HomeMy WebLinkAbout17 - Traffic Impact Study - West Winds SW Subdivision Lot-,
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WEST WINDS SW SUBDIVISION
TRAFFIC IMPACT STUDY
prepared for:
Haystack Development
PO Box 1793
Bozeman, MT 59771
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QN .4 prepared by:
Sanderson Stewart
TA � � 106 East Babcock
7ta; WE Bozeman, MT 59715
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December 2017
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TABLE OF CONTENTS
INTRODUCTION.....................................................................................................................................1
SITE LOCATION & DESCRIPTION.............................................................................................................1
SITE DEVELOPMENT PLAN.......................................................................................................................1
EXISTINGCONDITIONS..........................................................................................................................1
Streets .............................................................................................................................................. 1
Intersections......................................................................................................................................4
TrafficVolumes..................................................................................................................................5
IntersectionCapacity.........................................................................................................................5
TRIPGENERATION..................................................................................................................................7
TRIP DISTRIBUTION.................................................................................................................................8
TRAFFICASSIGNMENT............................................................................................................................8
TRAFFICIMPACTS.................................................................................................................................11
TrafficVolumes................................................................................................................................ 11
IntersectionCapacity....................................................................................................................... 11
Bicycle and Pedestrian Connectivity.................................................................................................. 12
CONCLUSIONS & RECOMMENDATIONS..............................................................................................13
Conclusions ...................................................................................................................••............... 13
Recommendations...........................................................................................................................14
APPENDICES
APPENDIX A—TRAFFIC COUNT DATA
APPENDIX B— CAPACITY CALCULATIONS— EXISTING CONDITIONS (2017)
APPENDIX C — CAPACITY CALCULATIONS— FULL BUILDOUT (2025)
LIST OF TABLES
TABLE 1 : EXISTING CONDITIONS (2017) CAPACITY CALCULATION SUMMARY........................................7
TABLE 2: TRIP GENERATION SUMMARY...................................................................................................8
TABLE 3: FULL BUILDOUT (2025) CAPACITY CALCULATION SUMMARY.................................................. 12
West Winds SW Subdivision TIS E
ANIL
SANDERSON STEWART
LIST OF FIGURES
FIGURE1: STUDY AREA..........................................................................................................................2
FIGURE2: SITE LAYOUT...................................................................................................................3
FIGURE 3: EXISTING CONDITIONS (2017) TRAFFIC VOLUMES............................................................6
FIGURE 4: TRIP DISTRIBUTION &TRAFFIC ASSIGNMENT SUMMARY.........................................................9
FIGURE 5: FULL BUILDOUT (2025) TRAFFIC VOLUMES...........................................................::.............. 10
FIGURE 6: BIKE AND PEDESTRIAN FACILITIES................................................................................. ...... 13
West Winds SW Subdivision TIS 0
SANDERSON STEWART
INTRODUCTION
This traffic impact study (TIS) summarizes the projected impacts associated with the proposed development withui the fourth
and fifth phases of the West Winds residential development in Bozeman,Montana.The purpose of the study was to assess the
traffic-related impacts that the project may have on the surrounding transportation system and to provide recommendations to
mitigate any such impacts.'Ihe methodology and analysis procedures used uz this study employ the latest technology and
nationally accepted standards ui the areas of site development aid transportation impact assessment. Recommendations made
in this report are based on professional judgment and these principles.
SITE LOCATION & DESCRIPTION
The West Winds development site is located on the northeast corner of West Oak Street and Davis Lane in Bozeman.'file
legal description of the property is being Lots 2,3,&4 of Blocks 1,3,&4 of West Winds Subdivision,Phases 4&-'-),located
in the northwest quarter of Section 2,°Township 2 South,Range 5 East,as shown in Plat 1-493A.The site is bordered by
previous phases of West Winds Subdix-ision to the north,West Oak Street to the south,Davis Lane to the west,and
1\'indNvarcl Avenue to the oast. Fig
ure l on the following page depicts the stud} area and the current proposed layout for rite
site.
SITE DEVELOPMENT PLAN
The site development plan for West Winds Subdivision proposes construction of 73 single-family residences.There is
currently one access point to this site on Davis Lane at the intersection of Breeze Lane and one access point on West Oak
Street at the intersection of Windward Avenue.111s project proposes to maintain these two existing approaches on Davis
Lane and West Oak Street and also to extend New Holland Drive north of West Oak Street for an additional access. figure 2
on page 3 illustrates the proposed site layout.
EXISTING CONDITIONS
Streets
The proposed development of this project site will have a direct impact on the adjacent streets and intersections.The
following paragraphs describe the existing area roadways that are most likely to be affected by the traffic volumes generated by
this development.
Baxter Lane
Baxter Lane is classified as a Minor Arterial by the City of Bozeman and a Major Collector by TNIDT. Adjacent to the project
site, Baxter Lane has a 2-lane typical section with a narrow shoulder and no curb or gutter or sidewalk.The posted speed limit
is 40 miles per hour(mph).
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Figure 2. Site Layout
Davis Lane
Davis lane is classified as a Minor Arterial In the CAN,of Bozeman and a local street by lIDT.Adjacent to the project site,
Davis Lane has a 4-lane typical section with a divided median. The typical section includes curb,gutter,and sidewalk.The
Posted speed limit is 35 mph. Davis Lane is continuous from Oak Street north to Valley Center Road.The Cir?,of Bozeman is
planning for a future roadway connection to the south of Oak Street that will connect to the intersection of Durston Road and
Fowler Avenue.
Breeze Lane
Breeze Lane is classified as a local street by the Cite of Bozeman. The typical section for Breeze lane provides one travel lane
in each direction ,vith parallel parking curb and glitter and sidcxyalk on both sides of the street.The posted speed limit on
Breeze Larie is 25 mph.
West Winds SW Subdivision TIS
SANDERSON STEWART
West Oak Street
West Oak Street is classified as a Principal Arterial by the City of Bozeman as a local street west of 19th Avenue by MDT.The
typical section for West Oak Street provides two travel lanes in each travel direction separated with a median, curb and gutter
and sidewalk on both sides of the street.The speed limit on West Oak Street is 35 rnph.The City of Bozeman recendy
improved West Oak Street to provide the full four-lane cross section from Ferguson Avenue to New Holland Drive,including
a new signal at the Oak Street/Ferguson Avenue intersection and a new roundabout at the Oak Street/Davis Lane
intersection.
New Holland Drive
New Holland Drive is classified as a local street by the City of Bozeman.the typical section for New Holland Drive provides
one travel lane in each direction with parallel parking,curb and gutter and sidewalk on both sides of the street.'The posted
speed limit on New i Tolland Driv c is 25 mph.
Windward Avenue
Windward-Avenue is classified as a local street by the City of Bozeman.The typical section for\`i`indward Avenue provides
one travel lane in each travel direction with parallel parking,curb and gutter and sidewalk on both sides of the street. The
posted speed limit on Windward Avenue is 25 mph.
North 27th Avenue
North 27th Avenue is classified as a Collector by the City of Bozeman and a local street by MDT.North 27th Avenue is a
r)-picai nvo-lane sweet with curia and gutter and sidewalk south of west Oak Street. North of West Oak Street,2 7 th Avenue
has a typical four-lane divided section.The posted speed limit on North 27th Avenue is 25 mph.
Intersections
The following paragraphs describe the existing major street intersections that are adjacent to the development site and will
potentially be impacted by die new development.
Baxter Lane/Davis Lane
The intersection of Bauer Lane and Davis Lane has four_legs and is controlled as an alt-way stop.The south leg has a
dedicated right-turn lane with a thni/left shared lane and all other legs have a single lane for all movements.The south leg is
constructed to the full design typical and therefore the north and south legs are skewed by approximately 40 feet. A new traffic
signal has been designed for this intersection and is anticipated to be constructed in 2019.
Davis Lone/Breeze Lane
The intersection of Davis Lane and Breeze Lane has three legs with stop control on the east approach.The sorthbound thru
lanes are separated by the raised median and therefore cannot access Breeze Lane. The east approach of Breeze Lane has a
single approach lane where only a right turn movement is allowed.The northbound approach consists of a dedicated thm lane
and a shared thru/right turn lane.
Davis Lane/West Oak Street
The intersection of Davis Lane and West Oak Street has recently- been reconstructed as a roundabout. All legs have a single
circulating lane and a right turn bypass lane.The south leg has been constructed but is barricaded off until the future roadway
connection to Durston Road/Fowler Avenue is constructed.
West Winds SW Subdivision TIS
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New Holland Drive/West Oak Street
The intersection of New Holland Drive and West Oak Street has three legs with the stop control on the south approach.The
east and west legs are divided by a median and have two Lines in each direction.The south leg has a single approach lane for
all movements.
Windward Avenue/West Oak Street
The intersection of Windward Avenue and West Oak Street has three legs with the stop control on the north approach.The
east and west legs are divided by a median and have two lines in each direction.The north leg has a single approach lane for
all movements.
North 271h Avenue/West Oak Street
The intersection of North 27th Avenue and West Oak Street is stop-controlled with stop signs posted on the north;rid south
(27th Avenue) approaches.The north leg has a dedicated left-turn lane and a shared thni/right-turn lane.The east leg has two
Lines with a thru/right shared lane and a tlnru/left shared lane.The south leg has a single Iwie for all movements."11ne wesr kg
has a dedicated left-turn lane and a shared thru/right-turn lane.The eastbound and westbound traffic are divided by a median.
A signal upgrade has been programed in the City of Bozeman's adopted Capital Improvement Plan(CIP) for fiscal year 2019.
Traffic Volumes
Weekday ANI and PiNI peak hour turning movement counts were collected for the study area intersections on November 9,
2017.This date was two weeks after the roundabout at Davis Lane and West Oak Street was completed and open to traffic.
Traffic volume and patterns were anticipated to be normalized in chat timeframe. In general, the weekday peak hour periods
were found to occur from 7:30 to 830 AEI and 4:30 to 3:30 PSI. Raw count data was adjusted for seasonal variation using
NIDT seasonal adjustment factors. Figure 3 on the follo%%ing page summarizes the resulting calculated peak hour turning
movement volumes for the AM and PM peak hours.Detailed traffic count data worksheets are included in Appendix A.
Intersection Capacity
Existing Conditions (2017) capacity calculations were performed for the stud-area intersections using highway Capacitv
Software (IICS7) as well as RODEL roundabout analysis software. IICS7 is based on the Llighway Capacity Manual,Gth
Edition ('Transportation Research Board, 2016) methodologies.The HCNI defines level of service (LOS) as "a quality measure
describing operational conditions within a traffic stream,generally in terms of such service measures as speed and travel time,
freedom to maneuver,traffic interruptions, comfort and convenience."LOS is a qualitative measure of the performance of an
intersection with values ranging from LOS A,indicating good operation and low vehicle delays,to LOS F,wlhich indicates
congestion and longer vehicle delays.
The results of the Existing Conditions (2017) capacity calculations showed that all intersection approaches operate at or above
LOS C. Lengthy queues arc experienced on the east and west approaches of Baxter Lane and Davis Lane,but all other
intersections experience minimal queuing.The LOS results for the Baxter Lane/Davis Lane intersection are more favorable
than has been shown by previous analyses.This is likely due to a combination of the new Ferguson Avenue connection from
Oak Street to Baxter Lane,as well as the segment of Baxter Lune west of Ferguson that was closed for construction at the
time data was collected for this analysis.
'Cable 1,on page 7, presents the results of the Existing Conditions (2017) capacity calculations.Capacity calculation
worksheets for each of the study area intersections can be found in Appendix B.
West Winds SW Subdivision TIS
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Figure 3. Existing Conditions(2017) Traffic Volumes
West Winds SW Subdivision TIS
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Table 1. Existing Conditions(2017)Capacity Calculations Summary
Existing 2017
AM Peak PM Peak
Intersection Control A%19 95th% Arg 95th 0/6
Delay Queue Delay Queue
s/veh LOS veh s/veh LOS veil
Intersection Control UI II'riy.'tn Control
EB 17.9 C 5 19.3 C 5
Davis Lane& WB 12.4 B 2 18.0 C 5
NB 11.3 B 1 13.1 B 2
Baxter Lane SB 12.9 B 2 15.9 C 3
Intersection 14.8 B -- 17.2 C --
Intersection Control One-lY/rrp /o ntrol IIB
Davis Lane& WB 8.8 A 0 9.1 A 0
NB - -- -- --
Breeze Lane SB -- -- I -- I -- --
ntersection Control Roundabout
EB 2.5 A 2 4.0 A 1
Davis Lane& WB 4.4 A 1 3.2 A 2
Oak Street SB 2.2 A 1 1.4 A 1
Intersection 3.3 A -- 3.0 A --
Intersection Control One-II"ay Stop Control B
Oak Street& EB -- -- -- -- -- --
WB 1.6 A 1 1.5 A 1
New Holland Drive NB 11.4 B 1 11.1 B 1 1
Intersection Control Olie-II%"rt y Stop Gintrol SB)
Oak Street& EB 0.3 A 0 0.2 A 0
A'indward Avenue SB 10.3 B 1 12.0 B 1
Intersection Control 7'Y'&- Yiy StopContra B e~S B)
EB 0.4 A 1 1.0 A 1
Oak Street& A111 0.8 A 1 1.5 A 1
27th Avenue N B 11.1 B 1 15.6 C 1
S 6.
TRIP GENERATION
,1n accurate estimate of site-generated traffic must be made ro analyze the impacts of a new development This study utilized
Trip Generation, 10th Edition,published hj-the Institute of'Transportation Engineers ('M),which is the most Nvidely
accepted source for determining trip generation projections.1�or the purposes of this studi�, trip generation was calculated
using the Single-Family Detached Housing (Land ('se 210" categonZ.Table 2 on the following page illustrates the results of the
trip generation calculations for this site.
I'pon full occupancy of the residences, the project is projected to generate a total of 689 gross average weekday-trips with 54
trips (14 entering 40 exiting) generated during the zVNI peak hour and 72 trips (45 entering/27 exiting) generated during the
PM peak hour.
West Winds SW Subdivision TIS
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Table Z Trip Generation Summary
lade+<ndrw Vu ..hlr .Hera rWeekdut• I AM Prak Hour F I'M NAlk',
Land Use Intensit Unib total enter exit total enter exit total I rn++-+ I
SirWe-Fautily Dewhed Ih uvn f l l -3 Dw&uu U,%a, 659 345 344 5.1 14 1 ❑1 _
Taal No*External Trips 669 345 344 34 14 1 40 72 4
(1) Single-Family Detached Housing-Land Use 210* Units=Dwelling Units
Avenge Weekday Average Rate=9.44 (50%enteriug/50%exiting)
Peak Hour of the Adjacent Street,One Hour between 7 and 9 AM: Average Rate=0.74 (25%entering/75%exiting)
Peak Hour of the Adjacent Street,One Hour between 4 and 6 PM: Avenge Rate=0,99 (63%eutering/37%exiti4
*Tdp Genemlian,1016 Edition,Institute of Transportation Engineers,2017
'I'rip generation projections provide an estimate of the total number of trips that would he generated by a proposed
development. I Iowevcr,ui order to esrimatc the uct number of new trips made by personal vehicles external to the site,
adjustments must often be made to account for internal capture trips,pass-by trips,and trips made by alternate modes.
Internal capture(IC) trips are those trips that do not have origins or destinations external to a project site.Since IC trips occur
internally, they do not have an impact on external traffic operations. IC trips most often occur in mixed-use developments
where residential,commercial,and office-related land uses exhibit a high rate of internal trip exchange.'This development will
consist of only residential uses and IC trips were therefore considered to he negligible.
Pass-by trips are those trips that are made as intermediate stops on the way from a point of origin to a primanr trip destination.
Pass-by trips are attracted from traffic "passing by"on an adjacent street that offers direct access to that site. Pass-by trips are
primarily Attracted by commercial type land uses such as restaurants,convenience markets and gas stations. Again,as this
development will consist of only residential uses mid pass-by trips were therefore considered to be negligible.
A small percentage of trips generated by the site could be made by alternate modes (walking, biking or transit), but as a
measure of conservatism, they have been assumed to be negligible for the purposes of this analysis.
TRIP DISTRIBUTION
Trip distribution is an estimate of site-generated trip routing,which can be determined by several methods such as
computerized travel demand models,calculation of travel time for various available routes and/or simple inspection of
existing traffic patterns within the project area. For this study,Sanderson Stewart calculated the trip distribution based on the
relative magnitude of existing peak hour turning movement volumes on key travel routes,as well as the proximity of those
routes to the site. Figure 4 on the followuig page presents the resulting trip distribution for this study-.
TRAFFIC ASSIGNMENT
'I"raffic assignment is the procedure whereby site-generated vehicle trips are assigned to study area streets,intersections and
site access driveways based on the calculated trip distribution and the physical attributes of the development site. t Jsuig this
approach,site-generated trips were assigned to the study area roadway network for the AM and PM peak hours as shown ill
Figure 4.
West Winds SW Subdivision TIS
S A N D E R S 0 N ST } '
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Figure 4. Trip Distribution& Traffic Assignment Summary
West Winds SW Subdivision TIS
SANDERSON STEWART
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Figure 5. Full Buildout(2025) Traffic Volumes
West Winds SW Subdivision TIS m
SANDERSON STEWART040
TRAFFIC IMPACTS
Traffic Volumes
For the purposes of this study, based on uhformation from the owner,it was assumed that full buildout and occupancy for
West Winds site development would occur by the end of calendar year 2025. In addition to the site-generated traffic from the
subject development, traffic volumes are also expected to increase for study area streets and intersections due to general
background growth.To account for that growth,Sanderson Stewart used the 25 percent growth rate that was presented in the
Oak Street Improvements Pre-Design Report dated February 2016. In the 2016 report, the growth rate was calculated using
traffic volume projections based on modeling of planned development along the corridor. Figure 5 on page 10 illustrates the
projected AM and Pitit peak hour Full Buildout(2025) traffic volume projections that were calculated for this study.
Intersection Capacity
Sanderson Stinvart performed intersection capacity calculations for the Frill Buildout(2025) scenario based on the AM and P111
peak hour traffic volume projections presented in Figure 5,generally based on existing lane configurations and traffic control
features. One exception is the intersection of Baxter Lane and Davis Lane,which is prngmmed for the installation of a traffic
signal in the Gry of Bozeman's adopted CIP for fiscal year 2019.The intersection is proposed to have three lanes on the west
leg(left,thru,and riglht), three lanes on the north leg(left, thru,and shared thni/right), hvo lanes on the east leg(left,and
shared thru/right),and four lanes on the south leg(left, two thru,and right). A simple, two--phased (north/south and
east/-,sTest)phasing plan was used for the purposes of this analysis. Additionally,the intersection of North 27th Avenue and
West Oak Street is also programmed for the installation of a traffic signal un fiscal year 2019.The intersection is proposed to
have two lanes on the west leg(shared left/thru and shared thru/right), two lanes on the north leg(shared left/thru and right),
three lanes on the east leg Qeft,thru,and shared thru/right),and two lanes on the south leg(shared left/thru and right). Again,
a simple, two-phased (north/south and east/west) phasing plan was used for tlus analysis. Finally,Ne\v Holland Drive will
continue north of West Oak Street into the site. The New Holland Drive and West Oak Street intersection will operate as a
four-leg, nvo-way stop controlled intersection with stop signs on the north and south approaches.The north leg of the
intersection will have single ingress and egress lanes. Synchro 8 was used for the signalized capacity analysis and is based on
the 1ICM methodologies.Table 3 on page 12 shows the results of the Full Buildout(2025) scenario capacity calculations.
Willi the programmed improvements in place,all study area intersections are projected to exlhibit acceptable LOS for the Full
Buildout(2025) scenario.projected 95th percentile queues are relatively short;lio,,vever,Baxter Lane is anticipated to
experience marginal queueing on the east and west legs of its intersection with Davis Lane. Specific signal phasing plans for
this intersection may be able to minimize queueing. Detailed capacity calculation worksheets for the Full Buildout (2025)
traffic projection scenario are included in Appendix C.
West Winds SW Subdivision TIS m
SANDERSON 49
Table 3. Full Buildout(2025)Capacity Calculations Summary
Future 2025 + Site
AM Peak PiNt Pea
Intersection Control Approach A"'g 9 th% Avg 9.t /o
Delay Queue Delay Queue
shell LOS (veh) (s/veh LOS veh
Intersection C;o drol S wali=ed
EB 17.0 B 8 16.0 B 5
Davis Lane& WB, 15.9 B 5 16.0 B 8
NB 6.4 A 2 11.1 B 2
Baxter Lane SB 6.4 A 2 11.3 B 2
Intersection 13.2 B -- 14.3 B --
wsation(m&ol eh 11"a) Stop C,wmv/OF
Davis Lane& WB 9.0 A 0 1 9.4 A 0
Breeze Lane NB
SB
Inlerret/ion Contro/ Rnlnldabout
EB 4.9 A 2 4.3 A 2
Davis Lane& WB 2.5 A 1 3.5 A 2
Oak Street SB 2.4 A 1 1.7 A 1
Intersection 3.5 A -- 3.3 A --
ntersertron Conlrol Tim-tFay.Viop Conlrol1 B e^ S
EB 0.2 A 0 0.7 A 1
Oak Street& WB 1.; A 1 1.5 A 1
New I lollarxl Drive NB 12.5 B 1 13.0 B 1
SB 11.1 B 1 14.1 B 1
I;ffersectran Control Ow-l ay Sta C.anlrol(S'B)
Oak Street& EB 0.2 A 0 0.2 A 0
WB
Windward Avenue 1513
11.2 13.6
nlerseelion C0,111-ol nali•er
EB 6.5 A 4 5.3 A 2
Oak Street& WB 5.7 A 2 6.1 A 3
NB 10.6 B 2 11.5 B 2
27th Avenue SB 0.
nterwctio !. 0 -
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Bicycle and Pedestrian Connectivity
Existing bike and pedestrian facilities along Oak Street and Davis Lane are shown in Figure 6 on the following page. They
consist primarily of concrete sidewalk or asphalt path along the segments of both streets that have already been improved to
the future five-lane section. Most of these segments also include striped bike lanes.The Davis Lane and Oak Street
roundabout was constructed to provide safe access for bicycle and pedestrian traffic through the intersection. Pedestrian
hybrid Beacons (also known as HAWK signals) were installed on all the roundabout legs that can be activated by any crossing
pedestrian.The adjacent Gallatin County Regional Park trails tie into the pedestrian facilities at the roundabout and at
additional locations to the west along Oak Street.
The proposed phases of the West Winds Subdivision are designed to have sidewalk constructed oil both sides of both Breeze
Lane and New Holland Drive. 'Iliese will connect to the sidewalk adjacent to both Davis Lane and Oak Street.The internal
West Winds SW Subdivision TIS
SANDERSON STE- WA a'
access streets (alleys) m the subdivision provide sidewalk adjacent to one side of the internal roads that connect to the Breeze
I.auie and New Holland Drive sidewalks.
EXl87MCi-PI VIOSE D Cnh'..R"C SICOVAi K
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Figure 6. Bike and Pedestrian Facilities
CONCLUSIONS & RECOMMENDATIONS
Conclusions
The preceding analysis has shown that the West kVinds Subdivision (Phase 4 eC )) development will generate a substantial
volume of new traffic demand for area streets and intersections. 1 lowever, there are no identified deficiencies for ariv of the
studhr area intersections and access points.This is due to the rccendV-constructed roundabout at Davis lane and Oak Street
and the signal upgrades programmed at the Davis 1 alne and Batter lane intersection as well as the Oak Street and 27th
Avenue intersection drat sue both planned to be completed by the end of fiscal rear 2019 per the adopted CIP.
West Winds SW Subdivision TIS
SANDERSON STEWART
The proposed phases of the West Winds Subdivision include sidewalk connections to adjacent facilities.This will ensure that
multi-modal users will have access in to the Oak Street and Davis Lane corridors.
Recommendations
The following list of recommendations is based on the analysis results from this stud}and the professional judgment of the.
author:
As planned,traffic signals should be installed at the Davis Lane and Baxter Lane intersection and the Oak Street and
27tb Avenue intersection.
Stop signs (R I-1)with street name.signs(1)3-1)should he installed for both Breeze Utne(at Davis Lane) and New
Holland Drive (at Oak Street).
The north New Holland approach should include ADA accessible pedestrian ramps with appropriate pavement
markings. Pavement markings and signage on Oak Street should be updated as needed to reflect the new access.
All transportation-related improvements shall be designed in accordance with City of Bozeman standards and the
Manual on Uniform Traffic Control Devices (MUTCD).
If the above improvements are implemented as recommended,traffic on the area street network should continue to operate in
a safe and efficient manner.
West Winds SW Subdivision TIS
D
0
57<
DURING
M'J N IT HES
SANDERSON
STEWART
SANDERSON
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
:onnted By: J.Stu4zcuk Intef,edion: 27th Avenue&Oak Street
Agency/Compatn': Sanderson Stewart
Date Performed: Thrusday,November 09,2017 lurisdiction: City of Bozeman
u Cont Time Period: Ant Peak Hmt :30-8:30 AAO
Ptnject Nn nivc.. 17065 Project Description: West Wand,TIS
Notdt/Srnuh Street: 27th Avenue Fist/West Street: Oak Street
27th Avenue 27th Avenue Oak Street Oak Street
Soutlmbound Northbound Eastbound Westbound Int.
Start Time Ri ht Mini Left U-turn Total R ht Thin Left U-turn Total Ri ht Tlim lift U-tmun Total Ri ht Tlum Left U-rum Total Total
Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.Ou 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0f1
7:30 AM 3 15 8 0 26 6 10 1 0 17 4 87 9 0 100 3 36 3 0 42 185
7:45 AA 6 11 13 0 30 18 17 3 0 38 6 105 9 0 120 5 37 6 0 48 236
8:00 AM 4 6 7 0 17 22 14 1 0 37 12 98 4 0 114 6 36 3 1 46 214
8:15 AM 9 18 14 0 41 10 17 2 0 29 22 101 4 0 127 10 50 5 0 65 262
Grand Total 22 50 42 0 114 56 58 7 0 121 44 391 26 0 461 24 159 17 1 201 897
Medium Tmck% 0.0 2.0 0.0 0.0 0.9 1.8 1 1.7 0.0 0.0 1.7 2.3 0.3 0.0 0.0 0.4 8.3 1 3A 0.0 0.0 3.5
Heavy Tmck% 4.5 0.0 0.0 0.0 0.9 1 0.0 3.4 0.0 0.0 1.7 0.0 0.8 0.0 0.0 0.7 0.0 1 3.1 0.0 0.0 2.5
Total Tmck% 4.5 2.0 0.0 0.0 1.8 L8 5.2 0.0 0.0 3.3 2.3 1.0 O.0 0.0 1.1 8.3 6.3 0.0 0.0 61
Total% 2.5 5.6 4.7 0.0 12.7 6.2 6.5 0.8 0.0 13.5 4.9 43.6 2.9 0.0 51.4 2.7 17.7 1.9 0.1 22.4 100.0
PHF (M86 1 0.86 1 0.86 0.86 0.86 1 0.86 0.86 0.86 1 0.86 1 0.86 0.86 ON, 0.86
27th avctnm
In Out
H 1 108
F2,
T TH LT U
50 42 0
tv 7d
�0 S
TotalEnteringC
w
N 897 ,-
J
J
H
y
0 7 58 56
U LT TH I RT
11] 121
Out In
27th Avenue
i.900 ;orh ii�r6tech`i y Cdh,)F3s,lripmono 59102 P1-2,ne 406.656.S2Ss Faa-406.6560967 I nons�ndn5onsit.ori,con•,
AM
SANDERSON W-.9
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
ouoted Bv: 1.Staszcuk Intersection: 27t1t Avenue&Oak Street
Agency/Comp:uly: Sanderson Stewart
Date Performed: Thursday,November 09,2017 junsdiction: City of Bozeman
-ouut Time Period: PM Peak Hour 1:30-5:30 PbQ
Ptolcct Number! 1'7U65 Ptoject Deseuption; West Winds TIS
Nordi/Sotttlt Street: 27th Avenue East/\Vest Street: Oak Street
27th Avenue 27th Avenue Oak Street Oak Street
Southbound Northbound Eastbound Westbound Int.
Start Time RiLllut 71uu U-11 U-turn Total Ri¢ht Tltm Left U-turn Total Ri ht Tlun Left U-turn Total Right Tluu Ixft ('-nun Total Total
Factor 1.00 1.00 1.00 1.00 Im 1-00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
4:30 PM 7 11 3 0 21 4 6 4 0 14 2 51 8 0 61 1s 92 12 1 120 216
4:45 PM 17 15 8 0 40 15 14 5 0 34 1 71 9 0 87 13 87 22 0 122 277
5:00 PM 10 14 9 0 33 11 13 3 0 27 0 58 8 0 66 9 109 26 0 144 270
5:15 Pnl 14 9 12 0 35 12 8 1 0 21 7 65 9 0 81 20 138 23 0 181 318
Grand Total 48 49 32 0 129 42 41 13 0 96 10 245 34 0 289 57 426 83 1 567 1081
Mediumr Truck% 0.0 0.0 0.0 0.0 0.0 0.0 7.3 0.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 100.01 0.9
Heave•Truck% 0.0 0.0 0.0 0.0 0.0 2.4 0.0 0.0 0.0 1.0 0.0 2.9 0.0 0.0 2.4 0.0 0.5 1.2 100.0 0.7
Total Truck"/0 0.0 0.0 0.0 0.0 0.0 2.4 7.3 0.0 0.0 4.2 0.0 2.9 0.0 0.0 2.4 0.0 1.4 1.2 200.0 1.6
Total 7.1=4 4.5 r 3.0 0.0 11.9 1 3.9 1 3.8 1.2 t1.0 8.9 0.9 22.7 3.1 0.0 26.7 5.3 39A 7.7 0.1 52.5 100.0
PFII' 0.85 10,6 1 O.SS 0.85 (1.85 0.45 1 0.85 0.85 0.85 0.85 1 0.85 0.85 0.85
27th Avenue
In Out
129 132
RT TH LT U
48 49 32 0
LlJr xt
J F1
4-
Total Entering r
J
w 1081 r
s s
x ..
N w n
'cam
0 1 13 1 41 42
U I LT I TH RT
142 96
Out I❑
27th Avenue
I�X)o Nonh-,,,, tech'r1o} I f'dh.)99,i.lontono 59102 fl ne-406.6S6.5255 1 Fox 40&,5r>6Ai67 E „r n s�nderyonsse.,nrf.cor,
SANDERSON �►
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
Counted By: �.Staazcnk Intersection: I Liar Ln&Baxter L i
Ageocy/Coinpau a Sander50❑Stewart
Date Performed: Thursday,November 09,2017 huisdiction: City of Bozeman
Count Time Period: AM Peak Hots :30-8:30 AA
project Nauubev 17065 Noleet Description: West WuA TIS
North South Street: Davis Lane East/west Street: Baxter Lane
Davis Lane Davis Lane Baxter Lane Baxter Lane
6���
Sothbound Northbound I Eastbound I Westbound lilt.
Start Tune R lit Tluu Left U-turn Total Right 'nsm Left U-ttun Total Ili it Thm Lett U-turn Total Kr!lit Thin Left U•1unt Total Total
Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03
7:30 AM 11 27 5 0 43 5 11 6 0 22 9 74 7 0 90 10 47 3 0 60 215
7:45 Al 10 34 0 Sl t6 0 18 78 16 0 ll2 9 35 3 0
8:00 AI41 11 18 13 0 42 3 22 18 0 43 20 G9 6 0 95 15 48 4 0 67 247
8:15 AM 16 19 12 0 47 1 1 0 18 13 94 8 0 115 7 34 1 0 42 222
Grand Total 48 98 37 0 183 17 61 42 0 120 60 315 37 0 412 41 164 11 0 216 931
Medium Tntck% 4.2 2.0 8.1 0.0 ..8 0.0 13.1 0.0 0.0 6.7 0.0 0.3 0.0 0.0 0.2 4.9 0.0 9.1 0.0 1.4
HeavyTruck°/ 0.0 2.0 13.5 0.0 3.8 0.0 4.9 0.0 0.0 2.5 0.0 0.0 2.7 0.0 0.2 22.0 0.0 9.1 0.0 4.6
Total Tmck a/ 4.2 4.1 21.6 0.0 7 0.0 18.0 0.0 0.0 9.2 0.0 0.3 2.7 0.0 0.5 26.8 0.0 18.2 0.0 6.0
Total°/ 5.2 10.5 4.0 0.0 19.7 1.8 6.6 4.5 0.0 12.9 6.4 g33.8 4.0 0.0 44.3 4.4 17.6 l3 0.023.2 100.0
P1IF' 0.94 094 094 0.9.1 0.94 094 0.94 0.94 0.94 0.94 R94 0.94
^mils Lanc
In Out
183 139
RT TH LT U
48 98 37 0
Total Entering =
J �
931
M
a
J
E- r-
C �1
Fr
E"
ff04 61 1 TH I RT
169 120
Out I❑
Dave I.rile
i3t)0 i`:orb Ta tet�ch'rl_�} I edhog" 59102 fh2 ne i06.6S6.5255 I Fos-406.6C,6-W67 r,n'n-9onder�orui-*rori.c n
Aft
SANDERSON W7
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: ).Staszcuk Intersection: Davis bi&Baxter Lit
Agency/Compana: Sanderson Stewart
Date Performed: Thursday,November 09,2017 Jurisdiction: City of Bozeman
Count Time Period: PM Peak Hour 4:30-5:30 Ph
project Number: 17065 Ptojeel Description: West Winds TIS
01th/Sotith Street: Davis Lane EaStj\X est Street: Baxter Lane
Darts lane Davis lane Baxter brie Baxter L•ire
Southbound Northbound Eastbomnd Westbotuid Iut'
Start Time Ri ht 'Iluu Leh U-turn Total Right Tlim Left U-trn Total Right 'Ilitu Leh U-ttmn Total Right 'flint Left U-turn Tut:d Total
Factor 1.00 1.00 Dyj LOU 1.00 1.00 1.00 1.00 1.03 L03 1.03 1.03 1.03 1.03 1.03 1.03
4:30 PM 8 30 8 0 46 4 23 8 0 35 I1 65 25 0 101 14 56 6 0 76 258
4:45 PM 20 33 9 0 G2 3 19 13 0 35 6 54 28 0 88 20 65 8 1 94 279
5:00 PM 20 23 11 0 54 5 26 l0 0 41 8 41 28 0 77 16 60 6 0 82 254
5:15 PI\I 19 43 9 0 71 8 25 15 0 48 10 47 24 0 81 15 68 4 0 87 287
Grand Total 67 129 37 0 233 20 93 46 0 159 35 207 105 0 347 65 249 24 1 339 1078
Medium Tmck% 0.0 0.0 0.0 0.0 0.0 0.0 3.2 0.0 0.0 1.9 0.0 1 0.0 2.9 0.0 0.9 1.5 0.0 0.0 0.0 0.3
HeaA1'Truck% 0.0 0.0 16.2 0.0 2.6 0.0 2.2 0.0 1 0.0 1 1.3 0.0 1 1.0 0.0 0.0 0.6 6.2 0.4 0.0 0.0 1.5
Total Tnick% 0.0 0.0 16.2 0.0 2.6 0.0 5.4 0.0 0.0 3.1 0.0 1.0 2.9 0.0 1.4 7.7 0.4 0.0 0.0 1.8
Total°/1 62 120 3.4 0.0 21.6 1.9 8.G 4.3 0.0 14.7 3.2 19.2 9.7 0.0 322 6.0 23.1 22 0.1 31.4 100.0
P1 11-- 0.94 1 094 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Davis Lane
Ln Out
233 263
RT TH LT U
67 129 37 0
4-
Total Entering
1078
Y
r�
H
4-1
H
1
0 46 93 20
U I LT TH RT
188 159
Out In
Davis Lane
1300 NQph ire wech Woy I Cillmy9,tAonv-)J 59102 ! flwoe i06.656.525S f FJ.406.656.096? � mn_s�ndesansies.o,i.ccntti
w
SANDERSON t!49
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
:ousted By: J.$t"acak latrrercnon: Davis La,Bwrzr Ltr
\genes/Company: Sanderson Stewart
Date Perfouued: Thursday,November 09,2017 Innsdictioo: City of Bozeman
aunt Time Period: AUNI Peak Hour :30-8:30 Ark
I'tolect Number-. I7W5 pralecl Description: West Winds l7S
North/South Street: Davis Lane Ftast/Wecl Street: Breeze Lane
Davis Lane Davis Lane Breeze Laae Breeze Lane
Southbomld Northbound Eastbound Westbound Int.
Start Time Fi ht 'Iltm Lett U-ttrrn Total Right 'ILm Left U-turn Total R ht Tlu-ii Left U-turn Total Right Tluu Left U-turn Total Total
Factor 1.00 1.00 1.0U L00 LW 1.00 L00 1.0U L00 1.00 1.00J00
00 1.00 1.0U 1.00
7:30 AM 41 41 0 18 18 0 1 60
7:45 AM 58 58 0 28 28 0 0 86
8:00 AM 51 51 0 31 31 0 0 82
8:15 A111 50 50 0 14 14 0 0 64
GrandTotul 0 200 0 0 200 0 91 0 0 91 0 0 0 0 0 0 1 292
Medium Track% 0.0 1.0 0.0 0.0 1.0 0.0 6.6 0.0 0.0 6.6 0.0 0.0 0.0 .0 0.0 0.0 0.0 0.0
Heavy Track% 0.0 2.5 0.0 0.0 2.5 0.0 Ll 0.0 0.0 1.1 0.0 0.0 0.0 .0 0.0 0.0 0.0 0.0
TotalInick% 0.0 35 0.0 0.0 3.5 0.0 7.7 0.0 0.0 7,7 0.0 0.0 0.0 .0 0.0 0.0 0.0 0.0
Total% 0.0 68.5 0.0 0.0 68.5 0.0 31.2 0.0 0.0 31.2 0.0 0.0 0.0 3 0.0 0.0 0.0 0.3PIlF 0.85 0.85 0.85 u.85 0.85 085 0.85 0.85 0.8585 0.85 0.85 0.85
In Out
200 9°
TH U
200 0
Total Entering
292
C K
91 0
TH RT
200 91
Out I❑
Davis Lane
1300 P;or'h ire nstach`Noy ! [illmg9, 59102 Plx ne-406.6S6.52SS F�a 406.666.0 i67 ! nn'e.9�1 p]Un91<s OR.CViri
I
SANDERSON
STEWART
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: J.Staszcnk Intersection: Davis Ln&Breeze Ln
Agency/Compare: Sanderson Stewart
Date Performed: Thursday,November 09,2017Jurisdiction: City of Bozeman
punt Time Period: PM Peak Hour 4i30-5:30 Ph
Project Nnmlwc 17065 Ptojeet Description: West Winds TIS
Notdl/Soudl Street: Davis Lane East/West Street: Breeze Lane
Davis L•utc Davis Inne Breeze Lane Breeze Lithe
Soutlrbound Northbound I Eastbound Westbound Int.
Start Tune R ght Tlrry Left U-turn Total R lit Tluu Left U-turn Total Right 'Iltnt Lett U-tum Total Right Thin Left U-turn Total Total
Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00 100
4.30 Pbl 49 49 0 28 28 No
0 0 0 77
4:45 PAI 52 52 0 36 36 1 0 1 89
5.00 PM 32 32 0 43 1., 0 0 0 75
5:15 PM59 59 1 39 40 0 0 0 99
GrandTotal 0 192 0 0 192 1 146 0 0 147 0 0 0 01 0 0 0 1 340
Aledium Truck% 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0
Heae1•Tnrck% 0.0 1.0 0.0 0.0 1.0 0.0 3.4 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 100.0 0.0 0.0 0.0 1 100.0
Total Truk% 0.0 1.0 0.0 0.0 1.0 0.0 5.5 0.0 0.0 5.4 0.0 0.0 0.0 0.0 0.0 100-0 0.0 0.0 0.0 100.0
Total% 0.0 56.5 0.0 0.0 56.5 0.3 42 9 0.0 0.0 432 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.3 100.0
PHFJ 0.86 1 0,W, 0.86 0.86 0.86 0.86 0.86 0.86 0.86 1 1 r 0.86 0.86 0.86 0.86
Davis Line
1 uI Out
192 147
TH
192 7=1
Total Entering
a
340
G
146 1
TH RT
192 147
Out In
Davis Lane
i�'00 Nonh ii�nsiecl,'iYo} I [Ilinyj,Pvlonv�ti�59102 l'tx ne i06.6S&. 25S f.ix A06.656.0967 I ,.r n_9�nde�oroie.,n i.cU r
AM
SANDE RSON W-49
" 'Y 4- W A P T
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
oouted By: J.SuSzl'nl; Lttetsetliou: New Holland Dr&Oak St
'X�ertcy/Colnpauy: Sanderson Stewart
Date Performed: Thursday,November 09,2017 1miubctiolt: City-of Bozeman
otutl Time Period: ADl Peak Hour :30-8:30 Ah
Ptojeet Number: 17065 P-Ject Description: West minds TIS
North/South Street: New Holland Drive 1=.ast/lC-I Street: Oak Street
New Holland Drive New Hollmul Drive Oak Street Oak Street
Soutltbouud Northbound Eastbound Westbotuid Int.
Start Time R ht Thru Left U-turn Total ht Tluit Left U-turn Total Ri t Tlrttt Left U-turn Total Ri h t Tlttu Left U-turn Total Total
Factor l.uo I oo 1.00 Lowy 1.00 1.00 1.00 1.00 1.00 1.o0 1_ou 1.00 1.00 1.00 1.00 1.00
7:30 AM 0 8 1 0 9 4 71 1 76 37 5 0 42 127
7:45 All 21 6 0 27' ; 2 92 39 1 12 0 51
8:00 AM 0 14 15 0 29 10 89 0 99 40 S 0 48 176
8:15 A l 0 10 4 0 14 10 102 0 112 35 10 0 4` 1 1
Grand T.W1 0 0 0 0 0 53 0 26 0 79 31 345 0 3 1 379 0 151 35 0 186 644
Meclium Tmck 0/ 0.0 0.0 0.0 0.0 0.0 3.8 0.0 0.0 0.0 2.5 9.7 0.6 0.0 0.0 1.3 0.0 0.7 0.0 0.0 0.5
Head*Tmck 0/ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0.0 2.5 3.2 1 2 0.0 66.7 1.8 0.0 7.9 0.0 0.0 6.5
Total Tmck' 0.0 0.0 0.0 0.0 0.0 3.8 0.0 7.7 0.0 5.1 12.9 1.7 0.0 66.7 3.2 0.0 8.6 0.0 0.0 7.0
Total°/ AA 0.0 0.0 0.0 11 0.0 1 8.2 0.0 4.0 0.0 12.3 4.8 53.6 0.0 0.5 58.9 0.0 23A 5.4 1 0.0 1 289 100.0
PHF 0.91 2-9 0.91 0.91 0.91 0.9] 0.91 0.91 0.91 0.91 0.91 091 0.91
Total Entering
n
644
v,
['� M
�i
0 26 53
U IT RT
66 79
Out77� lu
New Holland Drive
i300 i;o ih ir�nsrech'noy I 01.ILng3, 59102 flwne iC6.656.6255 I Foa-006.556.0967 i „a n.vnder5orolts,o i.coo
SANDERSON
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
(:ouuted By: 1.Staszettk httclsecuott: New Holland Dr&Oak St
Agency/Company: Sanderson Stewart
Date Performed: Tlntrsday,November 09,2017 )urtsdiction: City of Bozeman
Count Time Period: PM Peak Hotu(4:30-5:30 P\I)
Ptoircl Nund,rr: 17065 Ptojret Desctipuon: West Winds TIS
North/South Street: New Holland Drive FAs11W'CTt Street: Oak Street
Bmm
New Holland Drive New Holland Drive Chili Street Oak Street
Soutlnbound Northbomnd Eastbound Westbound Llt
titan"funr R, ht Timi Lett U-turn Twal Right "11mt Left U-t„ru Total Right "flu,t Left U-turn Total Rikl,t Thor Left U-rum Total Total
Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L00 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00 1.00
430 PM 0 7 5 0 12 9 47 0 56 68 13 0 81 149
4:45 PM 0 9 6 0 15 6 64 4 74 84 15 0 99 188
5:00 PM 0 12 5 0 17 3 51 0 54 88 16 0 104 175
5:15 PDl 0 12 3 0 15 8 66 0 74 110 21 0 131 220
Grand Total 0 0 0 0 0 40 0 19 0 59 26 228 0 4 258 0 350 65 0 415 732
Medium Tmck% 0.0 0.0 0.0 1 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.0 0.4 0.0 1 0.6 0.0 0.0 05
Heavy Tmck% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.8 1.3 0-0 50.0 2.3 0.0 0.3 0.0 0.0 0.2
Total Truck% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.8 L3 0.0 75.0 2.7 0.0 0.9 0.0 0.0MO.
Total% 0.0 0.0 0.0 0.0 0.0 5.5 0.0 2.6 0.0 8.1 3.6 31.1 0.0 0.5 35.2 0.0 47.8 8.9 0.0
P111 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 t1.8.S
Total Entering ~
732
10
cri x
z N
0 19 40
U LT RT
91 59
Out In
New Holland Drive
1^00 N00.11 Trwnntech Way, e-Ahngs,Moj-w"n�59102 Plx ne i06.656.5255 I Foa 406.665.0967 E „e _sonde�onsier.o f.coo
SANDERSON CID
6m INTERSECTION TURNING MOVEMENT COUNT SUMMARY
Counted By: J.Slaszcuh Itlte6er W)It: Dave Ln&Oak St
gency/Company: Sanderson Stewatt
Date Performed: Thursdav,November 09,2017 lurisdiation: City of Bozeman
Couul Time Period: AAl Peak Hour :30-8:30 An
Project Numlaee 17065 Project Description: West WildsTlS
North;Srmth Street Davis Lane Last/\\'est Street: Oak Street
Davis Lane Davis Lane Oak Street Oak Street
Southbound Nordrbotmd Eastbound Westbotuid Int
Start Time Right Tluu Lett U-turn Total Right Thm Left U-turn Total Rj ht 'suit Lett U-turn Toad itiIjit TInu Lett U-turn Totall Total
Factor IMo 1.00 1.00 1.00 1.00 1 1.00 1.00 1 1.00 1.00 1 1.00 1.00 1.00 1.00 1.00 Lt1U 1.00
7:30 AM 15 26 0 41 1 0 1 59 9 0 1 68 9 30 0 39 148
7:45."l 28 30 0 58 1 1 62 17 0 79 12 32 1 45 182
8:00 AM 18 33 0 51 0 1 71 11 0 82 19 34 0 53 186
8:15.-AAJ 15 35 0 50 0 74 11 0 85 8 31 0 39 174
Grand Total 76 0 124 0 200 0 0 0 0 0 0 266 48 0 314 48 127 0 1 176 690
Medium Truck°/n 0.0 0.0 1 6 0.0 1.0 0.0 0.0 0.0 1 0.0 1 0.0 0.0 0.4 8.3 0.0 1 1.6 6-3 0.8 0.0 0.0 2.3
Heavy Track% 2.6 0.0 2.4 0.0 2.5 0.0 0.0 0.0 0.0 0.0 0.0 15 0.0 0.0 1.3 2.1 3.9 0.0 0.0 3.4
Total Truk% 2.6 0.0 4.0 0.0 35 0.0 0.0 0.0 0.0 0.0 0.0 1.9 8.3 0.0 2.9 8.3 4.7 0.0 0.0 5.7
Total% 5.5 0.0 18.0 0.0 29.0 0.0 0.0 0.0 0.0 0.0 0.0 38.6 7.0 0.0 45.5 7.0 18.4 0.0 0.1 25.5 100.0
VHFJ 0.93 1 0.93 1 0.9; 1 11 1 0.93 0.93 0.93 1 0.93 11.93 h 1.7 0.93 0.93 0.93 0.9
lu Out
200 96
RT LT U
76 124 0
N x
Total Entering C
s
690 r
F �I
- OJ RM--igs,Nlonlono 59102 #06.656.5255 Foa 406.6&6.0967 E „n�.s�nde soreies,o neon
11
SANDERSON �►49
STEWART
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
CotuJted By: J.Staszcuk Intt•ta•rtroi, Davis Li&Oak St
Agency/Company: Sanderson Stewart
Date Performed: 7Lmrsday,November 09,2017 lurisdiction: City of Bozeman
:omit Tune Period: PbI Peak Hotu(•1:30 5:30 PAQ
Project Ntmibm 11065 Ptotect Description: West Winds TIS
North/South Street: Davis Lane East/West Street: Oak Street
I
Davis Lane Davis Lute Oak Sttem Oak Street
Somthbournd Northbound Eastbound Westbound It t.
7-�T4.-:'30
TimeRi lnt Thin Left U-nun Total ht Tlmu Left U-ttun Total Right Them Lett U-turn Total Right Thnt Lett 1_'-rum Total Total
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
26 23 0 49 0 38 14 0 52 17 60 0 T7 178
4:45 PM 39 13 0 52 0 57 16 0 73 22 68 0 90 215
5:00 PM 20 12 0 32 0 42 24 0 66 20 79 1 100 198
5:15 PM 35 23 1 59 0 50 17 1 68 22 82 0 104 231
Grand Total 120 0 71 1 192 0 0 0 0 0 0 187 71 1 259 81 289 0 1 371 822
Median Truk% 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 1.2 0.0 0.0 0.0 0.3
Heavy Truck 0/ 0.8 0.0 1.4 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 IS L2 1.0 0.0 0.0 1.1
Total Tnnck°/1 0.8 0.0 1.4 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 2.1 0.0 0.0 1.5 2.5 1.0 0.0 0.0 1.3
Total0/t 14.6 0.0 8.6 0.1 23.4 0.0 0.0 0.0 0.0 0.0 0.0 22.7 8.6 0.1 31.5 9.9 35.2 0.0 0.1 45.1 100.0
PII1 0.89 0.R9 0.8� O.R� 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.59 U,ti9
Davis Lane
In Out
192 153
RT LT U
120 71 ]
x �
Total Entering C
:J //tt//tt
822 T
E o
J
F 3D
130U i•brih inansier•h'Nog ! [iLnc��,ivlonv�no$^102 � ffwoe iC6.656. ?,75� F�a-0Jb.bri5.0ib? E "nns�,deyoroie..ai.con,
SANDERSON �.-
" TI \A/A 0 T'
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
rnlawl Bp: ).Staucuk InterwU011: %V x ward Avenue&Oak,i-vt
lgeney/Comllauy: Sanderson Stewart
Date Performed: Thursday,November 09,2017 Jurisdiction: City of Bozeman
Cowit Time Period: AINI Peak Hour :30-8:30 AND
Project Number 17065 Project Description: \Vest Wren is T1S
iVosth/South Street: Windward Avenue 11 .r.z W •,I Street: Oak Street
MuAwttrd Avenue %VuKt ratd AveuI Oak Street Oak Street
Southbound Nortlibourld Eastbound Westbound Int
Start Time Right Tluu Leh U-turn Total I Rivju Tluu Left IT-turn Total Ripjtt Tltnt Left U-tturr Total Ri ht 71ira Left U-turn 1'�,i.d 1.,"I
Factor 1.00 1A0 1.00 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00 l00 1.00 1.00 1.00 1.00 1.00
- 30 AM 1 0 3 0 4 0 0 0 0 0 0 38 1 0 39 1 22 0 0 23 66
"t 0 3 0 5 0 51 0 0 51 3 19 0 0 22 78
SO)AM 4 0 4 0 8 0 0 0 0 0 0 77 2 0 79 4 38 0 0 42 129
8:15 AM 1 0 4 0 5 0 0 0 0 0 0 100 4 0 104 5 46 0 0 51 160
Grand Total 8 0 14 0 22 0 0 0 0 0 0 266 7 0 273 13 125 0 0 138 433
Medium Tmck% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.7 0.0 0.0 QO 0.0 0.0
HeaN r Tmck% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 1.8 0.0 9.6 0.0 0.0 8.7
Total Truck% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0 0.0 2.6 0.0 9.6 0.0 0.0 8.7
Total°/ 1.8 1 0.0 1 3.2 0.0 5.1 0.0 0.0 1 0.0 1 0.0 0.0 0.0 61.4 1.6 0.0 63-0 3.0 28.9 0.0 0.0 3L9 100.0
PHF 0.68 0.68 0.68 t1.68 0.68 0.68 0.68 0.G8 0.68 0.68 0.68 0.68 0.68
In Out
22 20
RT LT I
8 14 0
a
� x =
Total Entering
4
r 433
T
s.
h
13,OO�:onh-.,,, i ch'Non• I C�ihnga,lvlonv�no 50102 F'Fo,ne i06.656.5255� Foa 406.6.55.Ov^6? ' .n n_nand?�onsie*.ar,r'Grri
SANDERSON
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
Gencral Information
By: J.Staszcuk lntersectrwt: Witichvattl Avenue&Oak Street
:1Keacl/Cotttpa11v: Sanderson Stewart
Date Performed: Thursday,November 09,2017 ltuischction: City of Bozeman
'ount Time Period: PDI Peak Hour(4:30-5:30 PAI
Project Nutnbct: 17065 Project Descty6on: West Winds TIS
Noah/South Street: Windward Avenue East/\Vest Street: Oak Street
C�¢V
Windward Avenue Winchv:ad Avenue Chtk Street Oak Street
Southbound Northbound Eastbound Westboruid Int.
Start Time RiLlit Tluu Left U-turn Total Right Tluu Left U-turn Total RiOit 71 m Left U-turn Total RiLylit Tluu Left U-turn Total Total
Factor 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L00 1.00 1.00 1 1.00 1.00 1.00
4.30 PM 2 0 2 0 4 0 0 0 0 0 0 54 0 0 54 6 79 0 0 85 143
4:45 Pbl 3 0 3 0 6 0 0 0 0 0 0 71 2 0 73 6 96 0 0 102 181
5:00 PM 2 0 3 0 5 0 0 0 0 0 0 63 0 0 63 4 102 0 0 I 116 174
5:15 PM 5 0 4 0 9 0 0 0 0 0 0 75 3 0 78 6 126 0 0 132 219
Grand Total 12 0 12 0 24 0 0 0 0 0 0 263 5 0 268 22 403 0 0 425 717
Medium Track%. 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 OA 0.0 0.0 0.5 0.0 0.0 0.5
Hearn Truck% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 0.0 0.2 0.0 0.0 0.2
Total Truck% 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 0.0 1.1 0.0 0.7 0.0 0.0 0.7
Total°/ 1-7 0.0 1.7 0.0 3.3 0.0 0.0 o OA 0.0 0.0 36.7 0.7 0.0 37.4 3A 56.2 0.0 0.0 59.3 100.0
P1IF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0-82 0.82 0.82 0.82 0.82
Windward Avenue
In Out
24 27
RT LT U
12 12 0
N �
N --]
n W x Y
V � Vl r7
Total Entering_
J V
717 r
1A
J O
1300 itionh nsiecli`Noy 0M.,)9%Nlonhno 59102 rl--&i06.656.52S5 Fax A06-656-0967 i .no•-sonde yoreier.o icon
rn
Z
Pw-
WLAH
SANDERSON
STEWART
General Information Site Information
A,r*rysl J.Slaw III: Diwvr b Omi
Agcncy/Co, sandtaivi 5tewarl Jun-dxbon City of Bozeman
1i+lc Pcrlanned 11I1nIJu11 Oi,l(Arinil Sl(o;O Bn-W L3,1V
Analyv;Year 2017 HortIVSmoh Slreol Otrrii lazie
Anali>>,Tint Pc6ccl;hrs) O JS Pr+ll How fa(ly
Time Analged AM Peak Ho4jr
Prujet3 Des(ril;6DI) West Wind Tis
Lanes
H }
II +Yt fr
Vehicle Volume and Adjustments
Appmacl, Eaahr,;md YfsStbc<.rnd �urlhbnuna u+utnhr�.rnri
M.ostirnenl L E R L T R E T R L F R
Vol.une i/ 315 60 11 1(A 41 42 61 11 31 hH 0
%Tfuw in shared One
land II IJ L3 11 I� L1 L) tJ I it 17 L3
ConfiYUedlJO,I LIR LTR LT R LIR
-.low katc,v'We -T'rl 418 t34 110 1H ills
Pr•cKll HeaVV Vellides 1 to 0 16 21
Departure Headway and Service Time
fr+ti.:PP;lartura+l PA.I.say,Ild 3,20 3,20 1J(1 1 w 3 ifi
ll%Ain!13e-oree of utilizaG.on,. 0,390 0704 0,697 0.016 0173
F+nal Dpp.u;ure lle,raway,trtl(s} 5+6 5.91 I-1XI 5 1ei 6.15
F final Degron of Utrizabon,x 0.653 0 317 0.213 0.032 (13.19
LUwa-llp Tin!+-,m iwI 7,(1 2,0
Semite fiine,LS(i) 1,1L 3.91 4,70 4-09 4.45
Capacity, Delay and Level of Service
Fs.nv Ratr,v(anhAt) 416 2A IN 1H 195
Cayatily 6/1 609 515 564 SSA
(2w+un I c.•+!ilir,[a„{�r'I'+} 4 K 1?� u 8 0.1 l fi
Control Delay( -00 119 1 J 4 11.6 9.3 t2,9
lr.vel of S++r,ire,LOS C l B A H
Aupiwm Delay(shah) U.9 12.4 113
A;gimar:r 105 C [I N Il
Intcrser ion 96ay,s?veh I LOS 114.8 B
t= +lryri+)id s: 7017 Unn t^;ly id I+:riri.r 0.'1 R:.:fhi;F rscr.cJ l i;i1' :7+'sfcn/1 1 (+I r,4eu 1l1JRI2[II?Ill ;J O Ih
P.,a*pn;7t.is LrisGn;l AM Pcat:xan
rtf14S7 All-Way Stop Control
General Information Site Information
Arltyal 1.Sta;[cI I ?nlrrsrrli�n (Ituty,&Day",
71gt•nry/Co Sbode(i(1n Stfndtt Juristttclion City of lloeenldn
f7.11i•PetlornF,"I � 11/If�teitL f � E,tstjtti'�--�1 5[�r�iH I 3t•der Lzr:, -
Aru(ysis Year 2017 ND&Oouth 5lrrel f awi;lant
AtL+lyio Tn,u•I'v6L d li•.:s) 01a Rank Hrs.Ir Fi:tnr 094— - -
rime Nnlyecd PM Peak Hour -
ptlh,'rt hl+5nil11irn Y/,•'l wind I IS
Lanes
Jd 4A� 1.
J L
4
`ti Ir
1I Yt hf
Vehicle Volume and Adjustments
Ap;tru:Klti Easli7nun:1 Wpsl[1ub ;l tinrdll��drd Srulhhr,nd
n+a+emen; L T R L T R L r k ! T R
VUlurnr tla': ietf 3ti li �4� 6S d? 9] i0 it 1i4 61
W.Thus in Shared Lane
L,,•tr it l7 IT tl i2 L3 it It L1 I l7 I
coebourallon LTR LTR IT R LTR
Flaw Role v(vihlhl 1611 3r.I 148 :1 7-0R
I Cr(III11 Heaky Vehi;l('s 3 0 0 5 16
Departure Headway and Service Time
11v0.11 11raff-o"Y",Ild act i i;t 3 Ai i.1U a 7� <M
hill OeWee ul Ulibidliork x 0.328 0 of 0,131 0019 Q220
F 'Ia'Orpolturc 1-.cz Jaalt I:d;s} F.1R 5 ft1 t_S t 6 11.4 h 8;
F 9rr'la(•gree of Utili[atign.x 0.614 0Ws 010) QW0 0,473
h'ns'r lip T,rnr rn 1s)
t ] �n
Service Tinse.IS(s) 419 1 11 5.73 4.43 1,81
Capacity, Delay and Level of Service
T.°cir;Ra�r,^r
cspe,ity S$1 993 478 535 524
7S%Quc,IV.lcr.all,QF,(Yet;" 4% •1.1 1 1 11 1 7 4
C0nttol N4-dy(sh+d)) 191 18.0 116 9.1 1S 9
Apprw(h Ot•Isy Is/vrlil 191 7R0 13 1 15,9
App rarh 1.O5 C L
Intc--swiun Dday,s/vi:n I LOS 17 7 C
[•:,pynn'II 0,,[1]7 Ilur.ersily(,,':11"101 All llt'S1 'I,WSL Vermi 1 1: �rlu•rn!al 111�.4t��i1J 1GS]:113 A�!
1111;rr l},Iv,.Ft.0irv.l PPA PI••i.rov
General Information Site Information
Ax4yst 1.Stasnuk Inkr%caion Darts&&aato
AgerltyiCo. Santkrson Slawart Jurisdiction City of posoman
Dale Pcdwilled 11! G/P Ea%QWCSI Shoal tsrcere lane
Analysis Year 2017 NortWSouth Street CW;lane
Tirne Anslyced AM Peak Pcvk Wor Fxtar 0,11.
lnlersection Otientalion North-South AnnF%k Tirm Period(hrs) a25
Pru{ecl Dmwiplico west W ds TIS
Lanes
rt 1R
Inc,III I y rI
Ix�;"s1�1 rs,••:sxw
Vehicle Volumes and Adjustments
Approach F.ysthcAind Wesltwund Noithh¢sdnd Seull+bourd
Mo emwnt U L T R U L T R U L T R U L T R
Pric4lty 10 11 12 7 8 9 lU 1 2 3 4U 4 5 6
Number of Lanes 0 0 0 0 0 1 0 0 1 0 0 0 1 0
Canlhptalirsn R Tk T
Volume.V(Veml) 1 91 0 200
Pctrt+�l H*-asy Vellide s(9;) 0
Proportion Twe Blocked
P*10KII 61,1Kle Irk) 0
Right Turn Chanty iced No No No tic
Aledian TY11051-wal 111111 A011
Critical and Follow-up Headways
pw*Cr.licdl Hoadw,ry(Sao
Critkal Heaclwuy(sec) -
aaSo Fellnw Up Ho?'1*0trl(cox)
Follow-up Headway(w)
Delay, Queue Length, and Level of Service
Flow RAIL,, �et1n=�- - -- I
C#panty.<(VehA1) 953
YA 1140o 0.00
95%Queue Lenpttt Q,s(a+W 0.0
ctiv> rol De14y(srvtall 8's 1 1 1
lesel of Senirt LOS A
Allp-cw 11 Uelrrf
ApWoacii LOS A
Copynn,`d Ls 7011 Un1sY-osity of fluida NI Ibaltils RFt¢rrotl HC 57"TY1SC W(wo 12 1 Crerrorntnd 11128/2017 10 53 SS Aft
boat t3-cem F,itttrsq A W xM
•-Way stop-icontrol
General Information Site Information
Arstly�l }•Stav<iol, Intr rsurllra5 I?avrs At Rrsw�e
AgWyXo S.inderwri Stewan h+nsdkbon Ctly or Somman
Oalr Prrinrmed I TA(VI r Fa:t/Wrst Sirf-m nreele I drd
Analysis Year 2011 NonItISGUIlr SUM Dam t ang
71wc,AmiIpea PA1 Peak Prae Kom Faclor I}tk
Intorwtxon Orlantailon North South Analysis Time Famed Onrs) III%
Pralert Ucscr,plice. West 1v,nds Its
Lanes
J •i 1 ,k•i• it L U
c-
r{ },
� r
(I Ot +Y t t• r
Vehicle Volumes and Adjustments
Alll:•rtixsctr FaHhaund iSt;-=llti��rul � !{;..1.�!rc._rn:! ta..!!:!:�...,,,
IduYc+ncnt U L T R U L T R U L T R U L T R
Pr.onCy lr� 11 12 J B 9 10 1 2 1 4U t ; G
f0umber of Lanes 0 0 0 0 0 1 0 0 1 0 0 0 1 0
r cn.r,aur.,'an !R
volume,v(%TMI) 1 146 1 192
Per(cn;Wavy V06Ars
Proportion Time Blocked _+4
f'cr(cr'Gradr
Rghl Turn C mmOiced No T No No No
Mejlan Iypr,/Slo•age Unmy(IM
Critical and Follow-tip Headways
&s:r CrFb:al He:rdasy(sec)
Cntscal Headway(scc)
Ha-c icdwo Up ISsoufacy rx�;
Follow Up i,w3dnar/(sc4) Eli
Delay, Queue Length, and Level of Service
FI❑w Rate,
Capacity,r(wle/h) 879
vrr Rana U•UU
9S%quer,e length,W(Yeti) 0.0
(_r,nlral Ur.lYf I;���ah1 y.l
leM nl SerAce,lOS A
Approach I)r'ay;sfrz-`rl 4.1
Approa(h IOS A
Ccirreit!Irt(,i.01 J 0!1r,t!r cd F'tiii Ji A•Rri I11,n ICSP- TY61-Version 7 2] Gcnr�aled I I12h12n1 r 10`_,: �L AM
Day'-.Rra?m Ex-�linry r'U.Ins
General Information Site Information
Anal/st 1.Strscui ltslefwlian NPw Holed>4 Oak
Agmy/Co. Samdamn stowarl JurtsdlcMn City of 902em80
Dale Pcrforiml I WWI EnSIM05%Slreel Oak Simi(
Ana$Als Year 2011 Rlorlh/Soulh Slreot Noar Hol4nd Grove
came Ana?yrecl AM Peak Peak How Factor 0,91
intersoulon Cidenladon W-Wast Analysis Time Period(firs) M25
Project Orscripoon West V/rods IIS
Lanes
Jd 1J1.+ L
;J dJ
H Y
M r
C9
iITrtFr
Vehicle Volumes and Adjustments
Apptomh lastlwultd Westuowid Horthlornd Sauthhound
Movement U L T R U L T R U L T R U L I T R
Priority lU 1 2 3 4U Q S G 1 $ 9 lU 11 11
Number of Lanes 0 0 2 0 0 0 2 0 0 1 0 0 0 0
Conliyurotion 1 IR Ll T LR
Voltunq V(yell/1►) 348 31 35 1S1 26 $3
Percent H"yy Ve1600%(' ) 5 8 d
Pnoporlion Tame slacked I I t4
Peacmt Gracie l ) 0
RIghR Tum ChanneUeed NO llo No No
McAan Type/Storage Left Only 1
Critical and Follow-up Headways
Base Crilical Headway(sml
Critical Headway(sec)
Base Foltm-Up Headway Isec)
Fol<ow_UpHeadrvuy{sec) —
Delay, Queue Length, and Level of Service
Flan Rita,v lyc'l1 I 3E 87
Capzcity,c tvd h) 1114 647
v/C R,,ho OD! 0,11
95%(hrcue Length Qn(veh) al 0.5
Contra!uclay(%Ise-h) 8-1 114
Level of SorrAm,LOS A 8
Approach Deli/(s/yrh} 16 114
Apptoach LOS 8
Copytighl C,2011 Uniswsity ar Tlontl,l All Rigdils Rttrsrel IiC57"' IWY Vrtsion 7 2 1 Generated 11/28f2017 11k5/.,02 AM
Oils Nee,Hest Tad Fxt,04io AM xtys
Stop-Control •
General Information Site Information
Annis�l ) SLrs�urk Inl4rsi'ttian Hcw Ihrllnnd&tJ,r1:
Atlelxyl'Co. Sanderson Slcwxt AKisd(clan City of Donnian
f).lic s'erfurrnell 11/lIi/l I Eds!jsti'.hl Sr,ar?I Oak Street
Analysis Year 2017 NorthAoulh Sum New Holt"E)rnr
lints Mdfrred PNI Peal: Pe W Hrx,r F,r,(Ut 0,83
Inte+seuion Orientdt:otl East-West Anah-os Time fwiad(hrs) 0.25
Ploje;l 0ewilRkIll West 141rds I IS
Lanes
J k...
-r r
1 r,
II yt I- r'
1.Sti.:!rua 1--ty"I
Vehicle Volumes and Adjustments
Apli each Eaitbeu nl Wcslboun Nnrthha:nd SnurrrLnun,r
?An%wnnnt U L T R U L T R U t T R U L T R
PrrrnCs' it) 1 T 10 4 r, / R 10 it 12
Number of tar." 0 0 2 0 0 0 2 0 0 1 0 0 0 0
�onlrryur,rq�rrr T f N t l I I R
Vcrhmse,V(svlvh) 228 26 65 3W 19 40
Peden?Heir.y VEfnle>JIX-1 0 q
Praportian Time 63o(k(41
Pr'rr nnl C,rarl,%(Y,l q
Pic 0 Tam Clfannelired No No No No
Ms.h�:'i Tyl'.jtitnr��lr' left Crjy 1 --
Critical and Follow top Headways
BaseCnhr,� Hr•.Irlr.,ll.(tnCr
Critical Freattvja f(sf<)
Rose Fulla,rllp Hewltvey Istrcl
Fol orwup Hl ath%tIy(Sac)
Delay, Queue Length, and Level of Service
Fk ,Rite.v IvOk6l Ifs 71
Capacity,c fv�ir/n) 1166 660
•:h Ruliu QUr, R 11
95%Qutve langtlk Q,r lvehl 02 04
C,.rdn)fC Ihy(,,1.vh) b-0 11 i
Ievr(of Selvite,tos q g
Apprvath 144jy�s/vk:rl 1 11 l
AFrproach LOS g
t rf'lvuh't U l(;)i7::`nr,rr:.Iy nl Flnnd;% All Rlghts ftr..;,i,,l IIS`51 VC,0u'l t 2.] c>.nrstt�a 11/l /1fj!1 1frS1?¢Ahl
Cl iri Nen If,_.Vrj I(xistirrl 1'M+!hv
General Information Site Information
Ana lyYt 1.Stasrcifc 1111n(Wilm) Wnximard N O+k
AgerxyXct. Simdarson Stewart JurfulKOon City 01 Bot6man
Duto PaformNi 11/16/11 FasllVJnst Sif"I Oak sueel
Analysts Year 2017 NorthlSoull►Surat VAnd*ard Avenue
Time Anilymi AM Peak Peak Hour factor 0.68
Ir►bonresilln Ortation East-%Ves( Analysis Tim Period ptrs) 0,25
Project Description West VAnds US
Lanes
h i4
4
N
I Y, r
I.Ign•vrtm IJAI Wrst
Vehicle Volumes and Adjustments
Apv o dl Fastbourld Westbound Northbound Southbound
MoverlteM U L T R U L T R U L T R U L T R
Priunty 1U 1 2 3 4U 4 5 6 1 8 J 10 11 12
Number of(.ants 0 0 2 0 0 0 2 0 0 0 0 0 1 0
CoMmuration LT T 1 TR LR
Volume,V(v*01) 7 206 125 13 14 8
Percent tieatiy Vehicles(%) 0 0 0-
Proportion Time Blocked
I
Percent Grode(%C 0
Right Tum CPomndized No No No No
Median TypnlSluraye Lch Only 1
Critical and Follow-up Headways
64%c Critical Ileadway(sec)
Clltical Need►vdy(ser
635rc FcituW Up FtedDroay(sec)
Follaw•Up Iledift y(stt)
Delay, Queue Length, and Level of Service
Flow Role,v(vvh/h) t0 33
Capacity,c(velt/l1) 1381 712
v/c Ralio 0.01 M
9S%Queue Length Qcs hehl OLO 01
Control Dalrr7(shel* 1,6 103
Laval of SenmcA LOS A R
ApPro h Delay{:/.CI1, Q.j ID 3
Approach LOS B
Col;�rrn:rhl n 2017(Ir:vclvty of Fkrriil! A4 Rkjhl>Re5wved I ICS7"7WSC Versimr 1.2.1 (ien vmcd It 1281201 7 1068 SS AM
0ai Wii� amd Fxrsling Mt.rtw
o a �
General Information Site Information
Ana}j:' J ?:awcul, lnlcrsrt4lnn 1Vindwa'd P;C aD,
Al)c11cyl+ Sandsrsan Slewarl C-ty of Bateman
l5atc I'rl(ormcd l t/lD/L! Eastjs\'a Slrrrt Oak 51reej
Mlatjsis.Ycar 2011 NcMVSouth Stroot Windward Avtnue
Ilme Analqal PM Peak Prak Hc,.lr Farinr CI8)
Intaseclion Oeirntatwn East-West Armlysts Tune Ponod Otis) 075
Project hest=ip6w WMI.w1r ds (IS
Lanes
JL I
w �
:.. or.
-e ed-
CV
4 'Y Ir
10y::u:: 1,Is'„
Vehicle Volumes and Adjustments
Atq(n,r h rAs1 u,urlt Vh Slhetmd R.rrlhhau,vl arc !1 hn. i
Mtrrrulenl u I T R u l T R u L 1 R u l I R
pril,-ily I11 I 1 3 4u 4 ! li t & 9 it) 11 11
Number 01 tatles 0 0 2 0 0 0 2 0 0 0 0 0 1 0
Cw1fill"Fatio'1 I T T t I k t R
Volume,V(Yehlls) 5 2G3 403 22 12 12
Percenlltrs'7Velutb2sdYi (1 0 0
Proportion Time Blotk,td
I'elcenl Grade
Riyhl Turn Crinnnel-tW Mu too tao hb
I,bssen Typt•151tn,9t;• I ell Orly (
Critical and Follow-up Headways
Puce Crilitel llt i( rr/Iyte
Crilital 11M M&I(W)
Puss Iok,rr-Up Ht'rrlray iset l
Foltrn-up Heatln•ay(set)
Delay, Queue Length, and Level of Service
Hca,H•ett•,v h'c`Jnl F. ;p
Caµnc$y,c(veFtfnj IOS8 547
VA 114110 001 0,95
95%Qtrtrretengl1%Q+'(Yell) 00 07
fnnlrud Ueley(-&huh) 84 17.0
Lev..o1 Servitc.LOS A g
Apprnati,004y[,Nell) 02 120
Appruath 10S g 1
:nu}"n1f,I C.J'01I lJn,.,'rsaynt Flnvdt ) All kl_rll'!s llewl'„+,9 Ht'47"'�WG�'!<•niU1 7 71 t;eneratctil:5§i1C+1U1/ 1V,S�rSflfiht
C}ak 1:',mk,'ard E,ainil%`f rin
0 0 0 R' V
General Information Site Information
Artnljst 1,Slasccuk InitKsOction 211h&Wk
Agency/Co, Sand[rson Slewert )WISC kllon City of Borman
Dale RcMlontxed 11/16/17 fasV1W-51 Street Wk Street
Anatysis Yow 1017 NotMouth Street 271h Avwluo
birrc Analyzed AIA Pt4k Peak HrAir Ftiour a86
hlersimtion Odentition East-West Analysts 11"Period(11rs) 0.25
Project Uescnptlon West Vfttscls TIS
Lanes
J4 1 �4. 1•
-ti r
H Y:
.,• r
-,, c;
1q Yt 1• I
Vehicle Volumes and Adjustments
Approach Lxllwund Westuaund Iterlldxwuuci Sorthbnuncl
Mcrreirwt U L T A U L T H U L T R U L T R
Priwily it) 1 7 4 4U 4 5 6 7 8 9 lU II 17
Number ofLanes 0 1 1 0 0 0 2 0 0 1 0 1 1 0
ConliUurdlirnr L TR LT IR ITR L TR
Volume,V(Velt/1t) 26 391 44 18 1511 24 T 58 56 42 1 50 27
P*r(enl IleasyVOIKIrs 15C) 0 0 0 5 2 0 7 C
Proportion Time Blocked
Percent Grsck�%; 0 0
Right Tum Cltnutwfized No No No No
trStzlisn IYpr/Sluraje tell r 11-ru 1
Critical and Follow-up Headways
Ddse Criticd Hardnay(%m)
Critical Headway(m)
Da"follow-Up Headway Isec)
FOROrr-UP Headnay(sec)
Delay, Queue Length, and Level of Service
IIuW Rate,yhrl+lfil TO 21 140 4q 84
Capacky,c tWh/}V 1369 1069 727 265 468
VAPalio 002 0.02 019 0-1/ 0,18
95%Queue Length Q•,tMN at 0.1 Q7 0.6 0,6
Cut"Irol Drlr/(s/Vrh) 7.7 8.4 11 1 7U 7 14A
Level of Ser►icq LOS A I I A 8 C 6
Approach Lalay(s1+.nit) 04 D8 i I 1 iris
Approach LOS 8 C
Cr-lipigla Cw 7017 UniNwsity 0 PLc ida All Hwgnts Rvwiml H:S1"TWSC Vetsron 111 Ceuardled:1112111MI W S:39 AM
Oak 77th F d51,rxl AM x1w
Vo-Way Stop-conti.01 Report
General Information Site Information
Mayst l 5t rru'( III tell ha , 7lth t4 O.aSa
Arjency/to s3niferserl Steuart Juntth:Gun City of eamnt,n
I)slc Oiek Strnnt
Analysis Year 2417 Aorlltfsouth S1Wt 77th Noilour
Nv,vA„�tlyred PM F'co'( Fran Hc,ur Faclo, 114V
tnlerso Wri Otientalion fast\4esl Analysis Time Pernnd(hiQ 075
Pro,cd Gxv:rplicti WC-A Winds Iis
Lanes
J •1 1 .JL 4- J• L
J �
Hr r
IV r
r,
1 'I q.Y t I. f
Vehicle Volumes and Adjustments
Apt'` '-, I 1dIltsm,nd wfRlh;IIIIYI N'� r•1,'fl}II,Pa Nt �uthkC•unC
I'Au%wilenl U 1 t T R U L T R U L T R U L T R
Ilf'onty !tt 1 3 4U •I 5 F, ! R i 10 11 12
NuIllb r of Lanes 0 1 1 0 0 0 2 0 0 1 0 1 1 0
ranhryuottm I T!t I I I t+ !is I I�
Volume,V(selvh) J342.45 10 84 426 51 11 41 42 S1 44 48
per(eW Healy Veh'kin C) I J w7 II f!
Prulwrliuis Tiine Backed
1`00-- r.t ,edr t'✓,I p r�
Itiq'rit 7wn Clidnnelited No No No No
Mvdinn TyperSwragv Ldt , IWu
Critical and Follow-tip Headways
Uric CFO•:a'
CliUcel Ntud,r.ay(sec)
IS•55r!allot':Up I la,iivray i'�-,;.
rulluW•Up Ileadwdt(Sec)
Delay, Queue Length, and Level of Service
1SJ.S'Itill� '0'(0clijh) 40 99 )31 3R ILt
Cayalily.c(MI111) 1014 1265 451 M 445
vt(ltal,o 0011 O.Cr!c (121,
II 11 f).29
4S`/.Queue Len_0L Qis(Wh) 0A 0.3 10 06 11
CuiP,101Uelytt:;ve`,1 L,r R.] 7';t, 1,U il.R
Lv,aI of Scnice,LOS A A C C
Al:proz•-h L'clay(;�.tli;i 3 0 1_', 1'..0 in 6
ApproxIi LOS C C
f;q,jnqhl Cr MI It r11ih I li T"TWS(\4rrr Vn;?F Cicnwalctl: lid;8rJJl i 10_'>b Cry AM
O,t► 7ilh Fx saris G"!,9,.
d.%)I a /►two t ►.IIA JJ►.41. "CIN JIt%4t t l it)It UV tl 111,3 It,
S0% Confidence bevel Scheme: 1)avis - 2017 Results
Mylight conditions Rodel-WinI - Bull Geometry
Scheme Summary
Control Data
Control Data and Model Parameters
Oak StrW Improvements 2017 PHF Flow Profile(veh)
Davis-2017 Results 7.5 min Time We
Rodel-Win1 Queuing Delays(see)
Right Hand Drive Daylight condilions
AM Peale I lour Peak 60f15 mn Results
Fue Geometry Output flows:Vetwc es
Enq>sh Units(ft) 50%Confidence Level
Available Data
Entry Capacity Calibrated No
Entry Capacity Modified No
Crosswalks No
Flows Facttxed No
ApproachlFsit Raid Capacity Calitxated No
Acadonii s No
Aootlenl Costs No
Bypass Model Yes
Bypass CallWalion No
Global Results Yes
Report dated 28-Nov-2017 Page 1 of 6
Rodel Version 1.88 Run number 124
&VI I I%IVI 1 "A ujwt. VQn ► LIUCl 1I11PIUMMUIM,
SOei6 Confidence Level Schmne: Davis -2017 Results
Daylight conditions Rodel-Win 1 - Full(kolnctry
Opomflonai Results
2017 AMA P"k -g0 minuius
Flows and Capacity
Flows(vah(fir) j— — Capacity(volohrl
LOU Lag Nantas I Bypass Arrival Flow oppoalnrg Flow Exit Capacity Avorailo VCR
Entry Bypass 1:11lry riyparsc Flow Entry Bypass Entry Bypass
1 Davis-N Free 124 76 125 0 98 1 iO3 1301 OL1138 OAOOt3
2 Oak-W Fres 314 125 0 203 1104 1301 0.28" 0.0008
3 Oak•E From 128 48 40 0 392 1146 1301 0.1129 0.0370
Delays.Queues and Leval of Service
Leg Lao Names
Bypa+s% Averago Delay(sec) 96%QnaU9(vch) Laval of 8arvico
Typo Entry Bypass Leg Entry Bypass Entry Bypass Log
1 Darla-N Free 3.57 0.00 2.21 Q35 0.00 A A
2 Oak-W Free 1 4.39 0.00 *37 1.12 0.00 A A
3 Oak-E Free 3.43 0.0t1 2.60 0.35 01.00 A A A
Report dated 28-Nov-2017 Page 5 of 6
Rodel ftelon 1.88 Run number 124
LUI I l IVl 11.c1A VJ1.V1. %J(trt 01141-1 IIIII)MVI-JIM11W
50% Confidence I.evcl Scheme: Davis - 2017 Results
Daylight conditions Rodel-Win I - Full Geometry
Scheme Summary
Control Data
Control Data and Model Parameters
Oak Street Improvemenle 2017 PHF Flow Profile(veh)
Davis•2017 Results 7.5 min Time Slice
Rodef-WIn1 Queuing Delays(see)
Right Hand Drivo D"Ivl conditions
PM Peak Hour Peak 60116 min Rosulls
Full Geometry Output(lows:Vehicles
English Urals(I!) 50%Confidence Level
Available Data
Entry Capec7ity Calibrated No
Entry Capacity Modified No
Crosswniks No
Flame Facloled No
Approad4ExA Road Capacity Calibraled No
Accidents No
Accident Costs No
Bypass Modol Yes
Bypass Calkrallon No
Global Results Yes
Report dated 28-Nov-2017 Page 1 of 6
Rodel Version 1.88 Run number 123
AM r 11M11 FAA vj"t. kid& ollt.Gt IIIIhJIVVG11tG111J
50%Confidence Level Scheme: Davis-2017 Results
Daylight conditions Rode[-Wins - Full Geometry
Operational Results
2017 PM Peak -iQ minutia
Flom and Capacity
Flows(vohfhr) I Capacity(vehlhr)
Lag Lag l'binus I Byt�aan I Arrival Flow Opposing Flow co laclt Averat o VCR
Tvnn Exit 1 Y 1
- - - - Fntry Bypass Entry Bypass Flow Entry Bypass Entry Bypass 1
1 Davis-N From 72 120 291 0 153 1015 1301 0.072D 0AK7
2 Oft-W Free 2199 1 73 0 410 1132 1301 0 2320 0A006
3 Oak-E Free 290 81 73 0 28 D 1132 1301 0.2MIS OMM
Delays.Queues and Level of Service
Log Log Name* Bypass Avoragu Delay(xoc) 96%Quouo(voh) Love of Service
Type Entry Bypass Lag I Enlry Bypass Entry Bypass Log
1 Dav1s-N Free S.419 0.00 1.39 0.23 OM A A A
2 Oak-W From 3.97 0.00 3.96 0.88 0.00 A A A
3 Oak-E Free 4.11 0.00 3.22 1.03 0.00 A A A
Report dated 28-Naar-2017 Page 5 of 6
Rodel Version 1.88 Run number 123
t • f
_ m
Z
-liks.
SANDERSON ib
STEWART
mw
r
General Information Site Information
Mtitl}°st 1 Sl.x:<1;k (r-tcrs�bo� WiMetard H OA
Sanderson Stwrart Jurisdiction City of Borman
0.a,w Pclfnrmcci ]l,llb?7I kasl7Wcst Strrel Oak!Arccl
Analysts Year 202S NorMouth Scree: YAnc#rrard Avenue
Tin',Analyzed PM Prak Peak How fxtor 0.8'1
rntercrcLon Onenaauo-n Ess1-West Annlysis Time Period(Inn) 1125
Prc4ccI LXvoplion WeA Winds TCs
Lanes
ti (.
•I 11•r t I. r
Vehicle Volumes and Adjustments
A ncunre It F#41 I:v.,nd Y/CStl/L`r,tS1tJ !tarty!
Mn5lerrrcnt u L T R U L T R U L T R U t T R
Priurily 111 1 i i 411 4 S 1, 7 k q 10 11 12
Number of LJ►ncn 0 0 2 0 0 0 2 0 0 0 0 0 1 0
i re.l..laralir� I' TIl I:.
Volume,V(vehpl) 6 126 501 32 19 17
Percent Heavi Vehides 0
0 0
Propwlion Twoe Blocked
Pt-,,Evil Grade I'Q 0
Riglst Turn Chennelued No No No Nu
MCC.111 Type7Sturage i('It Cr%y I
Critical and Follow-Lip Headways
Base Criliwl I I(vuw rr(xc;
C►itiCJI Hevdwsr2(sec) -- _
Base Folory Up Ilemway Ise()
I ollaw-Up Headway(se()
Delay, Queue Length, and Level of Service
Flue Ft:+r,v Ivr�7rq 7 ,l,t
Capacity,c Iv01/111 946 462
Y/C Nst-i IYOJ 010
9SY Q;roue LcNlh Qrr(veil) 0.0 01
cuntier De"ly lslvchl 88 ]:tu
larrl of Sarme,LOS A g
Jgtl>auh Do1:r1 I�!�rh} !i? 1l.ti
Altrrewh LOS B
Col;ynrihl C,201 ly i3I Hr•:in.r All R-glIIL IIr.rl"T'.91,Wrt>.^,1!7 7 i Gr I r tlrr5 1112R/7n17 11 C1!I 10 A
fLil:Y.i •JrsnrtlF�III, PP1.1xIw
Stop-Control
General Information Site Information
Armlyst J.Sldsceuk Inlorse(tion Wln&).vd Pe Oak
Agensy/Co. S"Werson steelimt /uritdklion UY of OQUMM
DAla Porlarnwd 11/16A7 14WWPSt S1r#.N1 Ojk strgol
Armlysis Year 20225 1404100trll►Street WlndwsrdAvenue
1111W Arsslyzcd AM Peak Peak Wilt Faorsa OU
Tntarsoction OdeMalion East-%YBsl M►1lysls Time Poriod Ohm) 02S
Prorecl ors.ription West WWiifids T1S
Lanes
-4 f
-• or
-r r
.I1tYt rF
VO srvar F..n wrM
Vehicle Volumes and Adjustments
4^dth Easlbourci Wonthaund horthbourxl Souft wnd
Ido%memenl U L T R U L I R U L T R U L T R
Priority lU 1 7 3 4U 4 5 6 1 8 9 10 11 12
Number of Lanes 0 0 2 0 a 0 2 0 0 0 0 0 1 0-
Configuration lT T T TR Lk
Volume,V Ih+eFVh) 9 3M 15S FB 22 12
Per,W HemyVehkles(%) 0 0 0
Proportion Time blocked
Per,em Grade(%%, 0
Wght turn Channelized No No No No
Median Type/Slowge Intl Only 1
Critical and Follow-up Headways
ease Critical lteadwx/(Act
Critical Headway tier) —
Base IoPamUp Heaclrray IseL)
Folbvr•UP 14ea("(sec)
Delay, Queue Length,and Level of Service
FT6w Rate,v Ivchlh} 13 SO
Capacity,c(vehA) 1323 626
V/C Rat.o 0,01 0.08
95%Queue Length Q„(Veh) _ 0.0 0.3
Control O0.1y IS/vehl 7.7 11.2
laevl of Senice.LOS A ll
/rpprcuch L`elay(-Avk) 02 11.2
Alvroxii Los B
Capyriaht 0 2017 Uciwi ity of F'ntidi 41,RKghlc Flwiwd. HIS/ IYO%( Vern nrt /.2 1 Gewreled: I IiM1d017 11 C004 MA
Oai Midward Future Mixtw
0 0 0 ' �
General information Sire
Anaf,lI i Sla;ituk Inlcr:rrlinr Nrrr H1:11,111d Yc Udl:
Agoicy/Co. SwWri a Sttrrrart Jtuisdclion city of$01cnaxl
11.1tr T'.!dn.ulal 11>lfs/1 J Fa;tnVrsl Strc c l OA Street
An.+hus Year Mn Hortlt/SmAh Street New Holland Onve
Iin(-Aii,*t.70 PIA Prie Pr4i Naar Faclo, U.$S
hiteisotIiooOr4miatuon Fast-West
Arulysis Tlmc Period Mrs) 025
I'mie(t Dncrript ,n i\'rz1 Vhnr z i IS —
Lanes
Ja 1 ).+ 1. 1.
J a
•4 `h
4 r
-t� r
I •tI.yt Fr
Vehicle Volumes and Adjustments
Afr(7rA.]{.i i.fllnwp.J r�i/CStt1V W/2I i�Ul tlltri)Irr riI ie•rl i i u:,.-ri
Notirmrnt U L T R U L T Ft U l T R 11 t T R
I'nnnh� 111 t i t .10 d S 6 M32
q 1N 11 1
1<umbtl 01 lanes U 0 2 0 0 0 2 0 0 0 1 0
[anby•ual.�h _I T(1 i.T TA 1TR
Volume,V(stih/h) 24 283 37 19 4.16 10 49 6 1Parcrmt Hra.y Vchrim i:c.) 1 27 7 7 7
Prop✓rrlian Tln•,r Bkrrked
Ibght Turn Chanrs Wed P10 N0 P10 NO
Mrv1Lv1 IpIr'(SI1:rage lelt r lwu
Critical and Follow-up Headways
F Kr CR;n'dl Headway l6ccl
Critical HradwAy isec)
ks.H a,h:+ro I1p Hradrral•?:rr:+
FnO(wm-Up Heatltrrry(set)
Delay, Queue Length, and Level of Service
Fluty R,dx,V Jd 4'r BJ 18
CAP.1r.ty,r(w"I 1021 1l IS 536 412
"A Ralin UO3 0.08 0 17 004
95%Qk�p W911%,Q►,(VI h) 0.1 0.3 06 0.1
Collfrul["Oil)'(thaltii K r_• d 1 13.0 14 1
leW VI SeM(e,IOS A A ft 0
Approakh 111'l t(4lyf•III U,1 1'r ]�I, 1.4 i
J10proa(h LOS B 0
rnplvnght V.2alf Unne;zity w,He-O'l All Right R sn<:I tC5J"'IWW Wt 01fi 17 1 f;r•nor,lr.'I llliAfiUlJ 10',8:)/rVr
:'rai:Ili-r;isalhr.a F�Ilurr•PL1 xlw
• y,
F
General Information Site Information
Asriolyst I J.Slaw<uk hArrsoclion Neer HnNiwl 14 Cask
Ayency/Co Sttmanon Slrvratt lurisdktion City of 90"Mim
Rate Perlanu(d 11/16.4 Easl/1Nest]Iron Will Stroet
An4sis Year 2025 NortWoulh Suaat flew Helfand Drive
Time Arirdyied AM Peek Peak sour Faclor 091
Intersection Odenldllen test-Weil I Anrtysis lima Poriod this) 0-3 - -
Drrslecl C7woplion Wes3 Winch TIS
Lanes
JL
H ti-
ht r
a
ti •1 +Yt Pr
Vitro$1"I tail yiw.
Vehicle Volumes and Adjustments
Approach Eastlxtund Wesillwmd NurthbuuryJ So,dhbound
Mo►ammt U L T R U t T R U L T R U L T R
Priority lU 1 J i 4U A 5 6 7 8 9 10 11 11
Nwnbor of tanes 0 0 2 0 0 0 2 0 0 1 0 0 1 0
ConfiguraFon 17 TR tT TR LTR LTR
Vo1am0,V(ImhAI) 8 42i) 38 43 186 3 32 0 6S 10 1 13
PP((Pnt Hsxry Vehidet{-)'.1 ] J 2 ! 1 J J 7
Propoi on Time Blocked
Percent i5warte(IX.) @ @
Right Tom Channeluad NO ffo Na No
Mod AnTylw6toragp N.I'l Thou 1
Critical and Follow-tip Headways
Rase Crili(AW Homi*rry(sxI
Crfllcal Hea"(sec)
Rase Folk),v llp FlPadryay(5oc)
Foltow,Up Headway(so()
Delay, Queue Length, and Level of Service
My.-i Rdty.v IYOVni 9 •11 106 76
Carwity,C(vehlh) 1367 IDS3 S94 617
v/(Ralin 001 0.04 013 ORIt
95%(ueue tenglls,Q"(Yoh) 00 0.1 0.7 0.1
Canlrr;I PM.)y fcl.ti+Is) 77 86 ll S 11 1
levrt of Setsrice,LOS A A s 8
Aupru.tth Retry(sf h) 02 1 7 11 S 11 f
Approeth(05 B 8
(rp/vighi Cj)1-51/Ont.w.,lyof Fhnd3 All Rights Rewrwd HC57'"rhsr vcrsinn 7J l Gc�csaled 1t/28/2@l! l@SBUSAM
Oak rlcrr HcHand FidorP AFA dw
General Information Site Information z
A,+rlyd J %Mwitk Intcncclicn 1llb&C7+�c
A,gpncy/Co SanFlerson 5tmatt lurisdictron City of Buzemer
D!1W L."AMea Street Upi.jlrceF
Amtysls Year 202$ WiW/Smilh S1reel 21111 A»mwe
T"up A..zlyn'll NA p0A Peak 11aw I'ctor 0.85
InIesnctlan 06anmhon East\Vest Analysis Tints Periud(hrs) 0.25
Pri,Jerl Dr"(wil'orl Vint Winds IIS
Lanes
.) 4 1 !• L
or
Ir
it
14 +Yf 1. f
Vehicle Volumes and Adjustments
i415k"uu.>ti t11ur;.lnd
h7ov��mnt U i T R tl L T R u I T R Il I T R
I ..
Number a1 Lanes 0 1 1 0 0 0 2 0 0 1 0 1 1 0
�.li.'•.1ur�:�1n In 11 ,h IIR 1 Irt
Va1un"M,V(w". ) 43 305 14 102 528 69 19 50 ST 39 60 bl
Perronl Hri%y'1cnl;It;IYo? U i (1 7 7 U D 0
Proparlian 7,me Blacked
(irr:;lr;1i) n n
Righ T1unCh nne red Ilo Nu Nn Ila
Fan 111 Typn)Si -mq.:, lelF - Illm 1
Critical and FO11ow-up Headways
Baer CrIIir.11 Iload;vaJ t:e l
Critical Headway lss'c) —
H7srt I "no Up HVzJnay
Falsaw-Up Headway(sec) — —
Delay, Queue Length, and Level of Service
F r,.i R_a[P,V WCVYI) 51 m
141 deg 143
Capxlty,c IVOIA) 905 284 149 316
v/C Ra1„ ll,pG n50 f111 o4S
955s.Queen taxph Q,(voh) 0,2 26 1 7 27
CnrrVol-DI"ly{;/oral 9.] 1'7 G i9 A.4
mice.LOS A 0 F D
Ap.no--i Ai MAq f:,,1 r,11} ! L 1 6 296 79,n
Appror� l 1.05 0 D
('11,P lit a%N?t I Ur+vc+sily al H1.•iva All p•,Jhlc k,,.,1.w:I Ill'.]"TWSC Vni:in l J 1 (,rc ralrn I WH.UM r 111! P-1 AM
Two-Waye Report'
General Information Site Information
Arstlysl ).Slasxuk I Intcrsaclion Davis tL Breeze
A9"KYXO _ - — Sanderson Stewart ludsclkUon City of Boournan
Dwto Pnrinrused 11/lb/11 Untmost SOW Breeze Lana
Analysis Year 202$ Nonhlsoulh sheet L}avls Lana
Tim#Analyzed AM Peak Peak Hour Farlor 0.95
Inla(soctkon OrfantaUon North-South Analysis lima Nriod(hrs) 0.25
Project Dmrptron Well viluds ITS
Lanes
J 4, 1. L U
Fe ��
A .1 •r•r t I. r
?A'o"SOW N%+%_.x/h
Vehicle Volumes and Adjustments
Appron h [astlwund Westbuand Nonlibourcl Sculhbuurvj
Movement U L T R U L T R U L T R U L T R
Monty 10 It 12 1 8 9 lU 1 2 3 4U 4 5 6
Number of Lanes 0 0 0 0 0 1 0 0 1 0 0 0 1 0
Conliguralion R TR T
volurttrc.V(vehAd 10 120 1 251
Patent Heavy Vehicles 4'%! 0
Proportion Tome Blockal
Peresnl Grade V+G) 0
RHjM Turn Channakeed No Pao No Na
Medan iypel5torage VrrdMdetl
Critical and Follow-up Headways
Base Critical Headway(sec)
Critical Headway(six)
Base Fot'ow Up Headway(sec)
FoitarrUp Headway(sac)
Delay, Queue Length, and Level of Service
Flea"AV,v(vehlb) 12
Capacity,c(vehlb) 911
v/C RAO 001
95%Qusyso Um*,jLmL Qos(vvh) OA
Controt W4.1y Is/vt+) 9A
Leval of Service,LOS A
Apluaa(h W11,YJ Iy.0
Appreacl►LOS A
Copyriq a O 2017 Ulweasity of F'41ide.X.,R•glili Reserved. if(S "TVI5C Version 7 2 t 11081M17 10 54,15 AM
D7r.is&eope Fmiun AM tW.
General Information r 7�iteformation
Anttyo 1 slm;:cl:k r,i Dw.vis/V flrerte
AgrntyfCo Sandnrsnn Sowml lunurtbn City of surtntNv
Mme 1'nrh�u:cl 1117{till! F71511V!(5(Slri•I}I R+,hi•fr.t�.n•
Analysis Year T07S WFIN IrAilh slrttl WY4 Idne
iww An:lya.,rl PIA F'r'a'( Peak lima F.r(o( 0Rfi
rnlorsec[snnOntnlal,On floith•Soulh Analysis Tim#Pt+iod0(s) 0.6
Procd Dr.crinI<m WC-A winri; li5
Lanes
-,r or
A '1 �t �Yt rf
Vehicle Volumes and Adjustments
° , 1�'•'•tr •uin(1 °ric,(uuu-ri Norlhilo-.mc SUuShl:i,un.3
R7ovrmrrt U L T R U L T R U L F R U L F R
Fnardv j0 11 12 r . u U,! 1 a 3U n
N.Uistmr of Lams 0 0 0 0 0 1 0 0 l 0 0 0 1 0
VQIUMP,V 001111) ! 194 s 2ss -
Pcr(cnt Ilcavj 1'chi(Ic;('Y,) 0
Praporliorr T.rne UIDded
Ridltt Tum Ch>nn6zed fig _ --- fig NO No
AfcUian IyprlSlorara Ur•:Ir.idcd
Critical and Follow-up Headways
Sa.v Cntl(al ilejuvoot
CrilJcal Htmdwey(sec)
U.rst•loto.. Up Ile.A.uy,seO
Fo"•ax Up Hezdoay(Sot)
Delay, Queue Length, and Level of Service
flrl::Pity,v ivc•trn) T
capsc.ly,c(v0,A) 8l8
v,rr R.IEo 001
95%Qjrje tongll,Q.,(vrh) p,0
LeYN of Scrncc,LOS A
A.pprnach hrizy i;Nrhl yq
Anpaw(h IUS A
opy,i;til : ?O11 lfni.rrsily nl flan?Ip hll Rnll's fi,.,•;.�ry,rl 'il" I\S'c'._ti'(••siti•i f? 1 r_<'I(ralcd 1s%1i!:011 i4_;S:1C•Ah1
Danis Rrevou F(Ili,re PfA r,h•:
HCM 2010 Signalized Intersection Summary
2: [Davis lane & Baxter Lane; tsr28'2U17
Lane Configura�'brs tt,
Volume(velt9r) 45 384 76 15 200 50 58 79 27 45 121 58
Number 7 4 14 3 8 18 5 2 12 1 6 16
folliial Q(Qb),velr 0 0 0 0 0 0 0 0 0 0 0 0
Pex1•Bike Adj(A pb1) 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1,00
Parking Bus,Adj 1.00 1.00 1.00. 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1,00
Adj Sal Flow.w4uhlin 1845 1900 1900 1610 18DI 1900 1900 1610 1900 1557 1821 1900
Ad)Flow Rate,vehlh 48 409 8t 16 213 53 62 84 29 48 129 62
Adi No.of lanes 1 1 1 1 1 0 1 2 1 1 2 0
Peak Hour Facia 0.94 0.94 0.94 0.94 0,94 0.94 0,94 A94 0.94 0,94 A94 0,94
Percent He"Veh.% 3 0 0 18 0 0 0 18 0 22 4 4
Cap.vehbt 344 600 510 233 440 110 748 1641 866 691 1243 568
Arrive On Green 0.32 0.32 0.32 0.32 032 0,32 0,54 0,54 0,54 0.64 0.54 0.54
Sat FAw.W111 1098 1900 1615 780 1395 347 1211 3059 1615 1066 2317 1059
Grp Valume(v) veh4i 48 409 81 16 0 266 62 84 29 48 95 96
Gep Sat Flaw(s)%vWhdn 1008 1900 1615 780 0 1742 1211 1530 1615 1066 1730 1640
Q Sewe(g s),s 2.0 10.1 2,0 1.0 0.0 6.7 1.4 0.7 0.5 1.2 1.5 1.6
Cycle Q Clear(g e),s 8.7 101 2.0 11A 0.0 6.7 3.0 0.7 0.5 11.9 1.5 1.6
Prop In Lane 1.03 1,00 1,03 020 1.00 1.00 1.00 0A5
Lane Grp Cap(c),ve* 3" 600 510 233 0 550 748 1641 866 891 931 880
VIC Ratio(X) 014 0.68 016 0.07 0.00 0.48 0.08 0.05 0.03 0.07 0.10 0.11
Avail Cap(c__a),v" 566 084 836 391 0 902 748 1641 866 691 931 880
HCM Plaloon Ratio I.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1-00 1.00 1,00
Upstream Filterp► 1.00 1.00 1.00 1.00 0.00 1A0 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay(d),silveh 184 161 13.3 21.0 0.0 14,9 6.9 6.0 5.9 6.4 6.2 6.2
Incr Delay((12),sMmh 0.2 1.4 0.1 0.1 0.0 0.7 0.2 0.1 0.1 0.2 0.2 03
Initial Q Delay(0).Vmh 00 00 0.0 0,0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%Ile 88ck0fQ(51Y%)'wh'ln 0A 5.5 0.9 0.2 0.0 3.3 0.5 0.3 0.2 0.4 0.7 0.8
nGrp Delay(d),shn4i 18.6 17 5 13.5 21.1 0.0 15.6 7.1 6.0 6.0 6.6 6.4 64
LnGrp LOS 8 a B C B A A A A A A
4peoach Vol,w'-Wn 538 282 175 239
Approach Delay,shvlh 17.0 15.9 6.4 6,4
ApV ach LOS B B A A
pair- _ _ ww Alm a
Ass-qucd Phs 2 4 6 8
Phs Duration(G*Y*Rc),s 33.0 21.1 33.0 21.1
Change Petiod(Y+Rc),s 4.0 4.0 4,0 4.0
Max Green Se4ling(Gmax),s 29.0 28.0 29.0 28A
Max Clear Tr110((J_c+11),s 5.0 12.1 3.9 13.1
Green Ext Una(p-c),s 2.1 4.0 2.1 3,9
howim Summary -0 V A*
HCM 2010 Ctrs Delay 112
HCfA 2010 LOS B
(=[cure J2035)E:xisling Inle-i soc6m 5lano AM Peak Flour WIV2015 Baselii,43 Syncluo 8 Repert
Page 1
HCM 20,10 Signalized Intersection Summary
5, 271h Avenue & Oak Street 1V2812017
-♦ 4__ 4N f �► 1
Obit tit toil< :,UL
Lane Confrguralions 4 r A �+
Volume(vem) 35 485 57 22 197 29 10 71 68 51 61 28
Wmber 7 4 14 3 8 18 5 2 12 1 6 16
111ftiel 0(0b),veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped•Bike Adj(A pbT) 1.00 1,00 1.01 140 1,00 1.00 1.00 1.00
Pa4ldng Bins,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1A0
Adl Sal Flan,vehrhM 1900 1880 1900 19M 1788 1CAO 19M 1820 IN3 19M 1879 181f1
A4 Flow Relle,vehlh 41 564 66 26 229 34 12 83 79 59 71 33
Ad,No of I nnes A 2 n 1 2 (1 n 1 1 n 1 1
Peek Hour Feelkir 0.86 0.e6 0.86 0.86 Oaeo m 0.86 0.86 0.86 0.86 0.88 0.86
Peroenl Heavy Veh,% I I 1 0 6 6 5 5 2 2 2 5
Cap,vehib 180 1262 144 474 1243 182 160 304 291 275 191 283
Arrive(Xi Green 0.42. 0.42 0,42 0.42 0.42 0,42 0,18 0.18 0.18 0,18 0.18 0.18
Sal Flow,vehlh 100 3020 344 80A 2974 436 115 1654 1583 520 1042 1538
Grp Vofunto(v),vehih 355 0 316 26 129 134 95 0 79 130 0 33
Grp Sal Florv(s),vaWn 1813 0 1650 809 1699 1711 1769 0 1583 1662 0 1538
0 Scryc�g s),s 0.0 00 4.0 0.7 1.4 1 A 0.0 0.0 12 0.7 0.0 05
Gyde 0 Clem(g_c),s 3.9 0.0 4.0 4.1 1.4 1 A 1.3 0.0 1.2 2.1 0.0 0.5
Prop In Lane 0.12 0,21 1.00 0,25 0.13 1,03 0.45 1.00
Lane Grp("ap(c).vehfh 896 0 690 474 710 715 464 0 291 467 0 203
Vic l&1Iicq) 0.40 0,03 0.46 005 0.18 0.19 020 0.00 0.27 0.28 0.00 0.12
Avaa Cap(c_a),vehm 1604 0 1360 002 1400 1410 1591 0 1327 1459 0 1289
lii M Piatwi Ratio 1.0i, i.03 i 00 1.00 i.00 i.00 too 1.00 i.0'a i.00 i.00 1.03
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0A0 1.00
Lhifomr Delay(d),sWh 61 00 6' 7.8 53 54 10.2 00 102 10.5 0.0 99
Ivor Delay IQ),s7veh 0.3 0.0 0.5 0.0 0.1 0.1 0.2 0.0 0.5 0.3 0.0 0.2
Irkal 0 Dela)�0)0mh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00
`bileBack0f0(50%),vehRn 2.0 0A IA 0.2 0.7 0.7 0.7 0.0 0.6 0.9 0.0 02
LnGrp Dmlay(d).srvch 6.4 0.0 6.6 7.8 5.5 55 10.4 0.0 10.7 10.8 0.0 10.1
LnGrp LOS A A A A A 8 8 B 8
Approach Vol,veh n 671 289 174 163
Approach Delay,sMh 6.5 6.7 10.6 10.7
Approach LOS A A B B
Tinrar - 1_-- 3 d 5 _�� 7 8
Assigned Phs 2 4 6 8
Phs Durallon(G*Y+Rc),s I IIA 17.8 11A 17.8
Change Period(Y+Rc),s 6 0 5.13 6.0 5.6
Max Green Selling(Gmax),s 24.4 24.0 24.4 24.0
Max 0 Clear Time(g c+ll),s 33 6.0 4.1 6.7
Green Ext Time(pi),s 1.7 5.5 1.7 5.5
HCM 2010 Cbl Delay 7A
HCl`A 70101 OS A
Fulure(2035I Exisling Inlerseclicsr Slane Ah Pea- t?ou, C-11712015 Base ine Synchro 8 Reporl
Page 2
Queues
2: Davis Lane & Baxter Lane 1112M17
Anne Grof p EHL EHT t BRt WBL W81 NHL WH I 14HR SBL S31
Lane Giu,p I-Wl ivi i) 48 4m 81! 16 266 62 84 29 48 191
vacRabo 016 0.68 0.1-1 ►; '0 047 01C 005 003 01*19 0.11
Conlrol[achy 13.9 22.1 4.1 13,7 1U ); 1 7.9 4.1 8.7 5.7
Queue Delay 0.0 0.0 0.0 00 00 0.0 0.0 0.0 00 00
Told 11day 13,9 22.1 4.1 13.7 15,9 8.7 7.9 4.1 8.7 5.7
Queue Length 50th(ft) 11 112 0 4 tit 9 6 0 7 9
0ocof'.l.oi"glh 95►n(ft) 30 186 21 14 111 20 i2 27 30
Inlemal Llr*Dis1(ft) 490 435 420 460
Tum Bay Lenglh(fl) 100 100 100 103 100 100
Base Capacity(vph) 486 982 874 259 916 643 1638 878 583 1796
Slarvalbo Cap Redur.11) 0 0 0 0 0 0 0 0 0 0
Spll•oack Cap Reducln 0 0 0 0 0 0 0 0 0 0
S1orr,9c Cap Re"n 0 0 0 0 0 0 0 0 0 0
Roduood vk Roo 0.10 0.42 0.09 0.06 0.29 0.10 0.05 0.03 0,08 0.11
Future(2035)Existing Intersection 5 lane AM Nak Hour 6;1712015 Baseline Synchro 8 Regar1
Page 1
Queues
5: 27th Avenue & Oak Street 1112812017
,�' ♦' t
Lane Group Flow(vph) 671 26. 263 T, 79 130 33
we Ratio 0.40 0.07 0.15 0.19 0.15 0 2q 0.07
Control Deny 7.9 7A 6.1 11.8 4.6 13.0 4 0
Queue Delay 0.0 0.0 0.0 00 0.0 0.0 0.0
Total Dc,ay l<j 7A 6.1 118 4.5 13.0 4.0
Queue Length 501h((I) 41 3 12 13 0 18 0
Queue Length Oh(N) 80 13 30 40 19 53 10
Internal Link Dist((I) 503 5 ;20 120
Tum[lay I mith(Al 200 300 3m
Base Capacity(vp11) 2454 511 1532 1301 1232 1165 1190
Staervabn r':rp Raduclin 0 0 0 0 0 0 0
Spllback Cap Redudn 0 0 0 0 0 0 0
5toragn Cap Reducrn 0 0 0 0 0 0 0
Reduced vrc Ratio 0.27 0.05 010 0.07 0.06 0.11 0.03
ML
Future(2035)EbsUng Intersection 5 lane Ah1 Peak Hour 6117/2015 Baseline SyrOro 8 Report
Page 2
I-I(W 2010 Signalizod Intersection Summary
3: Davis Lane & Baxter Lane lJt28J2017
Lane Con6girwens I T r A TT r r'i T1+
Vorume(vehm) 128 262 52 37 303 79 61 116 28 45 162 82
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial 0(0b),veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 100 1.00 1.00 1.00 1,00 1.00 1,00 1.00
Parking Bus,Adj 1.00 1.00 1.00 1,00 1.00 1,00 1,00 1.00 1.00 1.00 1A0 1.00
Adi Sat Flow,veK& 1845 1881 1900 1900 1869 1900 1900 1810 1900 1638 1900 1900
A4j Flow Rate,vehlh 136 268 55 39 322 84 65 123 30 48 172 87
Adj No,of Lanes 1 1 1 1 1 0 1 2 1 1 2 0
Peek Hour FaMor 0.94 0.94 0,94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.04 0.94
Percent Heavy Veh, % 3 1 0 0 0 0 0 5 0 16 0 0
Cap.vehAi 367 810 6% 472 616 161 567 1534 721 571 1053 610
Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.45 0.45 0.45 OA5 0,45 0.45
Sal Flo.v,-MYh 966 1601 1615 1074 1430 373 1138 3430 1615 1081 2361 1142
Grp Valume(v),VOK 136 268 55 39 0 406 65 123 30 48 130 129
Grp Sat Flaa(s),vehfhlln 966 1881 1615 1074 0 1803 1138 1719 1615 1081 1805 1698
C Serve(g S),S 78 6.1 13 1.6 0.0 10.8 2A 1.3 07 1.7 2.8 10
Cycle 0 Claer(g_c),s 18.6 6.1 1.3 7.8 U 10.8 5.3 1,3 0.7 3.1 2A 3.0
Prop In Lane 1.00 1.00 1.00 0.21 1,00 I M 1.00 0.67
Lane Grp Cep(c),vehih 367 810 696 472 0 777 567 1634 721 671 805 758
Vr-RaliolX) 0.37 0,33 0.08 0.08 0.00 0.52 Oil 0-08 0.04 0.08 0.16 0.17
Avail Cap(c_a),vehlh 367 810 696 472 0 777 567 1634 721 571 805 758
I1CM Platoon Ratio 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00
Upslmam Filler(l) 1.00 1.00 1.00 1.00 0.00 1,00 1,00 1.00 1.00 1.00 1.00 1.00
Uniform Oeldy(d),srveh 20.4 12.3 109 14.9 0.0 136 124 10.3 10.2 112 10.7 10.8
Inor Delay(d2),sNeh 2.9 1.1 0.2 0.3 0.0 2.5 0.4 0.1 0.1 0.3 0.4 0.5
Initial 0 Ootay(d3),sfvoh 0.0 0.0 0,0 0.0 0.0 00 0.0 00 0.0 0.0 0.0 0.0
Wle 8ack010(50%),vehfrn 2.4 3A 0.6 0.5 0.0 5.8 Q8 0.7 0.3 A6 1.5 1.5
LnGrp Delay(d),s►veh 23.3 13.A 11.1 15.2. 0,0 16 1 128 10.4 10.3 115 11.2 11.3
LnGrp LOS C B B B B 8 B B B B B
Approach Vol,vehih 459 445 218 307
Approach Delay,sfveh 16.0 1610 11.1 11.3
Approach LOS B B 9 B
rum _ 1 3 3 - 4_ 5 _ 6 ?-- 0
Assigned Phs 2 4 6 8
Phs QUfMiQn(G+Y+Rc),s 33.0 320 33.0 32.0
Change Period(Y+Rc),s 4.0 4-0 4.0 4.0
Max Green Setting(Gmax),s 29.0 28.0 29.0 28.0
Max 0 Clear Time(g c+11),s 7.3 206 5.1 12.8
Green Exl Time(p_c),s 2.8 2.0 2.8 4.4
RCM 2010 CAd Delay 14.3
HCM 2010 LOS B
Future(2025)Exisling +Site PM Peak Nour tip iV2015 Aaseliiie Syn&fo 8 Report
Page 1
I ICM 2010 Signalizod Intel'SHC1iOn Summery
5: 27th Avenue & Oak Street 11/280017
Lane Configurat ons 0 0 4 a (r
Volume(VON)) 43 305 14 102 528 69 19 5O 51 39 60 61
Number 1 4 14 3 8 18 5 2 12 1 6 16
InIUM 0(0b),veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped•Bike AdgA,_pbT) 1.00 1.00 1.00 1.09 1.00 1.00 1.00 1.00
Parking Bus Adj 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00
Adj Sat Flaw,velUlh'r) 1900 185s 19W 1081 1803 1900 1900 1808 1863 1900 1900 1900
Ad)Flue Rate,%%hlh 51 359 16 120 621 81 22 59 60 46 71 72
Adj P1o,of lanes 0 2 0 1 2 0 0 i 1 0 1 1
Peak Hour Fedor 0.85 0.85 OA5 0.85 OA5 0.85 0.85 0,85 0.85 0.85 0.85 0.85
Percent Heavy Veh. 3 3 3 1 1 1 7 7 2 0 0 0
CaAvelim 236 1328 58 620 1461 190 194 229 259 242 196 264
Arrive On Green 0.46 0,46 0.46 0.46 0.46 OAG 0.16 0.16 0,16 0.16 0,16 0,16
Sat Flbw,wem 198 2895 126 1013 3185 415 273 1398 1583_ 479 1195 1615
Gap Volume(v),wh9l 215 0 211 120 346 354 81 0 60 117 0 72
Grp Sal FloMs),vehlhiln 1554 0 1664 tO13 17e9 1810 1671 0 1583 1674 0 1615
Q SCAvC(g $),S 0.0 0.0 2.4 2.6 4.0 4.0 0,0 00 1,0 0,6 0.0 1.2
Cycle 0 Cleer(g o),s 2.2 OA 2A &0 4.0 4.0 1.2 0,0 1.0 1.8 0.0 1.2
Prop hi lane 0.24 0.08 1.00 0.23 027 1.00 0.39 1.00
Lane Grp Cap(c),vetch 858 0 763 620 821 830 423 0 259 437 0 264
We Ratiojh) 0.25 0.03 0.28 0.19 0.42 0,43 019 O.W 0.23 0.27 0.00 0,27
Avail Cap(c a),vehfh 1298 0 1300 946 1398 1414 1426 0 1268 1449 0 1283
HCV.PlAon Ratio 1.00 1.03 1.00 1.00 1.00 1.03 1,00 1.00 03 1.00 100 I'm
Upslreem Flller(1) 1.00 0.00 1.100 1.00 1.00 1.00 1.00 On 1.00 1.00 0.00 1.00
Uniform Delay(d),sIveh 5A 0.0 5.2 6.7 5,6 56 112 0,0 11.2 115 0,0 11.2
Incr Delay(d2)," 0.2 0.0 0.2 0,2 03 0.3 0.2 0,0 0.5 0,3 0.0 0.5
Initial Q DslBy(d3),s&-eh 0.0 0.0 0.0 0.0 0,0 00 0A 0.0 0.0 00 0.0 0.0
cAils Bacb0fQ(50%),vel* 1.1 0.0 1.1 0.7 2.0 2,0 0.6 0.0 0.5 U 0.0 0.6
LnGrp Dalayjd),sovc-h 52 00 5.3 6.8 5.9 59 11 5 0.0 11.6 11.8 OA 11.8
LnGrp LOS A A A A A 8 8 B 8
Apr.coarh Vol,veh7n 426 822 141 189
Approach Delay,9A0 5.3 6,1 11.5 11.8
Approach LOS A A B B
Asygned Phs 2 4 6 B
Phs Dursllal(G•Y+Rc),s 11.0 19.7 11.0 19.7
Change Period(Y4Rc),s 6,0 5.6 6,0 5.6
Max Green Selling(Grim),s 24.4 24.0 24.4 24.0
Max Q Clear Time(q_crll),s 3,2 4A 3.8 7.0
Green Ext T1aae(p c),s 1.6 7.6 1.6 7.1
HCM 2010 CUI Delay 1.0
HCIA 2010 LOS A
Fulwe(202.5)Fxislwng 1 Site PAS Pea<Kum WI I)h11h Bases ne Spchro 8 Relwrt
Page 2
4V6✓ /Illy► ► bQft kfilm Ottl.l.l lltl}ll t.l Yt+111411W
50% Confidence Level Scheme: Davis - 2025 RCsults
Daylight conditions Rodel-WinI - Dull Cicomctry
Scheme Summary
Control Data
Control Data and Model Parameters
Oak Street Improvements 2025 PHF Flow Pradile(veh)
Davis-2025 Results 7.6 mnn Time Slice
Rodel-Wint Queuing Doloys(soc)
Right Hond Drivo Daylight conditions
AM Peak Hour Peak 60015 min Results
FtA Geotmetry Output flows:Vehicles
English Umts(n) 50%Confidence Level
Available Data
Entry Capacity CaWrated No
i
Entry Capacity Modified No
Crosswalks No
Flaws Factored No
ApproacIvEw Road Capacity Calibrated No
Accidents No
Accidant Costs No
Bypass Model Yes
Bypass Calibtallon No
Global Results Yes
Report dated 28-Nov-2017 Page 1 of 7
Rodel Version 1 88 Run number 126
L.V&i !\fY1 1 L'an uj"A. van aueec 3111PIU errrauw
50%Comiidenoe Level Scheme: Davis-2025 Results
Daylight conditions Rodel-Win 1 -Full Geometry
Operational Results
2025 AM Peak - i® minutee
Flows and Capacity
I Flows(vol0r) I Capacity(vohihr)
Leg Leff Names BTypes I Arrival Flow Opposing Flow Exit I Capacity Avoraijo VCR
Entry Bypass Entry Bypass flow Entry Bypass Entry Bypass
1 DoWs-N Fran 158 93 162 0 120 1084 1301 0.1472 0.0716
2 Oak-W Free 384 1 150 0 255 10117 1301 0.3860 0.0008
3 Oak-E Free 162 07 59 0 464 1140 1301 0.1436 O0516
I clays, Queues rand Uvel of Service
Log Lag Names
Bypass Avarago Dplay(sac) 95Y.Qnnnn(voh) Level of Sorvico
Type Entry Bypass Lag Entry t3ypaas Entry Bypass 1.09
1 Deals-N Frw 3.76 0.00 2.37 0.0 0.00 P. A A
2 Oak-W Free 412 O.00 4.90 1,54 0.00 A A A
3 Oak-E Free 3.57 O.00 2.52 0.46 0.00 A A A
Report daW 28-NCVV-2017
Page 6 of 7
Rodet Version 1.88 Run number 126
[.v[- ) I wi 14at% tidn ��t4�1 ull�llVYCu�G1�1�
50% Confidence Level Scheme: Davis - 2025 Results
I)ayhght Conditions Rodel-Winl - Dull Geometry
Scheme Summary
Control Data
Control Data and Model Parameters
Oak Street Improvements 2025 PHF Flow Profile(vdi)
Davis-2026 Resuils 7.5 min Time Slice
RodolA inl Queuing Delays(sec)
Right Hand Dr" Daylight condr lone
PM Peak Hour Peak 6QM5 nao Resulls
Full Geometry Output Rows:valiicies
English Units(0) 50%Confidence Lovel
Available Data
Entry Capacity Calibrated No
Enlry Capacity WNW No
Crosswalks No
Flows FacAored No
Approach/Exit Road Capaclly Calibrated No
Accidents No
AaWont Cosls No
Bypass Model Yes
Bypass Calbrallon No
Global Resutills Yos
Report dated 28-Nov-2017 Page 1 of 7
Rodel Version 188 Run number 127
ivLJ 1 1Y1 1 Gan JJVVL. Wan L3111,;,Gt 111IiJ1VYG111Gr11b
50%Confidence Level Scheme: Davis- 2025 Results
Daylight conditions Rodel-Winl - Full Oeoinetry
aperaMonal Results
2025 PU P"k - 64 minuties
Flows and Capacity
Flows(veh(hr) I capacity(vohlllr)
Log Log Namas I B7ypax Ar(Wal Flow Opposing Flow Exit Capacity Avorrgo VCR I
t nlry Bypass Entry Bypasx plow Entry Bypass Enlry Bypass
1 Davb-N Frog 100 146 357 0 181 ON 1301 0.113D 031128
2 Osk-W Fran 307 1 109 0 6W 1113 1301 OL29W 0=00
3 Oak-E Free 357 106 78 0 341 1131 1301 0.3206 O.Oe11
Delays, Queues and Level of Service
Log Log Nantos '
Bypass Avorago belay(sec) 859A queue(null) Lavol of 3orvice
YYpo Entry Bypass Leg Entry Byp,s% Entry Bypass Lag
1 Devis-N Frea 4.00 a00 1.71 0.38 0.00 A A A
2 Odk-W I Free 4.30 0.00 4.28 1.14 0.00 A A A
3 Oak-E Fran 4.47 0.00 3.45 1.38 0.00 A A A
Repori dtsied 28-NOV-2017
Page 5 of 7
Rodel Verslon 1.88 Run number 127