HomeMy WebLinkAboutPACKET Town Board 2025-03-25 Ordinance 03-25 Attachment 1-
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THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
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01/28/2025
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SHEET 1 OF 1
1
KINLEY BUILT
1895 FALL RIVER ROAD
ALL OF BINS ADDITION TO THE TOWN OF ESTES PARK,
COUNTY OF LARIMER, STATE OF COLORADO
MARCH 2025
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THESE PLANS ARE AN INSTRUMENT OF SERVICE
AND ARE THE PROPERTY OF GALLOWAY, AND MAY
NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED
WITHOUT THE WRITTEN CONSENT OF GALLOWAY.
COPYRIGHTS AND INFRINGEMENTS WILL BE
ENFORCED AND PROSECUTED.
COPYRIGHT
5235 Ronald Reagan Blvd., Suite 200
Johnstown, CO 80534
970.800.3300
GallowayUS.com
Date:
Drawn By:
Project No:
Checked By:
NOT
F
O
R
CO
N
S
T
R
U
C
T
I
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KLB12
01/28/2025
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before you dig.
PGS
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ATTACHMENT 6
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.
1895 Fall River Road
Estes Park, CO
Traffic Impact Study
KE Job #2023-047
Prepared for:
Kinley Built
351 Moraine Avenue
Estes Park, CO 80517
Prepared by:
skellar@kellarengineering.com
www.kellarengineering.com
970.219.1602 phone
March 14, 2024
Sean K. Kellar, PE, PTOE
1895 Fall River Road TIS - Page 1
TABLE OF CONTENTS
Page
1.0 Introduction 3
2.0 Existing Conditions and Roadway Network 3
3.0 Recent Traffic Volumes 3
4.0 Proposed Development 6
4.1 Trip Generation 6
4.2 Trip Distribution 6
4.3 Traffic Assignment 6
4.4 Short Range and Long Range Total Peak Hour Traffic 7
5.0 Traffic Operation Analysis 7
5.1 Analysis Methodology 7
5.2 Intersection Operational Analysis 7
5.3 Intersection Improvements 8
6.0 Findings 19
List of Figures: Page
Figure 1: Vicinity Map 4
Figure 2: Site Plan 5
Figure 3: Recent Traffic 10
Figure 4: 2025 Background Traffic 11
Figure 5: Trip Distribution 12
Figure 6: Site Generated Traffic 13
Figure 7: 2025 Short Range Total Traffic 14
Figure 8: 2045 Background Traffic 15
Figure 9: 2045 Long Range Total Traffic 16
1895 Fall River Road TIS - Page 2
TABLE OF CONTENTS (continued)
List of Tables: Page
Table 1: Trip Generation 9
Table 3: Recent Peak Hour Operations 17
Table 4: 2025 Background Peak Hour Operations 17
Table 5: 2025 Short Range Total Peak Hour Operations 18
Table 6: 2045 Long Range Total Peak Hour Operations 18
Appendices: Page
Appendix A: Traffic Counts 21
Appendix B: Base Assumptions (TIS Scoping Form) 23
Appendix C: Level of Service (LOS) Tables 25
Appendix D: Aerial Image 26
Appendix E: Excerpt from Estes Park Transportation Plan 27
Appendix F: HCM Calculations (Synchro) 31
1895 Fall River Road TIS - Page 3
1.0 Introduction
This Traffic Impact Study (TIS) is for the proposed project located at 1895 Fall River Road in
Estes Park, 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 Town of Estes Park and CDOT requirements and to identify
any projected impacts to the transportation system. The project is anticipated to generate
approximately 208 daily trips, 12 AM total peak hour trips, and 15 PM total peak hour trips. See
Table 1: Trip Generation.
2.0 Existing Conditions and Roadway Network
The project site is located at 1895 Fall River Road in Estes Park, CO. Fall River Road (US 34)
is an east-west state highway with a posted speed of 40 mph. Fall River Road classified as an
arterial road on the Estes Park Long Range Transportation Plan and a CDOT NR-C (Non-Rural
Arterial) roadway.
3.0 Recent Traffic Volumes
Peak hour traffic volume counts were conducted using data collection video cameras during
summer peak traffic. The traffic counts were conducted in 15-minute intervals on Thursday,
7/27/23 from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM. The traffic counts are shown in
Figure 3 with the count sheets provided in Appendix A.
1895 Fall River Road TIS - Page 4
Figure 1: Vicinity Map
1895 Fall River Road TIS - Page 5
Figure 2: Site Plan (For reference only. Provided by Architect. See Architectural Drawings for more information)
1895 Fall River Road TIS - Page 6
4.0 Proposed Development
The proposed project consists of a 26 room hotel. Access to the project site is proposed
from an existing full movement access to Fall River Road for the property at 1895 Fall
River Road. 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 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. The proposed project is anticipated to generate
approximately 208 daily weekday trips, 12 AM total peak hour trips, and 15 PM total
peak hour trips. See Table 1: Trip Generation.
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 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.
1895 Fall River Road TIS - Page 7
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. These background, short range (2025), and long range (2045) total
traffic volumes are shown in Figure 4, Figure 7, and Figure 9 respectively. The short
range and long range analysis includes the proposed development for the project plus a
2% increase in background traffic per the growth rates from CDOT OTIS (Online
Transportation Information Systems).
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 C.
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 F. Using the
short range total traffic volumes, the project is projected to operate acceptably with the
existing studied intersection meeting Levels of Service (LOS) criteria. Additionally, due
to the trip distribution and location of the project site, the project will have a small
number of entering left-turns at the site access intersection. See Figure 6 and Figure 7.
1895 Fall River Road TIS - Page 8
5.3 Intersection Improvements
The auxiliary lane analysis for the study intersections were conducted using CDOT State
Highway Access Code (SHAC) and the Larimer County Urban Area Street Standards
(LCUASS). Based upon the CDOT SHAC, a left-turn deceleration lane is required at an
intersection with a projected peak hour ingress turning volume greater than 25 vph; and
a right-turn deceleration lane is required at the intersection with a projected peak hour
ingress turning volume greater than 50 vph. Based upon the projected traffic of the
development, left-turn or right-turn deceleration lanes (turn lanes) are not required for
the project.
1895 Fall River Road 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
310 Hotel 26
Rooms 7.99 208 0.46 56% 7 44% 5 12 0.59 51% 8 49% 7 15
Total 208 7 5 12 8 7 15
DU = Dwelling Units
1895 Fall River Road TIS - Page 10
Figure 3: Recent Peak Hour Traffic
1895 Fall River Road TIS - Page 11
Figure 4: 2025 Background Traffic
1895 Fall River Road TIS - Page 12
Figure 5: Trip Distribution
1895 Fall River Road TIS - Page 13
Figure 6: Site Generated Traffic
*Volumes in Passenger Car Equivalents (PCE)
1895 Fall River Road TIS - Page 14
Figure 7: 2025 Short Range Total Traffic
*Volumes in Passenger Car Equivalents (PCE)
1895 Fall River Road TIS - Page 15
Figure 8: 2045 Background Traffic
1895 Fall River Road TIS - Page 16
Figure 9: 2045 Long Range Total Traffic
*Volumes in Passenger Car Equivalents (PCE)
1895 Fall River Road TIS - Page 17
Table 3: Recent Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Exist. Access/Fall River
Road
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/Thru/Right A A Y
NB Approach A A Y
SB Left/Thru/Right A B Y
SB Approach A B Y
Table 4: 2025 Background Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Exist. Access/Fall River
Road
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/Thru/Right A A Y
NB Approach A A Y
SB Left/Thru/Right A B Y
SB Approach A B Y
1895 Fall River Road TIS - Page 18
Table 5: 2025 Short Range Total Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Exist. Access/Fall River
Road
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/Thru/Right A A Y
NB Approach A A Y
SB Left/Thru/Right B B Y
SB Approach B B Y
Table 6: 2045 Long Range Total Peak Hour Operations
Level of Service (LOS) LOS
Compliance Intersection Movement AM PM
LOS LOS
Exist. Access/Fall River
Road
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/Thru/Right A A Y
NB Approach A A Y
SB Left/Thru/Right B C Y
SB Approach B C Y
1895 Fall River Road TIS - Page 19
6.0 Findings
Based upon the analysis in this study, the proposed project at 1895 Fall River Road in Estes
Park, CO will be able to be meet the Town of Estes Park and CDOT’s requirements for traffic at
the time of development.
The findings of the TIS are summarized below:
• The proposed project is anticipated to generate approximately 208 daily trips, 12 AM
total peak hour trips, and 15 PM total peak hour trips.
• The proposed project complies with the Town of Estes Park Transportation Plan, the
Larimer County Urban Area Street Standards (LCUASS), and CDOT’s State Highway
Access Code (SHAC).
• The studied intersections will operate acceptably and comply with the intersection levels
of service (LOS) requirements with full development of the project and background traffic
in the 2025 Short Range Total future and the 2045 Long Range Total future.
• The project’s site access is at an appropriate and safe location from a traffic engineering
perspective. See Section 5.2
• Left-turn and right-turn deceleration lanes are not warranted at the site access to Fall
River Road. See Section 5.3.
• The existing roadway improvements are sufficient to accommodate the project’s traffic.
1895 Fall River Road TIS - Page 20
APPENDICES:
1895 Fall River Road TIS - Page 21
Appendix A: Traffic Counts
1895 Fall River Road TIS - Page 22
1895 Fall River Road TIS - Page 23
Appendix B: Base Assumptions (TIS Scoping Form)
1895 Fall River Road TIS - Page 24
1895 Fall River Road TIS - Page 25
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
1895 Fall River Road TIS - Page 26
Appendix D: Aerial Image
1895 Fall River Road TIS - Page 27
Appendix E: Estes Park Long Range Transportation Plan
1895 Fall River Road TIS - Page 28
1895 Fall River Road TIS - Page 29
1895 Fall River Road TIS - Page 30
1895 Fall River Road TIS - Page 31
Appendix F: HCM Calculations (Synchro)
Recent AM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 08/08/2023
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 83 0 3 278 0001000
Future Vol, veh/h 0 83 0 3 278 0001000
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 89 0 3 299 0001000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 299 0 0 89 0 0 394 394 89 395 394 299
Stage 1 ------8989-305305-
Stage 2 ------305305-9089-
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 1262 - - 1506 - - 566 542 969 565 542 741
Stage 1 ------918821-705662-
Stage 2 ------705662-917821-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1262 - - 1506 - - 565 541 969 563 541 741
Mov Cap-2 Maneuver ------565541-563541-
Stage 1 ------918821-705661-
Stage 2 ------704661-916821-
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 8.7 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 969 1262 - - 1506 - - -
HCM Lane V/C Ratio 0.001 - - - 0.002 - - -
HCM Control Delay (s) 8.7 0 - - 7.4 0 - 0
HCM Lane LOS A A - - A A - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - -
Recent PM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 08/08/2023
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 245 1 4 164 5007800
Future Vol, veh/h 1 245 1 4 164 5007800
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 261 1 4 174 5007900
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 179 0 0 262 0 0 449 451 262 452 449 177
Stage 1 ------264264-185185-
Stage 2 ------185187-267264-
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 1397 - - 1302 - - 520 504 777 518 505 866
Stage 1 ------741690-817747-
Stage 2 ------817745-738690-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1397 - - 1302 - - 518 502 777 511 503 866
Mov Cap-2 Maneuver ------518502-511503-
Stage 1 ------740689-816745-
Stage 2 ------815743-730689-
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 9.7 12.2
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 777 1397 - - 1302 - - 511
HCM Lane V/C Ratio 0.01 0.001 - - 0.003 - - 0.017
HCM Control Delay (s) 9.7 7.6 0 - 7.8 0 - 12.2
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1
2025 Background AM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 08/08/2023
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 86 0 3 289 0001000
Future Vol, veh/h 0 86 0 3 289 0001000
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 92 0 3 311 0001000
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 311 0 0 92 0 0 409 409 92 410 409 311
Stage 1 ------9292-317317-
Stage 2 ------317317-9392-
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 1249 - - 1503 - - 553 532 965 552 532 729
Stage 1 ------915819-694654-
Stage 2 ------694654-914819-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1249 - - 1503 - - 552 531 965 550 531 729
Mov Cap-2 Maneuver ------552531-550531-
Stage 1 ------915819-694653-
Stage 2 ------693653-913819-
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 8.7 0
HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 965 1249 - - 1503 - - -
HCM Lane V/C Ratio 0.001 - - - 0.002 - - -
HCM Control Delay (s) 8.7 0 - - 7.4 0 - 0
HCM Lane LOS A A - - A A - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - -
2025 Background PM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 08/08/2023
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 255 1 4 171 5007800
Future Vol, veh/h 1 255 1 4 171 5007800
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 22222222222
Mvmt Flow 1 271 1 4 182 5007900
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 187 0 0 272 0 0 467 469 272 470 467 185
Stage 1 ------274274-193193-
Stage 2 ------193195-277274-
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 1387 - - 1291 - - 506 492 767 504 493 857
Stage 1 ------732683-809741-
Stage 2 ------809739-729683-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1387 - - 1291 - - 504 490 767 497 491 857
Mov Cap-2 Maneuver ------504490-497491-
Stage 1 ------731682-808739-
Stage 2 ------807737-721682-
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 9.7 12.4
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 767 1387 - - 1291 - - 497
HCM Lane V/C Ratio 0.01 0.001 - - 0.003 - - 0.017
HCM Control Delay (s) 9.7 7.6 0 - 7.8 0 - 12.4
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1
2025 Short Range Total AM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 03/14/2024
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 86 0 3 289 5001302
Future Vol, veh/h 2 86 0 3 289 5001302
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 92 0 3 311 5001302
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 316 0 0 92 0 0 417 418 92 417 416 314
Stage 1 ------9696-320320-
Stage 2 ------321322-9796-
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 1244 - - 1503 - - 546 526 965 546 527 726
Stage 1 ------911815-692652-
Stage 2 ------691651-910815-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1244 - - 1503 - - 543 524 965 544 525 726
Mov Cap-2 Maneuver ------543524-544525-
Stage 1 ------909813-691651-
Stage 2 ------688650-907813-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 8.7 11
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 965 1244 - - 1503 - - 605
HCM Lane V/C Ratio 0.001 0.002 - - 0.002 - - 0.009
HCM Control Delay (s) 8.7 7.9 0 - 7.4 0 - 11
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
2025 Short Range Total PM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 03/14/2024
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 255 1 4 171 10 0 0 7 13 0 2
Future Vol, veh/h 4 255 1 4 171 10 0 0 7 13 0 2
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 22222222222
Mvmt Flow 4 271 1 4 182 11 0 0 7 14 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 193 0 0 272 0 0 477 481 272 479 476 188
Stage 1 ------280280-196196-
Stage 2 ------197201-283280-
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 1380 - - 1291 - - 498 485 767 497 488 854
Stage 1 ------727679-806739-
Stage 2 ------805735-724679-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1380 - - 1291 - - 495 482 767 490 485 854
Mov Cap-2 Maneuver ------495482-490485-
Stage 1 ------725677-804737-
Stage 2 ------801733-715677-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.2 9.7 12.1
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 767 1380 - - 1291 - - 520
HCM Lane V/C Ratio 0.01 0.003 - - 0.003 - - 0.031
HCM Control Delay (s) 9.7 7.6 0 - 7.8 0 - 12.1
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1
2045 Long Range Total AM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 03/14/2024
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 2 128 0 3 429 5001302
Future Vol, veh/h 2 128 0 3 429 5001302
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 2 138 0 3 461 5001302
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 466 0 0 138 0 0 613 614 138 613 612 464
Stage 1 ------142142-470470-
Stage 2 ------471472-143142-
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 - - 1446 - - 405 407 910 405 408 598
Stage 1 ------861779-574560-
Stage 2 ------573559-860779-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1095 - - 1446 - - 402 405 910 403 406 598
Mov Cap-2 Maneuver ------402405-403406-
Stage 1 ------859777-573558-
Stage 2 ------569557-857777-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 9 12.9
HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 910 1095 - - 1446 - - 463
HCM Lane V/C Ratio 0.001 0.002 - - 0.002 - - 0.012
HCM Control Delay (s) 9 8.3 0 - 7.5 0 - 12.9
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0
2045 Long Range Total PM Peak Hour Kellar Engineering LLC
3: Exist Driveway/Exist. Access (1895 Fall River Rd) & Fall River Rd 03/14/2024
HCM 6th TWSC Synchro Report
Sean Kellar, PE, PTOE
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 4 379 1 4 254 10 0 0 7 13 0 2
Future Vol, veh/h 4 379 1 4 254 10 0 0 7 13 0 2
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 ------------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 22222222222
Mvmt Flow 4 403 1 4 270 11 0 0 7 14 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 281 0 0 404 0 0 697 701 404 699 696 276
Stage 1 ------412412-284284-
Stage 2 ------285289-415412-
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 1282 - - 1155 - - 356 363 647 354 365 763
Stage 1 ------617594-723676-
Stage 2 ------722673-615594-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1282 - - 1155 - - 353 360 647 348 362 763
Mov Cap-2 Maneuver ------353360-348362-
Stage 1 ------615592-720673-
Stage 2 ------717670-605592-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.1 10.6 15
HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h) 647 1282 - - 1155 - - 375
HCM Lane V/C Ratio 0.012 0.003 - - 0.004 - - 0.043
HCM Control Delay (s) 10.6 7.8 0 - 8.1 0 - 15
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q(veh) 0 0 - - 0 - - 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
24 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