HomeMy WebLinkAboutBALFOUR SENIOR LIVING - PDP220001 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY (2)
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.
Balfour Fort Collins – Senior Living Facility
3733 E. Harmony Road, Fort Collins, CO
Traffic Impact Study
KE Job #2021-049
Prepared for:
Balfour
183 S. Taylor Avenue, Suite 155
Louisville, CO 80027
Prepared by:
skellar@kellarengineering.com
www.kellarengineering.com
970.219.1602 phone
November 4, 2021
Sean K. Kellar, PE, PTOE
Balfour Fort Collins 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 Pedestrian Facilities 6
4.0 Proposed Development 6
4.1 Trip Generation 6
4.2 Trip Distribution 6
4.3 Traffic Assignment 7
4.4 Short Range Total Peak Hour Traffic 7
5.0 Traffic Operation Analysis 7
5.1 Analysis Methodology 7
5.2 Intersection Operational Analysis 8
5.3 Access and Intersection Analysis 8
6.0 Findings 21
List of Figures: Page
Figure 1: Vicinity Map 4
Figure 2: Site Plan 5
Figure 3: Recent Peak Hour Traffic 12
Figure 4: 2025 Background Peak Hour Traffic 13
Figure 5: Trip Distribution 14
Figure 6: Site Generated Traffic 15
Figure 7: 2025 Short Range Total Peak Hour Traffic 16
Balfour Fort Collins TIS -Page 2
TABLE OF CONTENTS (continued)
List of Tables: Page
Table 1: Trip Generation 9
Table 1b: Trip Generation Comparison – Medical Office 10
Table 1c: Trip Generation Comparison – Restaurant w/ Drive Thru 10
Table 1d: Trip Generation Comparison – Multifamily 11
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 23
Appendix B: TIS Scoping 27
Appendix C: ITE Code 252 29
Appendix D: Level of Service (LOS) Tables 32
Appendix E: Aerial Image 33
Appendix F: HCM Calculations (Synchro) 35
Balfour Fort Collins TIS -Page 3
1.0 Introduction
This Traffic Impact Study (TIS) is for the proposed Balfour Senior Living Facility project located
at 3733 Harmony Road 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 773 daily weekday trips, 42 AM total peak hour trips, and 54 PM total
peak hour trips. See Table 1: Trip Generation.
2.0 Existing Conditions and Roadway Network
The project site is located at the southeast quadrant of the Harmony Road and Cinquefoil Lane
intersection in Fort Collins, CO. Harmony Road is an east/west arterial roadway with six thru
lanes, auxiliary turn lanes, bike lanes, detached sidewalks, and a posted speed of 55 mph
adjacent to the project site. Harmony Road is classified as a Major Arterial on the City of Fort
Collins Master Street Plan. Cinquefoil Lane is a north/south collector roadway with one thru
lane in each direction, a continuous center left-turn lane, bike lanes, detached sidewalks, and a
posted speed of 30 mph adjacent to the project site. Cinquefoil Lane is classified as a 2-lane
Collector adjacent to the project site on the Fort Collins Master Street Plan. See Figure 1:
Vicinity Map.
2.1 Recent Traffic Volumes
Recent peak hour turning movement counts were conducted. The traffic counts were conducted
by All Traffic Data Services Inc. on Tuesday, October 12, 2021 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.
Balfour Fort Collins TIS -Page 4
Figure 1: Vicinity Map
Balfour Fort Collins TIS -Page 5 Figure 2: Site Plan
Balfour Fort Collins TIS -Page 6
3.0 Pedestrian Facilities
Bike lanes exist adjacent to the project site. Additionally, the proposed project will be
responsible for the design and construction of the required sidewalk facilities adjacent to
the site that will tie into the existing sidewalk facilities at the Harmony Road/Cinquefoil
Lane intersection to provide a continuous sidewalk network. These sidewalks and bike
lanes will provide adequate pedestrian and bicycle facilities.
4.0 Proposed Development
The proposed project consists of a senior living facility consisting of approximately 209
dwelling units. Primary access to the site is proposed from two full-movement access
points to Cinquefoil Lane. See Table 1: Trip Generation and 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 Report 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 10th Edition Trip Generation
Report 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 773 daily weekday
trips, 42 AM total peak hour trips, and 54 PM total peak hour trips. See Table 1: Trip
Generation. Additionally, to provide more context on the project’s trip generation
characteristics, Trip Generation comparison tables of other land uses were also
provided. See Table 1b, Table 1c, and Table 1d.
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
Balfour Fort Collins TIS -Page 7
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 5 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 6 shows the site generated peak hour traffic
assignment.
4.4 Short 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. The
background (2025) and short range (2025) total traffic volumes are shown in Figure 4
and Figure 7 respectively. The traffic analysis in this study includes the traffic generated
from the proposed development plus a 2% increase in background traffic per year per
the North Front Range MPO growth rates.
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 (longer delays). A description of the level of service (LOS) for
signalized and unsignalized intersections from the Highway Capacity Manual are
provided in Appendix D.
Balfour Fort Collins TIS -Page 8
5.2 Intersection Operational Analysis
Operational analysis was performed for the short range 2025 horizon. The calculations
for this analysis are provided in Appendix F. 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.
5.3 Access and Intersection Analysis
Access to the project site is proposed from two full-movement access points to
Cinquefoil Lane. The proposed south access point is directly aligned with the existing
Banner Health access across the street. The proposed north access point is slightly
offset of the existing access across the street by +/- 10’, measured centerline to
centerline. Aligning the north entrance to have zero offset would result in having a
negative impact upon the existing cottage that could affect the historical character of the
cottages. Additionally, looking at Figure 7: Short Range Total Traffic, the amount of
peak hour northbound left-turns at the Cinquefoil Lane/Access #1 intersection (north
access point), is nominal and therefore, the probability of having NB and SB left-turn
conflicts is negligible due to the nominal peak hour NB left-turn volumes.
Additionally, the projected levels of service (LOS) at the proposed access points are very
good (LOS A) with more than sufficient gaps for motorists using Access #1 and Access
#2 to safely enter and exit Cinquefoil Lane. See Table 4: 2025 Short Range Total Peak
Hour Operations. In light of the above information, the proposed access point locations
are safe and appropriate based upon the site layout and site generated traffic for the
development.
Balfour Fort Collins TIS -Page 9 Table 1: Trip Generation (ITE Trip Generation, 10th 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 252 Senior Adult Housing 209 DU 3.70 773 0.2 35% 15 65% 27 42 0.26 55% 30 45% 24 54 Total 773 15 27 42 30 24 54 DU = Dwelling Units
Balfour Fort Collins TIS -Page 10 Table 1b: Trip Generation (ITE Trip Generation, 10th Edition) Comparison Land Use – Medical Office 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 720 Medical Office 30 KSF 34.8 1,044 2.78 78% 65 22% 18 83 3.46 28% 29 72% 75 104 Total 1,044 65 18 83 29 75 104 KSF = Thousand Square Feet Table 1c: Trip Generation (ITE Trip Generation, 10th Edition) Comparison Land Use – Restaurant w/ Drive Thru 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 934 Restaurant w/ Drive Thru 3.6 KSF 470.95 1,695 40.19 51% 74 49% 71 145 32.67 52% 61 48% 57 118 Total 1,695 74 71 145 61 57 118 KSF = Thousand Square Feet
Balfour Fort Collins TIS -Page 11 Table 1d: Trip Generation (ITE Trip Generation, 10th Edition) Comparison Land Use – Multifamily 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 Mid-Rise Multifamily 209 DU 5.44 1,137 0.36 26% 19 74% 56 75 0.44 61% 56 39% 36 92 Total 1,137 19 56 75 56 36 92 DU = Dwelling Unit
Balfour Fort Collins TIS -Page 12 Figure 3: Recent Peak Hour Traffic
Balfour Fort Collins TIS -Page 13 Figure 4: 2025 Background Traffic
Balfour Fort Collins TIS -Page 14 Figure 5: Trip Distribution
Balfour Fort Collins TIS -Page 15 Figure 6: Site Generated Traffic
Balfour Fort Collins TIS -Page 16 Figure 7: 2025 Short Range Total Traffic
Balfour Fort Collins TIS -Page 17
Table 2: Recent Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Harmony Rd./Lady Moon
Dr.
EB Left A A Y
EB Thru C D Y
EB Right A A Y
EB Approach C D Y
WB Left D E Y
WB Thru C B Y
WB Right A A Y
WB Approach C C Y
NB Left C C Y
NB Thru C C Y
NB Right A A Y
NB Approach B C Y
SB Left C D Y
SB Thru/Right C C Y
SB Approach C D Y
Overall C C Y
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Harmony Rd./Cinquefoil Ln.
EB Thru A A Y
EB Right A A Y
EB Approach A A Y
WB Thru A A Y
WB Approach A A Y
NB Right C E Y
NB Approach C E Y
Balfour Fort Collins TIS -Page 18
Table 3: 2025 Background Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Harmony Rd./Lady Moon
Dr.
EB Left A A Y
EB Thru C D Y
EB Right A A Y
EB Approach C D Y
WB Left D E Y
WB Thru C B Y
WB Right A A Y
WB Approach C C Y
NB Left D D Y
NB Thru D D Y
NB Right A B Y
NB Approach C C Y
SB Left C D Y
SB Thru/Right D D Y
SB Approach C D Y
Overall C C Y
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Harmony Rd./Cinquefoil Ln.
EB Thru A A Y
EB Right A A Y
EB Approach A A Y
WB Thru A A Y
WB Approach A A Y
NB Right D F (64.8 sec) Y
NB Approach D F (64.8 sec) Y
Balfour Fort Collins TIS -Page 19
Table 4: 2025 Short Range Total Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Harmony Rd./Lady Moon
Dr.
EB Left A A Y
EB Thru C D Y
EB Right A A Y
EB Approach C D Y
WB Left D E Y
WB Thru C B Y
WB Right A A Y
WB Approach C C Y
NB Left D D Y
NB Thru D D Y
NB Right A B Y
NB Approach C C Y
SB Left C E Y
SB Thru/Right D D Y
SB Approach C D Y
Overall C D Y
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Harmony Rd./Cinquefoil Ln.
EB Thru A A Y
EB Right A A Y
EB Approach A A Y
WB Thru A A Y
WB Approach A A Y
NB Right D F (80.7 sec) Y
NB Approach D F (80.7 sec) Y
Balfour Fort Collins TIS -Page 20
Table 4: 2025 Short Range Total Peak Hour Operations (continued…)
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Cinquefoil Ln./Access #1
EB Left/Thru/Right A A Y
EB Approach A A Y
WB Left/Thru/Right A A Y
WB Approach A A Y
NB Left A A Y
NB Thru/Right A A Y
NB Approach A A Y
SB Left A A Y
SB Thru/Right A A Y
SB Approach A A Y
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Cinquefoil Ln./Access #2
EB Left/Thru/Right A A Y
EB Approach A A Y
WB Left/Thru/Right A A Y
WB Approach A A Y
NB Left A A Y
NB Thru/Right A A Y
NB Approach A A Y
SB Left A A Y
SB Thru/Right A A Y
SB Approach A A Y
Balfour Fort Collins TIS -Page 21
6.0 Findings
Based upon the analysis in this study, the proposed Balfour Senior Living Facility project located
at 3733 E. Harmony Road 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 approximately 773 daily weekday trips,
42 AM total peak hour trips, and 54 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 safely and demonstrate compliance with the
City’s LOS requirements. See Section 5.3.
The existing street improvements are sufficient to accommodate the proposed project’s
traffic. See Section 5.2.
Balfour Fort Collins TIS -Page 22
APPENDICES:
Balfour Fort Collins TIS -Page 23
Appendix A: Recent Traffic Counts
Balfour Fort Collins TIS -Page 24
Balfour Fort Collins TIS -Page 25
Balfour Fort Collins TIS -Page 26
Balfour Fort Collins TIS -Page 27
Appendix B: TIS Scoping
Balfour Fort Collins TIS -Page 28
Balfour Fort Collins TIS -Page 29
Appendix C: ITE Code 252
Balfour Fort Collins TIS -Page 30
Balfour Fort Collins TIS -Page 31
Balfour Fort Collins TIS -Page 32
Appendix D: 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
Balfour Fort Collins TIS -Page 33
Appendix E: Aerial Image
Balfour Fort Collins TIS -Page 34
Balfour Fort Collins TIS -Page 35
Appendix F: HCM Calculations (Synchro)
Recent AM Peak Hour
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 1556 62 150 2156 178 81 52 72 3 2 0
Future Volume (vph) 10 1556 62 150 2156 178 81 52 72 3 2 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 445 525 350 490 195 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 4577 1425 1593 4577 1425 1593 1676 1425 1593 1676 0
Flt Permitted 0.092 0.084 0.636 0.720
Satd. Flow (perm) 154 4577 1425 141 4577 1425 1066 1676 1425 1207 1676 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 127 191 127
Link Speed (mph) 55 55 30 25
Link Distance (ft) 1007 1424 1484 554
Travel Time (s) 12.5 17.7 33.7 15.1
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
Adj. Flow (vph) 11 1673 67 161 2318 191 87 56 77 3 2 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 1673 67 161 2318 191 87 56 77 3 2 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112112
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru
Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100
Trailing Detector (ft)00000000000
Detector 1 Position(ft)00000000000
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Recent AM Peak Hour
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5
Total Split (s) 9.5 43.7 43.7 13.8 48.0 48.0 9.5 23.0 23.0 9.5 23.0
Total Split (%) 10.6% 48.6% 48.6% 15.3% 53.3% 53.3% 10.6% 25.6% 25.6% 10.6% 25.6%
Maximum Green (s) 5.0 39.2 39.2 9.3 43.5 43.5 5.0 18.5 18.5 5.0 18.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None C-Max C-Max None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 44.7 39.7 39.7 53.0 51.1 51.1 27.1 26.1 26.1 24.4 20.4
Actuated g/C Ratio 0.50 0.44 0.44 0.59 0.57 0.57 0.30 0.29 0.29 0.27 0.23
v/c Ratio 0.07 0.83 0.10 0.72 0.89 0.21 0.25 0.12 0.15 0.01 0.01
Control Delay 9.2 26.7 0.5 35.4 23.7 2.5 25.3 26.1 2.2 21.7 28.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 9.2 26.7 0.5 35.4 23.7 2.5 25.3 26.1 2.2 21.7 28.5
LOS ACADCACCACC
Approach Delay 25.6 22.9 17.4 24.4
Approach LOS C C B C
Intersection Summary
Area Type: CBD
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 23.6 Intersection LOS: C
Intersection Capacity Utilization 73.4% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Lady Moon Dr & Harmony Rd
Recent AM Peak Hour
6: Cinquefoil Ln & Harmony Rd 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1524 9 0 2568 0 53
Future Vol, veh/h 1524 9 0 2568 0 53
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 430 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 1639 10 0 2761 0 57
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 820
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 273
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----273
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 21.6
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 273 - - -
HCM Lane V/C Ratio 0.209 - - -
HCM Control Delay (s) 21.6 - - -
HCM Lane LOS C - - -
HCM 95th %tile Q(veh) 0.8 - - -
Recent PM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 2235 125 129 2009 23 110 5 109 197 67 51
Future Volume (vph) 4 2235 125 129 2009 23 110 5 109 197 67 51
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 445 525 350 490 195 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.850 0.935
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 4577 1425 1593 4577 1425 1593 1676 1425 1593 1568 0
Flt Permitted 0.073 0.067 0.597 0.754
Satd. Flow (perm) 122 4577 1425 112 4577 1425 1001 1676 1425 1264 1568 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 134 115 115 34
Link Speed (mph) 55 55 30 25
Link Distance (ft) 1007 1424 1484 554
Travel Time (s) 12.5 17.7 33.7 15.1
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
Adj. Flow (vph) 4 2403 134 139 2160 25 118 5 117 212 72 55
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 2403 134 139 2160 25 118 5 117 212 127 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112112
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru
Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100
Trailing Detector (ft)00000000000
Detector 1 Position(ft)00000000000
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
Recent PM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5
Total Split (s) 9.5 56.0 56.0 10.2 56.7 56.7 9.6 24.2 24.2 9.6 24.2
Total Split (%) 9.5% 56.0% 56.0% 10.2% 56.7% 56.7% 9.6% 24.2% 24.2% 9.6% 24.2%
Maximum Green (s) 5.0 51.5 51.5 5.7 52.2 52.2 5.1 19.7 19.7 5.1 19.7
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None C-Max C-Max None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 56.5 51.5 51.5 60.9 59.8 59.8 24.8 19.7 19.7 24.8 19.7
Actuated g/C Ratio 0.56 0.52 0.52 0.61 0.60 0.60 0.25 0.20 0.20 0.25 0.20
v/c Ratio 0.03 1.02 0.17 0.91 0.79 0.03 0.42 0.02 0.31 0.64 0.38
Control Delay 8.0 48.6 2.8 75.2 18.8 0.0 33.7 32.6 9.3 41.6 29.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.0 48.6 2.8 75.2 18.8 0.0 33.7 32.6 9.3 41.6 29.0
LOS ADAEBACCADC
Approach Delay 46.1 22.0 21.8 36.9
Approach LOS DCCD
Intersection Summary
Area Type: CBD
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 34.2 Intersection LOS: C
Intersection Capacity Utilization 86.0% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: Lady Moon Dr & Harmony Rd
Recent PM Peak Hour Kellar Engineering
6: Cinquefoil Ln & Harmony Rd 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2346 28 0 2216 0 34
Future Vol, veh/h 2346 28 0 2216 0 34
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 430 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 2523 30 0 2383 0 37
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 1262
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 138
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----138
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 40.2
HCM LOS E
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 138 - - -
HCM Lane V/C Ratio 0.265 - - -
HCM Control Delay (s) 40.2 - - -
HCM Lane LOS E - - -
HCM 95th %tile Q(veh) 1 - - -
2025 Background AM Peak Hour
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 1690 62 150 2452 178 81 52 72 3 2 0
Future Volume (vph) 10 1690 62 150 2452 178 81 52 72 3 2 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 445 525 350 490 195 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 4577 1425 1593 4577 1425 1593 1676 1425 1593 1676 0
Flt Permitted 0.065 0.066 0.636 0.720
Satd. Flow (perm) 109 4577 1425 111 4577 1425 1066 1676 1425 1207 1676 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 149 191 149
Link Speed (mph) 55 55 30 25
Link Distance (ft) 1007 1424 1484 554
Travel Time (s) 12.5 17.7 33.7 15.1
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
Adj. Flow (vph) 11 1817 67 161 2637 191 87 56 77 3 2 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 1817 67 161 2637 191 87 56 77 3 2 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112112
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru
Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100
Trailing Detector (ft)00000000000
Detector 1 Position(ft)00000000000
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
2025 Background AM Peak Hour
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5
Total Split (s) 9.5 61.3 61.3 16.2 68.0 68.0 9.5 23.0 23.0 9.5 23.0
Total Split (%) 8.6% 55.7% 55.7% 14.7% 61.8% 61.8% 8.6% 20.9% 20.9% 8.6% 20.9%
Maximum Green (s) 5.0 56.8 56.8 11.7 63.5 63.5 5.0 18.5 18.5 5.0 18.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None C-Max C-Max None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 63.1 58.1 58.1 73.0 71.1 71.1 27.1 26.1 26.1 24.4 20.4
Actuated g/C Ratio 0.57 0.53 0.53 0.66 0.65 0.65 0.25 0.24 0.24 0.22 0.19
v/c Ratio 0.09 0.75 0.08 0.75 0.89 0.19 0.30 0.14 0.17 0.01 0.01
Control Delay 8.4 23.1 0.2 44.0 21.9 1.8 36.4 36.0 0.8 31.0 38.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.4 23.1 0.2 44.0 21.9 1.8 36.4 36.0 0.8 31.0 38.5
LOS ACADCADDACD
Approach Delay 22.2 21.8 23.9 34.0
Approach LOS CCCC
Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 22.0 Intersection LOS: C
Intersection Capacity Utilization 79.7% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Lady Moon Dr & Harmony Rd
2025 Background AM Peak Hour
6: Cinquefoil Ln & Harmony Rd 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.4
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1765 10 0 2780 0 60
Future Vol, veh/h 1765 10 0 2780 0 60
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 430 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 1898 11 0 2989 0 65
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 949
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 224
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----224
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 27.4
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 224 - - -
HCM Lane V/C Ratio 0.288 - - -
HCM Control Delay (s) 27.4 - - -
HCM Lane LOS D - - -
HCM 95th %tile Q(veh) 1.1 - - -
2025 Background PM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 2420 125 129 2247 23 110 5 109 197 67 51
Future Volume (vph) 4 2420 125 129 2247 23 110 5 109 197 67 51
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 445 525 350 490 195 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.850 0.935
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 4577 1425 1593 4577 1425 1593 1676 1425 1593 1568 0
Flt Permitted 0.062 0.058 0.566 0.745
Satd. Flow (perm) 104 4577 1425 97 4577 1425 949 1676 1425 1249 1568 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 134 104 104 30
Link Speed (mph) 55 55 30 25
Link Distance (ft) 1007 1424 1484 554
Travel Time (s) 12.5 17.7 33.7 15.1
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
Adj. Flow (vph) 4 2602 134 139 2416 25 118 5 117 212 72 55
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 2602 134 139 2416 25 118 5 117 212 127 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112112
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru
Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100
Trailing Detector (ft)00000000000
Detector 1 Position(ft)00000000000
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
2025 Background PM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5
Total Split (s) 9.5 65.8 65.8 11.0 67.3 67.3 9.6 23.4 23.4 9.8 23.6
Total Split (%) 8.6% 59.8% 59.8% 10.0% 61.2% 61.2% 8.7% 21.3% 21.3% 8.9% 21.5%
Maximum Green (s) 5.0 61.3 61.3 6.5 62.8 62.8 5.1 18.9 18.9 5.3 19.1
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None C-Max C-Max None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 66.3 61.3 61.3 71.7 70.4 70.4 24.0 18.9 18.9 24.4 19.1
Actuated g/C Ratio 0.60 0.56 0.56 0.65 0.64 0.64 0.22 0.17 0.17 0.22 0.17
v/c Ratio 0.03 1.02 0.16 0.92 0.82 0.03 0.50 0.02 0.35 0.72 0.43
Control Delay 7.2 48.1 2.4 79.1 19.0 0.0 42.5 38.2 13.2 53.1 35.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.2 48.1 2.4 79.1 19.0 0.0 42.5 38.2 13.2 53.1 35.8
LOS ADAEBADDBDD
Approach Delay 45.8 22.0 28.1 46.6
Approach LOS DCCD
Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 34.7 Intersection LOS: C
Intersection Capacity Utilization 89.9% ICU Level of Service E
Analysis Period (min) 15
Splits and Phases: 3: Lady Moon Dr & Harmony Rd
2025 Background PM Peak Hour Kellar Engineering
6: Cinquefoil Ln & Harmony Rd 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2750 30 0 2399 0 37
Future Vol, veh/h 2750 30 0 2399 0 37
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 430 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 2957 32 0 2580 0 40
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 1479
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 98
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----98
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 64.8
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 98 - - -
HCM Lane V/C Ratio 0.406 - - -
HCM Control Delay (s) 64.8 - - -
HCM Lane LOS F - - -
HCM 95th %tile Q(veh) 1.7 - - -
2025 Short Range Total AM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 10 1697 62 158 2452 178 92 52 72 3 2 0
Future Volume (vph) 10 1697 62 158 2452 178 92 52 72 3 2 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 445 525 350 490 195 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 4577 1425 1593 4577 1425 1593 1676 1425 1593 1676 0
Flt Permitted 0.066 0.064 0.596 0.720
Satd. Flow (perm) 111 4577 1425 107 4577 1425 999 1676 1425 1207 1676 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 149 191 149
Link Speed (mph) 55 55 30 25
Link Distance (ft) 1007 1424 1484 554
Travel Time (s) 12.5 17.7 33.7 15.1
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
Adj. Flow (vph) 11 1825 67 170 2637 191 99 56 77 3 2 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 11 1825 67 170 2637 191 99 56 77 3 2 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112112
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru
Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100
Trailing Detector (ft)00000000000
Detector 1 Position(ft)00000000000
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
2025 Short Range Total AM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5
Total Split (s) 9.5 60.5 60.5 17.0 68.0 68.0 9.5 23.0 23.0 9.5 23.0
Total Split (%) 8.6% 55.0% 55.0% 15.5% 61.8% 61.8% 8.6% 20.9% 20.9% 8.6% 20.9%
Maximum Green (s) 5.0 56.0 56.0 12.5 63.5 63.5 5.0 18.5 18.5 5.0 18.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None C-Max C-Max None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 62.4 57.4 57.4 73.0 71.1 71.1 27.1 26.1 26.1 23.5 18.5
Actuated g/C Ratio 0.57 0.52 0.52 0.66 0.65 0.65 0.25 0.24 0.24 0.21 0.17
v/c Ratio 0.08 0.76 0.08 0.77 0.89 0.19 0.36 0.14 0.17 0.01 0.01
Control Delay 8.5 23.9 0.2 47.2 21.9 1.8 37.9 36.0 0.8 31.0 38.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 8.5 23.9 0.2 47.2 21.9 1.8 37.9 36.0 0.8 31.0 38.5
LOS ACADCADDACD
Approach Delay 22.9 22.0 25.1 34.0
Approach LOS CCCC
Intersection Summary
Area Type: CBD
Cycle Length: 110
Actuated Cycle Length: 110
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 110
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 22.5 Intersection LOS: C
Intersection Capacity Utilization 80.4% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 3: Lady Moon Dr & Harmony Rd
2025 Short Range Total AM Peak Hour Kellar Engineering
6: Cinquefoil Ln & Harmony Rd 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1765 17 0 2788 0 76
Future Vol, veh/h 1765 17 0 2788 0 76
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 430 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 1898 18 0 2998 0 82
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 949
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 224
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----224
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 30
HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 224 - - -
HCM Lane V/C Ratio 0.365 - - -
HCM Control Delay (s) 30 - - -
HCM Lane LOS D - - -
HCM 95th %tile Q(veh) 1.6 - - -
2025 Short Range Total AM Peak Hour Kellar Engineering
8: Cinquefoil Ln & Access #1 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 11 0540140512539
Future Vol, veh/h 11 0540140512539
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------70--55--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22222222222
Mvmt Flow 13 06501606026411
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 91 84 10 86 88 61 15 0 0 62 0 0
Stage 1 22 22 - 61 61 -------
Stage 2 69 62 - 25 27 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver 893 806 1071 900 802 1004 1603 - - 1541 - -
Stage 1 996 877 - 950 844 -------
Stage 2 941 843 - 993 873 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 876 803 1071 893 799 1004 1603 - - 1541 - -
Mov Cap-2 Maneuver 876 803 - 893 799 -------
Stage 1 996 873 - 950 844 -------
Stage 2 926 843 - 984 870 -------
Approach EB WB NB SB
HCM Control Delay, s 9 8.8 0 2.2
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1603 - - 929 977 1541 - -
HCM Lane V/C Ratio - - - 0.02 0.022 0.004 - -
HCM Control Delay (s) 0 - - 9 8.8 7.3 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
2025 Short Range Total AM Peak Hour Kellar Engineering
11: Cinquefoil Ln & Access #2 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 0070205062121
Future Vol, veh/h 1 0070205062121
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100--70--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 0080205972141
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 83 85 15 82 82 63 15 0 0 66 0 0
Stage 1 19 19 - 63 63 -------
Stage 2 64 66 - 19 19 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver 904 805 1065 905 808 1002 1603 - - 1536 - -
Stage 1 1000 880 - 948 842 -------
Stage 2 947 840 - 1000 880 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 901 804 1065 904 807 1002 1603 - - 1536 - -
Mov Cap-2 Maneuver 901 804 - 904 807 -------
Stage 1 1000 879 - 948 842 -------
Stage 2 945 840 - 999 879 -------
Approach EB WB NB SB
HCM Control Delay, s 9 8.9 0 1
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1603 - - 901 924 1536 - -
HCM Lane V/C Ratio - - - 0.001 0.011 0.002 - -
HCM Control Delay (s) 0 - - 9 8.9 7.3 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0 0 - -
2025 Short Range Total PM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 4 2433 125 146 2247 23 120 5 109 197 67 51
Future Volume (vph) 4 2433 125 146 2247 23 120 5 109 197 67 51
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 445 525 350 490 195 200 100 0
Storage Lanes 1 1 1 1 1 1 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850 0.850 0.935
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1593 4577 1425 1593 4577 1425 1593 1676 1425 1593 1568 0
Flt Permitted 0.056 0.053 0.548 0.736
Satd. Flow (perm) 94 4577 1425 89 4577 1425 919 1676 1425 1234 1568 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 134 95 95 27
Link Speed (mph) 55 55 30 25
Link Distance (ft) 1007 1424 1484 554
Travel Time (s) 12.5 17.7 33.7 15.1
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
Adj. Flow (vph) 4 2616 134 157 2416 25 129 5 117 212 72 55
Shared Lane Traffic (%)
Lane Group Flow (vph) 4 2616 134 157 2416 25 129 5 117 212 127 0
Enter Blocked Intersection No No No No No No No No No No No No
Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right
Median Width(ft) 12 12 12 12
Link Offset(ft)0000
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14
Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 12112112112
Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru
Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100
Trailing Detector (ft)00000000000
Detector 1 Position(ft)00000000000
Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 2 Position(ft) 94 94 94 94
Detector 2 Size(ft)6666
Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 2 Channel
Detector 2 Extend (s) 0.0 0.0 0.0 0.0
Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 8 2 2 6
2025 Short Range Total PM Peak Hour Kellar Engineering
3: Lady Moon Dr & Harmony Rd 10/18/2021
Lanes, Volumes, Timings Synchro Report
Sean Kellar, PE, PTOE
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Detector Phase 74438852216
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 9.5 22.5
Total Split (s) 9.5 71.8 71.8 14.0 76.3 76.3 9.9 23.9 23.9 10.3 24.3
Total Split (%) 7.9% 59.8% 59.8% 11.7% 63.6% 63.6% 8.3% 19.9% 19.9% 8.6% 20.3%
Maximum Green (s) 5.0 67.3 67.3 9.5 71.8 71.8 5.4 19.4 19.4 5.8 19.8
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None None None None C-Max C-Max None C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0 0 0
Act Effct Green (s) 72.4 67.4 67.4 81.3 79.4 79.4 24.8 19.4 19.4 25.6 19.8
Actuated g/C Ratio 0.60 0.56 0.56 0.68 0.66 0.66 0.21 0.16 0.16 0.21 0.16
v/c Ratio 0.03 1.02 0.16 0.88 0.80 0.03 0.59 0.02 0.38 0.76 0.45
Control Delay 7.2 49.1 2.5 71.8 17.8 0.0 51.3 42.6 16.7 60.5 41.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.2 49.1 2.5 71.8 17.8 0.0 51.3 42.6 16.7 60.5 41.1
LOS ADAEBADDBED
Approach Delay 46.8 20.9 35.0 53.2
Approach LOS DCCD
Intersection Summary
Area Type: CBD
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 35.3 Intersection LOS: D
Intersection Capacity Utilization 91.3% ICU Level of Service F
Analysis Period (min) 15
Splits and Phases: 3: Lady Moon Dr & Harmony Rd
2025 Short Range Total PM Peak Hour Kellar Engineering
6: Cinquefoil Ln & Harmony Rd 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2750 43 0 2416 0 51
Future Vol, veh/h 2750 43 0 2416 0 51
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - 430 - - - 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 2957 46 0 2598 0 55
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 - - - 1479
Stage 1 ------
Stage 2 ------
Critical Hdwy -----7.14
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.92
Pot Cap-1 Maneuver - - 0 - 0 98
Stage 1 - - 0 - 0 -
Stage 2 - - 0 - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver -----98
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB NB
HCM Control Delay, s 0 0 80.7
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT
Capacity (veh/h) 98 - - -
HCM Lane V/C Ratio 0.56 - - -
HCM Control Delay (s) 80.7 - - -
HCM Lane LOS F - - -
HCM 95th %tile Q(veh) 2.6 - - -
2025 Short Range Total PM Peak Hour Kellar Engineering
8: Cinquefoil Ln & Access #1 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 3.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 064013025591321
Future Vol, veh/h 13 064013025591321
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------70--55--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22222222222
Mvmt Flow 15 0750150296111525
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 90 85 28 85 94 32 40 0 0 35 0 0
Stage 1 50 50 - 32 32 -------
Stage 2 40 35 - 53 62 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver 895 805 1047 901 796 1042 1570 - - 1576 - -
Stage 1 963 853 - 984 868 -------
Stage 2 975 866 - 960 843 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 877 799 1047 890 790 1042 1570 - - 1576 - -
Mov Cap-2 Maneuver 877 799 - 890 790 -------
Stage 1 963 847 - 984 868 -------
Stage 2 961 866 - 947 837 -------
Approach EB WB NB SB
HCM Control Delay, s 9 8.7 0 1.5
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1570 - - 924 1002 1576 - -
HCM Lane V/C Ratio - - - 0.024 0.02 0.007 - -
HCM Control Delay (s) 0 - - 9 8.7 7.3 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - -
2025 Short Range Total PM Peak Hour Kellar Engineering
11: Cinquefoil Ln & Access #2 10/18/2021
HCM 2010 TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 0160102324232
Future Vol, veh/h 2 0160102324232
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100--70--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 0170102725272
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 67 67 28 67 67 28 29 0 0 29 0 0
Stage 1 38 38 - 28 28 -------
Stage 2 29 29 - 39 39 -------
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - -
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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - -
Pot Cap-1 Maneuver 926 824 1047 926 824 1047 1584 - - 1584 - -
Stage 1 977 863 - 989 872 -------
Stage 2 988 871 - 976 862 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 922 822 1047 922 822 1047 1584 - - 1584 - -
Mov Cap-2 Maneuver 922 822 - 922 822 -------
Stage 1 977 860 - 989 872 -------
Stage 2 987 871 - 972 859 -------
Approach EB WB NB SB
HCM Control Delay, s 8.8 8.9 0 1
HCM LOS A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1584 - - 960 938 1584 - -
HCM Lane V/C Ratio - - - 0.004 0.009 0.003 - -
HCM Control Delay (s) 0 - - 8.8 8.9 7.3 - -
HCM Lane LOS A - - A A A - -
HCM 95th %tile Q(veh) 0 - - 0 0 0 - -
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)
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
22 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