2005-06-29 Intersection Impacts1
80 ETON 8~ M ~ N K ,
Consulting Engineers & Surveyors
12224 Nicollet Avenue • Burnsville, MN 55337-1649
Phone (952) 890-0509 • FAX (952) 890-8065
Date: June 29, 2005
To: Mark Kasma, P.E.
Albertville City Engineer
From: Pete Sorenso
Traffic Engi nng Specialist
I NC_
~~~°.
Subject: CSAH 19/LaBeaux Avenue at 57th Street NE
LaBeaux Station and Parkside Commercial PUD
Intersection Impacts of Planned Development Traffic
As requested, I have studied the traffic impacts of the proposed developments on the existing
intersection operation. The results of the study indicate that the existing intersection will
continue to function at acceptable levels of service with the traffic added from the proposed
developments. It is noted, however, that the west approach (eastbound) may experience a
drop in service levels during the PM peak hour from Level of Service (LOS) B to C. The
AM conditions did not show appreciable change in operation. The table below illustrates the
anticipated change in operation during the PM peak hour:
PM Peak Hour (5:15 to 6:15 PM Weekday)
roach
Existing
----------
LOS/Delay With
Development
-----------
LOS/Delay Development
W/Turn Lane
----------
LOS/Delay
Northbound B/14.3 B/12.7 B/11.4
Southbound B/13.6 B/13.5 B/13.3
Eastbound B/13.0 C/24.4 B/14.9
Westbound B/12.6 B/18.1 B/16.0
(Delay shown in seconds per vehicle)
While LOS C is acceptable operation for peak hour conditions, the increase in delay indicates
that the intersection is approaching moderate congestion levels. As traffic continues to
increase through the intersection, the west approach will experience increasing difficulties. If
an eastbound right-turn-lane is added, the existing service levels can be maintained with the
additional traffic from the developments.
Bolton & Menk, Inc. June, 2005
H:\ALBT\T1521684\Correspondence\TrafficStudyMemo. doc
MANKATO, MN FAIRMONT, MN SLEEPY EYE, MN BURNSVILLE, MN WILLMAR, MN CHASKA, MN • AMES, IA
www. Bolton-menk, com
An Equal Opportunity Employer
The traffic study undertaken to determine these conditions included collecting existing traffic
counts during the AM and PM peak hours for the week of June 13, 2005. Roadway and
traffic signal timing data were entered into "Synchro" (traffic modeling software) to calculate
the operating conditions of the intersection. Information from the April 6, 2005 Planning
Report for the Parkside Commercial site and the May 5, 2005 Planning Report for the
LaBeaux Station site were used to determine site usage. Procedures from the ITE Trip
Generation manual were used to estimate the vehicle trips that were added to the existing
traffic through the intersection to calculate the service levels.
It is noted that the existingright-of--way on the south side of the intersection west of CSAH
19 will not be sufficient to construct the right-turn-lane. Some highway easement will need
to be acquired. Construction of a turn lane will also require a small revision to the traffic
signal conduits and detection. It appears that the signal standard in the southwest corner was
positioned to accommodate this change. It is not anticipated that moving the signal pole will
be necessary.
I have attached a copy of the traffic counts, trip generation data, and traffic modeling results
for your information. Please contact me if you have any questions or concerns regarding this
analysis.
Attachments
c. Jon Huseby
Bolton & Menk, Ina June, 2005
H:AALB"I'~TI521684\Con•espondenceATrafficStudyMemo.doc
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Bolton & Menk, Inc.
Intersection Turning Movement
Cty Rd 19 & 57th St N E
Albertville MN
File Name :1055111
Site Code :01055111
Start Date :6/14/2005
Page No : 1
Bolton & Menk, Inc.
Intersection Turning Movement
Cty Rd 19 & 57th St N E
Albertville MN
File Name : 105511 ~1
Site Code :01055111
Start Date :6/14/2005
Page No : 1
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Bolton & Menk, Inc.
Intersection Turning Movement
Cty Rd 19 & 57th St N E
Albertville MN
LaBeaux Station PUD plus Parkside
Commercial PUD Traffic
File Name
Site Code
Start Date
Page No
PUDTraffic
01055111
6/14/2005
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Lanes, Volumes, Timings PM Existing
' CSAH 19 at 57th St. NE, Albertville Existing Signal
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations ~, ~ ~ ~ ~-~ ~- ~ ~-~ ~
Ideal Flow. (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 300 300 300 300
Storage Lanes 0 0 0 1 1 1 1 1
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector (ft) 5 120 5 180 20 50 250 5 50 250 5
Trailing Detector (ft) 0 -10 0 -10 -10 5 0 0 5 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Ped Bike Factor 0.99 0.98 0.99 0.97 0.96
Frt 0.958 0.850 0.850 0.850
Flt Protected 0.984 0.969. 0.950 0.950
Satd. Flow (prot) 0 1745 0 0 1805 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.839 0.707 0.504 0.432
Satd. Flow (perm) 0 1486 0 0 1317 1559 933 3539 1541 805 3539 1526
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 31 175 162 75
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 40 40
Link Distance (ft) 749 1372 931 791
Travel Time (s) 17.0 31.2 15.9 13.5
Volume (vph) 45 51 43 145 81 149 53 364 157 176 373 70
Confl. Peds. (#/hr) 6 6 6 6
Confl. Bikes (#/hr) 6 6 6 6
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.97 0.97 0.97 0.93 0.93 0.93
Adj. Flow (vph) 53 60 51 171 95 175 55 375 162 189 401 75
Lane Group Flow (vph) 0 164 0 0 266 175 55 375 162 189 401 75
Turn Type .Perm Perm Perm pm+pt Perm pm+pt Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 8 2 2 6 6
Detector Phases 4 4 8 8 8 5 2 2 1 6 6
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s) 40.0 40.0 16.3 16.3 16.3 10.7 21.0 21.0 10.7 34.7 34.7
Total Split (s) 41.0 41.0 0.0 41.0 41.0 41.0 11.7 34.5 34.5 14.5 37.3 37.3
Total Split (%) 45.6% 45.6% 0.0% 45.6% 45.6% 45.6% 13.0% 38.3% 38.3% 16.1 % 41.4% 41.4%
Maximum Green (s) 34.7 34.7 34.7 34.7 34.7 6.0 28.8 28.8 8.8 31.6 31.6
Yellow Time (s) 3.5 3.5 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0
All-Red Time (s) 2.8 2.8 2.3 2.3 2.3 2.2 1.7 1.7 2.2 1.7 1.7
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None Min Min None Min Min
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 26.0 26.0 18.0 18.0
Pedestrian Calls (#/hr) 6 6 6 6
Act Effct Green (s) 21.3 21.3 21.3 24.6 19.4 19.4 29.0 . 23.7 23.7
Actuated g/C Ratio 0.36 0.36 0.36 0.38 0.32 0.32 0.47 0.40 0.40
v/c Ratio 0.30 0.57 0.26 0.12 0.33 0.27 0.36 0.29 0.12
Control Delay 13.0 18.6 3.3 10.9 18.9 5.0 12.0 15.9 5.6
Sy nchro 6 Report
H:WLBT\T1521684\Synchro\ExistingPM.sy7 Page 1
Bolton & Menk, Inc
Lanes, Volumes, Timings PM Existing
CSAH 19 at 57th St. NE, Albertville Existing Signal
~ ~ ~ ~ ~ ~ I
Lane Group EBL EBT 'EBR WBL WBT- 'WBR NBL NBT NBR SBL SBT. SBR
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 13.0 18.6 3.3 10.9 18.9 5.0 12.0 15.9 5.6
LOS B B A B B A B B A
Approach Delay 13.0 12.6 14.3 13.6
Approach LOS B B B B
Queue Length 50th (ft) 34 77 0 9 55 0 33 55 0
Queue Length 95th (ft) 76 150 29 34 117 42 96 118 28
Interna- Link Dist (ft) 669 1292 851 711
Turn Bay Length (ft) 200 300 300 300 300
Base Capacity (vph) 757 657 866 460 1560 770 536 1742 789
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.22 0.40 0.20 0.12 0.24 0.21 0.35 0.23 0.10
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 59.8
Natural Cycle: 90
Control Type: Actuated-Uncoord inated
Maximum v/c Ratio: 0.57
Intersection Signal Delay: 13.5 Intersect ion LOS: B
Intersection Capacity Utilization 51.2% ICU Level of Serv ice A
Analysis Period (min) 15
Synchro 6 Report
H:WLBT\T1521684\Synchro\ExistingPM.sy7 Page 2
Bolton & Menk, Inc.
Lanes, Volumes, Timings PM Build
CSAH 19 at 57th St. NE, Albertville Existing Signal
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations ~ ~ ~ '~ ~~ ~ '~ +~~ ~
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 300 300 300 300
Storage Lanes 0 0 0 1 1 1 1 1
Total Lost Time (s) 4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector (ft) 5 120 5 180 20 50 250 5 50 250 5
Trailing Detector (ft) 0 -10 0 -10 -10 5 0 0 5 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Ped Bike Factor 0.99 0.98 1.00 0.98 0.97
Frt 0.952 0.850 0.850 0.850
Flt Protected 0.982 0.968 0.950 0.950
Satd. Flow (prot) 0 1729 0 0 1803 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.562 0.598 0.497 0.516
Satd. Flow (perm) 0 989 0 0 1114 1557 921 3539 1544 961 3539 1531
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 40 204 186 84
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ,1.00 1.00
Link Speed (mph) 30 30 40 40
Link Distance (ft) 749 1372 931 791
Travel Time (s) 17.0 31.2 15.9 13.5
Volume (vph) 86 65 84 169 88 173 61 364 180 199 373 78
Confl. Peds. (#/hr) 6 6 6 6
Confl. Bikes.(#/hr) 6 6 6 6
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.97 0.97 0.97 0.93 0.93 0.93
Adj. Flow (vph) 101 76 99 199 104 204 63 375 186 214 401 84
Lane Group Flow (vph) 0 276 0 0 303 204 63 375 186 214 401 84
Turn Type Perm Perm Perm pm+pt Perm pm+pt Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 8 2 2 6 6
Detector Phases 4 4 8 8 8 5 2 2 1 6 6
Minimum Initial (s) 10.0 10.0. 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s) 16.3 16.3 16.3 16.3 16.3 10.7 21.0 21.0 10.7 34.7 34.7
Total Split (s) 24.0 24.0 0.0 24.0 24.0 24.0 10.7 35.3 35.3 10.7 35.3 35.3
Total Split (%) 34.3% 34.3% 0.0% 34.3% 34.3% 34.3% 15.3% 50.4% 50.4% 15.3% 50.4% 50.4%
Maximum Green (s) 17.7 17.7 17.7 17.7 17.7 5.0 29.6 29.6 5.0 29.6 29.6
Yellow Time (s) 3.5 3.5 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0
All-Red Time (s) 2.8 2.8 2.3 2.3 2.3 2.2 1.7 1.7 2.2 1.7 1.7
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None Min Min None Min Min
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 26.0 26.0 18.0 18.0
Pedestrian Calls (#!hr) 6 6 6 6
Act Effct Green (s) 22.7 22.7 22.7 25.6 18.7 18.7 27.3 23.4 23.4
Actuated g/C Ratio 0.37 0.37 0.37 0.39 0.31 0.31 0.45 0.39 0.39
v/c Ratio 0.70 0.72 0.29 0.14 0.34 0.31 0.41 0.29 0.13
Control Delay 24.4 27.9 3.5 10.7 17.2 4.2 13.1 15.5 5.2
H:\ALBT\T1521684\Synchro\BuiIdPM.sy7
Bolton & Menk, Inc.
Synchro 6 Report
Page 1
Lanes, Volumes, Timings PM Build
CSAH 19 at 57th St. NE, Albertville Existing Signal
--- ~ f-
Lane Group EBL EBT EBR WBL 'WBT WBR NBL NBT NBR SBL SBT SBR
Queue Delay. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.4 27.9 3.5 10.7 17.2 4.2 13.1 15.5 5.2
LOS C C A B B A B B A
Approach Delay 24.4 18.1 12.7 13.5
Approach LOS C B B B
Queue Length 50th (ft) 65 85 0 10 50 0 37 54 0
Queue Length 95th (ft) 156 184 30 38 108 42 108 116 29
Internal Link Dist (ft) 669 1292 851 711
Turn Bay Length (ft) 200 300 300 300 300
Base Capacity (vph) 396 418 711 453 1525 771 525 1640 755
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.70 0.72 0.29 0.14 0.25 0.24 0.41 0.24 0.11
Intersection Summary
Area Type: Other
Cycle Length: 70
Actuated Cycle Length: 60.6
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 15.8 Intersection LOS: B
Intersection Capacity Utilization 57.9% ICU Level of Service B
Analysis Period (min) 15
and Phases: 3: 57th St NE &CSAH 19 (La Beaux Ave NE
02
m4
Synchro 6 Report
H:\ALBT\T1521684\Synchro\BuiIdPM.sy7 Page 2
Bolton & Menk, Inc.
Lanes, Volumes, Timings PM Build with EB Right Turn Lane
' CSAH 19 at 57th St. NE in Albertville Revised Intersection
~ ~ ~ fi ~ ~ ~ ~
Lane Group EBL EBT EBR "' WBL WBT `WBR ' NBL NBT NBR SBL SBT SBR
Lane Configurations ~ ~- ~ ~ '~ ~~ ~ ~ ~~ ~-
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 200 300 300 300 300
Storage Lanes 0 1 0 1 1 1 1 1
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector (ft) 5 120 50 5 180 20 50 250 5 50 250 5
Trailing Detector (ft) 0 -10 0 0 -10 -10 5 0 0 5 0 0
Turning Speed (mph) 15 9 15 9 15 9 15 9
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00
Ped Bike Factor 1.00 0.98 0.98 1.00 0.98 0.97
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.972 0.968 0.950 0.950
Satd. Flow (prot) 0 1811 1583 0 1803 1583 1770 3539 1583 1770 3539 1583
Flt Permitted 0.498 0.647 0.497 0.584
Satd. Flow (perm) 0 926 1551 0 1205 1557 921 3539 1544 1088 3539 1531
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 99 204 186 84
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Link Speed (mph) 30 30 40 40
Link Distance (ft) 749 1372 931 791
Travel Time (s) 17.0 31.2 15.9 13.5
Volume (vph) 86 65 84 169 88 173 61 264 T80 199 .373 78
Confl. Peds. (#/hr) 6 6 6 6
ConfL Bikes (#/hr) 6 6 6 6
Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.97 0.97 0.97 0.93 0.93 0.93
Adj. Flow (vph) 101 76 99 199 104 204 63 272 186 214 401 84
Lane Group Flow (vph) 0 177 99 0 303 204 63 272 186 214 401 84
Turn Type Perm Perm Perm Perm pm+pt Perm pm+pt Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6 6
Detector Phases 4 4 4 8 8 8 5 2 2 1 6 6
Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 5.0 15.0 15.0 5.0 15.0 15.0
Minimum Split (s) 16.3 16.3 16.3 16.3 16.3 16.3 10.7 21.0 21.0 10.7 34.7 34.7
Total Split (s) 24.0 24.0 24.0 24.0 24.0 24.0 10.7 35.3 35.3 10.7 35.3 35.3
Total Split (%) 34.3% 34.3% 34.3% 34.3% 34.3% 34.3% 15.3% 50.4% 50.4% 15.3% 50.4% 50.4%
Maximum Green (s) 17.7 17.7 17.7 17.7 17.7 17.7 5.0 29.6 29.6 5.0 29.6 29.6
Yellow Time (s) 3.5 3.5 3.5 4.0 4.0 4.0 3.5 4.0 4.0 3.5 4.0 4.0
All-Red Time (s) 2.8 2.8 2.8 2.3 2.3 2.3 2.2 1.7 1.7 2.2 1.7 1.7
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None Min Min None Min Min
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 26.0 26.0 26.0 18.0 18.0
Pedestrian Calls (#/hr) 6 6 6 6 6
Act Effct Green (s) 21.7 21.7 21.7 21.7 25.5 18.7 18.7 27.4 23.5 23.5
Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.40 0.31 0.31 0.46 0.39 0.39
v/c Ratio 0.53 0.16 0.69 0.29 0.14 0.25 0.30 0.37 0.29 0.13
Control Delay 21.0 3.9 24.4 3.5 10.6 16.5 4.2 12.4 15.4 5.2
H:WLBT\T1521684\Synchro\BuildPMwEBRtTrnLn.sy7
Bolton & Menk, Inc.
Synchro 6 Report
Page 1
Lanes, Volumes, Timings
CSAH 19 at 57th St. NE in Albertville
PM Build with EB Right Turn Lane
Revised Intersection
Lane Group EBL EBT 'EBR WBL WBT' WBR ? NBL ' NBT NBR SBL SBT SBR
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 21.0 3.9 24.4 3.5 10.6 16.5 4.2 12.4 15.4 5.2
LOS C A C A B B A B B A
Approach Delay 14.9 16.0 11.4 13.3
Approach LOS B B B B
Queue Length 50th (ft) 45 0 83 0 10 35 0 37 54 0
Queue Length 95th (ft) 107 22 176 30 38 81 42 108 116 29
Internal Link Dist (ft) 669 1292 851 711
Turn Bay Length (ft) 200 300 300 300 300
Base Capacity (vph) 348 645 453 712 458 1547 780 578 1670 767
Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.51 0.15 0.67 0.29 0.14 0.18 0.24 0.37 0.24 0.11
Intersection Summary
Area Type: Other
Cycle Length: 70
Actuated Cycle Length: 59.6
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 13.7 Intersection LOS: B
Intersection Capacity Utilization 54.2% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Report
H:IALBT\T1521684\Synchro\BuildPMwEBRtTrnLn.sy7 Page 2
Bolton & Menk, Inc.