HomeMy WebLinkAbout004_Traffic Impact Study
NEST BREWERY DEVELOPMENT
TRAFFIC IMPACT STUDY
21391
Mr. Alex Edwards, PE
TD&H Engineering
234 East Babcock Street, Suite 3
Bozeman, MT 59715
March 2022
Nest Brewery TIS i
TABLE OF CONTENTS
INTRODUCTION ..................................................................................................................................... 1
SITE LOCATION & DESCRIPTION ............................................................................................................. 1
SITE DEVELOPMENT PLAN ....................................................................................................................... 1
EXISTING CONDITIONS .......................................................................................................................... 1
Streets .............................................................................................................................................. 1
Intersections ...................................................................................................................................... 5
Bicycle/Pedestrian Facilities ................................................................................................................ 5
Traffic Volumes.................................................................................................................................. 6
Intersection Capacity ......................................................................................................................... 6
Crash History .................................................................................................................................... 6
TRIP GENERATION .................................................................................................................................. 9
TRIP DISTRIBUTION ............................................................................................................................... 10
TRAFFIC ASSIGNMENT .......................................................................................................................... 10
TRAFFIC IMPACTS ................................................................................................................................. 11
Traffic Volumes................................................................................................................................ 11
Intersection Capacity ....................................................................................................................... 11
Traffic Signal Warrants .................................................................................................................... 11
Site Access Location Deviation ......................................................................................................... 14
Multi-Modal Analysis ....................................................................................................................... 15
Parking Analysis .............................................................................................................................. 15
CONCLUSIONS & RECOMMENDATIONS .............................................................................................. 15
Conclusions .................................................................................................................................... 15
Recommendations ........................................................................................................................... 16
APPENDICES
APPENDIX A – TRAFFIC COUNT DATA
APPENDIX B – CAPACITY CALCULATIONS – EXISTING CONDITIONS (2021)
APPENDIX C – CAPACITY CALCULATIONS – DESIGN YEAR (2024)
APPENDIX D – TRAFFIC SIGNAL WARRANT WORKSHEETS
APPENDIX E – MULTI-MODAL ANALYSIS
Nest Brewery TIS ii
LIST OF TABLES
TABLE 1: CRASH HISTORY – FREQUENCY AND SEVERITY STATISTICS ....................................................... 8
TABLE 2: CRASH HISTORY – COLLISION TYPE .......................................................................................... 9
TABLE 3: TRIP GENERATION SUMMARY ................................................................................................. 10
LIST OF FIGURES
FIGURE 1: STUDY AREA .......................................................................................................................... 2
FIGURE 2: SITE PLAN .............................................................................................................................. 3
FIGURE 3: STREET & INTERSECTION CHARACTERISTICS ........................................................................... 4
FIGURE 4: EXISTING CONDITIONS (2021) TRAFFIC VOLUMES ................................................................. 7
FIGURE 5: TRIP DISTRIBUTION & TRAFFIC ASSIGNMENT SUMMARY ....................................................... 12
FIGURE 6: DESIGN YEAR (2024) TRAFFIC PROJECTIONS ........................................................................ 13
FIGURE 7: INTERSECTION SIGHT DISTANCE (ISD) AT GARAGE ACCESS ................................................. 14
Nest Brewery TIS 1
INTRODUCTION
This traffic impact study (TIS) assesses the traffic-related impacts associated with the proposed Nest Brewery Development in
Bozeman, Gallatin County, Montana on the surrounding transportation system. This report also provides recommendations to
mitigate any such impacts. The methodology and analysis procedures used in this study employ the latest technology and
nationally accepted standards in the areas of site development and transportation impact assessment. Recommendations made
in this report are based on these accepted standards and professional judgement.
SITE LOCATION & DESCRIPTION
The Nest Brewery development site is located on the southwest corner of the intersection of North Wallace Avenue and East
Tamarack Street. It is bordered by East Tamarack Street to the north, North Wallace Avenue to the east, Lattice Materials to
the west, and East Aspen Street to the south. Figure 1 on the following page depicts the study area.
SITE DEVELOPMENT PLAN
The Nest Brewery development site has a total buildable area of 50,903 square feet and the development plan proposes
construction of seven total buildings and a parking structure. Four of the buildings will contain 11 total two-story rowhomes.
The other three buildings are designed as follows: one building has commercial use on the first floor with four studio
apartments on the second floor, one building will have first-floor commercial use with apartments on the second, third, and
fourth floors (22 total apartments), and the final building has five live-work units across the first and second floors, with 16
studio apartments across the second, third, and fourth floors. In total, the residential unit breakdown is as follows: 26 studio
apartments, five live-work units, 13 one-bedroom flats, three two-bedroom flats, and 11 rowhomes (58 total housing units). In
addition to the residential units, 3,395 square feet of live-work commercial space and 8,045 square feet of commercial tenant
space is proposed. The commercial tenant space will likely include small retail, office, and artisan spaces, as well as a
laundromat and a small market/deli. The development is anticipated to be completed by the fall of 2024.
Access to the site will be provided via a parking garage located on the northern side of the site, with the entrance proposed on
East Tamarack Street. The proposed structure will provide approximately 200 spaces. Figure 2 on page 3 shows the site plan
for the ground level of the development.
EXISTING CONDITIONS
Streets
Figure 3 on page 4 shows the Montana Department of Transportation (MDT) street classifications and speed limits on study
area streets. The City of Bozeman classifies the streets slightly differently in its Transportation Master Plan (TMP); North
Wallace Avenue is considered a local street instead of a major collector, North Rouse Avenue is considered a principal arterial
instead of a minor arterial, and East Oak Street is considered a principal arterial instead of a local street.
East Main Street has a four-lane section with two travel lanes in each direction and parallel parking on both sides. East
Mendenhall Street becomes a westbound one-way street with two travels lanes and parallel parking on both sides at its
intersection with North Rouse Avenue. North Rouse Avenue has a center two-way left-turn lane (TWLTL) north of East
Peach Street, with parallel parking only allowed along the east side of the street between East Peach Street and East Main
Street, and a half-block section of parallel parking allowed along the west side south of East Lamme Street. All other streets
have two-lane sections. North Broadway Avenue and North Wallace Avenue each provide parallel parking on both sides of
the street, while East Peach Street and East Tamarack Street each permit parallel parking on the south side only.
Nest Brewery TIS 2
Figure 1: Study Area
Nest Brewery TIS 3
Figure 2: Site Plan
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Figure 3: Street & Intersection Characteristics
Nest Brewery TIS 5
Two-lane collector street standards in the City of Bozeman TMP specifies 47 feet from face of curb to face of curb, including
an 8-foot parking lane, a 5-foot bike lane, and a 10-foot driving lane in each direction with a 1-foot centerline stripe. A 14-foot
boulevard and a 6-foot sidewalk are also listed. East Peach Street (30 feet), East Tamarack Street (35 feet), and North
Broadway Avenue (35 feet) are all considered collectors by the City of Bozeman and do not meet the width guideline or
include all the minimum features.
Two-lane local street standards in the City of Bozeman specifies 30 feet from face of curb to face of curb, including a 7-foot
parking lane and 8-foot driving lane on each side, as well as an 8.5-foot boulevard and a 5-foot sidewalk. North Wallace
Avenue (32 feet) is considered a local street by the City of Bozeman and does currently meet the width guideline and provides
all the minimum features. However, it does not meet the minimum guidelines for a collector, as it is classified by MDT.
Intersections
Figure 3 on the previous page also shows the traffic control utilized at each study area intersection. Additional intersection
characteristics are described below.
The East Oak Street/North Rouse Avenue intersection has auxiliary left-turn lanes on all approaches, as well as separate
southbound thru and right-turn lanes. The signal operates with a protected/permissive phase for northbound left turns with
an eastbound right-turn overlap phase.
The intersections of North Rouse Avenue with East Tamarack Street and East Peach Street have dedicated northbound and
southbound left-turn lanes, as well as separate left-, thru, and right-turn lanes on the east and west legs. The signal operates
with protected/permissive phasing for all left turns.
The East Mendenhall Street/North Rouse Avenue intersection has dedicated left-turn lanes on the north and south legs, as
well as separate southbound thru and right-turn lanes. The westbound approach has a right-turn lane, a thru lane, and a shared
thru/left-turn lane with two receiving lanes exiting the intersection westbound. The traffic signal operates with
protected/permissive phasing for northbound and southbound left turns.
The East Main Street/North Rouse Avenue intersection has a dedicated southbound left-turn lane and shared lanes for all
other movements, with two thru lanes on East Main Street in each direction. The signal operates with protected/permissive
phasing for southbound left turns only.
The remaining study intersections have no auxiliary turn lanes, and the signal at the East Main Street/North Broadway Avenue
intersection operates with two phases with permissive phasing for all turning movements.
Bicycle/Pedestrian Facilities
East Tamarack Street has a westbound bike lane and eastbound painted “sharrows” east of North Rouse Avenue. North
Rouse Avenue and East Oak Street have bike lanes in both directions. East Peach Street and North Wallace Avenue are
dedicated as bike routes with sharrows and there are no dedicated bicycle facilities on North Broadway Avenue or East Main
Street. There is sidewalk along all streets in the study area except for the east side of North Wallace Avenue north of East
Tamarack Street and an approximately 200-foot section along the east side of North Broadway Avenue south of its
intersection with East Avocado Street. There is also sidewalk missing along the northeastern side of East Avocado Street. All
sidewalk in the study area is approximately 5 feet wide, which is adequate for a local street. However, City of Bozeman
collector standards specify a 6-foot sidewalk. Sidewalk in the downtown area is approximately 6 feet wide with no boulevard.
Nest Brewery TIS 6
Traffic Volumes
Weekday AM and PM peak hour turning movement counts were collected for study area intersections in support of multiple
proposed projects in the area. As a result, counts were collected on several different days during late summer and early winter
of 2021. Existing Conditions (2021) traffic volumes for this study are based on those counts. The traffic data was collected
using Miovision Scout video-based systems. In general, the weekday AM and PM peak hour periods were found to occur from
8:15 to 9:15 AM and 4:30 to 5:30 PM. Raw count data was adjusted for seasonal variation using MDT seasonal adjustment
factors. Figure 4 on the following page summarizes the calculated Existing Conditions (2021) peak hour turning movement
volumes for the AM and PM peak hours. Detailed traffic count data worksheets are included in Appendix A.
Intersection Capacity
Intersection capacity calculations for the Existing Conditions (2021) scenario were performed for the study area intersections
using Synchro, Version 10, based on the Highway Capacity Manual, 6th Edition (Transportation Research Board, 2016). Level
of service (LOS) is defined as a quality measure describing operational conditions within a traffic stream, generally in terms of
such service measures as speed, travel time, freedom to maneuver, traffic interruptions, comfort, and convenience. LOS is a
quantitative measure of the performance of an intersection with values ranging from LOS A, indicating good operation and
low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. LOS C is typically considered a minimum
acceptable threshold for operations in Montana-based communities, though exceptions are made in certain cases.
The results of the Existing Conditions (2021) intersection capacity calculations showed that all study area intersections operate
at LOS C or better during the AM and PM peak hours. Projected 95th percentile queuing is minimal at the unsignalized
intersections and moderate on North Rouse Avenue, East Main Street, and East Oak Street. Figure 4 on the following page
also shows the Existing Conditions (2021) LOS results at each intersection. A detailed capacity summary table and capacity
calculation worksheets for each of the study area intersections can be found in Appendix B.
Crash History
Historical crash data was obtained from MDT for the 5-year period from January 1, 2014 through December 31, 2018. Due to
MDT’s declining availability to obtain City of Bozeman crash data during 2018-2019, for the purpose of this study, crash data
from January 1, 2014 through December 31, 2018 was evaluated. The data was analyzed for the purposes of calculating
intersection crash and severity rates and evaluating collision type trends. Four of the study area intersections – East Oak
Street/North Rouse Avenue, East Tamarack Street/North Wallace Avenue, East Peach Street/North Rouse Avenue, and East
Peach Street/North Wallace Avenue – did not have any crashes recorded. Tables 1 and 2 on pages 8 and 9, respectively,
illustrate the results of the historical crash analysis. Intersection crash rates were calculated on the standard basis of crashes per
million vehicles entering (MVE) for each intersection. The MVE metric was estimated based on 2021 and 2022 peak hour
traffic counts and published historical ADT volumes from the MDT website. Crash rates for the study area intersections
ranged from 0.00 crashes/MVE to 0.47 crashes/MVE.
As a means of evaluating the historical crash frequency rates, Sanderson Stewart calculated expected rates using the predictive
crash rate formulas in the American Association of State Highway Transportation Officials (AASHTO) Highway Safety
Manual (HSM). The process involves calculating the number of crashes predicted in a year based on traffic demand (AADTs)
and various physical and traffic environment-based conditions such as lane configurations, traffic signal phasing, and approach
speeds. The calculations result in a crashes-per-year prediction. Sanderson Stewart then back-calculated a frequency rate on the
basis of MVE for the sake of comparison with the actual historical crash rate. The results of the calculations for this study
Nest Brewery TIS 7
Figure 4: Existing Conditions (2021) Traffic Volumes
Nest Brewery TIS 8
showed that the historical crash frequency was equal to or lower than the predicted crash rate for all study area intersections.
The HSM rate predictions and 5-year crash totals for each intersection are summarized in Table 1 below.
Severity index is defined as the weighted average by crash severity, including fatality, injury, and property damage only (PDO)
crashes. The highest severity index was 2.00 at the intersection of East Tamarack Street/North Rouse Avenue due to the
intersection having 1 of 2 crashes resulting in an injury. Severity index calculation results are also shown in Table 1 below.
Sanderson Stewart performed an analysis of collision classification to determine if any patterns could be identified. Table 2 on
the following page illustrates the results of the types of crashes in the study area. The intersection of East Main Street/North
Rouse Avenue had 6 of 14 (43%) crashes occur due to rear-end collisions. Rear-end collisions commonly occur at signalized
intersections because the signalized control is dynamic, thereby requiring the drivers to recognize and react to changing
conditions in real time. High speeds approaching signalized intersections allow drivers less response time, which creates an
opportunity for increased rear-end collisions. Another factor that contributes to rear end collisions is a “yellow change
interval” that is too short for the prevailing operating speeds in that corridor. Based on the application of yellow change
interval formulas from the Institute of Transportation Engineers (ITE) Traffic Engineering Handbook with assumed 25 mph
thru-movement operating speeds, it was calculated that the “design” yellow change intervals for all approaches at the Main
Street/Rouse Avenue intersection should be 3.0 seconds. The existing signal timing plan uses a change interval of 3.0 seconds.
Another factor that typically contributes to a high occurrence of rear-end crashes includes a lack of dedicated turn lanes where
high turning movement demands are prevalent. The intersection has a dedicated southbound left-turn lane and shared lanes
for all other movements, which may contribute to the recorded rear-end crashes.
The intersection of East Main Street/North Rouse Avenue also had 3 of 14 (27%) and 2 of 14 (14%) crashes involving right-
angle and left turning (one same direction and one opposite direction) crashes, respectively. Right-angle and left turning
crashes often occur at signalized intersections without protected left-turn phasing. The signal operates with
protected/permissive phasing for southbound left turns and permissive phasing for all other approaches.
Table 1: Crash History – Frequency and Severity Statistics
PDO Injury Fatality
Average
Crash
Frequency
(Crash/Yr)
Crash
Rate
(Crash/
MVE)
Severity
Index
Predicted
Average
Crash
Frequency
(Crash/Yr)
Predicted
Crash Rate
(Crash/
MVE)
Oak St/Rouse Ave 13942 0 0 0 0 0.00 0.00 0.00 1.86 0.37
Tamarack St/Rouse Ave 12349 2 1 1 0 0.67 0.09 2.00 2.05 0.45
Tamarack St/Wallace Ave 4422 0 0 0 0 0.00 0.00 0.00 0.89 0.55
Peach St/Rouse Ave 12764 0 0 0 0 0.00 0.00 0.00 2.19 0.47
Peach St/ Wallace Ave 7124 0 0 0 0 0.00 0.00 0.00 1.2 0.46
Mendenhall St/Rouse Ave 10370 4 4 0 0 1.33 0.21 1.00 1.64 0.43
Main St/Broadway Ave 15210 2 1 1 0 0.67 0.07 2.00 1.8 0.32
Main St/Rouse Ave 16323 14 12 2 0 4.67 0.47 1.29 2.97 0.50
1 Daily Entering Volume (DEV) estimated from 2021 and 2022 peak hour counts and 2016 through 2018 MDT published ADTs
2 Crashes reported from January 1, 2014 to December 31, 2018
3 Crash rates expressed as crashes per million vehicles entering (MVE)
⁴ Rates calculated using Highway Safety Manual (HSM) 1st Edition predictive methodology using SPICE tool
HSM Predictions⁴
Intersection
Crash Data3Crash Type
2016-2018
DEV1
Reported
Crashes2
Nest Brewery TIS 9
No other crash trends were noted at the remaining intersections with recorded crashes. It is important to note that all of the
previous evaluations are speculative, and more detailed information about individual crashes would be needed to determine
exact causes for each collision.
TRIP GENERATION
This study utilized Trip Generation, 11th Edition, published by the Institute of Transportation Engineers (ITE), which is the
most widely accepted source in the United States for determining trip generation projections. These projections are used to
analyze the impacts of a new development on the surrounding area. For the purposes of this study, Single-Family Attached
Housing (Land Use Code 215), Multifamily Housing (Low-Rise) (Land Use Code 220), Small Office Building (Land Use Code
712), and Fast Casual Restaurant (Land Use Code 930) were utilized to project trip generation for the Nest Brewery
development. Table 3 on the following page illustrates the results of the trip generation calculations for this site.
At full buildout, the Nest Brewery development is projected to generate 681 gross average weekday trips, with 33 trips (14
entering/19 exiting) generated during the AM peak hour and 69 trips (38 entering/31 exiting) generated during the PM peak
hour.
Trip generation projections provide an estimate of the total number of trips that would be generated by a proposed
development. However, in order to estimate the net 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 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 and were therefore
calculated among all uses on this site.
Pass-by trips are trips that are made as intermediate stops on the way from a point of origin to a primary 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 drive-through restaurants, convenience markets, and gas stations, and
were not calculated for this site.
A portion of the external trips generated by the Nest Brewery development could be made by alternate modes (walking,
biking, and transit), thereby reducing vehicular trips generated. There are bike lanes, sidewalks, and/or multi-use paths
Table 2: Crash History – Collision Type
Rear
End
Right
Angle LT, OD LT, SD SS, SD Backing
Fixed
Object Pedestrian Total
Oak St/Rouse Ave 0
Tamarack St/Rouse Ave 1 1 2
Tamarack St/Wallace Ave 0
Peach St/Rouse Ave 0
Peach St/ Wallace Ave 0
Mendenhall St/Rouse Ave 1 1 1 1 4
Main St/Broadway Ave 1 1 2
Main St/Rouse Ave 6 3 1 1 1 1 1 14
Collision Type
Nest Brewery TIS 10
accessing the site from most directions. However, alternate mode trips were conservatively assumed to be negligible for the
purposes of this study.
TRIP DISTRIBUTION
A 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 the trip distribution scheme was calculated using patterns
collected from the Existing Conditions (2021) traffic volumes, as well as referencing distributions previously calculated for
other developments in the same study area. Figure 5 on page 12 presents the calculated trip distribution scheme for the Design
Year (2024) scenario.
TRAFFIC ASSIGNMENT
Traffic 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. Using this
approach, the primary site-generated trips for the Nest Brewery development were assigned to the study area roadway
network. The results of the traffic assignment exercise for the AM and PM peak hours are also illustrated in Figure 5.
Table 3: Trip Generation Summary
Intensity Units total enter exit total enter exit total enter exit
Single-Family Attached Housing1 7 Dwelling Units 50 25 25 3 1 2 4 2 2
6 2 4 0 0 0 0 0 0
Multifamily Housing (Low-Rise)2 51 Dwelling Units 344 172 172 20 5 15 26 16 10
33 11 22 0 0 0 4 2 2
Small Office Building3 4.038 1000 SF GFA 58 29 29 7 6 1 9 3 6
22 12 10 0 0 0 0 0 0
Fast Casual Restaurant4 2.357 1000 SF GFA 229 115 114 3 2 1 30 17 13
49 30 19 0 0 0 4 2 2
681 341 340 33 14 19 69 38 31
110 55 55 0 0 0 8 4 4
571 286 285 33 14 19 61 34 27
(1) Single-Family Attached Housing - Land Use 215*Units = Dwelling Units
Average Weekday:Average Rate = 7.20 (50% entering/50% exiting)
Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.48 (31% entering/69% exiting)
Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.57 (57% entering/43% exiting)
(2) Multifamily Housing (Low-Rise) - Land Use 220*Units = Dwelling Units
Average Weekday:Average Rate = 6.74 (50% entering/50% exiting)
Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 0.40 (24% entering/76% exiting)
Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 0.51 (63% entering/37% exiting)
(3) Small Office Building - Land Use 712*Units = 1000 SF GFA
Average Weekday:Average Rate = 14.39 (50% entering/50% exiting)
Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 1.67 (82% entering/18% exiting)
Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 2.16 (34% entering/66% exiting)
(4) Fast Casual Restaurant - Land Use 930*Units = 1000 SF GFA
Average Weekday:Average Rate = 97.14 (50% entering/50% exiting)
Peak Hour of the Adjacent Street, One Hour between 7 and 9 AM: Average Rate = 1.43 (50% entering/50% exiting)
Peak Hour of the Adjacent Street, One Hour between 4 and 6 PM: Average Rate = 12.55 (55% entering/45% exiting)
*Trip Generation, 11th Edition, Institute of Transportation Engineers, 2021
**Trip Generation Handbook, 3rd Edition , Institute of Transportation Engineers, 2017
Total Buildout New External Trips
Total Buildout Internal Capture Trips
Independent Variable AM Peak Hour
Total Buildout Gross Trips
Full Buildout
Land Use
Average Weekday PM Peak Hour
Internal Capture Trips**
Internal Capture Trips**
Internal Capture Trips**
Internal Capture Trips**
Nest Brewery TIS 11
TRAFFIC IMPACTS
Traffic Volumes
For the purposes of this study, and based on information from the Client, a buildout year of 2024 was utilized for the
purposes of calculating future traffic projections for the Nest Brewery development.
In addition to site-generated trips, background traffic volumes are also expected to increase for study area streets and
intersections due to general growth in the Bozeman area. To account for that growth, projected volume conditions from the
Bozeman TMP and historical MDT traffic data over the past 5 years were analyzed. It was seen that the traffic volumes have
fluctuated widely over the past 5 years, with positive and negative growth rates dependent on the year. An annual growth rate
of 2.5% was selected to model ambient growth based on historical traffic data and growth rates used for another area study.
Additionally, other potential developments in the area are expected to add trips to the street network within the Nest Brewery
development’s buildout timeline, including Phase 1 of the Yard (located on the former Idaho Pole Property) and the Wildlands
development (located at the East Peach Street/North Wallace Avenue intersection). Trip projections from these developments
were also included in the background volumes.
Design Year (2024) traffic projections for the Nest Brewery development were then calculated by combining existing traffic
volumes with anticipated background growth, other area developments, and site-generated traffic assignments. Figure 6 on
page 13 illustrates the resulting AM and PM peak hour traffic volume projections.
Intersection Capacity
Intersection capacity calculations were performed for the Design Year (2024) scenario based on the AM and PM peak hour
traffic volume projections presented in Figure 6 on page 13. Peak hour factors (PHFs) for the design year were conservatively
assumed to be 0.92 for all intersections, as that is the default value utilized by the HCM. The assumed values were utilized so
as not to overestimate future congestion in the study area. Figure 6 also shows the Design Year (2024) LOS results at each
intersection.
The Design Year (2024) capacity calculation results were very similar to the Existing Conditions (2021) results, with all
intersections and approaches projected to continue to operate at LOS C or better during both peak hours. The parking garage
access is projected to operate at LOS B or better. A capacity summary table and detailed capacity calculation worksheets for
the Design Year (2024) scenario are included in Appendix C.
Traffic Signal Warrants
Traffic signal warrants were evaluated at the North Wallace Avenue/East Tamarack Street and North Wallace Avenue/East
Peach Street intersections using criteria outlined in the Manual on Uniform Traffic Control Devices (MUTCD) for the
Existing Conditions (2021) and Design Year (2024) traffic volume scenarios. The MUTCD presents several warrants that can
be considered based on traffic volumes, school crossings, crash history, and others. For the purposes of this analysis, all but
Warrants 5 and 9 (School Crossing and Intersection Near a Grade Crossing) were evaluated. Those warrants were not
evaluated because there are no schools or applicable railroad crossings near the intersections. Additionally, satisfaction of the
Peak Hour warrant alone should not be considered as warranting a signal, as it is primarily meant for application at office
complexes, manufacturing plants, or other high-occupancy vehicle facilities that attract or discharge large numbers of vehicles
over a short time. It was found that none of the warrants were close to being met at either intersection for the Existing
Conditions (2021) or Design Year (2024) traffic volume scenarios. Traffic signal warrant worksheets can be found in
Appendix D.
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Figure 5: Trip Distribution & Traffic Assignment Summary
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Figure 6: Design Year (2024) Traffic Projections
Nest Brewery TIS 14
Site Access Location Deviation
Access to the on-site parking garage off East Tamarack Street is located approximately 185 feet west from the center of the
East Tamarack Street/North Wallace Avenue intersection. This is less than the 330 feet required in the City’s Uniform
Development Code (UDC) (Table 38.400.090-1) for full access spacing on collector streets, as East Tamarack Street is
classified adjacent to the site. The UDC requires a minimum 150 feet of separation. A deviation is requested per the UDC,
Section 38.400.090.H. Projected 95th percentile queuing on the west leg of the East Tamarack Street/North Wallace Avenue
intersection is 40 feet during the AM peak hour and 30 feet during the PM peak hour for the Design Year (2024) scenario.
This equates to up to 2 vehicles and would not interfere with operations at the proposed garage access location on East
Tamarack Street. Intersection Sight Distance (ISD) was evaluated at the proposed approach location using criteria from the
MDT Traffic Engineering Manual, Chapter 28.9.2, and a 30-mph design speed was utilized based on the 25-mph speed limit.
Figure 7 below shows the right- and left-turning sight triangles. A sight distance of 335 feet is required to the west and 200-250
feet is required to the east to the stop bars of the all-way stop-controlled intersection of East Tamarack Street/North Wallace
Avenue for a left-turn movements out of the parking lot access. For an egress right-turn movement, 290 feet is required to the
west. There do not appear to be any vision restrictions within the sight triangles. Clear sight triangles should be evaluated
during construction.
Figure 7: Intersection Sight Distance (ISD) At Garage Access
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Multi-Modal Analysis
Bicycle and pedestrian connectivity was evaluated using City of Bozeman data. In the study area, North Wallace Avenue and
East Peach Street are designated as bike routes with sharrows, and East Tamarack Street is designated as a bike route with
eastbound sharrows and a westbound striped bike lane. Based on research data provided by the Oregon DOT and the Federal
Highway Administration (FHWA) for bike separation facilities, an ADT of 3,000 is the maximum vehicular traffic threshold
for shared lanes/sharrows on a 25-mph facility before a bike lane should be considered. At the North Wallace Avenue/East
Tamarack Street and North Wallace Avenue/East Peach Street intersections, all Existing Conditions (2021) ADTs were below
the 3,000 ADT threshold. The Design Year (2024) ADTs, however, are projected to eclipse the 3,000-vehicle threshold on all
legs except for East Tamarack Street east of North Wallace Avenue and North Wallace Avenue south of East Peach Street.
Whether most legs reach the threshold is highly dependent on construction of the nearby Yard site, so additional analysis
should be performed in the future depending on the development progress of the Yard to determine if separated bike lanes
should be considered to encourage bicycle traffic in a safe environment. Graphs from Oregon DOT and FHWA used in this
analysis can be found in Appendix E.
Parking Analysis
Studies published by the National Association of City Transportation Officials (NACTO) and the Transportation Research
Board (TRB) state that in an urban setting, 10- and 12-foot vehicle travel lanes are shown to accommodate the same amount
of traffic and, according to NACTO, 10-foot lanes are appropriate in urban areas and have a positive impact on a street’s
safety by promoting traffic calming. Studies summarize that crash severity lowers with narrower lane widths, but crash
frequencies may increase.
Adjacent to the site, North Wallace Avenue has an existing cross-section width of approximately 32 feet, with parallel parking
permitted on both the east and west sides of the street. This results in an available width of approximately 9 feet per lane when
cars are parked on both sides, assuming a local street standard of 7-foot parking lanes. Although this is adequate based on local
street standards, North Wallace Avenue operates more as a collector as it is classified by MDT.
The current cross-section width on East Peach Street is approximately 30 feet, with parallel parking permitted on the south
side of the street only. With cars parked on the south side and assuming an 8-foot parking lane (collector standard), there is a
remaining available width of approximately 11 feet per lane.
CONCLUSIONS & RECOMMENDATIONS
Conclusions
The preceding analysis has shown that the Nest Brewery development will generate a moderate volume of new traffic demand
for area streets and intersections. Through the planned development, it is estimated that approximately 681 gross new vehicle
trips could be generated daily. The development plan proposes construction of multiple buildings to include a parking
structure (200 spaces), 58 residential dwelling units, and 11,440 square feet of live-work and tenant commercial space,
including retail and office space, a laundromat, and small market/deli. Buildout and occupancy of the site is projected for
completion by approximately 2024.
The Existing Conditions (2021) traffic scenario analysis showed that all study area intersections currently operate at LOS C or
better during both peak periods, with moderate queueing on East Main Street and North Rouse Avenue. Crash data was
evaluated at the area intersections and East Main Street/North Rouse Avenue had 6 (43%) reported rear-end collisions and 3
(21%) right-angle crashes during the evaluation period, with the predicted crash rate almost equal to the historical crash rate.
Nest Brewery TIS 16
The Design Year (2024) projected intersection capacity results showed that all study area intersections would continue to
operate at LOS C or better during both the AM and PM peak hours. The proposed site access location is projected to operate
at LOS B or better.
Traffic signal warrants were evaluated at the North Wallace Avenue/East Tamarack Street and North Wallace Avenue/East
Peach Street intersections and were not close to being met for either the Existing Conditions (2021) or Design Year (2024)
scenarios. It is expected that traffic operations will remain satisfactory without the addition of a signal at either intersection.
Proposed access to the on-site parking garage is less than the required access spacing for collector streets. However, there are
no anticipated queuing, vehicular capacity, or sight triangle issues that are impacted by the location of the garage access on
East Tamarack Street.
Recommendations
The following list of recommendations is based on the analysis results from this study and professional judgment:
· Bicycle, sidewalk, and/or multi-use path improvements should be constructed as consistent with recommendations in
the Bozeman Transportation Master Plan (2017).
· ATDs should be monitored on East Tamarack Street, East Peach Street, and North Wallace Avenue to determine
when separated bike lanes may become necessary to encourage bicycle traffic in a safe environment.
· The on-site parking garage access approach deviation request should be approved based on the results of the queuing,
capacity, and sight distance calculations, which satisfy the UDC, Section 38.400.090.H.
· All transportation-related improvements shall be designed in accordance with City of Bozeman and/or MDT
standards and the Manual on Uniform Traffic Control Devices (MUTCD).
APPENDIX A TRAFFIC COUNT DATA
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0
8:15 AM 31 53 0 0 84 0 46 20 0 66 37 0 44 0 81 0 0 0 0 0 231
8:30 AM 34 51 0 0 85 0 60 26 0 86 33 1 46 0 80 0 0 1 0 1 252
8:45 AM 42 64 0 0 106 0 82 15 0 97 49 0 58 0 107 0 0 2 0 2 312
9:00 AM 42 77 0 0 119 0 58 20 0 78 34 0 51 0 85 1 0 1 0 2 284
Grand Total 149 245 0 0 394 0 246 81 0 327 153 1 199 0 353 1 0 4 0 5 1079
Medium Truck % 2.7 2.0 0.0 0.0 2.3 0.0 1.6 4.9 0.0 2.4 2.6 0.0 1.5 0.0 2.0 0.0 0.0 25.0 0.0 20.0
Heavy Truck % 2.0 0.4 0.0 0.0 1.0 0.0 1.2 2.5 0.0 1.5 2.6 0.0 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.0
Total Truck % 4.7 2.4 0.0 0.0 3.3 0.0 2.8 7.4 0.0 4.0 5.2 0.0 1.5 0.0 3.1 0.0 0.0 25.0 0.0 20.0
Total % 13.8 22.7 0.0 0.0 36.5 0.0 22.8 7.5 0.0 30.3 14.2 0.1 18.4 0.0 32.7 0.1 0.0 0.4 0.0 0.5 100.0
PHF 0.93 0.93 0.93 0.84 0.84 0.84 0.82 0.82 0.82 0.63 0.63 0.63 0.87
RT TH LT U
149 245 0 0
1RT0TH4LT0UU0LT199TH1RT1530 81 246 0
U LT TH RT
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: Rouse Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
Rouse Avenue
Northbound
Oak Street
Eastbound
East/West Street:
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Rouse Avenue and Oak/Birch StreetCounted By:Oak StreetBirch Street353Bozeman, MT /MDTThursday, July 15, 2021Date Performed:
Count Time Period:
Nest Brewery Development
Rouse Avenue Birch Street
Oak Street/Birch Street
Vehicle Volumes and Adjustments
Rouse Avenue
394
In Out
446
Rouse Avenue
327
InOut
402In230 In5Out1Total Entering
1079Out
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 1.00 1.00 1.00 1.00 0 1.00 1.00 1.00 1.00 0
4:30 PM 47 65 0 0 112 0 73 37 0 110 33 1 60 0 94 0 2 0 0 2 318
4:45 PM 51 55 0 0 106 0 76 50 0 126 44 0 61 0 105 0 0 0 0 0 337
5:00 PM 59 88 0 0 147 1 73 61 0 135 47 0 43 0 90 0 1 0 0 1 373
5:15 PM 55 61 0 0 116 0 74 55 0 129 37 0 51 0 88 0 0 0 0 0 333
Grand Total 212 269 0 0 481 1 296 203 0 500 161 1 215 0 377 0 3 0 0 3 1361
Medium Truck % 0.9 1.9 0.0 0.0 1.5 0.0 1.4 1.0 0.0 1.2 1.2 0.0 1.9 0.0 1.6 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 0.5 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.5 0.0 0.8 0.0 0.0 0.0 0.0 0.0
Total Truck % 1.4 1.9 0.0 0.0 1.7 0.0 1.4 1.0 0.0 1.2 2.5 0.0 2.3 0.0 2.4 0.0 0.0 0.0 0.0 0.0
Total % 15.6 19.8 0.0 0.0 35.3 0.1 21.7 14.9 0.0 36.7 11.8 0.1 15.8 0.0 27.7 0.0 0.2 0.0 0.0 0.2 100.0
PHF 0.82 0.82 0.82 0.93 0.93 0.93 1.00 1.00 1.00 0.75 0.75 0.75 0.91
RT TH LT U
212 269 0 0
0RT3TH0LT0UU0LT215TH1RT1610 203 296 1
U LT TH RT
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain Rouse Avenue and Oak/Birch Street
North/South Street: Rouse Avenue Oak Street/Birch Street
Date Performed: Thursday, July 15, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:Oak StreetOut418Vehicle Volumes and Adjustments
Rouse Avenue Rouse Avenue Oak Street Birch Street
Southbound Northbound Eastbound Westbound
In3772OutRouse Avenue
In Out
481 511
Rouse Avenue 3InBirch StreetTotal Entering
1361
430 500
Out In NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0
8:15 AM 10 63 14 0 87 1 63 0 0 64 3 6 3 0 12 15 4 3 0 22 185
8:30 AM 3 80 11 0 94 0 67 4 0 71 3 3 7 0 13 14 1 3 0 18 196
8:45 AM 5 83 16 0 104 1 70 3 0 74 5 10 6 0 21 10 2 4 0 16 215
9:00 AM 9 79 13 0 101 1 70 3 0 74 4 8 4 0 16 14 2 2 0 18 209
Grand Total 27 305 54 0 386 3 270 10 0 283 15 27 20 0 62 53 9 12 0 74 805
Medium Truck % 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 6.7 0.0 0.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 7.4 4.6 0.0 0.0 4.1 0.0 3.0 0.0 0.0 2.8 0.0 3.7 10.0 0.0 4.8 7.5 0.0 8.3 0.0 6.8
Total Truck % 7.4 4.9 0.0 0.0 4.4 0.0 3.0 0.0 0.0 2.8 6.7 3.7 10.0 0.0 6.5 7.5 0.0 8.3 0.0 6.8
Total % 3.4 37.9 6.7 0.0 48.0 0.4 33.5 1.2 0.0 35.2 1.9 3.4 2.5 0.0 7.7 6.6 1.1 1.5 0.0 9.2 100.0
PHF 0.93 0.93 0.93 0.96 0.96 0.96 0.75 0.75 0.75 1.00 1.00 1.00 0.94
RT TH LT U
27 305 54 0
53RT9TH12LT0UU0LT20TH27RT150 10 270 3
U LT TH RT
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: Rouse Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
Rouse Avenue
Northbound
Tamarack Street
Eastbound
East/West Street:
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Tamarack Street and Rouse AvenueCounted By:Tamarack Street Tamarack Street 62Bozeman, MT /MDTThursday, July 15, 2021Date Performed:
Count Time Period:
Nest Brewery Development
Rouse Avenue Tamarack Street
Tamarack Street
Vehicle Volumes and Adjustments
Rouse Avenue
386
In Out
343
Rouse Avenue
283
InOut
332In46 In74Out84Total Entering
805Out
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0
4:30 PM 9 91 11 0 111 2 81 4 0 87 6 5 10 0 21 14 8 2 0 24 243
4:45 PM 10 90 6 0 106 1 95 8 0 104 7 5 10 0 22 19 4 0 0 23 255
5:00 PM 16 92 9 0 117 2 88 9 0 99 6 10 5 0 21 16 8 0 0 24 261
5:15 PM 19 88 12 0 119 3 91 5 0 99 5 7 5 0 17 15 10 1 0 26 261
Grand Total 54 361 38 0 453 8 355 26 0 389 24 27 30 0 81 64 30 3 0 97 1020
Medium Truck % 0.0 0.3 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.0 4.2 0.0 3.3 0.0 2.5 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 1.9 3.0 5.3 0.0 3.1 0.0 2.0 0.0 0.0 1.8 0.0 3.7 0.0 0.0 1.2 4.7 3.3 0.0 0.0 4.1
Total Truck % 1.9 3.3 5.3 0.0 3.3 0.0 2.0 0.0 0.0 1.8 4.2 3.7 3.3 0.0 3.7 4.7 3.3 0.0 0.0 4.1
Total % 5.3 35.4 3.7 0.0 44.4 0.8 34.8 2.5 0.0 38.1 2.4 2.6 2.9 0.0 7.9 6.3 2.9 0.3 0.0 9.5 100.0
PHF 0.97 0.97 0.97 0.98 0.98 0.98 0.96 0.96 0.96 1.00 1.00 1.00 0.98
RT TH LT U
54 361 38 0
64RT30TH3LT0UU0LT30TH27RT240 26 355 8
U LT TH RT
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain Tamarack Street and Rouse Avenue
North/South Street: Rouse Avenue Tamarack Street
Date Performed: Thursday, July 15, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:Tamarack Street Out110Vehicle Volumes and Adjustments
Rouse Avenue Rouse Avenue Tamarack Street Tamarack Street
Southbound Northbound Eastbound Westbound
In8173OutRouse Avenue
In Out
453 449
Rouse Avenue 97InTamarack Street Total Entering
1020
388 389
Out In NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0
8:15 AM 8 59 3 0 70 4 48 4 0 56 14 15 8 0 37 9 14 0 0 23 186
8:30 AM 16 63 12 0 91 4 58 3 0 65 9 14 7 0 30 8 9 3 0 20 206
8:45 AM 8 76 10 0 94 3 53 3 0 59 17 19 8 0 44 10 9 2 0 21 218
9:00 AM 5 67 8 0 80 7 49 6 0 62 9 17 12 0 38 9 10 0 0 19 199
Grand Total 37 265 33 0 335 18 208 16 0 242 49 65 35 0 149 36 42 5 0 83 809
Medium Truck % 2.7 0.4 0.0 0.0 0.6 5.6 0.0 6.3 0.0 0.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 8.1 3.8 12.1 0.0 5.1 5.6 1.9 12.5 0.0 2.9 0.0 1.5 2.9 0.0 1.3 2.8 4.8 0.0 0.0 3.6
Total Truck % 10.8 4.2 12.1 0.0 5.7 11.1 1.9 18.8 0.0 3.7 0.0 1.5 2.9 0.0 1.3 2.8 4.8 0.0 0.0 3.6
Total % 4.6 32.8 4.1 0.0 41.4 2.2 25.7 2.0 0.0 29.9 6.1 8.0 4.3 0.0 18.4 4.4 5.2 0.6 0.0 10.3 100.0
PHF 0.89 0.89 0.89 1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 0.93
RT TH LT U
37 265 33 0
36RT42TH5LT0UU0LT35TH65RT490 16 208 18
U LT TH RTIn95 In83Out116Total Entering
809Out
Rouse Avenue
242
InOut
319
Rouse Avenue
335
In Out
279
Peach StreetPeach Street149Bozeman, MT /MDTThursday, August 5, 2021Date Performed:
Count Time Period:
Nest Brewery Development
Rouse Avenue Peach Street
Peach Street
Vehicle Volumes and Adjustments
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Rouse Avenue and Peach StreetCounted By:
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: Rouse Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
Rouse Avenue
Northbound
Peach Street
Eastbound
East/West Street:
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0
4:30 PM 13 76 10 0 99 3 55 12 0 70 12 18 13 0 43 19 19 2 0 40 252
4:45 PM 13 63 10 0 86 3 74 10 0 87 23 17 14 0 54 19 23 0 0 42 269
5:00 PM 20 74 12 0 106 3 73 13 0 89 17 18 14 0 49 14 19 3 0 36 280
5:15 PM 15 69 7 0 91 3 63 9 0 75 19 19 16 0 54 15 30 1 0 46 266
Grand Total 61 282 39 0 382 12 265 44 0 321 71 72 57 0 200 67 91 6 0 164 1067
Medium Truck % 0.0 0.7 0.0 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.7 0.0 0.6
Heavy Truck % 0.0 1.4 5.1 0.0 1.6 0.0 2.3 0.0 0.0 1.9 0.0 1.4 1.8 0.0 1.0 0.0 1.1 16.7 0.0 1.2
Total Truck % 0.0 2.1 5.1 0.0 2.1 0.0 2.3 0.0 0.0 1.9 0.0 1.4 1.8 0.0 1.0 0.0 1.1 33.3 0.0 1.8
Total % 5.7 26.4 3.7 0.0 35.8 1.1 24.8 4.1 0.0 30.1 6.7 6.7 5.3 0.0 18.7 6.3 8.5 0.6 0.0 15.4 100.0
PHF 0.90 0.90 0.90 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 0.95
RT TH LT U
61 282 39 0
67RT91TH6LT0UU0LT57TH72RT710 44 265 12
U LT TH RT
Rouse Avenue 164InPeach StreetTotal Entering
1067
359 321
Out In
Rouse Avenue
In Out
382 389
Peach StreetOut196Vehicle Volumes and Adjustments
Rouse Avenue Rouse Avenue Peach Street Peach Street
Southbound Northbound Eastbound Westbound
In200123OutNorth/South Street: Rouse Avenue Peach Street
Date Performed: Thursday, August 5, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain Rouse Avenue and Peach Street
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0 1.00 1.00 1.00 1.00 0
8:15 AM 19 52 7 0 78 4 64 10 0 78 0 0 0 0 0 24 33 5 0 62 218
8:30 AM 18 30 10 0 58 1 58 15 0 74 0 0 0 0 0 11 29 0 0 40 172
8:45 AM 25 43 9 0 77 4 67 20 0 91 0 0 0 0 0 12 23 1 0 36 204
9:00 AM 16 39 6 0 61 1 46 9 0 56 0 0 0 0 0 4 17 2 0 23 140
Grand Total 78 164 32 0 274 10 235 54 0 299 0 0 0 0 0 51 102 8 0 161 734
Medium Truck % 11.5 3.7 3.1 0.0 5.8 10.0 3.0 7.4 0.0 4.0 0.0 0.0 0.0 0.0 0.0 3.9 3.9 0.0 0.0 3.7
Heavy Truck % 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 0.0 0.0 0.0 0.0 0.0
Total Truck % 11.5 3.7 3.1 0.0 5.8 10.0 3.0 7.4 0.0 4.0 0.0 0.0 0.0 0.0 0.0 3.9 3.9 0.0 0.0 3.7
Total % 10.6 22.3 4.4 0.0 37.3 1.4 32.0 7.4 0.0 40.7 0.0 0.0 0.0 0.0 0.0 6.9 13.9 1.1 0.0 21.9 100.0
PHF 0.90 0.90 0.90 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 0.90
RT TH LT U
78 164 32 0
51RT102TH8LT0UU0LT0TH0RT00 54 235 10
U LT TH RT
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: Rouse Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
Rouse Avenue
Northbound
E Mendenhall Street
Eastbound
East/West Street:
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Rouse Avenue and E Mendenhall StreetCounted By:E Mendenhall StreetE Mendenhall Street0Bozeman, MT /MDTTuesday, December 28, 2021Date Performed:
Count Time Period:
Nest Brewery Development
Rouse Avenue E Mendenhall Street
E Mendenhall Street
Vehicle Volumes and Adjustments
Rouse Avenue
274
In Out
286
Rouse Avenue
299
InOut
172In234 In161Out42Total Entering
734Out
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0 1.00 1.00 1.00 1.00 0
4:30 PM 26 55 13 0 94 2 62 16 0 80 0 0 0 0 0 22 44 0 0 66 240
4:45 PM 44 43 15 0 102 0 59 14 0 73 0 0 0 0 0 7 31 1 0 39 214
5:00 PM 40 62 4 0 106 2 55 20 0 77 0 0 0 0 0 14 45 1 0 60 243
5:15 PM 33 66 9 0 108 1 73 16 0 90 0 0 0 0 0 13 48 1 0 62 260
Grand Total 143 226 41 0 410 5 249 66 0 320 0 0 0 0 0 56 168 3 0 227 957
Medium Truck % 1.4 0.4 0.0 0.0 0.7 0.0 2.8 3.0 0.0 2.8 0.0 0.0 0.0 0.0 0.0 3.6 2.4 0.0 0.0 2.6
Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Truck % 1.4 0.4 0.0 0.0 0.7 0.0 3.2 3.0 0.0 3.1 0.0 0.0 0.0 0.0 0.0 3.6 2.4 0.0 0.0 2.6
Total % 14.9 23.6 4.3 0.0 42.8 0.5 26.0 6.9 0.0 33.4 0.0 0.0 0.0 0.0 0.0 5.9 17.6 0.3 0.0 23.7 100.0
PHF 0.95 0.95 0.95 0.89 0.89 0.89 1.00 1.00 1.00 0.92 0.92 0.92 0.92
RT TH LT U
143 226 41 0
56RT168TH3LT0UU0LT0TH0RT00 66 249 5
U LT TH RT
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain Rouse Avenue and E Mendenhall Street
North/South Street: Rouse Avenue E Mendenhall Street
Date Performed: Tuesday, December 28, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:E Mendenhall StreetOut377Vehicle Volumes and Adjustments
Rouse Avenue Rouse Avenue E Mendenhall Street E Mendenhall Street
Southbound Northbound Eastbound Westbound
In046OutRouse Avenue
In Out
410 305
Rouse Avenue 227InE Mendenhall StreetTotal Entering
957
229 320
Out In NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.94 0.94 0.94 0.94 0 0.94 0.94 0.94 0.94 0
8:15 AM 2 5 17 0 24 1 34 2 0 37 3 29 8 0 40 18 56 0 0 74 175
8:30 AM 8 7 13 0 28 1 23 4 0 28 0 38 6 0 44 19 50 1 0 70 170
8:45 AM 3 12 22 0 37 1 30 2 0 33 4 43 10 0 57 18 63 3 0 84 211
9:00 AM 6 9 17 0 32 6 19 2 0 27 5 38 9 0 52 12 56 2 0 70 181
Grand Total 19 33 69 0 121 9 106 10 0 125 12 148 33 0 193 67 225 6 0 298 737
Medium Truck % 5.3 0.0 5.8 0.0 4.1 0.0 4.7 0.0 0.0 4.0 0.0 3.4 6.1 0.0 3.6 3.0 0.9 0.0 0.0 1.3
Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.0 3.0 0.0 2.1 1.5 0.9 0.0 0.0 1.0
Total Truck % 5.3 0.0 5.8 0.0 4.1 0.0 4.7 0.0 0.0 4.0 0.0 5.4 9.1 0.0 5.7 4.5 1.8 0.0 0.0 2.3
Total % 2.6 4.5 9.4 0.0 16.4 1.2 14.4 1.4 0.0 17.0 1.6 20.1 4.5 0.0 26.2 9.1 30.5 0.8 0.0 40.4 100.0
PHF 0.82 0.82 0.82 0.95 0.95 0.95 0.84 0.84 0.84 0.89 0.89 0.89 0.87
RT TH LT U
19 33 69 0
67RT225TH6LT0UU0LT33TH148RT120 10 106 9
U LT TH RTIn254 In298Out226Total Entering
737Out
Rouse Avenue
125
InOut
51
Rouse Avenue
121
In Out
206
E Main StreetE Main Street193Bozeman, MT /MDTTuesday, December 28, 2021Date Performed:
Count Time Period:
Nest Brewery Development
Rouse Avenue E Main Street
E Main Street
Vehicle Volumes and Adjustments
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Rouse Avenue and E Main StreetCounted By:
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: Rouse Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
Rouse Avenue
Northbound
E Main Street
Eastbound
East/West Street:
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.94 0.94 0.94 0.94 0 0.94 0.94 0.94 0.94 0
4:30 PM 14 10 25 0 49 3 30 8 1 42 0 53 9 1 63 28 82 1 1 112 266
4:45 PM 15 17 25 0 57 4 25 5 0 34 7 58 6 0 71 25 90 5 0 120 282
5:00 PM 15 15 21 0 51 5 30 8 0 43 7 61 8 3 79 26 86 0 1 113 286
5:15 PM 14 13 21 0 48 4 32 10 0 46 5 56 9 0 70 24 70 7 0 101 265
Grand Total 58 55 92 0 205 16 117 31 1 165 19 228 32 4 283 103 328 13 2 446 1099
Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 0.0 3.6 0.0 1.3 3.1 0.0 1.4 3.9 0.0 0.0 0.0 0.9
Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 1.1 0.0 0.6 0.0 0.0 0.4
Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 0.0 3.6 0.0 2.6 3.1 0.0 2.5 3.9 0.6 0.0 0.0 1.3
Total % 5.3 5.0 8.4 0.0 18.7 1.5 10.6 2.8 0.1 15.0 1.7 20.7 2.9 0.4 25.8 9.4 29.8 1.2 0.2 40.6 100.0
PHF 1.00 1.00 1.00 0.96 0.96 0.96 0.90 0.90 0.90 0.99 0.99 0.99 0.96
RT TH LT U
58 55 92 0
103RT328TH13LT2UU4LT32TH228RT191 31 117 16
U LT TH RT
Rouse Avenue 446InE Main StreetTotal Entering
1099
88 165
Out In
Rouse Avenue
In Out
205 252
E Main StreetOut421Vehicle Volumes and Adjustments
Rouse Avenue Rouse Avenue E Main Street E Main Street
Southbound Northbound Eastbound Westbound
In283338OutNorth/South Street: Rouse Avenue E Main Street
Date Performed: Tuesday, December 28, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain Rouse Avenue and E Main Street
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 1.00 1.00 1.00 1.00 0
8:15 AM 4 9 6 0 19 0 9 10 0 19 8 8 3 0 19 2 5 0 0 7 64
8:30 AM 3 10 2 0 15 0 15 8 0 23 8 6 3 0 17 0 5 0 0 5 60
8:45 AM 3 11 4 0 18 0 9 9 0 18 18 8 2 0 28 1 3 0 0 4 68
9:00 AM 1 7 3 0 11 0 9 11 0 20 14 7 5 0 26 3 6 0 0 9 66
Grand Total 11 37 15 0 63 0 42 38 0 80 48 29 13 0 90 6 19 0 0 25 258
Medium Truck % 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 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 9.1 5.4 13.3 0.0 7.9 0.0 2.4 2.6 0.0 2.5 0.0 0.0 7.7 0.0 1.1 0.0 5.3 0.0 0.0 4.0
Total Truck % 9.1 5.4 13.3 0.0 7.9 0.0 2.4 2.6 0.0 2.5 0.0 0.0 7.7 0.0 1.1 0.0 5.3 0.0 0.0 4.0
Total % 4.3 14.3 5.8 0.0 24.4 0.0 16.3 14.7 0.0 31.0 18.6 11.2 5.0 0.0 34.9 2.3 7.4 0.0 0.0 9.7 100.0
PHF 0.85 0.85 0.85 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00 0.93
RT TH LT U
11 37 15 0
6RT19TH0LT0UU0LT13TH29RT480 38 42 0
U LT TH RTIn68 In25Out44Total Entering
258Out
Wallace Avenue
80
InOut
85
Wallace Avenue
63
In Out
61
Tamarack StreetTamarack Street90Bozeman, MT /MDTThursday, August 5, 2021Date Performed:
Count Time Period:
Nest Brewery Development
Wallace Avenue Tamarack Street
Tamarack Street
Vehicle Volumes and Adjustments
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Wallace Avenue and Tamarack StreetCounted By:
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: Wallace Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
Wallace Avenue
Northbound
Tamarack Street
Eastbound
East/West Street:
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 1.00 1.00 1.00 1.00 0
4:30 PM 5 10 2 0 17 2 13 12 0 27 10 3 3 0 16 3 6 0 0 9 69
4:45 PM 2 21 3 0 26 0 14 17 0 31 2 4 6 0 12 3 6 1 0 10 79
5:00 PM 8 27 8 0 43 1 12 11 0 24 12 6 3 0 21 3 4 0 0 7 95
5:15 PM 4 14 1 0 19 0 14 17 0 31 11 8 3 0 22 3 0 0 0 3 75
Grand Total 19 72 14 0 105 3 53 57 0 113 35 21 15 0 71 12 16 1 0 29 318
Medium Truck % 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 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 21.1 1.4 0.0 0.0 4.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 4.2 0.0 0.0 0.0 0.0 0.0
Total Truck % 21.1 1.4 0.0 0.0 4.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0 4.2 0.0 0.0 0.0 0.0 0.0
Total % 6.0 22.6 4.4 0.0 33.0 0.9 16.7 17.9 0.0 35.5 11.0 6.6 4.7 0.0 22.3 3.8 5.0 0.3 0.0 9.1 100.0
PHF 0.61 0.61 0.61 1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 1.00 0.83
RT TH LT U
19 72 14 0
12RT16TH1LT0UU0LT15TH21RT350 57 53 3
U LT TH RT
Wallace Avenue 29InTamarack StreetTotal Entering
318
108 113
Out In
Wallace Avenue
In Out
105 80
Tamarack StreetOut92Vehicle Volumes and Adjustments
Wallace Avenue Wallace Avenue Tamarack Street Tamarack Street
Southbound Northbound Eastbound Westbound
In7138OutNorth/South Street: Wallace Avenue Tamarack Street
Date Performed: Thursday, August 5, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain Wallace Avenue and Tamarack Street
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0
8:15 AM 2 9 8 0 19 2 12 2 0 16 3 11 5 0 19 11 14 5 0 30 84
8:30 AM 2 9 5 0 16 2 13 3 0 18 7 12 7 0 26 13 13 2 0 28 88
8:45 AM 3 12 4 0 19 3 6 0 0 9 6 15 7 0 28 7 13 2 0 22 78
9:00 AM 5 9 6 0 20 4 19 5 0 28 3 18 8 0 29 3 9 2 0 14 91
Grand Total 12 39 23 0 74 11 50 10 0 71 19 56 27 0 102 34 49 11 0 94 341
Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.3 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 0.0 2.6 0.0 0.0 1.4 0.0 0.0 10.0 0.0 1.4 0.0 7.1 0.0 0.0 3.9 8.8 2.0 0.0 0.0 4.3
Total Truck % 0.0 2.6 0.0 0.0 1.4 0.0 0.0 10.0 0.0 1.4 5.3 7.1 0.0 0.0 4.9 8.8 2.0 0.0 0.0 4.3
Total % 3.5 11.4 6.7 0.0 21.7 3.2 14.7 2.9 0.0 20.8 5.6 16.4 7.9 0.0 29.9 10.0 14.4 3.2 0.0 27.6 100.0
PHF 0.92 0.92 0.92 0.62 0.62 0.62 0.88 0.88 0.88 1.00 1.00 1.00 0.93
RT TH LT U
12 39 23 0
34RT49TH11LT0UU0LT27TH56RT190 10 50 11
U LT TH RTIn71 In94Out90Total Entering
341Out
Wallace Avenue
71
InOut
69
Wallace Avenue
74
In Out
111
Peach StreetPeach Street102Bozeman, MT /MDTThursday, August 5, 2021Date Performed:
Count Time Period:
Nest Brewery Development
Wallace Avenue Peach Street
Peach Street
Vehicle Volumes and Adjustments
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Wallace Avenue and Peach StreetCounted By:
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: Wallace Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
Wallace Avenue
Northbound
Peach Street
Eastbound
East/West Street:
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0 0.85 0.85 0.85 0.85 0
4:30 PM 3 12 10 0 25 0 12 3 0 15 8 15 1 0 24 14 25 1 0 40 104
4:45 PM 4 14 7 0 25 2 11 3 0 16 4 22 3 0 29 10 21 2 0 33 103
5:00 PM 7 19 22 0 48 3 4 3 0 10 4 21 3 0 28 14 20 2 0 36 122
5:15 PM 3 13 11 0 27 3 10 1 0 14 3 21 3 0 27 16 35 3 0 54 122
Grand Total 17 58 50 0 125 8 37 10 0 55 19 79 10 0 108 54 101 8 0 163 451
Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Heavy Truck % 0.0 1.7 2.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 5.3 3.8 0.0 0.0 3.7 0.0 1.0 0.0 0.0 0.6
Total Truck % 0.0 1.7 2.0 0.0 1.6 0.0 0.0 10.0 0.0 1.8 5.3 3.8 0.0 0.0 3.7 0.0 1.0 0.0 0.0 0.6
Total % 3.8 12.9 11.1 0.0 27.7 1.8 8.2 2.2 0.0 12.2 4.2 17.5 2.2 0.0 23.9 12.0 22.4 1.8 0.0 36.1 100.0
PHF 1.00 1.00 1.00 0.98 0.98 0.98 0.98 0.98 0.98 0.76 0.76 0.76 0.92
RT TH LT U
17 58 50 0
54RT101TH8LT0UU0LT10TH79RT190 10 37 8
U LT TH RT
Wallace Avenue 163InPeach StreetTotal Entering
451
85 55
Out In
Wallace Avenue
In Out
125 101
Peach StreetOut128Vehicle Volumes and Adjustments
Wallace Avenue Wallace Avenue Peach Street Peach Street
Southbound Northbound Eastbound Westbound
In108137OutNorth/South Street: Wallace Avenue Peach Street
Date Performed: Thursday, August 5, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain Wallace Avenue and Peach Street
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.97 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.94 0 0.94 0.94 0.94 0.94 0
8:15 AM 3 0 17 0 20 0 0 0 0 0 0 51 6 0 57 22 81 0 1 104 181
8:30 AM 6 0 15 0 21 0 0 0 0 0 0 66 6 0 72 15 60 0 0 75 168
8:45 AM 7 0 20 0 27 0 0 0 0 0 0 71 5 0 76 24 101 0 0 125 228
9:00 AM 4 0 21 0 25 0 0 0 0 0 0 70 15 0 85 14 80 0 0 94 204
Grand Total 20 0 73 0 93 0 0 0 0 0 0 258 32 0 290 75 322 0 1 398 781
Medium Truck % 0.0 0.0 4.1 0.0 3.2 0.0 0.0 0.0 0.0 0.0 0.0 2.7 3.1 0.0 2.8 4.0 1.9 0.0 0.0 2.3
Heavy Truck % 5.0 0.0 1.4 0.0 2.2 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.0 0.0 0.7 1.3 0.6 0.0 0.0 0.8
Total Truck % 5.0 0.0 5.5 0.0 5.4 0.0 0.0 0.0 0.0 0.0 0.0 3.5 3.1 0.0 3.4 5.3 2.5 0.0 0.0 3.0
Total % 2.6 0.0 9.3 0.0 11.9 0.0 0.0 0.0 0.0 0.0 0.0 33.0 4.1 0.0 37.1 9.6 41.2 0.0 0.1 51.0 100.0
PHF 0.86 0.86 0.86 1.00 1.00 1.00 0.96 0.96 0.96 0.80 0.80 0.80 0.86
RT TH LT U
20 0 73 0
75RT322TH0LT1UU0LT32TH258RT00 0 0 0
U LT TH RT
Westbound
Agency/Company:
Gannon Chamberlain
Sanderson Stewart
North/South Street: N Broadway Avenue
AM Peak Hour (8:15 - 9:15 AM)
21391Project Number:
Southbound
N/A
Northbound
E Main Street
Eastbound
East/West Street:
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
N Broadway Avenue and E Main StreetCounted By:E Main StreetE Main Street290Bozeman, MT /MDTTuesday, December 28, 2021Date Performed:
Count Time Period:
Nest Brewery Development
N Broadway Avenue E Main Street
E Main Street
Vehicle Volumes and Adjustments
N Broadway Avenue
93
In Out
107
N/A
0
InOut
0In342 In398Out332Total Entering
781Out
NNNNN
Intersection:
Jurisdiction:
Project Description:
Int.
Start Time Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Right Thru Left U-turn Total Total
Factor 0.97 0.97 0.97 0.97 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.94 0 0.94 0.94 0.94 0.94 0
4:30 PM 10 0 33 0 43 0 0 0 0 0 0 109 11 0 120 20 103 0 0 123 286
4:45 PM 6 0 28 0 34 0 0 0 0 0 0 102 18 0 120 30 126 0 2 158 312
5:00 PM 6 0 38 1 45 0 0 0 0 0 0 116 14 0 130 39 115 0 0 154 329
5:15 PM 6 0 28 0 34 0 0 0 0 0 0 105 26 0 131 24 111 0 0 135 300
Grand Total 28 0 127 1 156 0 0 0 0 0 0 432 69 0 501 113 455 0 2 570 1227
Medium Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.4 0.0 0.9 0.0 0.0 0.7
Heavy Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 1.4 0.0 0.4 0.9 0.4 0.0 0.0 0.5
Total Truck % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.7 1.4 0.0 0.8 0.9 1.3 0.0 0.0 1.2
Total % 2.3 0.0 10.4 0.1 12.7 0.0 0.0 0.0 0.0 0.0 0.0 35.2 5.6 0.0 40.8 9.2 37.1 0.0 0.2 46.5 100.0
PHF 0.87 0.87 0.87 1.00 1.00 1.00 0.97 0.97 0.97 0.93 0.93 0.93 0.94
RT TH LT U
28 0 127 1
113RT455TH0LT2UU0LT69TH432RT00 0 0 0
U LT TH RT
Agency/Company: Sanderson Stewart
INTERSECTION TURNING MOVEMENT COUNT SUMMARY
General Information
Counted By: Gannon Chamberlain N Broadway Avenue and E Main Street
North/South Street: N Broadway Avenue E Main Street
Date Performed: Tuesday, December 28, 2021 Bozeman, MT /MDT
Count Time Period: PM Peak Hour (4:30 - 5:30 PM)
Project Number: 21391 Nest Brewery Development
East/West Street:E Main StreetOut483Vehicle Volumes and Adjustments
N Broadway Avenue N/A E Main Street E Main Street
Southbound Northbound Eastbound Westbound
In501561OutN Broadway Avenue
In Out
156 183
N/A 570InE Main StreetTotal Entering
1227
0 0
Out In NNNNN
APPENDIX B CAPACITY CALCULATIONS –
EXISTING CONDITIONS (2022)
Avg
Delay
(s/veh) LOS
95th %
Queue
(veh)
Avg
Delay
(s/veh) LOS
95th %
Queue
(veh)
EB 19.3 B 7 30.5 C 10
WB 23.0 C 1 24.6 C 1
NB 6.6 A 5 7.5 A 7
SB 10.5 B 8 13.3 B 10
Intersection 12.3 B --15.9 B --
EB 22.1 C 2 21.2 C 2
WB 24.6 C 1 25.0 C 2
NB 9.6 A 7 10.1 B 9
SB 8.6 A 8 10.2 B 10
Intersection 11.5 B --12.5 B --
EB 20.8 C 3 21.0 C 3
WB 22.4 C 2 24.7 C 4
NB 10.5 B 6 11.1 B 8
SB 10.6 B 8 12.1 B 10
Intersection 13.7 B --15.4 B --
WB 18.5 B 2 18.7 B 2
NB 5.9 A 4 6.4 A 5
SB 6.0 A 3 6.8 A 4
Intersection 8.7 A --9.5 A --
EB 8.5 A 2 9.2 A 3
WB 9.0 A 3 9.9 A 4
NB 17.2 B 4 17.7 B 4
SB 11.8 B 2 11.7 B 2
Intersection 10.7 B --11.2 B --
EB 7.6 A 1 8.2 A 1
WB 7.4 A 1 7.6 A 1
NB 7.9 A 1 8.3 A 1
SB 7.8 A 1 8.0 A 1
Intersection 7.7 A --8.1 A --
EB 8.0 A 1 8.3 A 1
WB 7.8 A 1 8.5 A 1
NB 8.1 A 1 8.3 A 1
SB 7.9 A 1 8.7 A 1
Intersection 7.9 A --8.5 A --
EB 3.4 A 3 4.8 A 5
WB 3.6 A 3 5.0 A 5
NB 0.0 A 0 0.0 A 0
SB 18.8 B 2 18.5 B 3
Intersection 5.4 A --6.6 A --
East Tamarack Street &
North Wallace Avenue
East Mendenhall Street &
North Rouse Avenue
Intersection Control Signalized
East Main Street &
North Rouse Avenue
Intersection Control All-Way Stop-Control
East Tamarack Street &
North Rouse Avenue
Intersection Control Signalized
East Peach Street &
North Rouse Avenue
Intersection Control Signalized
Intersection Control Signalized
East Oak Street &
North Rouse Avenue
Intersection Control Signalized
Intersection Approach
Existing (2021)
AM Peak PM Peak
Intersection Control All-Way Stop-Control
East Main Street &
North Broadway Avenue
Intersection Control Signalized
East Peach Street &
North Wallace Avenue
Queues
2: N Rouse Ave & E Mendenhall St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 1
Lane Group WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 122 57 60 272 36 182 87
v/c Ratio 0.24 0.19 0.08 0.27 0.05 0.19 0.11
Control Delay 18.5 4.2 3.7 8.7 3.6 9.4 3.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.5 4.2 3.7 8.7 3.6 9.4 3.1
Queue Length 50th (ft) 15 0 5 26 3 31 0
Queue Length 95th (ft) 34 14 14 99 10 67 19
Internal Link Dist (ft) 432 295 1843
Turn Bay Length (ft) 85 80 65 65
Base Capacity (vph) 1882 880 729 1213 720 1203 975
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.06 0.06 0.08 0.22 0.05 0.15 0.09
Intersection Summary
HCM 6th Signalized Intersection Summary
2: N Rouse Ave & E Mendenhall St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 8 102 51 54 235 10 32 164 78
Future Volume (veh/h) 0 0 0 8 102 51 54 235 10 32 164 78
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1750 1695 1695 1654 1709 1614 1709 1695 1586
Adj Flow Rate, veh/h 9 113 57 60 261 11 36 182 87
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, % 0 4 4 7 3 10 3 4 12
Cap, veh/h 24 324 152 721 821 35 691 822 652
Arrive On Green 0.11 0.11 0.11 0.06 0.50 0.50 0.04 0.48 0.48
Sat Flow, veh/h 232 3063 1437 1576 1628 69 1628 1695 1344
Grp Volume(v), veh/h 65 57 57 60 0 272 36 182 87
Grp Sat Flow(s),veh/h/ln 1684 1611 1437 1576 0 1697 1628 1695 1344
Q Serve(g_s), s 1.5 1.3 1.5 0.7 0.0 3.9 0.4 2.6 1.5
Cycle Q Clear(g_c), s 1.5 1.3 1.5 0.7 0.0 3.9 0.4 2.6 1.5
Prop In Lane 0.14 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 178 170 152 721 0 856 691 822 652
V/C Ratio(X)0.37 0.33 0.38 0.08 0.00 0.32 0.05 0.22 0.13
Avail Cap(c_a), veh/h 1053 1008 899 855 0 1185 861 1184 939
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 17.1 17.2 4.5 0.0 6.0 4.9 6.1 5.8
Incr Delay (d2), s/veh 1.3 1.1 1.5 0.0 0.0 0.2 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.5 0.5 0.2 0.0 1.0 0.1 0.7 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.4 18.2 18.7 4.6 0.0 6.2 4.9 6.3 5.9
LnGrp LOS B B B A A A A A A
Approach Vol, veh/h 179 332 305
Approach Delay, s/veh 18.5 5.9 6.0
Approach LOS B A A
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 5.7 26.0 6.5 25.2 9.6
Change Period (Y+Rc), s 4.0 * 5.2 4.0 * 5.2 5.2
Max Green Setting (Gmax), s 6.0 * 29 6.0 * 29 25.8
Max Q Clear Time (g_c+I1), s 2.4 5.9 2.7 4.6 3.5
Green Ext Time (p_c), s 0.0 1.7 0.0 1.4 0.8
Intersection Summary
HCM 6th Ctrl Delay 8.7
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
3: N Rouse Ave & E Peach St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 38 70 53 5 45 39 17 243 35 325
v/c Ratio 0.12 0.22 0.16 0.02 0.19 0.14 0.03 0.25 0.05 0.33
Control Delay 16.6 22.5 3.0 15.8 26.6 1.1 6.8 12.6 6.6 11.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.6 22.5 3.0 15.8 26.6 1.1 6.8 12.6 6.6 11.4
Queue Length 50th (ft) 8 16 0 1 10 0 1 26 3 37
Queue Length 95th (ft) 30 60 10 8 46 2 11 134 18 183
Internal Link Dist (ft) 361 770 1843 998
Turn Bay Length (ft) 80 80 75 80 30 30
Base Capacity (vph) 661 967 839 683 939 815 769 1183 825 1160
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 0.06 0.07 0.06 0.01 0.05 0.05 0.02 0.21 0.04 0.28
Intersection Summary
HCM 6th Signalized Intersection Summary
3: N Rouse Ave & E Peach St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 35 65 49 5 42 36 16 208 18 33 265 37
Future Volume (veh/h) 35 65 49 5 42 36 16 208 18 33 265 37
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.94 0.97 0.93 1.00 0.98 1.00 0.98
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1709 1723 1750 1750 1682 1709 1491 1723 1600 1586 1695 1600
Adj Flow Rate, veh/h 38 70 53 5 45 39 17 224 19 35 285 40
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 3 2 0 0 5 3 19 2 11 12 4 11
Cap, veh/h 329 285 230 300 223 179 451 688 58 545 662 93
Arrive On Green 0.04 0.17 0.17 0.01 0.13 0.13 0.02 0.44 0.44 0.04 0.46 0.46
Sat Flow, veh/h 1628 1723 1390 1667 1682 1354 1420 1562 133 1511 1449 203
Grp Volume(v), veh/h 38 70 53 5 45 39 17 0 243 35 0 325
Grp Sat Flow(s),veh/h/ln 1628 1723 1390 1667 1682 1354 1420 0 1695 1511 0 1653
Q Serve(g_s), s 1.1 2.0 1.9 0.1 1.4 1.5 0.4 0.0 5.3 0.7 0.0 7.6
Cycle Q Clear(g_c), s 1.1 2.0 1.9 0.1 1.4 1.5 0.4 0.0 5.3 0.7 0.0 7.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.12
Lane Grp Cap(c), veh/h 329 285 230 300 223 179 451 0 746 545 0 755
V/C Ratio(X) 0.12 0.25 0.23 0.02 0.20 0.22 0.04 0.00 0.33 0.06 0.00 0.43
Avail Cap(c_a), veh/h 866 889 717 905 867 698 947 0 1009 1047 0 983
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 19.9 20.6 20.6 21.1 22.0 22.0 8.7 0.0 10.4 8.2 0.0 10.4
Incr Delay (d2), s/veh 0.2 0.4 0.5 0.0 0.4 0.6 0.0 0.0 0.3 0.0 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.8 0.6 0.1 0.5 0.5 0.1 0.0 1.8 0.2 0.0 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.1 21.1 21.1 21.1 22.4 22.6 8.8 0.0 10.6 8.2 0.0 10.8
LnGrp LOS C C C C C C A A B A A B
Approach Vol, veh/h 161 89 260 360
Approach Delay, s/veh 20.8 22.4 10.5 10.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 31.2 4.4 15.1 5.2 32.1 6.3 13.2
Change Period (Y+Rc), s 4.0 * 6.2 4.0 * 5.7 4.0 * 6.2 4.0 * 5.7
Max Green Setting (Gmax), s 21.0 * 34 21.0 * 29 21.0 * 34 21.0 * 29
Max Q Clear Time (g_c+I1), s 2.7 7.3 2.1 4.0 2.4 9.6 3.1 3.5
Green Ext Time (p_c), s 0.0 1.5 0.0 0.5 0.0 2.1 0.1 0.3
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
8: N Rouse Ave & E Oak St/E Birch St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 5
Lane Group EBT EBR WBL WBR NBL NBT SBT SBR
Lane Group Flow (vph) 230 176 5 1 93 283 282 171
v/c Ratio 0.71 0.25 0.02 0.00 0.16 0.30 0.43 0.28
Control Delay 35.2 2.5 18.5 0.0 7.7 10.0 19.9 8.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.2 2.5 18.5 0.0 7.7 10.0 19.9 8.0
Queue Length 50th (ft) 83 0 2 0 14 54 80 12
Queue Length 95th (ft) 159 23 9 0 41 124 182 59
Internal Link Dist (ft) 490 975 339
Turn Bay Length (ft) 140 30 30 200 80
Base Capacity (vph) 646 1052 411 1055 792 1642 1016 863
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.36 0.17 0.01 0.00 0.12 0.17 0.28 0.20
Intersection Summary
HCM 6th Signalized Intersection Summary
8: N Rouse Ave & E Oak St/E Birch St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 199 1 153 4 0 1 81 246 0 0 245 149
Future Volume (veh/h) 199 1 153 4 0 1 81 246 0 0 245 149
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1723 1750 1682 1409 1750 1750 1654 1709 1750 1750 1723 1682
Adj Flow Rate, veh/h 229 1 176 5 0 1 93 283 0 0 282 171
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 2 0 5 25 0 0 7 3 0 0 2 5
Cap, veh/h 447 1 406 202 391 330 536 966 0 128 764 616
Arrive On Green 0.22 0.22 0.22 0.22 0.00 0.22 0.07 0.57 0.00 0.00 0.44 0.44
Sat Flow, veh/h 1427 6 1383 985 1750 1476 1576 1709 0 1114 1723 1388
Grp Volume(v), veh/h 230 0 176 5 0 1 93 283 0 0 282 171
Grp Sat Flow(s),veh/h/ln 1433 0 1383 985 1750 1476 1576 1709 0 1114 1723 1388
Q Serve(g_s), s 8.4 0.0 5.8 0.3 0.0 0.0 1.6 4.9 0.0 0.0 6.1 4.4
Cycle Q Clear(g_c), s 8.4 0.0 5.8 8.6 0.0 0.0 1.6 4.9 0.0 0.0 6.1 4.4
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 448 0 406 202 391 330 536 966 0 128 764 616
V/C Ratio(X) 0.51 0.00 0.43 0.02 0.00 0.00 0.17 0.29 0.00 0.00 0.37 0.28
Avail Cap(c_a), veh/h 995 0 934 578 1059 894 1184 1183 0 405 1193 961
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 20.2 0.0 16.2 24.2 0.0 17.0 6.8 6.4 0.0 0.0 10.4 9.9
Incr Delay (d2), s/veh 0.9 0.0 0.7 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.6 0.0 1.8 0.1 0.0 0.0 0.5 1.5 0.0 0.0 2.1 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.1 0.0 16.9 24.3 0.0 17.0 6.9 6.6 0.0 0.0 10.7 10.2
LnGrp LOS C A B C A B A A A A B B
Approach Vol, veh/h 406 6 376 453
Approach Delay, s/veh 19.3 23.0 6.6 10.5
Approach LOS B C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 37.8 18.5 6.8 31.0 18.5
Change Period (Y+Rc), s 6.0 5.9 3.0 6.0 5.9
Max Green Setting (Gmax), s 39.0 34.1 27.0 39.0 34.1
Max Q Clear Time (g_c+I1), s 6.9 10.4 3.6 8.1 10.6
Green Ext Time (p_c), s 1.9 1.9 0.2 2.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
Queues
10: Private Entrance/N. Broadway Ave & E Main St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 7
Lane Group EBT WBT SBT
Lane Group Flow (vph) 337 462 108
v/c Ratio 0.19 0.24 0.39
Control Delay 6.8 6.2 14.3
Queue Delay 0.0 0.0 0.0
Total Delay 6.8 6.2 14.3
Queue Length 50th (ft) 18 23 15
Queue Length 95th (ft) 58 70 41
Internal Link Dist (ft) 1464 412 414
Turn Bay Length (ft)
Base Capacity (vph) 2446 2615 599
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.18 0.18
Intersection Summary
HCM 6th Signalized Intersection Summary
10: Private Entrance/N. Broadway Ave & E Main St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 32 258 0 1 322 75 0 0 0 73 0 20
Future Volume (veh/h) 32 258 0 1 322 75 0 0 0 73 0 20
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1709 1695 1750 1750 1723 1682 1750 1750 1750 1668 1750 1682
Adj Flow Rate, veh/h 37 300 0 1 374 87 0 0 0 85 0 23
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86
Percent Heavy Veh, % 3 4 0 0 2 5 0 0 0 6 0 5
Cap, veh/h 239 1701 0 89 1593 365 0 165 0 266 0 29
Arrive On Green 0.62 0.62 0.00 0.62 0.62 0.62 0.00 0.00 0.00 0.09 0.00 0.09
Sat Flow, veh/h 215 2841 0 1 2589 593 0 1750 0 1140 0 309
Grp Volume(v), veh/h 177 160 0 248 0 214 0 0 0 108 0 0
Grp Sat Flow(s),veh/h/ln 1513 1466 0 1722 0 1461 0 1750 0 1449 0 0
Q Serve(g_s), s 0.0 1.9 0.0 0.0 0.0 2.7 0.0 0.0 0.0 3.0 0.0 0.0
Cycle Q Clear(g_c), s 1.8 1.9 0.0 2.6 0.0 2.7 0.0 0.0 0.0 3.0 0.0 0.0
Prop In Lane 0.21 0.00 0.00 0.41 0.00 0.00 0.79 0.21
Lane Grp Cap(c), veh/h 1038 902 0 1149 0 899 0 165 0 295 0 0
V/C Ratio(X) 0.17 0.18 0.00 0.22 0.00 0.24 0.00 0.00 0.00 0.37 0.00 0.00
Avail Cap(c_a), veh/h 1608 1483 0 1830 0 1478 0 952 0 947 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 3.4 3.4 0.0 3.5 0.0 3.5 0.0 0.0 0.0 18.0 0.0 0.0
Incr Delay (d2), s/veh 0.1 0.1 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.8 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.3 0.0 0.5 0.0 0.5 0.0 0.0 0.0 0.9 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.4 3.5 0.0 3.6 0.0 3.7 0.0 0.0 0.0 18.8 0.0 0.0
LnGrp LOS A A A A A A A A A B A A
Approach Vol, veh/h 337 462 0 108
Approach Delay, s/veh 3.4 3.6 0.0 18.8
Approach LOS A A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.9 9.7 30.9 9.7
Change Period (Y+Rc), s 5.9 5.9 5.9 5.9
Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1
Max Q Clear Time (g_c+I1), s 3.9 5.0 4.7 0.0
Green Ext Time (p_c), s 2.4 0.5 3.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 5.4
HCM 6th LOS A
Queues
14: N Rouse Ave & E Tamarack St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 21 29 16 13 10 56 11 290 57 353
v/c Ratio 0.08 0.12 0.06 0.05 0.04 0.23 0.01 0.26 0.07 0.29
Control Delay 18.7 24.9 0.5 18.3 24.7 7.1 4.9 10.9 4.5 8.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.7 24.9 0.5 18.3 24.7 7.1 4.9 10.9 4.5 8.2
Queue Length 50th (ft) 6 8 0 4 3 0 1 55 4 38
Queue Length 95th (ft) 20 33 0 15 17 20 8 153 23 186
Internal Link Dist (ft) 417 774 998 975
Turn Bay Length (ft) 80 80 80 80 30 30
Base Capacity (vph) 838 1185 972 851 1232 972 1104 1436 1101 1389
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 0.03 0.02 0.02 0.02 0.01 0.06 0.01 0.20 0.05 0.25
Intersection Summary
HCM 6th Signalized Intersection Summary
14: N Rouse Ave & E Tamarack St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 20 27 15 12 9 53 10 270 3 54 305 27
Future Volume (veh/h) 20 27 15 12 9 53 10 270 3 54 305 27
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 1.00 0.98 1.00 0.98
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1614 1695 1654 1641 1750 1641 1750 1709 1750 1750 1682 1654
Adj Flow Rate, veh/h 21 29 16 13 10 56 11 287 3 57 324 29
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 10 4 7 8 0 8 0 3 0 0 5 7
Cap, veh/h 281 174 138 270 164 125 540 782 8 613 762 68
Arrive On Green 0.03 0.10 0.10 0.02 0.09 0.09 0.01 0.46 0.46 0.05 0.50 0.50
Sat Flow, veh/h 1537 1695 1349 1563 1750 1336 1667 1688 18 1667 1518 136
Grp Volume(v), veh/h 21 29 16 13 10 56 11 0 290 57 0 353
Grp Sat Flow(s),veh/h/ln 1537 1695 1349 1563 1750 1336 1667 0 1705 1667 0 1654
Q Serve(g_s), s 0.7 0.8 0.6 0.4 0.3 2.1 0.2 0.0 5.9 0.9 0.0 7.3
Cycle Q Clear(g_c), s 0.7 0.8 0.6 0.4 0.3 2.1 0.2 0.0 5.9 0.9 0.0 7.3
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.01 1.00 0.08
Lane Grp Cap(c), veh/h 281 174 138 270 164 125 540 0 790 613 0 830
V/C Ratio(X) 0.07 0.17 0.12 0.05 0.06 0.45 0.02 0.00 0.37 0.09 0.00 0.43
Avail Cap(c_a), veh/h 983 1077 857 997 1112 848 1319 0 1390 1327 0 1348
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 21.3 22.1 22.0 21.6 22.3 23.1 7.7 0.0 9.4 6.8 0.0 8.5
Incr Delay (d2), s/veh 0.1 0.4 0.4 0.1 0.2 2.5 0.0 0.0 0.3 0.1 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.3 0.2 0.1 0.1 0.7 0.1 0.0 1.9 0.3 0.0 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 22.6 22.4 21.6 22.4 25.6 7.7 0.0 9.7 6.9 0.0 8.9
LnGrp LOS C C C C C C A A A A A A
Approach Vol, veh/h 66 79 301 410
Approach Delay, s/veh 22.1 24.6 9.6 8.6
Approach LOS C C A A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 31.0 4.9 11.2 4.8 33.1 5.4 10.8
Change Period (Y+Rc), s 4.0 6.0 4.0 * 5.7 4.0 6.0 4.0 * 5.7
Max Green Setting (Gmax), s 26.0 44.0 26.0 * 34 26.0 44.0 26.0 * 34
Max Q Clear Time (g_c+I1), s 2.9 7.9 2.4 2.8 2.2 9.3 2.7 4.1
Green Ext Time (p_c), s 0.1 2.0 0.0 0.2 0.0 2.5 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 11.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th AWSC
19: N. Wallace Ave & E Peach St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 11
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 56 19 11 49 34 10 50 11 23 39 12
Future Vol, veh/h 27 56 19 11 49 34 10 50 11 23 39 12
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 0 7 5 0 2 9 10 0 0 0 3 0
Mvmt Flow 29 60 20 12 53 37 11 54 12 25 42 13
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8 7.8 8.1 7.9
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 14% 26% 12% 31%
Vol Thru, % 70% 55% 52% 53%
Vol Right, % 15% 19% 36% 16%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 71 102 94 74
LT Vol 10 27 11 23
Through Vol 50 56 49 39
RT Vol 11 19 34 12
Lane Flow Rate 76 110 101 80
Geometry Grp 1 1 1 1
Degree of Util (X) 0.097 0.131 0.118 0.098
Departure Headway (Hd) 4.56 4.31 4.188 4.418
Convergence, Y/N Yes Yes Yes Yes
Cap 788 834 858 813
Service Time 2.577 2.326 2.203 2.435
HCM Lane V/C Ratio 0.096 0.132 0.118 0.098
HCM Control Delay 8.1 8 7.8 7.9
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.5 0.4 0.3
Queues
22: E Main St & N Rouse Ave 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 12
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 222 343 143 79 60
v/c Ratio 0.16 0.22 0.39 0.18 0.10
Control Delay 11.0 9.7 21.3 9.7 7.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 11.0 9.7 21.3 9.7 7.1
Queue Length 50th (ft) 22 31 39 14 7
Queue Length 95th (ft) 45 60 79 31 22
Internal Link Dist (ft) 314 1464 268 295
Turn Bay Length (ft) 50
Base Capacity (vph) 1851 2051 707 453 1121
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.12 0.17 0.20 0.17 0.05
Intersection Summary
HCM 6th Signalized Intersection Summary
22: E Main St & N Rouse Ave 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 33 148 12 6 225 67 10 106 9 69 33 19
Future Volume (veh/h) 33 148 12 6 225 67 10 106 9 69 33 19
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1627 1682 1750 1750 1723 1695 1750 1682 1750 1668 1750 1682
Adj Flow Rate, veh/h 38 170 14 7 259 77 11 122 10 79 38 22
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Percent Heavy Veh, % 9 5 0 0 2 4 0 5 0 6 0 5
Cap, veh/h 255 1009 84 86 1036 296 93 291 23 517 350 203
Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.20 0.20 0.20 0.05 0.34 0.34
Sat Flow, veh/h 363 2380 197 16 2444 698 55 1475 115 1589 1040 602
Grp Volume(v), veh/h 116 0 106 184 0 159 143 0 0 79 0 60
Grp Sat Flow(s),veh/h/ln 1446 0 1495 1716 0 1442 1645 0 0 1589 0 1642
Q Serve(g_s), s 0.0 0.0 2.1 0.0 0.0 3.4 0.0 0.0 0.0 1.7 0.0 1.2
Cycle Q Clear(g_c), s 2.0 0.0 2.1 3.2 0.0 3.4 3.6 0.0 0.0 1.7 0.0 1.2
Prop In Lane 0.33 0.13 0.04 0.48 0.08 0.07 1.00 0.37
Lane Grp Cap(c), veh/h 714 0 634 807 0 611 407 0 0 517 0 553
V/C Ratio(X) 0.16 0.00 0.17 0.23 0.00 0.26 0.35 0.00 0.00 0.15 0.00 0.11
Avail Cap(c_a), veh/h 1026 0 970 1187 0 935 813 0 0 700 0 1152
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 8.4 0.0 8.4 8.8 0.0 8.8 16.6 0.0 0.0 12.4 0.0 10.8
Incr Delay (d2), s/veh 0.1 0.0 0.1 0.1 0.0 0.2 0.5 0.0 0.0 0.1 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.0 0.6 1.0 0.0 0.9 1.3 0.0 0.0 0.6 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.5 0.0 8.6 8.9 0.0 9.0 17.2 0.0 0.0 12.5 0.0 10.9
LnGrp LOS A A A A A A B A A B A B
Approach Vol, veh/h 222 343 143 139
Approach Delay, s/veh 8.5 9.0 17.2 11.8
Approach LOS A A B B
Timer - Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 25.4 21.8 25.4 6.6 15.2
Change Period (Y+Rc), s 5.4 5.9 5.4 4.0 5.9
Max Green Setting (Gmax), s 30.6 33.1 30.6 8.0 21.1
Max Q Clear Time (g_c+I1), s 4.1 3.2 5.4 3.7 5.6
Green Ext Time (p_c), s 1.4 0.3 2.2 0.1 0.6
Intersection Summary
HCM 6th Ctrl Delay 10.7
HCM 6th LOS B
HCM 6th AWSC
28: N. Wallace Ave & E Tamarack St 01/19/2022
Nest Brewery Site 01/18/2022 AM Peak Existing (2021)Synchro 10 Report
Page 14
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 29 48 0 19 6 38 42 0 15 37 11
Future Vol, veh/h 13 29 48 0 19 6 38 42 0 15 37 11
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 8 0 0 0 5 0 3 2 0 13 5 9
Mvmt Flow 14 31 52 0 20 6 41 45 0 16 40 12
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 7.6 7.4 7.9 7.8
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 47% 14% 0% 24%
Vol Thru, % 53% 32% 76% 59%
Vol Right, % 0% 53% 24% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 80 90 25 63
LT Vol 38 13 0 15
Through Vol 42 29 19 37
RT Vol 0 48 6 11
Lane Flow Rate 86 97 27 68
Geometry Grp 1 1 1 1
Degree of Util (X) 0.103 0.111 0.032 0.082
Departure Headway (Hd) 4.313 4.13 4.297 4.346
Convergence, Y/N Yes Yes Yes Yes
Cap 820 873 838 813
Service Time 2.398 2.131 2.3 2.435
HCM Lane V/C Ratio 0.105 0.111 0.032 0.084
HCM Control Delay 7.9 7.6 7.4 7.8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.4 0.1 0.3
Queues
2: N Rouse Ave & E Mendenhall St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 1
Lane Group WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 186 61 72 276 45 246 155
v/c Ratio 0.32 0.19 0.11 0.31 0.07 0.29 0.20
Control Delay 18.6 4.4 4.3 9.8 4.1 10.7 3.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.6 4.4 4.3 9.8 4.1 10.7 3.1
Queue Length 50th (ft) 24 0 6 28 4 45 0
Queue Length 95th (ft) 47 15 19 110 13 97 27
Internal Link Dist (ft) 432 295 1843
Turn Bay Length (ft) 85 80 65 65
Base Capacity (vph) 1819 838 661 1076 675 1101 984
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.10 0.07 0.11 0.26 0.07 0.22 0.16
Intersection Summary
HCM 6th Signalized Intersection Summary
2: N Rouse Ave & E Mendenhall St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 3 168 56 66 249 5 41 226 143
Future Volume (veh/h) 0 0 0 3 168 56 66 249 5 41 226 143
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1750 1723 1695 1709 1709 1750 1750 1750 1736
Adj Flow Rate, veh/h 3 183 61 72 271 5 45 246 155
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 2 4 3 3 0 0 0 1
Cap, veh/h 6 406 176 654 819 15 689 824 693
Arrive On Green 0.12 0.12 0.12 0.07 0.49 0.49 0.05 0.47 0.47
Sat Flow, veh/h 52 3305 1437 1628 1673 31 1667 1750 1471
Grp Volume(v), veh/h 100 86 61 72 0 276 45 246 155
Grp Sat Flow(s),veh/h/ln 1720 1637 1437 1628 0 1703 1667 1750 1471
Q Serve(g_s), s 2.3 2.1 1.7 0.9 0.0 4.2 0.6 3.7 2.6
Cycle Q Clear(g_c), s 2.3 2.1 1.7 0.9 0.0 4.2 0.6 3.7 2.6
Prop In Lane 0.03 1.00 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 211 201 176 654 0 834 689 824 693
V/C Ratio(X)0.47 0.43 0.35 0.11 0.00 0.33 0.07 0.30 0.22
Avail Cap(c_a), veh/h 1045 994 873 775 0 1155 843 1187 998
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.4 17.3 17.1 4.9 0.0 6.6 5.2 6.9 6.6
Incr Delay (d2), s/veh 1.6 1.5 1.2 0.1 0.0 0.2 0.0 0.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.8 0.5 0.2 0.0 1.2 0.1 1.1 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 18.7 18.2 5.0 0.0 6.8 5.2 7.1 6.8
LnGrp LOS B B B A A A A A A
Approach Vol, veh/h 247 348 446
Approach Delay, s/veh 18.7 6.4 6.8
Approach LOS B A A
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 6.1 26.0 6.9 25.2 10.4
Change Period (Y+Rc), s 4.0 * 5.2 4.0 * 5.2 5.2
Max Green Setting (Gmax), s 6.0 * 29 6.0 * 29 25.8
Max Q Clear Time (g_c+I1), s 2.6 6.2 2.9 5.7 4.3
Green Ext Time (p_c), s 0.0 1.7 0.0 2.0 1.2
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
3: N Rouse Ave & E Peach St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 60 76 75 6 96 71 46 292 41 361
v/c Ratio 0.17 0.18 0.18 0.02 0.35 0.23 0.08 0.32 0.07 0.41
Control Delay 17.7 22.3 5.0 16.8 31.5 5.9 8.5 16.9 8.5 18.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.7 22.3 5.0 16.8 31.5 5.9 8.5 16.9 8.5 18.1
Queue Length 50th (ft) 17 23 0 2 38 0 8 92 7 118
Queue Length 95th (ft) 46 69 23 10 89 22 25 180 23 230
Internal Link Dist (ft) 361 770 1843 998
Turn Bay Length (ft) 80 80 75 80 30 30
Base Capacity (vph) 657 923 810 514 923 806 839 1047 832 1027
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 0.09 0.08 0.09 0.01 0.10 0.09 0.05 0.28 0.05 0.35
Intersection Summary
HCM 6th Signalized Intersection Summary
3: N Rouse Ave & E Peach St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 57 72 71 6 91 67 44 265 12 39 282 61
Future Volume (veh/h) 57 72 71 6 91 67 44 265 12 39 282 61
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.94 1.00 0.98 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1723 1736 1750 1300 1736 1750 1750 1723 1750 1682 1723 1750
Adj Flow Rate, veh/h 60 76 75 6 96 71 46 279 13 41 297 64
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 2 1 0 33 1 0 0 2 0 5 2 0
Cap, veh/h 302 298 250 250 219 176 483 710 33 529 590 127
Arrive On Green 0.05 0.17 0.17 0.01 0.13 0.13 0.05 0.44 0.44 0.04 0.43 0.43
Sat Flow, veh/h 1641 1736 1457 1238 1736 1393 1667 1631 76 1602 1366 294
Grp Volume(v), veh/h 60 76 75 6 96 71 46 0 292 41 0 361
Grp Sat Flow(s),veh/h/ln 1641 1736 1457 1238 1736 1393 1667 0 1707 1602 0 1660
Q Serve(g_s), s 1.8 2.2 2.6 0.2 3.0 2.7 0.9 0.0 6.8 0.8 0.0 9.1
Cycle Q Clear(g_c), s 1.8 2.2 2.6 0.2 3.0 2.7 0.9 0.0 6.8 0.8 0.0 9.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 0.18
Lane Grp Cap(c), veh/h 302 298 250 250 219 176 483 0 743 529 0 717
V/C Ratio(X) 0.20 0.25 0.30 0.02 0.44 0.40 0.10 0.00 0.39 0.08 0.00 0.50
Avail Cap(c_a), veh/h 809 878 737 688 878 705 1012 0 996 1043 0 969
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 19.8 20.8 20.9 21.8 23.4 23.3 8.9 0.0 11.1 8.6 0.0 12.0
Incr Delay (d2), s/veh 0.3 0.4 0.7 0.0 1.4 1.5 0.1 0.0 0.3 0.1 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 0.9 0.9 0.1 1.2 0.9 0.3 0.0 2.3 0.3 0.0 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.1 21.2 21.6 21.9 24.8 24.8 9.0 0.0 11.5 8.7 0.0 12.5
LnGrp LOS C C C C C C A A B A A B
Approach Vol, veh/h 211 173 338 402
Approach Delay, s/veh 21.0 24.7 11.1 12.1
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.4 31.4 4.5 15.6 6.6 31.2 7.1 13.0
Change Period (Y+Rc), s 4.0 * 6.2 4.0 * 5.7 4.0 * 6.2 4.0 * 5.7
Max Green Setting (Gmax), s 21.0 * 34 21.0 * 29 21.0 * 34 21.0 * 29
Max Q Clear Time (g_c+I1), s 2.8 8.8 2.2 4.6 2.9 11.1 3.8 5.0
Green Ext Time (p_c), s 0.1 1.9 0.0 0.6 0.1 2.4 0.1 0.8
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
8: N Rouse Ave & E Oak St/E Birch St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 5
Lane Group EBT EBR WBT NBL NBT SBT SBR
Lane Group Flow (vph) 237 177 3 223 326 296 233
v/c Ratio 0.79 0.37 0.01 0.34 0.30 0.40 0.33
Control Delay 51.9 6.7 26.3 9.3 9.9 22.9 9.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 51.9 6.7 26.3 9.3 9.9 22.9 9.2
Queue Length 50th (ft) 127 0 1 46 78 113 25
Queue Length 95th (ft) 232 50 8 108 167 246 100
Internal Link Dist (ft) 490 107 975 339
Turn Bay Length (ft) 140 200 80
Base Capacity (vph) 468 647 659 766 1321 739 704
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.51 0.27 0.00 0.29 0.25 0.40 0.33
Intersection Summary
HCM 6th Signalized Intersection Summary
8: N Rouse Ave & E Oak St/E Birch St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 215 1 161 0 3 0 203 296 1 0 269 212
Future Volume (veh/h) 215 1 161 0 3 0 203 296 1 0 269 212
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.98 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1723 1750 1723 1750 1750 1750 1736 1736 1750 1750 1723 1736
Adj Flow Rate, veh/h 236 1 177 0 3 0 223 325 1 0 296 233
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 2 0 2 0 0 0 1 1 0 0 2 1
Cap, veh/h 390 1 299 0 369 313 588 1104 3 91 852 709
Arrive On Green 0.21 0.21 0.21 0.00 0.21 0.00 0.09 0.64 0.64 0.00 0.49 0.49
Sat Flow, veh/h 1419 6 1420 0 1750 1483 1654 1730 5 1071 1723 1433
Grp Volume(v), veh/h 237 0 177 0 3 0 223 0 326 0 296 233
Grp Sat Flow(s),veh/h/ln 1425 0 1420 0 1750 1483 1654 0 1735 1071 1723 1433
Q Serve(g_s), s 12.3 0.0 8.9 0.0 0.1 0.0 4.8 0.0 6.6 0.0 8.3 7.7
Cycle Q Clear(g_c), s 12.4 0.0 8.9 0.0 0.1 0.0 4.8 0.0 6.6 0.0 8.3 7.7
Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 391 0 299 0 369 313 588 0 1107 91 852 709
V/C Ratio(X) 0.61 0.00 0.59 0.00 0.01 0.00 0.38 0.00 0.29 0.00 0.35 0.33
Avail Cap(c_a), veh/h 709 0 614 0 757 642 980 0 1107 91 852 709
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 29.5 0.0 28.0 0.0 24.6 0.0 7.7 0.0 6.4 0.0 12.1 12.0
Incr Delay (d2), s/veh 1.5 0.0 1.9 0.0 0.0 0.0 0.4 0.0 0.7 0.0 1.1 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.3 0.0 3.1 0.0 0.0 0.0 1.6 0.0 2.3 0.0 3.3 2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 0.0 29.9 0.0 24.6 0.0 8.1 0.0 7.0 0.0 13.3 13.3
LnGrp LOS C A C A C A A A A A B B
Approach Vol, veh/h 414 3 549 529
Approach Delay, s/veh 30.5 24.6 7.5 13.3
Approach LOS C C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 56.3 22.5 11.3 45.0 22.5
Change Period (Y+Rc), s 6.0 5.9 4.0 6.0 5.9
Max Green Setting (Gmax), s 39.0 34.1 26.0 39.0 34.1
Max Q Clear Time (g_c+I1), s 8.6 14.4 6.8 10.3 2.1
Green Ext Time (p_c), s 2.2 2.0 0.6 2.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Queues
10: Private Entrance/N. Broadway Ave & E Main St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 7
Lane Group EBT WBT SBT
Lane Group Flow (vph) 533 606 166
v/c Ratio 0.37 0.36 0.52
Control Delay 8.7 7.6 17.8
Queue Delay 0.0 0.0 0.0
Total Delay 8.7 7.6 17.8
Queue Length 50th (ft) 37 37 29
Queue Length 95th (ft) 102 101 69
Internal Link Dist (ft) 1464 412 414
Turn Bay Length (ft)
Base Capacity (vph) 2175 2501 596
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.25 0.24 0.28
Intersection Summary
HCM 6th Signalized Intersection Summary
10: Private Entrance/N. Broadway Ave & E Main St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 69 432 0 2 455 113 0 0 0 128 0 28
Future Volume (veh/h) 69 432 0 2 455 113 0 0 0 128 0 28
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1736 1736 1750 1750 1736 1736 1750 1750 1750 1750 1750 1750
Adj Flow Rate, veh/h 73 460 0 2 484 120 0 0 0 136 0 30
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 1 1 0 0 1 1 0 0 0 0 0 0
Cap, veh/h 271 1519 0 84 1483 364 0 263 0 329 1 39
Arrive On Green 0.58 0.58 0.00 0.58 0.58 0.58 0.00 0.00 0.00 0.15 0.00 0.15
Sat Flow, veh/h 287 2711 0 1 2569 631 0 1750 0 1183 3 262
Grp Volume(v), veh/h 268 265 0 327 0 279 0 0 0 166 0 0
Grp Sat Flow(s),veh/h/ln 1418 1501 0 1735 0 1467 0 1750 0 1448 0 0
Q Serve(g_s), s 0.0 3.9 0.0 0.0 0.0 4.3 0.0 0.0 0.0 4.7 0.0 0.0
Cycle Q Clear(g_c), s 3.3 3.9 0.0 4.2 0.0 4.3 0.0 0.0 0.0 4.8 0.0 0.0
Prop In Lane 0.27 0.00 0.01 0.43 0.00 0.00 0.82 0.18
Lane Grp Cap(c), veh/h 924 866 0 1085 0 847 0 263 0 369 0 0
V/C Ratio(X) 0.29 0.31 0.00 0.30 0.00 0.33 0.00 0.00 0.00 0.45 0.00 0.00
Avail Cap(c_a), veh/h 1420 1424 0 1727 0 1392 0 893 0 890 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 4.6 4.7 0.0 4.8 0.0 4.8 0.0 0.0 0.0 17.7 0.0 0.0
Incr Delay (d2), s/veh 0.2 0.2 0.0 0.2 0.0 0.2 0.0 0.0 0.0 0.9 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.8 0.0 1.0 0.0 0.9 0.0 0.0 0.0 1.5 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.7 4.9 0.0 4.9 0.0 5.0 0.0 0.0 0.0 18.5 0.0 0.0
LnGrp LOS A A A A A A A A A B A A
Approach Vol, veh/h 533 606 0 166
Approach Delay, s/veh 4.8 5.0 0.0 18.5
Approach LOS A A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.9 12.4 30.9 12.4
Change Period (Y+Rc), s 5.9 5.9 5.9 5.9
Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1
Max Q Clear Time (g_c+I1), s 5.9 6.8 6.3 0.0
Green Ext Time (p_c), s 4.1 0.8 4.5 0.0
Intersection Summary
HCM 6th Ctrl Delay 6.6
HCM 6th LOS A
Queues
14: N Rouse Ave & E Tamarack St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 9
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 31 28 24 3 31 65 27 370 39 423
v/c Ratio 0.11 0.10 0.08 0.01 0.15 0.27 0.04 0.38 0.06 0.42
Control Delay 19.0 24.2 0.5 18.0 29.0 9.5 6.0 13.8 6.0 13.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 19.0 24.2 0.5 18.0 29.0 9.5 6.0 13.8 6.0 13.3
Queue Length 50th (ft) 9 8 0 1 9 0 2 75 3 49
Queue Length 95th (ft) 29 33 0 7 37 27 14 203 18 242
Internal Link Dist (ft) 417 774 998 975
Turn Bay Length (ft) 80 80 80 80 30 30
Base Capacity (vph) 770 1058 929 792 1069 897 962 1370 918 1331
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 0.04 0.03 0.03 0.00 0.03 0.07 0.03 0.27 0.04 0.32
Intersection Summary
HCM 6th Signalized Intersection Summary
14: N Rouse Ave & E Tamarack St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 27 24 3 30 64 26 355 8 38 361 54
Future Volume (veh/h) 30 27 24 3 30 64 26 355 8 38 361 54
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.98 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1709 1695 1695 1750 1709 1682 1750 1723 1750 1682 1709 1723
Adj Flow Rate, veh/h 31 28 24 3 31 65 27 362 8 39 368 55
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, % 3 4 4 0 3 5 0 2 0 5 3 2
Cap, veh/h 288 210 177 268 160 132 475 780 17 513 687 103
Arrive On Green 0.03 0.12 0.12 0.00 0.09 0.09 0.03 0.46 0.46 0.04 0.47 0.47
Sat Flow, veh/h 1628 1695 1425 1667 1709 1410 1667 1678 37 1602 1447 216
Grp Volume(v), veh/h 31 28 24 3 31 65 27 0 370 39 0 423
Grp Sat Flow(s),veh/h/ln 1628 1695 1425 1667 1709 1410 1667 0 1715 1602 0 1663
Q Serve(g_s), s 0.9 0.8 0.8 0.1 0.9 2.4 0.4 0.0 7.9 0.7 0.0 9.6
Cycle Q Clear(g_c), s 0.9 0.8 0.8 0.1 0.9 2.4 0.4 0.0 7.9 0.7 0.0 9.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.02 1.00 0.13
Lane Grp Cap(c), veh/h 288 210 177 268 160 132 475 0 797 513 0 790
V/C Ratio(X) 0.11 0.13 0.14 0.01 0.19 0.49 0.06 0.00 0.46 0.08 0.00 0.54
Avail Cap(c_a), veh/h 1019 1081 909 1067 1090 899 1229 0 1403 1222 0 1360
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.9 21.0 21.0 21.9 22.5 23.2 7.7 0.0 9.8 7.3 0.0 9.9
Incr Delay (d2), s/veh 0.2 0.3 0.3 0.0 0.6 2.8 0.0 0.0 0.4 0.1 0.0 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.3 0.3 0.0 0.4 0.8 0.1 0.0 2.6 0.2 0.0 3.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.0 21.3 21.3 22.0 23.1 26.0 7.8 0.0 10.2 7.4 0.0 10.5
LnGrp LOS C C C C C C A A B A A B
Approach Vol, veh/h 83 99 397 462
Approach Delay, s/veh 21.2 25.0 10.1 10.2
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.2 31.0 4.2 12.4 5.7 31.5 5.9 10.7
Change Period (Y+Rc), s 4.0 6.0 4.0 * 5.7 4.0 6.0 4.0 * 5.7
Max Green Setting (Gmax), s 26.0 44.0 26.0 * 34 26.0 44.0 26.0 * 34
Max Q Clear Time (g_c+I1), s 2.7 9.9 2.1 2.8 2.4 11.6 2.9 4.4
Green Ext Time (p_c), s 0.1 2.6 0.0 0.2 0.0 3.1 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th AWSC
19: N. Wallace Ave & E Peach St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 11
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 79 19 8 101 54 10 37 8 50 58 17
Future Vol, veh/h 10 79 19 8 101 54 10 37 8 50 58 17
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 4 5 0 1 0 10 0 0 2 2 0
Mvmt Flow 11 86 21 9 110 59 11 40 9 54 63 18
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.3 8.5 8.3 8.7
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 18% 9% 5% 40%
Vol Thru, % 67% 73% 62% 46%
Vol Right, % 15% 18% 33% 14%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 55 108 163 125
LT Vol 10 10 8 50
Through Vol 37 79 101 58
RT Vol 8 19 54 17
Lane Flow Rate 60 117 177 136
Geometry Grp 1 1 1 1
Degree of Util (X) 0.08 0.146 0.212 0.176
Departure Headway (Hd) 4.845 4.48 4.316 4.665
Convergence, Y/N Yes Yes Yes Yes
Cap 738 801 831 769
Service Time 2.88 2.507 2.342 2.694
HCM Lane V/C Ratio 0.081 0.146 0.213 0.177
HCM Control Delay 8.3 8.3 8.5 8.7
HCM Lane LOS A A A A
HCM 95th-tile Q 0.3 0.5 0.8 0.6
Queues
22: E Main St & N Rouse Ave 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 12
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 296 465 172 96 117
v/c Ratio 0.22 0.31 0.47 0.20 0.17
Control Delay 12.5 11.7 22.8 9.3 5.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 12.5 11.7 22.8 9.3 5.9
Queue Length 50th (ft) 32 47 48 17 10
Queue Length 95th (ft) 65 92 97 37 34
Internal Link Dist (ft) 314 1464 268 295
Turn Bay Length (ft) 50
Base Capacity (vph) 1761 1907 663 512 1115
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.17 0.24 0.26 0.19 0.10
Intersection Summary
HCM 6th Signalized Intersection Summary
22: E Main St & N Rouse Ave 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 36 228 19 15 328 103 32 117 16 92 55 58
Future Volume (veh/h) 36 228 19 15 328 103 32 117 16 92 55 58
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1709 1709 1750 1750 1736 1695 1750 1682 1750 1750 1750 1750
Adj Flow Rate, veh/h 38 238 20 16 342 107 33 122 17 96 57 60
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 3 3 0 0 1 4 0 5 0 0 0 0
Cap, veh/h 198 1063 88 95 1001 301 126 255 32 535 272 286
Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.20 0.20 0.20 0.06 0.35 0.35
Sat Flow, veh/h 251 2554 212 38 2404 724 180 1253 157 1667 781 822
Grp Volume(v), veh/h 153 0 143 251 0 214 172 0 0 96 0 117
Grp Sat Flow(s),veh/h/ln 1501 0 1517 1716 0 1450 1590 0 0 1667 0 1602
Q Serve(g_s), s 0.0 0.0 2.9 0.0 0.0 4.9 0.6 0.0 0.0 2.0 0.0 2.5
Cycle Q Clear(g_c), s 2.8 0.0 2.9 4.7 0.0 4.9 4.5 0.0 0.0 2.0 0.0 2.5
Prop In Lane 0.25 0.14 0.06 0.50 0.19 0.10 1.00 0.51
Lane Grp Cap(c), veh/h 718 0 631 794 0 603 413 0 0 535 0 559
V/C Ratio(X) 0.21 0.00 0.23 0.32 0.00 0.36 0.42 0.00 0.00 0.18 0.00 0.21
Avail Cap(c_a), veh/h 1031 0 966 1164 0 923 778 0 0 710 0 1104
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 9.0 0.0 9.0 9.6 0.0 9.6 17.0 0.0 0.0 12.2 0.0 11.0
Incr Delay (d2), s/veh 0.1 0.0 0.2 0.2 0.0 0.4 0.7 0.0 0.0 0.2 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 0.0 0.8 1.6 0.0 1.4 1.6 0.0 0.0 0.7 0.0 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.1 0.0 9.2 9.8 0.0 10.0 17.7 0.0 0.0 12.4 0.0 11.2
LnGrp LOS A A A A A A B A A B A B
Approach Vol, veh/h 296 465 172 213
Approach Delay, s/veh 9.2 9.9 17.7 11.7
Approach LOS A A B B
Timer - Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 25.4 22.7 25.4 7.0 15.7
Change Period (Y+Rc), s 5.4 5.9 5.4 4.0 5.9
Max Green Setting (Gmax), s 30.6 33.1 30.6 8.0 21.1
Max Q Clear Time (g_c+I1), s 4.9 4.5 6.9 4.0 6.5
Green Ext Time (p_c), s 1.9 0.7 3.1 0.1 0.8
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
HCM 6th AWSC
28: N. Wallace Ave & E Tamarack St 01/19/2022
Nest Brewery Site 01/18/2022 PM Peak Existing (2021)Synchro 10 Report
Page 14
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 21 35 1 16 12 57 53 3 14 72 19
Future Vol, veh/h 15 21 35 1 16 12 57 53 3 14 72 19
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83
Heavy Vehicles, % 20 0 0 0 0 0 0 0 0 0 1 21
Mvmt Flow 18 25 42 1 19 14 69 64 4 17 87 23
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.2 7.6 8.3 8
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 50% 21% 3% 13%
Vol Thru, % 47% 30% 55% 69%
Vol Right, % 3% 49% 41% 18%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 113 71 29 105
LT Vol 57 15 1 14
Through Vol 53 21 16 72
RT Vol 3 35 12 19
Lane Flow Rate 136 86 35 127
Geometry Grp 1 1 1 1
Degree of Util (X) 0.166 0.11 0.042 0.149
Departure Headway (Hd) 4.401 4.613 4.347 4.249
Convergence, Y/N Yes Yes Yes Yes
Cap 817 779 825 846
Service Time 2.415 2.629 2.367 2.262
HCM Lane V/C Ratio 0.166 0.11 0.042 0.15
HCM Control Delay 8.3 8.2 7.6 8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.6 0.4 0.1 0.5
APPENDIX C CAPACITY CALCULATIONS –
DESIGN YEAR (2024)
Avg
Delay
(s/veh) LOS
95th %
Queue
(veh)
Avg
Delay
(s/veh) LOS
95th %
Queue
(veh)
EB 19.5 B 8 32.7 C 11
WB 22.9 C 1 25.2 C 1
NB 7.0 A 6 9.1 A 9
SB 11.3 B 11 16.2 B 14
Intersection 12.8 B --17.8 B --
EB 23.5 C 3 21.5 C 3
WB 26.1 C 2 26.1 C 3
NB 12.3 B 9 16.7 B 12
SB 9.2 A 9 14.6 B 13
Intersection 13.2 B --18.1 B --
EB 21.2 C 4 22.2 C 4
WB 22.8 C 3 24.5 C 5
NB 11.7 B 8 12.9 B 10
SB 11.4 B 9 14.3 B 13
Intersection 14.5 B --17.0 B --
WB 18.6 B 2 18.7 B 3
NB 6.3 A 6 7.0 A 6
SB 6.2 A 4 7.4 A 6
Intersection 8.8 A --9.7 A --
EB 8.9 A 3 10.0 B 4
WB 9.2 A 3 10.8 B 5
NB 17.2 B 4 18.5 B 5
SB 11.8 B 2 11.9 B 2
Intersection 10.8 B --11.9 B --
EB 10.3 B 2 10.4 B 2
WB 8.1 A 1 8.6 A 1
NB 9.4 A 1 9.9 A 2
SB 8.8 A 1 11.2 B 3
Intersection 9.6 A --10.6 B --
EB 8.7 A 1 9.3 A 1
WB 8.2 A 1 9.5 A 2
NB 8.7 A 1 9.0 A 1
SB 8.4 A 1 10.1 B 2
Intersection 8.5 A --9.6 A --
EB 3.6 A 3 5.6 A 5
WB 3.8 A 4 5.9 A 5
NB 0.0 A 0 0.0 A 0
SB 18.7 B 2 18.4 B 4
Intersection 5.5 A --7.4 A --
EB 0.0 A 0 0.0 A 0
WB 0.4 A 0 0.4 A 0
NB 10.6 B 1 11.3 B 1
Intersection 0.7 A --0.9 A --
East Main Street &
North Rouse Avenue
Intersection Approach
Future Year (2024)
AM Peak PM Peak
Signalized
Intersection Control Signalized
Intersection Control
East Oak Street &
North Rouse Avenue
Intersection Control Signalized
East Tamarack Street &
North Rouse Avenue
East Peach Street &
North Rouse Avenue
Intersection Control Signalized
East Mendenhall Street &
North Rouse Avenue
Intersection Control Signalized
Intersection Control All-Way Stop-Control
East Tamarack Street &
North Wallace Avenue
Intersection Control All-Way Stop-Control
East Tamarack Street &
Site Access
East Peach Street &
North Wallace Avenue
Intersection Control Signalized
East Main Street &
North Broadway Avenue
Intersection Control One-Way Stop-Control (NB)
Queues
2: N Rouse Ave & E Mendenhall St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 1
Lane Group WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 131 60 63 336 37 208 92
v/c Ratio 0.25 0.19 0.09 0.33 0.05 0.22 0.12
Control Delay 18.4 4.5 3.8 9.4 3.7 9.7 3.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 18.4 4.5 3.8 9.4 3.7 9.7 3.3
Queue Length 50th (ft) 17 0 5 34 3 36 0
Queue Length 95th (ft) 35 15 15 128 10 78 20
Internal Link Dist (ft) 432 295 1843
Turn Bay Length (ft) 85 80 65 65
Base Capacity (vph) 1875 876 714 1210 689 1210 980
Starvation Cap Reductn 0 0 0 122 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.07 0.07 0.09 0.31 0.05 0.17 0.09
Intersection Summary
HCM 6th Signalized Intersection Summary
2: N Rouse Ave & E Mendenhall St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 9 111 55 58 298 11 34 191 85
Future Volume (veh/h) 0 0 0 9 111 55 58 298 11 34 191 85
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1750 1695 1695 1654 1709 1614 1709 1709 1600
Adj Flow Rate, veh/h 10 121 60 63 324 12 37 208 92
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 4 4 7 3 10 3 3 11
Cap, veh/h 26 328 154 698 824 31 636 825 655
Arrive On Green 0.11 0.11 0.11 0.06 0.50 0.50 0.04 0.48 0.48
Sat Flow, veh/h 240 3054 1437 1576 1637 61 1628 1709 1356
Grp Volume(v), veh/h 70 61 60 63 0 336 37 208 92
Grp Sat Flow(s),veh/h/ln 1683 1611 1437 1576 0 1698 1628 1709 1356
Q Serve(g_s), s 1.6 1.5 1.6 0.8 0.0 5.1 0.5 3.0 1.6
Cycle Q Clear(g_c), s 1.6 1.5 1.6 0.8 0.0 5.1 0.5 3.0 1.6
Prop In Lane 0.14 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 181 173 154 698 0 855 636 825 655
V/C Ratio(X)0.39 0.35 0.39 0.09 0.00 0.39 0.06 0.25 0.14
Avail Cap(c_a), veh/h 1049 1003 895 828 0 1181 804 1188 943
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.2 17.2 17.2 4.6 0.0 6.4 5.0 6.3 5.9
Incr Delay (d2), s/veh 1.4 1.2 1.6 0.1 0.0 0.3 0.0 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.5 0.5 0.2 0.0 1.3 0.1 0.8 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.6 18.4 18.8 4.6 0.0 6.7 5.1 6.5 6.0
LnGrp LOS B B B A A A A A A
Approach Vol, veh/h 191 399 337
Approach Delay, s/veh 18.6 6.3 6.2
Approach LOS B A A
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 5.7 26.0 6.6 25.2 9.6
Change Period (Y+Rc), s 4.0 * 5.2 4.0 * 5.2 5.2
Max Green Setting (Gmax), s 6.0 * 29 6.0 * 29 25.8
Max Q Clear Time (g_c+I1), s 2.5 7.1 2.8 5.0 3.6
Green Ext Time (p_c), s 0.0 2.1 0.0 1.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 8.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
3: N Rouse Ave & E Peach St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 53 89 58 11 52 42 18 313 39 368
v/c Ratio 0.16 0.23 0.15 0.04 0.23 0.16 0.03 0.34 0.07 0.38
Control Delay 16.9 22.2 3.2 16.2 29.1 1.4 7.7 14.6 7.7 13.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.9 22.2 3.2 16.2 29.1 1.4 7.7 14.6 7.7 13.2
Queue Length 50th (ft) 11 20 0 2 16 0 3 65 6 80
Queue Length 95th (ft) 40 76 13 14 53 3 12 181 20 216
Internal Link Dist (ft) 361 770 1843 998
Turn Bay Length (ft) 80 80 75 80 30 30
Base Capacity (vph) 625 905 791 650 888 769 724 1104 772 1104
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 0.08 0.10 0.07 0.02 0.06 0.05 0.02 0.28 0.05 0.33
Intersection Summary
HCM 6th Signalized Intersection Summary
3: N Rouse Ave & E Peach St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 49 82 53 10 48 39 17 247 41 36 295 43
Future Volume (veh/h) 49 82 53 10 48 39 17 247 41 36 295 43
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.94 0.97 0.93 1.00 0.98 1.00 0.98
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1709 1723 1750 1750 1695 1709 1504 1723 1682 1600 1709 1641
Adj Flow Rate, veh/h 53 89 58 11 52 42 18 268 45 39 321 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 2 0 0 4 3 18 2 5 11 3 8
Cap, veh/h 337 289 234 298 224 179 418 620 104 485 656 96
Arrive On Green 0.05 0.17 0.17 0.01 0.13 0.13 0.02 0.43 0.43 0.04 0.45 0.45
Sat Flow, veh/h 1628 1723 1391 1667 1695 1354 1433 1432 240 1524 1452 213
Grp Volume(v), veh/h 53 89 58 11 52 42 18 0 313 39 0 368
Grp Sat Flow(s),veh/h/ln 1628 1723 1391 1667 1695 1354 1433 0 1672 1524 0 1664
Q Serve(g_s), s 1.6 2.6 2.1 0.3 1.6 1.6 0.4 0.0 7.5 0.8 0.0 9.0
Cycle Q Clear(g_c), s 1.6 2.6 2.1 0.3 1.6 1.6 0.4 0.0 7.5 0.8 0.0 9.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.13
Lane Grp Cap(c), veh/h 337 289 234 298 224 179 418 0 724 485 0 752
V/C Ratio(X) 0.16 0.31 0.25 0.04 0.23 0.23 0.04 0.00 0.43 0.08 0.00 0.49
Avail Cap(c_a), veh/h 848 874 706 881 860 687 908 0 979 978 0 975
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 19.9 21.1 20.9 21.2 22.4 22.4 9.2 0.0 11.4 8.7 0.0 11.1
Incr Delay (d2), s/veh 0.2 0.6 0.5 0.0 0.5 0.7 0.0 0.0 0.4 0.1 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 1.0 0.7 0.1 0.6 0.5 0.1 0.0 2.6 0.2 0.0 3.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 21.7 21.4 21.2 22.9 23.1 9.3 0.0 11.8 8.8 0.0 11.6
LnGrp LOS C C C C C C A A B A A B
Approach Vol, veh/h 200 105 331 407
Approach Delay, s/veh 21.2 22.8 11.7 11.4
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.3 31.2 4.8 15.4 5.3 32.3 6.9 13.3
Change Period (Y+Rc), s 4.0 * 6.2 4.0 * 5.7 4.0 * 6.2 4.0 * 5.7
Max Green Setting (Gmax), s 21.0 * 34 21.0 * 29 21.0 * 34 21.0 * 29
Max Q Clear Time (g_c+I1), s 2.8 9.5 2.3 4.6 2.4 11.0 3.6 3.6
Green Ext Time (p_c), s 0.1 2.0 0.0 0.7 0.0 2.4 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 14.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
8: N Rouse Ave & E Oak St/E Birch St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 5
Lane Group EBT EBR WBL WBR NBL NBT SBT SBR
Lane Group Flow (vph) 234 228 4 1 109 303 348 174
v/c Ratio 0.71 0.30 0.02 0.00 0.20 0.32 0.53 0.29
Control Delay 36.3 2.6 20.0 0.0 8.3 10.5 22.6 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.3 2.6 20.0 0.0 8.3 10.5 22.6 10.3
Queue Length 50th (ft) 85 0 1 0 17 60 107 19
Queue Length 95th (ft) 192 31 9 0 52 150 256 80
Internal Link Dist (ft) 490 975 339
Turn Bay Length (ft) 140 30 30 200 80
Base Capacity (vph) 622 1071 386 1026 785 1591 979 834
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.38 0.21 0.01 0.00 0.14 0.19 0.36 0.21
Intersection Summary
HCM 6th Signalized Intersection Summary
8: N Rouse Ave & E Oak St/E Birch St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 214 1 210 4 0 1 100 279 0 0 320 160
Future Volume (veh/h) 214 1 210 4 0 1 100 279 0 0 320 160
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1723 1750 1709 1409 1750 1750 1709 1709 1750 1750 1723 1695
Adj Flow Rate, veh/h 233 1 228 4 0 1 109 303 0 0 348 174
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 0 3 25 0 0 3 3 0 0 2 4
Cap, veh/h 453 1 426 200 400 338 501 962 0 126 755 613
Arrive On Green 0.23 0.23 0.23 0.23 0.00 0.23 0.07 0.56 0.00 0.00 0.44 0.44
Sat Flow, veh/h 1427 6 1406 940 1750 1477 1628 1709 0 1093 1723 1400
Grp Volume(v), veh/h 234 0 228 4 0 1 109 303 0 0 348 174
Grp Sat Flow(s),veh/h/ln 1434 0 1406 940 1750 1477 1628 1709 0 1093 1723 1400
Q Serve(g_s), s 8.6 0.0 7.7 0.2 0.0 0.0 1.9 5.4 0.0 0.0 8.1 4.6
Cycle Q Clear(g_c), s 8.6 0.0 7.7 8.8 0.0 0.0 1.9 5.4 0.0 0.0 8.1 4.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 454 0 426 200 400 338 501 962 0 126 755 613
V/C Ratio(X) 0.52 0.00 0.54 0.02 0.00 0.00 0.22 0.32 0.00 0.00 0.46 0.28
Avail Cap(c_a), veh/h 982 0 945 546 1046 882 1154 1168 0 394 1177 956
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 20.3 0.0 16.6 24.3 0.0 17.0 7.4 6.6 0.0 0.0 11.3 10.3
Incr Delay (d2), s/veh 0.9 0.0 1.0 0.0 0.0 0.0 0.2 0.2 0.0 0.0 0.4 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.7 0.0 2.4 0.1 0.0 0.0 0.6 1.6 0.0 0.0 2.8 1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 0.0 17.7 24.4 0.0 17.0 7.6 6.8 0.0 0.0 11.7 10.5
LnGrp LOS C A B C A B A A A A B B
Approach Vol, veh/h 462 5 412 522
Approach Delay, s/veh 19.5 22.9 7.0 11.3
Approach LOS B C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 38.1 19.0 7.1 31.0 19.0
Change Period (Y+Rc), s 6.0 5.9 3.0 6.0 5.9
Max Green Setting (Gmax), s 39.0 34.1 27.0 39.0 34.1
Max Q Clear Time (g_c+I1), s 7.4 10.6 3.9 10.1 10.8
Green Ext Time (p_c), s 2.0 2.1 0.3 3.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
Queues
10: Private Entrance/N. Broadway Ave & E Main St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 7
Lane Group EBT WBT SBT
Lane Group Flow (vph) 349 511 114
v/c Ratio 0.20 0.27 0.40
Control Delay 7.0 6.5 14.7
Queue Delay 0.0 0.0 0.0
Total Delay 7.0 6.5 14.7
Queue Length 50th (ft) 20 26 16
Queue Length 95th (ft) 64 84 47
Internal Link Dist (ft) 1464 412 414
Turn Bay Length (ft)
Base Capacity (vph) 2415 2637 608
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.19 0.19
Intersection Summary
HCM 6th Signalized Intersection Summary
10: Private Entrance/N. Broadway Ave & E Main St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 39 282 0 1 382 87 0 0 0 83 0 22
Future Volume (veh/h) 39 282 0 1 382 87 0 0 0 83 0 22
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1709 1695 1750 1750 1723 1695 1750 1750 1750 1682 1750 1682
Adj Flow Rate, veh/h 42 307 0 1 415 95 0 0 0 90 0 24
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 4 0 0 2 4 0 0 0 5 0 5
Cap, veh/h 255 1649 0 89 1587 359 0 175 0 272 0 31
Arrive On Green 0.61 0.61 0.00 0.61 0.61 0.61 0.00 0.00 0.00 0.10 0.00 0.10
Sat Flow, veh/h 239 2775 0 1 2596 587 0 1750 0 1144 0 305
Grp Volume(v), veh/h 182 167 0 274 0 237 0 0 0 114 0 0
Grp Sat Flow(s),veh/h/ln 1471 1466 0 1722 0 1462 0 1750 0 1449 0 0
Q Serve(g_s), s 0.0 2.0 0.0 0.0 0.0 3.1 0.0 0.0 0.0 3.1 0.0 0.0
Cycle Q Clear(g_c), s 1.9 2.0 0.0 3.0 0.0 3.1 0.0 0.0 0.0 3.1 0.0 0.0
Prop In Lane 0.23 0.00 0.00 0.40 0.00 0.00 0.79 0.21
Lane Grp Cap(c), veh/h 1008 896 0 1141 0 894 0 175 0 303 0 0
V/C Ratio(X) 0.18 0.19 0.00 0.24 0.00 0.26 0.00 0.00 0.00 0.38 0.00 0.00
Avail Cap(c_a), veh/h 1557 1473 0 1818 0 1469 0 946 0 940 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 3.5 3.5 0.0 3.7 0.0 3.7 0.0 0.0 0.0 18.0 0.0 0.0
Incr Delay (d2), s/veh 0.1 0.1 0.0 0.1 0.0 0.2 0.0 0.0 0.0 0.8 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.4 0.0 0.6 0.0 0.5 0.0 0.0 0.0 1.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.5 3.6 0.0 3.8 0.0 3.8 0.0 0.0 0.0 18.7 0.0 0.0
LnGrp LOS A A A A A A A A A B A A
Approach Vol, veh/h 349 511 0 114
Approach Delay, s/veh 3.6 3.8 0.0 18.7
Approach LOS A A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.9 10.0 30.9 10.0
Change Period (Y+Rc), s 5.9 5.9 5.9 5.9
Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1
Max Q Clear Time (g_c+I1), s 4.0 5.1 5.1 0.0
Green Ext Time (p_c), s 2.5 0.5 3.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 5.5
HCM 6th LOS A
HCM 6th TWSC
11: Site Access & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 237 8 6 104 13 6
Future Vol, veh/h 237 8 6 104 13 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 258 9 7 113 14 7
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 267 0 390 263
Stage 1 - - - - 263 -
Stage 2 - - - - 127 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1308 - 618 781
Stage 1 - - - - 786 -
Stage 2 - - - - 904 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1308 - 614 781
Mov Cap-2 Maneuver - - - - 614 -
Stage 1 - - - - 786 -
Stage 2 - - - - 899 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 10.6
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 658 - - 1308 -
HCM Lane V/C Ratio 0.031 - - 0.005 -
HCM Control Delay (s) 10.6 - - 7.8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.1 - - 0 -
Queues
14: N Rouse Ave & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 24 46 17 28 15 91 12 356 173 389
v/c Ratio 0.09 0.21 0.07 0.10 0.07 0.36 0.02 0.47 0.26 0.35
Control Delay 20.3 30.3 0.6 20.5 29.3 12.3 6.4 17.7 6.6 10.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.3 30.3 0.6 20.5 29.3 12.3 6.4 17.7 6.6 10.3
Queue Length 50th (ft) 7 14 0 8 5 0 1 81 15 47
Queue Length 95th (ft) 26 51 0 28 24 40 8 220 63 217
Internal Link Dist (ft) 417 591 998 975
Turn Bay Length (ft) 80 80 80 80 30 30
Base Capacity (vph) 689 1013 843 722 1043 862 979 1267 938 1247
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 0.03 0.05 0.02 0.04 0.01 0.11 0.01 0.28 0.18 0.31
Intersection Summary
HCM 6th Signalized Intersection Summary
14: N Rouse Ave & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 42 16 26 14 84 11 291 37 159 328 29
Future Volume (veh/h) 22 42 16 26 14 84 11 291 37 159 328 29
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.96 0.99 0.96 1.00 0.98 1.00 0.98
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1627 1709 1668 1695 1750 1682 1750 1723 1750 1750 1695 1682
Adj Flow Rate, veh/h 24 46 17 28 15 91 12 316 40 173 357 32
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 9 3 6 4 0 5 0 2 0 0 4 5
Cap, veh/h 294 188 150 286 199 156 506 644 81 561 771 69
Arrive On Green 0.03 0.11 0.11 0.03 0.11 0.11 0.02 0.43 0.43 0.09 0.50 0.50
Sat Flow, veh/h 1550 1709 1362 1615 1750 1374 1667 1494 189 1667 1530 137
Grp Volume(v), veh/h 24 46 17 28 15 91 12 0 356 173 0 389
Grp Sat Flow(s),veh/h/ln 1550 1709 1362 1615 1750 1374 1667 0 1683 1667 0 1667
Q Serve(g_s), s 0.8 1.4 0.7 0.9 0.4 3.6 0.2 0.0 8.9 3.0 0.0 8.8
Cycle Q Clear(g_c), s 0.8 1.4 0.7 0.9 0.4 3.6 0.2 0.0 8.9 3.0 0.0 8.8
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.08
Lane Grp Cap(c), veh/h 294 188 150 286 199 156 506 0 725 561 0 840
V/C Ratio(X) 0.08 0.24 0.11 0.10 0.08 0.58 0.02 0.00 0.49 0.31 0.00 0.46
Avail Cap(c_a), veh/h 946 1010 805 959 1035 812 1228 0 1276 1161 0 1264
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 21.9 23.6 23.3 21.8 23.0 24.4 9.1 0.0 11.9 7.7 0.0 9.3
Incr Delay (d2), s/veh 0.1 0.7 0.3 0.1 0.2 3.4 0.0 0.0 0.5 0.3 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 0.6 0.2 0.3 0.2 1.3 0.1 0.0 3.1 0.9 0.0 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 24.3 23.6 21.9 23.1 27.8 9.2 0.0 12.4 8.0 0.0 9.7
LnGrp LOS C C C C C C A A B A A A
Approach Vol, veh/h 87 134 368 562
Approach Delay, s/veh 23.5 26.1 12.3 9.2
Approach LOS C C B A
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.1 31.0 5.8 12.1 4.9 35.2 5.6 12.3
Change Period (Y+Rc), s 4.0 6.0 4.0 * 5.7 4.0 6.0 4.0 * 5.7
Max Green Setting (Gmax), s 26.0 44.0 26.0 * 34 26.0 44.0 26.0 * 34
Max Q Clear Time (g_c+I1), s 5.0 10.9 2.9 3.4 2.2 10.8 2.8 5.6
Green Ext Time (p_c), s 0.5 2.5 0.0 0.3 0.0 2.8 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th AWSC
19: N. Wallace Ave & E Peach St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 12
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 63 60 20 12 54 47 11 79 13 27 52 20
Future Vol, veh/h 63 60 20 12 54 47 11 79 13 27 52 20
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 7 5 0 2 6 10 0 0 0 2 0
Mvmt Flow 68 65 22 13 59 51 12 86 14 29 57 22
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.7 8.2 8.7 8.4
HCM LOS A A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 11% 44% 11% 27%
Vol Thru, % 77% 42% 48% 53%
Vol Right, % 13% 14% 42% 20%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 103 143 113 99
LT Vol 11 63 12 27
Through Vol 79 60 54 52
RT Vol 13 20 47 20
Lane Flow Rate 112 155 123 108
Geometry Grp 1 1 1 1
Degree of Util (X) 0.149 0.197 0.149 0.138
Departure Headway (Hd) 4.779 4.566 4.378 4.605
Convergence, Y/N Yes Yes Yes Yes
Cap 749 785 818 777
Service Time 2.814 2.598 2.411 2.641
HCM Lane V/C Ratio 0.15 0.197 0.15 0.139
HCM Control Delay 8.7 8.7 8.2 8.4
HCM Lane LOS A A A A
HCM 95th-tile Q 0.5 0.7 0.5 0.5
Queues
22: E Main St & N Rouse Ave 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 13
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 269 372 148 84 73
v/c Ratio 0.20 0.24 0.41 0.20 0.12
Control Delay 11.4 9.2 21.4 9.8 6.5
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 11.4 9.2 21.4 9.8 6.5
Queue Length 50th (ft) 28 31 41 14 7
Queue Length 95th (ft) 58 64 85 34 26
Internal Link Dist (ft) 314 1464 268 295
Turn Bay Length (ft) 50
Base Capacity (vph) 1752 2040 703 450 1108
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.15 0.18 0.21 0.19 0.07
Intersection Summary
HCM 6th Signalized Intersection Summary
22: E Main St & N Rouse Ave 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 59 176 13 6 243 93 11 115 10 77 37 30
Future Volume (veh/h) 59 176 13 6 243 93 11 115 10 77 37 30
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1682 1695 1750 1750 1723 1695 1750 1682 1750 1668 1750 1695
Adj Flow Rate, veh/h 64 191 14 7 264 101 12 125 11 84 40 33
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 5 4 0 0 2 4 0 5 0 6 0 4
Cap, veh/h 318 882 67 85 962 352 94 291 24 518 302 249
Arrive On Green 0.42 0.42 0.42 0.42 0.42 0.42 0.20 0.20 0.20 0.06 0.34 0.34
Sat Flow, veh/h 489 2093 159 15 2283 836 59 1461 122 1589 887 732
Grp Volume(v), veh/h 136 0 133 201 0 171 148 0 0 84 0 73
Grp Sat Flow(s),veh/h/ln 1226 0 1514 1716 0 1417 1642 0 0 1589 0 1618
Q Serve(g_s), s 0.4 0.0 2.6 0.0 0.0 3.8 0.0 0.0 0.0 1.9 0.0 1.5
Cycle Q Clear(g_c), s 4.2 0.0 2.6 3.6 0.0 3.8 3.7 0.0 0.0 1.9 0.0 1.5
Prop In Lane 0.47 0.11 0.03 0.59 0.08 0.07 1.00 0.45
Lane Grp Cap(c), veh/h 629 0 638 802 0 598 409 0 0 518 0 550
V/C Ratio(X) 0.22 0.00 0.21 0.25 0.00 0.29 0.36 0.00 0.00 0.16 0.00 0.13
Avail Cap(c_a), veh/h 914 0 977 1181 0 914 807 0 0 696 0 1129
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 8.7 0.0 8.7 9.0 0.0 9.0 16.7 0.0 0.0 12.3 0.0 10.8
Incr Delay (d2), s/veh 0.2 0.0 0.2 0.2 0.0 0.3 0.5 0.0 0.0 0.1 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.8 0.0 0.8 1.2 0.0 1.0 1.3 0.0 0.0 0.6 0.0 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.9 0.0 8.9 9.1 0.0 9.3 17.2 0.0 0.0 12.5 0.0 10.9
LnGrp LOS A A A A A A B A A B A B
Approach Vol, veh/h 269 372 148 157
Approach Delay, s/veh 8.9 9.2 17.2 11.8
Approach LOS A A B B
Timer - Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 25.4 22.0 25.4 6.7 15.4
Change Period (Y+Rc), s 5.4 5.9 5.4 4.0 5.9
Max Green Setting (Gmax), s 30.6 33.1 30.6 8.0 21.1
Max Q Clear Time (g_c+I1), s 6.2 3.5 5.8 3.9 5.7
Green Ext Time (p_c), s 1.8 0.4 2.4 0.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
HCM 6th AWSC
28: N. Wallace Ave & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 AM Peak Future (2024)Synchro 10 Report
Page 15
Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 153 31 59 0 20 6 48 108 0 16 52 42
Future Vol, veh/h 153 31 59 0 20 6 48 108 0 16 52 42
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 7 0 0 0 5 0 2 1 0 13 3 2
Mvmt Flow 166 34 64 0 22 7 52 117 0 17 57 46
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.3 8.1 9.4 8.8
HCM LOS B A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 31% 63% 0% 15%
Vol Thru, % 69% 13% 77% 47%
Vol Right, % 0% 24% 23% 38%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 156 243 26 110
LT Vol 48 153 0 16
Through Vol 108 31 20 52
RT Vol 0 59 6 42
Lane Flow Rate 170 264 28 120
Geometry Grp 1 1 1 1
Degree of Util (X) 0.229 0.348 0.038 0.161
Departure Headway (Hd) 4.86 4.737 4.886 4.85
Convergence, Y/N Yes Yes Yes Yes
Cap 736 758 728 737
Service Time 2.907 2.778 2.946 2.901
HCM Lane V/C Ratio 0.231 0.348 0.038 0.163
HCM Control Delay 9.4 10.3 8.1 8.8
HCM Lane LOS A B A A
HCM 95th-tile Q 0.9 1.6 0.1 0.6
Queues
2: N Rouse Ave & E Mendenhall St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 1
Lane Group WBT WBR NBL NBT SBL SBT SBR
Lane Group Flow (vph) 201 65 77 333 48 322 170
v/c Ratio 0.33 0.19 0.13 0.38 0.07 0.39 0.22
Control Delay 18.8 4.8 4.6 10.6 4.3 11.8 3.9
Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0 0.0
Total Delay 18.8 4.8 4.6 10.7 4.3 11.8 3.9
Queue Length 50th (ft) 26 0 6 37 4 62 4
Queue Length 95th (ft) 52 17 21 137 15 131 34
Internal Link Dist (ft) 432 295 1843
Turn Bay Length (ft) 85 80 65 65
Base Capacity (vph) 1838 846 615 1077 644 1102 982
Starvation Cap Reductn 0 0 0 124 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.08 0.13 0.35 0.07 0.29 0.17
Intersection Summary
HCM 6th Signalized Intersection Summary
2: N Rouse Ave & E Mendenhall St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 0 0 3 182 60 71 302 5 44 296 156
Future Volume (veh/h) 0 0 0 3 182 60 71 302 5 44 296 156
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1750 1723 1695 1709 1709 1750 1750 1750 1736
Adj Flow Rate, veh/h 3 198 65 77 328 5 48 322 170
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 0 2 4 3 3 0 0 0 1
Cap, veh/h 6 430 187 591 813 12 634 814 685
Arrive On Green 0.13 0.13 0.13 0.07 0.48 0.48 0.05 0.47 0.47
Sat Flow, veh/h 48 3309 1437 1628 1679 26 1667 1750 1471
Grp Volume(v), veh/h 108 93 65 77 0 333 48 322 170
Grp Sat Flow(s),veh/h/ln 1720 1637 1437 1628 0 1704 1667 1750 1471
Q Serve(g_s), s 2.5 2.3 1.8 1.0 0.0 5.4 0.6 5.2 3.0
Cycle Q Clear(g_c), s 2.5 2.3 1.8 1.0 0.0 5.4 0.6 5.2 3.0
Prop In Lane 0.03 1.00 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 223 212 187 591 0 826 634 814 685
V/C Ratio(X)0.48 0.44 0.35 0.13 0.00 0.40 0.08 0.40 0.25
Avail Cap(c_a), veh/h 1033 982 862 704 0 1142 782 1172 986
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.4 17.3 17.0 5.2 0.0 7.1 5.4 7.5 6.9
Incr Delay (d2), s/veh 1.6 1.4 1.1 0.1 0.0 0.3 0.1 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.8 0.6 0.2 0.0 1.5 0.2 1.5 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.0 18.7 18.2 5.3 0.0 7.4 5.5 7.8 7.1
LnGrp LOS B B B A A A A A A
Approach Vol, veh/h 266 410 540
Approach Delay, s/veh 18.7 7.0 7.4
Approach LOS B A A
Timer - Assigned Phs 1 2 5 6 8
Phs Duration (G+Y+Rc), s 6.2 26.0 7.0 25.2 10.8
Change Period (Y+Rc), s 4.0 * 5.2 4.0 * 5.2 5.2
Max Green Setting (Gmax), s 6.0 * 29 6.0 * 29 25.8
Max Q Clear Time (g_c+I1), s 2.6 7.4 3.0 7.2 4.5
Green Ext Time (p_c), s 0.0 2.1 0.0 2.6 1.3
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
3: N Rouse Ave & E Peach St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 3
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 75 96 83 34 122 78 51 361 46 448
v/c Ratio 0.20 0.27 0.22 0.10 0.46 0.26 0.11 0.48 0.09 0.60
Control Delay 20.0 30.0 6.8 19.3 37.3 7.2 9.2 19.6 9.1 22.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.0 30.0 6.8 19.3 37.3 7.2 9.2 19.6 9.1 22.3
Queue Length 50th (ft) 25 42 0 11 55 0 10 125 9 167
Queue Length 95th (ft) 57 89 29 32 114 27 29 240 27 316
Internal Link Dist (ft) 361 770 1843 998
Turn Bay Length (ft) 80 80 75 80 30 30
Base Capacity (vph) 569 765 688 561 765 685 687 866 694 852
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 0.13 0.13 0.12 0.06 0.16 0.11 0.07 0.42 0.07 0.53
Intersection Summary
HCM 6th Signalized Intersection Summary
3: N Rouse Ave & E Peach St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 69 88 76 31 112 72 47 302 30 42 334 78
Future Volume (veh/h) 69 88 76 31 112 72 47 302 30 42 334 78
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.94 1.00 0.98 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1723 1736 1750 1668 1736 1750 1750 1723 1750 1682 1723 1750
Adj Flow Rate, veh/h 75 96 83 34 122 78 51 328 33 46 363 85
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 1 0 6 1 0 0 2 0 5 2 0
Cap, veh/h 306 284 238 310 244 196 395 648 65 456 562 132
Arrive On Green 0.06 0.16 0.16 0.04 0.14 0.14 0.05 0.42 0.42 0.04 0.42 0.42
Sat Flow, veh/h 1641 1736 1456 1589 1736 1399 1667 1536 155 1602 1342 314
Grp Volume(v), veh/h 75 96 83 34 122 78 51 0 361 46 0 448
Grp Sat Flow(s),veh/h/ln 1641 1736 1456 1589 1736 1399 1667 0 1691 1602 0 1656
Q Serve(g_s), s 2.3 2.9 3.0 1.1 3.9 3.0 1.0 0.0 9.4 0.9 0.0 12.9
Cycle Q Clear(g_c), s 2.3 2.9 3.0 1.1 3.9 3.0 1.0 0.0 9.4 0.9 0.0 12.9
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 0.19
Lane Grp Cap(c), veh/h 306 284 238 310 244 196 395 0 713 456 0 694
V/C Ratio(X) 0.24 0.34 0.35 0.11 0.50 0.40 0.13 0.00 0.51 0.10 0.00 0.65
Avail Cap(c_a), veh/h 786 852 715 812 852 687 902 0 957 948 0 938
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.2 22.1 22.1 20.7 23.7 23.4 10.2 0.0 12.7 9.6 0.0 13.8
Incr Delay (d2), s/veh 0.4 0.7 0.9 0.2 1.6 1.3 0.1 0.0 0.6 0.1 0.0 1.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.9 1.2 1.0 0.4 1.6 1.0 0.3 0.0 3.3 0.3 0.0 4.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.6 22.8 23.0 20.9 25.3 24.7 10.4 0.0 13.2 9.7 0.0 14.8
LnGrp LOS C C C C C C B A B A A B
Approach Vol, veh/h 254 234 412 494
Approach Delay, s/veh 22.2 24.5 12.9 14.3
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.7 31.4 6.2 15.5 6.9 31.2 7.6 14.1
Change Period (Y+Rc), s 4.0 * 6.2 4.0 * 5.7 4.0 * 6.2 4.0 * 5.7
Max Green Setting (Gmax), s 21.0 * 34 21.0 * 29 21.0 * 34 21.0 * 29
Max Q Clear Time (g_c+I1), s 2.9 11.4 3.1 5.0 3.0 14.9 4.3 5.9
Green Ext Time (p_c), s 0.1 2.3 0.0 0.8 0.1 2.9 0.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
Queues
8: N Rouse Ave & E Oak St/E Birch St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 5
Lane Group EBT EBR WBT NBL NBT SBT SBR
Lane Group Flow (vph) 253 226 3 295 419 362 248
v/c Ratio 0.83 0.43 0.01 0.48 0.38 0.52 0.38
Control Delay 57.8 6.9 28.3 11.1 11.1 28.1 13.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 57.8 6.9 28.3 11.1 11.1 28.1 13.0
Queue Length 50th (ft) 148 0 1 72 119 168 45
Queue Length 95th (ft) 263 57 9 143 222 327 133
Internal Link Dist (ft) 490 107 975 339
Turn Bay Length (ft) 140 200 80
Base Capacity (vph) 442 652 622 701 1247 698 661
Starvation Cap Reductn 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0
Reduced v/c Ratio 0.57 0.35 0.00 0.42 0.34 0.52 0.38
Intersection Summary
HCM 6th Signalized Intersection Summary
8: N Rouse Ave & E Oak St/E Birch St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 232 1 208 0 3 0 271 385 1 0 333 228
Future Volume (veh/h) 232 1 208 0 3 0 271 385 1 0 333 228
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.98 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1723 1750 1723 1750 1750 1750 1736 1736 1750 1750 1723 1736
Adj Flow Rate, veh/h 252 1 226 0 3 0 295 418 1 0 362 248
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 0 2 0 0 0 1 1 0 0 2 1
Cap, veh/h 401 1 314 0 387 328 550 1100 3 87 808 672
Arrive On Green 0.22 0.22 0.22 0.00 0.22 0.00 0.12 0.64 0.64 0.00 0.47 0.47
Sat Flow, veh/h 1420 6 1420 0 1750 1483 1654 1731 4 983 1723 1432
Grp Volume(v), veh/h 253 0 226 0 3 0 295 0 419 0 362 248
Grp Sat Flow(s),veh/h/ln 1425 0 1420 0 1750 1483 1654 0 1735 983 1723 1432
Q Serve(g_s), s 13.9 0.0 12.2 0.0 0.1 0.0 7.0 0.0 9.6 0.0 11.7 9.2
Cycle Q Clear(g_c), s 14.0 0.0 12.2 0.0 0.1 0.0 7.0 0.0 9.6 0.0 11.7 9.2
Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 402 0 314 0 387 328 550 0 1103 87 808 672
V/C Ratio(X) 0.63 0.00 0.72 0.00 0.01 0.00 0.54 0.00 0.38 0.00 0.45 0.37
Avail Cap(c_a), veh/h 673 0 583 0 718 608 872 0 1103 87 808 672
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 30.7 0.0 30.0 0.0 25.2 0.0 9.4 0.0 7.3 0.0 14.8 14.2
Incr Delay (d2), s/veh 1.6 0.0 3.1 0.0 0.0 0.0 0.8 0.0 1.0 0.0 1.8 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.9 0.0 4.4 0.0 0.0 0.0 2.4 0.0 3.5 0.0 4.8 3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.3 0.0 33.1 0.0 25.2 0.0 10.2 0.0 8.3 0.0 16.6 15.7
LnGrp LOS C A C A C A B A A A B B
Approach Vol, veh/h 479 3 714 610
Approach Delay, s/veh 32.7 25.2 9.1 16.2
Approach LOS C C A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 58.8 24.3 13.8 45.0 24.3
Change Period (Y+Rc), s 6.0 5.9 4.0 6.0 5.9
Max Green Setting (Gmax), s 39.0 34.1 26.0 39.0 34.1
Max Q Clear Time (g_c+I1), s 11.6 16.0 9.0 13.7 2.1
Green Ext Time (p_c), s 2.9 2.3 0.8 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.8
HCM 6th LOS B
Queues
10: Private Entrance/N. Broadway Ave & E Main St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 7
Lane Group EBT WBT SBT
Lane Group Flow (vph) 597 703 198
v/c Ratio 0.45 0.44 0.58
Control Delay 10.0 8.7 19.5
Queue Delay 0.0 0.0 0.0
Total Delay 10.0 8.7 19.5
Queue Length 50th (ft) 47 50 38
Queue Length 95th (ft) 118 122 86
Internal Link Dist (ft) 1464 412 414
Turn Bay Length (ft)
Base Capacity (vph) 2159 2587 615
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.28 0.27 0.32
Intersection Summary
HCM 6th Signalized Intersection Summary
10: Private Entrance/N. Broadway Ave & E Main St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 78 471 0 2 518 127 0 0 0 149 0 33
Future Volume (veh/h) 78 471 0 2 518 127 0 0 0 149 0 33
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1736 1736 1750 1750 1736 1736 1750 1750 1750 1750 1750 1750
Adj Flow Rate, veh/h 85 512 0 2 563 138 0 0 0 162 0 36
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 1 1 0 0 1 1 0 0 0 0 0 0
Cap, veh/h 262 1411 0 82 1437 350 0 312 0 355 3 47
Arrive On Green 0.56 0.56 0.00 0.56 0.56 0.56 0.00 0.00 0.00 0.18 0.00 0.18
Sat Flow, veh/h 284 2607 0 1 2574 627 0 1750 0 1170 17 264
Grp Volume(v), veh/h 292 305 0 380 0 323 0 0 0 198 0 0
Grp Sat Flow(s),veh/h/ln 1311 1501 0 1735 0 1467 0 1750 0 1451 0 0
Q Serve(g_s), s 0.2 5.0 0.0 0.0 0.0 5.6 0.0 0.0 0.0 5.7 0.0 0.0
Cycle Q Clear(g_c), s 5.8 5.0 0.0 5.5 0.0 5.6 0.0 0.0 0.0 5.8 0.0 0.0
Prop In Lane 0.29 0.00 0.01 0.43 0.00 0.00 0.82 0.18
Lane Grp Cap(c), veh/h 835 838 0 1049 0 819 0 312 0 405 0 0
V/C Ratio(X) 0.35 0.36 0.00 0.36 0.00 0.39 0.00 0.00 0.00 0.49 0.00 0.00
Avail Cap(c_a), veh/h 1287 1377 0 1670 0 1346 0 863 0 861 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 5.3 5.5 0.0 5.6 0.0 5.6 0.0 0.0 0.0 17.5 0.0 0.0
Incr Delay (d2), s/veh 0.3 0.3 0.0 0.2 0.0 0.3 0.0 0.0 0.0 0.9 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 1.1 0.0 1.4 0.0 1.2 0.0 0.0 0.0 1.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.5 5.8 0.0 5.8 0.0 5.9 0.0 0.0 0.0 18.4 0.0 0.0
LnGrp LOS A A A A A A A A A B A A
Approach Vol, veh/h 597 703 0 198
Approach Delay, s/veh 5.6 5.9 0.0 18.4
Approach LOS A A B
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 30.9 13.9 30.9 13.9
Change Period (Y+Rc), s 5.9 5.9 5.9 5.9
Max Green Setting (Gmax), s 41.1 22.1 41.1 22.1
Max Q Clear Time (g_c+I1), s 7.8 7.8 7.6 0.0
Green Ext Time (p_c), s 4.8 0.9 5.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
HCM 6th TWSC
11: Site Access & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 9
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 169 19 15 255 18 9
Future Vol, veh/h 169 19 15 255 18 9
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 184 21 16 277 20 10
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 205 0 504 195
Stage 1 - - - - 195 -
Stage 2 - - - - 309 -
Critical Hdwy - - 4.1 - 6.4 6.2
Critical Hdwy Stg 1 - - - - 5.4 -
Critical Hdwy Stg 2 - - - - 5.4 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1378 - 531 851
Stage 1 - - - - 843 -
Stage 2 - - - - 749 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1378 - 524 851
Mov Cap-2 Maneuver - - - - 524 -
Stage 1 - - - - 843 -
Stage 2 - - - - 739 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 11.3
HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 601 - - 1378 -
HCM Lane V/C Ratio 0.049 - - 0.012 -
HCM Control Delay (s) 11.3 - - 7.6 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.2 - - 0 -
Queues
14: N Rouse Ave & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 10
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 35 41 28 49 50 203 30 452 129 486
v/c Ratio 0.12 0.20 0.12 0.16 0.25 0.58 0.06 0.61 0.26 0.55
Control Delay 22.4 34.6 1.0 22.8 35.2 13.0 6.9 20.9 7.7 17.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 22.4 34.6 1.0 22.8 35.2 13.0 6.9 20.9 7.7 17.1
Queue Length 50th (ft) 12 18 0 17 21 0 5 156 22 166
Queue Length 95th (ft) 36 51 0 47 60 62 17 300 52 309
Internal Link Dist (ft) 417 555 998 975
Turn Bay Length (ft) 80 80 80 80 30 30
Base Capacity (vph) 630 870 771 649 870 826 846 1115 784 1094
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 0.06 0.05 0.04 0.08 0.06 0.25 0.04 0.41 0.16 0.44
Intersection Summary
HCM 6th Signalized Intersection Summary
14: N Rouse Ave & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 32 38 26 45 46 187 28 382 34 119 389 58
Future Volume (veh/h) 32 38 26 45 46 187 28 382 34 119 389 58
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.97
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1709 1709 1695 1750 1709 1723 1750 1723 1750 1723 1709 1723
Adj Flow Rate, veh/h 35 41 28 49 50 203 30 415 37 129 423 63
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 3 4 0 3 2 0 2 0 2 3 2
Cap, veh/h 352 301 252 399 317 269 354 614 55 397 630 94
Arrive On Green 0.04 0.18 0.18 0.05 0.19 0.19 0.03 0.39 0.39 0.07 0.44 0.44
Sat Flow, veh/h 1628 1709 1429 1667 1709 1452 1667 1555 139 1641 1447 216
Grp Volume(v), veh/h 35 41 28 49 50 203 30 0 452 129 0 486
Grp Sat Flow(s),veh/h/ln 1628 1709 1429 1667 1709 1452 1667 0 1694 1641 0 1663
Q Serve(g_s), s 1.1 1.3 1.0 1.5 1.6 8.4 0.7 0.0 14.0 2.8 0.0 14.8
Cycle Q Clear(g_c), s 1.1 1.3 1.0 1.5 1.6 8.4 0.7 0.0 14.0 2.8 0.0 14.8
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 0.13
Lane Grp Cap(c), veh/h 352 301 252 399 317 269 354 0 668 397 0 723
V/C Ratio(X) 0.10 0.14 0.11 0.12 0.16 0.75 0.08 0.00 0.68 0.33 0.00 0.67
Avail Cap(c_a), veh/h 961 925 773 1007 925 786 984 0 1176 950 0 1155
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.1 22.0 21.9 19.8 21.7 24.4 11.8 0.0 15.8 11.4 0.0 14.3
Incr Delay (d2), s/veh 0.1 0.2 0.2 0.1 0.2 4.3 0.1 0.0 1.2 0.5 0.0 1.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.4 0.5 0.4 0.6 0.6 3.1 0.2 0.0 5.1 1.0 0.0 5.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 22.2 22.1 19.9 21.9 28.7 11.9 0.0 17.1 11.8 0.0 15.4
LnGrp LOS C C C B C C B A B B A B
Approach Vol, veh/h 104 302 482 615
Approach Delay, s/veh 21.5 26.1 16.7 14.6
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.6 31.0 6.9 16.9 6.1 33.6 6.3 17.5
Change Period (Y+Rc), s 4.0 6.0 4.0 * 5.7 4.0 6.0 4.0 * 5.7
Max Green Setting (Gmax), s 26.0 44.0 26.0 * 34 26.0 44.0 26.0 * 34
Max Q Clear Time (g_c+I1), s 4.8 16.0 3.5 3.3 2.7 16.8 3.1 10.4
Green Ext Time (p_c), s 0.3 3.3 0.1 0.3 0.0 3.6 0.1 1.0
Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
HCM 6th AWSC
19: N. Wallace Ave & E Peach St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 12
Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 85 20 10 110 66 11 62 10 66 94 56
Future Vol, veh/h 38 85 20 10 110 66 11 62 10 66 94 56
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 0 4 5 0 1 0 10 0 0 2 2 0
Mvmt Flow 41 92 22 11 120 72 12 67 11 72 102 61
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.3 9.5 9 10.1
HCM LOS A A A B
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 13% 27% 5% 31%
Vol Thru, % 75% 59% 59% 44%
Vol Right, % 12% 14% 35% 26%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 83 143 186 216
LT Vol 11 38 10 66
Through Vol 62 85 110 94
RT Vol 10 20 66 56
Lane Flow Rate 90 155 202 235
Geometry Grp 1 1 1 1
Degree of Util (X) 0.13 0.212 0.264 0.314
Departure Headway (Hd) 5.181 4.918 4.695 4.807
Convergence, Y/N Yes Yes Yes Yes
Cap 686 723 758 742
Service Time 3.264 2.992 2.764 2.876
HCM Lane V/C Ratio 0.131 0.214 0.266 0.317
HCM Control Delay 9 9.3 9.5 10.1
HCM Lane LOS A A A B
HCM 95th-tile Q 0.4 0.8 1.1 1.3
Queues
22: E Main St & N Rouse Ave 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 13
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 365 538 194 123 174
v/c Ratio 0.29 0.36 0.49 0.25 0.23
Control Delay 13.6 12.5 23.1 9.9 5.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.6 12.5 23.1 9.9 5.2
Queue Length 50th (ft) 43 58 55 22 12
Queue Length 95th (ft) 86 112 114 49 42
Internal Link Dist (ft) 314 1464 268 295
Turn Bay Length (ft) 50
Base Capacity (vph) 1628 1890 694 521 1091
Starvation Cap Reductn 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0
Reduced v/c Ratio 0.22 0.28 0.28 0.24 0.16
Intersection Summary
HCM 6th Signalized Intersection Summary
22: E Main St & N Rouse Ave 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 58 258 20 16 355 124 34 128 17 113 60 100
Future Volume (veh/h) 58 258 20 16 355 124 34 128 17 113 60 100
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1723 1709 1750 1750 1736 1709 1750 1695 1750 1750 1750 1750
Adj Flow Rate, veh/h 63 280 22 17 386 135 37 139 18 123 65 109
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 3 0 0 1 3 0 4 0 0 0 0
Cap, veh/h 227 911 74 92 949 321 125 254 30 538 213 357
Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.20 0.20 0.20 0.08 0.36 0.36
Sat Flow, veh/h 313 2236 181 36 2330 787 186 1257 148 1667 587 985
Grp Volume(v), veh/h 180 0 185 291 0 247 194 0 0 123 0 174
Grp Sat Flow(s),veh/h/ln 1208 0 1523 1715 0 1438 1590 0 0 1667 0 1573
Q Serve(g_s), s 0.4 0.0 4.0 0.0 0.0 6.0 1.6 0.0 0.0 2.7 0.0 3.9
Cycle Q Clear(g_c), s 6.4 0.0 4.0 5.9 0.0 6.0 5.3 0.0 0.0 2.7 0.0 3.9
Prop In Lane 0.35 0.12 0.06 0.55 0.19 0.09 1.00 0.63
Lane Grp Cap(c), veh/h 591 0 620 776 0 586 409 0 0 538 0 570
V/C Ratio(X) 0.30 0.00 0.30 0.38 0.00 0.42 0.47 0.00 0.00 0.23 0.00 0.31
Avail Cap(c_a), veh/h 868 0 949 1139 0 897 761 0 0 679 0 1060
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 9.7 0.0 9.8 10.4 0.0 10.4 17.7 0.0 0.0 12.2 0.0 11.2
Incr Delay (d2), s/veh 0.3 0.0 0.3 0.3 0.0 0.5 0.9 0.0 0.0 0.2 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 0.0 1.2 2.0 0.0 1.7 1.9 0.0 0.0 0.9 0.0 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.0 0.0 10.1 10.7 0.0 10.9 18.5 0.0 0.0 12.4 0.0 11.5
LnGrp LOS A A B B A B B A A B A B
Approach Vol, veh/h 365 538 194 297
Approach Delay, s/veh 10.0 10.8 18.5 11.9
Approach LOS B B B B
Timer - Assigned Phs 2 4 6 7 8
Phs Duration (G+Y+Rc), s 25.4 23.7 25.4 7.9 15.8
Change Period (Y+Rc), s 5.4 5.9 5.4 4.0 5.9
Max Green Setting (Gmax), s 30.6 33.1 30.6 8.0 21.1
Max Q Clear Time (g_c+I1), s 8.4 5.9 8.0 4.7 7.3
Green Ext Time (p_c), s 2.4 1.1 3.6 0.1 0.9
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
HCM 6th AWSC
28: N. Wallace Ave & E Tamarack St 02/08/2022
Nest Brewery Site 01/18/2022 PM Peak Future (2024)Synchro 10 Report
Page 15
Intersection
Intersection Delay, s/veh10.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 109 23 47 1 17 13 77 100 3 15 150 175
Future Vol, veh/h 109 23 47 1 17 13 77 100 3 15 150 175
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 3 0 0 0 0 0 0 0 0 0 1 2
Mvmt Flow 118 25 51 1 18 14 84 109 3 16 163 190
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.4 8.6 9.9 11.2
HCM LOS B A A B
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 43% 61% 3% 4%
Vol Thru, % 56% 13% 55% 44%
Vol Right, % 2% 26% 42% 51%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 180 179 31 340
LT Vol 77 109 1 15
Through Vol 100 23 17 150
RT Vol 3 47 13 175
Lane Flow Rate 196 195 34 370
Geometry Grp 1 1 1 1
Degree of Util (X) 0.271 0.283 0.05 0.456
Departure Headway (Hd) 4.993 5.229 5.35 4.446
Convergence, Y/N Yes Yes Yes Yes
Cap 712 679 673 806
Service Time 3.071 3.318 3.35 2.509
HCM Lane V/C Ratio 0.275 0.287 0.051 0.459
HCM Control Delay 9.9 10.4 8.6 11.2
HCM Lane LOS A B A B
HCM 95th-tile Q 1.1 1.2 0.2 2.4
APPENDIX D TRAFFIC SIGNAL WARRANT WORKSHEETS
x x x x
x x x x
x x x x
x x x x
-- -- -- --
x x x x
x x x x
x x x x
-- -- -- --
Yes
No x x x x
E Peach Street &
N Wallace Avenue
Future Volumes (2024)
TRAFFIC SIGNAL WARRANTS
8. Roadway Network
N Wallace Avenue &
E Tamarack Street
N Wallace Avenue &
E Tamarack Street
E Peach Street &
N Wallace Avenue
Existing Volumes (2021)
Signals Warranted
1. Eight-Hour Vehicular Volume
2. Four-Hour Vehicular Volume
3. Peak Hour
4. Pedestrian Volume
5. School Crossing
6. Coordinated Signal System
7. Crash History
9. Intersection Near a Grade Crossing
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Existing (2021)
Hour
Begin NB SB EB WB
0:00 1 1 2 0 2 2
1:00 2 2 3 1 4 3
2:00 2 0 3 0 2 3
3:00 1 5 0 0 6 0
4:00 1 3 2 0 4 2
5:00 11 15 17 1 26 17
6:00 36 19 27 4 55 27
7:00 54 56 62 14 110 62
8:00 83 67 88 18 150 88
9:00 74 57 84 32 131 84
10:00 80 78 75 33 158 75
11:00 80 80 77 33 160 77
12:00 106 83 110 46 189 110
13:00 86 61 82 26 147 82
14:00 112 72 84 35 184 84
15:00 83 68 83 33 151 83
16:00 101 86 64 34 187 64
17:00 110 92 69 25 202 69
18:00 77 40 63 22 117 63
19:00 55 46 42 12 101 42
20:00 29 25 25 10 54 25
21:00 24 22 16 10 46 16
22:00 15 8 2 13 23 13
23:00 7 1 8 0 8 8
TOTAL 1230 987 1088 402 2217 1099
Condition A - Minimum Vehicular Volume (100% Columns):
No (0 hrs)
Condition B - Interruption of Continuous Traffic (100% Columns):
No (0 hrs)
Combination of Conditions A & B (80% Columns):
No (0 hrs)
No (0 hrs)
Warrant 1 Satisfied?No
Warrant 1: Eight-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Major Street Total > 500 and Higher Minor Street Total > 150 for 8 hours?
Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours?
Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours?
Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours?
Higher Volume
Minor
Approach
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Design Year (2024)
Hour
Begin NB SB EB WB
0:00 2 3 5 0 5 5
1:00 3 5 8 1 8 8
2:00 3 0 8 0 3 8
3:00 2 13 0 0 15 0
4:00 2 8 5 0 10 5
5:00 19 40 45 1 59 45
6:00 63 51 71 4 114 71
7:00 94 150 163 15 244 163
8:00 144 179 231 19 323 231
9:00 129 153 220 34 282 220
10:00 139 209 197 35 348 197
11:00 139 214 202 35 353 202
12:00 185 222 288 49 407 288
13:00 150 163 215 27 313 215
14:00 195 193 220 37 388 220
15:00 144 182 218 35 326 218
16:00 176 230 168 36 406 168
17:00 192 246 181 26 438 181
18:00 134 107 165 23 241 165
19:00 96 123 110 13 219 110
20:00 50 67 66 11 117 66
21:00 42 59 42 11 101 42
22:00 26 21 5 14 47 14
23:00 12 3 21 0 15 21
TOTAL 2141 2641 2854 426 4782 2863
Condition A - Minimum Vehicular Volume (100% Columns):
No (0 hrs)
Condition B - Interruption of Continuous Traffic (100% Columns):
No (0 hrs)
Combination of Conditions A & B (80% Columns):
No (3 hrs)
No (0 hrs)
Warrant 1 Satisfied?No
Warrant 1: Eight-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Major Street Total > 500 and Higher Minor Street Total > 150 for 8 hours?
Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours?
Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours?
Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours?
Higher Volume
Minor
Approach
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Existing (2021)
Hour
Begin NB SB EB WB
0:00 1 1 2 0 2 2
1:00 2 2 3 1 4 3
2:00 2 0 3 0 2 3
3:00 1 5 0 0 6 0
4:00 1 3 2 0 4 2
5:00 11 15 17 1 26 17
6:00 36 19 27 4 55 27
7:00 54 56 62 14 110 62
8:00 83 67 88 18 150 88
9:00 74 57 84 32 131 84
10:00 80 78 75 33 158 75
11:00 80 80 77 33 160 77
12:00 106 83 110 46 189 110
13:00 86 61 82 26 147 82
14:00 112 72 84 35 184 84
15:00 83 68 83 33 151 83
16:00 101 86 64 34 187 64
17:00 110 92 69 25 202 69
18:00 77 40 63 22 117 63
19:00 55 46 42 12 101 42
20:00 29 25 25 10 54 25
21:00 24 22 16 10 46 16
22:00 15 8 2 13 23 13
23:00 7 1 8 0 8 8
TOTAL 1230 987 1088 402 2217 1099
Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs)
Warrant 2 Satisfied?No
Warrant 2: Four-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Higher Volume
Minor
Approach
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Design Year (2024)
Hour
Begin NB SB EB WB
0:00 2 3 5 0 5 5
1:00 3 5 8 1 8 8
2:00 3 0 8 0 3 8
3:00 2 13 0 0 15 0
4:00 2 8 5 0 10 5
5:00 19 40 45 1 59 45
6:00 63 51 71 4 114 71
7:00 94 150 163 15 244 163
8:00 144 179 231 19 323 231
9:00 129 153 220 34 282 220
10:00 139 209 197 35 348 197
11:00 139 214 202 35 353 202
12:00 185 222 288 49 407 288
13:00 150 163 215 27 313 215
14:00 195 193 220 37 388 220
15:00 144 182 218 35 326 218
16:00 176 230 168 36 406 168
17:00 192 246 181 26 438 181
18:00 134 107 165 23 241 165
19:00 96 123 110 13 219 110
20:00 50 67 66 11 117 66
21:00 42 59 42 11 101 42
22:00 26 21 5 14 47 14
23:00 12 3 21 0 15 21
TOTAL 2141 2641 2854 426 4782 2863
Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs)
Warrant 2 Satisfied?No
Warrant 2: Four-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Higher Volume
Minor
Approach
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Existing (2021)
Category A:Peak Period: PM
Total stopped time delay for minor approach > 4 veh-hrs?No (0.19)
High minor approach volume > 100 for peak hour?No (90)
Total entering volume > 800 for peak hour?No (318)
Category A warrant satisfied?No
Category B:
Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No
Warrant 3 Satisfied?No
Total Volume of Major Approaches (vehs) 218
High Minor Approach Volume (vehs) 71
Total Entering Volume (vehs) 318
Total Entering Volume (vehs) 258
PM Peak Hour 4:30-5:30 PM
High Minor Total Stopped Time Delay (hrs) 0.16
8:15-9:15 AM
High Minor Total Stopped Time Delay (hrs) 0.19
Total Volume of Major Approaches (vehs) 143
High Minor Approach Volume (vehs) 90
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
AM Peak Hour
Warrant 3: Peak Hour
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Design Year (2024)
Category A:Peak Period: PM
Total stopped time delay for minor approach > 4 veh-hrs?No (0.52)
High minor approach volume > 100 for peak hour?Yes (179)
Total entering volume > 800 for peak hour?No (730)
Category A warrant satisfied?No
Category B:
Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No
Warrant 3 Satisfied?No
730
179
520
0.52
4:30 - 5:30 PM
535
Total Volume of Major Approaches (vehs)
High Minor Approach Volume (vehs)
Total Entering Volume (vehs)
Total Entering Volume (vehs)
PM Peak Hour
High Minor Total Stopped Time Delay (hrs)
8:15 - 5:15 AM
High Minor Total Stopped Time Delay (hrs) 0.70
Total Volume of Major Approaches (vehs) 266
High Minor Approach Volume (vehs) 243
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
AM Peak Hour
Warrant 3: Peak Hour
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Design Year (2024)
This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians
experience excessive delay in crossing the major street.
Hour
Begin
0:00 5 0
1:00 8 0
2:00 3 0
3:00 15 0
4:00 10 1
5:00 59 1
6:00 114 2
7:00 244 12
8:00 323 4
9:00 282 4
10:00 348 6
11:00 353 9
12:00 407 11
13:00 313 15
14:00 388 4
15:00 326 6
16:00 406 6
17:00 438 13
18:00 241 2
19:00 219 17 For each of any 4 hours of an average day, do the plotted points representing
20:00 117 2 representing the vehicles per hour on the major street and the corresponding
21:00 101 1 pedestrians per hour crossing the major street fall above the curve in
22:00 47 4 Figure 4C-5?No
23:00 15 0
TOTAL 4,782 120 For 1 hour of an average day, does the plotted point representing vehicles per
hour on the major street and the corresponding pedestrians per hour crossing
the major street fall above the curve in Figure 4C-7?No
Warrant 4 Satisfied?No
Warrant 4: Pedestrian Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Major Street
Total Traffic
Pedestrian Volume
Crossing Major Street
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Existing (2021)
This warrant is intended for application where the fact that school children (elementary through high school
students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall
not be applied at locations where the distance to the nearest traffic control signal along the major street is less
than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic.
Is the number of adequate gaps in the major crossing traffic steam during the primary crossing
period less than the number of minutes in that crossing period?N/A
Do 20 or more students cross at this location during the highest crossing hour?N/A
Warrant 5 Satisfied?N/A
Are any adjacent traffic signals located so far away that they do not provide a necessary degree of
platooning and/or progressive operation?No
Warrant 6 Satisfied?No
This warrant is intended for application where the severity and frequency of crashes are the principal reasons to
consider installing a traffic control signal
Have adequate trials of alternatives failed to reduce the crash frequency?N/A
Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month
period?No
Is Condition A criterion met for 80% columns of Warrant 1 met?No
Is Condition B criterion met for 80% columns of Warrant 1 met?No
Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4?
No
Warrant 7 Satisfied?No
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Warrant 7: Crash Experience
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 5: School Crossing
Warrant 6: Coordinated Signal System
This warrant is intended for application where installation of a traffic signal would help to provide proper
platooning of vehicles and therefore provide progressive movement in a coordinated signal system.
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Design Year (2024)
This warrant is intended for application where the fact that school children (elementary through high school
students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall
not be applied at locations where the distance to the nearest traffic control signal along the major street is less
than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic.
Is the number of adequate gaps in the major crossing traffic steam during the primary crossing
period less than the number of minutes in that crossing period?N/A
Do 20 or more students cross at this location during the highest crossing hour?N/A
Warrant 5 Satisfied?N/A
Are any adjacent traffic signals located so far away that they do not provide a necessary degree of
platooning and/or progressive operation?No
Warrant 6 Satisfied?No
This warrant is intended for application where the severity and frequency of crashes are the principal reasons to
consider installing a traffic control signal
Have adequate trials of alternatives failed to reduce the crash frequency?N/A
Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month
period?No
Is Condition A criterion met for 80% columns of Warrant 1 met?No
Is Condition B criterion met for 80% columns of Warrant 1 met?No
Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4?
No
Warrant 7 Satisfied?No
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Warrant 7: Crash Experience
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 5: School Crossing
Warrant 6: Coordinated Signal System
This warrant is intended for application where installation of a traffic signal would help to provide proper
platooning of vehicles and therefore provide progressive movement in a coordinated signal system.
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Existing (2021)
This warrant is intended for application where installation of a traffic signal could be justified in order to
encourage concentration and organization of traffic flow on a roadway network
Do two or more of the intersecting routes at this location have at least one of the following
characteristics:
A. It is part of the street or highway system that serves as the principal roadway
network for through traffic flow; or
B. It includes rural or suburban highways outside, entering, or traversing a City; or
C. It appears as a major route on an official plan.
No
Does this intersection have an existing or immediately projected total entering volume of a least
1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that
meets one or more of Warrants 1, 2, and 3 during an average weekday?No
Does this intersection have an existing or immediately projected total entering volume of at least
1000 vph for each of any 5 hours of a Saturday or Sunday?N/A
Warrant 8 Satisfied?No
This warrant is intended for application where none of the conditions described in the other eight traffic signal
warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled
by a STOP or YIELD sign is the principal reason to consider installing a traffic signal.
Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the
center of the track nearest to the intersection is within 140 feet of the stop or yield line?
No
During the highest traffic volume hour during which the rail traffic uses the crossing, does the
plotted point representing vehicles per hour on the major street and the corresponding vehicles
per hour on the minor-street approach that crosses the track fall above the applicable curve in
Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes
over the track and the distance D, which is the clear storage distance?N/A
Warrant 9 Satisfied?N/A
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 8: Roadway Network
Warrant 9: Intersection Near a Grade Crossing
Sanderson Stewart
2/8/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
N Wallace Avenue
E Tamarack Street
Analysis Year/Case: Design Year (2024)
This warrant is intended for application where installation of a traffic signal could be justified in order to
encourage concentration and organization of traffic flow on a roadway network
Do two or more of the intersecting routes at this location have at least one of the following
characteristics:
A. It is part of the street or highway system that serves as the principal roadway
network for through traffic flow; or
B. It includes rural or suburban highways outside, entering, or traversing a City; or
C. It appears as a major route on an official plan.
No
Does this intersection have an existing or immediately projected total entering volume of a least
1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that
meets one or more of Warrants 1, 2, and 3 during an average weekday?No
Does this intersection have an existing or immediately projected total entering volume of at least
1000 vph for each of any 5 hours of a Saturday or Sunday?N/A
Warrant 8 Satisfied?No
This warrant is intended for application where none of the conditions described in the other eight traffic signal
warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled
by a STOP or YIELD sign is the principal reason to consider installing a traffic signal.
Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the
center of the track nearest to the intersection is within 140 feet of the stop or yield line?
No
During the highest traffic volume hour during which the rail traffic uses the crossing, does the
plotted point representing vehicles per hour on the major street and the corresponding vehicles
per hour on the minor-street approach that crosses the track fall above the applicable curve in
Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes
over the track and the distance D, which is the clear storage distance?N/A
Warrant 9 Satisfied?N/A
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 8: Roadway Network
Warrant 9: Intersection Near a Grade Crossing
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Existing (2021)
Hour
Begin NB SB EB WB
0:00 4 0 8 4 12 4
1:00 0 1 3 7 10 1
2:00 1 2 1 3 4 2
3:00 1 2 2 1 3 2
4:00 1 2 4 2 6 2
5:00 12 13 18 11 29 13
6:00 24 19 30 32 62 24
7:00 50 70 91 60 151 70
8:00 64 71 105 96 201 71
9:00 64 88 100 71 171 88
10:00 71 85 93 79 172 85
11:00 66 100 90 101 191 100
12:00 80 128 123 120 243 128
13:00 75 82 94 97 191 82
14:00 59 94 86 136 222 94
15:00 58 84 85 122 207 84
16:00 59 109 105 126 231 109
17:00 62 117 110 156 266 117
18:00 50 54 78 95 173 54
19:00 37 49 51 69 120 49
20:00 28 36 35 43 78 36
21:00 17 27 17 27 44 27
22:00 12 11 9 7 16 12
23:00 5 6 9 11 20 6
TOTAL 900 1250 1347 1476 2823 1260
Condition A - Minimum Vehicular Volume (100% Columns):
No (0 hrs)
Condition B - Interruption of Continuous Traffic (100% Columns):
No (0 hrs)
Combination of Conditions A & B (80% Columns):
No (0 hrs)
No (0 hrs)
Warrant 1 Satisfied?No
Major Street Total > 500 and Higher Minor Street Total > 150 for 8 hours?
Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours?
Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours?
Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours?
Higher Volume
Minor
Approach
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Warrant 1: Eight-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Design Year (2024)
Hour
Begin NB SB EB WB
0:00 6 0 11 5 16 6
1:00 0 2 4 8 12 2
2:00 1 3 1 3 4 3
3:00 1 3 3 1 4 3
4:00 1 3 5 2 7 3
5:00 18 21 25 13 38 21
6:00 35 30 41 37 78 35
7:00 74 111 124 70 194 111
8:00 94 112 143 112 255 112
9:00 94 139 136 83 219 139
10:00 105 135 127 92 219 135
11:00 97 158 123 118 241 158
12:00 118 203 168 140 308 203
13:00 111 130 128 113 241 130
14:00 87 149 117 158 275 149
15:00 86 133 116 142 258 133
16:00 87 173 143 147 290 173
17:00 92 185 150 181 331 185
18:00 74 85 106 111 217 85
19:00 55 78 69 80 149 78
20:00 41 57 48 50 98 57
21:00 25 43 23 31 54 43
22:00 18 17 12 8 20 18
23:00 7 9 12 13 25 9
TOTAL 1327 1979 1835 1718 3553 1991
Condition A - Minimum Vehicular Volume (100% Columns):
No (0 hrs)
Condition B - Interruption of Continuous Traffic (100% Columns):
No (0 hrs)
Combination of Conditions A & B (80% Columns):
No (0 hrs)
No (0 hrs)
Warrant 1 Satisfied?No
Major Street Total > 500 and Higher Minor Street Total > 150 for 8 hours?
Major Street Total > 750 and Higher Minor Street Total > 75 for 8 hours?
Major Street Total > 400 and Higher Minor Street Total > 120 for 8 hours?
Major Street Total > 600 and Higher Minor Street Total > 60 for 8 hours?
Higher Volume
Minor
Approach
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Warrant 1: Eight-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Existing (2021)
Hour
Begin NB SB EB WB
0:00 4 0 8 4 12 4
1:00 0 1 3 7 10 1
2:00 1 2 1 3 4 2
3:00 1 2 2 1 3 2
4:00 1 2 4 2 6 2
5:00 12 13 18 11 29 13
6:00 24 19 30 32 62 24
7:00 50 70 91 60 151 70
8:00 64 71 105 96 201 71
9:00 64 88 100 71 171 88
10:00 71 85 93 79 172 85
11:00 66 100 90 101 191 100
12:00 80 128 123 120 243 128
13:00 75 82 94 97 191 82
14:00 59 94 86 136 222 94
15:00 58 84 85 122 207 84
16:00 59 109 105 126 231 109
17:00 62 117 110 156 266 117
18:00 50 54 78 95 173 54
19:00 37 49 51 69 120 49
20:00 28 36 35 43 78 36
21:00 17 27 17 27 44 27
22:00 12 11 9 7 16 12
23:00 5 6 9 11 20 6
TOTAL 900 1250 1347 1476 2823 1260
Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs)
Warrant 2 Satisfied?No
Higher Volume
Minor
Approach
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Warrant 2: Four-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Design Year (2024)
Hour
Begin NB SB EB WB
0:00 6 0 11 5 16 6
1:00 0 2 4 8 12 2
2:00 1 3 1 3 4 3
3:00 1 3 3 1 4 3
4:00 1 3 5 2 7 3
5:00 18 21 25 13 38 21
6:00 35 30 41 37 78 35
7:00 74 111 124 70 194 111
8:00 94 112 143 112 255 112
9:00 94 139 136 83 219 139
10:00 105 135 127 92 219 135
11:00 97 158 123 118 241 158
12:00 118 203 168 140 308 203
13:00 111 130 128 113 241 130
14:00 87 149 117 158 275 149
15:00 86 133 116 142 258 133
16:00 87 173 143 147 290 173
17:00 92 185 150 181 331 185
18:00 74 85 106 111 217 85
19:00 55 78 69 80 149 78
20:00 41 57 48 50 98 57
21:00 25 43 23 31 54 43
22:00 18 17 12 8 20 18
23:00 7 9 12 13 25 9
TOTAL 1327 1979 1835 1718 3553 1991
Meets warrant criteria on graph for minimum of 4 hours (100% thresholds)?No (0 hrs)
Warrant 2 Satisfied?No
Higher Volume
Minor
Approach
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Avg. Entering Volume
Major Street
Total (Both
Approaches)
Warrant 2: Four-Hour Vehicular Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Existing (2021)
Category A:Peak Period: PM
Total stopped time delay for minor approach > 4 veh-hrs?No (0.30)
High minor approach volume > 100 for peak hour?Yes (125)
Total entering volume > 800 for peak hour?No (451)
Category A warrant satisfied?No
Category B:
Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No
Warrant 3 Satisfied?No
Warrant 3: Peak Hour
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
AM Peak Hour 8:15-9:15 AM
High Minor Total Stopped Time Delay (hrs) 0.17
Total Volume of Major Approaches (vehs) 196
High Minor Approach Volume (vehs) 74
Total Entering Volume (vehs) 341
PM Peak Hour 4:30-5:30 PM
High Minor Total Stopped Time Delay (hrs) 0.30
Total Volume of Major Approaches (vehs) 271
High Minor Approach Volume (vehs) 125
Total Entering Volume (vehs) 451
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Design Year (2024)
Category A:Peak Period: PM
Total stopped time delay for minor approach > 4 veh-hrs?No (0.61)
High minor approach volume > 100 for peak hour?Yes (216)
Total entering volume > 800 for peak hour?No (628)
Category A warrant satisfied?No
Category B:
Meets warrant criteria on graph for minimum of one hour (100% thresholds)?No
Warrant 3 Satisfied?No
Warrant 3: Peak Hour
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
AM Peak Hour 8:15 - 5:15 AM
High Minor Total Stopped Time Delay (hrs) 0.25
Total Volume of Major Approaches (vehs) 256
High Minor Approach Volume (vehs) 103
Total Volume of Major Approaches (vehs)
High Minor Approach Volume (vehs)
Total Entering Volume (vehs)
Total Entering Volume (vehs)
PM Peak Hour
High Minor Total Stopped Time Delay (hrs)
628
216
329
0.61
4:30 - 5:30 PM
458
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Design Year (2024)
This warrant is intended for application where the traffic volume on a major street is so heavy that pedestrians
experience excessive delay in crossing the major street.
Hour
Begin
0:00 16 0
1:00 12 0
2:00 4 0
3:00 4 0
4:00 7 1
5:00 38 0
6:00 78 0
7:00 194 37
8:00 255 61
9:00 219 56
10:00 219 55
11:00 241 56
12:00 308 112
13:00 241 73
14:00 275 34
15:00 258 19
16:00 290 10
17:00 331 16
18:00 217 36
19:00 149 21 For each of any 4 hours of an average day, do the plotted points representing
20:00 98 10 representing the vehicles per hour on the major street and the corresponding
21:00 54 2 pedestrians per hour crossing the major street fall above the curve in
22:00 20 2 Figure 4C-5?No
23:00 25 0
TOTAL 3,553 601 For 1 hour of an average day, does the plotted point representing vehicles per
hour on the major street and the corresponding pedestrians per hour crossing
the major street fall above the curve in Figure 4C-7?No
Warrant 4 Satisfied?No
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Major Street
Total Traffic
Pedestrian Volume
Crossing Major Street
Warrant 4: Pedestrian Volume
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Existing (2021)
This warrant is intended for application where the fact that school children (elementary through high school
students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall
not be applied at locations where the distance to the nearest traffic control signal along the major street is less
than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic.
Is the number of adequate gaps in the major crossing traffic steam during the primary crossing
period less than the number of minutes in that crossing period?N/A
Do 20 or more students cross at this location during the highest crossing hour?N/A
Warrant 5 Satisfied?N/A
Are any adjacent traffic signals located so far away that they do not provide a necessary degree of
platooning and/or progressive operation?No
Warrant 6 Satisfied?No
This warrant is intended for application where the severity and frequency of crashes are the principal reasons to
consider installing a traffic control signal
Have adequate trials of alternatives failed to reduce the crash frequency?N/A
Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month
period?No
Is Condition A criterion met for 80% columns of Warrant 1 met?No
Is Condition B criterion met for 80% columns of Warrant 1 met?No
Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4?
No
Warrant 7 Satisfied?No
Jurisdiction:
Warrant 7: Crash Experience
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 5: School Crossing
Warrant 6: Coordinated Signal System
This warrant is intended for application where installation of a traffic signal would help to provide proper
platooning of vehicles and therefore provide progressive movement in a coordinated signal system.
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Design Year (2024)
This warrant is intended for application where the fact that school children (elementary through high school
students) cross the major street is the principle reason to consider installing a traffic signal. This warrant shall
not be applied at locations where the distance to the nearest traffic control signal along the major street is less
than 300 feet, unless it can be shown that the proposed traffic signal would not restrict the progressive movement of traffic.
Is the number of adequate gaps in the major crossing traffic steam during the primary crossing
period less than the number of minutes in that crossing period?N/A
Do 20 or more students cross at this location during the highest crossing hour?N/A
Warrant 5 Satisfied?N/A
Are any adjacent traffic signals located so far away that they do not provide a necessary degree of
platooning and/or progressive operation?No
Warrant 6 Satisfied?No
This warrant is intended for application where the severity and frequency of crashes are the principal reasons to
consider installing a traffic control signal
Have adequate trials of alternatives failed to reduce the crash frequency?N/A
Have 5 or more crashes, of types susceptible to correction by a signal, occurred within a 12-month
period?No
Is Condition A criterion met for 80% columns of Warrant 1 met?No
Is Condition B criterion met for 80% columns of Warrant 1 met?No
Are observed pedestrian volumes equal to or greater than 80% of what is required for Warrant 4?
No
Warrant 7 Satisfied?No
Jurisdiction:
Warrant 7: Crash Experience
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 5: School Crossing
Warrant 6: Coordinated Signal System
This warrant is intended for application where installation of a traffic signal would help to provide proper
platooning of vehicles and therefore provide progressive movement in a coordinated signal system.
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Existing (2021)
This warrant is intended for application where installation of a traffic signal could be justified in order to
encourage concentration and organization of traffic flow on a roadway network
Do two or more of the intersecting routes at this location have at least one of the following
characteristics:
A. It is part of the street or highway system that serves as the principal roadway
network for through traffic flow; or
B. It includes rural or suburban highways outside, entering, or traversing a City; or
C. It appears as a major route on an official plan.
No
Does this intersection have an existing or immediately projected total entering volume of a least
1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that
meets one or more of Warrants 1, 2, and 3 during an average weekday?No
Does this intersection have an existing or immediately projected total entering volume of at least
1000 vph for each of any 5 hours of a Saturday or Sunday?N/A
Warrant 8 Satisfied?No
This warrant is intended for application where none of the conditions described in the other eight traffic signal
warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled
by a STOP or YIELD sign is the principal reason to consider installing a traffic signal.
Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the
center of the track nearest to the intersection is within 140 feet of the stop or yield line?
No
During the highest traffic volume hour during which the rail traffic uses the crossing, does the
plotted point representing vehicles per hour on the major street and the corresponding vehicles
per hour on the minor-street approach that crosses the track fall above the applicable curve in
Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes
over the track and the distance D, which is the clear storage distance?N/A
Warrant 9 Satisfied?N/A
Jurisdiction:
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 8: Roadway Network
Warrant 9: Intersection Near a Grade Crossing
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Sanderson Stewart
2/10/2022
21391
Nest Brewery Development
City of Bozeman/MDT
25 MPH
E Peach Street
N Wallace Avenue
Analysis Year/Case: Design Year (2024)
This warrant is intended for application where installation of a traffic signal could be justified in order to
encourage concentration and organization of traffic flow on a roadway network
Do two or more of the intersecting routes at this location have at least one of the following
characteristics:
A. It is part of the street or highway system that serves as the principal roadway
network for through traffic flow; or
B. It includes rural or suburban highways outside, entering, or traversing a City; or
C. It appears as a major route on an official plan.
No
Does this intersection have an existing or immediately projected total entering volume of a least
1000 vehicles during a weekday typical peak hour and have a 5-year projected traffic volume that
meets one or more of Warrants 1, 2, and 3 during an average weekday?No
Does this intersection have an existing or immediately projected total entering volume of at least
1000 vph for each of any 5 hours of a Saturday or Sunday?N/A
Warrant 8 Satisfied?No
This warrant is intended for application where none of the conditions described in the other eight traffic signal
warrants are met, but the proximity to the intersection of a grade crossing on an intersection approach controlled
by a STOP or YIELD sign is the principal reason to consider installing a traffic signal.
Does a grade crossing exist on an approach controlled by a STOP or YIELD sign whereby the
center of the track nearest to the intersection is within 140 feet of the stop or yield line?
No
During the highest traffic volume hour during which the rail traffic uses the crossing, does the
plotted point representing vehicles per hour on the major street and the corresponding vehicles
per hour on the minor-street approach that crosses the track fall above the applicable curve in
Figure 4C-9 or 4C-10 (whichever is applicable) for the existing combination of approach lanes
over the track and the distance D, which is the clear storage distance?N/A
Warrant 9 Satisfied?N/A
Major Street Speed Limit:
Major Street (Approach Lanes):
Minor Street (Approach Lanes):
Warrant 8: Roadway Network
Warrant 9: Intersection Near a Grade Crossing
General Information
Agency/Company:
Date:
Project Number:
Project Description:
Jurisdiction:
APPENDIX E MULTI-MODAL ANALYSIS GRAPHICS
23
BIKEWAY SELECTION GUIDE |4. BIKEWAY SELECTION
Figure 9:
20 25 30 35 40 45 50 55
10k
9k
8k
7k
6k
5k
4k
3k
2k
1k
0
3 See page 32 for a discussion of alternatives if the preferred bikeway type is not feasible.
Notes