HomeMy WebLinkAboutDRAFT Savona TIS_4-09-2013
DRAFT
MEMORANDUM
Date: April 9, 2013
Re: Savona: Traffic Study
Lake Elmo, Minnesota
File 20121161.00
To: Joe Jablonski, Land Development Manager,
Lennar
From: John M. Hagen, P.E., PTOE, Senior Transportation Engineer
Cindie Flaig, Traffic Specialist
Executive Summary
As part of the on-going Environmental Assessment Worksheet (EAW) for the proposed Savona
development, the City of Lake Elmo requested that a traffic study be completed in order to
determine the traffic-related impacts associated with the proposed Savona residential
development located in the northwest quadrant of the Keats Avenue (CSAH 19) intersection with
Hudson Boulevard in Lake Elmo, Minnesota. The proposed development will consist of 190
single-family and 122 multi-family lots. The study results are summarized in the following
paragraphs, with detailed information provided in the body of the memorandum.
Existing Conditions: Results of the traffic operations analysis indicate that all of the key
intersections are currently operating at an acceptable LOS C or better during the a.m. and p.m.
peak hours, with the existing traffic control and geometric layouts.
A review of the vehicular queues revealed that vehicles in the southbound through lanes
currently back up past the existing left- and right-turn lanes approximately 2 percent of the p.m.
peak hour. However, the existing lagging left-turn signal phase helps to minimize the negative
operational impacts of this occasional blockage of the southbound turn lanes.
Proposed Development: It is anticipated that the proposed Savona residential development will
be fully build-out by the year 2018. The proposed development will consist of 190 single-family
and 122 multi-family lots. Access to the proposed development will be via a new east-west
minor collector located between 10th Street (CSAH 10) and Hudson Boulevard. This new east-
west collector roadway was initially identified in the City of Lake Elmo’s Transportation Plan.
As part of this project, the east-west collector roadway will be constructed from Keats Avenue
(CSAH 19) to the western edge of the proposed Savona residential development (or
approximately 3/4-mile west of Keats Avenue). Ultimately, the east-west collector roadway will
April 9, 2013
Page 2
be extended to connect to Inwood Avenue (CSAH 13). However, the completion of this future
connection will be dependent on the development of the adjacent properties.
The proposed Savona development will generate an estimated 2,518 trips on an average
weekday, 197 trips during the a.m. peak hour (with 45 inbound and 152 outbound trips), and 253
trips during the p.m. peak hour (with 162 inbound and 91 outbound trips).
A comparison of the proposed development with the assumed land uses in the City of Lake
Elmo’s transportation plan revealed that the proposed Savona residential development appears to
be consistent with the land use assumptions included in the Lake Elmo Comprehensive Plan.
Future Year 2018 No-Build Conditions: The year 2018 no-build analysis revealed that all
intersections are expected to continue to operate at acceptable LOS C or better during the peak
hours under the year 2018 no-build conditions with existing geometrics and signal timing.
Not surprisingly, the review of the vehicular queues revealed the same minor queuing issues
reported during the existing conditions on the southbound approach of Inwood Avenue (CSAH
13) at the Inwood Avenue (CSAH 13) intersection with Hudson Boulevard during the p.m. peak
hour will continue under the year 2018 no-build. Under year 2018 no-build conditions, the
vehicular queues from the southbound through movement will back up past the existing left- and
right-turn lanes approximately 6 percent of the p.m. peak hour (versus 2 percent under existing
conditions). However, once again the existing lagging left-turn signal phase helps to minimize
the negative operational impacts of this occasional blockage of the southbound turn lanes.
The increase in the background traffic from the existing conditions and the year 2018 no-build
conditions result in another potential queuing issue in the future during the p.m. peak hour. The
review of the vehicular queues also revealed that vehicles in the heavy eastbound to southbound
movement from I-94 to CSAH 19 spill-out beyond the long eastbound dual right-turn lane
approximately 1 percent of the p.m. peak hour. The existing traffic signal timing at the Keats
Avenue (CSAH 19) intersection with the South I-94 Ramps should be monitored and may need
to be adjusted in the future in order to minimize the likelihood of the vehicular queues of this
heavy eastbound to southbound movement from spilling beyond the existing dual right-turn lanes
and blocking access to the eastbound shared left-turn/through lane during the p.m. peak hour.
Future Year 2018 Full Build-out Conditions: The analysis results for year 2018 full build-out
conditions indicate that all of the key intersections will continue to operate at an acceptable
LOS C or better during the a.m. and p.m. peak hours, with the existing traffic control and
geometric layouts.
Similar to the no-build conditions, a review of the year 2018 full build-out conditions vehicular
queues revealed that the same minor queuing issues reported on the southbound approach of
Inwood Avenue (CSAH 13) at the Inwood Avenue (CSAH 13) intersection with Hudson
Boulevard; and the eastbound approach of the I-94 South Ramps at the Keats Avenue
(CSAH 19) intersection during the p.m. peak hour. Under year 2018 build conditions, the
vehicular queues from the southbound through movement at the Inwood Avenue (CSAH 13)
April 9, 2013
Page 3
intersection with Hudson Boulevard will back up past the existing left- and right-turn lanes
approximately 8 percent of the p.m. peak hour (versus 6 percent under no-build conditions); and
the eastbound right-turning vehicles from I-94 to southbound CSAH 19 will continue to spill-out
beyond the existing eastbound dual right-turn lane approximately 1 percent of the p.m. peak
hour. The existing lagging left-turn signal phase at the Inwood Avenue (CSAH 13) intersection
with Hudson Boulevard will continue to help minimize the negative operational impacts of this
occasional blockage of the southbound turn lanes. The existing traffic signal timing at the Keats
Avenue (CSAH 19) intersection with the South I-94 Ramps should be monitored and may need
to be adjusted in the future in order to minimize the likelihood of the vehicular queues of this
heavy eastbound to southbound movement from spilling beyond the existing dual right-turn lanes
and blocking access to the eastbound shared left-turn/through lane during the p.m. peak hour.
This potential signal timing adjustment would be needed with or without the proposed Savona
development.
Secondary Access to Inwood Avenue (CSAH 13) or Hudson Boulevard: The proposed Savona
residential development will construct a portion of 5th Street from Keats Avenue (CSAH 19) to
the western limits of their site. As the remaining available land north of I-94 between Keats
Avenue (CSAH 19) and Inwood Avenue (CSAH 13 develops, a secondary access may be
needed to either Inwood Avenue (CSAH 13) to the west or Hudson Boulevard to the south, in
order to relieve pressure on the proposed Keats Avenue (CSAH 19) intersection with 5th Street.
Based on the results of the traffic operations analysis, the intersection of Keats Avenue (CSAH
19) and 5th Street can accommodate 100 percent (or the full build-out) of the ultimate 796
dwelling units assumed by the City’s comprehensive plan to be directly served by the proposed
east-west collector (5th Street) before a secondary access is needed to relieve pressure on the
intersection.
Conclusions/Recommendations: The existing roadway system and traffic control will be able to
accommodate the proposed Savona residential development, assuming the construction of the
proposed 5th Street from Keats Avenue (CSAH 19) to the western limits of the project to provide
access in/out of the site.
April 9, 2013
Page 4
Existing Conditions
The proposed development is located in the northwest quadrant of the Keats Avenue (CSAH 19)
intersection with Hudson Boulevard in Lake Elmo, Minnesota (see Figure 1: Project Location).
Keats Avenue (CSAH 19), in the vicinity of the proposed development, is a divided four-lane
roadway with an existing speed limit of 55 mph north of Hudson Boulevard and 50 mph south of
Hudson Boulevard.
Hudson Boulevard is a two-lane undivided roadway, and serves as north frontage road to I-94.
The existing speed limit along Hudson Boulevard is 50 mph.
Inwood Avenue (CSAH 13), to the west of the proposed development, is a divided four-lane
roadway with an existing speed limit of 45 mph north in the vicinity of Hudson Boulevard.
An operations analysis was conducted for the a.m. and p.m. peak hours at the following key
intersections in order to determine how traffic conditions currently operates in the study area:
x Keats Avenue (CSAH 19) at 10th Street (CSAH 10)
x Keats Avenue (CSAH 19) at Hudson Boulevard
x Keats Avenue (CSAH 19) at North I-94 Ramps
x Keats Avenue (CSAH 19) at South I-94 Ramps
x Inwood Avenue (CSAH 13) at Hudson Boulevard
All key intersections were analyzed using Synchro/SimTraffic software. The existing signal
timing (provided by the Washington County) was used in the analysis. Existing peak hour
turning movement counts were collected by Westwood Professional Services in March 2013 at
the Keats Avenue (CSAH 19) intersections with 10th Street (CSAH 10), Hudson Boulevard, and
the North I-94 Ramps. Washington County staff provided year 2010 counts at the Keats Avenue
(CSAH 19) intersection with the South I-94 Ramps and the Inwood Avenue (CSAH 13)
intersection with Hudson Boulevard. Since there have been no major changes in this area and
relatively stagnant economic conditions since the year 2010 traffic counts were taken by the
County, the year 2010 traffic volumes were deemed to be a reasonable reflection of existing
conditions at these two intersections
Current geometrics and peak hour traffic volumes at the key intersections are shown in Figure 2.
Copies of the raw turning movement count data at each of the key intersections are provided in
Appendix A.
Using the roadway geometric and traffic volume data described above as input, traffic
operational analysis was performed per the standards set out in the 2010 Highway Capacity
Manual, published by the Transportation Research Board. Synchro/SimTraffic 7 was used to
complete the analysis.
Project Location
Savona Development Traffic Study
Lake Elmo, MN
Figure
1
Base map source: Bing Maps, Microsoft Corporation, 2013
April 9, 2013
#20121161Keats AveProject Location
Existing Conditions
Savona Development Traffic Study
Lake Elmo, MN
Figure
2
Base map source: Bing Maps, Microsoft Corporation, 2013 April 9, 2013
#20121161
1131171166100
1154208(25)(2)(253)(684)(284)(68)(378)N. I-94 Ramps
Keats Ave266513061065612616
(153)(16)(1220)(815)(240)(592)(39)S. I-94 Ramp
Keats Ave120495211
12634737055
(9)(239)(186)
(1)(119)(68)(100)(15)(113)(1)(12)(6)10th Street
Keats Ave547122161332
136170151511
(15)(90)(160)
(3)(16)(37)(65)(210)(34)(6)(249)(11)Hudson Blvd
Keats Ave30144575540220
1765611821328101
(61)(85)(359)
(54)(49)(197)(128)(778)(110)(39)(751)(38)Hudson Blvd
InwoodAveLEGEND
XX - A.M. Peak Hour Traffic Volumes
(XX)- P.M. Peak Hour Traffic Volumes
- Signalized Intersection
- All-Way Stop Control Intersection
- Side-Street Stop Control Intersection
April 9, 2013
Page 7
Two fundamental outputs from the operations analysis are typically used to characterize traffic
flow. The first is Level of Service (LOS), a letter grade ranging from “A” (free flow) to “F”
(demand exceeds capacity). Generally, LOS D represents the threshold for acceptable overall
intersection operating conditions during a peak hour in the Twin Cities metro area. An average
of five SimTraffic simulation runs is reported in the tables in the following sections within the
body of this report. Level of service results from SimTraffic are reported in the Appendix.
The second important output to consider from the operations analysis is queuing. A queue is a
line of vehicles waiting to pass through an intersection. While an intersection may be reported as
operating at an acceptable level of service, queues from the intersection extending to upstream
intersections or driveways could create a potential safety issue. The 95th percentile queue is
typically considered the standard for design purposes. The micro simulation component of the
model, SimTraffic, is best suited for reviewing vehicular queues between closely-spaced
intersections. Any 95th percentile queues that extend to an upstream intersection/driveway are
reported in the text below as well as in the detailed results tables presented in the Appendix B.
Results of the Synchro/SimTraffic analysis shown in Table 1 indicate that all of the key
intersections are currently operating at an acceptable LOS C or better during the a.m. and p.m.
peak hours, with the existing traffic control and geometric layouts.
Table 1
Existing Peak Hour Capacity Analysis
Level of Service Results
Intersection Intersection
Control
Level of Service (1)
A.M. Peak P.M. Peak
Keats Avenue (CSAH 19) at
10th Street (CSAH 10) All-Way Stop A / B A / B
Keats Avenue (CSAH 19) at
Hudson Boulevard
Keats Ave. – Free Flow
Hudson Blvd. – Stop A / B A / C
Keats Avenue (CSAH 19) at
North I-94 Ramps Traffic Signal B C
Keats Avenue (CSAH 19) at
South I-94 Ramps Traffic Signal B B
Inwood Avenue (CSAH 13) at
Hudson Boulevard Traffic Signal B C
(1)For signalized intersections, the letter reported represents the LOS for the entire intersection. For unsignalized intersections,
the first letter reported is the LOS of the entire intersection, while the second letter (in italics) is the LOS of the worst operating
approach.
A review of the vehicular queues revealed some existing minor queuing issues on the
southbound approach of Inwood Avenue (CSAH 13) at the Inwood Avenue (CSAH 13)
intersection with Hudson Boulevard during the p.m. peak hour. The vehicular queues from the
southbound through movement currently backs up past the existing left- and right-turn lanes
April 9, 2013
Page 8
approximately 2 percent of the p.m. peak hour. However, the existing lagging left-turn signal
phase helps to minimize the negative operational impacts of this occasional blockage of the
southbound turn lanes. The LOS results for the year 2018 full build-out conditions are provided
in Appendix B.
Proposed Development and Site Access
The proposed Savona residential development is located in the northwest quadrant of the Keats
Avenue (CSAH 19) intersection with Hudson Boulevard in Lake Elmo, Minnesota. Based on the
conceptual site plan dated April 1, 2013 (shown in Figure 3), the proposed development will
consist of 190 single-family and 122 multi-family lots. It is anticipated that proposed
development will be fully built-out by the year 2018.
As shown in Figure 3, the conceptual site plan indicates that access to the proposed development
will be via a new east-west minor collector located between 10th Street (CSAH 10) and Hudson
Boulevard. This new east-west collector roadway (hereafter referred to as 5th Street) was
initially identified in the City of Lake Elmo’s Year 2030 Comprehensive Transportation Plan.
As part of this project, 5th Street will be constructed as a two-lane divided roadway with turn
lanes provided at major intersections, from Keats Avenue (CSAH 19) to the western edge of the
proposed Savona residential development (or approximately 3/4-mile west of Keats Avenue).
Ultimately, 5th Street will be extended to connect to Inwood Avenue (CSAH 13). However, the
completion of this future connection will be dependent on the development of the adjacent
properties. Figure 4 illustrates the future minor collector roadway identified in the City of Lake
Elmo’s Year 2030 Comprehensive Transportation Plan and the portion of the roadway (5th
Street) that will be constructed as part of the proposed Savona development.
Comparison of Proposed Development to Lake Elmo Comprehensive Plan
In order to determine if the proposed development is consistent with the land use assumptions
included in the City of Lake Elmo’s Comprehensive Transportation Plan, a land use comparison
was completed. The proposed development is located within the transportation analysis zone
(TAZ) 1229C. As shown in Table 2, TAZ 1229C is anticipated to have 796 households by the
year 2030, according to the Lake Elmo 2030 Comprehensive Transportation Plan.
Table 2
Assumed Development with TAZ 1229C
Year 2030 Lake Elmo Comprehensive Transportation Plan
Lake Elmo
TAZ
Households
2000 2030
1229C 2 796
Source: The City of Lake Elmo 2030 Comprehensive Transportation Plan.
Conceptual Site Plan
Savona Development Traffic Study
Lake Elmo, MN
Figure
3
April 9, 2013
#20121161
Future Minor Collector Roadway
Savona Development Traffic Study
Lake Elmo, MN
Figure
4
Source: City of Lake Elmo’s, 2030 Comprehensive Transportation Plan April 9, 2013
#20121161
Approximate limits of 5th Street
to be constructed as part of
the proposed Savona Development
April 9, 2013
Page 11
The Savona residential development is proposing 312 new households to TAZ 1229C. This
represents less than 40 percent of the assumed number of households in TAZ by the year 2030.
This means that more than 60 percent of the assumed 796 households is still available for the
remaining land in TAZ 1229C that is guided for residential land uses. Figure 4 shows the
proposed land uses in and around TAZ 1229C. As shown in Figure 5, the proposed development
accounts for more than half of the land area within TAZ 1229C that is guided residential.
Therefore, the proposed Savona residential development appears to be consistent with the land
use assumptions included in the Lake Elmo Comprehensive Plan.
Traffic Forecasts
Since the full build-out of the proposed development is assumed by the year 2018, future traffic
volumes were developed for the year 2018. Year 2030 average daily traffic volumes on area
roadways (based on the City of Lake Elmo and Washington County Transportation Plans) will
also be presented for informational purposes.
Year 2018 – No-Build Traffic Volumes
The year 2018 no-build scenario assumes that the Savona site does not develop. Existing traffic
volumes were increased at a rate of 1.7 percent per year in order to account for background
traffic growth in the area. This growth rate was based on the current traffic volume projection
factors for Washington County published by MnDOT.
Year 2018 – Full Build-Out Traffic Volumes
The year 2018 full build-out scenario assumes that the proposed Savona residential development
is fully built-out. Future year 2018 full build-out volumes were developed by adding the
development-related traffic from the Savona development to the Year 2018 no-build traffic
volumes.
Year 2030 – Traffic Volumes
Washington County staff requested that forecast year 2030 traffic volumes on area roadways
(based on City/County comprehensive plans) be included in the traffic study for informational
purposes. Forecast year 2030 volumes were taken from the City of Lake Elmo’s Year 2030
Comprehensive Transportation Plan and Washington County’s 2030 Comprehensive: A Policy
Guide to 2030 – Transportation.
Comprehensive Plan Land Uses
within TAZ 1229C
Savona Development Traffic Study
Lake Elmo, MN
Figure
5
Source: City of Lake Elmo’s, 2030 Comprehensive Plan
April 9, 2013
#20121161
TAZ 1229C
April 9, 2013
Page 13
Trip Generation
Trip generation estimates for the a.m. and p.m. peak periods and on a daily basis were calculated
for the proposed Savona residential development. The trip generation estimates were developed
based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition.
The trip generation estimates for the proposed development are shown in Table 3.
Table 3
Trip Generation Estimate: Savona Residential Development (1)
Land Use Size
Average
Weekday
AM Peak Hour PM Peak Hour
In Out Total In Out Total
Single-Family Residential 190 DUs 1,810 36 107 143 120 70 190
Multi-Family Residential 122 DUs 708 9 45 54 51 48 99
Net New Trips 2,518 45 152 197 162 91 253
(1)The trip generation estimates were based on the 2012 ITE Trip Generation Manual, 9th Edition.
As shown in Table 3, the proposed Savona residential development would generate
approximately 2,518 trips on an average weekday, 197 trips during the a.m. peak hour (with 45
inbound and 152 outbound trips), and 253 trips during the p.m. peak hour (with 162 inbound and
91 outbound trips).
The trips generated by the proposed development were assigned to the adjacent roadway system
using the directional distribution shown in Figure 6. The directional distribution shown in
Figure 6 was based on existing population, traffic patterns, and adjacent roadways system. The
resultant year 2018 no-build and traffic volumes are shown in Figures 7 and 8, respectively. The
forecast year 2030 traffic volumes on area roadways (based on the City of Lake Elmo and
Washington County Transportation Plans) are shown in Figure 9.
Directional Distribution
Savona Development Traffic Study
Lake Elmo, MN
Figure
6
Base map source: Bing Maps, Microsoft Corporation, 2013 April 9, 2013
#20121161Keats AveProject Location
20%10%5%2%10%
3%
40%10%
Year 2018 No-Build Conditions
Savona Development Traffic Study
Lake Elmo, MN
Figure
7
Base map source: Bing Maps, Microsoft Corporation, 2013 April 9, 2013
#20121161
1255185180110
1260225(30)(5)(275)(745)(310)(75)(410)N. I-94 Ramps
Keats Ave2901014251156015670
(165)(20)(1330)(890)(260)(645)(45)S. I-94 Ramp
Keats Ave5220105555
13555057560
(10)(260)(205)
(5)(130)(75)(110)(20)(125)(5)(15)(10)10th Street
Keats Ave1050135201455
1501852051015
(20)(100)(175)
(5)(20)(40)(70)(230)(37)(10)(270)(15)Hudson Blvd
Keats Ave35155606044020
1906102001530110
(65)(95)(390)
(60)(55)(215)(140)(850)(120)(45)(820)(40)Hudson Blvd
InwoodAveLEGEND
XX - A.M. Peak Hour Traffic Volumes
(XX)- P.M. Peak Hour Traffic Volumes
- Signalized Intersection
- All-Way Stop Control Intersection
- Side-Street Stop Control Intersection
Year 2018 Build Conditions
Savona Development Traffic Study
Lake Elmo, MN
Figure
8
Base map source: Bing Maps, Microsoft Corporation, 2013 April 9, 2013
#20121161
1305185240155
1260250(60)(5)(275)(745)(390)(110)(440)N. I-94 Ramps
Keats Ave3053514301158015670
(230)(20)(1330)(905)(260)(655)(60)S. I-94 Ramp
Keats Ave5220105555
15056057565
(10)(260)(220)
(5)(130)(80)(120)(20)(130)(5)(15)(10)10th Street
Keats Ave1050135402505
15021520101015
(40)(100)(175)
(5)(20)(40)(70)(345)(35)(20)(335)(15)Hudson Blvd
Keats Ave35160756044025
1906102051530110
(65)(100)(390)
(60)(55)(225)(140)(850)(135)(45)(820)(45)Hudson Blvd
InwoodAveLEGEND
XX - A.M. Peak Hour Traffic Volumes
(XX)- P.M. Peak Hour Traffic Volumes
- Signalized Intersection
- All-Way Stop Control Intersection
- Side-Street Stop Control Intersection 101654019025130(15)(75)(140)(250)(25)(290)5th Street
Keats Ave
Year 2030 Traffic Volumes
On Area Roadway System
Savona Development Traffic Study
Lake Elmo, MN
Figure
9
Base map source: Bing Maps, Microsoft Corporation, 2013 April 9, 2013
#20121161Keats AveProject Location
LEGEND
XX - Lake Elmo Transportation Plan 2030 Volumes
(XX)- Washington County Transportation Plan 2030 Volumes
11,000
(21,000)9,200
(10,800)
9,100
(N/A)
134,000
(131,000)26,000(22,000)20,000(9,600)N/A(16,600)121,000
(117,000)142,000
(142,000)
13,000
(16,700)9,400
(16,000)
April 9, 2013
Page 18
Future Conditions
To determine how well the existing roadway system would accommodate the future traffic
volumes, an a.m. and p.m. peak hour operations analysis was conducted for the year 2018 no-
build and full build-out conditions.
Year 2018 No-Build Conditions
As shown in Table 4, all intersections are expected to continue to operate at acceptable LOS C or
better during the peak hours under the year 2018 no-build conditions with existing geometrics
and signal timing.
Table 4
Year 2018 No-Build Peak Hour Capacity Analysis
Level of Service Results
Intersection Intersection
Control
Level of Service (1)
A.M. Peak P.M. Peak
Keats Avenue (CSAH 19) at
10th Street (CSAH 10) All-Way Stop A / B A / B
Keats Avenue (CSAH 19) at
Hudson Boulevard
Keats Ave. – Free Flow
Hudson Blvd. – Stop A / B A / C
Keats Avenue (CSAH 19) at
North I-94 Ramps Traffic Signal C C
Keats Avenue (CSAH 19) at
South I-94 Ramps Traffic Signal B C
Inwood Avenue (CSAH 13) at
Hudson Boulevard Traffic Signal B C
(1)For signalized intersections, the letter reported represents the LOS for the entire intersection. For unsignalized intersections,
the first letter reported is the LOS of the entire intersection, while the second letter (in italics) is the LOS of the worst operating
approach.
Not surprisingly, the review of the vehicular queues revealed that the same minor queuing issues
reported during the existing conditions on the southbound approach of Inwood Avenue (CSAH
13) at the Inwood Avenue (CSAH 13) intersection with Hudson Boulevard during the p.m. peak
hour will continue under the year 2018 no-build. Under year 2018 no-build conditions, the
vehicular queues from the southbound through movement will back up past the existing left- and
right-turn lanes approximately 6 percent of the p.m. peak hour (versus 2 percent under existing
conditions). However, once again the existing lagging left-turn signal phase helps to minimize
the negative operational impacts of this occasional blockage of the southbound turn lanes.
The increase in the background traffic from the existing conditions and the year 2018 no-build
conditions result in another potential queuing issue in the future. The review of the vehicular
queues also revealed that vehicles on the eastbound dual right-turn lane of the South I-94 Ramp
April 9, 2013
Page 19
approach to the Keats Avenue (CSAH 19) intersection will extend approximately 590 feet back
from the intersection. This is primarily due to the high number of existing (1,220) and future
year 2018 (1,330) eastbound right-turning vehicles from I-94 to southbound CSAH 19 during the
p.m. peak hour. However, since the existing eastbound dual right-turn lane currently has 540
feet of storage provided, the vehicular queues will only spill-out beyond the eastbound dual
right-turn lane approximately 1 percent of the p.m. peak hour. The existing traffic signal timing
at the Keats Avenue (CSAH 19) intersection with the South I-94 Ramps should be monitored and
may need to be adjusted in the future in order to minimize the likelihood of the vehicular queues
of this heavy eastbound to southbound movement from spilling beyond the existing dual right-
turn lanes and blocking access to the eastbound shared left-turn/through lane during the p.m.
peak hour. The LOS results for the year 2018 no-build conditions are provided in Appendix C.
Year 2018 Full Build-Out Conditions
A year 2018 full build-out analysis was conducted in order to determine how the existing
roadway system can accommodate the proposed development-related traffic volumes. It should
be noted that the year 2018 full build-out scenario assumes the existing roadway system and
intersection traffic control at the key study intersections with the exception of the new
intersection of Keats Avenue (CSAH 19) with 5th Street.
For the purposes of the year 2018 full build-out analysis, the following lane configuration and
traffic control assumptions where included at the Keats Avenue (CSAH 19) intersection with
5th Street:
Assumptions for the Keats Avenue (CSAH 19)/5th Street Intersection:
x Northbound Keats Avenue (CSAH 19) Approach:
o Free-flow
o Three (3) approach lanes (consisting of 1 – left-turn lane & 2 – through lanes)
x Southbound Keats Avenue (CSAH 19) Approach:
o Free-flow
o Three (3) approach lanes (consisting of 2 – through lanes & 1 – right-turn lane)
x Eastbound 5th Street Approach:
o Stop-Controlled
o Two (2) approach lanes (consisting of 1 – left-turn lane & 1 – right-turn lane)
The results of the year 2018 full build-out analysis are shown in Table 5. As shown in Table 5,
all intersections are expected to continue to operate at acceptable LOS C or better during the
peak hours under the year 2018 full build-out conditions with the existing geometrics and signal
timing, and the proposed 5th Street.
April 9, 2013
Page 20
Table 5
Year 2018 Full Build-Out Peak Hour Capacity Analysis
Level of Service Results
Intersection Intersection
Control
Level of Service (1)
A.M. Peak P.M. Peak
Keats Avenue (CSAH 19) at
10th Street (CSAH 10) All-Way Stop A / B A / B
Keats Avenue (CSAH 19) at
5th Street
Keats Ave. – Free Flow
5th Street – Stop A / A A / A
Keats Avenue (CSAH 19) at
Hudson Boulevard
Keats Ave. – Free Flow
Hudson Blvd. – Stop A / B A / C
Keats Avenue (CSAH 19) at
I-94 North Ramps Traffic Signal C C
Keats Avenue (CSAH 19) at
I-94 South Ramps Traffic Signal C C
Inwood Avenue (CSAH 13) at
Hudson Boulevard Traffic Signal B C
(1)For signalized intersections, the letter reported represents the LOS for the entire intersection. For unsignalized intersections,
the first letter reported is the LOS of the entire intersection, while the second letter (in italics) is the LOS of the worst operating
approach.
Similar to the no-build conditions, a review of the year 2018 full build-out conditions vehicular
queues revealed that the same minor queuing issues reported on the southbound approach of
Inwood Avenue (CSAH 13) at the Inwood Avenue (CSAH 13) intersection with Hudson
Boulevard, and the eastbound approach of the I-94 South Ramps at the Keats Avenue
(CSAH 19) intersection during the p.m. peak hour. Under year 2018 no-build conditions, the
vehicular queues from the southbound through movement at the Inwood Avenue (CSAH 13)
intersection with Hudson Boulevard will back up past the existing left- and right-turn lanes
approximately 8 percent of the p.m. peak hour (versus 6 percent under no-build conditions); and
the eastbound right-turning vehicles from I-94 to southbound CSAH 19 will continue to spill-out
beyond the existing eastbound dual right-turn lane approximately 1 percent of the p.m. peak
hour. As previously mentioned, the existing lagging left-turn signal phase at the Inwood Avenue
(CSAH 13) intersection with Hudson Boulevard helps to minimize the negative operational
impacts of this occasional blockage of the southbound turn lanes. The existing traffic signal
timing at the Keats Avenue (CSAH 19) intersection with the South I-94 Ramps should continue
to be monitored and adjusted as needed in order to minimize the likelihood of the vehicular
queues of this heavy eastbound to southbound movement from spilling beyond the existing dual
right-turn lanes and blocking access to the eastbound shared left-turn/through lane during the
p.m. peak hour. The LOS results for the year 2018 full build-out conditions are provided in
Appendix D.
April 9, 2013
Page 21
Secondary Access to Inwood Avenue (CSAH 13) or Hudson Boulevard
As mentioned previously, the proposed Savona residential development will construct a portion
of 5th Street from Keats Avenue (CSAH 19) to the western limits of their site. As the remaining
available land north of I-94 between Keats Avenue (CSAH 19) and Inwood Avenue (CSAH 13
develops, a secondary access may be needed to either Inwood Avenue (CSAH 13) to the west or
Hudson Boulevard to the south, in order to relieve pressure on the proposed Keats Avenue
(CSAH 19) intersection with 5th Street. Consistent with the City’s transportation plan, the
Inwood Avenue (CSAH 13) connection will ultimately be completed as the remaining land to the
west develops. Therefore, this additional analysis will focus on identifying when a secondary
access to 5th Street via Hudson Boulevard may be needed based on the future traffic operations
at the Keats Avenue (CSAH 19) intersection with 5th Street.
The following methodology was utilized to estimate when a secondary access to 5th Street via
Hudson Boulevard may be needed based on the future traffic operations at the Keats Avenue
(CSAH 19) intersection with 5th Street. The forecast year 2018 full build-out traffic volumes
were used as a base. The traffic volumes in/out of 5th Street were increased in 10 percent
increments until the traffic operations at the Keats Avenue (CSAH 19) intersection with
5th Street falls below acceptable LOS D. The resultant increase in traffic will then be
documented, and an equivalent build-out percentage of the available land within TAA 1229C be
identified.
Based on the results of this iterative analysis, the Keats Avenue (CSAH 19) intersection with
5th Street can accommodate approximately 200 percent additional traffic to/from 5th Street than
the year 2018 full build-out traffic volumes before the traffic operations of the eastbound left-
turn from 5th Street to northbound Keats Avenue (CSAH 19) breakdowns during the p.m. peak
hour and delays for this movement become unacceptable. This 200 percent additional traffic
during the p.m. peak period corresponds to approximately 500 additional single-family homes
build-out of the available land in TAZ 1229C. Since the City of Lake Elmo’s transportation plan
assumed 796 households in TAZ 1229C by the year 2030, and the proposed Savona development
accounts for 312 of the assumed 796 dwelling units, a total of 484 households remain in the
TAZ’s allotment before it exceeds the development level assumed in the comprehensive plan.
These 484 dwelling units are approximately equal to the equivalent number of additional single-
family homes that will generate enough traffic to either trigger the need for a secondary access to
5th Street, or require improvements to the Keats Avenue (CSAH 19) intersection with 5th Street.
Therefore, the intersection of Keats Avenue (CSAH 19) and 5th Street can accommodate
100 percent (or the full build-out) of the assumed 796 dwelling units in TAZ 1229C before a
secondary access is needed to relieve pressure on the intersection.
It should be noted that this analysis looked exclusively at traffic operations as a trigger for the
future need of a potential secondary access to serve the development along 5th Street. Other
items such as fire, life, and public safety issues will also need to be considered when considering
the timing/need for a secondary access.
April 9, 2013
Page 22
Conclusions and Recommendations
Based on our review of the proposed Savona residential development, we offer the following
conclusions and recommendations for your consideration:
x All of the key intersections are currently operating at an acceptable LOS C or better
during the a.m. and p.m. peak hours, with the existing traffic control and geometric
layouts.
x The proposed Savona residential development will consist of 190 single-family and 122
multi-family lots. It is anticipated that the proposed Savona residential development will
be fully build-out by the year 2018.
x The proposed Savona development will generate an estimated 2,518 trips on an average
weekday, 197 trips during the a.m. peak hour (with 45 inbound and 152 outbound trips),
and 253 trips during the p.m. peak hour (with 162 inbound and 91 outbound trips).
x Under year 2018 no-build conditions, all of the key intersections will continue to operate
at an acceptable LOS C or better during the a.m. and p.m. peak hours, with the existing
traffic control and geometric layouts.
x Under year 2018 full build-out conditions, all of the key intersections will continue to
operate at an acceptable LOS C or better during the a.m. and p.m. peak hours, with the
existing traffic control and geometric layouts.
x A review of the vehicular queues revealed some minor queuing issues reported on the
southbound approach of Inwood Avenue (CSAH 13) at the Inwood Avenue (CSAH 13)
intersection with Hudson Boulevard; and the eastbound approach of the I-94 South
Ramps at the Keats Avenue (CSAH 19) intersection during the p.m. peak hour under the
existing, year 2018 no-build, and the year 2018 build conditions. The vehicular queues
from the southbound through movement at the Inwood Avenue (CSAH 13) intersection
with Hudson Boulevard will back up past the existing left- and right-turn lanes
approximately 2 to 8 percent of the p.m. peak hour (depending on the analysis year); and
the eastbound right-turning vehicles from I-94 to southbound CSAH 19 will continue to
spill-out beyond the existing eastbound dual right-turn lane approximately 1 percent of
the p.m. peak hour under year 2018 no-build and build conditions.
The existing lagging left-turn signal phase at the Inwood Avenue (CSAH 13) intersection
with Hudson Boulevard helps to minimize the negative operational impacts of the
occasional blockage of the southbound turn lanes. The existing traffic signal timing at
the Keats Avenue (CSAH 19) intersection with the South I-94 Ramps should be
monitored and may need to be adjusted in the future in order to minimize the likelihood
of the vehicular queues of this heavy eastbound to southbound movement from spilling
beyond the existing dual right-turn lanes and blocking access to the eastbound shared left-
turn/through lane during the p.m. peak hour. This potential signal timing adjustment
would be needed with or without the proposed Savona development.
April 9, 2013
Page 23
x Based on the results of the traffic operations analysis, the intersection of Keats Avenue
(CSAH 19) and 5th Street can accommodate 100 percent (or the full build-out) of the
ultimate 796 dwelling units assumed by the City’s comprehensive plan to be directly
served by the proposed east-west collector (5th Street) before a secondary access is
needed to relieve pressure on the intersection.
Therefore, the existing roadway system and traffic control will be able to accommodate the
proposed Savona residential development, assuming the construction of the proposed 5th Street
from Keats Avenue (CSAH 19) to the western limits of the project to provide access in/out of the
site.
Attachments: Appendices A – D (Traffic Counts and Detailed Operations Analysis)
cc: Kyle Klatt, Lake Elmo Planning Director
Jack Griffin, Lake Elmo City Engineer
Joe Gustafson, Washington County Transportation Engineer
P:\20121161\docs\Traffic\Report\DRAFT Savona TIS_4-09-2013.docx
Appendix A
Peak Hour Turning Movement Volumes
File Name : 3
Site Code : 00003001
Start Date : 3/27/2013
Page No : 1
Groups Printed- Unshifted - Bank 1
CSAH 19
Southbound
10th Street N.
Westbound
CSAH 19
Northbound
10th Street N.
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:30 0 0 0 0 0 19 27 0 0 46 15 0 8 0 23 0 12 5 0 17 86
06:45 0 0 0 0 0 13 36 0 0 49 24 0 2 0 26 0 6 9 0 15 90
Total 0 0 0 0 0 32 63 0 0 95 39 0 10 0 49 0 18 14 0 32 176
07:00 0 0 0 0 0 18 39 0 0 57 28 1 5 0 34 1 11 5 0 17 108
07:15 0 1 0 0 1 27 63 0 0 90 31 0 11 0 42 0 21 6 0 27 160
07:30 0 0 0 0 0 17 55 0 0 72 30 1 20 0 51 1 16 11 0 28 151
07:45 0 0 1 0 1 21 58 1 0 80 33 2 10 0 45 1 21 15 0 37 163
Total 0 1 1 0 2 83 215 1 0 299 122 4 46 0 172 3 69 37 0 109 582
08:00 1 0 1 0 2 19 28 0 0 47 26 0 4 0 30 1 12 17 0 30 109
08:15 0 0 1 0 1 17 49 3 0 69 20 0 9 0 29 1 16 12 0 29 128
*** BREAK ***
Total 1 0 2 0 3 36 77 3 0 116 46 0 13 0 59 2 28 29 0 59 237
*** BREAK ***
16:00 1 0 1 0 2 19 21 0 0 40 24 3 22 0 49 1 36 25 0 62 153
16:15 2 2 1 0 5 10 23 1 0 34 24 5 18 0 47 1 43 38 0 82 168
16:30 2 1 1 0 4 14 37 0 0 51 31 1 34 0 66 4 53 52 1 110 231
16:45 0 4 0 0 4 20 27 0 0 47 26 3 24 1 54 2 60 41 0 103 208
Total 5 7 3 0 15 63 108 1 0 172 105 12 98 1 216 8 192 156 1 357 760
17:00 2 3 0 0 5 15 27 0 0 42 15 5 24 0 44 1 68 41 0 110 201
17:15 2 4 0 1 7 18 28 1 0 47 24 5 27 0 56 2 58 49 0 109 219
17:30 2 2 2 0 6 12 33 1 0 46 22 4 35 0 61 1 61 35 0 97 210
17:45 2 2 4 0 8 11 19 1 0 31 29 1 14 0 44 3 56 27 0 86 169
Total 8 11 6 1 26 56 107 3 0 166 90 15 100 0 205 7 243 152 0 402 799
Grand Total 14 19 12 1 46 270 570 8 0 848 402 31 267 1 701 20 550 388 1 959 2554
Apprch %30.4 41.3 26.1 2.2 31.8 67.2 0.9 0 57.3 4.4 38.1 0.1 2.1 57.4 40.5 0.1
Total %0.5 0.7 0.5 0 1.8 10.6 22.3 0.3 0 33.2 15.7 1.2 10.5 0 27.4 0.8 21.5 15.2 0 37.5
Unshifted 14 19 12 1 46 270 570 8 0 848 402 31 267 1 701 20 550 388 1 959 2554
% Unshifted 100 100 100 100 100 100 100 100 0 100 100 100 100 100 100 100 100 100 100 100 100
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 3
Site Code : 00003001
Start Date : 3/27/2013
Page No : 2
CSAH 19
Southbound
10th Street N.
Westbound
CSAH 19
Northbound
10th Street N.
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:30 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 0 1 0 0 1 27 63 0 0 90 31 0 11 0 42 0 21 6 0 27 160
07:30 0 0 0 0 0 17 55 0 0 72 30 1 20 0 51 1 16 11 0 28 151
07:45 0 0 1 0 1 21 58 1 0 80 33 2 10 0 45 1 21 15 0 37 163
08:00 1 0 1 0 2 19 28 0 0 47 26 0 4 0 30 1 12 17 0 30 109
Total Volume 1 1 2 0 4 84 204 1 0 289 120 3 45 0 168 3 70 49 0 122 583
% App. Total 25 25 50 0 29.1 70.6 0.3 0 71.4 1.8 26.8 0 2.5 57.4 40.2 0
PHF .250 .250 .500 .000 .500 .778 .810 .250 .000 .803 .909 .375 .563 .000 .824 .750 .833 .721 .000 .824 .894
CSAH 19 10th Street N. 10th Street N. CSAH 19
Right
2
Thru
1
Left
1
Peds
0
InOut Total
7 4 11 Right1 Thru204 Left84 Peds0 OutTotalIn116 289 405 Left
120
Thru
3
Right
45
Peds
0
Out TotalIn
134 168 302 Left3 Thru70 Right49 Peds0 TotalOutIn326 122 448 Peak Hour Begins at 07:15
Unshifted
Bank 1
Peak Hour Data
North
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 3
Site Code : 00003001
Start Date : 3/27/2013
Page No : 3
CSAH 19
Southbound
10th Street N.
Westbound
CSAH 19
Northbound
10th Street N.
Eastbound
Start Time Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u Right Peds App. Total Left Thr
u Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:30
16:30 2 1 1 0 4 14 37 0 0 51 31 1 34 0 66 4 53 52 1 110 231
16:45 0 4 0 0 4 20 27 0 0 47 26 3 24 1 54 2 60 41 0 103 208
17:00 2 3 0 0 5 15 27 0 0 42 15 5 24 0 44 1 68 41 0 110 201
17:15 2 4 0 1 7 18 28 1 0 47 24 5 27 0 56 2 58 49 0 109 219
Total Volume 6 12 1 1 20 67 119 1 0 187 96 14 109 1 220 9 239 183 1 432 859
% App. Total 30 60 5 5 35.8 63.6 0.5 0 43.6 6.4 49.5 0.5 2.1 55.3 42.4 0.2
PHF .750 .750 .250 .250 .714 .838 .804 .250 .000 .917 .774 .700 .801 .250 .833 .563 .879 .880 .250 .982 .930
CSAH 19 10th Street N. 10th Street N. CSAH 19
Right
1
Thru
12
Left
6
Peds
1
InOut Total
24 20 44 Right1 Thru119 Left67 Peds0 OutTotalIn354 187 541 Left
96
Thru
14
Right
109
Peds
1
Out TotalIn
262 220 482 Left9 Thru239 Right183 Peds1 TotalOutIn216 432 648 Peak Hour Begins at 16:30
Unshifted
Bank 1
Peak Hour Data
North
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 1
Site Code : 00001001
Start Date : 3/21/2013
Page No : 1
Groups Printed- Unshifted - Bank 1
Keats Ave. N.
Southbound
N. Frontage Rd.
Westbound
Keats Ave. N.
Northbound
N. Frontage Rd.
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:30 0 16 3 0 19 24 2 0 0 26 19 20 3 0 42 0 0 2 0 2 89
06:45 0 23 2 0 25 21 7 1 0 29 28 26 4 0 58 0 0 2 0 2 114
Total 0 39 5 0 44 45 9 1 0 55 47 46 7 0 100 0 0 4 0 4 203
07:00 0 30 1 0 31 28 19 0 0 47 23 46 3 0 72 0 2 3 0 5 155
07:15 0 26 2 0 28 39 8 2 1 50 29 30 3 0 62 1 0 2 0 3 143
07:30 0 33 6 0 39 31 7 1 0 39 44 54 3 0 101 0 2 4 0 6 185
07:45 2 45 7 0 54 25 13 2 0 40 40 40 6 0 86 0 1 2 0 3 183
Total 2 134 16 0 152 123 47 5 1 176 136 170 15 0 321 1 5 11 0 17 666
08:00 2 22 3 0 27 28 7 1 0 36 36 25 3 0 64 0 0 4 0 4 131
08:15 0 40 4 0 44 26 11 0 0 37 28 38 4 0 70 1 0 2 0 3 154
*** BREAK ***
Total 2 62 7 0 71 54 18 1 0 73 64 63 7 0 134 1 0 6 0 7 285
*** BREAK ***
16:00 1 42 2 0 45 12 9 0 0 21 19 59 10 0 88 5 11 28 0 44 198
16:15 2 48 2 0 52 10 1 0 0 11 13 55 6 0 74 4 17 31 0 52 189
16:30 0 43 1 0 44 10 6 0 0 16 14 55 1 0 70 7 13 44 0 64 194
16:45 3 65 4 0 72 13 2 0 0 15 13 57 9 0 79 3 17 44 0 64 230
Total 6 198 9 0 213 45 18 0 0 63 59 226 26 0 311 19 58 147 0 224 811
17:00 1 50 1 0 52 10 2 2 0 14 17 42 9 0 68 7 22 48 0 77 211
17:15 5 80 0 0 85 5 8 1 0 14 16 54 10 0 80 4 20 43 0 67 246
17:30 2 57 1 0 60 10 4 0 0 14 19 55 6 0 80 1 31 27 0 59 213
17:45 2 70 1 0 73 11 8 0 0 19 15 58 10 0 83 3 12 29 0 44 219
Total 10 257 3 0 270 36 22 3 0 61 67 209 35 0 311 15 85 147 0 247 889
Grand Total 20 690 40 0 750 303 114 10 1 428 373 714 90 0 1177 36 148 315 0 499 2854
Apprch %2.7 92 5.3 0 70.8 26.6 2.3 0.2 31.7 60.7 7.6 0 7.2 29.7 63.1 0
Total %0.7 24.2 1.4 0 26.3 10.6 4 0.4 0 15 13.1 25 3.2 0 41.2 1.3 5.2 11 0 17.5
Unshifted 20 690 40 0 750 303 114 10 1 428 373 714 90 0 1177 36 148 315 0 499 2854
% Unshifted 100 100 100 0 100 100 100 100 100 100 100 100 100 0 100 100 100 100 0 100 100
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 1
Site Code : 00001001
Start Date : 3/21/2013
Page No : 2
Keats Ave. N.
Southbound
N. Frontage Rd.
Westbound
Keats Ave. N.
Northbound
N. Frontage Rd.
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:30 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00
07:00 0 30 1 0 31 28 19 0 0 47 23 46 3 0 72 0 2 3 0 5 155
07:15 0 26 2 0 28 39 8 2 1 50 29 30 3 0 62 1 0 2 0 3 143
07:30 0 33 6 0 39 31 7 1 0 39 44 54 3 0 101 0 2 4 0 6 185
07:45 2 45 7 0 54 25 13 2 0 40 40 40 6 0 86 0 1 2 0 3 183
Total Volume 2 134 16 0 152 123 47 5 1 176 136 170 15 0 321 1 5 11 0 17 666
% App. Total 1.3 88.2 10.5 0 69.9 26.7 2.8 0.6 42.4 53 4.7 0 5.9 29.4 64.7 0
PHF .250 .744 .571 .000 .704 .788 .618 .625 .250 .880 .773 .787 .625 .000 .795 .250 .625 .688 .000 .708 .900
Keats Ave. N. N. Frontage Rd. N. Frontage Rd. Keats Ave. N.
Right
16
Thru
134
Left
2
Peds
0
InOut Total
176 152 328 Right5 Thru47 Left123 Peds1 OutTotalIn22 176 198 Left
136
Thru
170
Right
15
Peds
0
Out TotalIn
268 321 589 Left1 Thru5 Right11 Peds0 TotalOutIn199 17 216 Peak Hour Begins at 07:00
Unshifted
Bank 1
Peak Hour Data
North
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 1
Site Code : 00001001
Start Date : 3/21/2013
Page No : 3
Keats Ave. N.
Southbound
N. Frontage Rd.
Westbound
Keats Ave. N.
Northbound
N. Frontage Rd.
Eastbound
Start Time Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u Right Peds App. Total Left Thr
u Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 3 65 4 0 72 13 2 0 0 15 13 57 9 0 79 3 17 44 0 64 230
17:00 1 50 1 0 52 10 2 2 0 14 17 42 9 0 68 7 22 48 0 77 211
17:15 5 80 0 0 85 5 8 1 0 14 16 54 10 0 80 4 20 43 0 67 246
17:30 2 57 1 0 60 10 4 0 0 14 19 55 6 0 80 1 31 27 0 59 213
Total Volume 11 252 6 0 269 38 16 3 0 57 65 208 34 0 307 15 90 162 0 267 900
% App. Total 4.1 93.7 2.2 0 66.7 28.1 5.3 0 21.2 67.8 11.1 0 5.6 33.7 60.7 0
PHF .550 .788 .375 .000 .791 .731 .500 .375 .000 .950 .855 .912 .850 .000 .959 .536 .726 .844 .000 .867 .915
Keats Ave. N. N. Frontage Rd. N. Frontage Rd. Keats Ave. N.
Right
6
Thru
252
Left
11
Peds
0
InOut Total
226 269 495 Right3 Thru16 Left38 Peds0 OutTotalIn135 57 192 Left
65
Thru
208
Right
34
Peds
0
Out TotalIn
452 307 759 Left15 Thru90 Right162 Peds0 TotalOutIn87 267 354 Peak Hour Begins at 16:45
Unshifted
Bank 1
Peak Hour Data
North
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 2
Site Code : 00002001
Start Date : 3/21/2013
Page No : 1
Groups Printed- Unshifted - Bank 1
Keats Ave. N.
Southbound
I-94 WB Off-Ramp
Westbound
Keats Ave. N.
Northbound
I-94 WB On-Ramp
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
06:30 0 8 33 0 41 20 0 10 0 30 244 31 0 0 275 0 0 0 0 0 346
06:45 0 16 32 0 48 38 0 20 0 58 225 41 0 0 266 0 0 0 0 0 372
Total 0 24 65 0 89 58 0 30 0 88 469 72 0 0 541 0 0 0 0 0 718
07:00 0 11 48 0 59 27 0 19 0 46 284 45 0 0 329 0 0 0 0 0 434
07:15 0 19 50 0 69 35 0 22 0 57 305 44 0 0 349 0 0 0 0 0 475
07:30 0 25 41 0 66 44 0 32 0 76 284 68 0 0 352 0 0 0 0 0 494
07:45 0 37 37 0 74 42 0 34 0 76 277 59 0 0 336 0 0 0 0 0 486
Total 0 92 176 0 268 148 0 107 0 255 1150 216 0 0 1366 0 0 0 0 0 1889
08:00 0 19 37 0 56 50 1 25 1 77 288 38 0 0 326 0 0 0 0 0 459
08:15 0 31 38 0 69 31 0 17 0 48 243 52 0 0 295 0 0 0 0 0 412
*** BREAK ***
Total 0 50 75 0 125 81 1 42 1 125 531 90 0 0 621 0 0 0 0 0 871
*** BREAK ***
16:00 0 55 16 0 71 43 1 3 0 47 148 87 0 0 235 0 0 0 0 0 353
16:15 0 76 20 0 96 69 0 5 0 74 125 69 0 0 194 0 0 0 0 0 364
16:30 0 77 21 0 98 73 1 12 0 86 158 60 0 0 218 0 0 0 0 0 402
16:45 0 99 17 0 116 74 0 3 0 77 131 75 0 0 206 0 0 0 0 0 399
Total 0 307 74 0 381 259 2 23 0 284 562 291 0 0 853 0 0 0 0 0 1518
17:00 0 91 23 0 114 74 0 5 1 80 168 61 0 0 229 0 0 0 0 0 423
17:15 0 114 12 0 126 75 1 4 0 80 179 74 0 0 253 0 0 0 0 0 459
17:30 0 77 12 0 89 46 0 8 0 54 163 78 1 0 242 0 0 0 0 0 385
17:45 0 90 20 0 110 58 1 8 0 67 174 71 0 0 245 0 0 0 0 0 422
Total 0 372 67 0 439 253 2 25 1 281 684 284 1 0 969 0 0 0 0 0 1689
Grand Total 0 845 457 0 1302 799 5 227 2 1033 3396 953 1 0 4350 0 0 0 0 0 6685
Apprch %0 64.9 35.1 0 77.3 0.5 22 0.2 78.1 21.9 0 0 0 0 0 0
Total %0 12.6 6.8 0 19.5 12 0.1 3.4 0 15.5 50.8 14.3 0 0 65.1 0 0 0 0 0
Unshifted 0 845 457 0 1302 799 5 227 2 1033 3396 953 1 0 4350 0 0 0 0 0 6685
% Unshifted 0 100 100 0 100 100 100 100 100 100 100 100 100 0 100 0 0 0 0 0 100
Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 2
Site Code : 00002001
Start Date : 3/21/2013
Page No : 2
Keats Ave. N.
Southbound
I-94 WB Off-Ramp
Westbound
Keats Ave. N.
Northbound
I-94 WB On-Ramp
Eastbound
Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total
Peak Hour Analysis From 06:30 to 11:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 0 19 50 0 69 35 0 22 0 57 305 44 0 0 349 0 0 0 0 0 475
07:30 0 25 41 0 66 44 0 32 0 76 284 68 0 0 352 0 0 0 0 0 494
07:45 0 37 37 0 74 42 0 34 0 76 277 59 0 0 336 0 0 0 0 0 486
08:00 0 19 37 0 56 50 1 25 1 77 288 38 0 0 326 0 0 0 0 0 459
Total Volume 0 100 165 0 265 171 1 113 1 286 1154 209 0 0 1363 0 0 0 0 0 1914
% App. Total 0 37.7 62.3 0 59.8 0.3 39.5 0.3 84.7 15.3 0 0 0 0 0 0
PHF .000 .676 .825 .000 .895 .855 .250 .831 .250 .929 .946 .768 .000 .000 .968 .000 .000 .000 .000 .000 .969
Keats Ave. N. I-94 WB On-Ramp I-94 WB Off-Ramp Keats Ave. N.
Right
165
Thru
100
Left
0
Peds
0
InOut Total
322 265 587 Right113 Thru1 Left171 Peds1 OutTotalIn0 286 286 Left
1154
Thru
209
Right
0
Peds
0
Out TotalIn
271 1363 1634 Left0 Thru0 Right0 Peds0 TotalOutIn1320 0 1320 Peak Hour Begins at 07:15
Unshifted
Bank 1
Peak Hour Data
North
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
File Name : 2
Site Code : 00002001
Start Date : 3/21/2013
Page No : 3
Keats Ave. N.
Southbound
I-94 WB Off-Ramp
Westbound
Keats Ave. N.
Northbound
I-94 WB On-Ramp
Eastbound
Start Time Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u
Rig
ht
Ped
s App. Total Left Thr
u Right Peds App. Total Left Thr
u Right Peds App. Total Int. Total
Peak Hour Analysis From 12:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 0 91 23 0 114 74 0 5 1 80 168 61 0 0 229 0 0 0 0 0 423
17:15 0 114 12 0 126 75 1 4 0 80 179 74 0 0 253 0 0 0 0 0 459
17:30 0 77 12 0 89 46 0 8 0 54 163 78 1 0 242 0 0 0 0 0 385
17:45 0 90 20 0 110 58 1 8 0 67 174 71 0 0 245 0 0 0 0 0 422
Total Volume 0 372 67 0 439 253 2 25 1 281 684 284 1 0 969 0 0 0 0 0 1689
% App. Total 0 84.7 15.3 0 90 0.7 8.9 0.4 70.6 29.3 0.1 0 0 0 0 0
PHF .000 .816 .728 .000 .871 .843 .500 .781 .250 .878 .955 .910 .250 .000 .958 .000 .000 .000 .000 .000 .920
Keats Ave. N. I-94 WB On-Ramp I-94 WB Off-Ramp Keats Ave. N.
Right
67
Thru
372
Left
0
Peds
0
InOut Total
309 439 748 Right25 Thru2 Left253 Peds1 OutTotalIn1 281 282 Left
684
Thru
284
Right
1
Peds
0
Out TotalIn
625 969 1594 Left0 Thru0 Right0 Peds0 TotalOutIn753 0 753 Peak Hour Begins at 17:00
Unshifted
Bank 1
Peak Hour Data
North
Westwood Professional Services, Inc.
7699 Anagram Drive
Eden Prairie, MN 55344
Appendix B
Traffic Operations Analysis Summary – Existing Conditions
Operational Analysis Results Lake Elmo Traffic Study Existing Conditions (AM Peak)
Node Intersection Overall
7 I-94 South Ramps & CSAH 19 (Signalized -- Cycle Length: 120)
Lanes її јј ї і јј
Volume 56 12 616 1,306 106 5 266
Phasing Perm Perm Prot
SimTraffic Delay 14.1 10.5 2.4 93.6 4.1
SimTraffic LOS B B A F A B
Storage / *Link Dist.540 *837 400 460
SimTraffic 95th Queue 108 321 25
Queue Block Time (%)
8 I-94 North Ramps & CSAH 19 (Signalized -- Cycle Length: 120)
Lanes і <ј ї іі јј јј ї
Volume 171 1 113 1,154 208 100 166
Phasing Perm Perm Prot Perm
SimTraffic Delay 48.1 19.1 7.0 16.6 6.0 34.4 24.0
SimTraffic LOS D B A B A C C B
Storage / *Link Dist.470 *1,374 470 485 *768 *581 300
SimTraffic 95th Queue 121 121 46 271 59 71 147
Queue Block Time (%)
39 Hudson Blvd. & CSAH 19 (Unsignalized)
Lanes і јј ї і јј ї
Volume 1 5 11 122 47 5 136 170 15 2 133 16
Sign Control Free Free
SimTraffic Delay 2.9 1.3 0.9 2.6 1.1 0.1
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 *823 300
SimTraffic 95th Queue 44 3 3
Queue Block Time (%)
42 10th Street N. & CSAH 19 (All-way stop)
Lanes ї ї і ј ї і
Volume 3 70 55 95 204 1 126 3 47 1 1 2
Sign Control Stop
SimTraffic Delay 4.8 7.0 4.3 9.5 1.5 5.2
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 *3,518 *3,518 300
SimTraffic 95th Queue 40 8 45 12 28 8
Queue Block Time (%)
*2,670 *2,159 *2,139
39 72 13
9.7 12.3 9.9
A B A
фј фј ј>
Stop Stop Stop
B B
*2,650 *2,879
21 83
фј>фј>
Stop Stop
11.0 14.3
52.3
D
*1,478
110
фј
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/4/2013
Operational Analysis Results Lake Elmo Traffic Study Existing 2013 AM Peak
Node Intersection Overall
1 4th St & Inwood Ave #13 (Signalized -- Cycle Length: 110)
Lanes і ј ї іі ј ї іі јј ї і јј ї
Volume 13 28 101 57 144 30 176 561 182 20 402 55
Phasing Prot Perm Prot Perm Prot Perm Prot Perm
SimTraffic Delay 59.3 43.4 5.2 52.0 39.2 9.9 30.0 5.1 2.5 63.2 15.9 8.5
SimTraffic LOS E D A D D A C A A E B A B
Storage / *Link Dist.215 *1,451 *1,451 250 *1,258 250 200 *574 300 200 *1,381 200
SimTraffic 95th Queue 38 54 56 53 154 29 110 85 23 57 145 39
Queue Block Time (%)
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/4/2013
Operational Analysis Results Lake Elmo Property Traffic Study Existing Conditions (PM Peak)
Node Intersection Overall
7 I-94 South Ramps & CSAH 19 (Signalized -- Cycle Length: 150)
Lanes її јј ї і јј
Volume 153 16 1,220 815 240 39 592
Phasing Perm Perm Prot
SimTraffic Delay 26.4 10.2 4.2 119.0 6.3
SimTraffic LOS C B A F A B
Storage / *Link Dist.540 *837 400 460 *768
SimTraffic 95th Queue 355 271 88 11
Queue Block Time (%)
8 I-94 North Ramps & CSAH 19 (Signalized -- Cycle Length: 150)
Lanes і <ј ї іі јј јј ї
Volume 253 2 25 684 284 378 68
Phasing Perm Perm Prot Perm
SimTraffic Delay 58.0 84.9 6.3 10.8 8.6 45.8 13.1
SimTraffic LOS E F A B A D B C
Storage / *Link Dist.470 *1,374 470 485 *768 *588 300
SimTraffic 95th Queue 167 167 28 167 92 203 62
Queue Block Time (%)
39 Hudson Blvd. & CSAH 19 (Unsignalized)
Lanes і јј ї і јј ї
Volume 15 90 160 37 16 3 65 210 34 11 249 6
Sign Control Free Free
SimTraffic Delay 4.1 3.0 2.0 1.0 1.1 0.1
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 *812 300
SimTraffic 95th Queue 43 10 8 3 3
Queue Block Time (%)
43 10th Street N. & CSAH 19 (All-way stop)
Lanes ї ї і ј ї і
Volume 9 239 186 68 119 1 100 15 113 6 12 1
Sign Control Stop
SimTraffic Delay 7.0 3.4 5.9 10.8 4.7 6.1
SimTraffic LOS A A A B A A A
Storage / *Link Dist.300 300 300 *3,549 *3,549 300
SimTraffic 95th Queue 57 3 56 25 57 19
Queue Block Time (%)
*2,627 *2,215 *2,130
65 49 26
13.7 10.6 8.2
B B A
фј фј ј>
Stop Stop Stop
C B
*2,603 *2,882
107 38
фј>фј>
Stop Stop
15.6 11.1
71.6
E
*1,479
247
фј
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/4/2013
Operational Analysis Results Lake Elmo Traffic Study Existing 2013 PM Peak
Node Intersection Overall
1 4th St & Inwood Ave #13 (Signalized -- Cycle Length: 140)
Lanes і ј ї іі ј ї іі јј ї і јј ї
Volume 60 85 359 197 49 54 125 778 110 36 751 39
Phasing Prot Perm Prot Perm Prot Perm Prot Perm
SimTraffic Delay 57.3 57.8 23.3 65.9 60.9 14.3 44.9 9.3 4.3 82.4 19.0 8.4
SimTraffic LOS E E C E E B D A A F B A C
Storage / *Link Dist.215 *1,451 *1,451 250 *1,258 250 200 *574 300 200 *1,381 200
SimTraffic 95th Queue 103 125 258 141 92 46 109 135 26 108 252 69
Queue Block Time (%)2
SouthboundEastboundWestboundNorthbound
Westwood Professional Services Page 1 of 1 4/8/2013
Appendix C
Traffic Operations Analysis Summary – Year 2018 No-Build Conditions
Operational Analysis Results Lake Elmo Traffic Study Future Year 2018 (AM Peak): No-Build
Node Intersection Overall
7 I-94 South Ramps & CSAH 19 (Signalized -- Cycle Length: 120)
Lanes її јј ї і јј
Volume 61 13 671 1,424 116 5 290
Phasing Perm Perm Prot
SimTraffic Delay 16.9 14.9 2.6 95.6 4.2
SimTraffic LOS B B A F A B
Storage / *Link Dist.540 *837 400 460 *768
SimTraffic 95th Queue 130 457 21 7
Queue Block Time (%)
8 I-94 North Ramps & CSAH 19 (Signalized -- Cycle Length: 120)
Lanes і <ј ї іі јј јј ї
Volume 186 1 123 1,258 227 109 181
Phasing Perm Perm Prot Perm
SimTraffic Delay 48.2 54.2 7.2 19.0 7.5 34.3 24.1
SimTraffic LOS D D A B A C C C
Storage / *Link Dist.470 *1,374 470 485 *768 *581 300
SimTraffic 95th Queue 131 131 45 302 77 71 157
Queue Block Time (%)
39 Hudson Blvd. & CSAH 19 (Unsignalized)
Lanes і јј ї і јј ї
Volume 1 5 12 133 51 5 148 185 16 2 145 17
Sign Control Free Free
SimTraffic Delay 3.1 1.7 1.0 0.1 1.1 0.1
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 300
SimTraffic 95th Queue 46
Queue Block Time (%)
42 10th Street N. & CSAH 19 (All-way stop)
Lanes ї ї і ј ї і
Volume 3 76 60 104 222 1 137 3 51 1 1 2
Sign Control Stop
SimTraffic Delay 4.7 7.5 5.2 8.8 1.7 3.7
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 *3,518 *3,518 300
SimTraffic 95th Queue 42 5 51 11 30 7
Queue Block Time (%)
*2,670 *2,159 *2,139
42 74 13
9.9 13.0 8.1
A B A
<ј <ј ј>
Stop Stop Stop
A B
*2,650 *2,879
20 93
<ј><ј>
Stop Stop
9.6 14.8
58.3
E
*1,478
123
<ј
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/5/2013
Operational Analysis Results Lake Elmo Traffic Study Future Year 2018 (AM Peak): No-Build
Node Intersection Overall
1 4th St & Inwood Ave #13 (Signalized -- Cycle Length: 110)
Lanes і ј ї іі ј ї іі јј ї і јј ї
Volume 13 28 101 57 144 30 176 561 182 20 402 55
Phasing Prot Perm Prot Perm Prot Perm Prot Perm
SimTraffic Delay 61.0 46.3 5.1 52.5 42.0 13.2 29.6 5.8 3.3 50.7 17.2 8.8
SimTraffic LOS E D A D D B C A A D B A B
Storage / *Link Dist.215 *1,451 *1,451 250 *1,258 250 200 *574 300 200 *1,381 200
SimTraffic 95th Queue 45 52 57 59 176 34 110 103 23 51 160 42
Queue Block Time (%)
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/5/2013
Operational Analysis Results Lake Elmo Property Traffic Study Future Year 2018 (PM Peak): No-Build
Node Intersection Overall
7 I-94 South Ramps & CSAH 19 (Signalized -- Cycle Length: 150)
Lanes її јј ї і јј
Volume 167 17 1,330 888 262 43 645
Phasing Perm Perm Prot
SimTraffic Delay 47.3 11.0 4.6 118.1 6.7
SimTraffic LOS D B A F A C
Storage / *Link Dist.540 *837 400 460 *768
SimTraffic 95th Queue 589 323 93 23
Queue Block Time (%)1
8 I-94 North Ramps & CSAH 19 (Signalized -- Cycle Length: 150)
Lanes і <ј ї іі јј јј ї
Volume 276 2 27 746 310 412 74
Phasing Perm Perm Prot Perm
SimTraffic Delay 60.2 55.3 6.4 11.3 9.1 49.2 18.0
SimTraffic LOS E E A B A D B C
Storage / *Link Dist.470 *1,374 470 485 *768 *588 300
SimTraffic 95th Queue 176 176 29 184 106 230 70
Queue Block Time (%)
39 Hudson Blvd. & CSAH 19 (Unsignalized)
Lanes і јј ї і јј ї
Volume 16 98 174 40 17 3 71 229 37 12 271 7
Sign Control Free Free
SimTraffic Delay 4.9 3.1 1.8 0.9 1.4
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 300
SimTraffic 95th Queue 45 8 10
Queue Block Time (%)
43 10th Street N. & CSAH 19 (All-way stop)
Lanes ї ї і ј ї і
Volume 10 261 203 74 130 1 109 16 123 7 13 1
Sign Control Stop
SimTraffic Delay 7.6 5.8 6.7 10.4 6.2 6.7
SimTraffic LOS A A A B A A A
Storage / *Link Dist.300 300 300 *3,549 *3,549 300
SimTraffic 95th Queue 57 9 61 26 70 21
Queue Block Time (%)
*2,627 *2,215 *2,130
78 58 27
14.8 11.4 8.3
B B A
<ј <ј ј>
Stop Stop Stop
C B
*2,603 *2,882
113 48
<ј><ј>
Stop Stop
17.3 11.6
73.6
E
*1,479
661
<ј
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/5/2013
Operational Analysis Results Lake Elmo Traffic Study Future Year 2018 (PM Peak): No-Build
Node Intersection Overall
1 4th St & Inwood Ave #13 (Signalized -- Cycle Length: 140)
Lanes і ј ї іі ј ї іі јј ї і јј ї
Volume 65 93 391 215 53 59 136 848 120 39 819 43
Phasing Prot Perm Prot Perm Prot Perm Prot Perm
SimTraffic Delay 57.3 54.0 30.4 64.0 56.2 15.1 44.8 11.9 4.8 71.5 24.6 8.7
SimTraffic LOS E D C E E B D B A E C A C
Storage / *Link Dist.215 *1,451 *1,451 250 *1,258 250 200 *574 300 200 *1,381 200
SimTraffic 95th Queue 120 130 350 156 86 47 118 163 35 120 322 67
Queue Block Time (%)6
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/5/2013
Appendix D
Traffic Operations Analysis Summary – Year 2018 Build Conditions
Operational Analysis Results Lake Elmo Traffic Study Future Year 2018 (AM Peak): Build
Node Intersection Overall
7 I-94 South Ramps & CSAH 19 (Signalized -- Cycle Length: 120)
Lanes її јј ї і јј
Volume 79 13 671 1,428 116 35 305
Phasing Perm Perm Prot
SimTraffic Delay 16.9 27.3 3.1 86.2 4.4
SimTraffic LOS B C A F A C
Storage / *Link Dist.540 *837 400 460 *768
SimTraffic 95th Queue 121 867 78 12
Queue Block Time (%)1
8 I-94 North Ramps & CSAH 19 (Signalized -- Cycle Length: 120)
Lanes і <ј ї іі јј јј ї
Volume 186 1 131 1,258 249 154 242
Phasing Perm Perm Prot Perm
SimTraffic Delay 48.6 46.4 7.4 19.7 8.9 36.0 27.0
SimTraffic LOS D D A B A D C C
Storage / *Link Dist.470 *1,374 470 485 *768 *581 300
SimTraffic 95th Queue 122 122 48 294 98 95 191
Queue Block Time (%)
34 5th Street & CSAH 19 (Unsignalized)
Lanes і ї і јј јј ї
Volume 23 129 38 191 164 7
Sign Control Stop Free Free
SimTraffic Delay 8.5 3.0 1.3 0.4 1.5 1.0
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 *1,829 300 300
SimTraffic 95th Queue 35 43 27
Queue Block Time (%)
39 Hudson Blvd. & CSAH 19 (Unsignalized)
Lanes і јј ї і јј ї
Volume 8 5 12 133 51 5 148 216 16 2 251 40
Sign Control Free Free
SimTraffic Delay 4.8 1.8 0.7 1.1 1.5 0.5
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 *818 300
SimTraffic 95th Queue 63 3 3 8
Queue Block Time (%)
42 10th Street N. & CSAH 19 (All-way stop)
Lanes ї ї і ј ї і
Volume 3 76 65 106 222 1 152 3 59 1 1 2
Sign Control Stop
SimTraffic Delay 4.7 9.5 5.4 8.4 1.6 5.3
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 *3,512 *3,512 300
SimTraffic 95th Queue 43 7 55 11 27 6
Queue Block Time (%)
*2,670 *2,159 *2,139
38 77 12
9.6 12.9 6.6
A B A
<ј <ј ј>
Stop Stop Stop
B C
*2,650 *2,879
27 148
<ј><ј>
Stop Stop
15.0 23.0
59.9
E
*1,478
148
<ј
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/4/2013
Operational Analysis Results Lake Elmo Traffic Study Future Year 2018 (AM Peak): Build
Node Intersection Overall
1 4th St & Inwood Ave #13 (Signalized -- Cycle Length: 110)
Lanes і ј ї іі ј ї іі јј ї і јј ї
Volume 14 32 110 77 162 36 192 611 203 23 438 60
Phasing Prot Perm Prot Perm Prot Perm Prot Perm
SimTraffic Delay 54.7 49.6 6.0 49.8 39.7 10.9 30.2 5.7 2.8 56.8 18.0 8.8
SimTraffic LOS D D A D D B C A A E B A B
Storage / *Link Dist.215 *1,451 *1,451 250 *1,258 250 200 *574 300 200 *1,381 200
SimTraffic 95th Queue 41 60 61 62 165 35 109 101 23 66 159 41
Queue Block Time (%)
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/5/2013
Operational Analysis Results Lake Elmo Property Traffic Study Future Year 2018 (PM Peak): Build
Node Intersection Overall
7 I-94 South Ramps & CSAH 19 (Signalized -- Cycle Length: 150)
Lanes її јј ї і јј
Volume 232 17 1,330 904 262 61 654
Phasing Perm Perm Prot
SimTraffic Delay 44.4 11.9 4.7 118.4 7.0
SimTraffic LOS D B A F A C
Storage / *Link Dist.540 *837 400 460 *768
SimTraffic 95th Queue 528 381 122 22
Queue Block Time (%)1
8 I-94 North Ramps & CSAH 19 (Signalized -- Cycle Length: 150)
Lanes і <ј ї іі јј јј ї
Volume 276 2 60 745 391 439 109
Phasing Perm Perm Prot Perm
SimTraffic Delay 60.1 56.0 7.5 10.4 10.7 51.5 18.2
SimTraffic LOS E E A B B D B C
Storage / *Link Dist.470 *1,374 470 485 *768 *588 300
SimTraffic 95th Queue 186 186 42 173 161 248 87
Queue Block Time (%)
34 5th Street & CSAH 19 (Unsignalized)
Lanes і ї і јј јј ї
Volume 14 77 138 248 290 24
Sign Control Stop Free Free
SimTraffic Delay 12.4 2.7 3.9 0.8 1.6 1.0
SimTraffic LOS B A A A A A A
Storage / *Link Dist.300 *1,815 300 300
SimTraffic 95th Queue 30 34 63 5
Queue Block Time (%)
39 Hudson Blvd. & CSAH 19 (Unsignalized)
Lanes і јј ї і јј ї
Volume 40 98 174 40 17 3 71 343 37 12 334 21
Sign Control Free Free
SimTraffic Delay 5.3 3.4 2.0 3.8 1.6 0.3
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 *588 300 300 300
SimTraffic 95th Queue 44 3 9 16 3
Queue Block Time (%)
43 10th Street N. & CSAH 19 (All-way stop)
Lanes ї ї і ј ї і
Volume 10 261 219 82 130 1 118 16 129 7 13 1
Sign Control Stop
SimTraffic Delay 7.9 5.2 6.4 8.8 5.1 6.3
SimTraffic LOS A A A A A A A
Storage / *Link Dist.300 300 300 *3,542 *3,542 300
SimTraffic 95th Queue 64 4 58 25 60 20
Queue Block Time (%)
*2,627 *2,215 *2,130
77 62 24
15.1 11.4 8.1
C B A
фј фј ј>
Stop Stop Stop
C B
*2,603 *2,882
145 38
фј>фј>
Stop Stop
21.1 12.8
81.7
F
*1,479
742
фј
Eastbound Westbound Northbound Southbound
Westwood Professional Services Page 1 of 1 4/4/2013
Operational Analysis Results Lake Elmo Traffic Study Future Year 2018 (PM Peak): Build
Node Intersection Overall
1 4th St & Inwood Ave #13 (Signalized -- Cycle Length: 140)
Lanes і ј ї іі ј ї іі јј ї і јј ї
Volume 65 98 391 224 56 61 136 848 136 42 819 43
Phasing Prot Perm Prot Perm Prot Perm Prot Perm
SimTraffic Delay 54.2 50.6 28.3 67.5 62.0 16.4 41.7 13.3 5.9 74.8 25.6 9.2
SimTraffic LOS D D C E E B D B A E C A C
Storage / *Link Dist.215 *1,451 *1,451 250 *1,258 250 200 *574 300 200 *1,381 200
SimTraffic 95th Queue 110 136 311 165 99 49 112 179 47 100 321 34
Queue Block Time (%)8
SouthboundEastboundWestboundNorthbound
Westwood Professional Services Page 1 of 1 4/8/2013