HomeMy WebLinkAbout209 CHERRY STREET - MIXED USE - PDP230006 - SUBMITTAL DOCUMENTS - ROUND 2 - TRAFFIC STUDY
This document, together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the
specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from
Kellar Engineering LLC shall be without liability to Kellar Engineering LLC.
209 Cherry Street Mixed-Use Development
Fort Collins, CO
Traffic Impact Study
KE Job #2023-030
Prepared for:
tribedevco.com
Prepared by:
skellar@kellarengineering.com
www.kellarengineering.com
970.219.1602 phone
April 28, 2023
Sean K. Kellar, PE, PTOE
209 Cherry Street TIS -Page 1
TABLE OF CONTENTS
Page
1.0 Introduction 3
2.0 Existing Conditions and Roadway Network 3
2.1 Recent Traffic Volumes 3
3.0 Proposed Development 6
4.0 Pedestrian Facilities 6
4.1 Trip Generation 6
4.2 Trip Distribution 7
4.3 Traffic Assignment 7
4.4 Short Range and Long Range Total Peak Hour Traffic 7
5.0 Traffic Operation Analysis 8
5.1 Analysis Methodology 8
5.2 Intersection Operational Analysis 8
6.0 Findings 20
List of Figures: Page
Figure 1: Vicinity Map 4
Figure 2: Site Plan 5
Figure 3: Recent Peak Hour Traffic 10
Figure 4: 2025 Background Peak Hour Traffic 11
Figure 5: 2045 Background Peak Hour Traffic 12
Figure 6: Trip Distribution 13
Figure 7: Site Generated Traffic 14
Figure 8: 2025 Short Range Total Peak Hour Traffic 15
Figure 9: 2045 Long Range Total Peak Hour Traffic 16
209 Cherry Street TIS -Page 2
TABLE OF CONTENTS (continued)
List of Tables: Page
Table 1: Trip Generation 9
Table 2: Recent Peak Hour Operations 17
Table 3: 2025 Background Peak Hour LOS Operations 18
Table 4: 2025 Short Range Total Peak Hour LOS Operations 19
Appendices: Page
Appendix A: Recent Traffic Counts 22
Appendix B: Base Assumptions (TIS Scoping Form) 24
Appendix C: Level of Service (LOS) Tables 25
Appendix D: Aerial Image 26
Appendix E: HCM Calculations (Synchro) 28
209 Cherry Street TIS -Page 3
1.0 Introduction
This Traffic Impact Study (TIS) is for the 209 Cherry Street Mixed-Use Development
project located at 209 Cherry Street in Fort Collins, CO. The purpose of this TIS is to
identify project traffic generation characteristics, to identify potential traffic related
impacts on the adjacent street system, and to develop mitigation measures required for
identified traffic impacts.
Kellar Engineering LLC (KE) has prepared the TIS to document the results of anticipated
traffic conditions in accordance with the Larimer County Urban Area Street Standards
(LCUASS) and to identify any projected impacts to the transportation system. The
project is anticipated to generate approximately 825 daily weekday trips, 50 AM total
peak hour trips, and 73 PM total peak hour trips. See Table 1: Trip Generation.
2.0 Existing Conditions and Roadway Network
The project site is located at the southwest quadrant of Cherry Street and Mason Street
in Fort Collins, CO. N. Mason Street is a 2-lane north-south roadway that is classified as
a 2-lane arterial on the City of Fort Collins Master Street Plan. This portion of Mason
Street has a posted speed of 25 mph, bike lanes and a striped center median adjacent
to the project site. Cherry Street is an east-west roadway that is classified as a major
collector on the City of Fort Collins Master Street Plan. Cherry Street has a posted
speed of 25 mph, a continuous two-way left-turn lane (TWLTL), and bike lanes adjacent
to the project site. Additionally, the intersection of Cherry Street and Mason Street has
two-way stop-control with the stop signs facing the north/south approaches.
2.1 Recent Traffic Volumes
Recent peak hour traffic volume counts were conducted using data collection cameras
on Tuesday, 2/21/23. The traffic counts were conducted during the peak hours of
adjacent street traffic in 15-minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to
6:00 PM. These turning movement counts are shown in Figure 3 with the count sheets
provided in Appendix A.
209 Cherry Street TIS -Page 4
Figure 1: Vicinity Map
209 Cherry Street TIS -Page 5
Figure 2: Site Plan
209 Cherry Street TIS -Page 6
3.0 Proposed Development
The proposed project consists of ~114 multifamily dwelling units along with ~ 2,320 SF
of retail. Access to the project site is proposed from a right-in/right-out (RIRO) parking
garage access to Mason Street. See Table 1: Trip Generation and Figure 2: Site Plan.
4.0 Pedestrian Facilities
The proposed project will be responsible for the ultimate public street improvements
adjacent to the property (including sidewalk) per the Larimer County Urban Area Street
Standards (LCUASS). Cherry Street and Mason Street have bike lanes and sidewalks
adjacent to the project. The project’s sidewalk will connect into the existing sidewalk
system in Cherry Street and Mason Street adjacent to the property to provide adequate
pedestrian connectivity per the LCUASS criteria. Also, the project’s sidewalk will tie into
the existing enhanced sidewalk crossing of Cherry Street at the west portion of the site.
See Figure 2: Site Plan.
4.1 Trip Generation
Site generated traffic estimates are determined through a process known as trip
generation. Rates and equations are applied to the proposed land use to estimate traffic
generated by the development during a specific time interval. The acknowledged source
for trip generation rates is the Trip Generation Manual published by the Institute of
Transportation Engineers (ITE). ITE has established trip generation rates in nationwide
studies of similar land uses. For this study, KE used the ITE 11th Edition Trip Generation
Manual average trip rates. Since traffic on the adjacent streets and intersections is
highest during the weekday peak hours, this study analyzed the weekday peak hour
traffic. The proposed project is anticipated to generate approximately 825 daily weekday
trips, 50 AM total peak hour trips, and 73 PM total peak hour trips. See Table 1: Trip
Generation.
209 Cherry Street TIS -Page 7
4.2 Trip Distribution
Distribution of site traffic on the street system was based on the area street system
characteristics, existing traffic patterns and volumes, anticipated surrounding
development areas, and the proposed access system for the project. The directional
distribution of traffic is a means to quantify the percentage of site generated traffic that
approaches the site from a given direction and departs the site back to the original
source. Figure 6 illustrates the trip distribution used for the project’s analysis.
4.3 Traffic Assignment
Traffic assignment was obtained by applying the trip distributions to the estimated trip
generation of the development. Figure 7 shows the site generated peak hour traffic
assignment.
4.4 Short Range and Long Range Total Peak Hour Traffic
Site generated peak hour traffic volumes were added to the background traffic volumes
to represent the estimated traffic conditions for the short range 2025 horizon and long
range 2045 horizon. The background (2025) and short range (2025) total traffic volumes
are shown in Figure 4 and Figure 8 respectively. The long range background (2045) and
long range (2045) total traffic volumes are shown in Figures 5 and 9. The traffic analysis
in this study includes the traffic generated from the proposed development plus the
increase in background traffic of 2% per year per the growth projections from the
NFRMPO (North Front Range Metropolitan Planning Organization).
209 Cherry Street TIS -Page 8
5.0 Traffic Operation Analysis
KE’s analysis of traffic operations in the site vicinity was conducted to determine the
capacity at the identified intersection. The acknowledged source for determining overall
capacity is the Highway Capacity Manual.
5.1 Analysis Methodology
Capacity analysis results are listed in terms of level of service (LOS). LOS is a
qualitative term describing operating conditions a driver will experience while traveling
on a particular street or highway during a specific time interval. LOS ranges from an A
(very little delay) to an F (long delays). A description of the level of service (LOS) for
signalized and unsignalized intersections from the Highway Capacity Manual are
provided in Appendix E.
5.2 Intersection Operational Analysis
Operational analysis was performed for the short range 2025 horizon and the long range
2045 horizon. The calculations for this analysis are provided in Appendix E. Using the
short range total traffic volumes, the project is projected to operate acceptably with all
studied intersections and access points meeting LCUASS LOS criteria. See Table 4:
2025 Short Range Total Peak Hour Operation.
209 Cherry Street TIS -Page 9
Table 1: Trip Generation (ITE Trip Generation, 11th Edition)
ITE
Code Land Use Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips
Size Rate Total Rate % In In % Out Out Total Rate % In In % Out Out Total
221 Multifamily (Mid-Rise) 114 DU * 497 * 23% 9 77% 30 39 * 61% 27 39% 18 45
822 Retail 2.32 KSF * 328 0.84 60% 7 40% 4 11 * 50% 14 50% 14 28
Subtotal 825 16 34 50 41 32 73
Total 825 16 34 50 41 32 73
KSF= Thousand Square Feet
DU = Dwelling Units
*Fitted Curve Equation Used
209 Cherry Street TIS -Page 10
Figure 3: Recent Peak Hour Traffic
209 Cherry Street TIS -Page 11
Figure 4: 2025 Background Traffic
209 Cherry Street TIS -Page 12
Figure 5: 2045 Background Traffic
209 Cherry Street TIS -Page 13
Figure 6: Trip Distribution
209 Cherry Street TIS -Page 14
Figure 7: Site Generated Traffic
209 Cherry Street TIS -Page 15
Figure 8: 2025 Short Range Total Traffic
209 Cherry Street TIS -Page 16
Figure 9: 2045 Long Range Total Traffic
209 Cherry Street TIS -Page 17
Table 2: Recent Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Mason St./Cherry St.
TWSC EB Left A A Y
EB Thru/Right A A Y
EB Approach A A Y
WB Left A A Y
WB Thru/Right A A Y
WB Approach A A Y
NB Left/Thru C C Y
NB Right B B Y
NB Approach B B Y
SB Left/Thru/Right C D Y
SB Approach C D Y
209 Cherry Street TIS -Page 18
Table 3: 2025 Background Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Mason St./Cherry St.
TWSC EB Left A A Y
EB Thru/Right A A Y
EB Approach A A Y
WB Left A A Y
WB Thru/Right A A Y
WB Approach A A Y
NB Left/Thru C C Y
NB Right B B Y
NB Approach B B Y
SB Left/Thru/Right C D Y
SB Approach C D Y
209 Cherry Street TIS -Page 19
Table 4: 2025 Short Range Total Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Mason St./Cherry St.
TWSC EB Left A A Y
EB Thru/Right A A Y
EB Approach A A Y
WB Left A A Y
WB Thru/Right A A Y
WB Approach A A Y
NB Left/Thru C D Y
NB Right B B Y
NB Approach B B Y
SB Left/Thru/Right C D Y
SB Approach C D Y
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Mason St./Garage Access
EB Right A A Y
EB Approach A A Y
NB Thru A A Y
NB Approach A A Y
SB Thru/Right A A Y
SB Approach A A Y
209 Cherry Street TIS -Page 20
6.0 Findings
Based upon the analysis in this study, the proposed project located at 209 Cherry Street in Fort
Collins, CO demonstrates compliance with the standards in the Larimer County Urban Area
Street Standards (LCUASS) for traffic at the time of development.
The findings of the TIS are summarized below:
• The proposed project is anticipated to generate a total of approximately 825 daily
weekday trips, 50 AM total peak hour trips, and 73 PM total peak hour trips.
• The project complies with the Levels of Service (LOS) requirements for traffic, the City of
Fort Collins Transportation Plan, and the Larimer County Urban Area Street Standards
(LCUASS).
• The study intersections will operate acceptably and comply with the intersection levels of
service (LOS) requirements in the LCUASS with the development of the project and
background traffic in the 2025 Short Range Total future.
• The proposed access points will operate appropriately and demonstrate compliance with
the City’s LOS requirements.
• The existing street improvements are sufficient to accommodate the proposed project’s
traffic.
209 Cherry Street TIS -Page 21
APPENDICES:
209 Cherry Street TIS -Page 22
Appendix A: Recent Traffic Counts
209 Cherry Street TIS -Page 23
209 Cherry Street TIS -Page 24
Appendix B: Base Assumptions (TIS Scoping Form)
209 Cherry Street TIS -Page 25
Appendix C: Level of Service (LOS) Table
Level of Service Definitions
Level of Service Signalized Intersection Unsignalized Intersection
(LOS) Average Total Delay Average Total Delay
(sec/veh) (sec/veh)
A ≤ 10 ≤ 10
B > 10 and ≤ 20 > 10 and ≤ 15
C > 20 and ≤ 35 > 15 and ≤ 25
D > 35 and ≤ 55 > 25 and ≤ 35
E > 55 and ≤ 80 > 35 and ≤ 50
F > 80 > 50
LCUASS Table 4-3
209 Cherry Street TIS -Page 26
Appendix D: Aerial Image
Google Maps
209 Cherry Street TIS -Page 27
209 Cherry Street TIS -Page 28
Appendix E: HCM Calculations (Synchro)
Recent AM Peak Hour Kellar Engineering
3: Mason St./Mason Ct. & Cherry St.04/07/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 281 10 38 316 27 3 4 24 10 8 8
Future Vol, veh/h 14 281 10 38 316 27 3 4 24 10 8 8
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 50 ----100---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 15 305 11 41 343 29 3 4 26 11 9 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 372 0 0 316 0 0 790 795 311 796 786 358
Stage 1 ------341341-440440-
Stage 2 ------449454-356346-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1186 - - 1244 - - 308 320 729 305 324 686
Stage 1 ------674639-596578-
Stage 2 ------589569-661635-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1186 - - 1244 - - 287 305 729 281 309 686
Mov Cap-2 Maneuver ------287305-281309-
Stage 1 ------665631-588559-
Stage 2 ------554550-625627-
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.8 11.7 16
HCM LOS B C
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 297 729 1186 - - 1244 - - 355
HCM Lane V/C Ratio 0.026 0.036 0.013 - - 0.033 - - 0.08
HCM Control Delay (s) 17.4 10.1 8.1 - - 8 - - 16
HCM Lane LOS C B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 0 - - 0.1 - - 0.3
Recent PM Peak Hour Kellar Engineering
3: Mason St./Mason Ct. & Cherry St.04/07/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 338 8 36 396 16 15 5 99 35 22 15
Future Vol, veh/h 2 338 8 36 396 16 15 5 99 35 22 15
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 50 ----100---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 367 9 39 430 17 16 5 108 38 24 16
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 447 0 0 376 0 0 913 901 372 949 897 439
Stage 1 ------376376-517517-
Stage 2 ------537525-432380-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1113 - - 1182 - - 254 278 674 240 279 618
Stage 1 ------645616-541534-
Stage 2 ------528529-602614-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1113 - - 1182 - - 225 268 674 193 269 618
Mov Cap-2 Maneuver ------225268-193269-
Stage 1 ------644615-540516-
Stage 2 ------474512-501613-
Approach EB WB NB SB
HCM Control Delay, s 0 0.7 13.2 25.7
HCM LOS B D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 234 674 1113 - - 1182 - - 251
HCM Lane V/C Ratio 0.093 0.16 0.002 - - 0.033 - - 0.312
HCM Control Delay (s) 22 11.4 8.2 - - 8.2 - - 25.7
HCM Lane LOS C B A - - A - - D
HCM 95th %tile Q(veh) 0.3 0.6 0 - - 0.1 - - 1.3
2025 Background AM Peak Hour Kellar Engineering
3: Mason St./Mason Ct. & Cherry St.04/07/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 292 10 40 329 28 3 4 25 10 8 8
Future Vol, veh/h 15 292 10 40 329 28 3 4 25 10 8 8
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 50 ----100---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 16 317 11 43 358 30 3 4 27 11 9 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 388 0 0 328 0 0 823 829 323 829 819 373
Stage 1 ------355355-459459-
Stage 2 ------468474-370360-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1170 - - 1232 - - 292 306 718 290 310 673
Stage 1 ------662630-582566-
Stage 2 ------575558-650626-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1170 - - 1232 - - 272 291 718 266 295 673
Mov Cap-2 Maneuver ------272291-266295-
Stage 1 ------653621-574546-
Stage 2 ------539538-613617-
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.8 11.9 16.6
HCM LOS B C
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 283 718 1170 - - 1232 - - 339
HCM Lane V/C Ratio 0.027 0.038 0.014 - - 0.035 - - 0.083
HCM Control Delay (s) 18.1 10.2 8.1 - - 8 - - 16.6
HCM Lane LOS C B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 0 - - 0.1 - - 0.3
2025 Background PM Peak Hour Kellar Engineering
3: Mason St./Mason Ct. & Cherry St.04/07/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 352 8 37 412 17 16 5 103 36 23 16
Future Vol, veh/h 2 352 8 37 412 17 16 5 103 36 23 16
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 50 ----100---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 383 9 40 448 18 17 5 112 39 25 17
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 466 0 0 392 0 0 950 938 388 987 933 457
Stage 1 ------392392-537537-
Stage 2 ------558546-450396-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1095 - - 1167 - - 240 264 660 226 266 604
Stage 1 ------633606-528523-
Stage 2 ------514518-589604-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1095 - - 1167 - - 210 254 660 179 256 604
Mov Cap-2 Maneuver ------210254-179256-
Stage 1 ------632605-527505-
Stage 2 ------458500-484603-
Approach EB WB NB SB
HCM Control Delay, s 0 0.7 13.6 28.1
HCM LOS B D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 219 660 1095 - - 1167 - - 236
HCM Lane V/C Ratio 0.104 0.17 0.002 - - 0.034 - - 0.345
HCM Control Delay (s) 23.3 11.6 8.3 - - 8.2 - - 28.1
HCM Lane LOS C B A - - A - - D
HCM 95th %tile Q(veh) 0.3 0.6 0 - - 0.1 - - 1.5
2025 Short Range Total AM Peak Hour Kellar Engineering
3: Mason St./Mason Ct. & Cherry St.04/28/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 292 17 49 329 28 3 4 25 10 8 8
Future Vol, veh/h 15 292 17 49 329 28 3 4 25 10 8 8
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 50 ----100---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 16 317 18 53 358 30 3 4 27 11 9 9
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 388 0 0 335 0 0 846 852 326 853 846 373
Stage 1 ------358358-479479-
Stage 2 ------488494-374367-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1170 - - 1224 - - 282 297 715 279 299 673
Stage 1 ------660628-568555-
Stage 2 ------561546-647622-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1170 - - 1224 - - 260 280 715 254 282 673
Mov Cap-2 Maneuver ------260280-254282-
Stage 1 ------651619-560531-
Stage 2 ------521523-610613-
Approach EB WB NB SB
HCM Control Delay, s 0.4 1 12.1 17
HCM LOS B C
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 271 715 1170 - - 1224 - - 327
HCM Lane V/C Ratio 0.028 0.038 0.014 - - 0.044 - - 0.086
HCM Control Delay (s) 18.7 10.2 8.1 - - 8.1 - - 17
HCM Lane LOS C B A - - A - - C
HCM 95th %tile Q(veh) 0.1 0.1 0 - - 0.1 - - 0.3
2025 Short Range Total AM Peak Hour Kellar Engineering
6: Mason St. & Garage Access 04/28/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 2.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 34 0 32 58 16
Future Vol, veh/h 0 34 0 32 58 16
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 2 22222
Mvmt Flow 0 37 0 35 63 17
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 72 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.318 ----
Pot Cap-1 Maneuver 0 990 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 990 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 8.8 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 990 - -
HCM Lane V/C Ratio - 0.037 - -
HCM Control Delay (s) - 8.8 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0.1 - -
2025 Short Range Total PM Peak Hour Kellar Engineering
3: Mason St./Mason Ct. & Cherry St.04/28/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 352 27 59 412 17 16 5 103 36 23 16
Future Vol, veh/h 2 352 27 59 412 17 16 5 103 36 23 16
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 50 ----100---
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 383 29 64 448 18 17 5 112 39 25 17
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 466 0 0 412 0 0 1008 996 398 1045 1001 457
Stage 1 ------402402-585585-
Stage 2 ------606594-460416-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22
Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318
Pot Cap-1 Maneuver 1095 - - 1147 - - 219 244 652 207 243 604
Stage 1 ------625600-497498-
Stage 2 ------484493-581592-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1095 - - 1147 - - 187 230 652 161 229 604
Mov Cap-2 Maneuver ------187230-161229-
Stage 1 ------624599-496470-
Stage 2 ------420465-476591-
Approach EB WB NB SB
HCM Control Delay, s 0 1 14.1 31.8
HCM LOS B D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 196 652 1095 - - 1147 - - 214
HCM Lane V/C Ratio 0.116 0.172 0.002 - - 0.056 - - 0.381
HCM Control Delay (s) 25.8 11.7 8.3 - - 8.3 - - 31.8
HCM Lane LOS D B A - - A - - D
HCM 95th %tile Q(veh) 0.4 0.6 0 - - 0.2 - - 1.7
2025 Short Range Total PM Peak Hour Kellar Engineering
6: Mason St. & Garage Access 04/28/2023
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 1.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 32 0 124 68 41
Future Vol, veh/h 0 32 0 124 68 41
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
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, % 2 22222
Mvmt Flow 0 35 0 135 74 45
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 97 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.318 ----
Pot Cap-1 Maneuver 0 959 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 959 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 8.9 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 959 - -
HCM Lane V/C Ratio - 0.036 - -
HCM Control Delay (s) - 8.9 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - 0.1 - -
Sean Kellar, PE, PTOE
Principal Engineer
Education
B.S., Civil Engineering, Arizona State
University – Tempe, AZ
Registration
Colorado, Professional Engineer (PE)
Wyoming, Professional Engineer (PE)
Idaho, Professional Engineer (PE)
Arizona, Professional Engineer (PE)
Kansas, Professional Engineer (PE)
Missouri, Professional Engineer (PE)
Professional Traffic Operations Engineer
(PTOE)
Professional Memberships
Institute of Transportation Engineers
(ITE)
Industry Tenure
23 Years
Sean’s wide range of
expertise includes:
transportation plan-
ning, traffic modeling
roadway design, bike
and pedestrian facili-
ties, traffic impact
studies, traffic signal
warrant analysis, parking studies, corridor planning
and access management. Sean’s experience in both the
private and public sectors; passion for safety and ex-
cellence; and strong communication and collaboration
skills can bring great value to any project. Prior to
starting Kellar Engineering, Sean was employed at the
Missouri Department of Transportation (MoDOT) as
the District Traffic Engineer for the Kansas City
District. Sean also worked for the City of Loveland,
CO for over 10 years as a Senior Civil Engineer
supervising a division of transportation/traffic
engineers. While at the City of Loveland, Sean
managed several capital improvement projects,
presented several projects to the City Council and
Planning Commission in public hearings, and managed
the revisions to the City’s Street Standards. Sean is
also proficient in Highway Capacity Software,
Synchro, PT Vissim, Rodel, GIS, and AutoCAD.
WORK EXPERIENCE:
Kellar Engineering, Principal Engineer/President – January 2016 – Present
Missouri Department of Transportation, District Traffic Engineer, Kansas City District – June
2015 – January 2016
City of Loveland, Colorado, Senior Civil Engineer, Public Works Department – February 2005 –
June 2015
Kirkham Michael Consulting Engineers, Project Manager - February 2004 – February 2005
Dibble and Associates Consulting Engineers, Project Engineer – August 1999 – February 2004