analysis at Charles Circle to mimic the lane configurations assumed by Jacobs.
Should you have any questions please contact me or Dori Ross at 978-635-0012, or by e-mail at
wam@geocomp.com or dross@geocomp.com.
Sincerely yours,
W. Allen Marr, P.E.
Project Executive
Cc
D. Ross, GCC
D. Cook, VHB
C. Cuevas, GCC
1145 Massachusetts Ave.
Boxborough, MA 01719
Tel 978 635 0012
Fax 978 635 0266
Transportation
Land Development
Environmental
S e r v i c e s
101 Walnut Street
P. O. Box 9151
Watertown, MA 02471-9151
617 924 1770
FAX 617 924 2286
Memorandum
To:
Allen Marr
Dori Ross
Geocomp Corporation
Date:
Project No.:
From:
Donald Cooke, P.E., P.T.O.E.
Re:
June 11, 2010
Revised: October 7, 2010
10989
Existing Conditions and Model
Development Methodology
Executive Summary
To assist the ABP Charles River Basin program in determining potential traffic impacts due to
construction activities within the study area, a Charles River basin subarea travel demand model
was developed for the Active Risk Management and Sequencing contract.
The subarea model was developed based on the Central Transportation Planning Staff (CTPS)
Regional Travel Demand Model. The subarea Charles River basin area includes all of the City of
Cambridge (except North Cambridge), the City of Boston from Charlestown to Allston, the northern
portion of the Town of Brookline, the eastern portion of the Town of Watertown and the
southeastern portion of the City of Somerville. The subarea model was developed to be compatible
with the regional model to allow evaluation of broader characteristics that the subarea was not
designed to assess. The subarea model was calibrated using information provided from a variety of
sources. It can be used to assist in determining traffic pattern shifts due to many factors including
construction, and the origin and destination of bridge users. It provides output that can be used for
detailed operational analyses at many different intersections.
An intersections level of service analysis was also performed as part of this work. The intersections
level of service analysis was conducted using the Synchro software package (version 7.0). Counts
obtained from a variety of sources were utilized to determine the existing conditions at 42 study
intersections (determined from the Phase 1 Charles River Basin Infrastructure Synchronization
Project). It should be noted that several of the 42 study area locations consist of multiple
intersections that were analyzed separately to appropriately model operating conditions. In total, 54
individual signalized intersections and six unsignalized intersections were analyzed to comprise the
42 locations.
This analysis indicated that 27of the signalized intersections operate at LOS E or LOS F during at
least one peak hour, and all six unsignalized intersections operate at LOS E or LOS F during at least
one peak hour. This is indicative of the congested roadway and intersection network within the
basin. These relatively poor levels of peak hour operation highlight the need to closely evaluate and
monitor issues such as traffic during the risk assessment and management process.
As the ABP project’s progress, the travel demand model will allow VHB, as part of the Partners in
Active Risk Management (PARM) team, to review and evaluate any number of construction staging
or project sequencing alternatives as part of the risk analysis. We anticipate this tool being a
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
powerful asset to MassDOT in decision making around the Charles River Basin ABP projects. This
model, tied directly to an intersection analysis tool (Synchro) and interfaced with CTPS’ regional
model, will allow the Partners in Active Risk Management (PARM) team to fully identify and review
all aspects of the transportation environment within the basin.
The establishment of existing conditions, documented herein, represents the first step in
understanding the transportation environment. This data and analysis will serve as a record, and as
the base condition for future alternatives development and evaluation. Subsequent technical
memoranda and reports are anticipated to address and support project sequencing and construction
staging on a bridge by bridge and basin-wide basis.
Introduction
VHB has developed a Charles River basin subarea travel demand model as a tool to assist in the
gathering of transportation related information. This information will support the Partners in Active
Risk Management (PARM) team’s efforts to conduct the active risk management and sequencing
project for the MassDOT’s Accelerated Bridge Program. This memorandum details the
methodology used to develop the model and provides associated accident, capacity and LOS
analyses for a number of locations within the area.
Subarea Model Development
VHB created a focused Charles River basin travel demand model based on and compatible with the
larger Central Transportation Planning Staff (CTPS) regional model. The subarea model includes all
of the City of Cambridge (except North Cambridge), the City of Boston from Charlestown to Allston,
the northern portion of the Town of Brookline, the eastern portion of the Town of Watertown and
the southeastern portion of the City of Somerville. The compatibility between the two models allows
the Charles River basin subarea model to interact with the CTPS regional model to assess broader
characteristics such as regional traffic shifts (i.e., route changes outside the basin area), mode shifts,
and transit mitigation, as well as more detailed pedestrian and bicycle patterns, which are not
included in the subarea model. The subarea model was developed using Caliper’s TransCAD
software.
Code Roadway Network
Using information provided by CTPS and the statewide GIS roadway layer, VHB coded the relevant
roadway segments and intersections within the Charles River basin. The expanded transportation
network also includes identification and coding of internal and external traffic analysis zones
(TAZs). The defined set of 837 TAZs (811 internal and 26 external) will be used to track and
understand trip patterns through and around the study area. The trip patterns will be used to
identify and evaluate anticipated diversions of traffic related to construction activities. Figure 1
illustrates the subarea network, which provides an additional level of roadway and TAZ detail
compared to that available with the CTPS regional model.
Develop Origin-Destination Matrix
VHB developed a morning peak hour (AM) and evening peak hour (PM) Origin-Destination (O-D)
seed matrix based on trip patterns extracted from the CTPS regional travel demand model. This
matrix was utilized to obtain the final calibrated O-D matrix This methodology ensures that the
subarea model is consistent with CTPS’s basic trip patterns within the basin.
Calibrate Seed O-D Matrix
VHB calibrated the O-D matrix based on existing ground counts including both turning movement
counts as well as hourly data. VHB input count data for over 600 nodes as shown in Figure 2.
Additionally, count data were input for a number of roadway segments including Storrow Drive,
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
2
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
Soldier’s Field Road, Greenough Boulevard, I-90, I-93, Route 1, the Callahan and Sumner Tunnels,
among others. These counts were obtained from a variety of sources including:
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EOT
MassDOT
Phase 1 Study (BETA)
CTPS
City of Boston (Boston Transportation Department)
City of Cambridge
Town of Brookline
Private developments (Assembly Square and Harvard University)
VHB (included both in-house data and new data collected as part of this effort)
Based on the counts along with the seed O-D matrix, the TransCAD software established a
compatible O-D matrix that replicated existing morning and evening peak hour volumes.
Calibrate Model
VHB used observed volumes and conditions to calibrate the subarea model.
Model Limitations
The Charles River basin subarea travel demand model has been developed to assist in the
understanding of traffic shifts due to construction activities within the study area. As such, it is not
intended to:
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ƒ
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Forecast future conditions beyond the duration of the ABP program (June 2016) (it is
anticipated that the model will be periodically updated, including incorporating traffic
volume growth, based on newly acquired count data and significant land use changes);
Evaluate regional traffic shifts (i.e., route changes outside the basin area);
Determine mode shifts (ie single occupancy, shared ride, transit, non-vehicular);
Provide detailed modeling of pedestrians and bicyclists.
These limitations in the subarea model will be addressed and supported by interaction with the
CTPS regional model.
Capacity Analysis
VHB utilized the Synchro software package (version 7.0) to evaluate the existing level of service
(LOS) conditions at 42 intersections. These intersections are illustrated in Figure 3, and represent the
same locations evaluated under the Phase 1 Charles River Basin Infrastructure Synchronization
Project completed by the BETA Group, Inc. in August 2008.
Initial Traffic Data Collection
VHB compiled available traffic volume information as detailed above. Further, VHB utilized
available Synchro models from the City of Boston, City of Cambridge, Town of Brookline, Harvard
University, and Assembly Square as the basis for the Synchro model development. These models
were reviewed, supplemented and modified where appropriate based on field work performed by
VHB. Figures 4 through 9 illustrate the morning and evening peak hour traffic volumes at the study
intersections.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
3
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
Capacity and LOS Analysis
Utilizing the Synchro model developed for this study, capacity and level of service (LOS) analyses
were conducted for the 42 study locations. Table 1 and Table 2 summarize the signalized and
unsignalized analyses, respectively. It should be noted that several of the 42 study area locations
consist of multiple intersections that were analyzed separately to appropriately model operating
conditions. In total, 54 signalized intersections and six unsignalized intersections were analyzed
representing the 42 locations.
As shown in Table 1, 27 of the 54 signalized intersections studied operate at LOS D or better during
both the morning and evening peak hours. The remaining 27 signalized intersections operate at
LOS E or LOS F during at least one peak hour. As shown in Table 2, all six unsignalized
intersections operate at LOS E or LOS F during at least one peak hour.
This is indicative of the congested roadway and intersection network within the basin. The high
levels of congestion identified by poor LOS along certain corridors will limit the ability of these
routes to serve as alternate routes during various bridge construction projects. Further, the
identification of intersection by intersection operations will facilitate the identification of problem
areas and related development of mitigation. These relatively poor levels of peak hour operation
highlight the need to closely evaluate and monitor issues such as traffic during the risk assessment
and management process.
As the ABP project’s progress, the travel demand model will allow VHB, as part of the Partners in
Active Risk Management (PARM) team, to review and evaluate any number of construction staging
or project sequencing alternatives as part of the risk analysis. We anticipate this tool being a
powerful asset to MassDOT in decision making around the Charles River Basin ABP projects. This
model, tied directly to an intersection analysis tool (Synchro) and interfaced with CTPS’ regional
model, will allow the Partners in Active Risk Management (PARM) team to fully identify and review
all aspects of the transportation environment within the basin.
The establishment of existing conditions, documented herein, represents the first step in
understanding the transportation environment. This data and analysis will serve as a record, and as
the base condition for future alternatives development and evaluation. Subsequent technical
memoranda and reports are anticipated to address and support project sequencing and construction
staging on a bridge by bridge and basin-wide basis.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
4
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
5
Table 1
Signalized Intersection Capacity Analysis Summary
Existing Conditions
Intersection
Time Period
V/C1
#1 Fresh Pond Parkway/Mount Auburn Street
Weekday Morning
Weekday Evening
0.87
0.87
42
38
D
D
#2 Fresh Pond Parkway/Greenough
Boulevard/Memorial Drive
Weekday Morning
Weekday Evening
0.82
0.89
25
42
C
D
#3 Eliot Bridge/Greenough Boulevard
Weekday Morning
Weekday Evening
>1.20
1.06
>120
>120
F
F
#4 Eliot Bridge/Soldiers Field Road
Weekday Morning
Weekday Evening
0.95
0.90
>120
57
F
E
#5 JFK Street/Mount Auburn Street
Weekday Morning
Weekday Evening
0.59
0.53
24
24
C
C
#6 JFK Street/Memorial Drive
Weekday Morning
Weekday Evening
1.18
1.15
>120
>120
F
F
#7a N. Harvard Street/JFK Street/
Weekday Morning
Weekday Evening
0.75
0.76
34
36
C
D
Weekday Morning
Weekday Evening
0.61
21
C
0.75
44
D
#8 Western Avenue/ North Harvard Street
Weekday Morning
Weekday Evening
0.65
0.68
32
37
C
D
#9a Western Avenue/Soldiers Field Road EB
Weekday Morning
Weekday Evening
0.76
0.74
29
49
C
D
#9b Western Avenue/Soldiers Field Road WB
Weekday Morning
Weekday Evening
0.79
0.92
61
30
E
C
#10 Western Avenue/Memorial Drive
Weekday Morning
Weekday Evening
1.05
1.00
81
66
F
E
#11a Cambridge Street/I-90 Ramps/Double
Tree Hotel
Weekday Morning
Weekday Evening
0.72
0.75
82
41
F
D
#11b Cambridge Street/River Street/
Soldiers Field Road EB
Weekday Morning
Weekday Evening
0.70
0.76
42
35
D
C
#11c Cambridge Street/River Street/
Soldiers Field Road WB
Weekday Morning
Weekday Evening
0.76
0.91
39
70
D
E
#12 River Street/Memorial Drive
Weekday Morning
Weekday Evening
1.16
0.94
>120
48
F
D
#13 BU Bridge/Memorial Drive4
Weekday Morning
Weekday Evening
0.97
0.72
>120
29
F
C
Soldiers Field Road EB
#7b N. Harvard Street/JFK Street/
Soldiers Field Road EB
Source:
Note:
1
2
3
4
Delay2
LOS3
VHB, Inc. using Synchro 7 (Build 763) software.
Shaded cells denote LOS E/F conditions.
V/C – Volume-to-capacity ratio.
Delay – Control delay per vehicle, expressed in seconds.
LOS – Level-of-Service.
Capacity analysis provided for signalized intersection of BU Bridge at Memorial Drive rotary only.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
6
Table 1
Signalized Intersection Capacity Analysis Summary (continued)
Existing Conditions
Intersection
Time Period
V/C1
Delay2
LOS3
#14a BU Bridge/Commonwealth Avenue
Weekday Morning
Weekday Evening
>1.20
1.05
>120
41
F
D
#14b Commonwealth Avenue/Carlton Street
Weekday Morning
Weekday Evening
1.05
1.16
>120
93
F
F
#14c Mountfort Street/Carlton Street
Weekday Morning
Weekday Evening
0.63
0.68
24
23
C
C
#15 Massachusetts Avenue/Prospect Street
Weekday Morning
Weekday Evening
0.75
0.71
25
19
C
B
#16 Massachusetts Avenue/Sidney Street/
Columbia Street
Weekday Morning
Weekday Evening
0.95
0.71
56
40
E
D
#17a Massachusetts Avenue/
Memorial Drive WB Ramps
Weekday Morning
Weekday Evening
0.34
0.62
9
17
A
B
#17b Massachusetts Avenue/
Memorial Drive EB Ramps
Weekday Morning
Weekday Evening
0.54
0.67
9
10
A
A
#18 Beacon Street/Commonwealth Avenue/
Brookline Avenue (Kenmore Square)
Weekday Morning
Weekday Evening
>1.20
>1.20
>120
>120
F
F
#19 Charlesgate West/Beacon Street
Weekday Morning
Weekday Evening
0.70
0.92
94
>120
F
F
#20a Charlesgate West/
Commonwealth Avenue WB
Weekday Morning
Weekday Evening
0.22
0.26
7
12
A
B
#20b Charlesgate West/
Commonwealth Avenue EB
Weekday Morning
Weekday Evening
0.40
0.44
7
15
A
B
#21 Charlesgate East/Beacon Street
Weekday Morning
Weekday Evening
0.37
0.50
12
17
B
B
#22a Charlesgate East/
Commonwealth Avenue WB
Weekday Morning
Weekday Evening
0.36
0.47
15
21
B
C
#22b Charlesgate East/
Commonwealth Avenue EB
Weekday Morning
Weekday Evening
0.49
0.56
15
20
B
B
#23 Bowker Overpass/Boylston Street
Weekday Morning
Weekday Evening
>1.20
0.90
115
66
F
E
#24 Massachusetts Avenue/Beacon Street
Weekday Morning
Weekday Evening
0.74
1.03
28
71
C
E
#25 Massachusetts Avenue/Boylston Street
Weekday Morning
Weekday Evening
0.60
0.71
22
28
C
C
#26 Dartmouth Street/Stuart Street
Weekday Morning
Weekday Evening
0.48
0.54
12
13
B
B
#27 Clarendon Street/Beacon Street
Weekday Morning
Weekday Evening
0.33
0.37
8
9
A
A
Source:
Note:
1
2
3
VHB, Inc. using Synchro 7 (Build 763) software.
Shaded cells denote LOS E/F conditions.
V/C – Volume-to-capacity ratio.
Delay – Control delay per vehicle, expressed in seconds.
LOS – Level-of-Service.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
7
Table 1
Signalized Intersection Capacity Analysis Summary (continued)
Existing Conditions
Intersection
Time Period
V/C1
#28 Berkeley Street/Beacon Street
Weekday Morning
Weekday Evening
0.72
0.95
19
28
B
C
#29 Arlington Street/Beacon Street
Weekday Morning
Weekday Evening
0.83
0.87
23
29
C
C
#30 Arlington Street/Boylston Street
Weekday Morning
Weekday Evening
0.77
0.76
23
22
C
C
#31 Charles Street/Beacon Street
Weekday Morning
Weekday Evening
0.76
0.96
22
40
C
D
#34a Charles Street/Cambridge Street EB/
Storrow Drive EB off-ramp
Weekday Morning
Weekday Evening
0.91
0.88
47
60
D
E
#34b Charles Street/Cambridge Street WB/
Storrow Drive WB on-ramp
Weekday Morning
Weekday Evening
0.60
0.75
19
18
B
B
#35a Nashua Street/O’Brien Highway/
Storrow Drive WB on-ramp (Leverett Circle)
Weekday Morning
Weekday Evening
1.07
>1.20
>120
>120
F
F
#35b O’Brien Highway/Martha Road/I-93 Ramps/
Storrow Drive EB off-ramp (Leverett Circle)
Weekday Morning
Weekday Evening
1.08
1.06
98
118
F
F
#35c Nashua Street/I-93 off-ramps
(Leverett Circle)
Weekday Morning
Weekday Evening
0.53
0.70
29
33
C
C
#36 O’Brien Highway/Land Boulevard
Weekday Morning
Weekday Evening
>1.20
>1.20
>120
>120
F
F
#37a McGrath Highway NB/Washington Street
Weekday Morning
Weekday Evening
0.59
0.85
52
>120
D
F
#37b McGrath Highway SB/Washington Street
Weekday Morning
Weekday Evening
0.66
0.57
>120
100
F
F
#38a Sullivan Square/Cambridge Street/
Maffa Way
Weekday Morning
Weekday Evening
1.11
1.03
92
85
F
F
#39a Rutherford Avenue NB/Gilmore Bridge/
Austin Street
Weekday Morning
Weekday Evening
0.66
0.83
41
>120
D
F
#39b Rutherford Avenue SB/Gilmore Bridge/
Austin Street
Weekday Morning
Weekday Evening
1.00
0.87
86
>120
F
F
#40 Charlestown Bridge/Commercial Street /
Causeway Street
Weekday Morning
Weekday Evening
1.08
1.08
>120
>120
F
F
#41 Causeway Street/Merrimac Street/
Lomansey Way
Weekday Morning
Weekday Evening
1.17
0.86
>120
88
F
F
#42 Staniford Street/Cambridge Street
Weekday Morning
Weekday Evening
0.82
0.70
29
36
C
D
Source:
Note:
1
2
3
VHB, Inc. using Synchro 7 (Build 763) software.
Shaded cells denote LOS E/F conditions.
V/C – Volume-to-capacity ratio.
Delay – Control delay per vehicle, expressed in seconds.
LOS – Level-of-Service.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Delay2
LOS3
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
8
Table 2
Unsignalized Intersection Capacity Analysis Summary
Baseline Conditions
Location
Period
Movement
#32 Longfellow Bridge/ Memorial Drive
Weekday Morning
Weekday Evening
SB-R
SB-R
235
50
0.80
0.16
46
16
E
C
#33 Main Street/Memorial Drive
Weekday Morning
Weekday Evening
NB-R
NB-R
235
315
0.54
>1.20
20
>120
C
F
#34c Cambridge Street WB/
Storrow Drive WB off-ramp
Weekday Morning
Weekday Evening
SB-T
SB-T
350
310
0.86
0.52
62
23
F
C
#38b Sullivan Square/Rutherford Avenue
Weekday Morning
Weekday Evening
NB-R
NB-R
505
875
0.82
>1.20
49
>120
E
F
#38c Sullivan Square/Main Street
Weekday Morning
Weekday Evening
WB-R
WB-R
490
935
1.15
>1.20
>120
>120
F
F
#38d Sullivan Square/Alford Street
Weekday Morning
Weekday Evening
SB-T
SB-T
905
785
>1.20
>1.20
>120
>120
F
F
Source:
Note:
1
2
3
4
L
T
R
Neg
Dem1
v/c2
Delay3
LOS4
VHB, Inc. using Synchro 7 (Build 763) software.
Shaded cells denote LOS E/F conditions.
Dem - Demand in vehicles per hour for unsignalized intersections; the demand applies to only the most critical lane group
V/C – Volume-to-capacity ratio for the critical movement.
Delay – Control delay of critical approach only, typically the left-turn movement, expressed in seconds.
LOS – Level-of-Service of the critical movement.
Left-turn movement
Thru movement
Right-turn movement
negligible
Accident Data
Based on MassDOT’s available data for the four most recent years (2005 through 2008), VHB
compiled the accident history at the 42 study locations. Table 3 summarizes this information.
The most recent MassDOT average crash rates for signalized and unsignalized intersections for
District 4 (the MassDOT district designations for Boston, Cambridge, and Somerville) are 0.78
and 0.59, respectively. As shown in Table 3, the following eight study area intersections exceed
the MassDOT District 4 average crash rate values:
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ƒ
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JFK Street at Mount Auburn Street
JFK Street at Memorial Drive
Western Avenue at N. Harvard Street
Western Avenue at Memorial Drive
River Street at Memorial Drive
Charlesgate West at Beacon Street
Charlesgate East at Beacon Street
Massachusetts Avenue at Boylston Street
These locations will need to be paid particular attention throughout the ABP due to their existing
crash history. It should be noted that the crash rate could not be calculated for intersections closely
spaced (such as Western Avenue and Soldiers Field Road EB and WB ramps) since the crashes were
combined for these locations due to limits in accuracy in the data reporting.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
9
Table 3
Vehicular Crash Summary (2005 - 2008)
#1 Fresh Pond Pkwy
at Mount Auburn St
Yes
0.78
0.70
No
#2 Fresh Pond Pkwy
at Greenough Blvd/
Memorial Dr
Yes
0.78
0.51
No
#3 Eliot Bridge at
Greenough Blvd
Yes
0.78
0.21
No
#4 Eliot Bridge at
Soldiers Field Rd
Yes
0.78
0.11
No
#5 JFK St at
Mount Auburn St
Yes
0.78
1.19
Yes
#6 JFK St at
Memorial Dr
Yes
0.78
1.07
Yes
#7 N. Harvard St/
JFK St at
Soldiers Field Rd
n/a
n/a
n/a
n/a
#8 Western Ave at
N. Harvard St
Yes
0.78
0.95
Yes
#9 Western Ave at
Soldiers Field Rd
n/a
n/a
n/a
n/a
#10 Western Ave at
Memorial Dr
Yes
0.78
1.16
Yes
#11 SFR at
Cambridge St/
River St
n/a
n/a
n/a
n/a
12
15
17
13
57
10
13
8
9
40
3
7
4
2
16
0
1
0
8
9
3
8
4
8
23
16
10
14
16
56
14
21
40
39
114
6
7
7
6
26
2
4
9
2
17
13
11
16
21
61
9
21
23
10
63
Collision Type
Angle
Head-on
Rear-end
Rear-to-rear
Sideswipe, opposite direction
Sideswipe, same direction
Single-vehicle crash
Unknown
Not Reported
Total
22
3
19
0
2
6
4
0
1
57
14
0
15
0
0
6
4
0
1
40
6
0
5
0
0
3
2
0
0
16
2
0
1
0
0
2
4
0
0
9
4
0
8
0
0
6
2
0
3
23
22
2
18
1
1
7
4
1
0
56
25
1
19
1
0
6
52
1
9
114
8
3
6
0
2
5
0
0
2
26
4
0
9
0
0
1
2
0
1
17
14
2
25
0
2
9
3
0
6
61
21
1
18
0
0
18
2
0
3
63
Crash Severity
Fatal injury
Non-fatal injury
Property damage only (none injured)
Unknown/Not reported
Total
0
18
37
2
57
0
6
29
5
40
0
6
10
0
16
0
2
7
0
9
0
4
10
9
23
0
15
37
4
56
0
31
76
7
114
0
6
14
6
26
0
7
9
1
17
0
17
37
7
61
0
12
50
1
63
Time of day
Weekday, 7:00 AM - 9:00 AM
Weekday, 4:00 PM - 6:00 PM
Saturday, 11:00 AM - 2:00 PM
Weekday, other time
Weekend, other time
Total
8
9
2
24
14
57
11
4
0
16
9
40
4
1
1
4
6
16
2
0
0
5
2
9
4
1
0
11
7
23
8
7
3
25
13
56
20
9
4
50
31
114
6
5
0
13
2
26
2
0
1
9
5
17
12
2
1
31
15
61
16
3
1
33
10
63
Pavement Conditions
Dry
Wet
Snow
Ice
Other
Unknown/ Not reported
Total
42
14
1
0
0
0
57
28
9
2
1
0
0
40
12
4
0
0
0
0
16
4
5
0
0
0
0
9
18
4
0
0
0
1
23
38
14
2
1
1
0
56
52
56
1
2
3
0
114
15
8
2
0
0
1
26
14
2
1
0
0
0
17
51
6
3
0
0
1
61
46
15
1
0
1
0
63
Total Non-Motorists (Pedestrians/Bikes)
0
1
0
0
2
4
1
1
0
3
2
Signalized?
MassHighway Average Crash Rate
Calculated Crash Rate
Exceeds Average?
Year
2005
2006
2007
2008
Total
Source: MassDOT vehicle crash data.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
10
Table 3
Vehicular Crash Summary (2005 - 2008)
#12 River St at
Memorial Dr
Yes
0.78
1.48
Yes
#13 BU Bridge
(Rotary) at
Memorial Dr
n/a
n/a
n/a
n/a
#14a BU Bridge at
Comm Ave
Yes
0.78
0.47
No
#14b Carlton St at
Comm Ave
Yes
0.78
0.19
No
#15 Massachusetts
Ave at Prospect St
Yes
0.78
0.74
No
#16 Massachusetts
Ave at Sidney St/
Columbia St
Yes
0.78
0.54
No
#17 Massachusetts
Ave at Memorial Dr
n/a
n/a
n/a
n/a
#18 Kenmore Sq
Yes
0.78
0.42
No
#19 Charlesgate
West at Beacon St
Yes
0.78
1.55
Yes
#20 Charlesgate
West at Comm Ave
n/a
n/a
n/a
n/a
#21 Charlesgate
East at Beacon St
Yes
0.78
1.39
Yes
Year
2005
2006
2007
2008
Total
17
23
22
25
87
1
6
9
10
26
10
17
12
7
46
2
6
2
2
12
2
6
7
11
26
2
1
1
9
13
14
18
15
23
70
9
5
5
11
30
12
9
16
10
47
8
9
8
13
38
5
12
10
11
38
Collision Type
Angle
Head-on
Rear-end
Rear-to-rear
Sideswipe, opposite direction
Sideswipe, same direction
Single-vehicle crash
Unknown
Not Reported
Total
27
2
33
0
0
12
5
3
5
87
9
1
4
0
0
7
2
0
3
26
14
2
13
0
0
9
3
0
5
46
3
1
1
0
0
2
0
0
5
12
6
0
3
0
0
11
6
0
0
26
4
1
5
0
0
2
0
1
0
13
13
0
29
0
1
7
12
2
6
70
7
1
2
0
0
9
2
1
8
30
24
0
2
0
0
15
0
0
6
47
21
0
5
0
0
4
0
0
8
38
18
0
4
1
1
7
1
1
5
38
Crash Severity
Fatal injury
Non-fatal injury
Property damage only (none injured)
Unknown/Not reported
Total
0
28
51
8
87
0
3
20
3
26
0
13
28
5
46
0
5
5
2
12
1
5
11
9
26
0
4
7
2
13
0
26
33
11
70
0
2
22
6
30
0
8
33
6
47
0
13
24
1
38
0
14
18
6
38
Time of day
Weekday, 7:00 AM - 9:00 AM
Weekday, 4:00 PM - 6:00 PM
Saturday, 11:00 AM - 2:00 PM
Weekday, other time
Weekend, other time
Total
21
8
0
33
25
87
4
6
1
13
2
26
8
5
1
23
9
46
3
1
0
5
3
12
5
4
0
10
7
26
2
1
0
9
1
13
14
10
1
30
15
70
3
0
0
21
6
30
6
6
2
21
12
47
9
4
1
14
10
38
7
2
0
20
9
38
Pavement Conditions
Dry
Wet
Snow
Ice
Other
Unknown/ Not reported
Total
61
22
1
0
0
3
87
23
3
0
0
0
0
26
31
13
1
0
0
1
46
10
2
0
0
0
0
12
22
3
0
1
0
0
26
10
3
0
0
0
0
13
50
16
1
0
1
2
70
23
3
0
0
0
4
30
41
6
0
0
0
0
47
30
6
1
0
0
1
38
30
7
0
0
0
1
38
Total Non-Motorists (Pedestrians/Bikes)
2
1
2
0
6
1
1
0
0
0
1
Signalized?
MassHighway Average Crash Rate
Calculated Crash Rate
Exceeds Average?
Source: MassDOT vehicle crash data.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
11
Table 3
Vehicular Crash Summary (2005 - 2008)
Signalized?
MassHighway Average Crash Rate
Calculated Crash Rate
Exceeds Average?
Year
2005
2006
2007
2008
Total
Collision Type
Angle
Head-on
Rear-end
Rear-to-rear
Sideswipe, opposite direction
Sideswipe, same direction
Single-vehicle crash
Unknown
Not Reported
Total
Crash Severity
Fatal injury
Non-fatal injury
Property damage only (none injured)
Unknown/Not reported
Total
Time of day
Weekday, 7:00 AM - 9:00 AM
Weekday, 4:00 PM - 6:00 PM
Saturday, 11:00 AM - 2:00 PM
Weekday, other time
Weekend, other time
Total
Pavement Conditions
Dry
Wet
Snow
Ice
Other
Unknown/ Not reported
Total
Total Non-Motorists (Pedestrians/Bikes)
#22 Charlesgate
East at Comm Ave
n/a
n/a
n/a
n/a
#23 Bowker
Overpass at
Boylston St
Yes
0.78
0.27
No
#24 Massachusetts
Ave at Beacon St
Yes
0.78
0.67
No
#25 Massachusetts
Ave at Boylston St
Yes
0.78
1.02
Yes
#26 Dartmouth St at
Stuart St
Yes
0.78
0.54
No
#27 Clarendon St at
Beacon St
Yes
0.78
0.57
No
#28 Berkeley St at
Beacon St
Yes
0.78
0.43
No
#29 Arlington St at
Beacon St
Yes
0.78
0.27
No
#30 Arlington St at
Boylston St.
Yes
0.78
0.62
No
#31 Charles St at
Beacon St
Yes
0.78
0.76
No
#32/33 Longfellow
Bridge/Main St at
Memorial Dr
n/a
n/a
n/a
n/a
20
11
14
15
60
3
7
3
5
18
8
12
10
3
33
13
10
13
6
42
6
7
5
2
20
0
7
1
3
11
2
9
4
3
18
3
3
4
5
15
4
8
7
4
23
2
15
16
7
40
5
2
3
6
16
27
1
10
0
1
11
1
1
8
60
2
1
9
0
0
4
1
0
1
18
7
0
13
0
3
4
1
0
5
33
10
0
10
0
3
8
5
1
5
42
5
0
2
0
0
8
0
0
5
20
4
0
1
0
2
1
0
0
3
11
8
1
2
0
0
5
0
0
2
18
2
0
5
0
0
6
0
0
2
15
6
1
5
0
0
6
0
1
4
23
8
0
7
0
1
14
1
1
8
40
3
0
4
0
0
0
9
0
0
16
0
17
37
6
60
0
6
11
1
18
0
9
19
5
33
0
13
19
10
42
0
1
13
6
20
0
5
4
2
11
0
3
13
2
18
0
4
7
4
15
0
1
16
6
23
0
5
26
9
40
1
9
5
1
16
6
6
2
24
22
60
2
4
1
7
4
18
3
5
1
11
13
33
9
3
1
23
6
42
5
2
1
10
2
20
0
1
0
7
3
11
4
0
1
9
4
18
1
2
1
7
4
15
4
1
1
9
8
23
2
5
3
13
17
40
4
1
1
6
4
16
52
5
1
0
1
1
60
14
2
0
1
0
1
18
25
7
0
1
0
0
33
33
6
1
0
1
1
42
16
3
1
0
0
0
20
9
1
0
0
1
0
11
11
7
0
0
0
0
18
8
5
1
0
0
1
15
19
4
0
0
0
0
23
25
9
3
0
1
2
40
14
2
0
0
0
0
5
1
0
0
1
0
1
0
0
0
0
2
Source: MassDOT vehicle crash data.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Date: June 11, 2010
Revised: October 7, 2010
Project No.: 10989
12
Table 3
Vehicular Crash Summary (2005 - 2008)
#37 McGrath Hwy at
Washington St
n/a
n/a
n/a
n/a
#38 Sullivan Sq
(Rotary)
n/a
n/a
n/a
n/a
#39 Rutherford Ave
at Gilmore Bridge/
Austin St
n/a
n/a
n/a
n/a
#40 Charlestown Bridge
at Commercial St/
Causeway St
Yes
0.78
0.59
No
#41 Causeway St/
Merrimac St/
Lomansey Way
Yes
0.78
0.41
No
#42 Staniford St at
Cambridge St
Yes
0.78
0.45
No
# 34 Charles Circle
n/a
n/a
n/a
n/a
#35 Leverett Circle
n/a
n/a
n/a
n/a
#36 O'Brien Hwy at
Land Blvd
Yes
0.78
0.59
No
Year
2005
2006
2007
2008
Total
8
32
16
19
75
4
36
26
8
74
10
8
18
16
52
16
16
20
18
70
20
26
25
10
81
2
5
3
9
19
12
13
5
5
35
5
5
4
1
15
4
4
2
6
16
Collision Type
Angle
Head-on
Rear-end
Rear-to-rear
Sideswipe, opposite direction
Sideswipe, same direction
Single-vehicle crash
Unknown
Not Reported
Total
16
1
17
2
3
23
5
1
7
75
12
2
25
2
1
14
14
0
4
74
19
0
19
1
1
6
4
0
2
52
21
0
13
0
0
13
16
0
7
70
20
0
20
1
0
23
5
1
11
81
3
0
3
0
1
4
2
0
6
19
6
0
13
0
3
3
2
0
8
35
2
0
8
0
0
0
2
0
3
15
3
0
5
0
0
6
0
0
2
16
Crash Severity
Fatal injury
Non-fatal injury
Property damage only (none injured)
Unknown/Not reported
Total
0
22
50
3
75
0
21
43
10
74
0
14
37
1
52
0
19
42
9
70
0
15
49
17
81
0
4
13
2
19
0
10
19
6
35
1
6
6
2
15
0
4
9
3
16
Time of day
Weekday, 7:00 AM - 9:00 AM
Weekday, 4:00 PM - 6:00 PM
Saturday, 11:00 AM - 2:00 PM
Weekday, other time
Weekend, other time
Total
19
8
1
40
7
75
9
10
2
43
10
74
6
7
0
26
13
52
8
5
5
36
16
70
15
10
2
40
14
81
6
4
0
5
4
19
4
2
1
20
8
35
5
1
1
6
2
15
2
0
0
12
2
16
Pavement Conditions
Dry
Wet
Snow
Ice
Other
Unknown/ Not reported
Total
56
16
1
0
1
1
75
55
12
0
2
2
3
74
41
8
2
0
0
1
52
37
29
2
0
0
2
70
64
9
0
2
2
4
81
13
5
0
0
0
1
19
30
4
0
0
0
1
35
11
2
1
0
0
1
15
14
2
0
0
0
0
16
Total Non-Motorists (Pedestrians/Bikes)
1
3
1
1
0
0
0
0
0
Signalized?
MassHighway Average Crash Rate
Calculated Crash Rate
Exceeds Average?
Source: MassDOT vehicle crash data.
Mawatr\ts\10989.01\doc\memos\Existing Conditions and Model Documentation_final061110
Subarea-figures.indd p1 03/15/10
Legend
External TAZs
Vanasse Hangen Brustlin, Inc.
Figure 1
Subarea Model Study Area
Traffic Analysis Zones (TAZs) and Roadways
Subarea-figures.indd p2 03/15/10
Vanasse Hangen Brustlin, Inc.
Figure 2
Subarea Model Intersection Count Locations
\\mawatr\TS\10989.01\graphics\FIGURES\Study Area Intersections.indd p1 03/15/10
Study Area Boundary
S o m e r v i l l e
STUDY AREA INTERSECTIONS
Western Avenue/Soldiers Field Road
ond Parkway
Fresh P
1
10 Western Avenue/Memorial Drive
11
Cambridge Street/River Street/Soldiers Field Road
12 River Street/Memorial Drive
Mount Auburn St
2
W a t e r t o w n
r
tB
3
St
16 Massachusetts Avenue/Sidney Street/Columbia Street
h
ug
no
e
e
r
G
18 Beacon Street/Commonwealth Avenue/Brookline Avenue
8
22
23 Bowker Overpass/ Boylston Street
Charlesgate East/ Commonwealth Avenue
9
ld
R
Fie
A l l s t o n
10
ve
Western A
11
33
17
41
Ca
Me
rrim
ac S
t
42
23
22
25
n St
lsto
Boy
Av
e
20
BU Bridg
e
Com
ne
oo
kli
Br
28
St
rles
18
21
24
31
B o s t o n
30
26
t
rt S
Stua
37 McGrath Highway/Washington Street
38 Sullivan Square
39 Rutherford Avenue/Gilmore Bridge/Austin Street
40 Charlestown Bridge/Commercial Street/Causeway Street
41
Causeway Street/Merrimac Street/Lomasney Way
42 Staniford Street/Cambridge Street
0
1100
2200 Feet
mm
erc
ial
St
Cha
Bea
34 Charles Street/Cambridge Street
36 O’Brien Highway/Land Boulevard /Gilmore Bridge
Co
ay
ew
s
u
Leverett
Circle
Cambridge St
29
St
on
ngt
Arli
t
yS
kele
Ber
St
don
ren
St
con
33 Main Street/Memorial Drive
35 Leverett Circle
34
Cla
B r o o k l i n e
onwea
lth Ave
e
h Av
ealt
w
n
mo
27
St
uth
tmo
30 Arlington Street/ Boylston Street
19
Comm
Dr
row
Stor on St
c
Bea
Dar
14
Charlesgate
29 Arlington Street/ Beacon Street
ve
sA
sett
chu
28 Berkeley Street/ Beacon Street
r
Rive
rles
a
h
C
ssa
ve
Dri
rial
o
m
Me
13
Clarendon Street/ Beacon Street
32 Longfellow Bridge/Memorial Drive
LongFellow
Bridge
40
r
ie
ld
So
Massachusetts Avenue/ Beacon Street
Charles Street/ Beacon Street
32
Main St
12
25 Massachusetts Avenue/ Boylston Street
31
16
r
t
er S
Riv
26 Dartmouth Street/ Stuart Street
27
Boston Inner Harbor
35
Ma
24
rfo
rd
Av
e
s
21 Charlesgate East/ Beacon Street
15
d
19 Charlesgate West/ Beacon Street
ve
Western A
Ru
36
7
Ha
rv
ar
d
15 Massachusetts Avenue/Prospect Street
d
ar
ev
l
u
Bo
No
rth
14 BU Bridge/Commonwealth Avenue
20 Charlesgate West/ Commonwealth Avenue
C a m b r i d g e
t
tin S
Aus
the
Br
ien
Hi
gh
wa
y
6
13 BU Bridge/Memorial Drive
17 Massachusetts Avenue/Memorial Drive
O’
5
4
lio
E
39
Staniford
St
9
Av
e
North Harvard Street/Western Avenue
on
8
gt
North Harvard Street/JFK Street/Soldiers Field Road
in
7
nt
JFK Street/Memorial Drive
Hu
6
37
Washington St
St
JFK Street/Mount Auburn Street
bia
5
um
Eliot Bridge/ Soldiers Field Road
Col
4
Square
ct
St
Eliot Bridge/ Greenough Boulevard
spe
3
38 Sullivan
e St
bridg
Cam
Pro
Fresh Pond Parkway/Greenough Boulevard/Memorial Drive
St
2
JF
K
Fresh Pond Parkway/Mount Auburn Street
y
Highwa
McGrath
1
Vanasse Hangen Brustlin, Inc.
Figure 3
Study Area Intersections
ATTACHMENTS
Capacity Analysis Results
•
Existing Conditions Weekday Morning
•
Existing Conditions Weekday Evening
Crash Data
\\Mawatr\ts\10989.01\docs\memos\Existing Conditions Memo Attachments\Attachments.doc
Capacity Analysis Results
Existing Conditions Weekday Morning
\\Mawatr\ts\10989.01\docs\memos\Existing Conditions Memo Attachments\Attachments.doc
10989.00: DCR Bridge Program
110: Mt Auburn St & Fresh Pond Pkwy
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Grade (%)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
SEL
SET
SER
NWL
NWT
NWR
0
1900
12
300
1900
12
2%
625
1900
10
0
1900
11
285
1900
11
-2%
35
1900
11
0
1900
12
1845
1900
12
-4%
25
1900
12
425
1900
10
1210
1900
11
3%
140
1900
11
0
2
25
No
0
0
25
0
0
25
No
0
0
25
0
0
25
No
300
2
25
75
1
25
0.88
0%
0
Perm
4
31.0
31.0
27.4%
4.0
5.0
-6.0
3.0
Lag
30
843
19.2
0.88
7%
0.88
0%
0.78
0%
710
custom
4
14
1
31.0
31.0
49.0
27.4% 43.4%
4.0
5.0
-6.0
-3.0
3.0
5.0
Lag
0
Perm
341
30
502
11.4
0.78
15%
0.78
0%
410
0
0.92
0%
30
840
19.1
0.92
0%
0.92
0%
0.85
0%
0
2032
0
500
Prot
5
4
4
31.0
31.0
27.4%
4.0
5.0
-6.0
3.0
Lag
31.0
31.0
27.4%
4.0
5.0
-6.0
3.0
Lag
3
0.78
53.6
0.0
53.6
232
#353
763
0.69
33.3
0.0
33.3
242
307
0.54
40.1
0.0
40.1
136
158
422
46.0
46.0
40.7%
5.0
1.0
-2.0
4.0
Lead
Yes
1.04
65.5
0.0
65.5
~582
#679
760
436
0
0
0
0.78
1023
0
0
0
0.69
758
0
0
0
0.54
1962
0
0
0
1.04
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
0.0
0.0%
-1.0
3.0
36.0
36.0
31.9%
4.0
2.0
-3.0
3.0
0.53
36.0
0.0
36.0
156
196
300
940
0
0
0
0.53
ø1
ø2
1
2
18.0
18.0
16%
4.0
4.0
14.0
18.0
16%
4.0
2.0
Lead
Yes
Lag
Yes
0
0
25
Yes
30
684
15.5
0.85
0%
0.85
0%
1589
0
123
82.0
72.6%
0.0
0.0%
-3.0
5.0
-1.0
3.0
0.69
12.5
0.0
12.5
322
353
604
2313
0
0
0
0.69
Intersection Summary
Area Type:
Other
Cycle Length: 113
Actuated Cycle Length: 113
Offset: 0 (0%), Referenced to phase 1:NWT, Start of Green
Natural Cycle: 115
Control Type: Pretimed
Description: NO DATA
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
110: Mt Auburn St & Fresh Pond Pkwy
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
110: Mt Auburn St & Fresh Pond Pkwy
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Grade (%)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
Description: NO DATA
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
SEL
SET
SER
NWL
NWT
NWR
0
1900
12
300
1900
12
2%
3.0
1.00
1.00
1.00
1758
1.00
1758
0.88
341
0
341
7%
625
1900
10
0
1900
11
285
1900
11
-2%
3.0
0.95
0.98
1.00
3058
1.00
3058
0.78
365
0
410
15%
35
1900
11
0
1900
12
1845
1900
12
-4%
4.0
0.91
1.00
1.00
5280
1.00
5280
0.92
2005
0
2032
0%
25
1900
12
425
1900
10
1210
1900
11
3%
5.0
0.95
0.98
1.00
3384
1.00
3384
0.85
1424
8
1581
0%
140
1900
11
0.88
0
0
0
0%
Perm
4
4
22.0
28.0
0.25
9.0
436
c0.19
0.78
39.7
1.00
13.1
52.7
D
45.4
D
5.0
0.88
0.85
1.00
2626
1.00
2626
0.88
710
0
710
0%
custom
14
1
41.0
38.0
0.34
883
0.27
0.80
34.1
1.00
7.7
41.8
D
42.3
0.87
113.0
89.5%
15
0.78
0
0
0
0%
Perm
4
3
3.0
0.97
1.00
0.95
3219
0.95
3219
0.85
500
0
500
0%
Prot
5
22.0
28.0
0.25
9.0
758
0.13
40.0
42.0
0.37
6.0
1962
c0.38
30.0
33.0
0.29
6.0
940
0.16
0.54
36.9
1.00
2.8
39.7
D
39.7
D
1.04
35.5
1.00
30.2
65.7
E
65.7
E
0.53
33.5
1.00
2.2
35.7
D
0.78
45
0
0
0%
0.92
0
0
0
0%
0.92
27
0
0
0%
0.85
165
0
0
0%
123
4
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
76.0
76.0
0.67
2276
c0.47
0.69
11.4
1.00
1.8
13.1
B
18.5
B
D
12.0
E
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
511: Memorial Drive & Greenough Blvd
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBT
NBR
SBL
SBT
355
1900
11
140
1
25
430
1900
14
175
1
25
Yes
1345
1900
11
85
1900
16
210
1
25
Yes
525
1900
16
0
2
25
1945
1900
14
30
486
11.0
1
0.89
1%
399
25
616
16.8
2
0.89
1%
0.82
0%
1640
3
483
Prot
3
20.0
20.0
19.0%
4.0
1.0
-1.0
4.0
20.0
20.0
19.0%
4.0
1.0
-1.0
4.0
0.87
63.5
0.0
63.5
136
#214
406
140
460
0
0
0
0.87
0.59
7.0
0.0
7.0
0
47
50.0
50.0
47.6%
4.0
1.0
-1.0
4.0
Lag
Yes
0.83
30.6
0.0
30.6
347
355
536
175
821
0
0
0
0.59
2
1977
0
0
0
0.83
30
594
13.5
13
0.82
0%
13
0.98
0%
104
pt+ov
23
536
Prot
1
0.10
2.1
0.0
2.1
2
17
35.0
35.0
33.3%
4.0
1.0
-1.0
4.0
Lead
Yes
0.51
32.7
0.0
32.7
153
205
210
1071
0
0
0
0.10
1055
0
0
0
0.51
70.0
66.7%
-1.0
4.0
0.98
0%
1985
12
85.0
81.0%
-1.0
4.0
0.74
8.6
0.0
8.6
305
384
514
2674
0
0
0
0.74
Intersection Summary
Area Type:
CBD
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 0 (0%), Referenced to phase 1:SBTL, Start of Green
Natural Cycle: 105
Control Type: Pretimed
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
511: Memorial Drive & Greenough Blvd
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
511: Memorial Drive & Greenough Blvd
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBT
NBR
SBL
SBT
355
1900
11
4.0
0.97
1.00
1.00
1.00
0.95
3016
0.95
3016
0.89
399
0
399
1
1%
1345
1900
11
4.0
0.91
1.00
1.00
1.00
1.00
4513
1.00
4513
0.82
1640
0
1640
85
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1647
1.00
1647
0.82
104
36
68
13
0%
pt+ov
23
525
1900
16
4.0
0.97
1.00
1.00
1.00
0.95
3572
0.95
3572
0.98
536
0
536
13
0%
Prot
1
1945
1900
14
4.0
0.95
1.00
1.00
1.00
1.00
3466
1.00
3466
0.98
1985
0
1985
3
430
1900
14
4.0
0.88
1.00
1.00
0.85
1.00
2702
1.00
2702
0.89
483
409
74
2
1%
Prot
3
15.0
16.0
0.15
5.0
460
c0.13
15.0
16.0
0.15
5.0
412
0.03
45.0
46.0
0.44
5.0
1977
c0.36
65.0
66.0
0.63
80.0
81.0
0.77
1035
0.04
30.0
31.0
0.30
5.0
1055
0.15
0.87
43.5
1.00
19.3
62.8
E
50.2
D
0.18
38.8
1.00
0.9
39.7
D
0.83
26.0
1.00
4.2
30.2
C
28.9
C
0.07
7.6
1.00
0.1
7.7
A
0.51
30.7
1.00
1.7
32.4
C
0%
2
25.0
0.82
105.0
78.9%
15
0%
12
2674
c0.57
0.74
6.4
1.00
1.9
8.3
A
13.5
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
C
12.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
510: Eliot Bridge & Greenough Blvd
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBT
NBR
SBL
SBT
385
1900
12
80
2
25
1175
1900
12
0
1
25
Yes
255
1900
11
685
1900
16
200
1
25
Yes
2020
1900
13
0
2
25
280
1900
10
30
948
21.5
3
0.88
0%
1106
30
556
12.6
24
0.88
0%
50%
667
Free
30
616
14.0
0.91
1%
0.91
1%
0.84
0%
0.84
0%
280
753
pt+ov
23
2405
Prot
1
333
1.38
210.1
0.0
210.1
~598
#823
44.0
58.0
62.4%
3.0
2.0
-1.0
4.0
Lead
Yes
1.27
148.7
18.0
166.8
~930
#954
13.0
21.0
22.6%
3.0
2.0
-1.0
4.0
Lag
Yes
1.14
132.9
0.0
132.9
~232
#360
536
200
546
0
0
0
1.38
1891
58
0
0
1.31
292
0
0
0
1.14
3
2
2
Free
13.0
14.0
15.1%
3.0
2.0
-1.0
4.0
1.53
268.5
0.0
268.5
~262
#336
868
80
723
0
0
0
1.53
0.0
0.0%
0.0
4.0
0.54
1.7
0.0
1.7
0
0
1226
0
0
0
0.54
13.0
21.0
22.6%
3.0
2.0
-1.0
4.0
Lag
Yes
0.49
37.5
0.0
37.5
78
119
476
568
0
0
0
0.49
35.0
37.6%
-1.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 93
Actuated Cycle Length: 93
Offset: 0 (0%), Referenced to phase 1:SBL, Start of Green
Natural Cycle: 140
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
510: Eliot Bridge & Greenough Blvd
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
510: Eliot Bridge & Greenough Blvd
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBT
NBR
SBL
SBT
385
1900
12
4.0
0.94
0.92
1.00
0.91
0.98
3964
0.98
3964
0.88
438
297
809
3
0%
1175
1900
12
4.0
0.86
0.98
1.00
0.85
1.00
1226
1.00
1226
0.88
1335
0
667
24
0%
Free
255
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
3110
1.00
3110
0.91
280
0
280
685
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1631
1.00
1631
0.91
753
2
751
2020
1900
13
4.0
0.97
1.00
1.00
1.00
0.95
3257
0.95
3257
0.84
2405
0
2405
280
1900
10
4.0
1.00
1.00
1.00
1.00
1.00
1596
1.00
1596
0.84
333
0
333
1%
1%
pt+ov
23
0%
Prot
1
0%
30.0
31.0
0.33
544
c0.46
53.0
54.0
0.58
5.0
1891
c0.74
16.0
17.0
0.18
5.0
292
0.21
1.38
31.0
1.00
182.5
213.5
F
1.27
19.5
1.00
126.6
146.1
F
1.14
38.0
1.00
96.1
134.1
F
144.7
F
3
9.0
10.0
0.11
5.0
426
c0.20
1.90
41.5
1.00
413.1
454.6
F
284.2
F
2
Free
93.0
93.0
1.00
1226
0.54
0.54
0.0
1.00
1.7
1.7
A
16.0
17.0
0.18
5.0
568
0.09
0.49
34.1
1.00
3.0
37.2
D
165.7
F
193.2
1.40
93.0
117.8%
15
2
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
F
12.0
H
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
503: Eliot Bridge & Soldiers Field Road
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBT
EBR
WBL
WBT
NBL
NBR
2365
1900
11
0
1900
10
180
2
25
Yes
770
1900
10
255
1
25
0
1900
11
470
1900
14
0
2
25
0
1900
14
0
0
25
Yes
30
389
8.8
0.92
30
270
6.1
0.92
0.92
0
511
0
30
425
9.7
0.92
0.92
0.92
2571
0
2
837
Prot
1
2
1
3
15.0
20.0
30.0
30.0%
4.0
1.0
-1.0
4.0
Lag
Yes
Min
1.50
252.9
0.0
252.9
~550
#690
345
15.0
20.0
30.0
30.0%
4.0
1.0
-1.0
4.0
Lead
Yes
Max
0.65
28.6
0.0
28.6
133
194
0.0
4.0
15.0
20.0
40.0
40.0%
4.0
1.0
-1.0
4.0
309
None
0.64
32.7
0.0
32.7
125
175
190
1718
0
0
0
1.50
0.0
0.0%
0.0
4.0
3
0.0
0.0%
255
1291
0
0
0
0.65
0.0
0.0%
0.0
4.0
1406
0
0
0
0.36
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 84.5
Natural Cycle: 90
Control Type: Semi Act-Uncoord
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
503: Eliot Bridge & Soldiers Field Road
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
503: Eliot Bridge & Soldiers Field Road
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBT
EBR
WBL
WBT
NBL
NBR
2365
1900
11
4.0
0.86
1.00
1.00
5575
1.00
5575
0.92
2571
0
2571
0
1900
10
0
1900
11
470
1900
14
4.0
0.97
1.00
0.95
3296
0.95
3296
0.92
511
0
511
0
1900
14
2
770
1900
10
4.0
0.94
1.00
0.95
4192
0.95
4192
0.92
837
0
837
Prot
1
25.0
26.0
0.31
5.0
4.0
1717
c0.46
25.0
26.0
0.31
5.0
4.0
1291
c0.20
19.4
20.4
0.24
5.0
4.0
797
c0.16
1.50
29.2
1.00
226.9
256.1
F
256.1
F
0.65
25.2
1.00
2.5
27.8
C
0.64
28.7
1.00
2.0
30.7
C
30.7
C
0.92
0
0
0
0.92
0
0
0
3
27.8
C
178.0
0.95
84.4
79.2%
15
0.92
0
0
0
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
F
12.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
477: Mt. Auburn Street & JFK Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
95
1900
No
510
1900
0
1900
No
0
1900
0
1900
0
1900
No
0
1900
510
1900
90
1900
No
0
1900
0
1900
0
1900
No
0.92
2%
0.83
8%
30
505
11.5
0.83
8%
0.83
8%
0.92
2%
30
402
9.1
0.92
2%
0.92
2%
0
0
722
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.92
6%
0
Perm
30
202
4.6
0.92
6%
0.92
6%
0.92
2%
30
1211
27.5
0.92
2%
657
0
0
0
1
1
45.0
45.0
50.0%
3.0
4.0
-2.0
5.0
Lead
45.0
45.0
50.0%
3.0
4.0
3.0
10.0
Lead
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.56
23.7
1.2
24.9
150
205
122
1131
1183
0
306
0
0.75
45.0
45.0
50.0%
3.0
4.0
3.0
10.0
Lag
0.63
25.5
1.4
26.9
233
269
425
322
1144
0
232
0
0.79
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 90
Control Type: Pretimed
Splits and Phases:
477: Mt. Auburn Street & JFK Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
477: Mt. Auburn Street & JFK Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
95
1900
510
1900
10.0
0.95
1.00
0.99
3041
0.99
3041
0.92
554
0
657
6%
0
1900
0
1900
0
1900
0
1900
0
1900
90
1900
0
1900
0
1900
0
1900
0.92
0
0
0
6%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.83
0
0
0
8%
510
1900
10.0
0.95
0.98
1.00
2941
1.00
2941
0.83
614
0
722
8%
0.83
108
0
0
8%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
103
0
0
6%
Perm
1
2
38.0
35.0
0.39
7.0
1183
38.0
35.0
0.39
7.0
1144
c0.25
1
0.22
0.56
21.4
1.00
1.9
23.3
C
23.3
C
0.0
A
24.3
0.59
90.0
65.5%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.63
22.3
1.03
2.2
25.1
C
25.1
C
0.0
A
C
20.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
108: Memorial Drive & JFK Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
5
1900
10
695
1900
10
230
1900
10
Yes
0
1900
10
580
1900
10
165
1900
10
Yes
120
1900
10
650
1900
10
190
1900
10
Yes
90
1900
10
465
1900
10
10
1900
10
Yes
30
1766
40.1
63
0.89
1%
0
Perm
30
1458
33.1
0.89
1%
112
0.89
1%
112
0.88
1%
1045
0
0
Perm
1
1
1
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
0.88
1%
63
0.88
1%
215
0.89
5%
847
0
0
pm+pt
3
34
3
1
1
1
1
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
1.39
219.2
0.0
219.2
~662
#788
1686
30
600
13.6
0.0
0.0%
-1.0
3.0
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
751
0
0
0
1.39
1
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
0.99
74.6
0.0
74.6
~421
#533
1378
852
0
0
0
0.99
0.0
0.0%
-1.0
3.0
10.0
15.0
30.0
21.9%
3.0
2.0
-2.0
3.0
Lead
Yes
Max
ø2
ø4
2
4
1.0
16.0
16.0
12%
2.0
0.0
4.0
10.0
36.0
26%
4.0
2.0
Lag
Yes
None
Lag
Yes
Max
30
729
16.6
0.89
5%
205
0.89
5%
205
0.94
6%
1078
0
0
pm+pt
5
45
5
34
34
66.0
48.2%
0.0
0.0%
-2.0
3.0
-1.0
3.0
8.0
14.0
14.0
10.2%
4.0
2.0
-3.0
3.0
0.94
6%
215
0.94
6%
602
0
45
45
50.0
36.5%
0.0
0.0%
-3.0
3.0
-1.0
3.0
Max
1.09
85.5
0.0
85.5
~387
#514
520
0.86
54.4
0.0
54.4
234
#343
649
989
0
0
0
1.09
701
0
0
0
0.86
Intersection Summary
Area Type:
CBD
Cycle Length: 137
Actuated Cycle Length: 130.6
Natural Cycle: 150
Control Type: Semi Act-Uncoord
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
108: Memorial Drive & JFK Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
108: Memorial Drive & JFK Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
5
1900
10
695
1900
10
3.0
0.95
0.97
1.00
0.96
1.00
2801
0.89
2495
0.89
781
23
1022
230
1900
10
0
1900
10
165
1900
10
120
1900
10
90
1900
10
0.88
188
0
0
63
1%
0.89
135
0
0
215
5%
pm+pt
3
34
0.89
213
0
0
205
5%
0.94
96
0
0
205
6%
pm+pt
5
45
465
1900
10
3.0
0.95
1.00
1.00
1.00
0.99
2808
0.65
1827
0.94
495
1
601
10
1900
10
0.88
0
0
0
112
1%
Perm
650
1900
10
3.0
0.95
0.97
1.00
0.97
0.99
2694
0.61
1641
0.89
730
15
1063
190
1900
10
0.89
258
0
0
112
1%
580
1900
10
3.0
0.95
0.98
1.00
0.97
1.00
2854
1.00
2854
0.88
659
18
829
0.89
6
0
0
63
1%
Perm
1%
1
1%
1
1
1
35.1
38.1
0.29
6.0
4.0
724
35.1
38.1
0.29
6.0
4.0
828
0.29
c0.41
1.41
46.6
1.00
193.6
240.2
F
240.2
F
1.00
46.6
1.00
31.4
78.0
E
78.0
E
128.2
1.18
131.3
94.9%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
5%
34
6%
0.94
11
0
0
215
6%
45
55.2
59.2
0.45
38.1
44.1
0.34
957
c0.23
c0.27
1.11
36.1
1.00
64.3
100.3
F
100.3
F
696
c0.07
0.22
0.86
40.8
1.00
13.5
54.3
D
54.3
D
F
22.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5171: Soldiers Field Road EB & North Harvard Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
380
1900
13
0
1
25
15
1900
16
85
1900
16
0
0
25
Yes
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
0
1900
13
0
0
25
375
1900
13
35
1900
13
125
1
25
No
395
1900
10
0
1
25
345
1900
10
0
1900
10
0
0
25
Yes
30
595
13.5
0.87
0%
36%
280
Split
4
30
519
11.8
30
381
8.7
0.87
0%
40
0.87
0%
0.92
2%
0.92
2%
0.92
2%
0.89
4%
0.89
4%
272
0
0
0
0
0
421
4
4
2
8.0
21.0
27.0
19.3%
5.0
2.0
-3.0
4.0
Lag
Yes
Max
0.80
57.5
0.3
57.7
188
#309
8.0
21.0
27.0
19.3%
5.0
2.0
-3.0
4.0
Lag
Yes
Max
0.77
51.6
0.4
52.0
170
#282
515
4.0
28.0
38.0
27.1%
4.0
4.0
-4.0
4.0
Lag
Yes
Max
0.77
42.6
0.1
42.7
253
#369
301
349
0
3
0
0.81
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
439
355
0
5
0
0.78
550
0
3
0
0.77
ø3
ø5
1
3
5
4.0
9.0
15.0
11%
4.0
1.0
1.0
20.0
35.0
25%
2.0
1.0
8.0
17.0
25.0
18%
4.0
1.0
Lead
Yes
Max
Lead
Yes
None
Max
30
76
1.7
252
0.89
4%
252
0.95
1%
39
Perm
416
pm+pt
15
125
15
2
4
ø1
2
2
4.0
28.0
38.0
27.1%
4.0
4.0
-4.0
4.0
Lag
Yes
Max
0.20
29.1
0.0
29.1
19
47
125
194
0
0
0
0.20
0.95
1%
0.95
1%
363
0
125
125
40.0
28.6%
78.0
55.7%
0.0
0.0%
-1.0
4.0
-1.0
4.0
0.0
4.0
0.66
25.2
0.0
25.2
92
217
0.33
0.7
0.0
0.7
1
1
1
628
0
0
0
0.66
1114
0
0
0
0.33
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 105
Natural Cycle: 95
Control Type: Semi Act-Uncoord
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
5171: Soldiers Field Road EB & North Harvard Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
5171: Soldiers Field Road EB & North Harvard Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
380
1900
13
4.0
0.95
1.00
1.00
1.00
0.95
1595
0.95
1595
0.87
437
0
280
15
1900
16
4.0
0.95
0.94
1.00
0.95
0.97
1591
0.97
1591
0.87
17
13
259
85
1900
16
0
1900
12
0
1900
12
0
1900
12
0
1900
13
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.89
0
0
0
0%
2%
2%
2%
4%
4%
395
1900
10
4.0
1.00
1.00
0.97
1.00
0.95
1456
0.22
340
0.95
416
0
416
252
1%
pm+pt
15
125
65.0
67.0
0.64
345
1900
10
4.0
1.00
1.00
1.00
1.00
1.00
1580
1.00
1580
0.95
363
0
363
0%
Split
4
35
1900
13
4.0
1.00
0.46
1.00
0.85
1.00
662
1.00
662
0.89
39
0
39
252
4%
Perm
0
1900
10
0.87
98
0
0
40
0%
375
1900
13
4.0
1.00
1.00
1.00
1.00
1.00
1699
1.00
1699
0.89
421
0
421
1%
1%
4
2
20.0
23.0
0.22
7.0
2.0
349
c0.18
20.0
23.0
0.22
7.0
2.0
349
0.16
30.0
34.0
0.32
8.0
4.0
550
c0.25
0.80
38.8
1.00
17.5
56.3
E
0.74
38.2
1.00
13.3
51.5
D
54.0
D
0.77
31.9
1.00
9.8
41.7
D
40.5
D
0.0
A
33.8
0.75
105.0
71.9%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
2
30.0
34.0
0.32
8.0
4.0
214
0.06
0.18
25.5
1.00
1.9
27.4
C
600
c0.24
0.20
0.69
15.5
1.48
5.6
28.6
C
0.95
0
0
0
125
70.0
71.0
0.68
1068
0.23
0.34
7.1
0.01
0.7
0.8
A
15.7
B
C
12.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5172: Soldiers Field Road WB & Larz Anderson Bridge
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
1900
11
0
1900
12
Yes
110
1900
16
5
1900
16
235
1900
16
No
30
1900
12
725
1900
10
0
1900
10
Yes
0
1900
12
630
1900
11
65
1900
11
Yes
30
590
13.4
30
536
12.2
0.92
2%
0.92
2%
0.92
2%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
-1.0
3.0
6
0.97
0%
0
Split
5
0.97
0%
118
30
76
1.7
27
0.97
0%
124
0.96
2%
242
Perm
0
pm+pt
4
24
4
5
5
5
5
5
8.0
17.0
25.0
17.9%
4.0
1.0
-2.0
3.0
8.0
17.0
25.0
17.9%
4.0
1.0
-2.0
3.0
8.0
17.0
25.0
17.9%
4.0
1.0
-2.0
3.0
Max
510
Max
0.30
37.6
0.0
37.6
67
121
456
Max
0.78
58.2
0.0
58.2
155
#279
387
0
6
0
0.31
309
0
0
0
0.78
8.0
21.0
27.0
19.3%
5.0
2.0
-4.0
3.0
Lag
Yes
Max
ø1
ø2
ø3
1
2
3
4.0
9.0
15.0
11%
4.0
1.0
4.0
28.0
38.0
27%
4.0
4.0
1.0
20.0
35.0
25%
2.0
1.0
Lead
Yes
Max
Lag
Yes
Max
Lead
Yes
None
30
600
13.6
0.96
2%
0.96
2%
0.92
1%
0.92
1%
124
0.92
1%
786
0
0
756
0
24
12
12
12
24
65.0
46.4%
0.0
0.0%
0.0
0.0%
53.0
37.9%
0.0
0.0%
-2.0
6.0
-1.0
3.0
-1.0
3.0
1.0
6.0
-1.0
3.0
0.55
3.0
0.0
3.0
6
30
1
0.56
23.0
0.2
23.3
188
248
520
1421
0
0
0
0.55
1360
0
148
0
0.62
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 105
Natural Cycle: 95
Control Type: Semi Act-Uncoord
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
5172: Soldiers Field Road WB & Larz Anderson Bridge
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
5172: Soldiers Field Road WB & Larz Anderson Bridge
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
1900
11
0
1900
12
110
1900
16
0
1900
12
0.96
0
0
0
0.92
0
0
0
2%
2%
2%
0.97
113
0
0
6
0%
Split
5
630
1900
11
6.0
0.95
0.99
1.00
0.99
1.00
3037
1.00
3037
0.92
685
5
751
65
1900
11
0.92
0
0
0
725
1900
10
6.0
0.95
1.00
1.00
1.00
1.00
2960
0.92
2717
0.96
755
0
786
0
1900
10
0.92
0
0
0
235
1900
16
3.0
1.00
0.92
1.00
0.85
1.00
1513
1.00
1513
0.97
242
0
242
27
0%
Perm
30
1900
12
0.92
0
0
0
5
1900
16
3.0
1.00
1.00
1.00
1.00
0.95
1849
0.95
1849
0.97
5
0
118
2%
2%
1%
1%
0%
5
20.0
22.0
0.21
5.0
2.0
387
0.06
0.30
35.0
1.00
2.0
37.1
D
49.1
D
0.0
A
20.8
0.61
105.0
65.0%
15
5
20.0
22.0
0.21
5.0
2.0
317
c0.16
0.76
39.1
1.00
15.9
55.0
D
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.96
31
0
0
124
2%
pm+pt
4
24
24
0.92
71
0
0
124
1%
12
12
45.0
44.0
0.42
50.0
54.0
0.51
1448
c0.11
0.17
0.54
17.2
0.14
0.9
3.3
A
3.3
A
1273
c0.25
0.59
23.5
1.00
2.0
25.6
C
25.6
C
C
15.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
188: Western Avenue & North Harvard Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
60
1900
12
0
0
25
375
1900
12
5
1900
12
0
0
25
Yes
65
1900
11
0
0
25
415
1900
11
30
1900
16
100
1
25
Yes
215
1900
12
0
1
25
290
1900
11
25
1900
11
0
0
25
Yes
0
1900
10
100
1
25
200
1900
10
105
1900
10
0
0
25
Yes
30
461
10.5
9
0.92
4%
0
Perm
30
180
4.1
0.92
4%
13
0.92
4%
13
0.94
2%
478
0
0
Perm
1
1
1
8.0
13.0
50.0
40.3%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
0.94
2%
9
0.94
2%
49
0.93
5%
542
0
231
D.P+P
3
4
3
1
1
1
1
8.0
13.0
50.0
40.3%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
0.50
30.1
0.0
30.1
156
212
381
30
186
4.2
0.0
0.0%
0.0
4.0
8.0
13.0
50.0
40.3%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
956
0
0
0
0.50
1
8.0
13.0
50.0
40.3%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
0.56
31.1
0.0
31.1
181
242
100
968
0
0
0
0.56
0.0
0.0%
0.0
4.0
4.0
8.0
12.0
9.7%
3.0
1.0
0.0
4.0
Lead
Yes
Max
0.74
42.0
0.0
42.0
125
#228
313
0
0
0
0.74
ø2
30
429
9.8
0.93
5%
76
0.93
5%
76
0.94
4%
339
0
0
Perm
34
0.94
4%
49
0.94
4%
325
0
4
4
4
34
4
0.49
27.0
0.0
27.0
196
290
106
8.0
12.0
44.0
35.5%
3.0
1.0
0.0
4.0
Lag
Yes
Max
0.65
38.8
0.0
38.8
212
324
349
695
0
0
0
0.49
499
0
0
0
0.65
56.0
45.2%
0.0
0.0%
0.0
4.0
0.0
4.0
8.0
12.0
44.0
35.5%
3.0
1.0
0.0
4.0
Lag
Yes
Max
2
0.0
0.0%
1.0
18.0
18.0
15%
2.0
0.0
0.0
4.0
Lag
Yes
None
Intersection Summary
Area Type:
CBD
Cycle Length: 124
Actuated Cycle Length: 116.8
Natural Cycle: 80
Control Type: Semi Act-Uncoord
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
188: Western Avenue & North Harvard Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
188: Western Avenue & North Harvard Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
60
1900
12
375
1900
12
4.0
0.95
1.00
1.00
1.00
0.99
3095
0.77
2412
0.92
408
1
477
5
1900
12
65
1900
11
30
1900
16
290
1900
11
4.0
1.00
1.00
1.00
0.99
1.00
1548
1.00
1548
0.93
312
2
337
0
1900
10
0.93
27
0
0
76
5%
0.94
0
0
0
76
4%
Perm
200
1900
10
4.0
1.00
0.97
1.00
0.95
1.00
1410
1.00
1410
0.94
213
15
310
105
1900
10
0.94
69
0
0
13
2%
Perm
215
1900
12
4.0
1.00
1.00
0.99
1.00
0.95
1529
0.38
614
0.93
231
0
231
49
5%
D.P+P
3
4
48.2
48.2
0.41
4.0
2.0
314
c0.05
c0.25
0.74
29.1
1.00
14.2
43.3
D
25
1900
11
0.92
5
0
0
13
4%
415
1900
11
4.0
0.95
1.00
1.00
0.99
0.99
3024
0.80
2433
0.94
441
4
538
0.92
65
0
0
9
4%
Perm
4%
1
2%
0.94
32
0
0
9
2%
1
1
1
45.3
46.3
0.39
5.0
2.0
950
45.3
46.3
0.39
5.0
2.0
959
0.20
0.50
26.9
1.00
1.9
28.8
C
28.8
C
c0.22
0.56
27.7
1.00
2.4
30.1
C
30.1
C
32.1
0.65
117.5
76.3%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
5%
34
4%
0.94
112
0
0
49
4%
4
4
52.2
52.2
0.44
688
0.22
40.2
40.2
0.34
4.0
2.0
482
0.22
0.49
23.2
1.00
2.5
25.7
C
32.8
C
0.64
32.6
1.00
6.5
39.1
D
39.1
D
C
23.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5191: Western Avenue & Soldiers Field Road EB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
13
0
1900
13
435
1900
13
Yes
905
1900
12
Yes
565
1900
11
0
1900
11
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
0
1900
11
820
1900
11
30
1900
11
Yes
0.84
2%
30
494
11.2
0.84
2%
0.94
0%
0.95
0%
30
441
10.0
0.95
0%
0.95
0%
0
0
0
0
895
0
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.84
2%
0.92
1%
518
custom
2
2
984
pm+pt
1
12
1
10.0
22.0
32.0
32.0%
4.0
3.0
-3.0
4.0
Lag
Yes
None
0.71
29.9
0.0
29.9
121
158
10.0
21.0
36.0
36.0%
4.0
2.0
-2.0
4.0
Lead
Yes
C-Max
0.49
1.1
0.0
1.1
1
m0
414
833
0
0
0
0.62
2008
0
0
0
0.49
30
100
2.3
0.92
1%
0.92
1%
0.94
0%
30
898
20.4
0.94
0%
614
0
0
0
12
3
12
3
68.0
68.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-2.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.59
3.6
0.0
3.6
18
m33
20
1118
0
0
0
0.55
818
10.0
18.0
32.0
32.0%
4.0
2.0
-2.0
4.0
0.0
0.0%
0.0
4.0
None
1.02
71.8
0.0
71.8
~310
#445
361
878
0
0
0
1.02
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 1:WBTL, Start of Green, Master Intersection
Natural Cycle: 90
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5191: Western Avenue & Soldiers Field Road EB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
5191: Western Avenue & Soldiers Field Road EB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
13
0
1900
13
565
1900
11
4.0
1.00
1.00
1.00
1637
1.00
1637
0.92
614
0
614
1%
0
1900
12
0
1900
12
0
1900
12
0
1900
11
0.92
0
0
0
1%
0.94
0
0
0
0%
0.94
0
0
0
0%
0.94
0
0
0
0%
0.95
0
0
0
0%
820
1900
11
4.0
0.95
0.99
1.00
3124
1.00
3124
0.95
863
3
892
0%
30
1900
11
0.84
0
0
0
2%
905
1900
12
4.0
0.97
1.00
0.95
3120
0.95
3120
0.92
984
13
971
1%
pm+pt
1
12
55.0
59.0
0.59
6.0
2.0
1966
0.18
0.13
0.49
11.9
0.11
0.0
1.3
A
0
1900
11
0.84
0
0
0
2%
435
1900
13
4.0
0.88
0.85
1.00
2592
1.00
2592
0.84
518
114
404
2%
custom
2
20.7
23.7
0.24
7.0
2.0
614
c0.16
0.66
34.5
1.00
2.0
36.4
D
36.4
D
28.6
0.76
100.0
97.3%
15
12
3
61.0
63.0
0.63
1031
c0.38
26.0
28.0
0.28
6.0
2.0
875
c0.29
0.60
11.0
0.31
0.1
3.4
A
2.1
A
1.02
36.0
1.00
35.4
71.4
E
71.4
E
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.0
A
0.95
32
0
0
0%
C
12.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5192: Western Avenue & Soldiers Field Road WB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
Yes
0
1900
11
1355
1900
11
115
1900
11
Yes
115
1900
11
Yes
185
1900
11
0
1900
11
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
0.92
2%
30
100
2.3
0.92
2%
0.92
2%
0.90
1%
30
474
10.8
0.90
1%
0.90
1%
0.94
0%
0.92
2%
0
0
0
0
1634
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
2.0
6.0
20
30
1151
26.2
0.94
0%
0.94
0%
0.92
2%
30
456
10.4
0.92
2%
319
0
0
0
1
0
Split
2
1
2
2
10.0
21.0
36.0
36.0%
4.0
2.0
0.0
6.0
Lead
Yes
C-Max
1.07
66.4
13.0
79.4
~397
m#421
394
10.0
22.0
32.0
32.0%
4.0
3.0
-3.0
4.0
Lag
Yes
None
10.0
22.0
32.0
32.0%
4.0
3.0
-1.0
6.0
Lag
Yes
None
0.42
21.3
0.0
21.3
54
91
1071
1524
0
43
0
1.10
0.0
0.0%
0.0
4.0
2
ø3
3
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
10.0
18.0
32.0
32%
4.0
2.0
None
376
891
0
1
0
0.36
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 1:WBTL, Start of Green, Master Intersection
Natural Cycle: 90
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5192: Western Avenue & Soldiers Field Road WB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
5192: Western Avenue & Soldiers Field Road WB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
0
1900
11
115
1900
11
115
1900
11
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
2%
0.92
0
0
0
2%
0.90
0
0
0
1%
0.90
128
0
0
1%
0.94
122
0
0
0%
Split
2
185
1900
11
6.0
0.95
1.00
0.98
3082
0.98
3082
0.94
197
96
223
0%
0
1900
11
0.92
0
0
0
2%
1355
1900
11
6.0
0.91
0.99
1.00
4416
1.00
4416
0.90
1506
9
1625
1%
0.94
0
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
1
0.0
A
60.7
0.79
100.0
97.3%
15
2
34.3
34.3
0.34
6.0
2.0
1515
c0.37
20.7
21.7
0.22
7.0
2.0
669
c0.07
1.07
32.9
0.97
34.1
66.0
E
66.0
E
0.33
33.1
1.00
0.1
33.2
C
33.2
C
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.0
A
E
44.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
941: Western Avenue & Memorial Drive
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
105
1900
10
0
0
25
740
1900
12
60
1900
10
150
1
25
Yes
430
1900
12
0
1
25
665
1900
10
0
1900
12
0
0
25
Yes
0
1900
10
0
0
25
940
1900
10
300
1900
10
0
0
25
Yes
30
474
10.8
30
345
7.8
0.92
2%
0.92
2%
0.92
2%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
7
0.90
5%
55
0.90
5%
41
0.91
0%
67
custom
4
8
0.90
5%
0
Split
4
939
4
4
8
473
pm+pt
1
6
1
5.0
10.0
29.0
29.0%
4.0
1.0
-1.0
4.0
5.0
10.0
29.0
29.0%
4.0
1.0
-1.0
4.0
5.0
10.0
13.0
13.0%
4.0
1.0
-1.0
4.0
Lag
C-Max
394
35
1030
20.1
C-Max
0.85
44.4
0.0
44.4
209
#266
265
1105
0
0
0
0.85
ø7
35
1840
35.8
0.91
0%
0.91
0%
0.86
3%
0.86
3%
41
0.86
3%
731
0
0
1442
0
6
2
6
2
10.0
15.0
25.0
25.0%
4.0
1.0
-1.0
4.0
Lag
10.0
16.0
71.0
71.0%
4.0
2.0
-2.0
4.0
10.0
16.0
46.0
46.0%
4.0
2.0
-2.0
4.0
Lead
C-Max
0.20
15.7
0.0
15.7
6
49
Max
1.15
126.5
0.0
126.5
~312
#511
Max
0.68
14.2
0.0
14.2
253
386
950
Max
1.19
123.8
0.0
123.8
~582
#668
1760
150
327
0
0
0
0.20
410
0
0
0
1.15
1069
0
0
0
0.68
1207
0
0
0
1.19
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
7
0.0
0.0%
1.0
15.0
16.0
16%
3.0
0.0
0.0
4.0
Lead
None
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 83 (83%), Referenced to phase 4:WBTL and 8:WBR, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
941: Western Avenue & Memorial Drive
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
941: Western Avenue & Memorial Drive
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
0
1900
12
0
1900
12
0
1900
12
105
1900
10
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
2%
2%
2%
0.90
117
0
0
7
5%
Split
4
740
1900
12
4.0
0.91
1.00
1.00
1.00
0.99
4418
0.99
4418
0.90
822
0
939
0.0
A
81.4
1.05
100.0
95.1%
15
WBR
NBL
NBT
NBR
SBL
SBT
SBR
60
1900
10
4.0
1.00
1.00
1.00
0.85
1.00
1292
1.00
1292
0.90
67
43
24
55
5%
5%
custom
4
8
430
1900
12
4.0
1.00
1.00
1.00
1.00
0.95
1624
0.09
149
0.91
473
0
473
41
0%
pm+pt
1
6
66.0
67.0
0.67
5.0
2.0
410
c0.24
0.53
1.15
34.8
1.00
93.5
128.3
F
665
1900
10
4.0
1.00
1.00
1.00
1.00
1.00
1596
1.00
1596
0.91
731
0
731
0
1900
12
0
1900
10
300
1900
10
0.91
0
0
0
0.86
0
0
0
940
1900
10
4.0
0.95
0.99
1.00
0.96
1.00
2809
1.00
2809
0.86
1093
27
1415
0%
0%
3%
3%
24.0
25.0
0.25
5.0
2.0
1105
c0.21
18.6
19.6
0.20
5.0
2.0
253
0.02
0.85
35.7
1.00
8.2
43.9
D
43.2
D
0.09
32.9
1.00
0.7
33.7
C
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
6
2
65.0
67.0
0.67
6.0
2.0
1069
0.46
40.0
42.0
0.42
6.0
2.0
1180
c0.50
0.68
10.0
1.00
3.6
13.6
B
58.6
E
1.20
29.0
1.00
98.1
127.1
F
127.1
F
0.86
349
0
0
41
3%
F
8.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5161: Cambridge Street & I-90 On-Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
WBT
WBR
NBL
NBT
NBR
NEL
NER
10
1900
760
1900
375
1900
130
1900
No
15
1900
5
1900
30
1900
No
10
1900
1240
1900
35
279
5.4
35
170
3.3
0.83
1%
0.97
1%
2
0.97
1%
0
Split
3
928
521
0
3
3
3
8.0
13.0
25.0
17.9%
4.0
1.0
-2.0
3.0
Lead
Yes
Max
8.0
13.0
25.0
17.9%
4.0
1.0
-2.0
3.0
Lead
Yes
Max
1.28
182.0
0.0
182.0
~391
#427
199
2
0.83
1%
726
0
0
0
1.28
30
125
2.8
0.83
0%
0.83
0%
8
0.83
0%
30
548
12.5
2
0.94
3%
60
0
446
45
0
Split
2
45
2
2
1
5
1
8.0
13.0
19.0
13.6%
4.0
1.0
-2.0
3.0
Lag
Yes
None
0.41
10.4
2.5
12.9
52
48
90
8.0
13.0
19.0
13.6%
4.0
1.0
-2.0
3.0
Lag
Yes
None
0.35
63.4
0.0
63.4
51
92
45
8.0
13.0
35.0
25.0%
4.0
1.0
-2.0
3.0
Lead
Yes
C-Max
0.69
36.4
66.4
102.9
315
449
468
1276
609
0
0
0.78
173
0
0
0
0.35
61.0
43.6%
0.0
0.0%
-5.0
3.0
-1.0
3.0
2
0.0
0.0%
-1.0
3.0
646
0
251
0
1.13
8
0.94
3%
33%
884
custom
15
15
15
68.0
48.6%
ø4
ø5
4
5
8.0
16.0
28.0
20%
3.0
5.0
8.0
13.0
33.0
24%
4.0
1.0
Lag
Yes
None
None
-2.0
3.0
0.74
35.4
98.4
133.8
354
445
1192
0
463
0
1.21
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 95 (68%), Referenced to phase 1:NEL, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
5161: Cambridge Street & I-90 On-Ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
5161: Cambridge Street & I-90 On-Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
WBT
WBR
NBL
NBT
NBR
NEL
NER
10
1900
760
1900
3.0
0.91
1.00
1.00
1.00
1.00
4619
1.00
4619
0.83
916
0
928
375
1900
3.0
0.95
1.00
1.00
0.96
1.00
3082
1.00
3082
0.97
387
0
521
130
1900
15
1900
30
1900
0.83
18
0
0
1%
1%
0.97
134
0
0
2
1%
5
1900
3.0
1.00
0.98
1.00
0.92
0.99
1518
0.99
1518
0.83
6
0
60
10
1900
3.0
1.00
0.98
1.00
0.85
1.00
1392
1.00
1392
0.94
11
0
446
2
3%
3
45
20.0
22.0
0.16
5.0
2.0
726
c0.20
56.0
61.0
0.44
1343
c0.17
14.0
16.0
0.11
5.0
2.0
173
c0.04
1240
1900
3.0
0.91
1.00
1.00
0.85
1.00
2568
1.00
2568
0.94
1319
0
884
8
3%
custom
15
15
63.0
65.0
0.46
1.28
59.0
1.00
135.7
194.7
F
194.7
F
0.39
26.8
0.32
0.1
8.8
A
8.8
A
0.35
57.2
1.00
0.4
57.6
E
57.6
E
0.83
12
0
0
2
1%
Split
3
82.2
0.72
140.0
74.2%
15
0%
Split
2
0%
2
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.83
36
0
0
8
0%
1
5
58.0
62.0
0.44
5.0
2.0
646
0.16
0.16
0.69
30.5
1.00
3.4
34.0
C
33.5
C
1192
c0.34
0.74
30.6
1.00
2.7
33.3
C
F
12.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5162: Cambridge Street & Soldiers Field Road EB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
1580
1900
11
450
1900
11
Yes
10
1900
11
380
1900
11
0
1900
11
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
500
1900
11
210
1900
11
125
1900
10
Yes
0.94
2%
35
170
3.3
0.94
2%
0.94
2%
0.87
0%
35
86
1.7
0.87
0%
0.87
0%
0.92
2%
30
306
7.0
0.92
2%
0.92
2%
0.91
3%
30
266
6.0
0.91
3%
0
1681
479
Perm
0
pm+pt
5
15
5
448
0
0
0
0
231
15
549
Split
4
4
137
Prot
4
15
4
4
4
8.0
16.0
28.0
20.0%
3.0
5.0
-4.0
4.0
Lag
Yes
None
1.08
117.6
0.0
117.6
~287
#405
8.0
16.0
28.0
20.0%
3.0
5.0
-4.0
4.0
Lag
Yes
None
0.84
81.8
0.0
81.8
206
#349
186
8.0
16.0
28.0
20.0%
3.0
5.0
-4.0
4.0
Lag
Yes
None
0.40
11.5
0.0
11.5
0
62
507
0
0
0
1.08
275
0
0
0
0.84
339
0
0
0
0.40
123
123
123
123
0.0
0.0%
79.0
56.4%
79.0
56.4%
0.0
4.0
-1.0
4.0
-1.0
4.0
8.0
13.0
33.0
23.6%
4.0
1.0
-1.0
4.0
68.0
48.6%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
None
0.71
20.9
148.7
169.5
375
m357
90
0.50
4.7
14.8
19.5
97
m45
2370
1104
0
0
1.33
958
462
0
0
0.97
0.34
0.5
0.0
0.5
2
m2
6
1314
0
0
0
0.34
226
ø1
ø2
ø3
1
2
3
8.0
13.0
35.0
25%
4.0
1.0
8.0
13.0
19.0
14%
4.0
1.0
8.0
13.0
25.0
18%
4.0
1.0
Lead
Yes
C-Max
Lag
Yes
None
Lead
Yes
Max
0.91
3%
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 95 (68%), Referenced to phase 1:NEL, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5162: Cambridge Street & Soldiers Field Road EB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
5162: Cambridge Street & Soldiers Field Road EB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
1580
1900
11
4.0
0.91
1.00
1.00
4424
1.00
4424
0.94
1681
0
1681
2%
450
1900
11
4.0
1.00
0.85
1.00
1378
1.00
1378
0.94
479
220
259
2%
Perm
10
1900
11
380
1900
11
4.0
0.95
1.00
1.00
3137
0.95
2999
0.87
437
0
448
0%
0
1900
11
0
1900
12
0
1900
12
0
1900
12
0.87
0
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
500
1900
11
4.0
0.97
1.00
0.95
2958
0.95
2958
0.91
549
0
549
3%
Split
4
210
1900
11
4.0
1.00
1.00
1.00
1605
1.00
1605
0.91
231
0
231
3%
4
125
1900
10
4.0
1.00
0.85
1.00
1317
1.00
1317
0.91
137
114
23
3%
Prot
4
20.0
24.0
0.17
8.0
2.0
507
c0.19
20.0
24.0
0.17
8.0
2.0
275
0.14
20.0
24.0
0.17
8.0
2.0
226
0.02
1.08
58.0
1.00
64.2
122.2
F
0.84
56.1
1.00
18.9
75.0
E
99.4
F
0.10
48.9
1.00
0.1
49.0
D
0.94
0
0
0
2%
123
74.0
75.0
0.54
2370
c0.38
0.71
24.3
0.82
0.3
20.3
C
26.4
C
123
74.0
75.0
0.54
738
0.19
0.35
18.6
2.58
0.0
48.0
D
42.1
0.70
140.0
65.2%
15
0.87
11
0
0
0%
pm+pt
5
15
15
58.0
60.0
0.43
1314
c0.07
0.08
0.34
26.8
0.02
0.0
0.5
A
0.5
A
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.0
A
D
12.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5163: Cambridge Street & Soldiers Field Road WB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
160
1900
11
1920
1900
11
0
1900
11
No
0
1900
12
0
1900
12
0
1900
12
No
390
1900
11
140
1900
10
60
1900
10
No
0
1900
12
0
1900
12
0
1900
12
No
0.98
2%
35
86
1.7
0.98
2%
0.98
2%
0.92
2%
35
455
8.9
0.92
2%
0.92
2%
0.92
2%
2122
0
0
0
0
0
30
304
6.9
0.89
0%
0.89
0%
0.92
2%
30
1151
26.2
0.92
2%
329
0
0
0
0
Split
1234
1234
0.89
0%
24%
333
Split
5
1234
1234
5
5
8.0
13.0
33.0
23.6%
4.0
1.0
1.0
6.0
8.0
13.0
33.0
23.6%
4.0
1.0
1.0
6.0
107.0
76.4%
107.0
76.4%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
4.0
-1.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.65
1.1
0.3
1.3
12
m12
6
None
1.16
151.2
0.0
151.2
~375
#572
375
3242
0
409
0
0.75
288
0
0
0
1.16
5
None
1.18
159.5
260.7
420.2
~376
#571
224
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
ø1
ø2
ø3
ø4
1
2
3
4
8.0
13.0
35.0
25%
4.0
1.0
8.0
13.0
19.0
14%
4.0
1.0
8.0
13.0
25.0
18%
4.0
1.0
8.0
16.0
28.0
20%
3.0
5.0
Lead
Yes
C-Max
Lag
Yes
None
Lead
Yes
Max
Lag
Yes
None
1071
279
0
93
0
1.77
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 95 (68%), Referenced to phase 1:NEL, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5163: Cambridge Street & Soldiers Field Road WB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
5163: Cambridge Street & Soldiers Field Road WB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
160
1900
11
1920
1900
11
4.0
0.91
1.00
1.00
4407
1.00
4407
0.98
1959
0
2122
2%
0
1900
11
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
140
1900
10
6.0
0.95
0.97
0.98
1447
0.98
1447
0.89
157
0
329
0%
60
1900
10
0.98
0
0
0
2%
390
1900
11
6.0
0.95
1.00
0.95
1492
0.95
1492
0.89
438
0
333
0%
Split
5
0.89
67
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
28.0
27.0
0.19
5.0
4.0
288
0.22
28.0
27.0
0.19
5.0
4.0
279
c0.23
1.16
56.5
1.00
102.1
158.6
F
1.18
56.5
1.00
111.4
167.9
F
163.2
F
0.98
163
0
0
2%
Split
1234
1234
99.0
100.0
0.71
3148
c0.48
0.67
11.0
0.05
0.3
0.8
A
0.8
A
0.0
A
39.4
0.76
140.0
71.3%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
5
0.0
A
D
10.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
937: River Street & Memorial Drive
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
160
1900
12
960
1900
12
860
1900
12
No
0
1900
12
0
1900
12
0
1900
12
Yes
0
1900
12
935
1900
11
125
1900
10
Yes
95
1900
10
950
1900
10
0
1900
12
Yes
35
455
8.9
11
0.96
0%
0.96
0%
35
484
9.4
11
0.96
0%
35
1616
31.5
0.92
2%
0.92
2%
0.98
1%
0.98
1%
12
0.98
1%
12
0.80
0%
0
0
0
0
1082
0
1167
4
896
Prot
4
4
4
4
6
10.0
10.0
21.0
21.0
60.0
60.0
42.9% 42.9%
4.0
4.0
1.0
1.0
-2.0
-2.0
3.0
3.0
Lag
Lag
Yes
Yes
Max
Max
0.89
1.51
47.7
270.1
11.3
0.0
59.0
270.1
591 ~1166
m660 m#1411
375
10.0
22.0
48.0
34.3%
4.0
2.0
-3.0
3.0
Lag
Yes
C-Max
0.80
38.9
0.0
38.9
437
531
1536
10.0
21.0
60.0
42.9%
4.0
1.0
-2.0
3.0
Lag
Yes
Max
1313
146
0
0
1.00
35
1030
20.1
0.92
2%
0
Split
4
6
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
-1.0
3.0
-1.0
3.0
404
592
0
0
0
1.51
1352
0
0
0
0.80
ø3
0.0
0.0%
-1.0
3.0
0.80
0%
0.80
0%
0
pm+pt
5
2
5
1307
0
5.0
10.0
15.0
10.7%
4.0
1.0
-2.0
3.0
Lead
Yes
Max
10.0
22.0
63.0
45.0%
4.0
2.0
-3.0
3.0
2
3
2
C-Max
1.26
150.9
0.0
150.9
~698
#667
950
0.0
0.0%
1.0
16.0
17.0
12%
2.0
0.0
-1.0
3.0
Lead
Yes
None
1040
0
0
0
1.26
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 53 (38%), Referenced to phase 2:SBTL and 6:NBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
937: River Street & Memorial Drive
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
937: River Street & Memorial Drive
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
160
1900
12
960
1900
12
3.0
0.95
1.00
1.00
1.00
0.99
3226
0.99
3226
0.96
1000
0
1167
0
1900
12
0
1900
12
0
1900
12
0
1900
12
125
1900
10
95
1900
10
0.92
0
0
0
0.92
0
0
0
0.98
0
0
0
2%
2%
2%
1%
1%
0.98
128
0
0
12
1%
0.80
119
0
0
12
0%
pm+pt
5
2
950
1900
10
3.0
0.95
1.00
1.00
1.00
1.00
3019
0.56
1684
0.80
1188
0
1307
0
1900
12
0.92
0
0
0
935
1900
11
3.0
0.95
0.99
1.00
0.98
1.00
3039
1.00
3039
0.98
954
6
1076
0%
0%
4
860
1900
12
3.0
1.00
1.00
1.00
0.85
1.00
1454
1.00
1454
0.96
896
0
896
11
0%
Prot
4
55.0
57.0
0.41
5.0
2.0
1313
0.36
55.0
57.0
0.41
5.0
2.0
592
c0.62
59.0
62.0
0.44
6.0
2.0
1346
c0.35
0.89
38.6
1.04
7.1
47.3
D
149.0
F
1.51
41.5
1.05
237.6
281.3
F
0.80
33.6
1.00
5.0
38.7
D
38.7
D
0.96
167
0
0
11
0%
Split
4
0%
6
0.0
A
122.4
1.16
140.0
110.2%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.80
0
0
0
2
74.0
77.0
0.55
6.0
2.0
1050
c0.12
0.57
1.24
31.5
1.00
118.3
149.8
F
149.8
F
F
9.0
H
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
294: Memorial Dr. on-ramp & BU Bridge
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
Yes
100
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
1130
1900
835
1900
Yes
0
1900
0
1900
0
1900
Yes
30
98
2.2
30
613
13.9
30
129
2.9
30
61
1.4
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
0%
200
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0
111
0
0
0
0
0
2184
0
0
0
0
0.0
0.0%
0.0
4.0
3
1
3
1
8.0
12.0
17.0
22.7%
3.0
0.6
0.0
3.6
8.0
12.0
40.0
53.3%
3.0
0.6
0.0
3.6
Lead
Yes
C-Max
1.39
199.9
116.1
316.0
~686
#826
49
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
Max
0.12
24.0
0.0
24.0
23
44
18
533
918
0
0
0
0.12
ø2
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
10.0
17.0
18.0
24%
2.0
0.0
Lag
Yes
None
1
1570
246
0
0
1.65
Intersection Summary
Area Type:
CBD
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 1:NBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
294: Memorial Dr. on-ramp & BU Bridge
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
294: Memorial Dr. on-ramp & BU Bridge
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
1130
1900
3.6
0.95
0.94
1.00
0.94
1.00
2866
1.00
2866
0.90
1256
181
2003
835
1900
0.90
0
0
0
100
1900
3.6
0.95
1.00
1.00
1.00
1.00
3249
1.00
3249
0.90
111
0
111
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
0%
0%
0%
0%
0%
0%
0%
0%
0.90
928
0
0
200
0%
0%
0%
0%
3
1
21.2
21.2
0.28
3.6
2.0
918
c0.03
35.6
35.6
0.47
3.6
2.0
1360
c0.70
0.12
20.0
1.00
0.3
20.2
C
20.2
C
1.47
19.7
1.00
216.7
236.4
F
236.4
F
0.0
A
226.0
0.97
75.0
81.1%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.0
A
F
18.2
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
315: Commonwealth Avenue & BU Bridge
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
10
300
1
25
1430
1900
12
320
1900
13
170
1
25
Yes
0
1900
10
0
0
25
815
1900
10
1235
1900
16
200
1
25
No
0
1900
16
0
0
25
730
1900
16
5
1900
16
0
0
25
No
5
1900
10
0
0
25
910
1900
12
420
1900
11
175
1
25
Yes
30
1330
30.2
0.86
0%
0.86
0%
0
1663
30
354
8.0
503
0.86
0%
372
Perm
0.89
0%
0.89
0%
0
916
2
0.0
0.0%
0.0
4.0
2
2
8.0
24.0
57.0
57.0%
4.0
1.0
-1.0
4.0
8.0
24.0
57.0
57.0%
4.0
1.0
-1.0
4.0
8.0
24.0
57.0
57.0%
4.0
1.0
-1.0
4.0
C-Max
0.67
18.9
0.0
18.9
269
299
1250
2474
0
21
0
0.68
0.0
4.0
C-Max
0.77
30.1
0.0
30.1
169
282
170
486
0
0
0
0.77
646
0.89
0%
1388
custom
2
28
2
2
0.0
0.0%
30
198
4.5
C-Max
0.40
17.9
0.0
17.9
136
m127
274
2309
0
0
0
0.40
0.73
0%
101
0.73
0%
101
0.91
0%
0
1007
0
0
Perm
7
0.0
0.0%
-1.0
4.0
0.0
4.0
200
1103
78
0
0
1.35
8.0
17.0
29.0
29.0%
3.0
4.0
-3.0
4.0
Lead
None
2.08
515.6
0.0
515.6
~1019
#969
118
483
0
0
0
2.08
0.0
0.0%
0.0
4.0
0.91
0%
1005
53
0.91
0%
3
462
Prot
3
3
3
3
3
8.0
25.0
43.0
43.0%
3.0
4.0
-3.0
4.0
8.0
25.0
43.0
43.0%
3.0
4.0
-3.0
4.0
8.0
25.0
43.0
43.0%
3.0
4.0
-3.0
4.0
7
71.0
71.0%
1.26
143.3
42.7
186.0
~1114
m#946
30
1048
23.8
0.73
0%
28
ø8
8
4.0
8.0
14.0
14%
3.0
1.0
Lag
None
None
0.83
33.8
0.0
33.8
300
387
968
1204
0
0
0
0.83
None
0.84
40.7
0.0
40.7
261
#443
None
175
550
0
0
0
0.84
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 11 (11%), Referenced to phase 2:EBWB, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
315: Commonwealth Avenue & BU Bridge
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
315: Commonwealth Avenue & BU Bridge
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
0
1900
10
815
1900
10
4.0
0.91
1.00
1.00
1.00
1.00
4357
1.00
4357
0.89
916
0
916
0%
0%
320
1900
13
4.0
1.00
0.60
1.00
0.85
1.00
897
1.00
897
0.86
372
10
362
503
0%
Perm
0
1900
10
0.86
0
0
0
1430
1900
12
4.0
0.91
1.00
1.00
1.00
1.00
4668
1.00
4668
0.86
1663
0
1663
2
52.0
53.0
0.53
5.0
2.0
2474
0.36
0.67
17.2
1.00
1.5
18.6
B
20.6
C
2
52.0
53.0
0.53
5.0
2.0
475
0.40
0.76
18.5
1.00
11.0
29.5
C
127.2
1.55
100.0
145.4%
15
0.89
0
0
0
0%
WBR
NBL
NBT
NBR
SBL
SBT
SBR
1235
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1647
1.00
1647
0.89
1388
0
1388
646
0%
0%
custom
2
28
0
1900
16
5
1900
16
5
1900
10
0.73
0
0
0
730
1900
16
4.0
1.00
1.00
1.00
1.00
1.00
1932
1.00
1932
0.73
1000
0
1007
0%
0%
0.73
7
0
0
101
0%
0.91
5
0
0
101
0%
Perm
910
1900
12
4.0
0.95
1.00
1.00
1.00
1.00
3248
0.95
3086
0.91
1000
0
1005
420
1900
11
4.0
1.00
1.00
1.00
0.85
1.00
1405
1.00
1405
0.91
462
2
460
53
0%
Prot
3
7
0%
3
3
52.0
53.0
0.53
5.0
2.0
2309
0.21
0.40
14.0
1.25
0.3
17.7
B
109.0
F
66.0
64.0
0.64
1054
c0.84
1.32
18.0
1.29
146.0
169.3
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
22.0
25.0
0.25
7.0
4.0
483
c0.52
36.0
39.0
0.39
7.0
4.0
1204
0.33
0.83
27.6
1.00
4.4
31.9
C
33.5
C
2.08
37.5
0.70
494.5
520.8
F
520.8
F
36.0
39.0
0.39
7.0
4.0
548
0.33
0.84
27.7
1.00
9.3
37.0
D
F
12.0
H
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
1329: Commonwealth Avenue & University Road Outbound
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
705
1900
11
735
1900
12
Yes
0
1900
11
490
1900
11
35
1900
11
Yes
1180
1900
14
410
1900
13
30
1900
13
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
0.93
2%
30
51
1.2
0.93
2%
0.93
2%
0.84
8%
30
553
12.6
0.84
8%
0.84
8%
0.95
1%
30
323
7.3
0.95
1%
0.95
1%
0.92
2%
30
391
8.9
0.92
2%
0.92
2%
0
758
790
custom
2
36
0
625
0
464
0
0
0
0
6
1242
Split
3
6
3
3
2.0
9.0
26.0
26.0%
4.0
3.0
-3.0
4.0
Lag
20.0
28.0
55.0
55.0%
4.0
4.0
-4.0
4.0
20.0
28.0
55.0
55.0%
4.0
4.0
-4.0
4.0
2
0.0
0.0%
0.0
4.0
8.0
15.0
45.0
45.0%
4.0
3.0
-3.0
4.0
36
81.0
81.0%
0.0
0.0%
-3.0
5.0
0.0
4.0
C-Max
0.60
18.8
0.2
19.0
84
141
1
0.60
9.8
12.9
22.7
243
324
1262
96
0
0
0.65
1311
506
0
0
0.98
0.0
0.0%
0.0
4.0
3
ø5
5
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
1.0
13.0
19.0
19%
3.0
0.0
Lead
C-Max
0.54
32.0
0.0
32.0
121
146
473
None
1.42
220.1
98.3
318.4
~1073
#1325
1166
0
1
0
0.54
875
0
117
0
1.64
None
0.52
18.9
0.0
18.9
187
278
243
None
311
886
0
0
0
0.52
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 23 (23%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
1329: Commonwealth Avenue & University Road Outbound
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
1329: Commonwealth Avenue & University Road Outbound
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
EBL
EBT
0
1900
11
705
1900
11
4.0
0.95
1.00
1.00
3079
1.00
3079
0.93
758
0
758
2%
0.93
0
0
0
2%
Charles River Base Model - Existing Conditions
Weekday Morning
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
735
1900
12
5.0
1.00
0.85
1.00
1425
1.00
1425
0.93
790
174
616
2%
custom
2
36
0
1900
11
490
1900
11
4.0
0.91
0.99
1.00
4136
1.00
4136
0.84
583
7
618
8%
35
1900
11
410
1900
13
4.0
1.00
0.99
1.00
1731
1.00
1731
0.95
432
2
462
1%
30
1900
13
0
1900
12
0
1900
12
0
1900
12
0.95
32
0
0
1%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
6
1180
1900
14
4.0
1.00
1.00
0.95
1716
0.95
1716
0.95
1242
0
1242
1%
Split
3
25.0
28.0
0.28
7.0
0.2
1158
0.15
47.0
51.0
0.51
8.0
4.0
875
c0.72
47.0
51.0
0.51
8.0
4.0
883
0.27
0.53
30.5
1.00
1.8
32.2
C
32.2
C
1.42
24.5
1.00
195.5
220.0
F
0.52
16.4
1.00
0.7
17.1
B
164.8
F
38.0
41.0
0.41
7.0
4.0
1262
c0.25
0.60
23.1
0.74
1.6
18.5
B
111.8
F
79.0
78.0
0.78
1112
0.43
0.55
4.3
47.08
0.5
201.2
F
122.3
1.05
100.0
101.0%
15
0.84
0
0
0
8%
0.84
42
0
0
8%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
3
0.0
A
F
8.0
G
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
8000: Lenox Street & Mountfort Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBT
WBR
WBR2
NBL
NBT
SEL
45
1900
12
0
1900
10
50
1
25
555
1900
12
5
1900
11
0
0
25
490
1900
16
650
1900
11
0
0
25
30
307
7.0
0.92
0%
30
228
5.2
0.89
5%
538
730
ø2
Yes
30
280
6.4
0.88
8%
0.88
8%
0.88
8%
0.92
0%
631
custom
5
1
0
0
Perm
51
5
1
5.0
11.0
18.0
19.6%
4.0
2.0
-2.0
4.0
Lead
8.0
13.0
55.0
59.8%
4.0
1.0
-1.0
4.0
Lead
Max
0.21
36.8
0.0
36.8
26
59
200
Max
0.72
10.3
0.0
10.3
75
198
241
0
0
0
0.21
0.0
0.0%
0.0
4.0
3
6
3
3
3
6
8.0
18.0
22.0
23.9%
3.0
1.0
0.0
4.0
8.0
18.0
22.0
23.9%
3.0
1.0
0.0
4.0
8.0
16.0
52.0
56.5%
4.0
1.0
-1.0
4.0
Lag
1.0
15.0
15.0
16%
4.0
0.0
Max
0.75
42.2
0.0
42.2
156
214
227
C-Max
0.48
15.4
0.0
15.4
132
176
148
C-Max
720
0
0
0
0.75
1514
0
0
0
0.48
Max
50
878
0
0
0
0.72
2
Lag
Intersection Summary
Area Type:
CBD
Cycle Length: 92
Actuated Cycle Length: 92
Offset: 49 (53%), Referenced to phase 2:Ped and 6:SEL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases:
8000: Lenox Street & Mountfort Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
8000: Lenox Street & Mountfort Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
WBT
Charles River Base Model - Existing Conditions
Weekday Morning
WBR
WBR2
NBL
NBT
SEL
0
1900
10
4.0
1.00
0.85
1.00
1256
1.00
1256
0.88
0
181
450
8%
custom
5
1
555
1900
12
5
1900
11
0.88
631
0
0
8%
0.92
5
0
0
0%
Perm
490
1900
16
4.0
0.95
1.00
1.00
3680
1.00
3680
0.92
533
0
538
0%
650
1900
11
4.0
0.97
1.00
0.95
2901
0.95
2901
0.89
730
0
730
5%
3
6
18.0
18.0
0.20
4.0
2.0
720
47.0
48.0
0.52
5.0
2.0
1514
c0.25
45
1900
12
4.0
1.00
1.00
1.00
1583
1.00
1583
0.88
51
0
51
8%
3
12.0
14.0
0.15
6.0
2.0
241
0.03
50.0
51.0
0.55
5.0
2.0
696
c0.36
0.21
34.2
1.00
2.0
36.2
D
20.1
C
0.65
14.2
1.00
4.6
18.8
B
0.15
0.75
34.9
1.00
7.0
41.8
D
41.8
D
24.2
0.63
92.0
60.1%
15
0.48
14.1
1.00
1.1
15.2
B
15.2
B
HCM Level of Service
C
Sum of lost time (s)
ICU Level of Service
8.0
B
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
239: Mass Ave. & Prospect Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
25
430
1900
40
1900
100
1
25
No
5
1900
0
0
25
230
1900
65
1900
100
1
25
No
5
1900
0
0
25
525
1900
220
1900
0
1
25
No
5
1900
0
0
25
470
1900
35
1900
0
0
25
No
30
527
12.0
30
304
6.9
30
127
2.9
0.93
11%
0.93
11%
0.93
11%
0.86
19%
0.86
19%
0.86
19%
0.93
10%
0.93
10%
0
462
43
Prot
1
0
Perm
273
76
Prot
1
0
Perm
570
1
0.0
0.0%
0.0
4.0
41.0
41.0
45.6%
3.0
7.0
-5.0
5.0
Lead
Yes
0.75
32.4
0.0
32.4
220
#344
447
41.0
41.0
45.6%
3.0
7.0
-5.0
5.0
Lead
Yes
0.08
17.4
0.0
17.4
15
36
616
0
0
0
0.75
1
1
41.0
41.0
45.6%
3.0
7.0
0.0
10.0
Lead
Yes
100
524
0
0
0
0.08
41.0
41.0
45.6%
3.0
7.0
-5.0
5.0
Lead
Yes
0.48
23.6
2.8
26.4
113
175
224
568
192
0
0
0.73
41.0
41.0
45.6%
3.0
7.0
-5.0
5.0
Lead
Yes
0.16
18.4
0.0
18.4
27
54
100
488
0
0
0
0.16
2
2
49.0
49.0
54.4%
3.0
7.0
0.0
10.0
Lag
Yes
30
354
8.0
540
0.93
10%
237
Prot
2
49.0
49.0
54.4%
3.0
7.0
-5.0
5.0
Lag
Yes
0.75
26.5
49.1
75.6
251
390
47
49.0
49.0
54.4%
3.0
7.0
0.0
10.0
Lag
Yes
0.41
20.4
1.2
21.6
90
153
756
234
0
0
1.09
572
168
0
0
0.59
0.89
6%
0.89
6%
0.89
6%
0
Perm
573
0
2
2
49.0
49.0
54.4%
3.0
7.0
0.0
10.0
Lag
Yes
49.0
49.0
54.4%
3.0
7.0
-5.0
5.0
Lag
Yes
0.74
25.5
0.0
25.5
249
377
274
0.0
0.0%
0.0
4.0
776
0
0
0
0.74
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green
Natural Cycle: 90
Control Type: Pretimed
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
239: Mass Ave. & Prospect Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
239: Mass Ave. & Prospect Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
40
1900
5.0
1.00
1.00
1.00
0.85
1.00
1309
1.00
1309
0.93
43
0
43
5
1900
230
1900
5.0
1.00
1.00
1.00
1.00
1.00
1435
0.99
1419
0.86
267
0
273
65
1900
5.0
1.00
1.00
1.00
0.85
1.00
1221
1.00
1221
0.86
76
0
76
5
1900
525
1900
5.0
1.00
1.00
1.00
1.00
1.00
1554
0.99
1546
0.93
565
0
570
470
1900
5.0
1.00
1.00
1.00
0.99
1.00
1598
0.99
1588
0.89
528
0
573
35
1900
11%
11%
11%
Prot
1
19%
Perm
19%
19%
Prot
1
10%
Perm
220
1900
10.0
1.00
1.00
1.00
0.85
1.00
1321
1.00
1321
0.93
237
0
237
540
10%
Prot
2
5
1900
0.93
0
0
0
430
1900
5.0
1.00
1.00
1.00
1.00
1.00
1541
1.00
1541
0.93
462
0
462
6%
6%
1
0.86
6
0
0
1
1
31.0
36.0
0.40
10.0
616
c0.30
31.0
36.0
0.40
10.0
524
0.03
0.75
23.1
1.00
8.2
31.3
C
30.1
C
0.08
16.7
1.00
0.3
17.1
B
25.1
0.75
90.0
104.5%
15
0.93
5
0
0
10%
2
2
31.0
36.0
0.40
10.0
568
0.19
0.48
20.1
1.00
2.9
23.0
C
21.9
C
31.0
36.0
0.40
10.0
488
0.06
0.16
17.3
1.00
0.7
18.0
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.89
6
0
0
6%
Perm
0.89
39
0
0
2
2
39.0
44.0
0.49
10.0
756
c0.37
0.75
18.6
1.00
6.9
25.5
C
23.8
C
39.0
39.0
0.43
10.0
572
0.18
0.41
17.6
1.00
2.2
19.8
B
39.0
44.0
0.49
10.0
776
0.36
0.74
18.4
1.00
6.2
24.6
C
24.6
C
C
10.0
G
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
227: Mass Ave. & Sidney St Ext.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
285
1900
130
1
100
440
1900
75
1900
0
0
25
No
155
1900
115
1
215
335
1900
115
1900
0
0
25
No
0
1900
0
0
25
0
1900
10
1900
0
1
25
No
250
1900
0
0
25
125
1900
185
1900
0
1
25
No
30
627
14.3
0.92
0.92
0.92
310
Prot
5
560
0
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
1.17
134.2
551.8
686.0
~215
m#371
21.0
40.0
44.4%
4.0
1.0
0.0
5.0
Lag
Yes
0.88
49.4
0.0
49.4
338
#503
547
0.92
130
266
0
137
0
2.40
2
638
0
0
0
0.88
0.0
0.0%
0.0
4.0
30
673
15.3
0.92
0.92
0.92
30
277
6.3
0.92
168
Prot
1
489
0
0
0
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
0.63
46.8
0.0
46.8
90
#168
21.0
40.0
44.4%
4.0
1.0
0.0
5.0
Lag
Yes
0.78
34.6
0.0
34.6
239
#398
593
115
266
0
0
0
0.63
6
627
0
0
0
0.78
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
30
170
3.9
0.92
0.92
0.92
11
custom
1
1
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
0.05
32.2
0.0
32.2
5
20
0
Split
8
408
21.0
30.0
33.3%
4.0
1.0
0.0
5.0
21.0
30.0
33.3%
4.0
1.0
0.0
5.0
197
242
0
0
0
0.05
8
0.90
53.2
589.2
642.4
215
m211
90
451
275
0
0
2.32
0.92
201
Over
5
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
0.84
27.6
116.0
143.6
75
m78
238
77
0
0
1.25
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 74 (82%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 90
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
227: Mass Ave. & Sidney St Ext.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
227: Mass Ave. & Sidney St Ext.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
285
1900
5.0
1.00
1.00
0.95
1593
0.95
1593
0.92
310
0
310
Prot
5
440
1900
5.0
1.00
0.98
1.00
1640
1.00
1640
0.92
478
0
560
75
1900
335
1900
5.0
1.00
0.96
1.00
1612
1.00
1612
0.92
364
0
489
115
1900
0
1900
0
1900
0.92
125
0
0
0.92
0
0
0
0.92
0
0
0
125
1900
5.0
1.00
1.00
0.97
1622
0.97
1622
0.92
136
0
408
8
185
1900
5.0
1.00
0.85
1.00
1425
1.00
1425
0.92
201
0
201
Over
5
15.0
15.0
0.17
5.0
266
c0.19
35.0
35.0
0.39
5.0
638
c0.34
15.0
15.0
0.17
5.0
266
0.11
35.0
35.0
0.39
5.0
627
0.30
10
1900
5.0
1.00
0.86
1.00
1450
1.00
1450
0.92
11
0
11
custom
1
1
15.0
15.0
0.17
5.0
242
0.01
250
1900
2
155
1900
5.0
1.00
1.00
0.95
1593
0.95
1593
0.92
168
0
168
Prot
1
25.0
25.0
0.28
5.0
451
c0.25
15.0
15.0
0.17
5.0
238
0.14
1.17
37.5
0.84
102.2
133.7
F
0.88
25.5
1.38
13.1
48.2
D
78.7
E
0.63
34.9
1.00
10.9
45.8
D
0.78
24.1
1.00
9.3
33.4
C
36.6
D
0.90
31.4
1.58
3.2
52.8
D
43.4
D
0.84
36.4
0.57
3.5
24.1
C
0.92
82
0
0
55.5
0.95
90.0
80.1%
15
6
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.05
31.5
1.00
0.4
31.8
C
31.8
C
0.92
272
0
0
Split
8
E
15.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
308: Memorial Dr WB On-ramp & Mass Ave.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
0
1900
0
1900
115
1900
Yes
95
1900
490
1900
0
1900
Yes
0
1900
490
1900
15
1900
Yes
0.92
30
711
16.2
0.92
0.92
0.92
30
476
10.8
0.92
0.92
0.92
30
127
2.9
0.92
0.92
0.92
30
432
9.8
0.92
0.92
0
0
0
0
0
125
custom
4
533
0
0
549
0
4
103
pm+pt
1
6
1
6.0
15.0
21.0
24.1%
4.0
1.0
0.0
5.0
Lag
Yes
None
0.19
0.6
0.0
0.6
0
0
790
0
0
0
0.16
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
631
6
2
6
2
10.0
15.0
18.0
20.7%
4.0
1.0
0.0
5.0
Lead
Yes
Max
0.17
1.8
1.3
3.2
4
m6
10.0
15.0
45.0
51.7%
4.0
1.0
0.0
5.0
Max
0.24
1.6
0.6
2.2
11
13
47
22.0
27.0
27.0
31.0%
4.0
1.0
0.0
5.0
Lag
Yes
Max
0.46
15.5
0.0
15.5
77
116
352
613
363
0
0
0.41
2184
1217
0
0
0.55
1198
0
0
0
0.46
396
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
ø3
3
0.0
0.0%
4.0
21.0
21.0
24%
2.0
0.0
0.0
4.0
Lead
Yes
None
Intersection Summary
Area Type:
CBD
Cycle Length: 87
Actuated Cycle Length: 58.4
Natural Cycle: 80
Control Type: Semi Act-Uncoord
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
308: Memorial Dr WB On-ramp & Mass Ave.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
308: Memorial Dr WB On-ramp & Mass Ave.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
490
1900
5.0
0.95
1.00
1.00
3171
1.00
3171
0.92
533
2
547
15
1900
0.92
0
0
0
490
1900
5.0
0.95
1.00
1.00
3185
1.00
3185
0.92
533
0
533
0
1900
0.92
0
0
0
95
1900
5.0
1.00
1.00
0.95
1593
0.33
556
0.92
103
0
103
pm+pt
1
6
40.0
40.0
0.69
5.0
0.2
613
0.04
0.08
0.17
3.5
0.38
0.5
1.8
A
0
1900
0.92
0
0
0
115
1900
5.0
1.00
0.86
1.00
1450
1.00
1450
0.92
125
107
18
custom
4
8.3
8.3
0.14
5.0
2.0
206
c0.01
0.09
21.7
1.00
0.1
21.8
C
0.0
A
21.8
C
9.1
0.34
58.3
60.9%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
6
2
40.0
40.0
0.69
5.0
0.2
2185
c0.17
22.0
22.0
0.38
5.0
0.2
1197
c0.17
0.24
3.4
0.37
0.2
1.5
A
1.5
A
0.46
13.7
1.00
1.3
14.9
B
14.9
B
0.92
16
0
0
A
15.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
304: Memorial Dr EB Off-ramp & Mass Ave.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
395
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
585
1900
395
1900
Yes
0
1900
490
1900
0
1900
Yes
30
698
15.9
1.00
0%
1.00
0%
0
0
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
30
425
9.7
150
0.86
9%
459
custom
4
30
2105
47.8
1.00
0%
1.00
0%
1.00
0%
0.86
14%
150
0.86
0%
1.00
0%
0.88
11%
1.00
0%
0
0
0
0
1139
0
0
557
0
6
2
4
6
2
6.0
15.0
21.0
24.1%
4.0
1.0
0.0
5.0
Lag
Yes
None
0.60
3.4
0.0
3.4
0
0
10.0
15.0
45.0
51.7%
4.0
1.0
0.0
5.0
Max
0.61
5.6
0.0
5.6
71
105
2025
22.0
27.0
27.0
31.0%
4.0
1.0
0.0
5.0
Lag
Yes
Max
0.50
4.0
0.0
4.0
8
12
47
1871
0
0
0
0.61
1104
19
0
0
0.51
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
618
345
858
0
0
0
0.53
ø3
1
3
10.0
15.0
18.0
21%
4.0
1.0
4.0
21.0
21.0
24%
2.0
0.0
Lead
Yes
Max
Lead
Yes
None
30
127
2.9
1.00
0%
0.0
0.0%
ø1
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 87
Actuated Cycle Length: 58.4
Natural Cycle: 80
Control Type: Semi Act-Uncoord
Splits and Phases:
304: Memorial Dr EB Off-ramp & Mass Ave.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
304: Memorial Dr EB Off-ramp & Mass Ave.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
1.00
0
0
0
1.00
0
0
0
1.00
0
0
0
1.00
0
0
0
1.00
0
0
0
0%
0%
0%
0%
0%
0%
14%
0.86
459
0
0
150
0%
490
1900
5.0
0.95
1.00
1.00
1.00
1.00
2927
1.00
2927
0.88
557
0
557
0
1900
1.00
0
0
0
585
1900
5.0
0.95
0.95
1.00
0.94
1.00
2673
1.00
2673
0.86
680
79
1060
395
1900
1.00
0
0
0
395
1900
5.0
1.00
1.00
1.00
0.86
1.00
1357
1.00
1357
0.86
459
394
65
150
9%
custom
4
0%
11%
0%
6
2
8.3
8.3
0.14
5.0
2.0
193
c0.05
40.0
40.0
0.69
5.0
0.2
1834
c0.40
22.0
22.0
0.38
5.0
0.2
1105
0.19
0.34
22.5
1.00
0.4
22.9
C
0.58
4.8
1.00
1.3
6.1
A
6.1
A
0.50
14.0
0.17
1.5
3.9
A
3.9
A
22.9
C
0.0
A
9.1
0.54
58.3
60.9%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
1.00
0
0
0
A
10.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
11: Commonwealth Ave & Beacon St
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBT
EBR
EBR2
NBR2
SBR2
NER
NER2
SWL2
SWL
SWT
SWR
SWR2
395
1900
35
1900
40
1
25
15
1900
300
1900
20
1900
900
1900
0
0
25
30
1900
40
1900
380
1900
0
0
25
735
1900
485
1900
0
0
25
25
1900
Yes
Yes
Yes
Yes
Yes
Yes
25
249
6.8
0.90
6%
439
25
73
2.0
170
0.90
6%
174
0.90
6%
25
56
Perm
0
2
26.0
28.0
28.0%
4.0
5.0
-1.0
8.0
Lag
0.72
44.8
0.0
44.8
138
194
169
613
0
0
0
0.72
ø7
2
26.0
28.0
28.0%
4.0
5.0
-1.0
8.0
Lag
98
0.94
11%
25
64
0.75
0%
98
0.86
1%
170
0.86
1%
25
98
0.93
6%
170
0.93
6%
319
27
1082
custom custom custom
8
2
1
0
0
custom
452
Prot
4
4
20.0
42.0
42.0%
3.0
4.0
-1.0
6.0
64
0.93
6%
18
59.0
59.0%
59.0
59.0%
0.0
0.0%
-1.0
7.0
-1.0
7.0
0.0
4.0
26.0
28.0
28.0%
4.0
5.0
0.0
9.0
Lag
24.0
30.0
30.0%
4.0
4.0
-1.0
7.0
Lead
0.31
30.8
0.0
30.8
21
59
0.04
0.1
0.0
0.1
0
0
1.85
415.0
0.0
415.0
~605
#704
2.05
505.9
0.0
505.9
~372
#670
0.64
11.1
0.0
11.1
135
216
1
0.63
13.0
0.0
13.0
116
215
40
183
0
0
0
0.31
606
0
0
0
0.53
650
0
0
0
0.04
585
0
0
0
1.85
221
0
0
0
2.05
1462
0
0
0
0.64
651
0
0
0
0.63
0.0
4.0
0.0
0.0%
0.0
4.0
0.93
6%
27%
408
Prot
18
931
14.0
29.0
29.0%
3.0
1.0
-1.0
3.0
Lag
Yes
0.53
24.9
0.0
24.9
66
115
0.0
0.0%
20.0
42.0
42.0%
3.0
4.0
-1.0
6.0
0.93
6%
0
7
13.0
13.0
13%
2.0
0.0
Lead
Yes
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 28 (28%), Referenced to phase 1:SWT, Start of Green
Natural Cycle: 130
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
11: Commonwealth Ave & Beacon St
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
11: Commonwealth Ave & Beacon St
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBT
EBR
EBR2
395
1900
8.0
0.95
1.00
1.00
1.00
1.00
3065
1.00
3065
0.90
439
0
439
35
1900
8.0
1.00
0.62
1.00
0.85
1.00
847
1.00
847
0.90
39
14
42
170
6%
15
1900
6%
0.90
17
0
0
174
6%
25
Perm
2
19.0
20.0
0.20
9.0
613
c0.14
0.72
37.3
1.00
7.0
44.4
D
43.6
D
2
19.0
20.0
0.20
9.0
169
NBR2
SBR2
NER
NER2
SWL2
SWL
SWT
SWR
SWR2
300
20
900
1900
1900
1900
3.0
9.0
7.0
0.88
1.00
0.88
1.00
1.00
1.00
1.00
1.00
1.00
0.85
0.86
0.85
1.00
1.00
1.00
2045
1479
2533
1.00
1.00
1.00
2045
1479
2533
0.94
0.75
0.86
319
27
1047
75
22
2
244
5
1080
98
64
98
11%
0%
1%
25
custom custom custom
8
2
1
30
1900
40
1900
0.93
43
0
0
98
6%
735
1900
7.0
0.91
0.98
1.00
0.98
1.00
2813
1.00
2813
0.93
790
0
931
6%
485
1900
7.0
0.91
1.00
1.00
0.85
1.00
1248
1.00
1248
0.93
522
3
405
64
6%
25
1900
0.86
35
0
0
170
1%
25
380
1900
6.0
1.00
1.00
0.39
1.00
0.95
604
0.95
604
0.93
409
4
448
170
6%
18
Prot
18
51.0
49.0
0.49
51.0
49.0
0.49
1378
0.33
612
0.32
0.68
19.4
0.53
2.2
12.6
B
142.7
F
0.66
19.3
0.53
4.6
14.7
B
custom
Prot
4
0.93
27
0
0
6%
4
0.05
0.25
33.7
1.00
3.5
37.2
D
202.6
1.66
100.0
Err%
15
25.0
26.0
0.26
4.0
532
0.12
19.0
19.0
0.19
9.0
281
0.00
22.0
23.0
0.23
8.0
583
c0.43
0.46
31.1
1.00
2.8
33.9
C
0.02
32.9
1.00
0.1
33.0
C
1.85
38.5
1.00
390.0
428.5
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
35.0
36.0
0.36
7.0
217
0.74
2.07
32.0
1.06
492.1
526.1
F
F
21.0
H
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
152: Beacon St & Storrow Dr Off Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
130
1900
12
0
0
25
Yes
440
1900
12
0
1900
12
0
0
25
Yes
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
0
1900
10
0
0
25
280
1900
10
830
1900
10
200
1
25
Yes
0.92
2%
25
643
17.5
0.92
2%
0.92
2%
0.95
10%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
25
365
10.0
0.95
10%
0.95
10%
0
Split
3
600
0
21.0
47.0
47.0%
3.0
1.0
0.0
4.0
21.0
47.0
47.0%
3.0
1.0
0.0
4.0
563
0.92
2%
25
261
7.1
0.92
2%
0.92
2%
0.97
1%
25
152
4.1
0.97
1%
0
0
0
0
289
3
0.32
0.4
0.0
0.4
0
0
285
1858
0
0
0
0.32
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
181
0.97
1%
1
856
Prot
1
22.0
33.0
33.0%
3.0
1.0
0.0
4.0
Lead
22.0
33.0
33.0%
3.0
1.0
0.0
4.0
Lead
0.33
29.2
0.0
29.2
75
113
72
1.15
97.6
0.0
97.6
~400
#638
871
0
0
0
0.33
ø2
2
20.0
20.0
20%
3.0
0.0
Lag
Yes
200
746
0
0
0
1.15
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 91 (91%), Referenced to phase 1:SBT, Start of Green
Natural Cycle: 90
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
152: Beacon St & Storrow Dr Off Ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
152: Beacon St & Storrow Dr Off Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
130
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
10
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.95
137
0
0
10%
Split
3
440
1900
12
4.0
0.91
1.00
0.99
4196
0.99
4196
0.95
463
54
546
10%
0.95
0
0
0
10%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.97
0
0
0
1%
280
1900
10
4.0
0.95
1.00
1.00
3002
1.00
3002
0.97
289
0
289
1%
0.0
A
94.1
0.70
100.0
76.3%
15
3
1
830
1900
10
4.0
1.00
0.85
1.00
1343
1.00
1343
0.97
856
356
500
1%
Prot
1
43.0
43.0
0.43
4.0
1804
c0.13
29.0
29.0
0.29
4.0
871
0.10
29.0
29.0
0.29
4.0
389
c0.37
0.30
18.7
0.00
0.4
0.4
A
0.4
A
0.33
27.9
1.00
1.0
28.9
C
143.1
F
1.28
35.5
1.00
146.2
181.7
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.0
A
F
28.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
1401: Commonwealth Ave WB & Charlesgate West
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
90
1900
Yes
335
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
370
1900
40
1900
Yes
0.92
2%
25
608
16.6
0.92
2%
0.92
2%
0.84
4%
0.92
2%
0.91
3%
25
261
7.1
0.91
3%
0.91
3%
0
0
0
0
Perm
0
0
451
0
25
336
9.2
0.84
4%
0.84
4%
0.92
2%
25
138
3.8
0.92
2%
506
0
0
0
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
1
46.0
61.0
61.0%
3.0
1.0
0.0
4.0
Lead
Yes
528
46.0
61.0
61.0%
3.0
1.0
0.0
4.0
Lead
Yes
0.20
1.9
0.0
1.9
8
13
256
2579
0
0
0
0.20
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
58
39.0
39.0
39.0%
3.0
1.0
0.0
4.0
Lag
Yes
0.29
10.8
0.0
10.8
35
47
181
0.0
0.0%
0.0
4.0
1575
0
0
0
0.29
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 30 (30%), Referenced to phase 1:WBTL, Start of Green
Natural Cycle: 85
Control Type: Pretimed
Splits and Phases:
1401: Commonwealth Ave WB & Charlesgate West
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
1401: Commonwealth Ave WB & Charlesgate West
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
90
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
2%
0.92
0
0
0
2%
0.84
107
0
0
4%
Perm
0.84
0
0
0
4%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.91
0
0
0
3%
370
1900
4.0
0.91
0.99
1.00
4466
1.00
4466
0.91
407
13
438
3%
40
1900
0.92
0
0
0
2%
335
1900
4.0
0.91
1.00
0.99
4442
0.99
4442
0.84
399
46
460
4%
1
2
57.0
57.0
0.57
4.0
2532
35.0
35.0
0.35
4.0
1563
c0.10
0.91
44
0
0
3%
1
0.10
0.18
10.3
0.21
0.2
2.3
A
2.3
A
0.0
A
6.5
0.22
100.0
40.0%
15
0.28
23.4
0.46
0.4
11.2
B
11.2
B
0.0
A
HCM Level of Service
A
Sum of lost time (s)
ICU Level of Service
8.0
A
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
1391: Commonwealth Ave EB & Charlesgate West
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
1345
1900
90
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
135
1900
Yes
325
1900
0
1900
Yes
0.95
3%
25
574
15.7
0.95
3%
0.95
3%
0.92
2%
25
344
9.4
0.92
2%
0.92
2%
0.92
2%
25
431
11.8
0.92
2%
0.92
2%
0.93
3%
0
1511
0
0
0
0
0
0
0
0
Perm
1
0.0
0.0%
0.0
4.0
44.0
62.0
62.0%
3.0
1.0
0.0
4.0
Lead
Yes
0.46
6.6
0.0
6.6
86
47
494
25
138
3.8
0.93
3%
0.93
3%
494
0
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
264
3293
0
0
0
0.46
351
2
29.0
38.0
38.0%
3.0
1.0
0.0
4.0
Lag
Yes
29.0
38.0
38.0%
3.0
1.0
0.0
4.0
Lag
Yes
0.32
8.5
0.7
9.2
21
30
58
0.0
0.0%
0.0
4.0
1547
702
0
0
0.58
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 26 (26%), Referenced to phase 1:EBT, Start of Green
Natural Cycle: 75
Control Type: Pretimed
Splits and Phases:
1391: Commonwealth Ave EB & Charlesgate West
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
1391: Commonwealth Ave EB & Charlesgate West
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
1345
1900
4.0
0.86
0.99
1.00
5657
1.00
5657
0.95
1416
10
1501
3%
90
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
135
1900
0
1900
0.95
95
0
0
3%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.93
145
0
0
3%
Perm
325
1900
4.0
0.91
1.00
0.99
4467
0.99
4467
0.93
349
27
467
3%
0.95
0
0
0
3%
1
0.93
0
0
0
3%
2
2
58.0
58.0
0.58
4.0
3281
c0.27
34.0
34.0
0.34
4.0
1519
0.46
12.0
0.52
0.4
6.7
A
6.7
A
0.0
A
7.3
0.40
100.0
46.7%
15
0.10
0.31
24.3
0.36
0.5
9.2
A
9.2
A
0.0
A
HCM Level of Service
A
Sum of lost time (s)
ICU Level of Service
8.0
A
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
314: Beacon St & Storrow Dr EB On Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
0
1900
555
1900
110
1900
Yes
15
1900
Yes
525
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0.92
2%
25
365
10.0
0.92
2%
0.92
2%
0.94
8%
25
603
16.4
0.94
8%
0.94
8%
0.91
1%
0.92
2%
0
0
0
0
707
0
25
214
5.8
0.91
1%
0.91
1%
0.92
2%
25
142
3.9
0.92
2%
16
Split
2
577
0
0
0
0
24.0
63.0
63.0%
3.0
1.0
0.0
4.0
Lag
24.0
63.0
63.0%
3.0
1.0
0.0
4.0
Lag
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.51
16.9
0.0
16.9
57
78
523
0.02
0.7
0.0
0.7
0
m0
0.30
4.6
0.0
4.6
35
46
134
1378
0
0
0
0.51
955
0
0
0
0.02
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
285
25.0
37.0
37.0%
3.0
2.0
0.0
5.0
Lead
0.0
0.0%
0.0
4.0
2
62
1898
0
0
0
0.30
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 34 (34%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 50
Control Type: Pretimed
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
314: Beacon St & Storrow Dr EB On Ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
314: Beacon St & Storrow Dr EB On Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
110
1900
0
1900
0
1900
0.92
0
0
0
2%
0.94
0
0
0
8%
525
1900
4.0
0.95
1.00
1.00
3217
1.00
3217
0.91
577
0
577
1%
0
1900
0.92
0
0
0
2%
0.91
0
0
0
1%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
1
15
1900
4.0
1.00
1.00
0.95
1608
0.95
1608
0.91
16
7
9
1%
Split
2
0
1900
0.92
0
0
0
2%
555
1900
5.0
0.91
0.98
1.00
4215
1.00
4215
0.94
590
30
677
8%
32.0
32.0
0.32
5.0
1349
c0.16
59.0
59.0
0.59
4.0
949
0.01
59.0
59.0
0.59
4.0
1898
c0.18
0.50
27.5
0.61
1.0
17.8
B
17.8
B
0.01
8.5
0.18
0.0
1.6
A
0.30
10.2
0.41
0.4
4.6
A
4.5
A
0.0
A
11.7
0.37
100.0
59.6%
15
0.94
117
0
0
8%
2
0.0
A
HCM Level of Service
B
Sum of lost time (s)
ICU Level of Service
9.0
B
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
140: Commonwealth Ave WB & Charlesgate East
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
0
1900
315
1900
50
1900
Yes
110
1900
Yes
615
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0.92
2%
25
336
9.2
0.92
2%
0.92
2%
0.94
3%
30
779
17.7
0.94
3%
0.94
3%
0.90
2%
0.92
2%
0
0
0
0
388
0
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
256
19.0
27.0
27.0%
3.0
1.0
0.0
4.0
Lead
Yes
0.37
29.7
0.0
29.7
69
100
699
1043
0
0
0
0.37
0.0
0.0%
0.0
4.0
25
123
3.4
0.90
2%
0.90
2%
0.92
2%
25
192
5.2
0.92
2%
0
Split
2
805
0
0
0
0
18.0
73.0
73.0%
3.0
0.0
0.0
3.0
Lag
Yes
18.0
73.0
73.0%
3.0
0.0
0.0
3.0
Lag
Yes
0.36
6.2
1.2
7.3
91
128
43
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
2
112
2226
1120
0
0
0.73
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 35 (35%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 40
Control Type: Pretimed
Splits and Phases:
140: Commonwealth Ave WB & Charlesgate East
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
140: Commonwealth Ave WB & Charlesgate East
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
50
1900
110
1900
0
1900
0
1900
0
1900
0.92
0
0
0
2%
0.92
0
0
0
2%
0.94
0
0
0
3%
0.94
53
0
0
3%
0.90
122
0
0
2%
Split
2
615
1900
3.0
0.95
1.00
0.99
3161
0.99
3161
0.90
683
14
791
2%
0
1900
0.92
0
0
0
2%
315
1900
4.0
0.91
0.98
1.00
4439
1.00
4439
0.94
335
22
366
3%
0.90
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
1
0.0
A
14.7
0.36
100.0
41.6%
15
2
23.0
23.0
0.23
4.0
1021
c0.08
70.0
70.0
0.70
3.0
2213
c0.25
0.36
32.3
0.95
1.0
31.7
C
31.7
C
0.36
6.0
1.01
0.4
6.5
A
6.5
A
0.0
A
HCM Level of Service
B
Sum of lost time (s)
ICU Level of Service
7.0
A
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
139: Commonwealth Ave EB & Charlesgate East
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
NBT
NBR
NEL
NER
540
1900
Yes
940
1900
40
1900
35
1900
Yes
145
1900
155
1900
25
344
9.4
0.96
2%
30
280
6.4
0.85
6%
0.85
6%
25
411
11.2
0.82
3%
0.82
3%
1170
88
0
366
0
1
3
34.0
55.0
55.0%
3.0
1.0
0.0
4.0
Lead
Yes
0.53
8.2
0.2
8.4
48
62
264
16.0
17.0
17.0%
3.0
1.0
0.0
4.0
0.39
33.3
0.1
33.4
30
m64
200
20.0
28.0
28.0%
3.0
1.0
0.0
4.0
Lag
Yes
0.53
36.3
0.0
36.3
105
135
331
2215
160
286
0
0.61
228
0
7
0
0.40
696
0
0
0
0.53
0.96
2%
34%
371
Perm
1
34.0
55.0
55.0%
3.0
1.0
0.0
4.0
Lead
Yes
0.42
1.8
0.9
2.7
0
0
880
121
274
0
0.61
2
0.0
0.0%
0.0
4.0
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 37 (37%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 70
Control Type: Pretimed
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
139: Commonwealth Ave EB & Charlesgate East
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
139: Commonwealth Ave EB & Charlesgate East
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
NBT
NBR
NEL
NER
540
1900
4.0
0.86
1.00
0.95
1370
0.95
1370
0.96
562
182
189
2%
Perm
940
1900
4.0
0.86
1.00
0.99
4290
0.99
4290
0.96
979
26
1144
2%
40
1900
4.0
1.00
0.94
1.00
1512
1.00
1512
0.85
47
31
57
6%
35
1900
145
1900
4.0
0.97
0.92
0.98
2901
0.98
2901
0.82
177
0
366
3%
155
1900
1
3
2
51.0
51.0
0.51
4.0
2188
13.0
13.0
0.13
4.0
197
c0.04
24.0
24.0
0.24
4.0
696
c0.13
0.29
39.3
1.13
3.2
47.8
D
47.8
D
0.53
33.1
1.00
2.8
35.9
D
35.9
D
1
51.0
51.0
0.51
4.0
699
0.14
0.27
13.9
0.26
0.9
4.5
A
0.27
0.52
16.4
0.47
0.8
8.5
A
7.6
A
14.5
0.49
100.0
53.4%
15
0.85
41
0
0
6%
0.82
189
0
0
3%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
B
12.0
A
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
9007: Boylston St & Bowker Overpass
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBR
NBL
NBT
SBT
SBR
160
1900
0
2
25
995
1900
50
1
25
No
0
1900
0
0
25
885
1900
925
1900
1310
1900
250
2
25
No
25
651
17.8
0.97
1%
954
25
792
21.6
0.77
1%
0.77
1%
0.88
1%
25
429
11.7
0.88
1%
0
1006
56
1292
Prot
56
56
56
208
1
1
58.0
58.0%
58.0
58.0%
0.0
0.0%
2.0
4.0
2.0
4.0
0.0
4.0
0.12
11.6
0.0
11.6
31
42
712
1685
0
0
0
0.12
1.66
326.7
0.0
326.7
~1205
#1173
50
777
0
0
0
1.66
8.0
20.0
42.0
42.0%
4.0
1.0
-1.0
4.0
C-Min
0.82
34.9
8.3
43.2
300
372
349
C-Min
0.78
32.8
0.0
32.8
277
358
571
1222
189
0
0
0.97
1222
0
0
0
0.78
ø6
5
6
8.0
17.0
28.0
28%
2.0
0.0
8.0
25.0
30.0
30%
3.0
1.0
Lead
Yes
Ped
Lag
Yes
Ped
0.97
1%
1351
custom
1
16
6
1
16
8.0
20.0
42.0
42.0%
4.0
1.0
-1.0
4.0
ø5
72.0
72.0%
-1.0
4.0
0.78
15.2
0.0
15.2
297
405
250
1722
0
0
0
0.78
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 8 (8%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
9007: Boylston St & Bowker Overpass
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
9007: Boylston St & Bowker Overpass
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBR
NBL
NBT
SBT
SBR
160
1900
4.0
0.97
1.00
0.95
3120
0.95
3120
0.77
208
0
208
1%
0
1900
885
1900
4.0
0.95
1.00
1.00
3217
1.00
3217
0.88
1006
0
1006
1%
925
1900
4.0
0.95
1.00
1.00
3217
1.00
3217
0.97
954
0
954
1%
56
995
1900
4.0
1.00
0.85
1.00
1439
1.00
1439
0.77
1292
0
1292
1%
Prot
56
1
1
54.0
52.0
0.52
54.0
52.0
0.52
1622
0.07
748
c0.90
37.0
38.0
0.38
5.0
2.0
1222
c0.31
37.0
38.0
0.38
5.0
2.0
1222
0.30
1310
1900
4.0
0.88
0.85
1.00
2533
1.00
2533
0.97
1351
0
1351
1%
custom
16
6
67.0
65.0
0.65
0.13
12.3
1.00
0.0
12.4
B
309.1
F
1.73
24.0
1.00
332.9
356.9
F
0.82
28.0
1.00
6.4
34.3
C
34.3
C
0.78
27.3
1.00
5.0
32.3
C
23.0
C
0.88
0
0
0
1%
114.6
1.32
100.0
103.5%
15
1646
0.53
0.82
13.1
1.00
3.3
16.4
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
F
8.0
G
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
88: Beacon St & Massachusetts Ave
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Bus Blockages (#/hr)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
Yes
90
1900
10
350
1900
10
70
1900
16
No
115
1900
10
735
1900
10
0
1900
10
Yes
0
1900
10
735
1900
10
150
1900
10
Yes
30
603
13.7
30
296
6.7
0.92
2%
0
0.92
2%
0
0.92
2%
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
29.0
33.0
523
120
0.80
6%
0
10
30
313
7.1
0.80
3%
0
120
0.80
3%
0
10
60
0.88
12%
0
0
Split
5
638
0
5
5
8.0
27.0
30.0
30.0%
3.0
1.0
-1.0
3.0
Lag
Yes
Min
8.0
27.0
30.0
30.0%
3.0
1.0
-1.0
3.0
Lag
Yes
Min
0.70
39.8
0.0
39.8
135
147
216
5
1077
0
0
0
0.59
0.0
0.0%
-1.0
3.0
30
342
7.8
0.88
5%
5
10
0.92
2%
0
0.92
11%
0
0.89
6%
0
60
0.89
2%
0
0
pm+pt
6
1
6
966
0
0
995
0
8.0
16.0
20.0
20.0%
3.0
1.0
-1.0
3.0
Max
1
1
1
1
8.0
22.0
50.0
50.0%
3.0
1.0
-1.0
3.0
Lead
Yes
C-Max
0.74
20.2
0.0
20.2
156
232
233
8.0
22.0
50.0
50.0%
3.0
1.0
-1.0
3.0
Lead
Yes
C-Max
0.76
25.7
0.0
25.7
257
334
262
1314
0
0
0
0.74
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
0.0
0.0%
-1.0
3.0
1312
0
0
0
0.76
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 64 (64%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases:
88: Beacon St & Massachusetts Ave
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
88: Beacon St & Massachusetts Ave
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Bus Blockages (#/hr)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
90
1900
10
70
1900
16
115
1900
10
0
1900
10
0.92
0
0
0
2%
0
0.88
131
0
0
60
12%
0
0.92
0
0
0
2%
0
0.80
88
0
0
120
3%
0
10
0.92
0
0
0
2%
0
0.80
112
0
0
120
6%
0
10
Split
5
735
1900
10
3.0
0.95
0.98
1.00
0.97
1.00
2753
1.00
2753
0.89
826
17
978
150
1900
10
0.92
0
0
0
735
1900
10
3.0
0.95
1.00
1.00
1.00
0.99
2603
0.62
1614
0.88
835
0
966
0
1900
10
0.92
0
0
0
350
1900
10
3.0
0.91
0.98
1.00
0.98
0.99
3993
0.99
3993
0.80
438
0
638
5%
5
10
2%
0
11%
0
6%
0
3%
0
5
21.7
22.7
0.23
4.0
3.0
906
c0.16
0.70
35.6
1.00
2.5
38.1
D
38.1
D
0.0
A
28.2
0.74
100.0
84.0%
15
pm+pt
6
1
1
1
66.3
68.3
0.68
4.0
3.0
1313
c0.16
0.35
0.74
10.1
2.04
3.3
23.9
C
23.9
C
46.0
47.0
0.47
4.0
3.0
1294
c0.36
0.76
21.8
1.00
4.1
25.9
C
25.9
C
HCM Level of Service
C
Sum of lost time (s)
ICU Level of Service
9.0
E
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.89
169
0
0
60
2%
0
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
92: Boylston Street & Mass Ave
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
10
1900
0
0
25
430
1900
110
1900
0
0
25
Yes
0
1900
0
0
25
55
1900
105
1900
100
0
25
Yes
20
1900
0
0
25
665
1900
90
1900
0
0
25
Yes
180
1900
150
0
25
500
1900
50
1900
0
0
25
Yes
0.95
6%
0
Perm
30
435
9.9
0.95
6%
0.95
6%
0.84
7%
580
0
0
Perm
3
3
3
30
453
10.3
0.84
7%
65
30
239
5.4
0.92
8%
0.92
8%
0.87
7%
843
0
207
D.P+P
4
1
4
0.84
7%
0.92
8%
125
Perm
0
Perm
1
1
1
3
1
3
3
3
3
3
3
4.0
26.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
4.0
26.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
4.0
26.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
4.0
26.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
4.0
26.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
4.0
20.0
45.0
45.0%
3.0
1.0
0.0
4.0
4.0
20.0
45.0
45.0%
3.0
1.0
0.0
4.0
Min
Min
0.84
48.9
0.0
48.9
183
244
355
Min
Min
0.17
30.5
0.0
30.5
32
62
373
Min
0.30
7.5
0.0
7.5
0
36
C-Max
C-Max
0.53
15.7
0.3
16.0
139
200
159
0.0
0.0%
0.0
4.0
757
0
0
0
0.77
415
0
0
0
0.16
100
446
0
0
0
0.28
1585
239
0
0
0.63
0.0
0.0%
0.0
4.0
4.0
11.0
25.0
25.0%
3.0
1.0
0.0
4.0
Lag
Min
0.46
14.6
0.0
14.6
38
137
150
525
0
0
0
0.39
30
340
7.7
0.87
7%
0.87
7%
632
0
14
14
70.0
70.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.31
8.1
0.4
8.4
52
130
260
2047
829
117
0
0.52
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 70 (70%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases:
92: Boylston Street & Mass Ave
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
7/8/2010
10989.00: DCR Bridge Program
92: Boylston Street & Mass Ave
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
10
1900
430
1900
4.0
0.95
0.97
1.00
2970
0.95
2827
0.95
453
23
557
6%
110
1900
0
1900
665
1900
4.0
0.91
0.98
1.00
4242
0.76
3222
0.92
723
14
829
8%
90
1900
180
1900
4.0
1.00
1.00
0.95
1518
0.28
446
0.87
207
0
207
7%
D.P+P
4
1
64.3
64.3
0.64
4.0
3.0
454
c0.07
0.22
0.46
7.7
1.84
0.6
14.8
B
500
1900
4.0
0.95
0.99
1.00
2995
1.00
2995
0.87
575
7
625
7%
50
1900
0.84
0
0
0
7%
Perm
105
1900
4.0
1.00
0.85
1.00
1358
1.00
1358
0.84
125
95
30
7%
Perm
20
1900
0.95
116
0
0
6%
55
1900
4.0
1.00
1.00
1.00
1598
1.00
1598
0.84
65
0
65
7%
0.95
11
0
0
6%
Perm
3
0.92
22
0
0
8%
Perm
3
3
3
23.7
23.7
0.24
4.0
3.0
670
23.7
23.7
0.24
4.0
3.0
379
0.04
c0.20
0.83
36.3
1.10
8.4
48.4
D
48.4
D
0.17
30.3
1.00
0.2
30.6
C
30.1
C
22.1
0.60
100.0
64.8%
15
1
3
23.7
23.7
0.24
4.0
3.0
322
0.02
0.09
29.8
1.00
0.1
29.9
C
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.92
98
0
0
8%
1
48.7
48.7
0.49
4.0
3.0
1569
c0.26
0.53
17.7
0.78
1.2
14.9
B
14.9
B
0.87
57
0
0
7%
14
68.3
68.3
0.68
2046
0.21
0.31
6.3
1.19
0.1
7.6
A
9.4
A
C
12.0
C
HCM Signalized Intersection Capacity Analysis
7/8/2010
10989.00: DCR Bridge Program
20: Stuart Street & Dartmouth Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
620
1900
16
3502
0.950
3502
No
755
1900
14
4882
385
1900
16
1615
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
415
1900
11
3079
35
1900
11
1364
0
1900
12
0
0
1900
12
0
0
1900
12
0
4882
1615
No
0
0
0
Yes
0
3079
626
Yes
51
0
0
0
Yes
25
634
17.3
25
590
16.1
0.91
2%
0.93
2%
0.81
2%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.90
2%
681
custom
812
475
Prot
1
0
0
0
0
461
1
1
1
2
5
2
8.0
18.0
53.0
53.0%
3.0
1.0
0.0
4.0
Lead
8.0
18.0
53.0
53.0%
3.0
1.0
0.0
4.0
Lead
8.0
14.0
14.0
14.0%
3.0
1.0
0.0
4.0
Lag
C-Max
49.0
0.49
0.34
13.8
0.0
13.8
B
11.2
B
126
152
554
C-Max
49.0
0.49
0.60
20.6
0.0
20.6
C
2392
0
0
0
0.34
791
0
0
0
0.60
15
86.0
86.0%
0.0
4.0
82.0
0.82
0.24
1.4
0.0
1.4
A
20
29
2872
0
0
0
0.24
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
225
273
510
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 44 (44%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.60
Intersection Signal Delay: 11.3
Intersection Capacity Utilization 40.1%
Analysis Period (min) 15
Splits and Phases:
25
416
11.3
Max
43.0
0.43
0.35
12.3
0.0
12.3
B
12.0
B
63
116
336
1324
0
0
0
0.35
ø5
25
395
10.8
781
0.69
3%
51
custom
0.92
0%
0.92
0%
0.92
0%
0
0
0
5
25
25
47.0
47.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
8.0
16.0
33.0
33%
3.0
1.0
Max
43.0
0.43
0.17
8.9
0.0
8.9
A
7
20
315
298
0
0
0
0.17
Intersection LOS: B
ICU Level of Service A
20: Stuart Street & Dartmouth Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
20: Stuart Street & Dartmouth Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
620
1900
16
4.0
0.97
1.00
1.00
1.00
0.95
3502
0.95
3502
0.91
681
0
681
755
1900
14
4.0
0.91
1.00
1.00
1.00
1.00
4882
1.00
4882
0.93
812
0
812
385
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1615
1.00
1615
0.81
475
0
475
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
415
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
3079
1.00
3079
0.90
461
0
461
2%
custom
2%
0%
0%
0%
0%
1
2%
Prot
1
49.0
49.0
0.49
4.0
2.0
2392
0.17
49.0
49.0
0.49
4.0
2.0
791
c0.29
0.34
15.6
0.86
0.4
13.7
B
11.0
B
0.60
18.4
0.91
3.3
20.0
C
15
82.0
82.0
0.82
2872
0.19
0.24
2.0
0.60
0.2
1.4
A
0.0
A
11.8
0.48
100.0
40.1%
15
NBR
SBL
SBT
SBR
35
1900
11
4.0
1.00
0.46
1.00
0.85
1.00
626
1.00
626
0.69
51
29
22
781
2%
3%
custom
2
5
25
39.0
43.0
39.0
43.0
0.39
0.43
4.0
2.0
1324
269
c0.03
0.11
0.04
0.35
0.08
21.5
16.8
0.60
1.47
0.7
0.6
13.6
25.3
B
C
14.8
B
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0%
0%
0%
HCM Level of Service
B
Sum of lost time (s)
ICU Level of Service
8.0
A
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
0.0
A
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
336: Beacon Street & Clarendon Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
1900
12
0
0
1900
12
0
340
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
330
1900
13
3317
20
1900
12
0
0
0
0
Yes
0
Yes
410
1900
11
4113
0.978
3993
0
Yes
0
0
0
Yes
0
3317
0
Yes
258
25
620
16.9
25
603
16.4
0.92
0%
0.92
0%
0.92
0%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
523
30
0.93
1%
0
0
Perm
7
25
272
7.4
25
309
8.4
0.93
6%
0
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.93
0%
10
0.93
2%
807
0
0
0
0
0
377
0
1
5
1
1
1
5
8.0
18.0
46.0
46.0%
3.0
1.0
0.0
4.0
Lead
8.0
18.0
46.0
46.0%
3.0
1.0
0.0
4.0
Lead
8.0
19.0
38.0
38.0%
3.0
1.0
0.0
4.0
C-Max
C-Max
54.8
0.55
0.35
0.3
0.0
0.3
A
0.3
A
0
m0
540
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
2305
0
3
0
0.35
ø2
2
0.0
0.0%
7.0
16.0
16.0
16%
2.0
1.0
0.0
4.0
Lag
229
Max
34.0
0.34
0.33
25.1
0.1
25.2
C
25.2
C
91
130
192
None
1132
0
145
0
0.38
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 45 (45%), Referenced to phase 1:WBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.35
Intersection Signal Delay: 8.3
Intersection LOS: A
Intersection Capacity Utilization 40.1%
ICU Level of Service A
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
336: Beacon Street & Clarendon Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
336: Beacon Street & Clarendon Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
340
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0%
0%
0%
0.93
366
0
0
30
1%
0
Perm
330
1900
13
4.0
0.95
1.00
1.00
0.99
1.00
3318
1.00
3318
0.93
355
5
372
20
1900
12
0.92
0
0
0
410
1900
11
4.0
0.91
1.00
0.97
1.00
0.98
3992
0.98
3992
0.93
441
123
684
6%
0
0%
0%
0%
0%
0%
0%
1
5
52.4
52.4
0.52
4.0
2.0
2092
34.0
34.0
0.34
4.0
2.0
1128
c0.11
0.93
22
0
0
10
2%
1
0.17
0.33
13.7
0.00
0.3
0.3
A
0.3
A
0.0
A
8.3
0.33
100.0
40.1%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
0.33
24.5
1.00
0.8
25.3
C
25.3
C
0.0
A
A
13.6
A
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
283: Beacon Street & Berkeley Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
675
1900
11
3912
305
1900
12
0
75
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
0
0
Yes
0
3912
0
No
0
No
920
1900
13
3129
0.996
3124
0
Yes
0
0
0
Yes
25
620
16.9
25
672
18.3
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
5%
0
40
0.92
0%
0
10
0.92
8%
0
0
0
0
0
1066
0
0
Perm
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
540
8.0
20.0
39.0
39.0%
3.0
1.0
0.0
4.0
Lead
25
274
7.5
0.92
1%
0
0.92
0%
0.92
0%
0.92
0%
0.92
0%
1082
0
0
0
0
5
1
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 30 (30%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 19.5
Intersection Capacity Utilization 60.5%
Analysis Period (min) 15
Splits and Phases:
25
309
8.4
0.0
0.0%
0.0
4.0
C-Max
47.8
0.48
0.57
17.0
0.0
17.0
B
17.0
B
230
299
592
1870
0
0
0
0.57
5
5
5
8.0
20.0
45.0
45.0%
3.0
1.0
0.0
4.0
8.0
20.0
45.0
45.0%
3.0
1.0
0.0
4.0
ø2
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
7.0
16.0
16.0
16%
2.0
1.0
Lag
Max
Max
41.0
0.41
0.84
21.4
0.5
22.0
C
22.0
C
126
220
229
None
194
1281
36
0
0
0.87
Intersection LOS: B
ICU Level of Service B
283: Beacon Street & Berkeley Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
283: Beacon Street & Berkeley Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
0
1900
12
305
1900
12
75
1900
12
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0%
0%
0%
0.92
82
0
0
10
8%
0
Perm
0.92
0
0
0
0%
0.92
332
0
0
40
0%
0
920
1900
13
4.0
0.95
1.00
1.00
1.00
1.00
3125
1.00
3125
0.92
1000
0
1082
0
1900
12
0.92
0
0
0
675
1900
11
4.0
0.91
0.97
1.00
0.95
1.00
3913
1.00
3913
0.92
734
0
1066
1%
0
0%
0%
0%
0%
5%
0
1
5
5
45.4
45.4
0.45
4.0
2.0
1777
c0.27
0.60
20.5
0.79
1.2
17.5
B
17.5
B
0.0
A
19.2
0.72
100.0
60.5%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
41.0
41.0
0.41
4.0
2.0
1281
0.35
0.84
26.6
0.55
6.0
20.8
C
20.8
C
0.0
A
B
13.6
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
71: Beacon Street & Arlington Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
0
1900
12
0
0
1900
12
0
0
1900
12
0
450
1900
10
2770
280
1900
10
1209
0
1900
12
0
0
1900
12
0
0
1900
12
0
55
1900
12
0
0
1900
15
0
0
0
No
2770
1209
No
0
0
0
No
0
0
1060
1900
15
3393
0.997
3393
485
1900
15
1455
0
640
1900
16
1563
0.950
1563
No
0.92
0%
25
672
18.3
0.92
0%
0.92
0%
0.91
6%
0
0.76
1%
0
0.92
0%
25
305
8.3
0.92
0%
0.92
0%
0.78
0%
0.92
0%
25
292
8.0
0.90
0%
0
0
0
703
custom
368
Perm
0
0
0
0
custom
0
1300
25
889
24.2
0.92
4%
0
489
3
36
36
0.0
0.0%
0.0
0.0%
0.0
0.0%
78.0
78.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
79.2
0.79
0.57
7.7
0.0
7.7
A
178
272
592
1253
0
0
0
0.56
3
3
3
8.0
34.0
42.0
42.0%
3.0
1.0
0.0
4.0
8.0
34.0
42.0
42.0%
3.0
1.0
0.0
4.0
None
34.6
0.35
0.51
27.4
0.0
27.4
C
24.6
C
121
168
809
None
34.6
0.35
0.88
53.2
0.0
53.2
D
1053
0
0
0
0.46
459
0
0
0
0.80
56
6
0.0
0.0%
0.0
0.0%
0.0
0.0%
58.0
58.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
1.0
4.0
0.0
4.0
206
253
225
1455
No
0.95
0%
10%
460
custom
5
6
6
6
6
7.0
22.0
22.0
22.0%
2.0
1.0
1.0
4.0
Lead
8.0
12.0
36.0
36.0%
3.0
1.0
0.0
4.0
Lag
None
57.4
0.57
0.67
17.7
0.0
17.7
B
24.2
C
321
405
212
C-Max
39.8
0.40
0.79
42.7
0.0
42.7
D
1946
0
0
0
0.67
579
0
0
0
0.79
318
#546
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 80 (80%), Referenced to phase 6:WBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.88
Intersection Signal Delay: 24.4
Intersection LOS: C
Intersection Capacity Utilization 86.1%
ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
71: Beacon Street & Arlington Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
71: Beacon Street & Arlington Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
0
1900
12
55
1900
12
0
1900
15
0.92
0
0
0
0%
280
1900
10
4.0
1.00
0.85
1.00
1209
1.00
1209
0.76
368
0
368
1%
0
Perm
0
1900
12
0.92
0
0
0
0%
450
1900
10
4.0
0.95
1.00
1.00
2770
1.00
2770
0.92
489
0
489
4%
0
0
1900
12
0.92
0
0
0
0%
640
1900
16
4.0
1.00
1.00
0.95
1563
0.95
1563
0.91
703
0
703
6%
0
custom
0.92
0
0
0
0%
0.92
0
0
0
0%
0.92
0
0
0
0%
0.78
71
0
0
0%
0.92
0
0
0
0%
1060
1900
15
4.0
0.91
0.99
1.00
3394
1.00
3394
0.90
1178
0
1300
0%
485
1900
15
4.0
0.91
0.85
1.00
1455
1.00
1455
0.95
511
0
460
0%
custom
3
36
77.8
77.8
0.78
1216
0.45
0.58
4.5
1.00
0.4
4.9
A
0.0
A
22.9
0.83
100.0
86.1%
15
34.6
34.6
0.35
4.0
2.0
958
0.18
0.51
26.0
1.00
0.2
26.2
C
22.0
C
3
34.6
34.6
0.35
4.0
2.0
418
c0.30
0.88
30.8
1.00
18.5
49.2
D
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
56
0.0
A
5
6
54.4
52.4
0.52
3.0
2.0
1914
c0.10
0.29
0.68
17.6
1.00
0.8
18.4
B
23.7
C
custom
6
39.2
39.2
0.39
4.0
2.0
570
c0.32
0.81
27.0
1.00
11.6
38.7
D
C
12.0
E
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
75: Boylston Street & Arlington Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
595
1900
3094
150
1900
1384
0
1900
0
0
1900
0
0
1900
0
0
1900
0
0
1900
0
0
1900
0
3094
1134
No
0
0
0
Yes
0
0
0
Yes
955
1900
3030
0.993
3030
0
1900
0
0
700
1900
1449
0.950
1449
No
25
684
18.7
0.92
0%
0.97
5%
0
613
25
436
11.9
155
0.71
5%
211
Perm
25
329
9.0
0.0
4.0
0
Yes
25
297
8.1
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0
0
0
0
0
0
0.95
2%
23%
567
Perm
1
0.0
0.0%
ø2
0.94
2%
0.92
0%
1186
0
5
1
1
1
5
5
5
8.0
12.0
31.0
31.0%
3.0
1.0
0.0
4.0
Lead
8.0
12.0
31.0
31.0%
3.0
1.0
0.0
4.0
Lead
8.0
12.0
51.0
51.0%
3.0
1.0
0.0
4.0
8.0
12.0
51.0
51.0%
3.0
1.0
0.0
4.0
C-Max
30.6
0.31
0.65
23.3
0.0
23.3
C
24.4
C
219
280
604
C-Max
30.6
0.31
0.61
27.6
0.0
27.6
C
Max
47.0
0.47
0.83
27.2
0.1
27.2
C
135
153
171
#540
946
0
0
0
0.65
347
0
0
0
0.61
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
2
0.0
0.0%
7.0
18.0
18.0
18%
2.0
1.0
0.0
4.0
Lag
356
249
681
2
0
0
0.84
Max
47.0
0.47
0.83
21.2
0.0
21.3
C
23.2
C
178
240
217
None
1424
4
0
0
0.84
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 34 (34%), Referenced to phase 1:EBT, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 23.6
Intersection LOS: C
Intersection Capacity Utilization 59.6%
ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
75: Boylston Street & Arlington Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
75: Boylston Street & Arlington Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
955
1900
4.0
0.91
1.00
1.00
1.00
0.99
3029
0.99
3029
0.94
1016
0
1186
0
1900
0.92
0
0
0
700
1900
4.0
0.91
1.00
1.00
1.00
0.95
1449
0.95
1449
0.95
737
0
567
0%
5%
150
1900
4.0
1.00
0.84
1.00
0.85
1.00
1157
1.00
1157
0.71
211
0
211
155
5%
Perm
0
1900
0.92
0
0
0
595
1900
4.0
0.95
1.00
1.00
1.00
1.00
3094
1.00
3094
0.97
613
0
613
0%
0%
0%
0%
0%
0%
2%
Perm
2%
0%
1
30.0
30.0
0.30
4.0
2.0
928
c0.20
0.66
30.6
0.64
3.1
22.7
C
23.4
C
0.92
0
0
0
5
1
30.0
30.0
0.30
4.0
2.0
347
5
47.0
47.0
0.47
4.0
2.0
681
0.18
0.61
30.0
0.63
6.5
25.4
C
0.39
0.83
23.1
0.67
10.3
25.8
C
0.0
A
22.7
0.77
100.0
59.6%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_AM.syn
Jim Danila, VHB
0.0
A
47.0
47.0
0.47
4.0
2.0
1424
0.39
0.83
23.1
0.67
5.2
20.7
C
22.4
C
C
23.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
4: Beacon Street & Charles Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
No
0
1900
325
1900
0
1900
No
560
1900
No
0
1900
970
1900
No
35
1900
0
1900
335
1900
No
0.92
30
286
6.5
0.92
0.92
0.92
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
206
30
282
6.4
0.92
0
0.92
0.92
0
0
1
1
609
custom
6
15
6
10.0
25.0
25.0
31.3%
3.0
2.0
0.0
5.0
Lead
10.0
15.0
15.0
18.8%
3.0
1.0
0.0
4.0
Lag
353
0.0
0.0%
0.0
4.0
C-Max
0.38
25.3
0.0
25.3
78
119
202
Max
0.29
5.9
0.0
5.9
60
85
938
0
0
0
0.38
2113
0
0
0
0.29
30
318
7.2
0.92
0
0.0
0.0%
0.0
4.0
30
323
7.3
0.92
ø2
0.92
0.92
0
1054
custom
6
1
6
38
Prot
5
5
364
custom
5
6
5
10.0
15.0
15.0
18.8%
3.0
1.0
0.0
4.0
Lag
10.0
16.0
16.0
20.0%
3.0
1.0
0.0
4.0
Lead
10.0
16.0
16.0
20.0%
3.0
1.0
0.0
4.0
Lead
4.0
24.0
24.0
30%
3.0
1.0
Max
0.82
26.5
0.0
26.5
272
#423
Max
0.18
32.1
0.0
32.1
17
44
Max
0.45
23.0
0.0
23.0
79
122
None
238
0
0.0
0.0%
0.0
4.0
0.92
0
2
Lag
243
1279
0
0
0
0.82
215
0
0
0
0.18
804
0
0
0
0.45
Intersection Summary
Area Type:
CBD
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 5 (6%), Referenced to phase 1:NBWB, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
4: Beacon Street & Charles Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
4: Beacon Street & Charles Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
0.92
0
0
0
970
1900
4.0
0.88
0.85
1.00
2508
1.00
2508
0.92
1054
0
1054
35
1900
4.0
1.00
1.00
0.95
1433
0.95
1433
0.92
38
0
38
0
Prot
5
0
1900
0.92
0
0
0
560
1900
4.0
0.97
1.00
0.95
2935
0.95
2935
0.92
609
0
609
0
custom
6
15
47.0
47.0
0.59
4.0
2.0
2018
0.04
0.17
0.30
8.6
1.00
0.4
9.0
A
0
1900
0.92
0
0
0
325
1900
5.0
0.95
1.00
1.00
3026
1.00
3026
0.92
353
0
353
0
335
1900
4.0
0.88
0.85
1.00
2383
1.00
2383
0.92
364
0
364
0
custom
5
6
23.0
23.0
0.29
4.0
2.0
804
c0.07
0.08
0.45
23.3
1.00
1.8
25.2
C
0.92
0
0
0
1
24.0
24.0
0.30
5.0
0.2
908
0.12
0.39
22.2
1.00
1.3
23.4
C
23.4
C
0.0
A
22.4
0.76
80.0
51.6%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.92
0
0
0
custom
6
1
35.0
35.0
0.44
4.0
2.0
1223
c0.12
0.30
0.86
20.3
1.00
8.1
28.4
C
21.3
C
0.92
0
0
0
12.0
12.0
0.15
4.0
2.0
215
0.03
0.18
29.7
1.00
1.8
31.5
C
25.8
C
C
28.0
A
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
313: Longfellow Bridge & Memorial Dr WB Off-ramp
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBR
NBR2
SWL
SWR
0
465
Free
0%
0.87
534
135
0
200
235
0.92
0
0.84
280
0
Stop
0%
0.92
0
100
12.0
4.0
8
235
0.92
0
0
Stop
0%
0.92
0
100
12.0
4.0
8
0
0.87
155
925
Free
0%
0.94
984
1796
712
1084
1796
6.5
5.5
4.0
100
175
445
0.92
0
Raised
1
634
1084
4.1
634
4.1
2.2
100
586
2.2
100
866
0.0
EB 2
333
0
155
1700
0.20
0
0.0
0.84
280
Raised
1
1084
EB 1
356
0
0
1700
0.21
0
0.0
0.94
213
WB 1
656
0
0
1700
0.39
0
0.0
0.0
7.5
59.4%
15
WB 2
541
0
213
1700
0.32
0
0.0
1484
712
772
1484
7.5
6.5
3.5
100
58
NB 1
280
0
280
519
0.54
79
19.7
C
19.7
C
3.3
46
519
698
698
6.9
3.3
20
351
SW 1
280
0
280
351
0.80
168
45.6
E
45.6
E
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
445
6.9
1825
1190
634
1825
6.5
5.5
4.0
100
166
B
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
9008: Storrow Drive EB Off-Ramp & Storrow Drive On-Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
SBL2
SBL
SBT
SEL2
SEL
SER
370
1900
805
1900
115
1900
No
45
1900
No
225
1900
170
1900
230
1900
295
1900
175
1900
30
227
5.2
30
255
5.8
0.93
1%
0.93
1%
148
11
0.93
1%
0
Split
1
1388
0
30
308
7.0
0.88
6%
0.88
6%
0.88
6%
0.84
3%
0.84
3%
98
0.84
3%
307
Split
6
193
0
6
274
Split
5
559
1
0
Split
6
1
1
6
6
6
5
5
7.0
22.0
56.0
56.0%
3.0
1.0
0.0
4.0
7.0
22.0
56.0
56.0%
3.0
1.0
0.0
4.0
6.0
16.0
16.0
16.0%
3.0
1.0
0.0
4.0
Lag
6.0
16.0
16.0
16.0%
3.0
1.0
0.0
4.0
Lag
6.0
16.0
16.0
16.0%
3.0
1.0
0.0
4.0
Lag
7.0
24.0
28.0
28.0%
4.0
2.0
0.0
6.0
Lead
7.0
24.0
28.0
28.0%
4.0
2.0
0.0
6.0
Lead
C-Max
C-Max
0.87
28.8
3.8
32.6
393
#507
147
None
None
0.86
67.9
0.0
67.9
94
#161
None
0.99
110.0
0.0
110.0
120
#253
175
None
0.80
56.1
0.0
56.1
166
#258
None
0.94
64.3
0.0
64.3
180
#249
228
357
0
0
0
0.86
194
0
0
0
0.99
347
0
0
0
0.79
604
0
0
0
0.93
0.0
0.0%
0.0
4.0
1589
0
136
0
0.96
5
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 72 (72%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
9008: Storrow Drive EB Off-Ramp & Storrow Drive On-Ramp
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
7/8/2010
10989.00: DCR Bridge Program
9008: Storrow Drive EB Off-Ramp & Storrow Drive On-Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
SBL2
SBL
SBT
SEL2
SEL
SER
370
1900
115
1900
45
1900
0.88
51
0
0
170
1900
4.0
1.00
1.00
1.00
1.00
1.00
1613
1.00
1613
0.88
193
0
193
230
1900
6.0
1.00
1.00
1.00
1.00
0.95
1577
0.95
1577
0.84
274
0
274
295
1900
6.0
0.97
0.93
1.00
0.94
0.97
2742
0.97
2742
0.84
351
0
559
1%
1%
0.93
124
0
0
148
11
1%
225
1900
4.0
0.97
1.00
1.00
1.00
0.95
2973
0.95
2973
0.88
256
0
307
175
1900
0.93
398
0
0
805
1900
4.0
0.95
0.97
1.00
0.99
0.99
3032
0.99
3032
0.93
866
0
1388
6%
6%
6%
3%
3%
Split
1
1
Split
6
Split
6
6
Split
5
5
52.4
52.4
0.52
4.0
3.0
1589
c0.46
12.0
12.0
0.12
4.0
3.0
357
0.10
12.0
12.0
0.12
4.0
3.0
194
c0.12
21.6
21.6
0.22
6.0
2.0
341
0.17
21.6
21.6
0.22
6.0
2.0
592
c0.20
0.87
20.9
1.00
7.0
27.9
C
27.9
C
0.86
43.2
1.03
18.2
62.6
E
0.99
44.0
1.02
62.8
107.8
F
80.0
F
0.80
37.2
1.00
12.1
49.3
D
0.94
38.6
1.00
23.6
62.3
E
58.0
E
46.7
0.91
100.0
78.5%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.84
208
0
0
98
3%
D
14.0
D
HCM Signalized Intersection Capacity Analysis
7/8/2010
10989.00: DCR Bridge Program
27: Cambridge Street & Charles Street On-Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBT
WBR
WBR2
NBL2
NBL
NBT
310
1900
335
1900
135
1900
No
320
1900
No
60
1900
265
1900
30
273
6.2
30
200
4.5
1
401
Prot
1
121
27
0.87
6%
10%
139
Prot
1
1
1
1
2
2
2
7.0
11.0
51.0
51.0%
3.0
1.0
0.0
4.0
Lead
7.0
11.0
51.0
51.0%
3.0
1.0
0.0
4.0
Lead
7.0
11.0
51.0
51.0%
3.0
1.0
0.0
4.0
Lead
7.0
24.0
49.0
49.0%
4.0
2.0
0.0
6.0
Lag
7.0
24.0
49.0
49.0%
4.0
2.0
0.0
6.0
Lag
7.0
24.0
49.0
49.0%
4.0
2.0
0.0
6.0
Lag
C-Min
0.36
12.0
0.0
12.0
102
196
193
C-Min
0.54
16.1
0.0
16.1
152
305
C-Min
0.17
10.5
0.0
10.5
36
82
None
0.74
33.2
8.2
41.4
212
m245
None
0.07
21.5
0.0
21.5
16
m1
None
0.21
27.4
0.1
27.5
50
m23
120
1002
0
0
0
0.36
749
0
0
0
0.54
809
0
0
0
0.17
698
319
0
0
0.88
1355
0
0
0
0.05
2007
924
0
0
0.25
0.87
6%
356
121
27
0.87
6%
2
0.96
0%
0.96
0%
0.96
0%
333
Split
2
62
Split
2
276
2
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 79 (79%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
27: Cambridge Street & Charles Street On-Ramp
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
7/8/2010
10989.00: DCR Bridge Program
27: Cambridge Street & Charles Street On-Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
WBT
WBR
WBR2
NBL2
NBL
NBT
310
1900
4.0
1.00
1.00
1.00
1.00
1.00
1613
1.00
1613
0.87
356
0
356
135
1900
4.0
0.95
1.00
1.00
0.85
1.00
1303
1.00
1303
0.87
155
0
139
121
27
6%
Prot
1
320
1900
6.0
1.00
1.00
1.00
1.00
0.95
1624
0.95
1624
0.96
333
0
333
60
1900
6.0
0.97
1.00
1.00
1.00
0.95
3152
0.95
3152
0.96
62
0
62
2
265
1900
6.0
0.91
1.00
1.00
1.00
1.00
4668
1.00
4668
0.96
276
0
276
0%
Split
2
0%
Split
2
0%
1
335
1900
4.0
0.88
1.00
1.00
0.85
1.00
1207
1.00
1207
0.87
385
0
401
121
27
6%
Prot
1
62.1
62.1
0.62
4.0
3.0
1002
0.22
62.1
62.1
0.62
4.0
3.0
750
c0.33
62.1
62.1
0.62
4.0
3.0
809
0.11
27.9
27.9
0.28
6.0
3.0
453
c0.20
27.9
27.9
0.28
6.0
3.0
879
0.02
27.9
27.9
0.28
6.0
3.0
1302
0.06
0.36
9.2
1.00
1.0
10.2
B
11.4
B
0.53
10.8
1.00
2.7
13.5
B
0.17
8.0
1.00
0.5
8.5
A
0.74
32.7
0.89
3.1
32.1
C
0.07
26.5
0.91
0.0
24.2
C
0.21
27.6
1.04
0.0
28.7
C
30.0
C
6%
19.3
0.60
100.0
46.8%
15
2
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
B
10.0
A
HCM Signalized Intersection Capacity Analysis
7/8/2010
10989.00: DCR Bridge Program
176: Cambridge Street & Storrow Drive WB Off-ramp/ Parking Lot Exit
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
0
Free
0%
0.92
0
0
85
0
0
0
0.86
0
0.92
0
0.92
0
0.95
0
350
Stop
0%
0.95
368
575
0.86
99
0
Stop
0%
0.92
0
0
0.92
0
545
Free
0%
0.86
634
0.92
0
0.95
605
4
None
None
634
0
699
831
0
831
831
317
634
4.1
0
4.2
699
7.5
831
6.5
0
6.9
831
7.5
831
6.5
317
6.9
2.2
100
945
2.2
94
1607
3.5
0
0
4.0
100
285
3.3
100
1084
3.5
100
251
4.0
0
287
3.3
11
682
WB 1
99
99
0
1607
0.06
5
7.4
A
1.0
WB 2
317
0
0
1700
0.19
0
0.0
WB 3
317
0
0
1700
0.19
0
0.0
24.6
63.0%
15
SB 1
246
0
0
287
0.86
184
62.0
F
42.3
E
SB 2
728
0
605
820
0.89
294
35.6
E
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
B
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
1: Nashua Street & Storrow Dr WB on-ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBL2
WBL
WBR
NBL
SER
SER2
NWT
25
1900
700
1900
240
1900
Yes
525
1900
930
1900
820
1900
Yes
490
1900
0.92
30
263
6.0
0.92
0
Perm
788
30
200
4.5
0.92
0.92
261
Perm
20.0
31.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
2
1011
891
custom custom
79
3
3
2
2
20.0
31.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
0.75
26.6
21.7
48.3
186
302
183
20.0
31.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
0.49
14.8
2.2
17.0
84
178
1051
279
73
0
1.02
534
156
0
0
0.69
0.92
571
2
2
2
0.92
79
39.0
39.0%
0.0
6.0
0.56
0.3
9.0
9.3
0
m0
120
1020
410
0
0
0.94
1
1
10.0
24.0
30.0
30.0%
4.0
2.0
0.0
6.0
10.0
24.0
30.0
30.0%
4.0
2.0
0.0
6.0
8.0
19.0
21.0
21.0%
3.0
4.0
0.0
7.0
Lead
Yes
None
1.20
146.5
580.3
726.9
~217
#324
59
602
0
54
0
1.84
646
0
0
0
1.38
ø7
ø9
5
6
7
9
10.0
15.0
21.0
21%
4.0
1.0
20.0
26.0
40.0
40%
4.0
2.0
10.0
16.0
30.0
30%
4.0
2.0
2.0
8.0
9.0
9%
4.0
2.0
Lead
Yes
None
Lag
Yes
C-Min
None
Max
533
3
None
1.38
199.8
0.0
199.8
~553
#793
ø6
30
139
3.2
0.92
3
None
1.68
340.9
74.4
415.3
~538
#676
ø5
446
246
0
0
2.67
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 40 (40%), Referenced to phase 2:WBL and 6:, Start of Green
Natural Cycle: 145
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
1: Nashua Street & Storrow Dr WB on-ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
1: Nashua Street & Storrow Dr WB on-ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
WBL2
WBL
WBR
NBL
25
1900
700
1900
6.0
0.97
1.00
0.95
3090
0.95
3090
0.92
761
0
788
240
1900
6.0
1.00
0.85
1.00
1425
1.00
1425
0.92
261
50
212
Perm
525
1900
6.0
0.97
1.00
0.95
3090
0.95
3090
0.92
571
0
571
0.92
27
0
0
Perm
2
2
34.0
34.0
0.34
6.0
3.0
1051
0.26
0.75
29.2
0.75
4.4
26.3
C
24.4
C
2
34.0
34.0
0.34
6.0
3.0
485
0.15
0.44
25.6
0.64
2.5
18.9
B
195.5
1.07
100.0
70.5%
15
SER2
NWT
930
820
1900
1900
6.0
6.0
0.88
1.00
0.85
0.85
1.00
1.00
2508
1425
1.00
1.00
2508
1425
0.92
0.92
1011
891
0
304
1011
587
custom custom
79
3
3
490
1900
7.0
0.95
1.00
1.00
3185
1.00
3185
0.92
533
0
533
33.0
33.0
0.33
1020
c0.18
0.56
27.5
0.00
0.1
0.1
A
0.1
A
SER
1
24.0
24.0
0.24
6.0
3.0
602
0.40
24.0
24.0
0.24
6.0
3.0
342
c0.41
14.0
14.0
0.14
7.0
3.0
446
c0.17
1.68
38.0
1.00
313.0
351.0
F
1.72
38.0
1.00
334.5
372.5
F
1.20
43.0
1.00
107.9
150.9
F
150.9
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
F
19.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
2: Charles Street Ext. & Nashua Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBR
EBR2
NBT
SBT
SBR
SWL
SWT
1045
1900
385
1900
Yes
525
1900
645
1900
310
1900
60
1900
45
1900
0.92
30
252
5.7
0.92
30
200
4.5
0.92
0.92
0
571
1038
0
7
39
39
39
0.92
0%
1554
custom
6
6
6
20.0
26.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
1.09
81.3
235.0
316.3
~500
#643
1425
465
0
0
1.62
7
0.0
0.0%
0.0
4.0
10.0
16.0
30.0
30.0%
4.0
2.0
0.0
6.0
39.0
39.0%
0.0
0.0%
0.0
6.0
0.0
4.0
None
1.42
234.6
258.6
493.2
~493
#700
172
1.04
34.1
136.6
170.7
~117
m5
120
402
116
0
0
2.00
1000
235
0
0
1.36
0.92
14%
56
Split
5
ø1
ø2
ø3
ø9
1
2
3
9
8.0
19.0
21.0
21%
3.0
4.0
20.0
31.0
40.0
40%
4.0
2.0
10.0
24.0
30.0
30%
4.0
2.0
2.0
8.0
9.0
9%
4.0
2.0
Lead
Yes
None
Lag
Yes
C-Min
None
Max
30
277
6.3
0.92
58
5
5
5
10.0
15.0
21.0
21.0%
4.0
1.0
0.0
5.0
Lead
Yes
None
0.35
57.7
0.0
57.7
40
m84
10.0
15.0
21.0
21.0%
4.0
1.0
0.0
5.0
Lead
Yes
None
0.34
57.5
0.0
57.5
42
m86
197
242
0
0
0
0.23
253
0
0
0
0.23
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 40 (40%), Referenced to phase 2:WBL and 6:, Start of Green
Natural Cycle: 145
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
2: Charles Street Ext. & Nashua Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
2: Charles Street Ext. & Nashua Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBR
EBR2
NBT
SBT
SBR
SWL
SWT
1045
1900
6.0
0.76
0.85
1.00
3249
1.00
3249
0.92
1136
50
1504
custom
6
6
41.3
41.3
0.41
6.0
3.0
1342
c0.46
385
1900
525
1900
6.0
1.00
1.00
1.00
1676
1.00
1676
0.92
571
0
571
645
1900
6.0
0.95
0.95
1.00
3030
1.00
3030
0.92
701
0
1038
310
1900
45
1900
5.0
0.95
1.00
0.99
1580
0.99
1580
0.92
49
0
58
7
39
39
33.0
33.0
0.33
60
1900
5.0
0.95
1.00
0.95
1513
0.95
1513
0.92
65
0
56
Split
5
8.7
8.7
0.09
5.0
3.0
132
c0.04
8.7
8.7
0.09
5.0
3.0
137
0.04
0.42
43.3
1.25
2.2
56.2
E
0.42
43.3
1.25
2.1
56.3
E
56.2
E
1.12
29.4
1.00
64.6
94.0
F
0.92
418
0
0
24.0
24.0
0.24
6.0
3.0
402
c0.34
1000
c0.34
1.42
38.0
1.00
203.3
241.3
F
241.3
F
1.04
33.5
0.28
20.7
30.2
C
30.2
C
98.1
1.08
100.0
90.4%
15
0.92
337
0
0
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
5
F
17.0
E
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
3: Nashua Street & Ramp N-LC
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBT
NBL2
NBL
NBR
NWL2
NWL
NWR
95
1900
400
1900
5
1900
Yes
90
1900
245
1900
5
1900
475
1900
245
1900
Yes
0.92
30
207
4.7
0.92
103
custom
1
1
1
435
20.0
25.0
29.0
29.0%
4.0
1.0
0.0
5.0
Lead
Yes
C-Min
0.17
23.7
0.0
23.7
41
96
20.0
25.0
29.0
29.0%
4.0
1.0
0.0
5.0
Lead
Yes
C-Min
0.35
24.5
0.0
24.5
98
171
127
616
0
0
0
0.17
1231
0
70
0
0.37
0.92
0
custom
1
2
2
1
2
10.0
21.0
35.0
35.0%
4.0
2.0
0.0
6.0
Lag
Yes
Ped
30
383
8.7
0.92
0.92
0.92
33%
191
178
0
custom custom
2
2
3
2
3
2
2
3
10.0
21.0
35.0
35.0%
4.0
2.0
0.0
6.0
Lag
Yes
Ped
0.65
47.3
0.0
47.3
114
172
303
10.0
21.0
35.0
35.0%
4.0
2.0
0.0
6.0
Lag
Yes
Ped
0.68
50.8
0.0
50.8
113
175
442
0
0
0
0.43
393
0
0
0
0.45
30
294
6.7
0.92
0.92
521
266
custom
3
13
13
3
13
10.0
29.0
36.0
36.0%
4.0
3.0
0.0
7.0
10.0
29.0
36.0
36.0%
4.0
3.0
0.0
7.0
Ped
Ped
0.70
39.8
3.1
42.9
159
200
214
0.25
1.5
0.0
1.5
0
28
896
0
266
0
0.83
1061
0
0
0
0.25
65.0
65.0%
0.0
5.0
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 66 (66%), Referenced to phase 1:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Splits and Phases:
3: Nashua Street & Ramp N-LC
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
3: Nashua Street & Ramp N-LC
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBT
NBL2
NBL
95
1900
5.0
1.00
1.00
0.95
1593
0.95
1593
0.92
103
0
103
custom
1
1
38.6
38.6
0.39
5.0
3.0
615
0.06
400
1900
5.0
0.95
1.00
1.00
3185
1.00
3185
0.92
435
0
435
5
1900
90
1900
6.0
1.00
0.93
0.97
1520
0.97
1520
0.92
98
1
190
0.17
20.2
1.00
0.6
20.7
C
0.92
5
0
0
custom
1
2
2
38.6
38.6
0.39
5.0
3.0
1229
c0.14
0.35
21.8
1.00
0.8
22.6
C
22.3
C
2
19.2
19.2
0.19
6.0
3.0
292
0.13
0.65
37.3
1.00
5.1
42.4
D
43.6
D
29.3
0.53
100.0
58.3%
15
NBR
NWL2
NWL
NWR
245
5
1900
1900
6.0
0.95
0.85
1.00
1354
1.00
1354
0.92
0.92
266
5
0
0
178
0
custom custom
2
3
2
3
19.2
19.2
0.19
6.0
3.0
260
c0.13
475
1900
7.0
0.97
1.00
0.95
3090
0.95
3090
0.92
516
0
521
245
1900
5.0
1.00
0.85
1.00
1425
1.00
1425
0.92
266
99
167
custom
13
13
69.8
62.8
0.63
0.68
37.6
1.00
7.3
44.8
D
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
3
24.2
24.2
0.24
7.0
3.0
748
c0.17
0.70
34.6
1.00
2.8
37.4
D
27.4
C
895
0.12
0.19
7.8
1.00
0.1
7.9
A
C
18.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
901: Land Boulevard & Craigie Dam
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
125
1900
11
610
1
25
395
1900
11
255
1900
11
0
1
25
No
425
1900
11
0
0
25
730
1900
11
85
1900
11
0
0
25
No
250
1900
11
0
1
25
695
1900
11
225
1900
11
0
1
25
No
140
1900
11
175
1
250
1215
1900
11
360
1900
15
375
1
130
No
0.92
136
Split
4
30
988
22.5
0.92
429
4
0.92
0.92
277
Prot
4
0
Split
5
30
713
16.2
0.92
0.92
0.92
1347
0
272
Prot
3
5
30
270
6.1
0.92
755
23
0.92
0.92
245
Prot
23
152
Prot
1
30
820
18.6
0.92
1321
ø2
0.92
391
Free
6
2
Free
17.0
17.0
14.2%
4.0
1.0
-1.0
4.0
Lag
Yes
0.81
86.8
0.0
86.8
105
#215
610
167
0
0
0
0.81
17.0
17.0
14.2%
4.0
1.0
-1.0
4.0
Lag
Yes
1.28
191.7
0.0
191.7
~222
#328
908
17.0
17.0
14.2%
4.0
1.0
-1.0
4.0
Lag
Yes
1.86
441.5
129.7
571.3
~326
#499
334
0
0
0
1.28
149
0
20
0
2.15
26.0
50.0
41.7%
4.0
1.0
-1.0
4.0
26.0
50.0
41.7%
4.0
1.0
-1.0
4.0
1.17
121.5
182.5
304.0
~655
#793
633
1149
0
297
0
1.58
0.0
0.0%
0.0
4.0
13.0
17.0
14.2%
4.0
1.0
-1.0
4.0
Lead
Yes
1.63
339.0
0.0
339.0
~307
#482
167
0
0
0
1.63
0.84
42.1
13.4
55.4
288
#373
190
0.61
36.0
3.6
39.7
164
256
13.0
14.0
11.7%
4.0
1.0
-1.0
4.0
Lead
Yes
1.19
185.7
0.0
185.7
~142
#279
898
138
0
0
0.99
402
87
0
0
0.78
175
128
0
0
0
1.19
39.0
32.5%
39.0
32.5%
-1.0
4.0
-1.0
4.0
26.0
36.0
30.0%
4.0
1.0
-1.0
4.0
0.0
0.0%
13.0
22.0
18%
4.0
1.0
0.0
4.0
Lag
Yes
1.12
106.4
12.6
119.0
~431
#527
740
1180
0
30
0
1.15
0.25
0.4
0.0
0.4
0
0
375
1567
0
0
0
0.25
Intersection Summary
Area Type:
CBD
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBT, Start of Green
Natural Cycle: 125
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
901: Land Boulevard & Craigie Dam
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
901: Land Boulevard & Craigie Dam
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
125
1900
11
4.0
1.00
1.00
0.95
1540
0.95
1540
0.92
136
0
136
Split
4
395
1900
11
4.0
0.95
1.00
1.00
3079
1.00
3079
0.92
429
0
429
425
1900
11
730
1900
11
4.0
0.95
0.99
0.98
2996
0.98
2996
0.92
793
0
1347
85
1900
11
140
1900
11
4.0
1.00
1.00
0.95
1540
0.95
1540
0.92
152
0
152
Prot
1
360
1900
15
4.0
1.00
0.85
1.00
1567
1.00
1567
0.92
391
0
391
Free
23
225
1900
11
4.0
1.00
0.85
1.00
1378
1.00
1378
0.92
245
0
245
Prot
23
1215
1900
11
4.0
0.91
1.00
1.00
4424
1.00
4424
0.92
1321
0
1321
5
250
1900
11
4.0
1.00
1.00
0.95
1540
0.95
1540
0.92
272
0
272
Prot
3
695
1900
11
4.0
0.95
1.00
1.00
3079
1.00
3079
0.92
755
0
755
4
255
1900
11
4.0
1.00
0.85
1.00
1378
1.00
1378
0.92
277
0
277
Prot
4
12.0
13.0
0.11
5.0
167
0.09
12.0
13.0
0.11
5.0
334
0.14
12.0
13.0
0.11
5.0
149
c0.20
45.0
46.0
0.38
5.0
1148
c0.45
12.0
13.0
0.11
5.0
167
c0.18
34.0
35.0
0.29
34.0
35.0
0.29
898
0.25
402
0.18
9.0
10.0
0.08
5.0
128
0.10
31.0
32.0
0.27
5.0
1180
c0.30
0.81
52.3
1.00
33.7
86.0
F
1.28
53.5
1.00
148.9
202.4
F
269.9
F
1.86
53.5
1.00
411.2
464.7
F
1.17
37.0
1.00
87.5
124.5
F
124.5
F
1.63
53.5
0.87
307.2
353.8
F
0.84
39.9
0.82
8.9
41.5
D
107.1
F
0.61
36.6
0.79
6.4
35.3
D
1.19
55.0
1.00
138.6
193.6
F
1.12
44.0
1.00
65.5
109.5
F
93.5
F
132.5
1.30
120.0
106.1%
15
0.92
462
0
0
Split
5
0.92
92
0
0
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
6
Free
120.0
120.0
1.00
1567
0.25
0.25
0.0
1.00
0.4
0.4
A
F
16.0
G
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
30: Washington St & McGrath Hwy
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
465
1900
14
270
1900
12
0
1900
12
Yes
0
1800
14
965
1800
14
80
1800
14
No
20
1900
12
180
1900
12
415
1900
12
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
0.92
5%
30
86
2.0
0.89
10%
0.89
10%
0.90
5%
30
905
20.6
0.90
5%
0.90
5%
0.87
9%
30
410
9.3
0.87
9%
0.87
9%
0.92
2%
30
602
13.7
0.92
2%
0.92
2%
303
0
0
1161
0
23
Split
5
684
0
0
0
0
10.0
20.0
15.0%
3.0
2.0
0.0
5.0
10.0
20.0
15.0%
3.0
2.0
0.0
5.0
505
Split
123
123
57.0
42.9%
57.0
42.9%
0.0
0.0%
0.0
0.0%
0.0
5.0
0.0
5.0
1.0
5.0
1.0
5.0
0.36
2.7
0.0
2.7
14
m16
1391
0
0
0
0.36
4
0.16
1.4
0.0
1.4
2
m2
6
22.0
56.0
42.1%
4.0
2.0
-1.0
5.0
Lag
Yes
0.61
34.8
0.1
34.8
293
344
825
1843
0
0
0
0.16
1893
0
61
0
0.63
0.0
0.0%
1.0
5.0
0.06
53.3
0.0
53.3
9
22
362
0
0
0
0.06
5
1.05
77.2
0.0
77.2
~186
#287
330
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
1.0
5.0
0.0
4.0
0.0
4.0
0.0
4.0
ø1
ø2
ø3
1
2
3
11.0
11.0
8%
4.0
1.0
21.0
31.0
23%
4.0
2.0
10.0
15.0
11%
3.0
2.0
Lead
Yes
Lag
Yes
Lead
Yes
522
649
0
0
0
1.05
Intersection Summary
Area Type:
Other
Cycle Length: 133
Actuated Cycle Length: 133
Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green
Natural Cycle: 100
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
30: Washington St & McGrath Hwy
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
30: Washington St & McGrath Hwy
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
465
1900
14
5.0
0.97
1.00
0.95
3557
0.95
3557
0.92
505
0
505
5%
Split
123
270
1900
12
5.0
0.91
1.00
1.00
4715
1.00
4715
0.89
303
0
303
10%
0
1900
12
0
1800
14
80
1800
14
180
1900
12
5.0
0.95
0.90
1.00
2965
1.00
2965
0.87
207
315
369
9%
0
1900
12
0
1900
12
0
1900
12
0.90
0
0
0
5%
0.87
477
0
0
9%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
123
4
20
1900
12
5.0
0.97
1.00
0.95
3213
0.95
3213
0.87
23
0
23
9%
Split
5
415
1900
12
0.89
0
0
0
10%
965
1800
14
5.0
0.91
0.99
1.00
4935
1.00
4935
0.90
1072
0
1161
5%
52.0
46.0
0.35
52.0
46.0
0.35
1230
c0.14
1631
0.06
50.0
51.0
0.38
6.0
1892
c0.24
15.0
15.0
0.11
5.0
362
0.01
15.0
15.0
0.11
5.0
334
c0.12
0.41
33.2
0.07
0.9
3.3
A
0.19
30.4
0.05
0.2
1.6
A
2.7
A
0.61
33.1
1.00
1.5
34.6
C
34.6
C
0.06
52.7
1.00
0.3
53.1
D
1.10
59.0
1.00
80.5
139.5
F
136.7
F
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
51.9
0.59
133.0
80.9%
15
0.90
89
0
0
5%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
5
0.0
A
D
20.0
D
HCM Signalized Intersection Capacity Analysis
3/9/2010
10989.00: DCR Bridge Program
31: Washington St & McGrath Hwy
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1800
12
700
1800
12
25
1800
12
Yes
450
1900
12
535
1900
12
0
1900
12
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
35
1750
14
125
1750
14
395
1750
14
Yes
0.92
7%
30
598
13.6
0.92
7%
0.89
7%
0.94
5%
30
86
2.0
0.88
6%
0.88
6%
0.92
2%
30
216
4.9
0.92
2%
0.92
2%
0.73
6%
30
692
15.7
0.88
5%
0.88
5%
0
789
0
479
Split
45
608
0
0
0
0
0
Perm
639
0
12
45
3
0.0
0.0%
42.0
31.6%
0.0
0.0%
76.0
57.1%
76.0
57.1%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
1.0
5.0
0.0
5.0
1.0
5.0
-1.0
5.0
-1.0
5.0
1.0
5.0
0.0
4.0
0.0
4.0
0.0
4.0
0.42
39.7
0.0
39.7
136
164
518
0.52
3.9
0.0
3.9
44
88
1890
0
35
0
0.43
918
0
0
0
0.52
0.33
0.5
0.0
0.5
0
0
6
1818
0
0
0
0.33
136
3
10.0
15.0
11.3%
3.0
2.0
0.0
5.0
Lead
Yes
10.0
15.0
11.3%
3.0
2.0
0.0
5.0
Lead
Yes
2.35dr
541.3
0.0
541.3
~429
#537
612
0.0
0.0%
ø1
ø2
ø4
ø5
1
2
4
5
11.0
11.0
8%
4.0
1.0
21.0
31.0
23%
4.0
2.0
22.0
56.0
42%
4.0
2.0
10.0
20.0
15%
3.0
2.0
Lead
Yes
Lag
Yes
Lag
Yes
1.0
5.0
301
0
0
0
2.12
Intersection Summary
Area Type:
Other
Cycle Length: 133
Actuated Cycle Length: 133
Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green
Natural Cycle: 100
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.
Splits and Phases:
31: Washington St & McGrath Hwy
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
31: Washington St & McGrath Hwy
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1800
12
700
1800
12
5.0
0.81
0.99
1.00
6777
1.00
6777
0.92
761
4
785
7%
25
1800
12
450
1900
12
5.0
1.00
1.00
0.95
1719
0.95
1719
0.94
479
0
479
5%
Split
45
535
1900
12
5.0
0.95
1.00
1.00
3406
1.00
3406
0.88
608
0
608
6%
0
1900
12
0
1900
12
0
1900
12
0
1900
12
35
1750
14
395
1750
14
0.88
0
0
0
6%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.73
48
0
0
6%
Perm
125
1750
14
5.0
0.95
0.89
1.00
3008
1.00
3008
0.88
142
75
564
5%
0.92
0
0
0
7%
12
0.89
28
0
0
7%
45
0.88
449
0
0
5%
3
3
36.0
36.0
0.27
71.0
72.0
0.54
71.0
72.0
0.54
1834
c0.12
931
c0.28
1844
0.18
0.43
40.0
1.00
0.7
40.7
D
40.7
D
0.51
19.4
0.11
1.6
3.7
A
0.33
17.0
0.00
0.4
0.4
A
1.9
A
Intersection Summary
HCM Average Control Delay
203.6
HCM Level of Service
HCM Volume to Capacity ratio
0.66
Actuated Cycle Length (s)
133.0
Sum of lost time (s)
Intersection Capacity Utilization
80.9%
ICU Level of Service
Analysis Period (min)
15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.
c Critical Lane Group
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
10.0
10.0
0.08
5.0
226
0.19
2.35dr
61.5
1.00
686.2
747.7
F
747.7
F
0.0
A
F
15.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
8: Sullivan Square & Cambridge Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBL
NBT
NBR
SBL
SBT
SBR
SEL2
SEL
SER
0
1900
0
0
25
0
1900
0
0
25
0
1900
0
0
25
0
1900
860
1900
0
2
25
No
330
1900
0
2
25
570
1900
0
1900
0
0
25
Yes
0
1900
1560
1900
0
3
25
220
1900
400
1
25
Yes
30
269
6.1
0.92
2%
0.92
2%
0.88
11%
30
559
12.7
0.88
11%
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
189
0.88
11%
0.95
6%
977
347
custom custom
6
5
6
5
6
5
4.0
20.0
47.0
33.6%
3.0
3.0
-2.0
4.0
Lag
Yes
None
1.24
160.2
0.0
160.2
~626
#747
4.0
20.0
20.0
14.3%
3.0
3.0
-2.0
4.0
Lead
Yes
None
0.92
89.9
0.0
89.9
163
m#227
787
0
0
0
1.24
377
0
0
0
0.92
479
30
455
10.3
0.95
6%
0.95
6%
600
0
56
56
56
0.94
5%
0%
0
Perm
1
1
30
733
16.7
0.94
5%
ø9
0.94
5%
1660
234
custom
1
1
1
1
1
1
9
4.0
20.0
59.0
42.1%
3.0
2.0
0.0
5.0
4.0
20.0
59.0
42.1%
3.0
2.0
-1.0
4.0
4.0
20.0
59.0
42.1%
3.0
2.0
-1.0
4.0
4.0
11.0
14.0
10%
6.0
1.0
C-Min
C-Min
1.08
81.1
0.0
81.1
~923
#1068
653
C-Min
0.27
5.7
0.0
5.7
23
71
None
0.39
26.9
0.0
26.9
191
m225
375
1533
0
0
0
0.39
1542
0
0
0
1.08
67.0
47.9%
0.0
0.0%
-2.0
4.0
0.0
4.0
400
852
0
0
0
0.27
Intersection Summary
Area Type:
Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 73 (52%), Referenced to phase 1:SEL, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
8: Sullivan Square & Cambridge Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
8: Sullivan Square & Cambridge Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBL
NBT
NBR
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
2%
0.92
0
0
0
2%
0.88
0
0
0
11%
0.88
0
0
0
11%
SBL
SBT
SBR
SEL2
SEL
SER
860
330
1900
1900
4.0
4.0
0.88
0.97
0.85
1.00
1.00
0.95
2561
3303
1.00
0.95
2561
3303
0.88
0.95
977
347
0
0
977
347
11%
6%
custom custom
6
5
6
5
41.0
14.0
43.0
16.0
0.31
0.11
6.0
6.0
3.0
3.0
787
377
c0.38
c0.11
570
1900
4.0
0.95
1.00
1.00
3406
1.00
3406
0.95
600
0
600
6%
0
1900
0
1900
0.95
0
0
0
6%
0.94
0
0
0
5%
Perm
1560
1900
4.0
0.91
1.00
0.95
3129
0.95
3129
0.94
1660
0
1660
5%
220
1900
4.0
1.00
0.85
1.00
1538
1.00
1538
0.94
234
94
140
5%
custom
1
1
68.0
69.0
0.49
5.0
3.0
758
0.09
1.24
48.5
1.00
119.3
167.8
F
0.0
A
0.92
61.4
0.99
27.0
87.5
F
167.8
F
91.9
1.11
140.0
119.3%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
56
56
61.0
63.0
0.45
1533
0.18
1
1
68.0
69.0
0.49
5.0
3.0
1542
c0.53
0.39
25.7
1.01
0.2
26.1
C
48.6
D
1.08
35.5
1.00
46.6
82.1
F
74.5
E
1
0.18
19.8
1.00
0.5
20.3
C
F
12.0
H
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
6: Main Street & Sullivan Square
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBT
NBR
SBL
SBT
0
Yield
0%
0.96
0
490
860
Free
0%
0.91
945
1060
0
0.91
1165
0.92
0
0
Free
0%
0.92
0
0.96
510
None
None
429
1527
1055
2110
1527
6.8
1055
6.9
2110
4.1
3.5
100
108
3.3
0
222
2.2
100
256
WB 1
255
0
255
222
1.15
302
152.6
F
152.6
F
WB 2
255
0
255
222
1.15
302
152.6
F
NB 1
630
0
0
1700
0.37
0
0.0
NB 2
1480
0
1165
1700
0.87
0
0.0
0.0
29.7
81.7%
15
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
D
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5: Sullivan Square & Rutherford Avenue
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Morning
EBT
EBR
WBL
WBT
NBL
NBR
1415
Free
0%
0.92
1538
0
0
0.92
0
0
Yield
0%
0.90
0
505
0.92
0
0
Free
0%
0.92
0
0.90
561
1538
1538
769
1538
4.1
1538
6.8
769
6.9
2.2
100
428
3.5
100
106
3.3
0
344
None
None
269
EB 1
769
0
0
1700
0.45
0
0.0
0.0
EB 2
769
0
0
1700
0.45
0
0.0
NB 1
281
0
281
344
0.82
176
48.7
E
48.7
E
13.0
63.4%
15
NB 2
281
0
281
344
0.82
176
48.7
E
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
B
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
9: Sullivan Square & Alford Street SB
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Morning
WBL
WBR
NBT
NBR
SBL
SBT
825
Free
0%
0.95
868
0
0
Stop
0%
0.92
0
0
0
0.92
0
0.92
0
905
Stop
0%
0.92
984
0
1737
0
1737
1737
0
4.2
1737
6.5
0
6.2
1737
7.2
1737
6.6
2.3
45
1585
4.0
100
39
3.3
100
1085
3.6
100
38
4.1
0
39
SB 1
492
0
0
39
12.74
Err
Err
F
Err
F
SB 2
492
0
0
39
12.74
Err
Err
F
0.95
0
None
1022
WB 1
434
434
0
1585
0.55
88
10.0
A
10.0
WB 2
434
434
0
1585
0.55
88
10.0
A
5315.4
109.6%
15
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
H
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
162: Austin St. & Rutherford Avenue
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
380
1900
290
1900
0
1900
Yes
0
1900
455
1900
5
1900
Yes
380
1900
20
1900
75
1900
Yes
0
1900
0
1900
0
1900
Yes
0.83
3%
0.91
3%
0
0.93
7%
14%
352
custom
3
3
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
1.04
49.9
0.0
49.9
~36
m#41
339
0
0
0
1.04
30
100
2.3
0.93
7%
0.93
7%
0.83
3%
30
615
14.0
0.83
3%
369
0
0
554
3
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
2
1.04
50.5
0.0
50.5
~40
m#43
20
21.0
42.0
49.4%
3.0
2.0
-1.0
4.0
Lag
Yes
0.35
16.2
0.0
16.2
98
123
535
354
0
0
0
1.04
1565
0
0
0
0.35
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
0.0%
0.0
4.0
0.80
4%
36%
304
custom
1
1
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
0.92
68.8
661.2
730.0
169
#270
330
0
289
0
7.41
30
341
7.8
0.80
4%
0.80
4%
0.91
3%
30
332
7.5
0.91
3%
290
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
1
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
0.85
54.3
667.0
721.3
145
#234
261
252
341
0
282
0
4.92
Intersection Summary
Area Type:
Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of Green
Natural Cycle: 70
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
162: Austin St. & Rutherford Avenue
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
162: Austin St. & Rutherford Avenue
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
380
1900
4.0
0.95
1.00
0.95
1603
0.95
1603
0.93
409
0
352
7%
custom
3
3
17.0
18.0
0.21
5.0
339
0.22
290
1900
4.0
0.95
1.00
0.99
1674
0.99
1674
0.93
312
0
369
7%
0
1900
0
1900
5
1900
20
1900
4.0
0.95
0.95
0.97
1604
0.97
1604
0.80
25
20
270
4%
0
1900
0
1900
0
1900
0.83
0
0
0
3%
380
1900
4.0
0.95
1.00
0.95
1649
0.95
1649
0.80
475
0
304
4%
custom
1
1
16.0
17.0
0.20
5.0
330
c0.18
75
1900
0.93
0
0
0
7%
455
1900
4.0
0.95
1.00
1.00
3499
1.00
3499
0.83
548
1
553
3%
0.80
94
0
0
4%
0.91
0
0
0
3%
0.91
0
0
0
3%
0.91
0
0
0
3%
0.92
33.3
1.00
33.0
66.4
E
0.84
32.7
1.00
22.6
55.3
E
60.9
E
1.04
33.5
0.21
35.7
42.8
D
3
2
17.0
18.0
0.21
5.0
354
c0.22
37.0
38.0
0.45
5.0
1564
c0.16
1.04
33.5
0.21
36.4
43.5
D
43.1
D
0.35
15.4
1.00
0.6
16.1
B
16.1
B
40.8
0.66
85.0
54.2%
15
0.83
6
0
0
3%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
1
16.0
17.0
0.20
5.0
321
0.17
0.0
A
D
12.0
A
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
161: Charlestown Avenue & Rutherford Ave.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
25
660
1900
250
1900
250
1
25
Yes
45
1900
0
0
25
790
1900
0
1900
0
0
25
No
0
1900
0
0
25
0
1900
0
1900
0
0
25
Yes
10
1900
0
0
25
20
1900
915
1900
0
1
25
Yes
0.93
7%
30
505
11.5
0.93
7%
0
710
3
0.0
0.0%
0.0
4.0
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
0.99
67.5
23.0
90.5
200
#319
425
714
0
49
0
1.07
30
100
2.3
0.83
3%
0.83
3%
0.93
7%
0.83
3%
269
custom
3
3
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
0
Split
2
1006
21.0
42.0
49.4%
3.0
2.0
-1.0
4.0
Lag
Yes
21.0
42.0
49.4%
3.0
2.0
-1.0
4.0
Lag
Yes
0.64
14.2
0.0
14.2
265
m298
20
0.51
7.6
0.0
7.6
0
61
250
532
0
0
0
0.51
0.80
4%
30
305
6.9
0.80
4%
0.80
4%
0.91
3%
0
0
0
0
0
Split
1
33
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
0.05
27.8
0.1
27.9
7
20
282
2
1562
0
0
0
0.64
225
30
362
8.2
0.91
3%
0.91
3%
1005
custom
1
13
690
0
345
0
0.10
43.0
50.6%
-1.0
4.0
1.33
182.0
0.0
182.0
~694
#930
754
0
0
0
1.33
Intersection Summary
Area Type:
Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of Green
Natural Cycle: 70
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
161: Charlestown Avenue & Rutherford Ave.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
161: Charlestown Avenue & Rutherford Ave.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
0
1900
660
1900
4.0
0.95
1.00
1.00
3374
1.00
3374
0.93
710
0
710
7%
250
1900
4.0
1.00
0.85
1.00
1509
1.00
1509
0.93
269
212
57
7%
custom
3
3
17.0
18.0
0.21
5.0
320
0.04
45
1900
790
1900
4.0
0.95
1.00
1.00
3495
1.00
3495
0.83
952
0
1006
3%
0
1900
0
1900
0
1900
0
1900
10
1900
0.83
0
0
0
3%
0.80
0
0
0
4%
0.80
0
0
0
4%
0.80
0
0
0
4%
0.91
11
0
0
3%
Split
1
20
1900
4.0
0.95
1.00
0.98
3447
0.98
3447
0.91
22
0
33
3%
0.93
0
0
0
7%
3
17.0
18.0
0.21
5.0
714
0.21
0.99
33.4
1.00
32.4
65.8
E
55.6
E
0.18
27.4
1.00
1.2
28.7
C
86.1
1.00
85.0
86.5%
15
0.83
54
0
0
3%
Split
2
2
915
1900
4.0
1.00
0.85
1.00
1568
1.00
1568
0.91
1005
34
971
3%
custom
1
13
37.0
38.0
0.45
5.0
1562
c0.29
16.0
17.0
0.20
5.0
689
0.01
0.64
18.2
0.68
1.6
14.0
B
14.0
B
0.05
27.5
1.00
0.1
27.6
C
184.6
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.0
A
SBR
38.0
39.0
0.46
719
c0.62
1.35
23.0
1.00
166.8
189.8
F
F
8.0
E
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
400: North Washington Street & Causeway Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
NBL
NBT
NBR
SBL
SBT
SBR
NEL
NET
NER
SWL
SWT
SWR
80
1900
460
1900
60
1900
Yes
325
1900
1005
1900
590
1900
Yes
230
1900
160
1900
120
1900
Yes
100
1900
130
1900
250
1900
Yes
30
240
5.5
10
0.90
2%
0
Perm
30
214
4.9
0.90
2%
105
0.90
2%
105
0.90
2%
667
0
361
pm+pt
1
6
24.0
62.0
41.3%
3.0
3.0
-2.0
4.0
Lead
2
2
22.0
32.0
21.3%
3.0
3.0
-2.0
4.0
Lag
22.0
32.0
21.3%
3.0
3.0
-2.0
4.0
Lag
0.0
0.0%
0.0
4.0
0.90
2%
1117
30
1674
38.0
7
0.90
2%
125
0.90
2%
656
Perm
0.90
2%
160
0.90
2%
160
0.90
2%
256
Split
4
311
0
6
22.0
94.0
62.7%
3.0
3.0
-2.0
4.0
22.0
31.0
20.7%
3.0
3.0
-2.0
4.0
22.0
31.0
20.7%
3.0
3.0
-2.0
4.0
6
22.0
94.0
62.7%
3.0
3.0
-2.0
4.0
30
711
16.2
4
0.0
0.0%
0.0
4.0
0.90
2%
125
0.90
2%
0
Split
8
533
0
22.0
25.0
16.7%
3.0
3.0
-2.0
4.0
22.0
25.0
16.7%
3.0
3.0
-2.0
4.0
8
1.84
420.0
0.0
420.0
~519
#650
160
0.55
27.9
0.0
27.9
219
324
0.58
20.0
0.0
20.0
340
404
134
0.61
4.0
0.0
4.0
11
68
0.89
91.3
0.0
91.3
248
#413
1.20
166.7
0.0
166.7
~350
#549
1594
1.13
122.7
0.0
122.7
~246
#370
631
363
0
0
0
1.84
661
0
0
0
0.55
1911
0
0
0
0.58
1079
0
0
0
0.61
287
0
0
0
0.89
260
0
0
0
1.20
471
0
0
0
1.13
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 110
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
400: North Washington Street & Causeway Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
400: North Washington Street & Causeway Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
NBL
NBT
NBR
SBL
SBT
SBR
NEL
NET
NER
SWL
SWT
SWR
80
1900
460
1900
4.0
0.95
0.95
1.00
0.98
0.99
2957
0.64
1914
0.90
511
6
661
60
1900
325
1900
4.0
1.00
1.00
1.00
1.00
0.95
1593
0.12
210
0.90
361
0
361
105
2%
pm+pt
1
6
88.0
90.0
0.60
6.0
661
0.21
0.12
0.55
25.8
1.00
3.2
29.0
C
1005
1900
4.0
0.95
1.00
1.00
1.00
1.00
3185
1.00
3185
0.90
1117
0
1117
590
1900
4.0
1.00
0.97
1.00
0.85
1.00
1380
1.00
1380
0.90
656
251
405
7
2%
Perm
230
1900
4.0
1.00
1.00
1.00
1.00
0.95
1593
0.95
1593
0.90
256
0
256
125
2%
Split
4
160
1900
4.0
1.00
0.86
1.00
0.94
1.00
1344
1.00
1344
0.90
178
18
293
120
1900
100
1900
250
1900
0.90
133
0
0
160
2%
0.90
111
0
0
160
2%
Split
8
130
1900
4.0
0.95
0.84
1.00
0.92
0.99
2427
0.99
2427
0.90
144
131
402
25.0
27.0
0.18
6.0
287
0.16
25.0
27.0
0.18
6.0
242
c0.22
19.0
21.0
0.14
6.0
340
c0.17
0.89
60.1
1.00
31.4
91.5
F
1.21
61.5
1.00
126.7
188.2
F
144.6
F
1.18
64.5
1.00
108.4
172.9
F
172.9
F
0.90
89
0
0
10
2%
Perm
2%
0.90
67
0
0
105
2%
2
2
26.0
28.0
0.19
6.0
357
c0.35
1.85
61.0
1.00
394.2
455.2
F
455.2
F
134.0
1.08
150.0
103.9%
15
2%
6
88.0
90.0
0.60
6.0
1911
c0.35
0.58
18.5
1.00
1.3
19.8
B
21.1
C
6
88.0
90.0
0.60
6.0
828
0.29
0.49
17.0
1.00
2.1
19.0
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
2%
4
2%
0.90
278
0
0
125
2%
8
F
16.0
G
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
410: Merrimac Street & Staniford Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
WBU
WBL
WBR
WBR2
NBU
NBL
NBR
NBR2
SEU
SEL2
SEL
SER
SWL2
SWL
SWR
5
1900
160
1900
115
1900
40
1900
Yes
5
1900
75
1900
175
1900
190
1900
Yes
5
1900
165
1900
250
1900
285
1900
Yes
50
1900
405
1900
245
1900
Yes
0.82
3%
30
628
14.3
170
0.82
3%
0.83
4%
95
0.83
4%
30
562
12.8
260
0.83
4%
170
0.83
4%
260
0.91
7%
30
1674
38.0
170
0.91
7%
0
Prot
1
205
Prot
1
343
Perm
0
Perm
4
4
4.0
10.0
22.0
24.4%
3.0
3.0
-2.0
4.0
Lag
Yes
None
0
Perm
5
5
1160
0.82
3%
95
0.82
0.89
3%
9%
10%
201
145
44
0
custom custom custom
5
2
2
4
5
2
2
4
8.0
14.0
20.0
22.2%
3.0
3.0
0.0
6.0
Lead
8.0
14.0
20.0
22.2%
3.0
3.0
-2.0
4.0
Lead
8.0
14.0
28.0
31.1%
3.0
3.0
-2.0
4.0
Lag
8.0
14.0
28.0
31.1%
3.0
3.0
0.0
6.0
Lag
Min
Min
3.00
956.1
0.0
956.1
~200
#302
548
C-Min
0.25
17.4
0.0
17.4
54
101
C-Min
0.08
6.1
0.0
6.1
0
18
67
0
0
0
3.00
576
0
0
0
0.25
541
0
0
0
0.08
4.0
10.0
22.0
24.4%
3.0
3.0
0.0
6.0
Lag
Yes
None
30
276
6.3
1160
0.89
9%
90
4
4
95
0.89
9%
260
0.89
9%
197
213
Over custom
4
45
4
45
4.0
10.0
22.0
24.4%
3.0
3.0
-2.0
4.0
Lag
Yes
None
1.67
392.0
0.0
392.0
~71
m#136
196
4.0
10.0
22.0
24.4%
3.0
3.0
-2.0
4.0
Lag
Yes
None
0.74
54.3
0.0
54.3
83
m#169
54
0
0
0
1.67
267
0
0
0
0.74
301
6
1
1
6
8.0
14.0
20.0
22.2%
3.0
3.0
0.0
6.0
Lead
8.0
14.0
20.0
22.2%
3.0
3.0
-2.0
4.0
Lead
8.0
14.0
28.0
31.1%
3.0
3.0
-2.0
4.0
Lag
8.0
14.0
28.0
31.1%
3.0
3.0
-2.0
4.0
Lag
None
0.42
4.0
0.0
4.0
1
m17
None
0.64
38.6
0.0
38.6
87
122
C-Max
0.39
12.9
0.0
12.9
106
138
482
C-Max
0.48
4.1
0.0
4.1
42
37
505
0
0
0
0.42
332
0
0
0
0.62
764
0
0
0
0.39
722
0
0
0
0.48
-2.0
4.0
260
0.91
7%
269
custom
4
6
6
42.0
46.7%
500
4
4.0
10.0
22.0
24.4%
3.0
3.0
-2.0
4.0
Lag
Yes
None
1.69
354.0
0.0
354.0
~217
#315
1594
295
0
0
0
1.69
ø3
3
14
14
42.0
46.7%
4.0
20.0
20.0
22%
2.0
0.0
-2.0
4.0
Lead
Yes
None
0.48
4.8
0.0
4.8
0
40
567
0
0
0
0.47
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 70 (78%), Referenced to phase 2:WBR and 6:SEL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
410: Merrimac Street & Staniford Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
410: Merrimac Street & Staniford Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
WBU
WBL
5
1900
160
1900
4.0
1.00
1.00
0.91
1.00
0.95
1428
0.25
376
0.82
195
0
201
170
3%
0.82
6
0
0
3%
Perm
5
WBR
Charles River Base Model - Existing Conditions
Weekday Morning
NBU
NBL
NBR
NBR2
SEU
SEL2
SEL
SER
SWL2
SWL
SWR
115
40
5
1900
1900
1900
4.0
6.0
0.88
0.95
1.00
0.92
1.00
1.00
0.85
0.85
1.00
1.00
1242
1240
1.00
1.00
1242
1240
0.82
0.82
0.89
140
49
6
1
25
0
144
19
0
1160
95
3%
3%
9%
custom custom custom
5
2
2
4
14.0
39.7
39.7
16.0
41.7
39.7
0.18
0.46
0.44
6.0
6.0
6.0
2.0
2.0
2.0
67
575
547
0.12
c0.53
0.02
3.00
0.25
0.04
37.0
14.7
14.3
1.00
1.00
1.00
938.6
1.0
0.1
975.6
15.7
14.4
F
B
B
510.3
F
75
1900
4.0
1.00
1.00
0.65
1.00
0.95
970
0.26
268
0.89
84
0
90
1160
9%
175
190
1900
1900
4.0
4.0
1.00
1.00
1.00
0.68
1.00
1.00
0.85
0.85
1.00
1.00
1333
904
1.00
1.00
1333
904
0.89
0.89
197
213
0
123
197
90
95
260
9%
9%
Over custom
4
45
16.0
36.0
18.0
38.0
0.20
0.42
6.0
2.0
267
382
0.15
0.10
0.74
0.24
33.8
16.7
1.11
0.60
8.1
0.1
45.6
10.1
D
B
5
1900
165
1900
4.0
1.00
1.00
1.00
1.00
0.95
1562
0.95
1562
0.83
199
0
205
95
4%
Prot
1
250
1900
4.0
1.00
1.00
1.00
1.00
0.95
1562
0.95
1562
0.83
301
0
301
260
4%
285
1900
4.0
1.00
0.89
1.00
0.85
1.00
1238
1.00
1238
0.83
343
175
168
170
4%
Perm
50
1900
405
1900
4.0
0.97
1.00
0.60
1.00
0.95
1753
0.80
1477
0.91
445
0
500
170
7%
245
1900
4.0
1.00
0.70
1.00
0.85
1.00
945
1.00
945
0.91
269
149
120
260
7%
custom
178.8
1.17
90.0
69.8%
15
WBR2
4
16.0
18.0
0.20
6.0
2.0
54
0.34
1.67
36.0
1.08
362.6
401.3
F
94.5
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
0.83
6
0
0
4%
Prot
1
0.91
55
0
0
260
7%
Perm
6
16.3
18.3
0.20
6.0
2.0
318
0.13
42.0
44.0
0.49
6.0
2.0
764
c0.19
0.64
32.9
0.92
3.2
33.3
C
0.39
14.6
0.76
1.4
12.5
B
19.3
B
4
6
42.0
44.0
0.49
6.0
2.0
605
0.14
0.28
13.6
1.15
1.1
16.8
B
4
16.0
18.0
0.20
6.0
2.0
295
c0.34
1.69
36.0
1.00
326.9
362.9
F
241.5
F
14
38.3
40.3
0.45
423
0.13
0.28
15.7
1.00
0.1
15.9
B
F
8.0
C
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
121: Cambridge Street & Staniford Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
250
1900
10
180
1
25
630
1900
11
0
1900
11
0
0
25
No
0
1900
12
0
0
25
420
1900
12
145
1900
12
0
1
25
No
0
1900
12
0
0
25
0
1900
12
20
1900
12
0
1
25
Yes
200
1900
10
0
1
25
0
1900
12
300
1900
12
0
1
25
No
30
379
8.6
30
261
5.9
30
236
5.4
0.93
3%
0.93
3%
68
0.93
3%
0.96
7%
0.96
7%
269
Prot
4
677
0
0
438
2
6
151
pt+ov
36
4
2
6
36
8.0
22.0
26.0
28.9%
3.0
1.0
0.0
4.0
Lag
Yes
Ped
0.82
54.0
0.0
54.0
144
#258
8.0
12.0
25.0
27.8%
3.0
1.0
0.0
4.0
Lag
Yes
C-Max
0.68
32.1
0.0
32.1
188
#281
299
8.0
22.0
37.0
41.1%
3.0
1.0
0.0
4.0
180
360
0
0
0
0.75
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
1001
0
0
0
0.68
10
0.96
7%
0.64
4%
0.64
4%
0
0
64.0
71.1%
0.0
0.0%
0.0
0.0%
0.0
5.0
0.0
4.0
0.0
4.0
C-Max
0.37
13.6
0.6
14.2
83
m106
181
0.16
8.0
0.8
8.8
49
m68
1179
404
0
0
0.57
919
535
0
0
0.39
30
816
18.5
1
0.64
4%
0.90
7%
0.90
7%
31
custom
1
222
Prot
3
0
1
3
3
5.0
9.0
12.0
13.3%
3.0
1.0
0.0
4.0
Lead
Yes
None
0.06
0.2
0.0
0.2
0
0
8.0
23.0
27.0
30.0%
4.0
1.0
0.0
5.0
Lead
Yes
Ped
0.64
23.6
0.0
23.6
109
m100
8.0
23.0
27.0
30.0%
4.0
1.0
0.0
5.0
Lead
Yes
Ped
1.00
44.2
0.0
44.2
~196
m162
156
0.0
0.0%
0.0
4.0
1
0.90
7%
333
custom
3
736
573
0
0
0
0.05
346
0
0
0
0.64
332
0
0
0
1.00
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 30 (33%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
121: Cambridge Street & Staniford Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
121: Cambridge Street & Staniford Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Morning
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
250
1900
10
4.0
1.00
1.00
1.00
1.00
0.95
1472
0.95
1472
0.93
269
0
269
630
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
3049
1.00
3049
0.93
677
0
677
0
1900
11
0
1900
12
0
1900
12
0.64
0
0
0
0.64
0
0
0
20
1900
12
4.0
1.00
1.00
1.00
0.86
1.00
1422
1.00
1422
0.64
31
30
1
200
1900
10
5.0
1.00
1.00
1.00
1.00
0.95
1417
0.95
1417
0.90
222
0
222
0
1900
12
0.96
0
0
0
145
1900
12
5.0
1.00
1.00
1.00
0.85
1.00
1358
1.00
1358
0.96
151
0
151
0
1900
12
0.93
0
0
0
420
1900
12
4.0
0.95
1.00
1.00
1.00
1.00
3036
1.00
3036
0.96
438
0
438
300
1900
12
5.0
1.00
1.00
1.00
0.85
1.00
1358
1.00
1358
0.90
333
0
333
3%
Prot
4
3%
68
3%
7%
7%
4%
4%
6
7%
Prot
3
7%
2
1
4%
custom
1
20.1
20.1
0.22
4.0
2.0
329
c0.18
27.9
27.9
0.31
4.0
2.0
945
c0.22
34.9
34.9
0.39
4.0
2.0
1177
c0.14
60.9
56.9
0.63
859
0.11
3.0
3.0
0.03
4.0
2.0
47
0.00
22.0
22.0
0.24
5.0
2.0
346
0.16
22.0
22.0
0.24
5.0
2.0
332
c0.25
0.82
33.2
1.00
13.8
47.0
D
0.72
27.5
1.00
4.6
32.2
C
36.4
D
0.37
19.7
0.63
0.7
13.2
B
12.1
B
0.18
6.8
1.34
0.0
9.2
A
0.02
42.1
1.00
0.1
42.1
D
0.64
30.5
0.73
0.3
22.4
C
1.00
34.0
0.73
15.5
40.5
D
28.9
0.82
90.0
50.6%
15
10
7%
pt+ov
36
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_AM.syn
VHB:NLH
42.1
D
0.90
0
0
0
1
7%
custom
3
33.2
C
C
17.0
A
HCM Signalized Intersection Capacity Analysis
3/8/2010
Capacity Analysis Results
Existing Conditions Weekday Evening
\\Mawatr\ts\10989.01\docs\memos\Existing Conditions Memo Attachments\Attachments.doc
10989.00: DCR Bridge Program
110: Mt Auburn St & Fresh Pond Pkwy
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Grade (%)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
SEL
SET
SER
NWL
NWT
NWR
5
1900
12
325
1900
12
2%
570
1900
10
0
1900
11
270
1900
11
-2%
45
1900
11
0
1900
12
1420
1900
12
-4%
20
1900
12
950
1900
10
1290
1900
11
3%
145
1900
11
0
2
25
No
0
0
25
0
0
25
No
0
0
25
0
0
25
No
300
2
25
75
1
25
30
843
19.2
30
0.91
0%
30
0.96
0%
626
custom
4
14
1
31.0
31.0
49.0
27.4% 43.4%
4.0
5.0
-6.0
-3.0
3.0
5.0
Lag
0
Perm
0.91
0%
0.91
7%
0
Perm
362
4
31.0
31.0
27.4%
4.0
5.0
-6.0
3.0
Lag
30
502
11.4
30
840
19.1
0.95
0%
0.95
0%
0.95
0%
0.99
0%
0.99
0%
25
0.99
0%
328
0
0
1516
0
960
Prot
5
1449
0
3
0.84
58.4
0.0
58.4
251
#407
763
0.61
30.8
0.0
30.8
203
271
0.44
38.2
0.0
38.2
106
151
422
46.0
46.0
40.7%
5.0
1.0
-2.0
4.0
Lead
Yes
0.77
34.6
0.0
34.6
351
411
760
433
0
0
0
0.84
1023
0
0
0
0.61
741
0
0
0
0.44
1962
0
0
0
0.77
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
1
2
18.0
18.0
16%
4.0
4.0
14.0
18.0
16%
4.0
2.0
Lead
Yes
Lag
Yes
30
687
15.6
0.96
0%
31.0
31.0
27.4%
4.0
5.0
-6.0
3.0
Lag
ø2
0
0
25
Yes
0.96
18%
4
4
31.0
31.0
27.4%
4.0
5.0
-6.0
3.0
Lag
ø1
0.0
0.0%
-1.0
3.0
36.0
36.0
31.9%
4.0
2.0
-3.0
3.0
1.02
74.8
0.0
74.8
~382
#509
300
940
0
0
0
1.02
123
82.0
72.6%
0.0
0.0%
-3.0
5.0
-1.0
3.0
0.63
11.3
0.0
11.3
273
336
607
2306
0
0
0
0.63
Intersection Summary
Area Type:
Other
Cycle Length: 113
Actuated Cycle Length: 113
Offset: 0 (0%), Referenced to phase 1:NWT, Start of Green
Natural Cycle: 115
Control Type: Pretimed
Description: NO DATA
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
110: Mt Auburn St & Fresh Pond Pkwy
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
110: Mt Auburn St & Fresh Pond Pkwy
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Grade (%)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
Description: NO DATA
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
SEL
SET
SER
NWL
NWT
NWR
5
1900
12
325
1900
12
2%
3.0
1.00
1.00
1.00
1.00
1.00
1758
0.99
1748
0.91
357
0
362
570
1900
10
0
1900
11
270
1900
11
-2%
3.0
0.95
1.00
1.00
0.98
1.00
2988
1.00
2988
0.96
281
0
328
45
1900
11
0
1900
12
20
1900
12
950
1900
10
0.95
0
0
0
0.95
21
0
0
3.0
0.97
1.00
1.00
1.00
0.95
3219
0.95
3219
0.99
960
0
960
1290
1900
11
3%
5.0
0.95
1.00
1.00
0.98
1.00
3372
1.00
3372
0.99
1303
8
1441
145
1900
11
0.96
47
0
0
1420
1900
12
-4%
4.0
0.91
1.00
1.00
1.00
1.00
5280
1.00
5280
0.95
1495
0
1516
18%
0%
0%
0%
0%
0.91
5
0
0
0%
Perm
7%
4
4
22.0
28.0
0.25
9.0
433
c0.21
0.84
40.3
1.00
17.2
57.5
E
44.8
D
5.0
0.88
1.00
1.00
0.85
1.00
2626
1.00
2626
0.91
626
0
626
30
0%
custom
14
1
41.0
38.0
0.34
883
0.24
0.71
32.7
1.00
4.8
37.5
D
37.8
0.87
113.0
91.5%
15
0.96
0
0
0
30
0%
Perm
4
3
0%
Prot
5
22.0
28.0
0.25
9.0
740
0.11
40.0
42.0
0.37
6.0
1962
c0.29
30.0
33.0
0.29
6.0
940
c0.30
0.44
35.9
1.00
1.9
37.8
D
37.8
D
0.77
31.3
1.00
3.0
34.3
C
34.3
C
1.02
40.0
1.00
34.8
74.8
E
0%
0.99
146
0
0
25
0%
123
4
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
76.0
76.0
0.67
2268
0.43
0.64
10.6
1.00
1.4
12.0
B
37.0
D
D
10.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
511: Memorial Drive & Greenough Blvd
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBR
NBT
NBR
SBL
SBT
360
1900
11
140
1
25
420
1900
14
175
1
25
Yes
1965
1900
11
55
1900
16
210
1
25
Yes
455
1900
16
0
2
25
1535
1900
14
30
486
11.0
1
0.91
0%
25
616
16.8
30
594
13.5
0.91
0%
0.93
0%
0.93
0%
0.92
0%
0.92
0%
2113
59
pt+ov
23
495
Prot
1
1668
3
462
Prot
3
20.0
20.0
19.0%
4.0
1.0
-1.0
4.0
20.0
20.0
19.0%
4.0
1.0
-1.0
4.0
0.85
61.9
0.0
61.9
135
#214
406
140
464
0
0
0
0.85
0.57
6.9
0.0
6.9
0
48
50.0
50.0
47.6%
4.0
1.0
-1.0
4.0
Lag
Yes
1.07
71.1
0.0
71.1
~578
#674
536
396
175
807
0
0
0
0.57
2
1977
0
0
0
1.07
0.06
2.2
0.0
2.2
0
15
35.0
35.0
33.3%
4.0
1.0
-1.0
4.0
Lead
Yes
0.47
32.1
0.0
32.1
139
189
210
1057
0
0
0
0.06
1055
0
0
0
0.47
70.0
66.7%
-1.0
4.0
12
85.0
81.0%
-1.0
4.0
0.62
6.5
0.0
6.5
212
262
514
2674
0
0
0
0.62
Intersection Summary
Area Type:
CBD
Cycle Length: 105
Actuated Cycle Length: 105
Offset: 0 (0%), Referenced to phase 1:SBTL, Start of Green
Natural Cycle: 105
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
511: Memorial Drive & Greenough Blvd
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
511: Memorial Drive & Greenough Blvd
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBR
NBT
NBR
SBL
SBT
360
1900
11
4.0
0.97
1.00
1.00
1.00
0.95
3046
0.95
3046
0.91
396
0
396
1
0%
420
1900
14
4.0
0.88
1.00
1.00
0.85
1.00
2729
1.00
2729
0.91
462
392
70
1965
1900
11
4.0
0.91
1.00
1.00
1.00
1.00
4513
1.00
4513
0.93
2113
0
2113
55
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1647
1.00
1647
0.93
59
22
37
455
1900
16
4.0
0.97
1.00
1.00
1.00
0.95
3572
0.95
3572
0.92
495
0
495
1535
1900
14
4.0
0.95
1.00
1.00
1.00
1.00
3466
1.00
3466
0.92
1668
0
1668
0%
0%
pt+ov
23
0%
Prot
1
0%
3
0%
Prot
3
15.0
16.0
0.15
5.0
464
c0.13
15.0
16.0
0.15
5.0
416
0.03
45.0
46.0
0.44
5.0
1977
c0.47
65.0
66.0
0.63
80.0
81.0
0.77
1035
0.02
30.0
31.0
0.30
5.0
1055
0.14
0.85
43.4
1.00
17.8
61.1
E
49.5
D
0.17
38.7
1.00
0.9
39.6
D
1.07
29.5
1.00
41.5
71.0
E
69.3
E
0.04
7.4
1.00
0.1
7.5
A
0.47
30.3
1.00
1.5
31.8
C
2
42.2
0.89
105.0
78.0%
15
12
2674
c0.48
0.62
5.3
1.00
1.1
6.4
A
12.2
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
D
12.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
510: Eliot Bridge & Greenough Blvd
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBR
NBT
NBR
SBL
SBT
410
1900
12
80
2
25
1805
1900
12
0
1
25
Yes
215
1900
11
325
1900
16
200
1
25
Yes
1625
1900
13
0
2
25
270
1900
10
30
948
21.5
1
0.90
0%
1459
30
556
12.6
2
0.90
0%
50%
1003
Free
30
616
14.0
0.88
1%
0.88
1%
0.93
0%
0.93
0%
244
369
pt+ov
23
1747
Prot
1
290
0.66
32.1
0.0
32.1
176
268
44.0
58.0
62.4%
3.0
2.0
-1.0
4.0
Lead
Yes
0.92
27.7
5.2
32.9
445
#645
13.0
21.0
22.6%
3.0
2.0
-1.0
4.0
Lag
Yes
0.99
91.2
0.0
91.2
172
#337
536
200
556
0
0
0
0.66
1891
114
0
0
0.98
292
0
0
0
0.99
3
2
2
Free
13.0
14.0
15.1%
3.0
2.0
-1.0
4.0
1.73dr
325.7
0.0
325.7
~356
#448
868
80
876
0
0
0
1.67
0.0
0.0%
0.0
4.0
0.81
6.2
0.0
6.2
0
0
1234
0
0
0
0.81
13.0
21.0
22.6%
3.0
2.0
-1.0
4.0
Lag
Yes
0.43
36.4
0.0
36.4
67
102
476
568
0
0
0
0.43
35.0
37.6%
-1.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 93
Actuated Cycle Length: 93
Offset: 0 (0%), Referenced to phase 1:SBL, Start of Green
Natural Cycle: 80
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.
Splits and Phases:
510: Eliot Bridge & Greenough Blvd
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
510: Eliot Bridge & Greenough Blvd
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBR
NBT
NBR
SBL
SBT
410
1900
12
4.0
0.94
0.98
1.00
0.90
0.98
4173
0.98
4173
0.90
456
427
1032
1
0%
1805
1900
12
4.0
0.86
0.99
1.00
0.85
1.00
1234
1.00
1234
0.90
2006
0
1003
2
0%
Free
215
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
3110
1.00
3110
0.88
244
0
244
325
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1631
1.00
1631
0.88
369
12
357
1625
1900
13
4.0
0.97
1.00
1.00
1.00
0.95
3257
0.95
3257
0.93
1747
0
1747
270
1900
10
4.0
1.00
1.00
1.00
1.00
1.00
1596
1.00
1596
0.93
290
0
290
1%
1%
pt+ov
23
0%
Prot
1
0%
16.0
17.0
0.18
5.0
568
0.08
30.0
31.0
0.33
544
0.22
53.0
54.0
0.58
5.0
1891
c0.54
16.0
17.0
0.18
5.0
292
0.18
0.43
33.7
1.00
2.4
36.1
D
33.9
C
0.66
26.5
1.00
6.1
32.5
C
0.92
17.6
1.00
9.1
26.8
C
0.99
37.9
1.00
51.0
88.9
F
35.6
D
3
9.0
10.0
0.11
5.0
449
c0.25
1.73dr
41.5
1.00
591.7
633.2
F
377.7
F
2
Free
93.0
93.0
1.00
1234
c0.81
0.81
0.0
1.00
5.9
5.9
A
2
Intersection Summary
HCM Average Control Delay
200.1
HCM Level of Service
HCM Volume to Capacity ratio
1.06
Actuated Cycle Length (s)
93.0
Sum of lost time (s)
Intersection Capacity Utilization
91.1%
ICU Level of Service
Analysis Period (min)
15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.
c Critical Lane Group
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
F
8.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
503: Eliot Bridge & Soldiers Field Road
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBT
EBR
WBL
WBT
NBL
NBR
1440
1900
11
0
1900
10
180
2
25
Yes
1345
1900
10
255
1
25
0
1900
11
415
1900
14
0
2
25
0
1900
14
0
0
25
Yes
30
389
8.8
0.92
30
270
6.1
0.92
0.92
0
451
0
30
425
9.7
0.92
0.92
0.92
1565
0
2
1462
Prot
1
2
1
3
15.0
20.0
30.0
30.0%
4.0
1.0
-1.0
4.0
Lag
Yes
Min
0.89
35.7
0.0
35.7
220
#325
345
15.0
20.0
30.0
30.0%
4.0
1.0
-1.0
4.0
Lead
Yes
Max
1.11
90.0
0.0
90.0
~307
#437
0.0
4.0
15.0
20.0
40.0
40.0%
4.0
1.0
-1.0
4.0
309
None
0.60
32.3
0.0
32.3
108
154
190
1751
0
0
0
0.89
0.0
0.0%
0.0
4.0
3
0.0
0.0%
255
1316
0
0
0
1.11
0.0
0.0%
0.0
4.0
1433
0
0
0
0.31
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 82.9
Natural Cycle: 80
Control Type: Semi Act-Uncoord
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
503: Eliot Bridge & Soldiers Field Road
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
503: Eliot Bridge & Soldiers Field Road
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBT
EBR
WBL
WBT
NBL
NBR
1440
1900
11
4.0
0.86
1.00
1.00
5575
1.00
5575
0.92
1565
0
1565
0
1900
10
0
1900
11
415
1900
14
4.0
0.97
1.00
0.95
3296
0.95
3296
0.92
451
0
451
0
1900
14
2
1345
1900
10
4.0
0.94
1.00
0.95
4192
0.95
4192
0.92
1462
0
1462
Prot
1
25.0
26.0
0.31
5.0
4.0
1751
c0.28
25.0
26.0
0.31
5.0
4.0
1316
c0.35
17.8
18.8
0.23
5.0
4.0
748
c0.14
0.89
27.1
1.00
6.4
33.5
C
33.5
C
1.11
28.4
1.00
61.1
89.5
F
0.60
28.7
1.00
1.6
30.3
C
30.3
C
0.92
0
0
0
0.92
0
0
0
3
89.5
F
56.6
0.90
82.8
74.8%
15
0.92
0
0
0
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
E
12.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
477: Mt. Auburn Street & JFK Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
155
1900
No
285
1900
0
1900
No
0
1900
0
1900
0
1900
No
0
1900
690
1900
65
1900
No
0
1900
0
1900
0
1900
No
0.92
0.91
30
505
11.5
0.91
0.91
0.92
30
402
9.1
0.92
0.92
0
0
829
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.95
0
Perm
30
175
4.0
0.95
0.95
0.92
30
1211
27.5
0.92
463
0
0
0
1
1
45.0
45.0
50.0%
3.0
4.0
-2.0
5.0
Lead
45.0
45.0
50.0%
3.0
4.0
3.0
10.0
Lead
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.38
20.9
0.3
21.2
97
137
95
1131
1218
0
294
0
0.50
45.0
45.0
50.0%
3.0
4.0
3.0
10.0
Lag
0.68
26.0
1.9
27.9
272
334
425
322
1223
0
238
0
0.84
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 90
Control Type: Pretimed
Splits and Phases:
477: Mt. Auburn Street & JFK Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
477: Mt. Auburn Street & JFK Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
155
1900
285
1900
10.0
0.95
1.00
0.98
3130
0.98
3130
0.95
300
0
463
0
1900
0
1900
0
1900
0
1900
0
1900
65
1900
0
1900
0
1900
0
1900
0.95
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.91
0
0
0
690
1900
10.0
0.95
0.99
1.00
3144
1.00
3144
0.91
758
0
829
0.91
71
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.95
163
0
0
Perm
1
2
38.0
35.0
0.39
7.0
1217
38.0
35.0
0.39
7.0
1223
c0.26
1
0.15
0.38
19.7
1.00
0.9
20.6
C
20.6
C
0.0
A
23.8
0.53
90.0
65.0%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.68
22.8
1.03
2.1
25.6
C
25.6
C
0.0
A
C
20.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
108: Memorial Drive & JFK Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
5
1900
10
530
1900
10
200
1900
10
Yes
10
1900
10
640
1900
10
140
1900
10
Yes
165
1900
10
750
1900
10
140
1900
10
Yes
100
1900
10
545
1900
10
10
1900
10
Yes
30
1761
40.0
46
0.84
0%
0
Perm
30
1448
32.9
0.84
0%
128
0.84
0%
128
0.96
0%
875
0
0
Perm
1
1
1
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
0.96
0%
46
0.96
0%
311
0.95
2%
823
0
0
pm+pt
3
34
3
1
1
1
1
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
1.14
119.7
0.0
119.7
~484
#552
1681
30
600
13.6
0.0
0.0%
-1.0
3.0
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
765
0
0
0
1.14
1
2.0
8.0
41.0
29.9%
4.0
2.0
-3.0
3.0
Lead
Yes
Max
1.15
123.1
0.0
123.1
~464
#598
1368
717
0
0
0
1.15
0.0
0.0%
-1.0
3.0
10.0
15.0
30.0
21.9%
3.0
2.0
-2.0
3.0
Lead
Yes
Max
ø2
ø4
2
4
1.0
16.0
16.0
12%
2.0
0.0
4.0
10.0
36.0
26%
4.0
2.0
Lag
Yes
None
Lag
Yes
Max
30
729
16.6
0.95
2%
327
0.95
2%
327
0.88
2%
1110
0
0
pm+pt
5
45
5
34
34
66.0
48.2%
0.0
0.0%
-2.0
3.0
-1.0
3.0
8.0
14.0
14.0
10.2%
4.0
2.0
-3.0
3.0
0.88
2%
311
0.88
2%
744
0
45
45
50.0
36.5%
0.0
0.0%
-3.0
3.0
-1.0
3.0
Max
1.16
111.5
0.0
111.5
~460
#600
520
1.05
90.3
0.0
90.3
~354
#391
649
958
0
0
0
1.16
708
0
0
0
1.05
Intersection Summary
Area Type:
CBD
Cycle Length: 137
Actuated Cycle Length: 130.6
Natural Cycle: 150
Control Type: Semi Act-Uncoord
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
108: Memorial Drive & JFK Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
108: Memorial Drive & JFK Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
5
1900
10
530
1900
10
3.0
0.95
0.96
1.00
0.96
1.00
2795
0.90
2530
0.84
631
28
847
200
1900
10
10
1900
10
140
1900
10
165
1900
10
100
1900
10
0.96
146
0
0
46
0%
0.95
174
0
0
311
2%
pm+pt
3
34
0.95
147
0
0
327
2%
0.88
114
0
0
327
2%
pm+pt
5
45
545
1900
10
3.0
0.95
1.00
0.99
1.00
0.99
2915
0.62
1819
0.88
619
1
743
10
1900
10
0.96
10
0
0
128
0%
Perm
750
1900
10
3.0
0.95
0.97
1.00
0.98
0.99
2792
0.52
1461
0.95
789
9
1101
140
1900
10
0.84
238
0
0
128
0%
640
1900
10
3.0
0.95
0.99
1.00
0.97
1.00
2918
0.83
2414
0.96
667
13
810
0.84
6
0
0
46
0%
Perm
0%
1
0%
1
1
1
35.1
38.1
0.29
6.0
4.0
734
35.1
38.1
0.29
6.0
4.0
700
0.33
1.15
46.6
1.00
84.5
131.1
F
131.1
F
c0.34
1.16
46.6
1.00
86.4
133.0
F
133.0
F
122.8
1.15
131.3
98.3%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
2%
34
2%
0.88
11
0
0
311
2%
45
55.2
59.2
0.45
38.1
44.1
0.34
933
c0.24
c0.29
1.18
36.1
1.00
92.2
128.3
F
128.3
F
703
c0.09
0.27
1.06
43.6
1.00
50.1
93.7
F
93.7
F
F
22.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5171: Soldiers Field Road EB & North Harvard Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
290
1900
13
0
1
25
10
1900
16
95
1900
16
0
0
25
Yes
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
0
1900
13
0
0
25
490
1900
13
60
1900
13
125
1
25
No
385
1900
10
0
1
25
390
1900
10
0
1900
10
0
0
25
Yes
30
595
13.5
0.86
0%
30%
236
Split
4
30
519
11.8
30
381
8.7
0.86
0%
48
0.86
0%
0.92
2%
0.92
2%
0.92
2%
0.95
1%
0.95
1%
223
0
0
0
0
0
516
4
4
2
8.0
21.0
27.0
21.6%
5.0
2.0
-3.0
4.0
Lag
Yes
Max
0.68
48.5
0.1
48.6
153
231
8.0
21.0
27.0
21.6%
5.0
2.0
-3.0
4.0
Lag
Yes
Max
0.64
40.7
0.1
40.8
122
197
515
4.0
28.0
38.0
30.4%
4.0
4.0
-4.0
4.0
Lag
Yes
Max
0.91
56.3
0.3
56.6
330
#531
301
349
0
3
0
0.68
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
439
350
0
3
0
0.64
567
0
2
0
0.91
ø3
ø5
1
3
5
4.0
9.0
15.0
12%
4.0
1.0
1.0
20.0
20.0
16%
2.0
1.0
8.0
17.0
25.0
20%
4.0
1.0
Lead
Yes
Max
Lead
Yes
None
Max
30
76
1.7
301
0.95
1%
301
1.00
0%
63
Perm
385
pm+pt
15
125
15
2
4
ø1
2
2
4.0
28.0
38.0
30.4%
4.0
4.0
-4.0
4.0
Lag
Yes
Max
0.32
32.7
0.0
32.7
32
71
125
194
0
0
0
0.32
1.00
0%
1.00
0%
390
0
125
125
40.0
32.0%
78.0
62.4%
0.0
0.0%
-1.0
4.0
-1.0
4.0
0.0
4.0
0.66
33.1
0.0
33.1
144
238
0.35
0.8
0.0
0.8
1
1
1
586
0
0
0
0.66
1125
0
0
0
0.35
Intersection Summary
Area Type:
CBD
Cycle Length: 125
Actuated Cycle Length: 105
Natural Cycle: 135
Control Type: Semi Act-Uncoord
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
5171: Soldiers Field Road EB & North Harvard Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
5171: Soldiers Field Road EB & North Harvard Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
290
1900
13
4.0
0.95
1.00
1.00
1.00
0.95
1595
0.95
1595
0.86
337
0
236
10
1900
16
4.0
0.95
0.90
1.00
0.93
0.98
1506
0.98
1506
0.86
12
27
196
95
1900
16
0
1900
12
0
1900
12
0
1900
12
0
1900
13
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.95
0
0
0
0%
2%
2%
2%
1%
1%
385
1900
10
4.0
1.00
1.00
1.00
1.00
0.95
1516
0.13
206
1.00
385
0
385
301
0%
pm+pt
15
125
65.0
67.0
0.64
390
1900
10
4.0
1.00
1.00
1.00
1.00
1.00
1596
1.00
1596
1.00
390
0
390
0%
Split
4
60
1900
13
4.0
1.00
0.43
1.00
0.85
1.00
644
1.00
644
0.95
63
0
63
301
1%
Perm
0
1900
10
0.86
110
0
0
48
0%
490
1900
13
4.0
1.00
1.00
1.00
1.00
1.00
1750
1.00
1750
0.95
516
0
516
0%
0%
4
2
20.0
23.0
0.22
7.0
2.0
349
c0.15
20.0
23.0
0.22
7.0
2.0
330
0.13
30.0
34.0
0.32
8.0
4.0
567
c0.29
0.68
37.6
1.00
10.1
47.7
D
0.60
36.8
1.00
7.7
44.5
D
46.1
D
0.91
34.0
1.00
21.1
55.1
E
52.4
D
0.0
A
36.0
0.76
105.0
75.7%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
2
30.0
34.0
0.32
8.0
4.0
209
0.10
0.30
26.6
1.00
3.7
30.3
C
581
c0.23
0.20
0.66
20.6
1.46
4.9
35.0
D
1.00
0
0
0
125
70.0
71.0
0.68
1079
0.24
0.36
7.3
0.01
0.8
0.8
A
17.8
B
D
12.0
D
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
5172: Soldiers Field Road WB & Larz Anderson Bridge
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
1900
11
0
1900
12
Yes
85
1900
16
15
1900
16
320
1900
16
No
45
1900
12
735
1900
10
0
1900
10
Yes
0
1900
12
690
1900
11
65
1900
11
Yes
30
590
13.4
30
536
12.2
0.92
2%
0.92
2%
0.92
2%
0.86
1%
0.86
1%
0
0
0
0
Split
5
116
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
-1.0
3.0
30
76
1.7
41
0.86
1%
236
0.97
1%
372
Perm
0
pm+pt
4
24
4
5
5
5
5
5
8.0
17.0
25.0
20.0%
4.0
1.0
-2.0
3.0
8.0
17.0
25.0
20.0%
4.0
1.0
-2.0
3.0
8.0
17.0
25.0
20.0%
4.0
1.0
-2.0
3.0
Max
510
Max
0.30
37.6
0.0
37.6
66
113
456
Max
1.26
178.1
0.0
178.1
~315
#467
386
0
6
0
0.31
295
0
0
0
1.26
8.0
21.0
27.0
21.6%
5.0
2.0
-4.0
3.0
Lag
Yes
Max
ø1
ø2
ø3
1
2
3
4.0
9.0
15.0
12%
4.0
1.0
4.0
28.0
38.0
30%
4.0
4.0
1.0
20.0
20.0
16%
2.0
1.0
Lead
Yes
Max
Lag
Yes
Max
Lead
Yes
None
30
600
13.6
0.97
1%
0.97
1%
0.93
0%
0.93
0%
236
0.93
0%
804
0
0
812
0
24
12
12
12
24
65.0
52.0%
0.0
0.0%
0.0
0.0%
53.0
42.4%
0.0
0.0%
-2.0
6.0
-1.0
3.0
-1.0
3.0
1.0
6.0
-1.0
3.0
0.58
2.5
0.0
2.5
6
m21
1
0.59
23.8
1.0
24.7
207
270
520
1395
0
0
0
0.58
1368
0
293
0
0.76
Intersection Summary
Area Type:
CBD
Cycle Length: 125
Actuated Cycle Length: 105
Natural Cycle: 135
Control Type: Semi Act-Uncoord
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5172: Soldiers Field Road WB & Larz Anderson Bridge
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
5172: Soldiers Field Road WB & Larz Anderson Bridge
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
0
1900
11
0
1900
12
85
1900
16
0
1900
12
0.86
99
0
0
0.97
0
0
0
0.93
0
0
0
690
1900
11
6.0
0.95
0.98
1.00
0.99
1.00
3053
1.00
3053
0.93
742
5
807
65
1900
11
0.92
0
0
0
735
1900
10
6.0
0.95
1.00
0.99
1.00
1.00
2979
0.87
2614
0.97
758
0
804
0
1900
10
0.92
0
0
0
2%
2%
2%
1%
Split
5
320
1900
16
3.0
1.00
0.88
1.00
0.85
1.00
1439
1.00
1439
0.86
372
0
372
41
1%
Perm
45
1900
12
0.92
0
0
0
15
1900
16
3.0
1.00
1.00
1.00
1.00
0.96
1840
0.96
1840
0.86
17
0
116
1%
1%
0%
0%
1%
5
20.0
22.0
0.21
5.0
2.0
386
0.06
0.30
35.0
1.00
2.0
37.0
D
139.3
F
0.0
A
43.5
0.75
105.0
71.6%
15
5
20.0
22.0
0.21
5.0
2.0
302
c0.26
1.23
41.5
1.00
129.8
171.3
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.97
46
0
0
236
1%
pm+pt
4
24
24
0.93
70
0
0
236
0%
12
12
45.0
44.0
0.42
50.0
54.0
0.51
1421
c0.12
0.17
0.57
17.5
0.10
0.9
2.7
A
2.7
A
1279
c0.26
0.63
24.1
1.00
2.4
26.5
C
26.5
C
D
15.0
C
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
188: Western Avenue & North Harvard Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
100
1900
12
0
0
25
335
1900
12
25
1900
12
0
0
25
Yes
45
1900
11
0
0
25
475
1900
11
5
1900
16
100
1
25
Yes
160
1900
12
0
1
25
225
1900
11
30
1900
11
0
0
25
Yes
0
1900
10
100
1
25
250
1900
10
125
1900
10
0
0
25
Yes
30
461
10.5
22
0.96
0%
0
Perm
30
180
4.1
0.96
0%
13
0.96
0%
13
0.93
0%
479
0
0
Perm
1
1
1
8.0
13.0
55.0
44.4%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
0.93
0%
22
0.93
0%
55
0.96
2%
564
0
167
D.P+P
3
4
3
1
1
1
1
8.0
13.0
55.0
44.4%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
0.50
26.9
0.0
26.9
148
204
381
30
186
4.2
0.0
0.0%
0.0
4.0
8.0
13.0
55.0
44.4%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
953
0
0
0
0.50
1
8.0
13.0
55.0
44.4%
3.0
2.0
-1.0
4.0
Lead
Yes
Max
0.47
26.0
0.0
26.0
173
228
100
1194
0
0
0
0.47
0.0
0.0%
0.0
4.0
4.0
8.0
12.0
9.7%
3.0
1.0
0.0
4.0
Lead
Yes
Max
0.76
51.1
0.0
51.1
92
#164
219
0
0
0
0.76
ø2
30
429
9.8
0.96
2%
43
0.96
2%
43
0.92
2%
265
0
0
Perm
34
0.92
2%
55
0.92
2%
408
0
4
4
4
34
4
0.41
28.2
0.0
28.2
153
232
106
8.0
12.0
39.0
31.5%
3.0
1.0
0.0
4.0
Lag
Yes
Max
0.92
65.8
0.0
65.8
312
#523
349
644
0
0
0
0.41
445
0
0
0
0.92
51.0
41.1%
0.0
0.0%
0.0
4.0
0.0
4.0
8.0
12.0
39.0
31.5%
3.0
1.0
0.0
4.0
Lag
Yes
Max
2
0.0
0.0%
1.0
18.0
18.0
15%
2.0
0.0
0.0
4.0
Lag
Yes
None
Intersection Summary
Area Type:
CBD
Cycle Length: 124
Actuated Cycle Length: 116.8
Natural Cycle: 90
Control Type: Semi Act-Uncoord
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
188: Western Avenue & North Harvard Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
188: Western Avenue & North Harvard Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
100
1900
12
335
1900
12
4.0
0.95
1.00
1.00
0.99
0.99
3175
0.67
2163
0.96
349
3
476
25
1900
12
45
1900
11
5
1900
16
225
1900
11
4.0
1.00
0.99
1.00
0.98
1.00
1584
1.00
1584
0.96
234
4
261
0
1900
10
0.96
31
0
0
43
2%
0.92
0
0
0
43
2%
Perm
250
1900
10
4.0
1.00
0.96
1.00
0.95
1.00
1432
1.00
1432
0.92
272
14
394
125
1900
10
0.93
48
0
0
13
0%
Perm
160
1900
12
4.0
1.00
1.00
0.99
1.00
0.95
1583
0.22
373
0.96
167
0
167
55
2%
D.P+P
3
4
43.2
43.2
0.37
4.0
2.0
220
c0.05
0.23
0.76
29.8
1.00
21.5
51.3
D
30
1900
11
0.96
26
0
0
13
0%
475
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
3120
0.87
2718
0.93
511
1
563
0.96
104
0
0
22
0%
Perm
0%
1
0%
0.93
5
0
0
22
0%
1
1
1
50.3
51.3
0.44
5.0
2.0
944
50.3
51.3
0.44
5.0
2.0
1187
c0.22
0.50
23.9
1.00
1.9
25.8
C
25.8
C
0.21
0.47
23.5
1.00
1.4
24.9
C
24.9
C
36.9
0.68
117.5
78.4%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
2%
34
2%
0.92
136
0
0
55
2%
4
4
47.2
47.2
0.40
636
0.17
35.2
35.2
0.30
4.0
2.0
429
c0.28
0.41
25.2
1.00
2.0
27.1
C
36.5
D
0.92
39.8
1.00
27.1
66.9
E
66.9
E
D
23.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
5191: Western Avenue & Soldiers Field Road EB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
13
0
1900
13
560
1900
13
Yes
960
1900
12
Yes
505
1900
11
0
1900
11
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
0
1900
11
585
1900
11
25
1900
11
Yes
0.88
0%
30
494
11.2
0.88
0%
0.92
2%
0.83
0%
30
441
10.0
0.83
0%
0.83
0%
0
0
0
0
735
0
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.88
0%
0.92
0%
636
custom
2
2
1043
pm+pt
1
12
1
10.0
22.0
23.0
25.6%
4.0
3.0
-3.0
4.0
Lag
Yes
None
0.88
37.8
0.0
37.8
136
#231
10.0
21.0
46.0
51.1%
4.0
2.0
-2.0
4.0
Lead
Yes
C-Max
0.46
0.3
0.0
0.3
1
m1
414
725
0
0
0
0.88
2280
0
0
0
0.46
30
100
2.3
0.92
0%
0.92
0%
0.92
2%
30
898
20.4
0.92
2%
549
0
0
0
12
3
12
3
69.0
76.7%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-2.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.46
0.6
0.0
0.6
2
m2
20
1194
0
0
0
0.46
818
10.0
18.0
21.0
23.3%
4.0
2.0
-2.0
4.0
0.0
0.0%
0.0
4.0
None
1.24
154.9
0.0
154.9
~276
#346
361
593
0
0
0
1.24
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 1:WBTL, Start of Green, Master Intersection
Natural Cycle: 90
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5191: Western Avenue & Soldiers Field Road EB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
5191: Western Avenue & Soldiers Field Road EB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
13
0
1900
13
505
1900
11
4.0
1.00
1.00
1.00
1653
1.00
1653
0.92
549
0
549
0%
0
1900
12
0
1900
12
0
1900
12
0
1900
11
0.92
0
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.83
0
0
0
0%
585
1900
11
4.0
0.95
0.99
1.00
3121
1.00
3121
0.83
705
3
732
0%
25
1900
11
0.88
0
0
0
0%
960
1900
12
4.0
0.97
1.00
0.95
3152
0.95
3152
0.92
1043
4
1039
0%
pm+pt
1
12
56.0
60.0
0.67
6.0
2.0
2241
0.22
0.11
0.46
7.2
0.01
0.0
0.1
A
0
1900
11
0.88
0
0
0
0%
560
1900
13
4.0
0.88
0.85
1.00
2643
1.00
2643
0.88
636
167
469
0%
custom
2
16.0
19.0
0.21
7.0
2.0
558
c0.18
0.84
34.0
1.00
10.5
44.6
D
44.6
D
49.0
0.74
90.0
105.4%
15
12
3
62.0
64.0
0.71
1175
c0.33
15.0
17.0
0.19
6.0
2.0
590
c0.23
0.47
5.6
0.02
0.0
0.1
A
0.1
A
1.24
36.5
1.00
122.1
158.6
F
158.6
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.0
A
0.83
30
0
0
0%
D
12.0
G
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
5192: Western Avenue & Soldiers Field Road WB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
Yes
0
1900
11
1430
1900
11
265
1900
11
Yes
35
1900
11
Yes
440
1900
11
0
1900
11
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
0.92
2%
30
100
2.3
0.92
2%
0.92
2%
0.91
0%
30
474
10.8
0.91
0%
0.91
0%
0.91
0%
0.92
2%
0
0
0
0
1862
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
2.0
6.0
20
30
1151
26.2
0.91
0%
0.91
0%
0.92
2%
30
456
10.4
0.92
2%
522
0
0
0
1
0
Split
2
1
2
2
10.0
21.0
46.0
51.1%
4.0
2.0
0.0
6.0
Lead
Yes
C-Max
0.94
24.9
7.9
32.8
369
m330
394
10.0
22.0
23.0
25.6%
4.0
3.0
-3.0
4.0
Lag
Yes
None
10.0
22.0
23.0
25.6%
4.0
3.0
-1.0
6.0
Lag
Yes
None
0.87
52.2
0.0
52.2
150
#241
1071
1990
128
0
0
1.00
0.0
0.0%
0.0
4.0
2
ø3
3
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
10.0
18.0
21.0
23%
4.0
2.0
None
376
597
0
0
0
0.87
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 1:WBTL, Start of Green, Master Intersection
Natural Cycle: 90
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5192: Western Avenue & Soldiers Field Road WB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
5192: Western Avenue & Soldiers Field Road WB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
0
1900
11
265
1900
11
35
1900
11
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
2%
0.92
0
0
0
2%
0.91
0
0
0
0%
0.91
291
0
0
0%
0.91
38
0
0
0%
Split
2
440
1900
11
6.0
0.95
1.00
1.00
3129
1.00
3129
0.91
484
6
516
0%
0
1900
11
0.92
0
0
0
2%
1430
1900
11
6.0
0.91
0.98
1.00
4407
1.00
4407
0.91
1571
30
1832
0%
0.91
0
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
1
0.0
A
29.9
0.92
90.0
105.4%
15
2
40.0
40.0
0.44
6.0
2.0
1959
c0.42
16.0
17.0
0.19
7.0
2.0
591
c0.16
0.94
23.8
0.91
3.0
24.7
C
24.7
C
0.87
35.4
1.00
13.0
48.4
D
48.4
D
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.0
A
C
33.0
G
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
941: Western Avenue & Memorial Drive
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
115
1900
10
0
0
25
945
1900
12
65
1900
10
150
1
25
Yes
525
1900
12
0
1
25
775
1900
10
0
1900
12
0
0
25
Yes
0
1900
10
0
0
25
600
1900
10
225
1900
10
0
0
25
Yes
30
474
10.8
30
345
7.8
0.92
2%
0.92
2%
0.92
2%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
9
0.95
2%
30
1030
23.4
49
0.95
2%
49
0.84
1%
68
custom
4
8
0.95
2%
0
Split
4
1116
4
4
8
625
pm+pt
1
6
1
5.0
10.0
29.0
32.2%
4.0
1.0
-1.0
4.0
5.0
10.0
29.0
32.2%
4.0
1.0
-1.0
4.0
5.0
10.0
13.0
14.4%
4.0
1.0
-1.0
4.0
Lag
C-Max
394
C-Max
0.88
40.8
0.0
40.8
221
#300
265
1265
0
0
0
0.88
ø7
30
1839
41.8
0.84
1%
0.84
1%
0.88
3%
0.88
3%
49
0.88
3%
923
0
0
938
0
6
2
6
2
10.0
15.0
32.0
35.6%
4.0
1.0
-1.0
4.0
Lag
10.0
16.0
61.0
67.8%
4.0
2.0
-2.0
4.0
10.0
16.0
29.0
32.2%
4.0
2.0
-2.0
4.0
Lead
C-Max
0.21
16.5
0.0
16.5
7
48
Max
1.09
91.9
0.0
91.9
~358
#502
Max
0.92
31.3
0.0
31.3
417
#646
950
Max
1.15
112.4
0.0
112.4
~321
#429
1759
150
322
0
0
0
0.21
575
0
0
0
1.09
1001
0
0
0
0.92
814
0
0
0
1.15
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
7
0.0
0.0%
1.0
15.0
16.0
18%
3.0
0.0
0.0
4.0
Lead
None
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 4:WBTL and 8:WBR, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
941: Western Avenue & Memorial Drive
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
941: Western Avenue & Memorial Drive
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
0
1900
12
0
1900
12
0
1900
12
115
1900
10
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
2%
2%
2%
0.95
121
0
0
9
2%
Split
4
945
1900
12
4.0
0.91
1.00
1.00
1.00
0.99
4552
0.99
4552
0.95
995
0
1116
0.0
A
65.8
1.00
90.0
92.7%
15
WBR
NBL
NBT
NBR
SBL
SBT
SBR
65
1900
10
4.0
1.00
1.00
1.00
0.85
1.00
1330
1.00
1330
0.95
68
42
26
49
2%
2%
custom
4
8
525
1900
12
4.0
1.00
1.00
1.00
1.00
0.95
1608
0.14
233
0.84
625
0
625
49
1%
pm+pt
1
6
56.0
57.0
0.63
5.0
2.0
575
c0.34
0.35
1.09
26.3
1.00
63.3
89.6
F
775
1900
10
4.0
1.00
1.00
1.00
1.00
1.00
1580
1.00
1580
0.84
923
0
923
0
1900
12
0
1900
10
225
1900
10
0.84
0
0
0
0.88
0
0
0
600
1900
10
4.0
0.95
0.98
1.00
0.96
1.00
2774
1.00
2774
0.88
682
43
895
1%
1%
3%
3%
24.0
25.0
0.28
5.0
2.0
1264
c0.25
16.2
17.2
0.19
5.0
2.0
254
0.02
0.88
31.1
1.00
9.1
40.2
D
39.7
D
0.10
30.0
1.00
0.8
30.8
C
6
2
55.0
57.0
0.63
6.0
2.0
1001
0.58
23.0
25.0
0.28
6.0
2.0
771
c0.32
0.92
14.5
1.00
14.9
29.5
C
53.8
D
1.16
32.5
1.00
86.3
118.8
F
118.8
F
HCM Level of Service
E
Sum of lost time (s)
ICU Level of Service
8.0
F
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.88
256
0
0
49
3%
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
5161: Cambridge Street & I-90 On-Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
WBT
WBR
NBL
NBT
NBR
NEL
NER
5
1900
795
1900
525
1900
315
1900
No
10
1900
20
1900
35
1900
No
5
1900
1265
1900
30
279
6.3
30
170
3.9
0.94
1%
0.94
1%
0.91
0%
0.91
0%
0.86
0%
0.86
0%
2
0.86
0%
0.94
1%
0
Split
3
851
923
0
76
0
449
3
45
0
Split
2
3
3
45
2
2
1
5
1
8.0
13.0
29.0
20.7%
4.0
1.0
-2.0
3.0
Lead
Yes
Max
8.0
13.0
29.0
20.7%
4.0
1.0
-2.0
3.0
Lead
Yes
Max
0.99
85.3
0.0
85.3
286
#384
199
8.0
13.0
14.0
10.0%
4.0
1.0
-2.0
3.0
Lag
Yes
None
0.60
10.9
2.0
12.9
55
124
90
8.0
13.0
14.0
10.0%
4.0
1.0
-2.0
3.0
Lag
Yes
None
0.62
84.7
0.0
84.7
68
#126
45
8.0
13.0
24.0
17.1%
4.0
1.0
-2.0
3.0
Lead
Yes
C-Max
0.67
34.7
138.8
173.5
310
440
468
1534
438
0
0
0.84
122
0
0
0
0.62
858
0
0
0
0.99
30
125
2.8
73.0
52.1%
0.0
0.0%
-5.0
3.0
-1.0
3.0
ø4
ø5
4
5
8.0
16.0
28.0
20%
3.0
5.0
8.0
13.0
45.0
32%
4.0
1.0
Lag
Yes
None
None
30
548
12.5
2
0.0
0.0%
-1.0
3.0
670
0
324
0
1.30
2
0.94
1%
33%
902
custom
15
15
15
69.0
49.3%
-2.0
3.0
0.73
34.2
186.9
221.1
357
446
1235
0
596
0
1.41
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 75 (54%), Referenced to phase 1:NEL, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
5161: Cambridge Street & I-90 On-Ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
5161: Cambridge Street & I-90 On-Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
WBT
WBR
NBL
NBT
NBR
NEL
NER
5
1900
795
1900
3.0
0.91
1.00
1.00
1.00
1.00
4621
1.00
4621
0.94
846
0
851
525
1900
3.0
0.95
1.00
1.00
0.94
1.00
3066
1.00
3066
0.91
577
0
923
315
1900
10
1900
35
1900
0.91
346
0
0
0.86
12
0
0
20
1900
3.0
1.00
0.99
1.00
0.93
0.99
1557
0.99
1557
0.86
23
0
76
5
1900
3.0
1.00
0.99
1.00
0.85
1.00
1422
1.00
1422
0.94
5
0
449
1%
0%
0%
3
45
0%
Split
2
24.0
26.0
0.19
5.0
2.0
858
c0.18
68.0
73.0
0.52
1599
c0.30
9.0
11.0
0.08
5.0
2.0
122
c0.05
1265
1900
3.0
0.91
1.00
1.00
0.85
1.00
2619
1.00
2619
0.94
1346
0
902
2
1%
custom
15
15
64.0
66.0
0.47
0.99
56.9
1.00
28.8
85.7
F
85.7
F
0.58
22.9
0.37
0.3
8.8
A
8.8
A
0.62
62.5
1.00
6.9
69.4
E
69.4
E
0.94
5
0
0
1%
Split
3
40.8
0.75
140.0
73.8%
15
0%
2
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.86
41
0
0
2
0%
1%
1
5
59.0
63.0
0.45
5.0
2.0
670
0.10
0.22
0.67
30.9
1.00
2.9
33.8
C
32.8
C
1235
c0.34
0.73
29.8
1.00
2.4
32.2
C
D
12.0
D
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
5162: Cambridge Street & Soldiers Field Road EB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
1570
1900
11
525
1900
11
Yes
10
1900
11
760
1900
11
0
1900
11
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
440
1900
11
225
1900
11
80
1900
10
Yes
0.99
1%
30
170
3.9
0.99
1%
0.99
1%
0.92
0%
30
86
2.0
0.92
0%
0.92
0%
0.92
2%
30
306
7.0
0.92
2%
0.92
2%
0.92
1%
30
266
6.0
0.92
1%
0
1586
530
Perm
0
pm+pt
5
15
5
837
0
0
0
0
245
15
478
Split
4
4
87
Prot
4
15
4
4
4
8.0
16.0
28.0
20.0%
3.0
5.0
-4.0
4.0
Lag
Yes
None
0.92
81.7
0.0
81.7
223
#326
8.0
16.0
28.0
20.0%
3.0
5.0
-4.0
4.0
Lag
Yes
None
0.87
85.7
0.0
85.7
220
#374
186
8.0
16.0
28.0
20.0%
3.0
5.0
-4.0
4.0
Lag
Yes
None
0.29
12.3
0.1
12.4
0
50
517
0
0
0
0.92
281
0
0
0
0.87
302
0
23
0
0.31
123
123
123
123
0.0
0.0%
67.0
47.9%
67.0
47.9%
0.0
4.0
-1.0
4.0
-1.0
4.0
8.0
13.0
45.0
32.1%
4.0
1.0
-1.0
4.0
69.0
49.3%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
None
0.79
26.0
193.6
219.6
379
m403
90
0.60
9.2
19.6
28.8
143
m194
2011
901
0
0
1.43
884
352
0
0
1.00
0.62
1.4
0.3
1.7
0
m0
6
1347
0
120
0
0.68
226
ø1
ø2
ø3
1
2
3
8.0
13.0
24.0
17%
4.0
1.0
8.0
13.0
14.0
10%
4.0
1.0
8.0
13.0
29.0
21%
4.0
1.0
Lead
Yes
C-Max
Lag
Yes
None
Lead
Yes
Max
0.92
1%
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 75 (54%), Referenced to phase 1:NEL, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
5162: Cambridge Street & Soldiers Field Road EB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
5162: Cambridge Street & Soldiers Field Road EB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
1570
1900
11
4.0
0.91
1.00
1.00
4468
1.00
4468
0.99
1586
0
1586
1%
525
1900
11
4.0
1.00
0.85
1.00
1391
1.00
1391
0.99
530
258
272
1%
Perm
10
1900
11
760
1900
11
4.0
0.95
1.00
1.00
3139
0.95
2999
0.92
826
0
837
0%
0
1900
11
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
440
1900
11
4.0
0.97
1.00
0.95
3016
0.95
3016
0.92
478
0
478
1%
Split
4
225
1900
11
4.0
1.00
1.00
1.00
1637
1.00
1637
0.92
245
0
245
1%
4
80
1900
10
4.0
1.00
0.85
1.00
1343
1.00
1343
0.92
87
72
15
1%
Prot
4
20.0
24.0
0.17
8.0
2.0
517
c0.16
20.0
24.0
0.17
8.0
2.0
281
0.15
20.0
24.0
0.17
8.0
2.0
230
0.01
0.92
57.1
1.00
22.1
79.2
E
0.87
56.5
1.00
23.7
80.2
F
76.2
E
0.06
48.6
1.00
0.0
48.6
D
0.99
0
0
0
1%
123
62.0
63.0
0.45
2011
c0.35
0.79
32.8
0.73
1.1
25.0
C
31.8
C
123
62.0
63.0
0.45
626
0.20
0.43
26.3
1.97
0.1
52.0
D
34.6
0.76
140.0
82.9%
15
0.92
11
0
0
0%
pm+pt
5
15
15
59.0
61.0
0.44
1348
c0.18
0.09
0.62
30.6
0.04
0.1
1.4
A
1.4
A
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.0
A
C
12.0
E
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
5163: Cambridge Street & Soldiers Field Road WB
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
415
1900
11
1595
1900
11
0
1900
11
No
0
1900
12
0
1900
12
0
1900
12
No
770
1900
11
60
1900
10
130
1900
10
No
0
1900
12
0
1900
12
0
1900
12
No
0.96
1%
30
86
2.0
0.96
1%
0.96
1%
0.25
0%
30
455
10.3
0.25
0%
0.25
0%
0.25
0%
2093
0
0
0
0
0
30
304
6.9
0.91
0%
0.91
0%
0.25
0%
30
1151
26.2
0.25
0%
522
0
0
0
0
Split
1234
1234
0.91
0%
37%
533
Split
5
1234
1234
5
5
8.0
13.0
45.0
32.1%
4.0
1.0
1.0
6.0
8.0
13.0
45.0
32.1%
4.0
1.0
1.0
6.0
95.0
67.9%
95.0
67.9%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
4.0
-1.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.73
1.7
0.1
1.8
5
17
6
None
1.28
184.9
18.2
203.1
~647
#885
375
2875
0
133
0
0.76
416
0
13
0
1.32
5
None
1.33
204.1
20.2
224.2
~647
#886
224
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
ø1
ø2
ø3
ø4
1
2
3
4
8.0
13.0
24.0
17%
4.0
1.0
8.0
13.0
14.0
10%
4.0
1.0
8.0
13.0
29.0
21%
4.0
1.0
8.0
16.0
28.0
20%
3.0
5.0
Lead
Yes
C-Max
Lag
Yes
None
Lead
Yes
Max
Lag
Yes
None
1071
393
0
13
0
1.37
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 75 (54%), Referenced to phase 1:NEL, Start of Green
Natural Cycle: 140
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
5163: Cambridge Street & Soldiers Field Road WB
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
5163: Cambridge Street & Soldiers Field Road WB
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
415
1900
11
1595
1900
11
4.0
0.91
1.00
0.99
4422
0.99
4422
0.96
1661
0
2093
1%
0
1900
11
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0.25
0
0
0
0%
0.25
0
0
0
0%
0.25
0
0
0
0%
60
1900
10
6.0
0.95
0.96
0.97
1412
0.97
1412
0.91
66
0
522
0%
130
1900
10
0.96
0
0
0
1%
770
1900
11
6.0
0.95
1.00
0.95
1492
0.95
1492
0.91
846
0
533
0%
Split
5
0.91
143
0
0
0%
0.25
0
0
0
0%
0.25
0
0
0
0%
0.25
0
0
0
0%
40.0
39.0
0.28
5.0
4.0
416
0.36
40.0
39.0
0.28
5.0
4.0
393
c0.37
1.28
50.5
1.00
143.9
194.4
F
1.33
50.5
1.00
164.4
214.9
F
204.5
F
0.96
432
0
0
1%
Split
1234
1234
87.0
88.0
0.63
2780
c0.47
0.75
18.3
0.04
0.6
1.4
A
1.4
A
0.0
A
69.5
0.91
140.0
81.8%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
5
0.0
A
E
10.0
D
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
937: River Street & Memorial Drive
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
195
1900
12
1020
1900
12
510
1900
12
No
0
1900
12
0
1900
12
0
1900
12
Yes
0
1900
12
1105
1900
11
70
1900
10
Yes
75
1900
10
640
1900
10
0
1900
12
Yes
30
455
10.3
16
0.97
0%
0.97
0%
30
484
11.0
22
0.97
0%
30
1616
36.7
30
1030
23.4
0.92
2%
0.92
2%
0.92
2%
0.90
0%
0.90
0%
18
0.90
0%
18
0.93
0%
0
0
0
0
1306
0
0
Split
4
1253
4
526
Prot
4
4
4
4
6
10.0
21.0
67.0
47.9%
4.0
1.0
-2.0
3.0
Lag
Yes
Max
10.0
21.0
67.0
47.9%
4.0
1.0
-2.0
3.0
Lag
Yes
Max
0.85
27.1
4.8
31.9
508
m515
375
10.0
21.0
67.0
47.9%
4.0
1.0
-2.0
3.0
Lag
Yes
Max
0.79
28.2
3.6
31.7
336
m476
10.0
22.0
42.0
30.0%
4.0
2.0
-3.0
3.0
Lag
Yes
C-Max
1.05
80.2
0.0
80.2
~680
#821
1536
1473
164
0
0
0.96
665
74
0
0
0.89
6
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
-1.0
3.0
-1.0
3.0
404
1244
0
0
0
1.05
ø3
0.0
0.0%
-1.0
3.0
0.93
0%
0.93
0%
0
pm+pt
5
2
5
769
0
5.0
10.0
14.0
10.0%
4.0
1.0
-2.0
3.0
Lead
Yes
Max
10.0
22.0
56.0
40.0%
4.0
2.0
-3.0
3.0
2
3
2
C-Max
0.85
37.4
0.0
37.4
241
300
950
0.0
0.0%
1.0
16.0
17.0
12%
2.0
0.0
-1.0
3.0
Lead
Yes
None
905
0
0
0
0.85
Intersection Summary
Area Type:
CBD
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 43 (31%), Referenced to phase 2:SBTL and 6:NBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
937: River Street & Memorial Drive
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
937: River Street & Memorial Drive
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
195
1900
12
1020
1900
12
3.0
0.95
1.00
1.00
1.00
0.99
3223
0.99
3223
0.97
1052
0
1253
0
1900
12
0
1900
12
0
1900
12
0
1900
12
70
1900
10
75
1900
10
0.92
0
0
0
0.92
0
0
0
0.90
0
0
0
2%
2%
2%
0%
0%
0.90
78
0
0
18
0%
0.93
81
0
0
18
0%
pm+pt
5
2
640
1900
10
3.0
0.95
1.00
1.00
1.00
0.99
3017
0.52
1586
0.93
688
0
769
0
1900
12
0.92
0
0
0
1105
1900
11
3.0
0.95
1.00
1.00
0.99
1.00
3102
1.00
3102
0.90
1228
3
1303
0%
0%
4
510
1900
12
3.0
1.00
1.00
1.00
0.85
1.00
1454
1.00
1454
0.97
526
0
526
22
0%
Prot
4
62.0
64.0
0.46
5.0
2.0
1473
c0.39
62.0
64.0
0.46
5.0
2.0
665
0.36
53.0
56.0
0.40
6.0
2.0
1241
c0.42
0.85
33.8
0.67
4.0
26.7
C
26.9
C
0.79
32.3
0.67
5.9
27.4
C
1.05
42.0
1.00
39.7
81.7
F
81.7
F
0.97
201
0
0
16
0%
Split
4
0%
6
0.0
A
48.0
0.94
140.0
106.2%
15
2
67.0
70.0
0.50
6.0
2.0
916
c0.07
0.35
0.84
30.2
1.00
9.1
39.3
D
39.3
D
HCM Level of Service
D
Sum of lost time (s)
ICU Level of Service
9.0
G
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.93
0
0
0
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
294: Memorial Dr on-ramp & BU Bridge
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
Yes
135
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
855
1900
555
1900
Yes
0
1900
0
1900
0
1900
Yes
30
98
2.2
30
614
14.0
30
129
2.9
30
61
1.4
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0.90
3%
150
0.90
0%
0.90
0%
0.90
0%
0.90
0%
0
150
0
0
0
0
0
1567
0
0
0
0
0.0
0.0%
0.0
4.0
3
1
3
1
7.0
12.0
17.0
18.9%
4.0
1.0
0.0
5.0
8.0
20.0
55.0
61.1%
4.0
1.0
0.0
5.0
Lead
Yes
C-Max
0.91
24.1
199.8
223.9
340
#538
49
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
Max
0.22
33.5
0.0
33.5
41
71
18
534
693
0
0
0
0.22
ø2
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
10.0
18.0
18.0
20%
3.0
0.0
Lag
Yes
None
1
1727
644
0
0
1.45
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 1:NBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
294: Memorial Dr on-ramp & BU Bridge
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
294: Memorial Dr on-ramp & BU Bridge
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
855
1900
5.0
0.95
0.96
1.00
0.94
1.00
2892
1.00
2892
0.90
950
122
1445
555
1900
0.90
0
0
0
135
1900
5.0
0.95
1.00
1.00
1.00
1.00
3249
1.00
3249
0.90
150
0
150
0.90
0
0
0
0.90
0
0
0
0.90
0
0
0
0%
0%
0%
0%
0%
0%
0%
3%
0.90
617
0
0
150
0%
0%
0%
0%
3
1
19.2
19.2
0.21
5.0
2.0
693
c0.05
48.8
48.8
0.54
5.0
2.0
1568
c0.50
0.22
29.2
1.00
0.7
29.9
C
29.9
C
0.92
18.8
1.00
10.4
29.2
C
29.2
C
0.0
A
29.3
0.72
90.0
63.0%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.0
A
C
22.0
B
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
315: Commonwealth Avenue & BU Bridge On-Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
10
300
1
25
1030
1900
12
365
1900
13
170
1
25
Yes
0
1900
10
0
0
25
1345
1900
10
1030
1900
16
200
1
25
No
0
1900
16
0
0
25
380
1900
16
0
1900
16
0
0
25
No
25
1900
10
0
0
25
1255
1900
12
590
1900
11
175
1
25
Yes
30
1330
30.2
0.82
0%
0.82
0%
0
1256
30
354
8.0
419
0.82
0%
946
0.94
0%
0.94
0%
445
Perm
0
1431
2
0.0
0.0%
0.0
4.0
0.85
0%
0.85
0%
125
0.85
0%
125
0.89
0%
1096
custom
2
28
0
447
0
0
Perm
2
2
8.0
24.0
52.0
47.3%
4.0
1.0
-1.0
4.0
8.0
24.0
52.0
47.3%
4.0
1.0
-1.0
4.0
8.0
24.0
52.0
47.3%
4.0
1.0
-1.0
4.0
C-Max
0.62
25.5
0.0
25.6
245
257
1250
2037
0
12
0
0.62
0.0
4.0
C-Max
1.09
101.8
0.0
101.8
~350
#475
C-Max
0.75
22.0
2.5
24.6
224
m193
274
170
408
0
0
0
1.09
30
1048
23.8
0.94
0%
2
2
0.0
0.0%
30
198
4.5
1901
336
0
0
0.91
7
81.0
73.6%
0.0
0.0%
-1.0
4.0
0.0
4.0
0.95
21.4
138.6
160.0
525
m362
200
1153
321
0
0
1.32
8.0
17.0
29.0
26.4%
3.0
4.0
-3.0
4.0
Lead
None
1.02
70.1
0.0
70.1
~326
#484
118
440
0
0
0
1.02
0.0
0.0%
0.0
4.0
0.89
0%
1438
74
0.89
0%
3
663
Prot
3
3
3
3
3
8.0
25.0
58.0
52.7%
3.0
4.0
-3.0
4.0
8.0
25.0
58.0
52.7%
3.0
4.0
-3.0
4.0
8.0
25.0
58.0
52.7%
3.0
4.0
-3.0
4.0
7
28
ø8
8
4.0
8.0
29.0
26%
3.0
1.0
Lag
None
None
1.01
54.2
0.0
54.2
~527
#685
968
1428
0
0
0
1.01
None
0.95
51.9
0.0
51.9
427
#672
None
175
696
0
0
0
0.95
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 104 (95%), Referenced to phase 2:EBWB, Start of Green
Natural Cycle: 80
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
315: Commonwealth Avenue & BU Bridge On-Ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
315: Commonwealth Avenue & BU Bridge On-Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
10
1345
1900
10
4.0
0.91
1.00
1.00
1.00
1.00
4357
1.00
4357
0.94
1431
0
1431
1030
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1647
1.00
1647
0.94
1096
0
1096
0
1900
16
0
1900
16
25
1900
10
0.85
0
0
0
380
1900
16
4.0
1.00
1.00
1.00
1.00
1.00
1938
1.00
1938
0.85
447
0
447
0%
0%
custom
2
28
0%
0%
0.85
0
0
0
125
0%
0.89
28
0
0
125
0%
Perm
1255
1900
12
4.0
0.95
1.00
1.00
1.00
1.00
3246
0.89
2907
0.89
1410
0
1438
0%
365
1900
13
4.0
1.00
0.61
1.00
0.85
1.00
916
1.00
916
0.82
445
8
437
419
0%
Perm
0
1900
10
0.82
0
0
0
1030
1900
12
4.0
0.91
1.00
1.00
1.00
1.00
4668
1.00
4668
0.82
1256
0
1256
590
1900
11
4.0
1.00
1.00
1.00
0.85
1.00
1405
1.00
1405
0.89
663
6
657
74
0%
Prot
3
2
47.0
48.0
0.44
5.0
2.0
2037
0.27
0.62
23.9
1.00
1.4
25.3
C
45.7
D
2
47.0
48.0
0.44
5.0
2.0
400
c0.48
1.09
31.0
1.00
72.3
103.3
F
41.1
1.05
110.0
99.8%
15
0.94
0
0
0
946
0%
0%
7
0%
3
3
47.0
48.0
0.44
5.0
2.0
1901
0.33
0.75
26.0
0.83
0.3
21.8
C
24.0
C
76.0
74.0
0.67
1108
0.67
0.99
17.6
1.20
5.9
26.9
C
22.0
25.0
0.23
7.0
4.0
440
0.23
51.0
54.0
0.49
7.0
4.0
1427
c0.49
1.01
28.0
1.00
25.7
53.7
D
52.5
D
1.02
42.5
0.47
46.4
66.5
E
66.5
E
HCM Level of Service
D
Sum of lost time (s)
ICU Level of Service
8.0
F
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
51.0
54.0
0.49
7.0
4.0
690
0.47
0.95
26.8
1.00
23.2
50.0
D
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
1329: Commonwealth Avenue & University Road Outbound
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
11
675
1900
11
380
1900
12
Yes
0
1900
11
940
1900
11
50
1900
11
Yes
1165
1900
14
250
1900
13
85
1900
13
Yes
0
1900
12
0
1900
12
0
1900
16
Yes
0.96
1%
30
76
1.7
0.96
1%
0.96
1%
0.95
2%
30
553
12.6
0.95
2%
0.95
2%
0.94
1%
30
319
7.3
0.94
1%
0.94
1%
0.92
2%
30
393
8.9
0.92
2%
0.92
2%
0
703
396
custom
2
36
0
1042
0
356
0
0
0
0
6
1239
Split
3
6
3
3
2.0
9.0
17.0
15.5%
4.0
3.0
-3.0
4.0
Lag
20.0
28.0
73.0
66.4%
4.0
4.0
-4.0
4.0
20.0
28.0
73.0
66.4%
4.0
4.0
-4.0
4.0
2
0.0
0.0%
0.0
4.0
8.0
15.0
37.0
33.6%
4.0
3.0
-3.0
4.0
36
90.0
81.8%
0.0
0.0%
-3.0
5.0
0.0
4.0
C-Max
0.75
24.9
0.0
24.9
73
m133
1
0.31
2.2
1.4
3.6
0
m0
933
2
0
0
0.76
1268
652
0
0
0.64
0.0
0.0%
0.0
4.0
3
ø5
5
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
1.0
13.0
20.0
18%
3.0
0.0
Lead
C-Max
1.30
180.2
12.5
192.7
~346
#439
473
None
1.15
99.8
70.0
169.7
~1044
#1301
803
0
17
0
1.33
1076
0
130
0
1.31
None
0.33
7.1
0.0
7.1
56
m97
239
None
313
1067
0
0
0
0.33
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 13 (12%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
1329: Commonwealth Avenue & University Road Outbound
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
1329: Commonwealth Avenue & University Road Outbound
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
EBL
EBT
0
1900
11
675
1900
11
4.0
0.95
1.00
1.00
3110
1.00
3110
0.96
703
0
703
1%
0.96
0
0
0
1%
Charles River Base Model - Existing Conditions
Weekday Evening
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
380
1900
12
5.0
1.00
0.85
1.00
1439
1.00
1439
0.96
396
79
317
1%
custom
2
36
0
1900
11
940
1900
11
4.0
0.91
0.99
1.00
4390
1.00
4390
0.95
989
5
1037
2%
50
1900
11
250
1900
13
4.0
1.00
0.96
1.00
1683
1.00
1683
0.94
266
11
345
1%
85
1900
13
0
1900
12
0
1900
12
0
1900
16
0.94
90
0
0
1%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
6
1165
1900
14
4.0
1.00
1.00
0.95
1716
0.95
1716
0.94
1239
0
1239
1%
Split
3
17.0
20.0
0.18
7.0
0.2
798
c0.24
65.0
69.0
0.63
8.0
4.0
1076
c0.72
65.0
69.0
0.63
8.0
4.0
1056
0.20
1.30
45.0
1.00
144.0
189.0
F
189.0
F
1.15
20.5
0.99
77.5
97.7
F
0.33
9.6
0.71
0.2
7.1
A
77.5
E
30.0
33.0
0.30
7.0
4.0
933
c0.23
0.75
34.8
0.58
4.4
24.6
C
26.0
C
89.0
88.0
0.80
1151
0.22
0.28
2.8
10.03
0.1
28.4
C
93.4
1.16
110.0
99.8%
15
0.95
0
0
0
2%
0.95
53
0
0
2%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
3
0.0
A
F
12.0
F
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
8000: Lenox Street & Mountfort Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBT
WBR
WBR2
NBT
SEL
25
1900
12
0
1900
10
50
1
25
745
1900
12
365
1900
16
630
1900
11
0
0
25
30
228
5.2
0.97
3%
ø2
Yes
30
280
6.4
0.96
3%
0.96
3%
0.96
3%
30
307
7.0
0.89
0%
776
custom
5
1
0
410
649
3
6
26
2
5
1
3
6
5.0
11.0
20.0
18.2%
4.0
2.0
-2.0
4.0
Lead
8.0
13.0
75.0
68.2%
4.0
1.0
-1.0
4.0
Lead
8.0
18.0
20.0
18.2%
3.0
1.0
0.0
4.0
8.0
16.0
70.0
63.6%
4.0
1.0
-1.0
4.0
Lag
1.0
15.0
15.0
14%
4.0
0.0
Max
0.11
42.2
0.0
42.2
16
43
200
C-Max
0.77
11.7
0.0
11.7
147
333
Max
0.76
55.6
0.0
55.6
148
201
227
C-Max
0.37
6.8
0.0
6.8
62
m64
148
Max
536
0
0
0
0.76
1775
0
0
0
0.37
241
0
0
0
0.11
0.0
0.0%
0.0
4.0
50
1004
0
0
0
0.77
Lag
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 58 (53%), Referenced to phase 1:WBR and 6:SEL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
8000: Lenox Street & Mountfort Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
8000: Lenox Street & Mountfort Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
WBT
Charles River Base Model - Existing Conditions
Weekday Evening
WBR
WBR2
NBT
SEL
0
1900
10
4.0
1.00
0.85
1.00
1317
1.00
1317
0.96
0
154
622
3%
custom
5
1
745
1900
12
365
1900
16
4.0
0.95
1.00
1.00
3682
1.00
3682
0.89
410
0
410
0%
630
1900
11
4.0
0.97
1.00
0.95
2958
0.95
2958
0.97
649
0
649
3%
3
6
25
1900
12
4.0
1.00
1.00
1.00
1660
1.00
1660
0.96
26
0
26
3%
0.96
776
0
0
3%
14.0
16.0
0.15
6.0
2.0
241
0.02
70.0
71.0
0.65
5.0
2.0
850
c0.47
16.0
16.0
0.15
4.0
2.0
536
c0.11
65.0
66.0
0.60
5.0
2.0
1775
c0.22
0.11
40.8
1.00
0.9
41.7
D
19.4
B
0.73
13.1
1.00
5.5
18.6
B
0.76
45.2
1.00
10.0
55.2
E
55.2
E
0.37
11.3
0.57
0.3
6.7
A
6.7
A
22.8
0.68
110.0
69.1%
15
HCM Level of Service
C
Sum of lost time (s)
ICU Level of Service
8.0
C
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
239: Mass Ave. & Prospect Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
25
330
1900
55
1900
100
1
25
No
0
1900
0
0
25
315
1900
125
1900
100
1
25
No
0
1900
0
0
25
650
1900
175
1900
0
1
25
No
0
1900
0
0
25
465
1900
55
1900
0
0
25
No
30
527
12.0
30
304
6.9
30
127
2.9
0.93
5%
0.93
5%
0.93
5%
0.95
5%
0.95
5%
0.95
5%
0.96
4%
0.96
4%
0
355
59
Prot
1
0
332
132
Prot
1
0
677
1
0.0
0.0%
0.0
4.0
35.0
35.0
38.9%
3.0
7.0
-5.0
5.0
Lead
Yes
0.65
32.4
0.0
32.4
170
267
447
35.0
35.0
38.9%
3.0
7.0
-5.0
5.0
Lead
Yes
0.13
21.9
0.0
21.9
23
52
543
0
0
0
0.65
1
0.0
0.0%
0.0
4.0
100
461
0
0
0
0.13
35.0
35.0
38.9%
3.0
7.0
-5.0
5.0
Lead
Yes
0.61
32.9
11.4
44.4
171
262
224
543
183
0
0
0.92
35.0
35.0
38.9%
3.0
7.0
-5.0
5.0
Lead
Yes
0.29
25.9
0.0
25.9
62
113
100
461
0
0
0
0.29
2
0.0
0.0%
0.0
4.0
30
354
8.0
540
0.96
4%
182
Prot
2
55.0
55.0
61.1%
3.0
7.0
-5.0
5.0
Lag
Yes
0.74
10.3
23.9
34.3
143
m161
47
55.0
55.0
61.1%
3.0
7.0
-5.0
5.0
Lag
Yes
0.23
1.3
0.0
1.3
4
m6
913
252
0
0
1.02
777
0
0
0
0.23
0.96
2%
0.96
2%
0.96
2%
0
541
0
2
0.0
0.0%
0.0
4.0
55.0
55.0
61.1%
3.0
7.0
-5.0
5.0
Lag
Yes
0.59
16.5
0.0
16.5
190
291
274
0.0
0.0%
0.0
4.0
918
0
0
0
0.59
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green
Natural Cycle: 90
Control Type: Pretimed
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
239: Mass Ave. & Prospect Street
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
7/8/2010
10989.00: DCR Bridge Program
239: Mass Ave. & Prospect Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
55
1900
5.0
1.00
1.00
1.00
0.85
1.00
1384
1.00
1384
0.93
59
0
59
0
1900
125
1900
5.0
1.00
1.00
1.00
0.85
1.00
1384
1.00
1384
0.95
132
0
132
0.96
0
0
0
465
1900
5.0
1.00
1.00
1.00
0.99
1.00
1653
1.00
1653
0.96
484
0
541
5%
5%
5%
5%
4%
2%
2%
2%
1
5%
Prot
1
4%
1
5%
Prot
1
2
175
1900
5.0
1.00
1.00
1.00
0.85
1.00
1398
1.00
1398
0.96
182
0
182
540
4%
Prot
2
55
1900
0.96
0
0
0
650
1900
5.0
1.00
1.00
1.00
1.00
1.00
1644
1.00
1644
0.96
677
0
677
0
1900
0.95
0
0
0
315
1900
5.0
1.00
1.00
1.00
1.00
1.00
1629
1.00
1629
0.95
332
0
332
0
1900
0.93
0
0
0
330
1900
5.0
1.00
1.00
1.00
1.00
1.00
1629
1.00
1629
0.93
355
0
355
25.0
30.0
0.33
10.0
543
c0.22
25.0
30.0
0.33
10.0
461
0.04
25.0
30.0
0.33
10.0
543
0.20
25.0
30.0
0.33
10.0
461
0.10
45.0
50.0
0.56
10.0
913
c0.41
45.0
50.0
0.56
10.0
777
0.13
45.0
50.0
0.56
10.0
918
0.33
0.65
25.6
1.00
6.0
31.6
C
30.2
C
0.13
20.9
1.00
0.6
21.5
C
0.61
25.1
1.08
5.1
32.1
C
30.2
C
0.29
22.1
1.07
1.6
25.3
C
0.74
15.1
0.44
3.4
10.0
A
8.1
A
0.23
10.2
0.09
0.4
1.3
A
0.59
13.2
1.00
2.8
16.0
B
16.0
B
18.5
0.71
90.0
65.6%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.96
57
0
0
2
B
10.0
C
HCM Signalized Intersection Capacity Analysis
7/8/2010
10989.00: DCR Bridge Program
227: Mass Ave. & Sidney St Ext.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
105
1900
130
1
100
270
1900
40
1900
0
0
25
No
140
1900
115
1
215
405
1900
100
1900
0
0
25
No
0
1900
0
0
25
0
1900
70
1900
0
1
25
No
60
1900
0
0
25
130
1900
170
1900
0
1
25
No
30
627
14.3
0.92
0.92
0.92
114
Prot
5
336
0
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
0.43
32.5
0.0
32.5
63
m109
21.0
40.0
44.4%
4.0
1.0
0.0
5.0
Lag
Yes
0.53
34.5
0.0
34.5
176
261
547
0.92
130
266
0
0
0
0.43
2
640
0
0
0
0.53
0.0
0.0%
0.0
4.0
30
673
15.3
0.92
0.92
0.92
30
277
6.3
0.92
152
Prot
1
549
0
0
0
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
0.57
44.0
0.0
44.0
81
143
21.0
40.0
44.4%
4.0
1.0
0.0
5.0
Lag
Yes
0.87
41.9
0.0
41.9
282
#475
593
115
266
0
0
0
0.57
6
632
0
0
0
0.87
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
30
170
3.9
0.92
0.92
0.92
76
custom
1
1
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
0.31
37.1
0.0
37.1
38
80
0
Split
8
206
21.0
30.0
33.3%
4.0
1.0
0.0
5.0
21.0
30.0
33.3%
4.0
1.0
0.0
5.0
197
242
0
0
0
0.31
8
0.45
39.4
160.0
199.5
102
m144
90
458
303
0
0
1.33
0.92
185
Over
5
20.0
20.0
22.2%
4.0
1.0
0.0
5.0
Lead
Yes
0.78
60.1
63.8
123.9
110
m#146
238
71
0
0
1.11
Intersection Summary
Area Type:
CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 74 (82%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 70
Control Type: Pretimed
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
227: Mass Ave. & Sidney St Ext.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
227: Mass Ave. & Sidney St Ext.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
105
1900
5.0
1.00
1.00
0.95
1593
0.95
1593
0.92
114
0
114
Prot
5
270
1900
5.0
1.00
0.98
1.00
1644
1.00
1644
0.92
293
0
336
40
1900
405
1900
5.0
1.00
0.97
1.00
1627
1.00
1627
0.92
440
0
549
100
1900
0
1900
0
1900
0.92
109
0
0
0.92
0
0
0
0.92
0
0
0
130
1900
5.0
1.00
1.00
0.98
1650
0.98
1650
0.92
141
0
206
8
170
1900
5.0
1.00
0.85
1.00
1425
1.00
1425
0.92
185
0
185
Over
5
15.0
15.0
0.17
5.0
266
0.07
35.0
35.0
0.39
5.0
639
0.20
15.0
15.0
0.17
5.0
266
0.10
35.0
35.0
0.39
5.0
633
c0.34
70
1900
5.0
1.00
0.86
1.00
1450
1.00
1450
0.92
76
0
76
custom
1
1
15.0
15.0
0.17
5.0
242
0.05
60
1900
2
140
1900
5.0
1.00
1.00
0.95
1593
0.95
1593
0.92
152
0
152
Prot
1
25.0
25.0
0.28
5.0
458
c0.12
15.0
15.0
0.17
5.0
238
c0.13
0.43
33.7
0.83
4.0
31.8
C
0.53
21.1
1.48
2.5
33.7
C
33.2
C
0.57
34.5
1.00
8.6
43.2
D
0.87
25.4
1.00
14.9
40.2
D
40.9
D
0.45
26.8
1.36
2.2
38.6
D
48.1
D
0.78
35.9
1.20
15.6
58.7
E
0.92
43
0
0
40.3
0.71
90.0
60.7%
15
6
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.31
33.0
1.00
3.4
36.3
D
36.3
D
0.92
65
0
0
Split
8
D
15.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
308: Memorial Dr WB On-ramp & Mass Ave.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
0
1900
0
1900
135
1900
Yes
125
1900
635
1900
0
1900
Yes
0
1900
750
1900
90
1900
Yes
30
711
16.2
30
476
10.8
0.92
2%
0.92
2%
0.92
2%
0.92
2%
0.92
2%
0
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
631
30
127
2.9
150
0.72
0%
150
0.86
0%
188
custom
4
30
432
9.8
0.86
14%
0.92
0%
0.92
2%
0.88
11%
150
0.88
1%
738
0
0
954
0
4
145
pm+pt
1
6
1
6.0
15.0
21.0
24.1%
4.0
1.0
0.0
5.0
Lag
Yes
None
0.31
1.3
0.0
1.3
0
0
746
0
0
0
0.25
6
2
6
2
10.0
15.0
18.0
20.7%
4.0
1.0
0.0
5.0
Lead
Yes
Max
0.30
5.9
2.9
8.8
5
m11
10.0
15.0
45.0
51.7%
4.0
1.0
0.0
5.0
Max
0.38
1.7
1.1
2.8
12
18
47
22.0
27.0
27.0
31.0%
4.0
1.0
0.0
5.0
Lag
Yes
Max
0.92
33.5
1.7
35.2
168
#278
352
479
240
0
0
0.61
1954
924
0
0
0.72
1042
0
27
0
0.94
396
ø3
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
3
0.0
0.0%
4.0
21.0
21.0
24%
2.0
0.0
0.0
4.0
Lead
Yes
None
Intersection Summary
Area Type:
CBD
Cycle Length: 87
Actuated Cycle Length: 58.4
Natural Cycle: 90
Control Type: Semi Act-Uncoord
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
308: Memorial Dr WB On-ramp & Mass Ave.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
308: Memorial Dr WB On-ramp & Mass Ave.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
750
1900
5.0
0.95
0.95
1.00
0.98
1.00
2769
1.00
2769
0.88
852
9
945
90
1900
0.92
0
0
0
635
1900
5.0
0.95
1.00
1.00
1.00
1.00
2850
1.00
2850
0.86
738
0
738
0
1900
0.92
0
0
0
2%
2%
2%
2%
2%
125
1900
5.0
1.00
1.00
1.00
1.00
0.95
1624
0.15
253
0.86
145
0
145
150
0%
pm+pt
1
6
40.0
40.0
0.69
5.0
0.2
479
0.07
0.14
0.30
5.5
1.26
1.0
7.9
A
0
1900
0.92
0
0
0
135
1900
5.0
1.00
1.00
1.00
0.86
1.00
1479
1.00
1479
0.72
188
161
27
150
0%
custom
4
14%
0%
2%
11%
8.3
8.3
0.14
5.0
2.0
211
c0.02
0.13
21.8
1.00
0.1
21.9
C
0.0
A
21.9
C
17.2
0.62
58.3
63.6%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
6
2
40.0
40.0
0.69
5.0
0.2
1955
c0.26
22.0
22.0
0.38
5.0
0.2
1045
c0.34
0.38
3.9
0.31
0.3
1.5
A
2.6
A
0.90
17.2
1.00
12.6
29.8
C
29.8
C
0.88
102
0
0
150
1%
B
15.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
304: Memorial Dr EB Off-ramp & Mass Ave.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
365
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
760
1900
475
1900
Yes
0
1900
750
1900
0
1900
Yes
30
698
15.9
1.00
0%
1.00
0%
0
0
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
30
425
9.7
150
0.86
9%
424
custom
4
30
2105
47.8
1.00
0%
1.00
0%
1.00
0%
0.86
14%
150
0.86
0%
1.00
0%
0.88
11%
1.00
0%
0
0
0
0
1436
0
0
852
0
6
2
4
6
2
6.0
15.0
21.0
24.1%
4.0
1.0
0.0
5.0
Lag
Yes
None
0.56
3.0
0.0
3.0
0
0
10.0
15.0
45.0
51.7%
4.0
1.0
0.0
5.0
Max
0.77
9.1
0.1
9.1
129
187
2025
22.0
27.0
27.0
31.0%
4.0
1.0
0.0
5.0
Lag
Yes
Max
0.77
6.7
3.6
10.3
15
m28
47
1864
0
20
0
0.78
1104
168
0
0
0.91
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
618
345
845
0
0
0
0.50
ø3
1
3
10.0
15.0
18.0
21%
4.0
1.0
4.0
21.0
21.0
24%
2.0
0.0
Lead
Yes
Max
Lead
Yes
None
30
127
2.9
1.00
0%
0.0
0.0%
ø1
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 87
Actuated Cycle Length: 58.4
Natural Cycle: 90
Control Type: Semi Act-Uncoord
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
304: Memorial Dr EB Off-ramp & Mass Ave.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
304: Memorial Dr EB Off-ramp & Mass Ave.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
1.00
0
0
0
1.00
0
0
0
1.00
0
0
0
1.00
0
0
0
1.00
0
0
0
0%
0%
0%
0%
0%
0%
14%
0.86
552
0
0
150
0%
750
1900
5.0
0.95
1.00
1.00
1.00
1.00
2927
1.00
2927
0.88
852
0
852
0
1900
1.00
0
0
0
760
1900
5.0
0.95
0.95
1.00
0.94
1.00
2681
1.00
2681
0.86
884
65
1371
475
1900
1.00
0
0
0
365
1900
5.0
1.00
1.00
1.00
0.86
1.00
1357
1.00
1357
0.86
424
364
60
150
9%
custom
4
0%
11%
0%
6
2
8.3
8.3
0.14
5.0
2.0
193
c0.04
40.0
40.0
0.69
5.0
0.2
1839
c0.51
22.0
22.0
0.38
5.0
0.2
1105
0.29
0.31
22.4
1.00
0.3
22.8
C
0.75
5.9
1.00
2.8
8.7
A
8.7
A
0.77
15.9
0.22
2.1
5.6
A
5.6
A
22.8
C
0.0
A
9.9
0.67
58.3
63.6%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
1.00
0
0
0
A
10.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
11: Commonwealth Ave & Beacon Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBT
EBR
EBR2
NBR2
SBR2
NER
NER2
SWL2
SWL
SWT
SWR
SWR2
525
1900
30
1900
40
1
25
75
1900
575
1900
50
1900
635
1900
0
2
25
30
1900
60
1900
315
1900
0
1
25
1340
1900
620
1900
0
1
25
15
1900
Yes
Yes
Yes
Yes
Yes
Yes
25
291
7.9
0.94
4%
559
25
73
2.0
470
0.94
4%
174
0.94
4%
25
112
Perm
0
2
26.0
36.0
32.7%
4.0
5.0
-1.0
8.0
Lag
0.70
42.8
0.0
42.8
188
252
211
795
0
0
0
0.70
ø7
2
26.0
36.0
32.7%
4.0
5.0
-1.0
8.0
Lag
98
0.87
5%
25
96
0.63
2%
98
0.91
1%
170
0.91
1%
25
98
0.96
2%
170
0.96
2%
661
79
731
custom custom custom
8
2
1
0
0
custom
390
Prot
4
4
20.0
41.0
37.3%
3.0
4.0
-1.0
6.0
170
0.96
2%
0
18
662
Prot
18
61.0
55.5%
61.0
55.5%
0.0
0.0%
-1.0
7.0
-1.0
7.0
0.0
4.0
1396
26.0
36.0
32.7%
4.0
5.0
0.0
9.0
Lag
24.0
33.0
30.0%
4.0
4.0
-1.0
7.0
Lead
0.49
20.5
0.0
20.5
18
78
14.0
28.0
25.5%
3.0
1.0
-1.0
3.0
Lag
Yes
1.22
150.7
0.0
150.7
~307
#414
0.14
0.5
0.0
0.5
0
0
1.21
148.3
0.0
148.3
~360
#493
2.00
491.7
0.0
491.7
~431
#623
0.89
34.2
10.8
45.0
454
#575
1
0.94
50.6
9.3
59.9
428
#685
40
229
0
0
0
0.49
540
0
0
0
1.22
560
0
0
0
0.14
602
0
0
0
1.21
195
0
0
0
2.00
1564
170
0
0
1.00
701
38
0
0
1.00
0.0
0.0%
0.0
4.0
0.0
0.0%
0.0
4.0
20.0
41.0
37.3%
3.0
4.0
-1.0
6.0
98
0.96
2%
0.96
2%
7
13.0
13.0
12%
2.0
0.0
Lead
Yes
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 81 (74%), Referenced to phase 1:SWT, Start of Green
Natural Cycle: 110
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
11: Commonwealth Ave & Beacon Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
11: Commonwealth Ave & Beacon Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
EBT
EBR
EBR2
525
1900
8.0
0.95
1.00
1.00
1.00
1.00
3124
1.00
3124
0.94
559
0
559
30
1900
8.0
1.00
0.48
1.00
0.85
1.00
664
1.00
664
0.94
32
60
52
470
4%
75
1900
4%
0.94
80
0
0
174
4%
25
Perm
2
27.0
28.0
0.25
9.0
795
c0.18
0.70
37.2
1.00
5.2
42.4
D
41.6
D
2
27.0
28.0
0.25
9.0
169
Charles River Base Model - Existing Conditions
Weekday Evening
NBR2
SBR2
NER
NER2
SWL2
SWL
SWT
SWR
SWR2
575
50
635
1900
1900
1900
3.0
9.0
7.0
0.88
1.00
0.88
1.00
1.00
1.00
1.00
1.00
1.00
0.85
0.86
0.85
1.00
1.00
1.00
2162
1450
2533
1.00
1.00
1.00
2162
1450
2533
0.87
0.63
0.91
661
79
698
49
60
3
612
19
728
98
96
98
5%
2%
1%
25
custom custom custom
8
2
1
30
1900
60
1900
0.96
62
0
0
98
2%
1340
1900
7.0
0.95
1.00
1.00
1.00
1.00
3185
1.00
3185
0.96
1396
0
1396
2%
620
1900
7.0
1.00
1.00
1.00
0.85
1.00
1425
1.00
1425
0.96
646
1
661
98
2%
15
1900
0.91
33
0
0
170
1%
25
315
1900
6.0
1.00
1.00
0.37
1.00
0.95
594
0.95
594
0.96
328
6
384
170
2%
18
Prot
18
53.0
51.0
0.46
53.0
51.0
0.46
1477
0.44
661
0.46
0.95
28.2
1.00
13.6
41.7
D
124.0
F
1.00
29.5
1.00
35.0
64.5
E
custom
Prot
4
0.96
16
0
0
170
2%
4
0.08
0.31
33.2
1.00
4.7
37.9
D
121.7
1.38
110.0
Err%
15
24.0
25.0
0.23
4.0
491
0.28
27.0
27.0
0.25
9.0
356
0.01
25.0
26.0
0.24
8.0
599
c0.29
1.25
42.5
1.00
127.3
169.8
F
0.05
31.7
1.00
0.3
32.0
C
1.22
42.0
1.00
111.6
153.6
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
34.0
35.0
0.32
7.0
189
0.65
2.03
37.5
1.00
482.0
519.5
F
F
21.0
H
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
152: Beacon Street & Storrow Dr Off ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
150
1900
12
0
0
25
Yes
675
1900
12
0
1900
12
0
0
25
Yes
0
1900
12
0
0
25
0
1900
12
0
1900
12
0
0
25
Yes
0
1900
10
0
0
25
220
1900
10
850
1900
10
200
1
25
Yes
0.92
2%
30
591
13.4
0.92
2%
0.92
2%
0.88
3%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
25
355
9.7
0.88
3%
0.88
3%
0
Split
3
937
0
25.0
51.0
46.4%
3.0
1.0
0.0
4.0
25.0
51.0
46.4%
3.0
1.0
0.0
4.0
511
0.92
2%
25
253
6.9
0.92
2%
0.92
2%
0.94
0%
25
234
6.4
0.94
0%
0
0
0
0
234
3
0.48
2.0
0.1
2.0
10
12
275
1951
159
0
0
0.52
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
173
0.94
0%
1
904
Prot
1
22.0
39.0
35.5%
3.0
1.0
0.0
4.0
Lead
22.0
39.0
35.5%
3.0
1.0
0.0
4.0
Lead
0.24
28.6
0.0
28.6
64
96
154
1.33
179.3
0.0
179.3
~647
#893
965
0
0
0
0.24
ø2
2
20.0
20.0
18%
3.0
0.0
Lag
Yes
200
680
0
0
0
1.33
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 37 (34%), Referenced to phase 1:SBT, Start of Green
Natural Cycle: 90
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
152: Beacon Street & Storrow Dr Off ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
152: Beacon Street & Storrow Dr Off ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
150
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
10
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.88
170
0
0
3%
Split
3
675
1900
12
4.0
0.91
1.00
0.99
4492
0.99
4492
0.88
767
32
905
3%
0.88
0
0
0
3%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.94
0
0
0
0%
220
1900
10
4.0
0.95
1.00
1.00
3032
1.00
3032
0.94
234
0
234
0%
0.0
A
127.1
0.92
110.0
83.0%
15
3
1
850
1900
10
4.0
1.00
0.85
1.00
1357
1.00
1357
0.94
904
248
656
0%
Prot
1
47.0
47.0
0.43
4.0
1919
c0.20
35.0
35.0
0.32
4.0
965
0.08
35.0
35.0
0.32
4.0
432
c0.48
0.47
22.6
0.06
0.7
2.0
A
2.0
A
0.24
27.7
1.00
0.6
28.3
C
230.1
F
1.52
37.5
1.00
244.8
282.3
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.0
A
F
28.0
E
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
1401: Commonwealth Ave WB & Charlesgate West
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
120
1900
Yes
580
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
340
1900
30
1900
Yes
0.92
2%
25
558
15.2
0.92
2%
0.92
2%
0.97
1%
0.92
2%
0.93
1%
25
253
6.9
0.93
1%
0.93
1%
0
0
0
0
Perm
0
0
398
0
25
334
9.1
0.97
1%
0.97
1%
0.92
2%
25
135
3.7
0.92
2%
722
0
0
0
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
1
46.0
66.0
60.0%
3.0
1.0
0.0
4.0
Lead
Yes
478
46.0
66.0
60.0%
3.0
1.0
0.0
4.0
Lead
Yes
0.28
7.5
0.1
7.6
43
55
254
2610
867
0
0
0.41
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
55
39.0
44.0
40.0%
3.0
1.0
0.0
4.0
Lag
Yes
0.24
19.5
0.6
20.1
92
125
173
0.0
0.0%
0.0
4.0
1670
880
0
0
0.50
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 94 (85%), Referenced to phase 1:WBTL, Start of Green
Natural Cycle: 85
Control Type: Pretimed
Splits and Phases:
1401: Commonwealth Ave WB & Charlesgate West
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
1401: Commonwealth Ave WB & Charlesgate West
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
120
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
2%
0.92
0
0
0
2%
0.97
124
0
0
1%
Perm
0.97
0
0
0
1%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.93
0
0
0
1%
340
1900
4.0
0.91
0.99
1.00
4566
1.00
4566
0.93
366
9
389
1%
30
1900
0.92
0
0
0
2%
580
1900
4.0
0.91
1.00
0.99
4583
0.99
4583
0.97
598
29
693
1%
1
2
62.0
62.0
0.56
4.0
2583
40.0
40.0
0.36
4.0
1660
c0.09
0.93
32
0
0
1%
1
0.15
0.27
12.3
0.64
0.2
8.2
A
8.2
A
0.0
A
12.4
0.26
110.0
40.0%
15
0.23
24.3
0.81
0.3
20.1
C
20.1
C
0.0
A
HCM Level of Service
B
Sum of lost time (s)
ICU Level of Service
8.0
A
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
1391: Commonwealth Ave EB & Charlesgate West
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
1510
1900
130
1900
Yes
0
1900
0
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
125
1900
Yes
335
1900
0
1900
Yes
0.94
1%
25
553
15.1
0.94
1%
0.94
1%
0.92
2%
25
343
9.4
0.92
2%
0.92
2%
0.92
2%
25
214
5.8
0.92
2%
0.92
2%
0.89
0%
0
1744
0
0
0
0
0
0
0
0
Perm
1
0.0
0.0%
0.0
4.0
44.0
66.0
60.0%
3.0
1.0
0.0
4.0
Lead
Yes
0.54
15.5
0.0
15.5
208
240
473
25
135
3.7
0.89
0%
0.89
0%
516
0
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
263
3255
0
207
0
0.57
134
2
29.0
44.0
40.0%
3.0
1.0
0.0
4.0
Lag
Yes
29.0
44.0
40.0%
3.0
1.0
0.0
4.0
Lag
Yes
0.31
10.7
1.0
11.7
35
45
55
0.0
0.0%
0.0
4.0
1690
885
0
0
0.64
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 90 (82%), Referenced to phase 1:EBT, Start of Green
Natural Cycle: 75
Control Type: Pretimed
Splits and Phases:
1391: Commonwealth Ave EB & Charlesgate West
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
1391: Commonwealth Ave EB & Charlesgate West
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
1510
1900
4.0
0.86
0.99
1.00
5755
1.00
5755
0.94
1606
12
1732
1%
130
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
125
1900
0
1900
0.94
138
0
0
1%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.89
140
0
0
0%
Perm
335
1900
4.0
0.91
1.00
0.99
4606
0.99
4606
0.89
376
15
501
0%
0.94
0
0
0
1%
1
0.89
0
0
0
0%
2
2
62.0
62.0
0.56
4.0
3244
c0.30
40.0
40.0
0.36
4.0
1675
0.53
15.0
1.00
0.6
15.6
B
15.6
B
0.0
A
14.6
0.44
110.0
50.1%
15
0.11
0.30
25.0
0.43
0.5
11.1
B
11.1
B
0.0
A
HCM Level of Service
B
Sum of lost time (s)
ICU Level of Service
8.0
A
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
314: Beacon Street & Storrow Dr EB On Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
0
1900
785
1900
175
1900
Yes
40
1900
Yes
680
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0.92
2%
30
355
8.1
0.92
2%
0.92
2%
0.91
2%
25
616
16.8
0.91
2%
0.91
2%
0.92
0%
0.92
2%
0
0
0
0
1055
0
25
184
5.0
0.92
0%
0.92
0%
0.92
2%
25
234
6.4
0.92
2%
43
Split
2
739
0
0
0
0
24.0
66.0
60.0%
3.0
1.0
0.0
4.0
Lag
24.0
66.0
60.0%
3.0
1.0
0.0
4.0
Lag
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.65
23.3
0.0
23.3
123
m132
536
0.05
0.7
0.0
0.7
0
m1
0.40
7.6
0.0
7.6
72
88
104
1611
0
0
0
0.65
933
0
0
0
0.05
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
275
25.0
44.0
40.0%
3.0
2.0
0.0
5.0
Lead
0.0
0.0%
0.0
4.0
2
154
1831
0
0
0
0.40
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 94 (85%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 50
Control Type: Pretimed
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
314: Beacon Street & Storrow Dr EB On Ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
314: Beacon Street & Storrow Dr EB On Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
175
1900
0
1900
0
1900
0.92
0
0
0
2%
0.91
0
0
0
2%
680
1900
4.0
0.95
1.00
1.00
3249
1.00
3249
0.92
739
0
739
0%
0
1900
0.92
0
0
0
2%
0.92
0
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
1
40
1900
4.0
1.00
1.00
0.95
1624
0.95
1624
0.92
43
18
25
0%
Split
2
0
1900
0.92
0
0
0
2%
785
1900
5.0
0.91
0.97
1.00
4452
1.00
4452
0.91
863
32
1023
2%
39.0
39.0
0.35
5.0
1578
c0.23
62.0
62.0
0.56
4.0
915
0.02
62.0
62.0
0.56
4.0
1831
c0.23
0.65
29.7
0.79
0.8
24.3
C
24.3
C
0.03
10.6
0.16
0.1
1.7
A
0.40
13.6
0.51
0.6
7.5
A
7.2
A
0.0
A
17.0
0.50
110.0
78.4%
15
0.91
192
0
0
2%
2
0.0
A
HCM Level of Service
B
Sum of lost time (s)
ICU Level of Service
9.0
D
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
140: Commonwealth Ave WB & Charlesgate East
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
Yes
0
1900
490
1900
60
1900
Yes
210
1900
Yes
765
1900
0
1900
Yes
0
1900
0
1900
0
1900
Yes
0.92
2%
25
334
9.1
0.92
2%
0.92
2%
0.91
1%
30
793
18.0
0.91
1%
0.91
1%
0.97
0%
0.92
2%
0
0
0
0
604
0
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
254
29.0
48.0
43.6%
3.0
1.0
0.0
4.0
Lead
Yes
0.33
22.5
0.0
22.5
101
132
713
1833
0
0
0
0.33
0.0
0.0%
0.0
4.0
25
149
4.1
0.97
0%
0.97
0%
0.92
2%
25
185
5.0
0.92
2%
0
Split
2
1005
0
0
0
0
28.0
62.0
56.4%
3.0
0.0
0.0
3.0
Lag
Yes
28.0
62.0
56.4%
3.0
0.0
0.0
3.0
Lag
Yes
0.58
19.6
3.5
23.0
263
323
69
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
2
105
1746
626
0
0
0.90
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 95 (86%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 60
Control Type: Pretimed
Splits and Phases:
140: Commonwealth Ave WB & Charlesgate East
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
140: Commonwealth Ave WB & Charlesgate East
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
60
1900
210
1900
0
1900
0
1900
0
1900
0.92
0
0
0
2%
0.92
0
0
0
2%
0.91
0
0
0
1%
0.91
66
0
0
1%
0.97
216
0
0
0%
Split
2
765
1900
3.0
0.95
1.00
0.99
3214
0.99
3214
0.97
789
23
982
0%
0
1900
0.92
0
0
0
2%
490
1900
4.0
0.91
0.98
1.00
4546
1.00
4546
0.91
538
14
590
1%
0.97
0
0
0
0%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
1
0.0
A
21.4
0.47
110.0
49.4%
15
2
44.0
44.0
0.40
4.0
1818
c0.13
59.0
59.0
0.54
3.0
1724
c0.31
0.32
22.8
1.00
0.5
23.2
C
23.2
C
0.57
17.0
1.12
1.2
20.3
C
20.3
C
0.0
A
HCM Level of Service
C
Sum of lost time (s)
ICU Level of Service
7.0
A
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
139: Commonwealth Ave EB & Charlesgate East
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
NBT
NBR
NEL
NER
660
1900
Yes
975
1900
70
1900
40
1900
Yes
245
1900
90
1900
25
343
9.4
0.91
1%
25
271
7.4
0.81
1%
0.81
1%
25
161
4.4
0.92
2%
0.92
2%
1361
135
0
364
0
1
3
34.0
58.0
52.7%
3.0
1.0
0.0
4.0
Lead
Yes
0.63
11.4
0.7
12.1
272
327
263
16.0
17.0
15.5%
3.0
1.0
0.0
4.0
0.65
54.2
0.5
54.7
78
127
191
19.0
35.0
31.8%
3.0
1.0
0.0
4.0
Lag
Yes
0.43
34.2
0.0
34.2
108
153
81
2160
121
419
0
0.78
209
0
6
0
0.67
849
0
0
0
0.43
0.91
1%
40%
435
Perm
1
34.0
58.0
52.7%
3.0
1.0
0.0
4.0
Lead
Yes
0.51
5.8
13.8
19.6
183
294
858
106
402
0
0.95
2
0.0
0.0%
0.0
4.0
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 109 (99%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 70
Control Type: Pretimed
Splits and Phases:
139: Commonwealth Ave EB & Charlesgate East
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
139: Commonwealth Ave EB & Charlesgate East
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
NBT
NBR
NEL
NER
660
1900
4.0
0.86
1.00
0.95
1383
0.95
1383
0.91
725
179
256
1%
Perm
975
1900
4.0
0.86
1.00
0.99
4322
0.99
4322
0.91
1071
40
1321
1%
70
1900
4.0
1.00
0.95
1.00
1610
1.00
1610
0.81
86
19
116
1%
40
1900
245
1900
4.0
0.97
0.96
0.96
3011
0.96
3011
0.92
266
0
364
2%
90
1900
1
3
2
54.0
54.0
0.49
4.0
2122
13.0
13.0
0.12
4.0
190
c0.07
31.0
31.0
0.28
4.0
849
c0.12
0.61
46.1
1.00
13.9
60.0
E
60.0
E
0.43
32.3
1.00
1.6
33.8
C
33.8
C
1
54.0
54.0
0.49
4.0
679
0.18
0.38
17.5
1.03
1.4
19.3
B
0.31
0.62
20.5
0.52
1.2
11.9
B
13.7
B
19.6
0.56
110.0
56.2%
15
0.81
49
0
0
1%
0.92
98
0
0
2%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
B
12.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
9007: Boylston St & Bowker Overpass
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBR
NBL
NBT
SBT
SBR
790
1900
0
2
25
85
1900
50
1
25
No
0
1900
0
0
25
1335
1900
855
1900
1110
1900
250
2
25
No
25
464
12.7
0.92
1%
929
25
861
23.5
0.91
0%
0.91
0%
0.90
1%
25
442
12.1
0.90
1%
0
1483
56
93
Prot
56
56
56
868
1
1
70.0
63.6%
70.0
63.6%
0.0
0.0%
2.0
4.0
2.0
4.0
0.0
4.0
0.49
15.2
0.0
15.2
166
208
781
1823
0
0
0
0.48
0.11
10.6
0.0
10.6
27
49
50
841
0
0
0
0.11
8.0
20.0
40.0
36.4%
4.0
1.0
-1.0
4.0
C-Min
1.26
155.8
78.4
234.2
~756
m204
362
C-Min
0.79
38.4
0.0
38.4
321
#440
384
1174
143
0
0
1.44
1174
0
0
0
0.79
ø6
5
6
8.0
17.0
30.0
27%
2.0
0.0
8.0
25.0
40.0
36%
3.0
1.0
Lead
Yes
Ped
Lag
Yes
Ped
0.92
1%
1207
custom
1
16
6
1
16
8.0
20.0
40.0
36.4%
4.0
1.0
-1.0
4.0
ø5
80.0
72.7%
-1.0
4.0
0.66
10.7
0.0
10.7
211
335
250
1814
0
0
0
0.67
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 2 (2%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
9007: Boylston St & Bowker Overpass
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
9007: Boylston St & Bowker Overpass
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBR
NBL
NBT
SBT
SBR
790
1900
4.0
0.97
1.00
0.95
3152
0.95
3152
0.91
868
0
868
0%
0
1900
1335
1900
4.0
0.95
1.00
1.00
3217
1.00
3217
0.90
1483
0
1483
1%
855
1900
4.0
0.95
1.00
1.00
3217
1.00
3217
0.92
929
0
929
1%
56
85
1900
4.0
1.00
0.85
1.00
1454
1.00
1454
0.91
93
0
93
0%
Prot
56
1
1
61.9
59.9
0.54
61.9
59.9
0.54
1716
c0.28
792
0.06
39.1
40.1
0.36
5.0
2.0
1173
c0.46
39.1
40.1
0.36
5.0
2.0
1173
0.29
1110
1900
4.0
0.88
0.85
1.00
2533
1.00
2533
0.92
1207
0
1207
1%
custom
16
6
78.3
76.3
0.69
0.51
15.7
1.00
0.1
15.8
B
15.5
B
0.12
12.2
1.00
0.0
12.2
B
1.26
35.0
1.24
119.6
162.8
F
162.8
F
0.79
31.2
1.00
5.5
36.7
D
22.1
C
0.90
0
0
0
1%
66.3
0.90
110.0
72.7%
15
1757
c0.48
0.69
9.9
1.00
0.9
10.8
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
E
12.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
88: Beacon St & Massachusetts Ave
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
Yes
90
1900
10
500
1900
10
145
1900
16
No
185
1900
10
980
1900
10
0
1900
10
No
0
1900
10
840
1900
10
275
1900
10
Yes
30
616
14.0
30
296
6.7
0.92
2%
0.92
2%
0.92
2%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
29.0
33.0
180
0.80
6%
30
308
7.0
0.80
3%
180
0.80
3%
90
0.88
12%
0
Split
5
918
0
5
5
8.0
27.0
37.0
33.6%
3.0
1.0
-1.0
3.0
Lag
Yes
Min
8.0
27.0
37.0
33.6%
3.0
1.0
-1.0
3.0
Lag
Yes
Min
0.82
43.4
0.0
43.4
216
228
216
536
5
1191
0
0
0
0.77
0.0
0.0%
-1.0
3.0
30
342
7.8
0.88
5%
0.92
2%
0.92
11%
0.89
6%
90
0.89
2%
0
pm+pt
6
1
6
1324
0
0
1253
0
8.0
16.0
22.0
20.0%
3.0
1.0
-1.0
3.0
Max
1
1
1
1
8.0
22.0
51.0
46.4%
3.0
1.0
-1.0
3.0
Lead
Yes
C-Max
1.13
87.7
0.8
88.5
~431
#630
228
8.0
22.0
51.0
46.4%
3.0
1.0
-1.0
3.0
Lead
Yes
C-Max
1.05
71.2
0.0
71.2
~499
#624
262
1171
2
0
0
1.13
0.0
0.0%
0.0
0.0%
-1.0
3.0
-1.0
3.0
0.0
0.0%
-1.0
3.0
1190
0
0
0
1.05
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 18 (16%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
88: Beacon St & Massachusetts Ave
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
88: Beacon St & Massachusetts Ave
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
90
1900
10
145
1900
16
185
1900
10
0
1900
10
0.92
0
0
0
2%
0.88
210
0
0
90
12%
pm+pt
6
1
0.92
0
0
0
2%
0.80
181
0
0
180
3%
0.92
0
0
0
2%
0.80
112
0
0
180
6%
Split
5
840
1900
10
3.0
0.95
0.96
1.00
0.96
1.00
2662
1.00
2662
0.89
944
29
1224
275
1900
10
0.92
0
0
0
980
1900
10
3.0
0.95
1.00
1.00
1.00
0.99
2835
0.50
1432
0.88
1114
0
1324
0
1900
10
0.92
0
0
0
500
1900
10
3.0
0.91
0.95
1.00
0.97
0.99
3853
0.99
3853
0.80
625
0
918
5%
2%
11%
6%
3%
5
30.8
31.8
0.29
4.0
3.0
1114
c0.24
0.82
36.5
1.00
5.1
41.6
D
41.6
D
0.0
A
71.2
1.03
110.0
102.2%
15
1
1
67.2
69.2
0.63
4.0
3.0
1171
c0.22
c0.49
1.13
20.4
1.00
70.0
90.4
F
90.4
F
47.0
48.0
0.44
4.0
3.0
1162
0.46
1.05
31.0
1.00
41.7
72.7
E
72.7
E
HCM Level of Service
E
Sum of lost time (s)
ICU Level of Service
9.0
G
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.89
309
0
0
90
2%
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
92: Boylston St & Massachusetts Ave
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
10
1900
0
0
25
425
1900
130
1900
0
0
25
Yes
5
1900
0
0
25
125
1900
175
1900
100
0
25
Yes
40
1900
0
0
25
720
1900
85
1900
0
0
25
Yes
165
1900
150
0
25
595
1900
60
1900
0
0
25
Yes
0.78
2%
0
Perm
30
426
9.7
0.78
2%
0.78
2%
0.77
2%
725
0
0
Perm
3
3
3
30
493
11.2
0.77
2%
168
30
306
7.0
0.84
3%
0.84
3%
0.86
2%
1006
0
192
D.P+P
4
1
4
0.77
2%
0.84
3%
227
Perm
0
Perm
1
1
1
3
1
3
3
3
3
3
3
8.0
28.0
34.0
30.9%
3.0
1.0
0.0
4.0
Lead
8.0
28.0
34.0
30.9%
3.0
1.0
0.0
4.0
Lead
8.0
28.0
34.0
30.9%
3.0
1.0
0.0
4.0
Lead
8.0
28.0
34.0
30.9%
3.0
1.0
0.0
4.0
Lead
8.0
28.0
34.0
30.9%
3.0
1.0
0.0
4.0
Lead
8.0
27.0
49.0
44.5%
3.0
1.0
0.0
4.0
8.0
27.0
49.0
44.5%
3.0
1.0
0.0
4.0
None
None
0.94
53.5
1.1
54.6
230
231
346
None
None
0.41
37.0
0.0
37.0
97
133
413
None
0.42
6.8
0.0
6.8
0
31
C-Max
C-Max
0.66
30.4
2.6
33.0
225
272
226
0.0
0.0%
0.0
4.0
821
2
20
0
0.91
431
0
0
0
0.39
100
554
0
0
0
0.41
1529
385
0
0
0.88
0.0
0.0%
0.0
4.0
6.0
11.0
27.0
24.5%
3.0
1.0
0.0
4.0
Lag
None
0.47
15.0
0.0
15.0
24
m46
150
503
2
0
0
0.38
30
324
7.4
0.86
2%
0.86
2%
762
0
14
14
76.0
69.1%
0.0
0.0%
0.0
4.0
0.0
4.0
0.36
4.7
0.5
5.2
47
53
244
2101
818
0
0
0.59
Intersection Summary
Area Type:
CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 45 (41%), Referenced to phase 1:NBSB, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
92: Boylston St & Massachusetts Ave
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
7/8/2010
10989.00: DCR Bridge Program
92: Boylston St & Massachusetts Ave
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
10
1900
425
1900
4.0
0.95
0.97
1.00
3072
0.95
2919
0.78
545
26
699
2%
130
1900
5
1900
720
1900
4.0
0.91
0.98
1.00
4453
0.69
3065
0.84
857
11
995
3%
85
1900
165
1900
4.0
1.00
1.00
0.95
1593
0.22
370
0.86
192
0
192
2%
D.P+P
4
1
69.7
69.7
0.63
4.0
1.0
405
c0.07
0.23
0.47
9.2
1.70
0.2
15.9
B
595
1900
4.0
0.95
0.99
1.00
3141
1.00
3141
0.86
692
7
755
2%
60
1900
0.77
6
0
0
2%
Perm
175
1900
4.0
1.00
0.85
1.00
1425
1.00
1425
0.77
227
169
58
2%
Perm
40
1900
0.78
167
0
0
2%
125
1900
4.0
1.00
1.00
1.00
1673
0.94
1581
0.77
162
0
168
2%
0.78
13
0
0
2%
Perm
3
0.84
48
0
0
3%
Perm
3
3
3
28.3
28.3
0.26
4.0
1.0
751
28.3
28.3
0.26
4.0
1.0
407
c0.24
0.93
39.9
0.91
16.8
53.0
D
53.0
D
0.11
0.41
33.9
1.00
0.2
34.2
C
32.8
C
28.2
0.71
110.0
74.7%
15
1
3
28.3
28.3
0.26
4.0
1.0
367
0.04
0.16
31.6
1.00
0.1
31.7
C
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.84
101
0
0
3%
1
54.4
54.4
0.49
4.0
1.0
1516
c0.32
0.66
20.8
1.29
2.1
29.0
C
29.0
C
0.86
70
0
0
2%
14
73.7
73.7
0.67
2104
0.24
0.36
7.9
0.56
0.0
4.4
A
6.7
A
C
12.0
D
HCM Signalized Intersection Capacity Analysis
7/8/2010
10989.00: DCR Bridge Program
20: Stuart Street & Dartmouth Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
735
1900
16
3536
0.950
3536
No
605
1900
14
4980
450
1900
16
1647
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
485
1900
11
3141
25
1900
11
1405
0
1900
12
0
0
1900
12
0
0
1900
12
0
4980
1647
No
0
0
0
Yes
0
3141
859
Yes
56
0
0
0
Yes
25
634
17.3
25
590
16.1
0.94
1%
0.83
0%
0.83
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
782
custom
729
542
Prot
1
0
0
0
0
527
1
1
1
2
5
2
8.0
18.0
55.0
55.0%
3.0
1.0
0.0
4.0
Lead
8.0
18.0
55.0
55.0%
3.0
1.0
0.0
4.0
Lead
8.0
14.0
14.0
14.0%
3.0
1.0
0.0
4.0
Lag
C-Max
51.0
0.51
0.29
15.2
0.0
15.2
B
12.3
B
106
119
554
C-Max
51.0
0.51
0.65
24.4
0.0
24.4
C
2540
0
0
0
0.29
840
0
0
0
0.65
15
86.0
86.0%
0.0
4.0
82.0
0.82
0.27
1.2
0.0
1.2
A
19
27
2900
0
0
0
0.27
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
287
353
510
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 75 (75%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.65
Intersection Signal Delay: 12.4
Intersection Capacity Utilization 44.9%
Analysis Period (min) 15
Splits and Phases:
25
416
11.3
Max
41.0
0.41
0.41
13.3
0.0
13.3
B
12.7
B
81
116
336
1288
0
0
0
0.41
ø5
25
395
10.8
240
0.45
0%
56
custom
0.92
0%
0.92
0%
0.92
0%
0
0
0
5
25
25
45.0
45.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
8.0
16.0
31.0
31%
3.0
1.0
Max
41.0
0.41
0.15
6.7
0.0
6.7
A
0
4
315
385
0
0
0
0.15
Intersection LOS: B
ICU Level of Service A
20: Stuart Street & Dartmouth Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
20: Stuart Street & Dartmouth Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
735
1900
16
4.0
0.97
1.00
1.00
1.00
0.95
3536
0.95
3536
0.94
782
0
782
605
1900
14
4.0
0.91
1.00
1.00
1.00
1.00
4980
1.00
4980
0.83
729
0
729
450
1900
16
4.0
1.00
1.00
1.00
0.85
1.00
1647
1.00
1647
0.83
542
0
542
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
485
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
3141
1.00
3141
0.92
527
0
527
1%
custom
0%
0%
0%
0%
0%
1
0%
Prot
1
51.0
51.0
0.51
4.0
2.0
2540
0.15
51.0
51.0
0.51
4.0
2.0
840
c0.33
0.29
14.1
1.05
0.3
15.1
B
12.0
B
0.65
17.9
1.11
3.7
23.6
C
15
82.0
82.0
0.82
2900
0.22
0.27
2.1
0.47
0.2
1.2
A
0.0
A
12.7
0.54
100.0
44.9%
15
NBR
SBL
SBT
SBR
25
1900
11
4.0
1.00
0.61
1.00
0.85
1.00
859
1.00
859
0.45
56
33
23
240
0%
0%
custom
2
5
25
37.0
41.0
37.0
41.0
0.37
0.41
4.0
2.0
1288
352
c0.04
0.13
0.03
0.41
0.07
23.4
17.9
0.59
1.11
0.9
0.3
14.6
20.1
B
C
15.1
B
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0%
0%
0%
HCM Level of Service
B
Sum of lost time (s)
ICU Level of Service
8.0
A
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
0.0
A
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
336: Beacon Street & Clarendon Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
1900
12
0
0
1900
12
0
285
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
245
1900
13
3215
55
1900
12
0
0
0
0
Yes
0
Yes
600
1900
11
4222
0.984
4178
0
Yes
0
0
0
Yes
0
3215
0
Yes
165
25
620
16.9
25
603
16.4
0.92
0%
0.92
0%
0.92
0%
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
523
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 10 (10%), Referenced to phase 1:WBTL, Start of Green
Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.39
Intersection Signal Delay: 8.4
Intersection Capacity Utilization 38.5%
Analysis Period (min) 15
Splits and Phases:
15
0.92
1%
0
0
Perm
27
25
272
7.4
25
309
8.4
0.92
2%
0
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
35
0.92
0%
962
0
0
0
0
0
326
0
1
5
1
1
1
5
8.0
18.0
52.0
52.0%
3.0
1.0
0.0
4.0
Lead
8.0
18.0
52.0
52.0%
3.0
1.0
0.0
4.0
Lead
8.0
19.0
32.0
32.0%
3.0
1.0
0.0
4.0
C-Max
C-Max
57.6
0.58
0.39
1.8
0.0
1.8
A
1.8
A
8
12
540
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
2476
0
0
0
0.39
ø2
2
0.0
0.0%
7.0
16.0
16.0
16%
2.0
1.0
0.0
4.0
Lag
229
Max
28.0
0.28
0.35
27.6
0.0
27.6
C
27.6
C
79
119
192
None
920
0
0
0
0.35
Intersection LOS: A
ICU Level of Service A
336: Beacon Street & Clarendon Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
336: Beacon Street & Clarendon Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
285
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0%
0%
0%
0.92
310
0
0
15
1%
0
Perm
245
1900
13
4.0
0.95
0.99
1.00
0.97
1.00
3216
1.00
3216
0.92
266
19
307
55
1900
12
0.92
0
0
0
600
1900
11
4.0
0.91
1.00
0.99
1.00
0.98
4179
0.98
4179
0.92
652
73
889
2%
0
0%
0%
0%
0%
0%
0%
1
5
55.8
55.8
0.56
4.0
2.0
2332
28.0
28.0
0.28
4.0
2.0
900
c0.10
0.92
60
0
0
35
0%
1
0.21
0.38
12.4
0.14
0.4
2.1
A
2.1
A
0.0
A
9.1
0.37
100.0
38.5%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
0.34
28.7
1.00
1.0
29.7
C
29.7
C
0.0
A
A
16.2
A
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
283: Beacon Street & Berkeley Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
780
1900
11
2954
475
1900
12
1308
1230
1900
13
3189
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
1900
12
0
0
0
0
Yes
0
2954
1308
No
105
1900
12
1433
0.950
1420
No
3189
0
Yes
0
0
0
Yes
25
620
16.9
25
672
18.3
25
309
8.4
0.94
0%
0.94
0%
0.94
0%
0.94
0%
0.94
1%
0
0.94
0%
0
5
0.94
2%
0
0
0
0
0
830
505
Perm
112
Perm
1
1
1
5
5
5
8.0
20.0
34.0
34.0%
3.0
1.0
0.0
4.0
Lead
8.0
20.0
34.0
34.0%
3.0
1.0
0.0
4.0
Lead
8.0
20.0
50.0
50.0%
3.0
1.0
0.0
4.0
8.0
20.0
50.0
50.0%
3.0
1.0
0.0
4.0
C-Max
39.6
0.40
0.71
25.5
0.0
25.5
C
36.4
D
276
m#358
592
C-Max
39.6
0.40
0.97
54.3
0.0
54.3
D
Max
46.0
0.46
0.17
6.4
0.0
6.4
A
345
m#560
22
39
1
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
540
15
274
12.5
0.94
0%
0
0.94
0%
0.94
0%
0.94
0%
0.94
0%
1309
0
0
0
0
5
1170
0
0
0
0.71
518
0
0
0
0.97
ø2
2
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
7.0
16.0
16.0
16%
2.0
1.0
Lag
653
0
0
0
0.17
Max
46.0
0.46
0.89
19.7
0.0
19.7
B
18.6
B
240
#475
229
None
194
1467
0
0
0
0.89
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 8 (8%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.97
Intersection Signal Delay: 27.2
Intersection LOS: C
Intersection Capacity Utilization 77.1%
ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
283: Beacon Street & Berkeley Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
283: Beacon Street & Berkeley Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0
1900
12
0.94
0
0
0
1230
1900
13
4.0
0.95
1.00
1.00
1.00
1.00
3189
1.00
3189
0.94
1309
0
1309
0
1900
12
0.94
0
0
0
0.94
0
0
0
0.94
0
0
0
0.94
0
0
0
0.94
0
0
0
0%
0%
0%
0%
1%
0
0%
0
Perm
105
1900
12
4.0
1.00
1.00
0.99
1.00
0.95
1420
0.95
1420
0.94
112
0
112
5
2%
0
Perm
0
1900
12
0.94
0
0
0
475
1900
12
4.0
1.00
1.00
1.00
0.85
1.00
1308
1.00
1308
0.94
505
0
505
0
1900
12
0.94
0
0
0
780
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
2954
1.00
2954
0.94
830
0
830
0%
0
0%
0%
0%
0%
1
37.8
37.8
0.38
4.0
2.0
494
5
46.0
46.0
0.46
4.0
2.0
653
c0.39
1.02
31.1
0.88
35.8
63.1
E
0.08
0.17
15.8
0.36
0.5
6.2
A
1
37.8
37.8
0.38
4.0
2.0
1117
0.28
0.74
26.9
0.82
2.5
24.5
C
39.1
D
0.0
A
28.1
0.95
100.0
77.1%
15
5
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
46.0
46.0
0.46
4.0
2.0
1467
c0.41
0.89
24.7
0.44
7.9
18.7
B
17.7
B
0.0
A
C
16.2
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
71: Beacon Street & Arlington Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
0
1900
12
0
0
1900
12
0
0
1900
12
0
870
1900
10
2852
315
1900
10
1221
0
1900
12
0
0
1900
12
0
0
1900
12
0
55
1900
12
0
0
1900
15
0
0
0
No
2852
1221
No
0
0
0
No
0
0
735
1900
15
3376
0.996
3376
440
1900
15
1455
0
995
1900
16
1641
0.950
1641
No
0.92
0%
25
672
18.3
0.92
0%
0.92
0%
0.93
1%
0
0.80
0%
0
0.92
0%
25
305
8.3
0.92
0%
0.92
0%
0.63
0%
0.92
0%
25
292
8.0
0.90
0%
0
0
0
1070
custom
394
Perm
0
0
0
0
custom
0
966
25
889
24.2
0.86
1%
0
1012
3
36
36
0.0
0.0%
0.0
0.0%
0.0
0.0%
78.0
78.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
79.2
0.79
0.82
16.2
0.0
16.2
B
428
#863
592
1299
0
0
0
0.82
3
3
3
8.0
34.0
52.0
52.0%
3.0
1.0
0.0
4.0
8.0
34.0
52.0
52.0%
3.0
1.0
0.0
4.0
None
46.7
0.47
0.76
26.3
0.0
26.3
C
22.3
C
263
320
809
None
46.7
0.47
0.69
28.3
0.0
28.3
C
1369
0
0
0
0.74
586
0
0
0
0.67
56
56
0.0
0.0%
0.0
0.0%
0.0
0.0%
48.0
48.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
1.0
4.0
0.0
4.0
186
246
225
1455
No
0.92
0%
13%
416
custom
5
6
6
6
6
7.0
22.0
22.0
22.0%
2.0
1.0
1.0
4.0
Lead
8.0
12.0
26.0
26.0%
3.0
1.0
0.0
4.0
Lag
None
45.3
0.45
0.63
23.6
0.0
23.6
C
44.6
D
258
331
212
C-Max
27.7
0.28
1.03
93.4
0.0
93.4
F
1530
0
0
0
0.63
403
0
0
0
1.03
~374
#579
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 46 (46%), Referenced to phase 6:WBSB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.03
Intersection Signal Delay: 30.3
Intersection LOS: C
Intersection Capacity Utilization 97.5%
ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
71: Beacon Street & Arlington Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
71: Beacon Street & Arlington Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBU
SBL
SBT
SBR
0
1900
12
0
1900
12
0
1900
12
0
1900
12
55
1900
12
0
1900
15
0.92
0
0
0
0%
315
1900
10
4.0
1.00
0.85
1.00
1221
1.00
1221
0.80
394
0
394
0%
0
Perm
0
1900
12
0.92
0
0
0
0%
870
1900
10
4.0
0.95
1.00
1.00
2852
1.00
2852
0.86
1012
0
1012
1%
0
0
1900
12
0.92
0
0
0
0%
995
1900
16
4.0
1.00
1.00
0.95
1641
0.95
1641
0.93
1070
0
1070
1%
0
custom
0.92
0
0
0
0%
0.92
0
0
0
0%
0.92
0
0
0
0%
0.63
87
0
0
0%
0.92
0
0
0
0%
735
1900
15
4.0
0.91
0.99
1.00
3375
1.00
3375
0.90
817
0
966
0%
440
1900
15
4.0
0.91
0.85
1.00
1455
1.00
1455
0.92
478
0
416
0%
custom
3
36
77.8
77.8
0.78
1277
c0.65
0.84
7.1
1.00
4.7
11.8
B
0.0
A
28.8
0.87
100.0
97.5%
15
46.7
46.7
0.47
4.0
2.0
1332
0.35
0.76
22.0
1.00
2.3
24.3
C
18.8
B
3
46.7
46.7
0.47
4.0
2.0
570
56
0.32
0.69
21.0
1.00
2.9
23.9
C
0.0
A
HCM Level of Service
C
Sum of lost time (s)
ICU Level of Service
8.0
F
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
5
6
42.3
40.3
0.40
3.0
2.0
1495
c0.09
0.19
0.65
24.1
1.00
0.7
24.8
C
46.6
D
custom
6
27.1
27.1
0.27
4.0
2.0
394
c0.29
1.06
36.5
1.00
60.8
97.3
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
75: Boylston Street & Arlington Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Right Turn on Red
Satd. Flow (RTOR)
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
Act Effct Green (s)
Actuated g/C Ratio
v/c Ratio
Control Delay
Queue Delay
Total Delay
LOS
Approach Delay
Approach LOS
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
690
1900
2875
230
1900
1439
0
1900
0
0
1900
0
0
1900
0
0
1900
0
0
1900
0
0
1900
0
2875
1204
No
0
0
0
Yes
0
0
0
Yes
700
1900
3075
0.988
3075
0
1900
0
0
650
1900
1478
0.950
1478
No
25
684
18.7
0.92
0%
0.97
13%
0
711
25
436
11.9
165
0.85
1%
271
Perm
25
329
9.0
0.0
4.0
0
Yes
25
297
8.1
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0.92
0%
0
0
0
0
0
0
0.88
0%
33%
495
Perm
1
0.0
0.0%
ø2
0.90
0%
0.92
0%
1022
0
5
1
1
1
5
5
5
8.0
12.0
36.0
36.0%
3.0
1.0
0.0
4.0
Lead
8.0
12.0
36.0
36.0%
3.0
1.0
0.0
4.0
Lead
8.0
12.0
46.0
46.0%
3.0
1.0
0.0
4.0
8.0
12.0
46.0
46.0%
3.0
1.0
0.0
4.0
C-Max
35.6
0.36
0.69
19.5
0.0
19.5
B
20.1
C
255
317
604
C-Max
35.6
0.36
0.63
21.8
0.0
21.8
C
Max
42.0
0.42
0.80
29.1
1.9
31.0
C
175
253
183
#281
1024
0
0
0
0.69
428
0
0
0
0.63
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
2
0.0
0.0%
7.0
18.0
18.0
18%
2.0
1.0
0.0
4.0
Lag
356
249
621
44
0
0
0.86
Max
42.0
0.42
0.79
23.2
1.4
24.5
C
26.6
C
187
251
217
None
1292
117
0
0
0.87
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 93 (93%), Referenced to phase 1:EBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 24.1
Intersection LOS: C
Intersection Capacity Utilization 58.1%
ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
75: Boylston Street & Arlington Street
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
Queues
3/8/2010
10989.00: DCR Bridge Program
75: Boylston Street & Arlington Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Back Bay Traffic Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
0.92
0
0
0
700
1900
4.0
0.91
1.00
1.00
1.00
0.99
3075
0.99
3075
0.90
778
0
1022
0
1900
0.92
0
0
0
650
1900
4.0
0.91
1.00
1.00
1.00
0.95
1478
0.95
1478
0.88
739
0
495
0%
13%
230
1900
4.0
1.00
0.85
1.00
0.85
1.00
1222
1.00
1222
0.85
271
0
271
165
1%
Perm
0
1900
0.92
0
0
0
690
1900
4.0
0.95
1.00
1.00
1.00
1.00
2875
1.00
2875
0.97
711
0
711
0%
0%
0%
0%
0%
0%
0%
Perm
0%
0%
1
35.0
35.0
0.35
4.0
2.0
1006
c0.25
0.71
28.1
0.55
3.6
19.0
B
19.3
B
0.92
0
0
0
5
1
35.0
35.0
0.35
4.0
2.0
428
5
42.0
42.0
0.42
4.0
2.0
621
0.22
0.63
27.1
0.52
6.0
20.2
C
c0.33
0.80
25.3
0.72
9.7
27.9
C
0.0
A
22.4
0.76
100.0
58.1%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\Mawatr\ts\10989.00\tech\synchro\Charles River Base Model\02_Back_Bay_PM.syn
Jim Danila, VHB
0.0
A
42.0
42.0
0.42
4.0
2.0
1292
0.33
0.79
25.2
0.72
4.7
22.8
C
24.5
C
C
23.0
B
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
4: Beacon Street & Charles Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Parking (#/hr)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
No
0
1900
515
1900
0
1900
No
1050
1900
No
0
1900
1215
1900
No
50
1900
0
1900
430
1900
No
0.92
30
286
6.5
0.92
0.92
0.92
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
206
30
282
6.4
0.92
0
0.92
0.92
0
0
1
1
1141
custom
6
15
6
10.0
22.0
23.0
28.8%
3.0
2.0
0.0
5.0
Lead
10.0
14.0
17.0
21.3%
3.0
1.0
0.0
4.0
Lag
560
0.0
0.0%
0.0
4.0
C-Max
0.65
32.1
0.0
32.1
140
#221
202
Max
0.54
8.2
0.0
8.2
147
201
863
0
0
0
0.65
2113
0
0
0
0.54
30
318
7.2
0.92
0
0.0
0.0%
0.0
4.0
30
323
7.3
0.92
ø2
0.92
0.92
0
1321
custom
6
1
6
54
Prot
5
5
467
custom
5
6
5
10.0
14.0
17.0
21.3%
3.0
1.0
0.0
4.0
Lag
10.0
14.0
16.0
20.0%
3.0
1.0
0.0
4.0
Lead
10.0
14.0
16.0
20.0%
3.0
1.0
0.0
4.0
Lead
4.0
24.0
24.0
30%
3.0
1.0
Max
1.03
58.6
0.0
58.6
~453
#591
Max
0.25
33.5
0.0
33.5
24
58
Max
0.54
23.1
0.0
23.1
103
153
None
238
0
0.0
0.0%
0.0
4.0
0.92
0
2
Lag
243
1279
0
0
0
1.03
215
0
0
0
0.25
864
0
0
0
0.54
Intersection Summary
Area Type:
CBD
Cycle Length: 80
Actuated Cycle Length: 80
Offset: 79 (99%), Referenced to phase 1:NBWB, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
4: Beacon Street & Charles Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
4: Beacon Street & Charles Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Parking (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
0.92
0
0
0
1215
1900
4.0
0.88
0.85
1.00
2508
1.00
2508
0.92
1321
0
1321
50
1900
4.0
1.00
1.00
0.95
1433
0.95
1433
0.92
54
0
54
0
Prot
5
0
1900
0.92
0
0
0
1050
1900
4.0
0.97
1.00
0.95
2935
0.95
2935
0.92
1141
0
1141
0
custom
6
15
47.0
47.0
0.59
4.0
2.0
2018
c0.09
0.30
0.57
11.1
1.00
1.2
12.3
B
0
1900
0.92
0
0
0
515
1900
5.0
0.95
1.00
1.00
3026
1.00
3026
0.92
560
0
560
0
430
1900
4.0
0.88
0.85
1.00
2383
1.00
2383
0.92
467
0
467
0
custom
5
6
25.0
25.0
0.31
4.0
2.0
864
0.08
0.11
0.54
22.7
1.00
2.4
25.2
C
0.92
0
0
0
1
22.0
22.0
0.28
5.0
2.0
832
0.19
0.67
25.8
1.00
4.3
30.1
C
30.1
C
0.0
A
39.7
0.96
80.0
76.6%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.92
0
0
0
custom
6
1
35.0
35.0
0.44
4.0
2.0
1223
c0.18
0.35
1.08
22.5
1.00
50.3
72.8
E
44.7
D
0.92
0
0
0
12.0
12.0
0.15
4.0
2.0
215
0.04
0.25
30.0
1.00
2.8
32.8
C
26.0
C
D
28.0
D
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
313: Longfellow Bridge & Memorial Dr WB Off-ramp
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBR
NBR2
SWL
SWR
0
1025
Free
0%
0.87
1178
300
0
150
315
0.92
0
0.84
375
0
Stop
0%
0.92
0
200
12.0
4.0
17
50
0.92
0
0
Stop
0%
0.92
0
200
12.0
4.0
17
0
0.87
345
570
Free
0%
0.94
606
2357
1551
806
2357
6.5
5.5
4.0
100
101
961
0.92
0
Raised
1
1378
806
4.1
1378
4.1
2.2
100
678
2.2
100
411
0.0
EB 2
738
0
345
1700
0.43
0
0.0
0.84
60
Raised
1
806
EB 1
785
0
0
1700
0.46
0
0.0
0.94
160
WB 1
404
0
0
1700
0.24
0
0.0
0.0
53.5
72.2%
15
WB 2
362
0
160
1700
0.21
0
0.0
1913
1551
363
1913
7.5
6.5
3.5
100
81
NB 1
375
0
375
217
1.73
634
386.2
F
386.2
F
3.3
0
217
583
583
6.9
3.3
84
380
SW 1
60
0
60
380
0.16
14
16.2
C
16.2
C
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
961
6.9
2264
886
1378
2264
6.5
5.5
4.0
100
113
C
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
9008: Storrow Drive EB Off-Ramp & Storrow Drive On-Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
SBL2
SBL
SBT
SEL2
SEL
SER
190
1900
460
1900
50
1900
No
60
1900
No
155
1900
170
1900
580
1900
480
1900
280
1900
30
227
5.2
30
255
5.8
0.85
1%
0.85
1%
255
0.85
1%
0
Split
1
824
0
30
308
7.0
0.85
5%
0.85
5%
0.85
5%
0.96
1%
0.96
1%
0.96
1%
253
Split
6
200
0
6
604
Split
5
792
1
0
Split
6
1
1
6
6
6
5
5
7.0
22.0
45.0
45.0%
3.0
1.0
0.0
4.0
7.0
22.0
45.0
45.0%
3.0
1.0
0.0
4.0
6.0
16.0
17.0
17.0%
3.0
1.0
0.0
4.0
Lag
6.0
16.0
17.0
17.0%
3.0
1.0
0.0
4.0
Lag
6.0
16.0
17.0
17.0%
3.0
1.0
0.0
4.0
Lag
7.0
24.0
38.0
38.0%
4.0
2.0
0.0
6.0
Lead
7.0
24.0
38.0
38.0%
4.0
2.0
0.0
6.0
Lead
C-Max
C-Max
0.63
26.1
0.1
26.2
204
245
147
None
None
0.65
51.4
0.0
51.4
78
114
None
0.94
94.8
0.0
94.8
126
#245
175
None
1.17
129.5
0.0
129.5
~463
#673
None
0.82
39.9
0.0
39.9
238
#314
228
390
0
0
0
0.65
212
0
0
0
0.94
515
0
0
0
1.17
963
0
0
0
0.82
0.0
0.0%
0.0
4.0
1315
0
52
0
0.65
5
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 52 (52%), Referenced to phase 1:EBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
9008: Storrow Drive EB Off-Ramp & Storrow Drive On-Ramp
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
7/8/2010
10989.00: DCR Bridge Program
9008: Storrow Drive EB Off-Ramp & Storrow Drive On-Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
SBL2
SBL
SBT
SEL2
SEL
SER
190
1900
460
1900
4.0
*1.00
0.97
1.00
0.99
0.99
3207
0.99
3207
0.85
541
0
824
50
1900
60
1900
0.85
71
0
0
170
1900
4.0
1.00
1.00
1.00
1.00
1.00
1629
1.00
1629
0.85
200
0
200
580
1900
6.0
1.00
1.00
1.00
1.00
0.95
1608
0.95
1608
0.96
604
0
604
480
1900
6.0
0.97
1.00
1.00
0.94
0.97
3008
0.97
3008
0.96
500
0
792
280
1900
0.85
59
0
0
255
1%
155
1900
4.0
0.97
1.00
1.00
1.00
0.95
3001
0.95
3001
0.85
182
0
253
5%
Split
6
5%
Split
6
5%
1%
1%
6
1%
Split
5
41.0
41.0
0.41
4.0
3.0
1315
c0.26
13.0
13.0
0.13
4.0
3.0
390
0.08
13.0
13.0
0.13
4.0
3.0
212
c0.12
32.0
32.0
0.32
6.0
2.0
515
c0.38
32.0
32.0
0.32
6.0
2.0
963
0.26
0.63
23.4
1.00
2.3
25.7
C
25.7
C
0.65
41.3
1.04
3.7
46.6
D
0.94
43.1
1.03
45.7
90.3
F
65.9
E
1.17
34.0
1.00
96.8
130.8
F
0.82
31.4
1.00
5.5
36.9
D
77.5
E
0.85
224
0
0
1%
Split
1
1%
1
59.6
0.88
100.0
79.9%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.96
292
0
0
5
E
14.0
D
HCM Signalized Intersection Capacity Analysis
7/8/2010
10989.00: DCR Bridge Program
27: Cambridge Street & Charles Street On-Ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBT
WBR
WBR2
NBL2
NBL
NBT
365
1900
670
1900
205
1900
No
135
1900
No
285
1900
410
1900
30
273
6.2
30
200
4.5
1
719
Prot
1
169
107
0.96
2%
10%
193
Prot
1
1
1
1
2
2
2
7.0
22.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
7.0
22.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
7.0
22.0
30.0
30.0%
3.0
1.0
0.0
4.0
Lead
7.0
24.0
70.0
70.0%
4.0
2.0
0.0
6.0
Lag
7.0
24.0
70.0
70.0%
4.0
2.0
0.0
6.0
Lag
7.0
24.0
70.0
70.0%
4.0
2.0
0.0
6.0
Lag
C-Min
0.32
3.4
0.0
3.4
16
55
193
C-Min
0.81
20.5
0.0
20.5
534
#775
C-Min
0.20
2.7
0.0
2.7
8
24
None
0.47
48.7
0.1
48.8
102
m162
None
0.51
20.0
0.0
20.0
41
m6
None
0.49
24.8
0.0
24.9
63
m36
120
1185
0
0
0
0.32
886
0
0
0
0.81
957
0
0
0
0.20
1039
212
0
0
0.18
2017
302
0
0
0.18
2988
483
0
0
0.18
0.96
2%
380
169
107
0.96
2%
0.92
0%
0.92
0%
0.92
0%
147
Split
2
310
Split
2
446
2
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 76 (76%), Referenced to phase 1:WBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
27: Cambridge Street & Charles Street On-Ramp
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
7/8/2010
10989.00: DCR Bridge Program
27: Cambridge Street & Charles Street On-Ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
WBT
WBR
WBR2
NBL2
NBL
NBT
365
1900
4.0
1.00
1.00
1.00
1.00
1.00
1676
1.00
1676
0.96
380
0
380
205
1900
4.0
0.95
1.00
1.00
0.85
1.00
1354
1.00
1354
0.96
214
0
193
169
107
2%
Prot
1
135
1900
6.0
1.00
1.00
1.00
1.00
0.95
1624
0.95
1624
0.92
147
0
147
285
1900
6.0
0.97
1.00
1.00
1.00
0.95
3152
0.95
3152
0.92
310
0
310
410
1900
6.0
0.91
1.00
1.00
1.00
1.00
4668
1.00
4668
0.92
446
0
446
0%
Split
2
0%
Split
2
0%
1
670
1900
4.0
0.88
1.00
1.00
0.85
1.00
1254
1.00
1254
0.96
698
0
719
169
107
2%
Prot
1
70.7
70.7
0.71
4.0
3.0
1185
0.23
70.7
70.7
0.71
4.0
3.0
887
c0.57
70.7
70.7
0.71
4.0
3.0
957
0.14
19.3
19.3
0.19
6.0
3.0
313
0.09
19.3
19.3
0.19
6.0
3.0
608
c0.10
19.3
19.3
0.19
6.0
3.0
901
0.10
0.32
5.6
0.42
0.6
3.0
A
10.7
B
0.81
10.1
0.99
7.1
17.1
B
0.20
5.0
0.38
0.4
2.3
A
0.47
35.8
1.30
0.9
47.5
D
0.51
36.1
0.56
0.1
20.3
C
0.50
36.0
0.70
0.0
25.3
C
27.2
C
2%
17.5
0.75
100.0
75.5%
15
2
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\TS\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
B
10.0
D
HCM Signalized Intersection Capacity Analysis
7/8/2010
10989.00: DCR Bridge Program
176: Cambridge Street & Storrow Drive Off-Ramp/ Parking Lot
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
0
Free
0%
0.92
0
0
55
0
0
0
0.97
0
0.92
0
0.92
0
0.96
0
310
Stop
0%
0.96
323
260
0.97
57
0
Stop
0%
0.92
0
0
0.92
0
445
Free
0%
0.97
459
0.92
0
0.96
271
4
None
None
459
0
504
572
0
572
572
229
459
4.1
0
4.2
504
7.5
572
6.5
0
6.9
572
7.6
572
6.6
229
7.0
2.2
100
1099
2.2
96
1614
3.5
100
100
4.0
100
414
3.3
100
1084
3.5
100
390
4.0
22
411
3.3
65
770
WB 1
57
57
0
1614
0.04
3
7.3
A
0.8
WB 2
229
0
0
1700
0.13
0
0.0
WB 3
229
0
0
1700
0.13
0
0.0
9.4
38.2%
15
SB 1
215
0
0
411
0.52
73
23.0
C
16.9
C
SB 2
378
0
271
1076
0.35
40
13.5
B
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
A
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
1: Nashua Street & Storrow Dr WB on-ramp
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBL2
WBL
WBR
NBL
SER
SER2
NWT
25
1900
1060
1900
355
1900
Yes
395
1900
1040
1900
610
1900
Yes
505
1900
0.92
30
263
6.0
0.92
0
Perm
1179
30
200
4.5
0.92
0.92
386
Perm
20.0
31.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
2
1130
663
custom custom
79
3
3
2
2
20.0
31.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
1.12
91.4
67.6
159.0
~459
#569
183
20.0
31.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
0.67
15.6
4.6
20.2
87
m122
1051
127
81
0
1.28
572
122
0
0
0.86
0.92
429
2
2
2
0.92
79
39.0
39.0%
0.0
6.0
0.42
0.1
1.7
1.8
0
m0
120
1020
410
0
0
0.70
1
1
10.0
24.0
30.0
30.0%
4.0
2.0
0.0
6.0
10.0
24.0
30.0
30.0%
4.0
2.0
0.0
6.0
8.0
19.0
21.0
21.0%
3.0
4.0
0.0
7.0
Lead
Yes
None
1.23
160.0
565.0
725.0
~228
#336
59
602
0
104
0
2.27
624
0
0
0
1.06
ø7
ø9
5
6
7
9
10.0
15.0
21.0
21%
4.0
1.0
20.0
26.0
40.0
40%
4.0
2.0
10.0
16.0
30.0
30%
4.0
2.0
2.0
8.0
9.0
9%
4.0
2.0
Lead
Yes
None
Lag
Yes
C-Min
None
Max
549
3
None
1.06
71.7
0.0
71.7
~274
#494
ø6
30
139
3.2
0.92
3
None
1.88
426.7
176.4
603.1
~628
#769
ø5
446
245
0
0
2.73
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 90 (90%), Referenced to phase 2:WBL and 6:, Start of Green
Natural Cycle: 145
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
1: Nashua Street & Storrow Dr WB on-ramp
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
1: Nashua Street & Storrow Dr WB on-ramp
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
WBL2
WBL
WBR
NBL
25
1900
1060
1900
6.0
0.97
1.00
0.95
3090
0.95
3090
0.92
1152
0
1179
355
1900
6.0
1.00
0.85
1.00
1425
1.00
1425
0.92
386
88
298
Perm
395
1900
6.0
0.97
1.00
0.95
3090
0.95
3090
0.92
429
0
429
0.92
27
0
0
Perm
2
2
34.0
34.0
0.34
6.0
3.0
1051
0.38
1.12
33.0
0.79
64.3
90.5
F
73.2
E
2
34.0
34.0
0.34
6.0
3.0
485
0.21
0.61
27.5
0.59
4.1
20.5
C
180.3
1.27
100.0
78.3%
15
SER2
NWT
1040
610
1900
1900
6.0
6.0
0.88
1.00
0.85
0.85
1.00
1.00
2508
1425
1.00
1.00
2508
1425
0.92
0.92
1130
663
0
282
1130
381
custom custom
79
3
3
505
1900
7.0
0.95
1.00
1.00
3185
1.00
3185
0.92
549
0
549
33.0
33.0
0.33
1020
c0.14
0.42
26.1
0.00
0.0
0.0
A
0.0
A
SER
1
24.0
24.0
0.24
6.0
3.0
602
c0.45
24.0
24.0
0.24
6.0
3.0
342
0.27
14.0
14.0
0.14
7.0
3.0
446
c0.17
1.88
38.0
1.00
401.0
439.0
F
1.11
38.0
1.00
83.1
121.1
F
1.23
43.0
1.00
122.2
165.2
F
165.2
F
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
F
19.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
2: Charles Street Ext. & Nashua Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBR
EBR2
NBT
SBT
SBR
SWL
SWT
1170
1900
215
1900
Yes
395
1900
845
1900
220
1900
240
1900
60
1900
0.92
30
252
5.7
0.92
30
200
4.5
0.92
0.92
0
429
1157
0
7
39
39
39
0.92
0%
1506
custom
6
6
6
20.0
26.0
40.0
40.0%
4.0
2.0
0.0
6.0
Lag
Yes
C-Min
1.28
161.3
289.6
450.8
~550
#666
1178
395
0
0
1.92
7
0.0
0.0%
0.0
4.0
10.0
16.0
30.0
30.0%
4.0
2.0
0.0
6.0
39.0
39.0%
0.0
0.0%
0.0
6.0
0.0
4.0
None
1.07
101.8
225.6
327.4
~304
#492
172
1.14
77.6
164.0
241.6
~473
m4
120
402
132
0
0
1.59
1019
250
0
0
1.50
0.92
38%
162
Split
5
ø1
ø2
ø3
ø9
1
2
3
9
8.0
19.0
21.0
21%
3.0
4.0
20.0
31.0
40.0
40%
4.0
2.0
10.0
24.0
30.0
30%
4.0
2.0
2.0
8.0
9.0
9%
4.0
2.0
Lead
Yes
None
Lag
Yes
C-Min
None
Max
30
277
6.3
0.92
164
5
5
5
10.0
15.0
21.0
21.0%
4.0
1.0
0.0
5.0
Lead
Yes
None
0.75
86.7
0.0
86.7
117
m#198
10.0
15.0
21.0
21.0%
4.0
1.0
0.0
5.0
Lead
Yes
None
0.74
85.8
0.0
85.8
118
m#196
197
242
0
0
0
0.67
247
0
0
0
0.66
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 90 (90%), Referenced to phase 2:WBL and 6:, Start of Green
Natural Cycle: 145
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
2: Charles Street Ext. & Nashua Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
2: Charles Street Ext. & Nashua Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBR
EBR2
NBT
SBT
SBR
SWL
SWT
1170
1900
6.0
0.76
0.85
1.00
3249
1.00
3249
0.92
1272
19
1487
custom
6
6
35.7
35.7
0.36
6.0
3.0
1160
c0.46
215
1900
395
1900
6.0
1.00
1.00
1.00
1676
1.00
1676
0.92
429
0
429
845
1900
6.0
0.95
0.97
1.00
3087
1.00
3087
0.92
918
0
1157
220
1900
60
1900
5.0
0.95
1.00
0.97
1546
0.97
1546
0.92
65
0
164
7
39
39
33.0
33.0
0.33
240
1900
5.0
0.95
1.00
0.95
1513
0.95
1513
0.92
261
0
162
Split
5
14.3
14.3
0.14
5.0
3.0
216
c0.11
14.3
14.3
0.14
5.0
3.0
221
0.11
0.75
41.1
1.66
12.2
80.6
F
0.74
41.1
1.66
11.3
79.6
E
80.1
F
1.28
32.1
1.00
133.4
165.6
F
0.92
234
0
0
24.0
24.0
0.24
6.0
3.0
402
0.26
1019
c0.37
1.07
38.0
1.00
63.9
101.9
F
101.9
F
1.14
33.5
0.31
62.2
72.8
E
72.8
E
118.0
1.06
100.0
93.0%
15
0.92
239
0
0
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
5
F
11.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
3: Nashua Street & Ramp N-LC
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBT
NBL2
NBL
NBR
NWL2
NWL
NWR
280
1900
735
1900
10
1900
Yes
150
1900
180
1900
10
1900
555
1900
180
1900
Yes
0.92
30
207
4.7
0.92
304
custom
1
1
1
799
20.0
25.0
40.0
40.0%
4.0
1.0
0.0
5.0
Lead
Yes
C-Max
0.47
26.3
0.0
26.3
141
240
20.0
25.0
40.0
40.0%
4.0
1.0
0.0
5.0
Lead
Yes
C-Max
0.62
27.4
2.2
29.6
210
301
127
641
0
0
0
0.47
1281
0
331
0
0.84
0.92
0
custom
1
2
2
1
2
10.0
21.0
29.0
29.0%
4.0
2.0
0.0
6.0
Lag
Yes
Ped
30
383
8.7
0.92
0.92
0.92
11%
196
174
0
custom custom
2
2
3
2
3
2
2
3
10.0
21.0
29.0
29.0%
4.0
2.0
0.0
6.0
Lag
Yes
Ped
0.67
48.6
0.5
49.1
116
181
303
10.0
21.0
29.0
29.0%
4.0
2.0
0.0
6.0
Lag
Yes
Ped
0.70
53.0
0.0
53.0
110
177
365
0
28
0
0.58
311
0
0
0
0.56
30
294
6.7
0.92
0.92
614
196
custom
3
13
13
3
13
10.0
29.0
31.0
31.0%
4.0
3.0
0.0
7.0
10.0
29.0
31.0
31.0%
4.0
3.0
0.0
7.0
Ped
Ped
0.85
49.1
55.5
104.6
191
#276
214
0.18
1.3
0.0
1.3
0
22
742
0
190
0
1.11
1047
0
0
0
0.19
71.0
71.0%
0.0
5.0
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 88 (88%), Referenced to phase 1:WBTL, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
3: Nashua Street & Ramp N-LC
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
3: Nashua Street & Ramp N-LC
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBT
NBL2
NBL
280
1900
5.0
1.00
1.00
0.95
1593
0.95
1593
0.92
304
0
304
custom
1
1
40.2
40.2
0.40
5.0
3.0
640
0.19
735
1900
5.0
0.95
1.00
1.00
3185
1.00
3185
0.92
799
0
799
10
1900
150
1900
6.0
1.00
0.98
0.96
1578
0.96
1578
0.92
163
2
194
0.47
22.1
1.00
2.5
24.6
C
0.92
11
0
0
custom
1
2
2
40.2
40.2
0.40
5.0
3.0
1280
c0.25
0.62
23.9
1.00
2.3
26.2
C
25.7
C
2
18.4
18.4
0.18
6.0
3.0
290
0.12
0.67
38.0
1.00
5.7
43.7
D
45.0
D
32.7
0.70
100.0
69.4%
15
NBR
NWL2
NWL
NWR
180
10
1900
1900
6.0
0.95
0.85
1.00
1354
1.00
1354
0.92
0.92
196
11
0
0
174
0
custom custom
2
3
2
3
18.4
18.4
0.18
6.0
3.0
249
c0.13
555
1900
7.0
0.97
1.00
0.95
3090
0.95
3090
0.92
603
0
614
180
1900
5.0
1.00
0.85
1.00
1425
1.00
1425
0.92
196
71
125
custom
13
13
70.6
63.6
0.64
0.70
38.2
1.00
8.3
46.5
D
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
3
23.4
23.4
0.23
7.0
3.0
723
c0.20
0.85
36.6
1.00
9.2
45.8
D
36.5
D
906
0.09
0.14
7.3
1.00
0.1
7.3
A
C
18.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
901: Land Boulevard & O'Brien Highway
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
370
1900
11
610
1
25
1095
1900
11
550
1900
11
0
1
25
No
255
1900
11
0
0
25
380
1900
11
100
1900
11
0
0
25
No
330
1900
11
0
1
25
650
1900
11
365
1900
11
0
1
25
No
365
1900
11
175
1
250
730
1900
11
210
1900
15
375
1
130
No
0.92
2%
30
930
21.1
0.92
2%
0.92
2%
0
359
Split
3
707
13.0
29.0
24.2%
4.0
1.0
-1.0
4.0
Lead
Yes
1.12
133.0
142.1
275.1
~330
#527
321
73
0
0
1.45
0.92
2%
585
Prot
4
0
Split
5
799
26.0
28.0
23.3%
4.0
1.0
-1.0
4.0
26.0
28.0
23.3%
4.0
1.0
-1.0
4.0
1190
19.0
37.0
30.8%
4.0
1.0
-1.0
4.0
Lag
Yes
0.95
75.9
0.0
75.9
306
#505
19.0
37.0
30.8%
4.0
1.0
-1.0
4.0
Lag
Yes
1.40
223.7
0.0
223.7
~650
#786
850
19.0
37.0
30.8%
4.0
1.0
-1.0
4.0
Lag
Yes
1.52
277.4
78.6
355.9
~632
#854
847
0
0
0
1.40
386
0
40
0
1.69
610
424
0
0
0
0.95
0.92
2%
0.94
0%
402
Split
4
4
30
713
16.2
0.92
2%
5
1.35
205.2
0.0
205.2
~426
#553
633
593
0
0
0
1.35
0.0
0.0%
0.0
4.0
30
297
6.8
0.92
2%
0.94
2%
0.92
2%
388
Prot
3
397
Prot
1
13.0
29.0
24.2%
4.0
1.0
-1.0
4.0
Lead
Yes
1.10
115.3
142.2
257.5
~337
#465
217
13.0
29.0
24.2%
4.0
1.0
-1.0
4.0
Lead
Yes
1.35
219.4
100.3
319.7
~408
#608
13.0
26.0
21.7%
4.0
1.0
-1.0
4.0
641
146
0
0
1.43
287
41
0
0
1.58
3
1.41
240.5
0.0
240.5
~412
#609
175
282
0
0
0
1.41
30
820
18.6
0.92
2%
793
6
6
26.0
26.0
21.7%
4.0
1.0
-1.0
4.0
0.98
75.6
0.0
75.6
226
#316
740
811
0
0
0
0.98
0.92
2%
228
Free
Free
0.0
0.0%
0.0
4.0
0.15
0.2
0.0
0.2
0
0
375
1567
0
0
0
0.15
Intersection Summary
Area Type:
CBD
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 1:SBL, Start of Green
Natural Cycle: 145
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
901: Land Boulevard & O'Brien Highway
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
901: Land Boulevard & O'Brien Highway
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
370
1900
11
4.0
1.00
1.00
0.95
1540
0.95
1540
0.92
402
0
402
2%
Split
4
1095
1900
11
4.0
0.95
1.00
1.00
3079
1.00
3079
0.92
1190
0
1190
2%
255
1900
11
380
1900
11
4.0
0.95
0.98
0.98
2965
0.98
2965
0.92
413
0
799
2%
100
1900
11
365
1900
11
4.0
1.00
1.00
0.95
1540
0.95
1540
0.92
397
0
397
2%
Prot
1
210
1900
15
4.0
1.00
0.85
1.00
1567
1.00
1567
0.92
228
0
228
2%
Free
3
365
1900
11
4.0
1.00
0.85
1.00
1378
1.00
1378
0.94
388
0
388
2%
Prot
3
730
1900
11
4.0
0.91
1.00
1.00
4424
1.00
4424
0.92
793
0
793
2%
5
330
1900
11
4.0
1.00
1.00
0.95
1540
0.95
1540
0.92
359
0
359
2%
Split
3
650
1900
11
4.0
0.95
1.00
1.00
3079
1.00
3079
0.92
707
0
707
2%
4
550
1900
11
4.0
1.00
0.85
1.00
1405
1.00
1405
0.94
585
0
585
0%
Prot
4
32.0
33.0
0.28
5.0
424
0.26
32.0
33.0
0.28
5.0
847
0.39
32.0
33.0
0.28
5.0
386
c0.42
23.0
24.0
0.20
5.0
593
c0.27
24.0
25.0
0.21
5.0
321
0.23
24.0
25.0
0.21
5.0
641
0.23
24.0
25.0
0.21
5.0
287
c0.28
21.0
22.0
0.18
5.0
282
c0.26
0.95
42.7
1.00
32.5
75.1
E
1.40
43.5
1.00
189.3
232.8
F
218.7
F
1.52
43.5
1.00
245.0
288.5
F
1.35
48.0
1.00
167.3
215.3
F
215.3
F
1.12
47.5
1.13
84.5
138.3
F
1.10
47.5
1.14
66.0
120.0
F
154.5
F
1.35
47.5
1.14
178.3
232.3
F
1.41
49.0
1.00
203.4
252.4
F
176.6
1.41
120.0
112.8%
15
0.92
277
0
0
2%
Split
5
0.92
109
0
0
2%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
6
6
21.0
22.0
0.18
5.0
811
0.18
0.98
48.8
1.00
26.7
75.4
E
112.9
F
Free
120.0
120.0
1.00
1567
0.15
0.15
0.0
1.00
0.2
0.2
A
F
16.0
H
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
30: Washington St & McGrath Hwy
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
715
1900
14
355
1900
12
0
1900
12
Yes
0
1800
14
810
1800
14
135
1800
14
No
55
1900
12
470
1900
12
605
1900
12
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
0.95
1%
30
86
2.0
0.97
4%
0.97
4%
0.87
2%
30
905
20.6
0.87
2%
0.87
2%
0.95
4%
30
410
9.3
0.95
4%
0.95
4%
0.92
2%
30
438
10.0
0.92
2%
0.92
2%
366
0
0
1086
0
58
Split
5
1132
0
0
0
0
10.0
20.0
15.0%
3.0
2.0
0.0
5.0
10.0
20.0
15.0%
3.0
2.0
0.0
5.0
753
Split
123
123
57.0
42.9%
57.0
42.9%
0.0
0.0%
0.0
0.0%
0.0
5.0
0.0
5.0
1.0
5.0
1.0
5.0
0.52
3.9
0.0
3.9
54
m62
1446
0
0
0
0.52
4
0.19
0.8
0.0
0.8
1
m1
6
22.0
56.0
42.1%
4.0
2.0
-1.0
5.0
Lag
Yes
0.56
33.6
0.0
33.6
267
301
825
1950
0
0
0
0.19
1929
0
4
0
0.56
0.0
0.0%
1.0
5.0
0.15
54.4
0.0
54.4
23
45
380
0
0
0
0.15
5
2.12
535.2
0.0
535.2
~741
#880
330
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
1.0
5.0
0.0
4.0
0.0
4.0
0.0
4.0
ø1
ø2
ø3
1
2
3
11.0
11.0
8%
4.0
1.0
21.0
31.0
23%
4.0
2.0
10.0
15.0
11%
3.0
2.0
Lead
Yes
Lag
Yes
Lead
Yes
358
533
0
0
0
2.12
Intersection Summary
Area Type:
Other
Cycle Length: 133
Actuated Cycle Length: 133
Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green
Natural Cycle: 120
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
30: Washington St & McGrath Hwy
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
30: Washington St & McGrath Hwy
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
715
1900
14
5.0
0.97
1.00
0.95
3698
0.95
3698
0.95
753
0
753
1%
Split
123
355
1900
12
5.0
0.91
1.00
1.00
4988
1.00
4988
0.97
366
0
366
4%
0
1900
12
0
1800
14
135
1800
14
470
1900
12
5.0
0.95
0.92
1.00
3178
1.00
3178
0.95
495
174
958
4%
0
1900
12
0
1900
12
0
1900
12
0.87
0
0
0
2%
0.95
637
0
0
4%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
123
4
55
1900
12
5.0
0.97
1.00
0.95
3367
0.95
3367
0.95
58
0
58
4%
Split
5
605
1900
12
0.97
0
0
0
4%
810
1800
14
5.0
0.91
0.98
1.00
5029
1.00
5029
0.87
931
0
1086
2%
52.0
46.0
0.35
52.0
46.0
0.35
1279
c0.20
1725
0.07
50.0
51.0
0.38
6.0
1928
c0.22
15.0
15.0
0.11
5.0
380
0.02
15.0
15.0
0.11
5.0
358
c0.30
0.59
35.7
0.09
1.6
4.8
A
0.21
30.7
0.02
0.2
0.9
A
3.5
A
0.56
32.2
1.00
1.2
33.4
C
33.4
C
0.15
53.3
1.00
0.9
54.1
D
2.68
59.0
1.00
762.3
821.3
F
783.9
F
286.6
0.85
133.0
94.0%
15
0.87
155
0
0
2%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
5
0.0
A
F
20.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
31: Washington St & McGrath Hwy
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1800
12
1045
1800
12
35
1800
12
Yes
340
1900
12
525
1900
12
0
1900
12
Yes
0
1900
12
0
1900
12
0
1900
12
Yes
25
1750
14
120
1750
14
310
1750
14
Yes
0.95
1%
30
598
13.6
0.95
1%
0.97
4%
0.90
4%
30
86
2.0
0.90
2%
0.90
2%
0.92
2%
30
285
6.5
0.92
2%
0.92
2%
0.85
3%
30
691
15.7
0.92
0%
0.92
0%
0
1136
0
378
Split
45
583
0
0
0
0
0
Perm
496
0
12
45
3
0.0
0.0%
42.0
31.6%
0.0
0.0%
76.0
57.1%
76.0
57.1%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
1.0
5.0
0.0
5.0
1.0
5.0
-1.0
5.0
-1.0
5.0
1.0
5.0
0.0
4.0
0.0
4.0
0.0
4.0
0.57
42.2
0.1
42.3
207
239
518
0.41
1.4
0.0
1.4
0
7
2000
0
98
0
0.60
927
0
0
0
0.41
0.31
0.4
0.0
0.4
0
0
6
1889
0
0
0
0.31
205
3
10.0
15.0
11.3%
3.0
2.0
0.0
5.0
Lead
Yes
10.0
15.0
11.3%
3.0
2.0
0.0
5.0
Lead
Yes
1.72dr
310.0
2.3
312.2
~286
#403
611
0.0
0.0%
ø1
ø2
ø4
ø5
1
2
4
5
11.0
11.0
8%
4.0
1.0
21.0
31.0
23%
4.0
2.0
22.0
56.0
42%
4.0
2.0
10.0
20.0
15%
3.0
2.0
Lead
Yes
Lag
Yes
Lag
Yes
1.0
5.0
313
0
1
0
1.59
Intersection Summary
Area Type:
Other
Cycle Length: 133
Actuated Cycle Length: 133
Offset: 0 (0%), Referenced to phase 2:EBTL, Start of Green
Natural Cycle: 120
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
dr Defacto Right Lane. Recode with 1 though lane as a right lane.
Splits and Phases:
31: Washington St & McGrath Hwy
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
31: Washington St & McGrath Hwy
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1800
12
1045
1800
12
5.0
0.81
1.00
1.00
7177
1.00
7177
0.95
1100
4
1132
1%
35
1800
12
340
1900
12
5.0
1.00
1.00
0.95
1736
0.95
1736
0.90
378
0
378
4%
Split
45
525
1900
12
5.0
0.95
1.00
1.00
3539
1.00
3539
0.90
583
0
583
2%
0
1900
12
0
1900
12
0
1900
12
0
1900
12
25
1750
14
310
1750
14
0.90
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.92
0
0
0
2%
0.85
29
0
0
3%
Perm
120
1750
14
5.0
0.95
0.90
1.00
3170
1.00
3170
0.92
130
75
421
0%
0.95
0
0
0
1%
12
0.97
36
0
0
4%
45
0.92
337
0
0
0%
3
3
36.0
36.0
0.27
71.0
72.0
0.54
71.0
72.0
0.54
1943
c0.16
940
c0.22
1916
0.16
0.58
42.0
1.00
1.3
43.3
D
43.3
D
0.40
17.9
0.01
1.1
1.3
A
0.30
16.7
0.00
0.3
0.4
A
0.8
A
Intersection Summary
HCM Average Control Delay
100.4
HCM Level of Service
HCM Volume to Capacity ratio
0.57
Actuated Cycle Length (s)
133.0
Sum of lost time (s)
Intersection Capacity Utilization
94.0%
ICU Level of Service
Analysis Period (min)
15
dr Defacto Right Lane. Recode with 1 though lane as a right lane.
c Critical Lane Group
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
10.0
10.0
0.08
5.0
238
0.13
1.72dr
61.5
1.00
362.8
424.3
F
424.3
F
0.0
A
F
15.0
F
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
8: Sullivan Square & Cambridge Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBR
NBL
NBT
NBR
SBL
SBT
SBR
SEL2
SEL
SER
0
1900
0
0
25
0
1900
0
0
25
0
1900
0
0
25
0
1900
1100
1900
0
2
25
No
225
1900
0
2
25
410
1900
0
1900
0
0
25
Yes
0
1900
1275
1900
0
3
25
180
1900
400
1
25
Yes
30
250
5.7
0.92
2%
0.92
2%
0.93
2%
30
580
13.2
0.93
2%
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
170
0.93
2%
0.92
5%
1183
245
custom custom
6
5
6
5
6
5
4.0
20.0
52.0
37.1%
3.0
3.0
-2.0
4.0
Lag
Yes
None
1.23
152.3
0.0
152.3
~757
#907
4.0
20.0
20.0
14.3%
3.0
3.0
-2.0
4.0
Lead
Yes
None
0.66
66.7
0.0
66.7
111
m142
961
0
0
0
1.23
381
0
0
0
0.64
500
30
438
10.0
0.92
5%
0.92
5%
446
0
56
56
56
0.91
5%
0%
0
Perm
1
1
30
740
16.8
0.91
5%
ø9
0.91
5%
1401
198
custom
1
1
1
1
1
1
9
4.0
20.0
54.0
38.6%
3.0
2.0
0.0
5.0
4.0
20.0
54.0
38.6%
3.0
2.0
-1.0
4.0
4.0
20.0
54.0
38.6%
3.0
2.0
-1.0
4.0
4.0
11.0
14.0
10%
6.0
1.0
C-Min
C-Min
0.98
56.8
0.0
56.8
677
#858
660
C-Min
0.25
5.1
0.0
5.1
11
57
None
0.27
22.7
0.0
22.7
127
m152
358
1657
0
0
0
0.27
1430
0
0
0
0.98
72.0
51.4%
0.0
0.0%
-2.0
4.0
0.0
4.0
400
798
0
0
0
0.25
Intersection Summary
Area Type:
Other
Cycle Length: 140
Actuated Cycle Length: 140
Offset: 58 (41%), Referenced to phase 1:SEL, Start of Green
Natural Cycle: 150
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
8: Sullivan Square & Cambridge Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
8: Sullivan Square & Cambridge Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBR
NBL
NBT
NBR
0
1900
0
1900
0
1900
0
1900
0.92
0
0
0
2%
0.92
0
0
0
2%
0.93
0
0
0
2%
0.93
0
0
0
2%
SBL
SBT
SBR
SEL2
SEL
SER
1100
225
1900
1900
4.0
4.0
0.88
0.97
0.85
1.00
1.00
0.95
2787
3335
1.00
0.95
2787
3335
0.93
0.92
1183
245
0
0
1183
245
2%
5%
custom custom
6
5
6
5
46.3
13.7
48.3
15.7
0.34
0.11
6.0
6.0
3.0
3.0
962
374
c0.42
c0.07
410
1900
4.0
0.95
1.00
1.00
3438
1.00
3438
0.92
446
0
446
5%
0
1900
0
1900
0.92
0
0
0
5%
0.91
0
0
0
5%
Perm
1275
1900
4.0
0.91
1.00
0.95
3129
0.95
3129
0.91
1401
0
1401
5%
180
1900
4.0
1.00
0.85
1.00
1538
1.00
1538
0.91
198
95
103
5%
custom
1
1
63.0
64.0
0.46
5.0
3.0
703
0.07
1.23
45.9
1.00
112.6
158.4
F
0.0
A
0.66
59.6
0.98
4.0
62.1
E
158.4
F
85.4
1.03
140.0
142.3%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
56
56
66.0
68.0
0.49
1670
0.13
1
1
63.0
64.0
0.46
5.0
3.0
1430
c0.45
0.27
21.3
1.04
0.1
22.3
C
36.4
D
0.98
37.4
1.00
19.4
56.8
E
52.6
D
1
0.15
22.1
1.00
0.4
22.5
C
F
12.0
H
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
5: Sullivan Square & Rutherford Avenue
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Evening
EBT
EBR
WBL
WBT
NBL
NBR
1730
Free
0%
0.93
1860
0
0
0.92
0
0
Yield
0%
0.90
0
875
0.93
0
0
Free
0%
0.92
0
0.90
972
1860
1860
930
1860
4.1
1860
6.8
930
6.9
2.2
100
321
3.5
100
65
3.3
0
269
None
None
250
EB 1
930
0
0
1700
0.55
0
0.0
0.0
EB 2
930
0
0
1700
0.55
0
0.0
NB 1
486
0
486
269
1.81
818
409.9
F
409.9
F
140.7
85.1%
15
NB 2
486
0
486
269
1.81
818
409.9
F
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
E
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
6: Main Street & Sullivan Square
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Evening
WBL
WBR
NBT
NBR
SBL
SBT
0
Yield
0%
0.92
0
935
1980
Free
0%
0.91
2176
625
0
0.91
687
0.92
0
0
Free
0%
0.92
0
0.92
1016
None
None
410
2519
1431
2863
2519
6.8
1431
6.9
2863
4.1
3.5
100
23
3.3
0
124
2.2
100
128
WB 1
508
0
508
124
4.11
Err
Err
F
Err
F
WB 2
508
0
508
124
4.11
Err
Err
F
NB 1
1451
0
0
1700
0.85
0
0.0
NB 2
1412
0
687
1700
0.83
0
0.0
0.0
2619.8
114.1%
15
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
H
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
9: Alford Street SB & Sullivan Square
Movement
Lane Configurations
Volume (veh/h)
Sign Control
Grade
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
Direction, Lane #
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Intersection Summary
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
Charles River Base Model - Existing Conditions
Weekday Evening
NBT
NBR
SBL
SBT
SWL
SWR
0
Stop
0%
0.92
0
0
0
0.94
0
1720
Free
0%
0.97
1773
0
0.92
0
785
Stop
0%
0.94
835
0.97
0
None
1003
3546
0
3546
3546
0
3546
6.5
0
6.2
3546
7.1
3546
6.5
0
4.1
4.0
0
0
3.3
100
1085
3.5
0
0
4.0
0
0
2.2
0
1630
SB 1
418
0
0
0
Err
Err
Err
F
Err
F
SB 2
418
0
0
0
Err
Err
Err
F
SW 1
887
887
0
1630
1.09
907
65.4
F
65.4
SW 2
887
887
0
1630
1.09
907
65.4
F
Err
106.6%
15
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
G
HCM Unsignalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
162: Land Boulevard & Rutherford Avenue
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
920
1900
420
1900
0
1900
Yes
0
1900
310
1900
20
1900
Yes
200
1900
60
1900
95
1900
Yes
0
1900
0
1900
0
1900
Yes
0.89
1%
0.75
1%
0
0.78
0%
28%
849
custom
3
3
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
2.34
619.6
0.0
619.6
~715
m#53
363
0
0
0
2.34
30
99
2.3
0.78
0%
0.78
0%
0.89
1%
30
498
11.3
0.89
1%
868
0
0
370
3
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
2
2.31
608.8
0.0
608.8
~729
m#53
19
21.0
42.0
49.4%
3.0
2.0
-1.0
4.0
Lag
Yes
0.23
14.6
0.0
14.6
60
87
418
375
0
0
0
2.31
1589
0
2
0
0.23
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
0.0%
0.0
4.0
0.93
1%
10%
193
custom
1
1
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
0.57
38.1
672.9
711.1
98
170
340
0
278
0
3.11
30
313
7.1
0.93
1%
0.93
1%
0.75
1%
30
350
8.0
0.75
1%
189
0
0
0
0
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
1
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
0.50
25.3
362.2
387.5
62
130
233
270
376
0
270
0
1.78
Intersection Summary
Area Type:
Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of Green
Natural Cycle: 90
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
162: Land Boulevard & Rutherford Avenue
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
162: Land Boulevard & Rutherford Avenue
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
920
1900
4.0
0.95
1.00
0.95
1715
0.95
1715
0.78
1179
0
849
0%
custom
3
3
17.0
18.0
0.21
5.0
363
c0.50
420
1900
4.0
0.95
1.00
0.98
1771
0.98
1771
0.78
538
0
868
0%
0
1900
0
1900
20
1900
60
1900
4.0
0.95
0.92
0.99
1633
0.99
1633
0.93
65
50
139
1%
0
1900
0
1900
0
1900
0.89
0
0
0
1%
200
1900
4.0
0.95
1.00
0.95
1698
0.95
1698
0.93
215
0
193
1%
custom
1
1
16.0
17.0
0.20
5.0
340
c0.11
95
1900
0.78
0
0
0
0%
310
1900
4.0
0.95
0.99
1.00
3542
1.00
3542
0.89
348
6
364
1%
0.93
102
0
0
1%
0.75
0
0
0
1%
0.75
0
0
0
1%
0.75
0
0
0
1%
2.34
33.5
0.28
603.3
612.5
F
0.57
30.7
1.00
6.7
37.4
D
0.43
29.7
1.00
4.0
33.8
C
35.6
D
3
2
17.0
18.0
0.21
5.0
375
0.49
37.0
38.0
0.45
5.0
1583
c0.10
2.31
33.5
0.28
592.4
601.6
F
607.0
F
0.23
14.5
1.00
0.3
14.8
B
14.8
B
429.9
0.83
85.0
65.7%
15
0.89
22
0
0
1%
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
1
16.0
17.0
0.20
5.0
327
0.09
0.0
A
F
12.0
C
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
161: Charlestown Ave & Rutherford Ave.
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
0
1900
0
0
25
1315
1900
795
1900
200
1
25
Yes
70
1900
0
0
25
440
1900
0
1900
0
0
25
No
0
1900
0
0
25
0
1900
0
1900
0
0
25
Yes
25
1900
0
0
25
20
1900
490
1900
0
1
25
Yes
0.78
0%
30
506
11.5
0.78
0%
0
1686
3
0.0
0.0%
0.0
4.0
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
2.21
569.1
130.6
699.7
~772
#755
426
764
0
230
0
3.16
30
99
2.3
0.89
1%
0.89
1%
0.78
0%
0.89
1%
1019
custom
3
3
21.0
22.0
25.9%
3.0
2.0
-1.0
4.0
0
Split
2
573
21.0
42.0
49.4%
3.0
2.0
-1.0
4.0
Lag
Yes
21.0
42.0
49.4%
3.0
2.0
-1.0
4.0
Lag
Yes
0.36
9.2
0.0
9.2
71
92
19
1.31
163.6
0.0
163.6
~456
#505
200
780
0
0
0
1.31
0.93
1%
30
305
6.9
0.93
1%
0.93
1%
0.75
1%
0
0
0
0
0
Split
1
60
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
0.0
4.0
0.0
4.0
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
21.0
21.0
24.7%
3.0
2.0
-1.0
4.0
Lead
Yes
0.09
28.2
0.2
28.4
13
25
348
2
1587
0
0
0
0.36
225
30
428
9.7
0.75
1%
0.75
1%
653
custom
1
13
696
0
348
0
0.17
43.0
50.6%
-1.0
4.0
0.75
17.3
0.0
17.3
167
195
874
0
0
0
0.75
Intersection Summary
Area Type:
Other
Cycle Length: 85
Actuated Cycle Length: 85
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of Green
Natural Cycle: 90
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
161: Charlestown Ave & Rutherford Ave.
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/8/2010
10989.00: DCR Bridge Program
161: Charlestown Ave & Rutherford Ave.
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
0
1900
1315
1900
4.0
0.95
1.00
1.00
3610
1.00
3610
0.78
1686
0
1686
0%
795
1900
4.0
1.00
0.85
1.00
1615
1.00
1615
0.78
1019
438
581
0%
custom
3
3
17.0
18.0
0.21
5.0
342
0.36
70
1900
440
1900
4.0
0.95
1.00
0.99
3550
0.99
3550
0.89
494
0
573
1%
0
1900
0
1900
0
1900
0
1900
25
1900
0.89
0
0
0
1%
0.93
0
0
0
1%
0.93
0
0
0
1%
0.93
0
0
0
1%
0.75
33
0
0
1%
Split
1
20
1900
4.0
0.95
1.00
0.97
3479
0.97
3479
0.75
27
0
60
1%
0.78
0
0
0
0%
3
17.0
18.0
0.21
5.0
764
c0.47
2.21
33.5
1.00
547.3
580.8
F
497.6
F
1.70
33.5
1.00
326.5
360.0
F
342.9
0.87
85.0
76.8%
15
0.89
79
0
0
1%
Split
2
2
490
1900
4.0
1.00
0.85
1.00
1599
1.00
1599
0.75
653
140
513
1%
custom
1
13
37.0
38.0
0.45
5.0
1587
c0.16
16.0
17.0
0.20
5.0
696
0.02
0.36
15.5
0.55
0.6
9.1
A
9.1
A
0.09
27.7
1.00
0.2
27.9
C
24.1
C
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
0.0
A
SBR
38.0
39.0
0.46
734
c0.32
0.70
18.3
1.00
5.5
23.8
C
F
8.0
D
HCM Signalized Intersection Capacity Analysis
3/8/2010
10989.00: DCR Bridge Program
400: N Washington Street & Causeway Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
NBL
NBT
NBR
SBL
SBT
SBR
NEL
NET
NER
SWL
SWT
SWR
25
1900
675
1900
75
1900
Yes
240
1900
975
1900
300
1900
Yes
375
1900
140
1900
15
1900
Yes
85
1900
150
1900
625
1900
Yes
30
240
5.5
15
0.90
2%
0
Perm
30
214
4.9
0.90
2%
45
0.90
2%
45
0.90
2%
861
0
267
pm+pt
1
6
24.0
35.0
23.3%
3.0
3.0
-2.0
4.0
Lead
2
2
22.0
52.0
34.7%
3.0
3.0
-2.0
4.0
Lag
22.0
52.0
34.7%
3.0
3.0
-2.0
4.0
Lag
0.0
0.0%
0.0
4.0
0.90
2%
1083
30
1674
38.0
15
0.90
2%
5
0.90
2%
333
Perm
0.90
2%
65
0.90
2%
65
0.90
2%
417
Split
4
173
0
6
22.0
87.0
58.0%
3.0
3.0
-2.0
4.0
22.0
38.0
25.3%
3.0
3.0
-2.0
4.0
22.0
38.0
25.3%
3.0
3.0
-2.0
4.0
6
22.0
87.0
58.0%
3.0
3.0
-2.0
4.0
30
697
15.8
4
0.0
0.0%
0.0
4.0
0.90
2%
5
0.90
2%
0
Split
8
955
0
22.0
25.0
16.7%
3.0
3.0
-2.0
4.0
22.0
25.0
16.7%
3.0
3.0
-2.0
4.0
8
1.00
80.9
0.0
80.9
~442
#593
160
0.68
39.6
0.0
39.6
170
276
0.61
24.6
0.0
24.6
365
437
134
0.37
2.8
0.0
2.8
0
45
1.16
146.7
0.0
146.7
~480
#697
0.47
54.2
0.0
54.2
145
224
1594
1.41
221.3
0.0
221.3
~503
#642
617
860
0
0
0
1.00
394
0
0
0
0.68
1762
0
0
0
0.61
895
0
0
0
0.37
361
0
0
0
1.16
370
0
0
0
0.47
678
0
0
0
1.41
0.0
0.0%
0.0
4.0
Intersection Summary
Area Type:
CBD
Cycle Length: 150
Actuated Cycle Length: 150
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 140
Control Type: Pretimed
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases:
400: N Washington Street & Causeway Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
400: N Washington Street & Causeway Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
NBL
NBT
NBR
SBL
SBT
SBR
NEL
NET
NER
SWL
SWT
SWR
25
1900
675
1900
4.0
0.95
0.98
1.00
0.99
1.00
3065
0.87
2671
0.90
750
5
856
75
1900
240
1900
4.0
1.00
1.00
1.00
1.00
0.95
1593
0.11
188
0.90
267
0
267
45
2%
pm+pt
1
6
81.0
83.0
0.55
6.0
394
c0.14
0.24
0.68
33.3
1.00
9.0
42.3
D
975
1900
4.0
0.95
1.00
1.00
1.00
1.00
3185
1.00
3185
0.90
1083
0
1083
300
1900
4.0
1.00
0.95
1.00
0.85
1.00
1349
1.00
1349
0.90
333
149
184
15
2%
Perm
375
1900
4.0
1.00
1.00
1.00
1.00
0.95
1593
0.95
1593
0.90
417
0
417
5
2%
Split
4
140
1900
4.0
1.00
0.98
1.00
0.99
1.00
1621
1.00
1621
0.90
156
2
171
15
1900
85
1900
625
1900
0.90
17
0
0
65
2%
0.90
94
0
0
65
2%
Split
8
150
1900
4.0
0.95
0.98
1.00
0.89
1.00
2771
1.00
2771
0.90
167
290
665
32.0
34.0
0.23
6.0
361
c0.26
32.0
34.0
0.23
6.0
367
0.11
19.0
21.0
0.14
6.0
388
c0.24
1.16
58.0
1.00
96.6
154.6
F
0.47
50.1
1.00
4.2
54.3
D
125.2
F
1.71
64.5
1.00
332.2
396.7
F
396.7
F
0.90
28
0
0
15
2%
Perm
2%
0.90
83
0
0
45
2%
2
2
46.0
48.0
0.32
6.0
855
c0.32
1.00
51.0
1.00
30.9
81.9
F
81.9
F
138.7
1.08
150.0
121.1%
15
2%
6
81.0
83.0
0.55
6.0
1762
0.34
0.61
22.7
1.00
1.6
24.3
C
25.9
C
6
81.0
83.0
0.55
6.0
746
0.14
0.25
17.3
1.00
0.8
18.1
B
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
2%
4
2%
0.90
694
0
0
5
2%
8
F
16.0
H
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
410: Merrimack Street & Staniford Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Peds. (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
WBU
WBL
WBR
WBR2
NBU
NBL
NBR
NBR2
SEL2
SEL
SER
SWL2
SWL
SWR
10
1900
105
1900
150
1900
50
1900
Yes
5
1900
125
1900
355
1900
285
1900
Yes
175
1900
230
1900
250
1900
Yes
65
1900
290
1900
175
1900
Yes
0.93
4%
30
657
14.9
100
0.93
4%
70
0.93
2%
80
0.94
2%
30
536
12.2
70
0.94
2%
100
0.94
2%
70
0.92
4%
30
1674
38.0
100
0.92
4%
382
306
custom custom
186
Prot
1
266
Perm
0
Perm
4
4
4
0
Perm
5
5
375
0.93
4%
80
0.93
0.93
4%
2%
10%
124
166
49
0
custom custom custom
5
2
2
4
5
2
2
4
30
276
6.3
375
0.93
2%
139
80
0.93
2%
4
4
4
4
45
45
245
6
190
custom
4
3
1
6
8.0
14.0
21.0
21.0%
3.0
3.0
-2.0
4.0
Lead
8.0
14.0
30.0
30.0%
3.0
3.0
-2.0
4.0
Lag
8.0
14.0
30.0
30.0%
3.0
3.0
-2.0
4.0
Lag
4.0
10.0
29.0
29.0%
3.0
3.0
-2.0
4.0
Lag
4.0
10.0
29.0
29.0%
3.0
3.0
-2.0
4.0
Lag
None
None
1.06dl
71.8
0.0
71.8
125
#219
1594
0.39
4.5
0.0
4.5
0
34
407
0
0
0
0.95
491
0
0
0
0.39
8.0
14.0
21.0
21.0%
3.0
3.0
-2.0
4.0
Lead
8.0
14.0
30.0
30.0%
3.0
3.0
-2.0
4.0
Lag
8.0
14.0
30.0
30.0%
3.0
3.0
0.0
6.0
Lag
4.0
10.0
29.0
29.0%
3.0
3.0
0.0
6.0
Lag
4.0
10.0
29.0
29.0%
3.0
3.0
-2.0
4.0
Lag
4.0
10.0
29.0
29.0%
3.0
3.0
-2.0
4.0
Lag
Min
Min
2.00
527.7
0.0
527.7
~124
#240
577
C-Max
0.30
20.6
0.0
20.6
73
144
C-Max
0.09
6.4
0.0
6.4
0
25
None
None
1.12
159.0
0.0
159.0
~105
m#186
196
None
1.20
156.0
0.0
156.0
~303
m#428
0.40
6.3
0.0
6.3
9
m35
None
0.65
47.9
0.0
47.9
111
172
C-Max
0.33
18.9
0.0
18.9
97
155
456
C-Max
0.37
3.6
0.0
3.6
0
44
62
0
0
0
2.00
554
0
0
0
0.30
535
0
0
0
0.09
124
0
0
0
1.12
319
0
0
0
1.20
759
0
0
0
0.40
309
0
0
0
0.60
733
0
0
0
0.33
717
0
0
0
0.37
-2.0
4.0
375
0.92
4%
6
6
8.0
14.0
21.0
21.0%
3.0
3.0
0.0
6.0
Lead
50.0
50.0%
386
ø3
41
41
50.0
50.0%
4.0
20.0
20.0
20%
2.0
0.0
-2.0
4.0
Lead
Yes
None
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:WBR and 6:SEL, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
Splits and Phases:
410: Merrimack Street & Staniford Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
410: Merrimack Street & Staniford Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
WBU
WBL
10
1900
105
1900
4.0
1.00
1.00
0.94
1.00
0.95
1464
0.24
363
0.93
113
0
124
100
4%
0.93
11
0
0
4%
Perm
5
WBR
Charles River Base Model - Existing Conditions
Weekday Evening
WBR2
NBU
NBL
150
50
5
1900
1900
1900
4.0
6.0
0.88
0.95
1.00
0.93
1.00
1.00
0.85
0.85
1.00
1.00
1230
1239
1.00
1.00
1230
1239
0.93
0.93
0.93
161
54
5
1
28
0
165
21
0
375
80
4%
4%
2%
custom custom custom
5
2
2
4
15.0
42.9
42.9
17.0
44.9
42.9
0.17
0.45
0.43
6.0
6.0
6.0
2.0
2.0
2.0
62
552
532
0.13
c0.34
0.02
2.00
0.30
0.04
41.5
17.5
16.6
1.00
1.00
1.00
502.0
1.4
0.1
543.5
18.9
16.7
F
B
B
210.5
F
125
1900
4.0
1.00
1.00
0.71
1.00
0.95
1135
0.42
496
0.93
134
0
139
375
2%
Intersection Summary
HCM Average Control Delay
87.7
HCM Volume to Capacity ratio
0.86
Actuated Cycle Length (s)
100.0
Intersection Capacity Utilization
67.1%
Analysis Period (min)
15
dl Defacto Left Lane. Recode with 1 though lane as a left lane.
c Critical Lane Group
NBR2
SEL2
SEL
SER
SWL2
SWL
SWR
355
285
1900
1900
4.0
4.0
1.00
1.00
0.89
0.91
1.00
1.00
0.85
0.85
1.00
1.00
1274
1290
1.00
1.00
1274
1290
0.93
0.93
382
306
0
165
382
141
80
70
2%
2%
custom custom
175
1900
4.0
1.00
1.00
1.00
1.00
0.95
1593
0.95
1593
0.94
186
0
186
80
2%
Prot
1
230
1900
4.0
1.00
1.00
1.00
1.00
0.95
1593
0.95
1593
0.94
245
0
245
70
2%
250
1900
4.0
1.00
0.92
1.00
0.85
1.00
1317
1.00
1317
0.94
266
144
122
100
2%
Perm
65
1900
290
1900
4.0
0.97
1.00
0.86
1.00
0.95
2621
0.59
1627
0.92
315
0
386
100
4%
175
1900
4.0
1.00
0.59
1.00
0.85
1.00
824
1.00
824
0.92
190
101
89
375
4%
custom
4
23.0
25.0
0.25
6.0
2.0
124
4
23.0
25.0
0.25
6.0
2.0
319
45
44.0
46.0
0.46
0.28
1.12
37.5
1.29
114.1
162.5
F
116.8
F
c0.30
1.20
37.5
1.30
113.7
162.5
F
0.11
0.24
16.4
2.38
0.1
39.0
D
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
NBR
593
0.92
71
0
0
70
4%
Perm
6
16.1
18.1
0.18
6.0
2.0
288
0.12
44.0
46.0
0.46
6.0
2.0
733
c0.15
0.65
38.0
1.00
3.7
41.7
D
0.33
17.2
1.00
1.2
18.5
B
24.0
C
4
6
44.0
46.0
0.46
6.0
2.0
606
0.09
0.20
16.1
1.00
0.7
16.8
B
4
23.0
25.0
0.25
6.0
2.0
407
0.24
1.06dl
36.9
1.00
31.0
67.9
E
50.7
D
41
45.1
47.1
0.47
388
0.11
0.23
15.7
1.00
0.1
15.8
B
F
8.0
C
HCM Signalized Intersection Capacity Analysis
3/10/2010
10989.00: DCR Bridge Program
121: Cambridge Street & Staniford Street
Lane Group
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width (ft)
Storage Length (ft)
Storage Lanes
Taper Length (ft)
Right Turn on Red
Link Speed (mph)
Link Distance (ft)
Travel Time (s)
Confl. Bikes (#/hr)
Peak Hour Factor
Heavy Vehicles (%)
Shared Lane Traffic (%)
Lane Group Flow (vph)
Turn Type
Protected Phases
Permitted Phases
Detector Phase
Switch Phase
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red Time (s)
Lost Time Adjust (s)
Total Lost Time (s)
Lead/Lag
Lead-Lag Optimize?
Recall Mode
v/c Ratio
Control Delay
Queue Delay
Total Delay
Queue Length 50th (ft)
Queue Length 95th (ft)
Internal Link Dist (ft)
Turn Bay Length (ft)
Base Capacity (vph)
Starvation Cap Reductn
Spillback Cap Reductn
Storage Cap Reductn
Reduced v/c Ratio
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
305
1900
10
180
1
25
595
1900
11
0
1900
11
0
0
25
No
0
1900
12
0
0
25
680
1900
12
190
1900
12
0
1
25
No
0
1900
12
0
0
25
0
1900
12
5
1900
12
0
1
25
Yes
180
1900
10
0
1
25
0
1900
12
230
1900
12
0
1
25
No
30
379
8.6
30
261
5.9
30
236
5.4
0.97
1%
0.97
1%
21
0.97
1%
0.95
1%
0.95
1%
314
Prot
4
613
0
0
716
2
6
200
pt+ov
36
4
2
6
36
8.0
22.0
26.0
26.0%
3.0
1.0
0.0
4.0
Lag
Yes
Ped
0.96
70.1
0.0
70.1
200
#371
8.0
12.0
35.0
35.0%
3.0
1.0
0.0
4.0
Lag
Yes
C-Max
0.46
37.3
0.7
38.0
208
262
299
8.0
22.0
47.0
47.0%
3.0
1.0
0.0
4.0
180
330
0
0
0
0.95
0.0
0.0%
0.0
0.0%
0.0
4.0
0.0
4.0
1337
385
0
0
0.64
78
0.95
1%
0.63
0%
0.63
0%
0
0
74.0
74.0%
0.0
0.0%
0.0
0.0%
0.0
5.0
0.0
4.0
0.0
4.0
C-Max
0.50
21.5
6.5
28.0
171
226
181
0.20
6.1
1.2
7.4
40
67
1441
664
63
0
0.92
1019
619
0
0
0.50
30
816
18.5
1
0.63
0%
0.94
3%
0.94
3%
0.94
3%
8
custom
1
191
Prot
3
0
245
custom
3
1
3
3
5.0
9.0
12.0
12.0%
3.0
1.0
0.0
4.0
Lead
Yes
None
0.02
0.0
0.0
0.0
0
0
8.0
23.0
27.0
27.0%
4.0
1.0
0.0
5.0
Lead
Yes
Ped
0.63
46.0
0.0
46.0
124
m145
8.0
23.0
27.0
27.0%
4.0
1.0
0.0
5.0
Lead
Yes
Ped
0.85
56.9
0.0
56.9
162
m185
156
0.0
0.0%
0.0
4.0
736
538
0
0
0
0.01
324
0
0
0
0.59
310
0
0
0
0.79
Intersection Summary
Area Type:
CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 77 (77%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:
121: Cambridge Street & Staniford Street
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
Queues
3/10/2010
10989.00: DCR Bridge Program
121: Cambridge Street & Staniford Street
Movement
Lane Configurations
Volume (vph)
Ideal Flow (vphpl)
Lane Width
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Bikes (#/hr)
Heavy Vehicles (%)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot
v/s Ratio Perm
v/c Ratio
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS
Intersection Summary
HCM Average Control Delay
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
c Critical Lane Group
Charles River Base Model - Existing Conditions
Weekday Evening
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
305
1900
10
4.0
1.00
1.00
1.00
1.00
0.95
1501
0.95
1501
0.97
314
0
314
595
1900
11
4.0
0.95
1.00
1.00
1.00
1.00
3110
1.00
3110
0.97
613
0
613
0
1900
11
0
1900
12
0
1900
12
0.63
0
0
0
0.63
0
0
0
180
1900
10
5.0
1.00
1.00
1.00
1.00
0.95
1472
0.95
1472
0.94
191
0
191
230
1900
12
5.0
1.00
1.00
1.00
0.85
1.00
1411
1.00
1411
0.94
245
0
245
1%
Prot
4
1%
1%
1%
0%
0%
6
3%
Prot
3
3%
2
5
1900
12
4.0
1.00
1.00
1.00
0.86
1.00
1479
1.00
1479
0.63
8
8
0
1
0%
custom
1
0
1900
12
0.95
0
0
0
190
1900
12
5.0
1.00
1.00
1.00
0.85
1.00
1439
1.00
1439
0.95
200
0
200
78
1%
pt+ov
36
0
1900
12
0.97
0
0
0
21
1%
680
1900
12
4.0
0.95
1.00
1.00
1.00
1.00
3217
1.00
3217
0.95
716
0
716
21.8
21.8
0.22
4.0
2.0
327
c0.21
39.8
39.8
0.40
4.0
2.0
1238
0.20
44.8
44.8
0.45
4.0
2.0
1441
c0.22
69.2
65.2
0.65
938
0.14
1.0
1.0
0.01
4.0
2.0
15
0.00
20.4
20.4
0.20
5.0
2.0
300
0.13
20.4
20.4
0.20
5.0
2.0
288
c0.17
0.96
38.7
0.75
36.5
65.6
E
0.50
22.6
1.68
1.3
39.2
D
48.1
D
0.50
19.6
1.00
1.2
20.8
C
17.8
B
0.21
7.0
1.00
0.0
7.1
A
0.01
49.0
1.00
0.1
49.1
D
0.64
36.4
1.14
1.4
42.8
D
0.85
38.3
1.14
9.7
53.3
D
36.1
0.70
100.0
60.7%
15
HCM Level of Service
Sum of lost time (s)
ICU Level of Service
\\mawatr\ts\10989.00\tech\synchro\Charles River Base Model\01_Base_PM.syn
VHB:NLH
49.1
D
0.94
0
0
0
3%
custom
3
48.7
D
D
13.0
B
HCM Signalized Intersection Capacity Analysis
3/10/2010
Crash Data
\\Mawatr\ts\10989.01\docs\memos\Existing Conditions Memo Attachments\Attachments.doc
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : WATERTOWN, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MOUNT AUBURN STREET
RIN #
MINOR STREET(S) : FRESH POND PARKWAY / GERRY'S LANDING ROAD
RIN #
RIN #
RIN #
RIN #
1. FRESH POND PKWY
2. MT AUBURN
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
4. MT AUBURN ST
3. GERRY'S LANDING RD
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
1440
315
2385
900
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
57
APPROACH ADT :
# OF
YEARS :
0.70
4
RATE =
56000
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
14
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : FRESH POND PARKWAY
RIN #
MINOR STREET(S) : GREENOUGH BOULEVARD
RIN #
MEMORIAL DRIVE
RIN #
RIN #
RIN #
2. MEMORIAL DR
1. FRESH POND PKWY
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
3. GREENOUGH BLVD
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
EB
WB
NB
VOLUMES (PM) :
1990
780
2020
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
40
APPROACH ADT :
# OF
YEARS :
0.51
4
RATE =
4
53222.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
10
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : GREENOUGH BOULEVARD
RIN #
MINOR STREET(S) : ELIOT BRIDGE
RIN #
RIN #
RIN #
RIN #
1. GREENOUGH BLVD
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
2. ELIOT BR
3. GREENOUGH BLVD
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
SB
WB
NB
VOLUMES (PM) :
1895
2215
540
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
16
APPROACH ADT :
# OF
YEARS :
0.21
4
RATE =
4
51666.667
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
4
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : SOLDIERS FIELD ROAD (SFR)
RIN #
MINOR STREET(S) : ELIOT BRIDGE
RIN #
RIN #
RIN #
RIN #
INTERSECTION
North
2. SFR - WB
INTERSECTION
DIAGRAM
REF #
1. ELIOT BR
(Label Approaches)
3. SFR - EB
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
EB
WB
NB
VOLUMES (PM) :
1440
3145
415
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
9
APPROACH ADT :
# OF
YEARS :
0.11
4
RATE =
4
55555.556
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
2
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MOUNT AUBURN STREET
RIN #
MINOR STREET(S) : JOHN F. KENNEDY STREET (JFK ST)
RIN #
RIN #
RIN #
RIN #
JFK ST (ONE-WAY NB)
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
MT AUBURN ST
(Label Approaches)
1. MT AUBURN ST
(ONE-WAY EB)
(ONE-WAY EB)
2. JFK ST (ONE-WAY NB)
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
EB
NB
VOLUMES (PM) :
440
755
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
23
3
APPROACH ADT :
# OF
YEARS :
1.19
4
RATE =
4
13277.778
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
6
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MEMORIAL DRIVE
RIN #
MINOR STREET(S) : JOHN F. KENNEDY STREET (JFK ST)
RIN #
RIN #
RIN #
RIN #
1. JFK ST
INTERSECTION
North
INTERSECTION
DIAGRAM
2. MEMORIAL DR
REF #
(Label Approaches)
4. MEMORIAL DR
3. JFK ST
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
655
790
1055
735
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
56
APPROACH ADT :
# OF
YEARS :
1.07
4
RATE =
35944.444
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
14
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : ALLSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : WESTERN AVENUE
RIN #
MINOR STREET(S) : NORTH HARVARD STREET
RIN #
RIN #
RIN #
RIN #
1. N. HARVARD ST
INTERSECTION
North
INTERSECTION
DIAGRAM
2. WESTERN AVE
REF #
(Label Approaches)
4. WESTERN AVE
3. N. HARVARD ST
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
375
525
415
370
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
26
APPROACH ADT :
# OF
YEARS :
0.95
4
RATE =
18722.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
7
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MEMORIAL DRIVE
RIN #
MINOR STREET(S) : WESTERN AVENUE
RIN #
RIN #
RIN #
RIN #
1. MEMORIAL DR
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
2. WESTERN AVE (ONE‐WAY WB)
(Label Approaches)
3. MEMORIAL DR
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
SB
WB
NB
VOLUMES (PM) :
825
1125
1300
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
61
APPROACH ADT :
# OF
YEARS :
1.16
4
RATE =
4
36111.111
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
15
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MEMORIAL DRIVE
RIN #
MINOR STREET(S) : RIVER STREET
RIN #
RIN #
RIN #
RIN #
1. MEMORIAL DR
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
3. RIVER ST
(ONE-WAY EB)
2. MEMORIAL DR
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
SB
NB
EB
VOLUMES (PM) :
715
1175
1725
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
87
APPROACH ADT :
# OF
YEARS :
1.48
4
RATE =
4
40166.667
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
22
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : COMMONWEALTH AVENUE (COMM. AVE)
RIN #
MINOR STREET(S) : BOSTON UNIVERSITY BRIDGE (BU BR)
RIN #
ESSEX STREET
RIN #
RIN #
RIN #
1. BU BR
INTERSECTION
North
INTERSECTION
DIAGRAM
2. COMM AVE
(Label Approaches)
REF #
4. COMM AVE
3. ESSEX ST
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
1870
2375
380
1390
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
46
APPROACH ADT :
# OF
YEARS :
0.47
4
RATE =
66833.333
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
12
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : COMMONWEALTH AVENUE (COMM. AVE)
RIN #
MINOR STREET(S) : BOSTON UNIVERSITY BRIDGE (BU BR)
RIN #
UNIVERSITY ROAD / CARLTON STREET
RIN #
RIN #
RIN #
1. UNIVERSITY RD
INTERSECTION
North
INTERSECTION
2. COMM AVE
DIAGRAM
REF #
(Label Approaches)
4. COMM AVE
3. CARLTON ST
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
270
990
1500
1055
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
12
APPROACH ADT :
# OF
YEARS :
0.19
4
RATE =
42388.889
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
3
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MASSACHUSETTS AVENUE (MASS AVE)
RIN #
MINOR STREET(S) : PROSPECT STREET
RIN #
RIVER STREET/WESTERN AVENUE
RIN #
RIN #
RIN #
1. MASS AVE
INTERSECTION
North
INTERSECTION
DIAGRAM
2. PROSPECT ST
REF #
(Label Approaches)
4. RIVER ST/WESTERN AVE.
3. MASS AVE
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
385
520
440
825
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
26
APPROACH ADT :
# OF
YEARS :
0.74
4
RATE =
24111.111
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
7
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : CAMBRIDGE, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MASSACHUSETTS AVENUE (MASS AVE)
RIN #
MINOR STREET(S) : SIDNEY STREET/ SIDNEY EXTENSION
RIN #
RIN #
RIN #
RIN #
1. SIDNEY EXT.
INTERSECTION
North
INTERSECTION
DIAGRAM
2. MASS AVE
REF #
(Label Approaches)
4. MASS AVE
3. SIDNEY ST
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
360
645
70
415
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
13
APPROACH ADT :
# OF
YEARS :
0.54
4
RATE =
16555.556
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
3
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : COMMONWEALTH AVE (COMM AVE)
RIN #
MINOR STREET(S) : BEACON STREET
RIN #
BROOKLINE AVENUE
RIN #
DEERFIELD STREET
RIN #
RIN #
1. DEERFIELD ST
INTERSECTION
North
INTERSECTION
DIAGRAM
(Label Approaches)
2. COMM AVE
REF #
5. COMM AVE
4. BEACON ST
3. BROOKLINE AVE
Peak Hour Volumes
APPROACH :
1
2
3
4
5
DIRECTION :
SB
WB
NB
NE
EB
VOLUMES (PM) :
50
2350
575
665
765
" K " FACTOR :
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
0.09
30
APPROACH ADT :
# OF
YEARS :
0.42
4
RATE =
48944.444
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
8
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BEACON STREET
RIN #
MINOR STREET(S) : CHARLESGATE WEST
RIN #
BAY STATE ROAD
RIN #
RIN #
RIN #
1. CHARLESGATE W
INTERSECTION
North
BAY STATE RD
(ONE-WAY WB)
(ONE-WAY SB)
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
2. BEACON ST
(ONE-WAY WB)
BEACON ST
(ONE-WAY WB)
CHARLESGATE W
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
SB
WB
VOLUMES (PM) :
1040
825
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
47
3
APPROACH ADT :
# OF
YEARS :
1.55
4
RATE =
4
20722.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
12
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BEACON STREET
RIN #
MINOR STREET(S) : CHARLESGATE EAST
RIN #
RIN #
RIN #
RIN #
STORROW DR EB ON-RAMP
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
1. BEACON ST
(ONE-WAY WB)
(Label Approaches)
BEACON ST
2. CHARLESGATE E
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
WB
NB
VOLUMES (PM) :
960
720
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
38
3
APPROACH ADT :
# OF
YEARS :
1.39
4
RATE =
4
18666.667
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
10
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BOYLSTON STREET
RIN #
MINOR STREET(S) : BOWKER OVERPASS
RIN #
RIN #
RIN #
RIN #
1. BOWKER OP
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
2. BOYLSTON ST
3. BOYLSTON ST
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
SB
WB
EB
VOLUMES (PM) :
1965
1335
875
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
18
APPROACH ADT :
# OF
YEARS :
0.27
4
RATE =
4
46388.889
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
5
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MASSACHUSETTS AVENUE (MASS AVE)
RIN #
MINOR STREET(S) : BEACON STREET
RIN #
RIN #
RIN #
RIN #
1. MASS AVE
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
BEACON ST
2. BEACON ST
(ONE-WAY WB)
3. MASS AVE
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
SB
WB
NB
VOLUMES (PM) :
1115
735
1165
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
33
APPROACH ADT :
# OF
YEARS :
0.67
4
RATE =
4
33500
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
8
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MASSACHUSETTS AVENUE (MASS AVE)
RIN #
MINOR STREET(S) : BOYLSTON STREET
RIN #
RIN #
RIN #
RIN #
1. MASS AVE
INTERSECTION
North
INTERSECTION
DIAGRAM
2. BOYLSTON ST
REF #
(Label Approaches)
4. BOYLSTON ST
3. MASS AVE
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
820
305
845
565
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
42
APPROACH ADT :
# OF
YEARS :
1.02
4
RATE =
28166.667
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
11
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : STUART STREET
RIN #
MINOR STREET(S) : DARTMOUTH STREET
RIN #
RIN #
RIN #
RIN #
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
2. STUART ST
(ONE-WAY EB)
1. DARTMOUTH ST
(ONE-WAY NB)
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
NB
EB
VOLUMES (PM) :
510
1790
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
20
3
APPROACH ADT :
# OF
YEARS :
0.54
4
RATE =
4
25555.556
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
5
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BEACON STREET
RIN #
MINOR STREET(S) : CLARENDON STREET
RIN #
RIN #
RIN #
RIN #
1. CLARENDON ST
(ONE-WAY SB)
INTERSECTION
North
INTERSECTION
DIAGRAM
2. BEACON ST
(Label Approaches)
(ONE-WAY WB)
REF #
BEACON ST
CLARENDON ST
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
SB
WB
VOLUMES (PM) :
300
885
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
11
3
APPROACH ADT :
# OF
YEARS :
0.57
4
RATE =
4
13166.667
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
3
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BEACON STREET
RIN #
MINOR STREET(S) : BERKELEY STREET
RIN #
RIN #
RIN #
RIN #
STORROW DR ON-RAMP
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
1. BEACON ST
(ONE‐WAY WB)
(Label Approaches)
BEACON ST
2. BERKELEY ST
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
WB
NB
VOLUMES (PM) :
1255
1335
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
18
3
APPROACH ADT :
# OF
YEARS :
0.43
4
RATE =
4
28777.778
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
5
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BEACON STREET
RIN #
MINOR STREET(S) : ARLINGTON STREET
RIN #
STORROW DR EB OFF-RAMP
RIN #
RIN #
RIN #
1. STORROW OFF-RAMP
INTERSECTION
North
INTERSECTION
DIAGRAM
2. BEACON ST
(ONE‐WAY WB)
(Label Approaches)
REF #
ARLINGTON ST
(ONE-WAY SB)
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
SB
WB
VOLUMES (PM) :
1230
2180
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
15
3
APPROACH ADT :
# OF
YEARS :
0.27
4
RATE =
4
37888.889
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
4
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BOYLSTON STREET
RIN #
MINOR STREET(S) : ARLINGTON STREET
RIN #
RIN #
RIN #
RIN #
2. ARLINGTON ST
(ONE-WAY SB)
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
1. BOYLSTON ST
BOYLSTON ST
(ONE-WAY EB)
ARLINGTON ST
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
EB
SB
VOLUMES (PM) :
920
1350
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
23
3
APPROACH ADT :
# OF
YEARS :
0.62
4
RATE =
4
25222.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
6
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : BEACON STREET
RIN #
MINOR STREET(S) : CHARLES STREET
RIN #
RIN #
RIN #
RIN #
1. CHARLES ST
(ONE-WAY SB)
INTERSECTION
North
INTERSECTION
DIAGRAM
(Label Approaches)
REF #
2. BEACON ST
(TWO‐WAYS)
BEACON ST
(ONE-WAY WB)
3. CHARLES ST
(ONE-WAY NB)
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
SB
WB
NB
VOLUMES (PM) :
480
515
2265
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
40
APPROACH ADT :
# OF
YEARS :
0.76
4
RATE =
4
36222.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
10
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
X
MHD USE ONLY
SIGNALIZED :
Source #
~ INTERSECTION DATA ~
MAJOR STREET : LONGFELLOW BRIDGE
RIN #
MINOR STREET(S) : MEMORIAL DRIVE WB RAMP
RIN #
RIN #
RIN #
RIN #
1. MEMORIAL DR
WB RAMP
INTERSECTION
North
INTERSECTION
DIAGRAM
REF #
2. LONGFELLOW BR
(Label Approaches)
Peak Hour Volumes
APPROACH :
1
2
DIRECTION :
SB
WB
VOLUMES (PM) :
50
720
" K " FACTOR :
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
0.09
4
3
APPROACH ADT :
# OF
YEARS :
0.32
4
RATE =
4
8555.5556
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
1
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : MONSIGNOR O'BRIEN HIGHWAY
RIN #
MINOR STREET(S) : COMMERCIAL AVENUE
RIN #
CHARLESTOWN AVENUE
RIN #
RIN #
RIN #
1. O'BRIEN HWY
INTERSECTION
North
INTERSECTION
DIAGRAM
2.CHARLESTOWN AVE
REF #
(Label Approaches)
4. COMMERCIAL AVE
3. O'BRIEN HWY
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
1345
735
1305
2035
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
52
APPROACH ADT :
# OF
YEARS :
0.59
4
RATE =
60222.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
13
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : COMMERCIAL STREET
RIN #
MINOR STREET(S) : CHARLESTOWN BRIDGE
RIN #
CAUSEWAY STREET
RIN #
ENDICOTT STREET
RIN #
RIN #
1. CHARLESTOWN BR
INTERSECTION
North
INTERSECTION
DIAGRAM
2. COMMERCIAL ST
REF #
(Label Approaches)
4. CAUSEWAY ST
3. ENICOTT ST
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SB
WB
NB
EB
VOLUMES (PM) :
1515
860
775
530
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
35
APPROACH ADT :
# OF
YEARS :
0.59
4
RATE =
40888.889
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
9
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : CAUSEWAY STREET
RIN #
MINOR STREET(S) : MERRIMAC STREET
RIN #
LOMASNEY WAY
RIN #
STANIFORD STREET
RIN #
RIN #
1. LOMASNEY WAY
INTERSECTION
2. CAUSEWAY ST
North
INTERSECTION
DIAGRAM
REF #
(Label Approaches)
3. MERRIMAC ST
4. STANIFORD ST
Peak Hour Volumes
APPROACH :
1
2
3
4
DIRECTION :
SE
SW
WB
NB
VOLUMES (PM) :
655
530
315
770
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
15
APPROACH ADT :
# OF
YEARS :
0.41
4
RATE =
25222.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
4
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01
MassHighway
CRASH RATE WORKSHEET
CITY/TOWN : BOSTON, MA
DISTRICT :
4
COUNT DATE :
UNSIGNALIZED :
SIGNALIZED :
MHD USE ONLY
X
Source #
~ INTERSECTION DATA ~
MAJOR STREET : CAMBRIDGE STREET
RIN #
MINOR STREET(S) : STANIFORD STREET
RIN #
RIN #
RIN #
RIN #
1. STANIFORD ST
INTERSECTION
North
INTERSECTION
DIAGRAM
2. CAMBRIDGE ST
REF #
(Label Approaches)
3. CAMBRIDGE ST
Peak Hour Volumes
APPROACH :
1
2
3
DIRECTION :
SB
WB
EB
VOLUMES (PM) :
410
870
900
" K " FACTOR :
0.09
TOTAL # OF
ACCIDENTS :
CRASH RATE CALCULATION :
16
APPROACH ADT :
# OF
YEARS :
0.45
4
RATE =
4
24222.222
5
6
ADT = TOTAL VOL/"K" FACT.
AVERAGE # OF
ACCIDENTS ( A ) :
4
( A * 1,000,000 )
( ADT * 365 )
Source (optional):
Comments:
last updated: 11/06/01