HomeMy WebLinkAbout1.10 Exhibit I - Traffice AssessmentAmi’s Acres
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kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
February 16, 2026
Mr. Yancy T. Nichol
Sopris Engineering LLC
502 Main Street, Suite A3
Carbondale, CO 81623
Re: Ami’s Acres
Traffic Study Letter
Garfield County / Glenwood Springs, Colorado
Dear Mr. Nichol:
This letter documents the results of a traffic study including trip generation, trip distribution, traffic
assignment, and operational analysis for the redevelopment of Ami’s Acres located in Garfield County
/ Glenwood Springs, Colorado. The site is currently 73 campgrounds and two homes. The
redevelopment is proposed to include up to 98 new single-family detached homes in addition to the
two existing homes to remain. A vicinity map is attached as Figure 1. A conceptual site plan for the
project is attached.
It is expected that the project will be completed in the next several years. Since traffic along Highway
6 is constant without any significant development to the west, analysis was conducted for one
horizon, which serves as both the near- and long-term horizons. The site accesses along Highway 6
were included as a part of this study following the State of Colorado Department of Transportation
(CDOT) standards and requirements. Due to the very low traffic volume generated to the west of
Ami’s Acres, it was conservatively assumed that five vehicles per hour are traveling past the site in
both directions during the morning and afternoon peak hours (previous counts identified just one or
two vehicles per hour on this stretch of roadway). Due to the insignificant amount of traffic traveling
eastbound and westbound on the old Highway 6 frontage road through both access intersections, no
annual growth rate was applied. Therefore, the traffic volumes projected represent both short term
build out and the long term 20-year horizon.
Regional access to Ami’s Acres is provided by Interstate 70 (I-70) while primary access to the site is
provided US-6 and the old US-6 alignment which is referred to herein as the US-6 Frontage Road.
Direct access to the site is provided by two existing accesses along the US-6 Frontage Road.
EXISTING ROADWAY NETWORK
The US-6 Frontage Road is a western extension to US-6, following the old highway alignment prior to
the construction of Interstate 70. The roadway ends approximately 2,500 feet west of Ami’s Acres.
Between the existing campground and the dead end, the US-6 Frontage Road provides access to a
single detached home. The roadway operates with a single through lane in each direction and has a
posted speed limit of 40 miles per hour (mph) adjacent to Ami’s Acres site.
Two project “T”-accesses currently exist along the US-6 Frontage Road approximately 340 feet apart,
measured center to center. Both the East Access (#1) and the West Access (#2) provide the same
geometry and control for vehicle movements. The southbound approaches operate with a single lane
for both left and right turning movements. The eastbound approaches have one lane for shared left
turning and through movements. The westbound approaches operate with a single lane for shared
through and right turning movements. There are no existing stop signs, but it can be assumed that
the vehicles on the US-6 frontage road have the right of way. An aerial photo that illustrates both
existing accesses configuration is provided as follows.
Ami’s Acres
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kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
East (#1) and West (#2) Accesses and US-6 Frontage Road
The intersection lane configuration and control for the existing accesses is shown in attached Figure
2.
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 Manual1 published by the Institute of Transportation Engineers (ITE). ITE has established
trip rates in nationwide studies of many types of land uses. This process was used to find both the
existing and the proposed site trip generation. For the existing site, Kimley-Horn used the
Campground/Recreation Vehicle Park (ITE 416) rates for the morning and afternoon peak hours of
generator volumes with the existing 73 campground sites. For the proposed site, Single Family
Detached Housing (ITE 210) was used for traffic associated with this redevelopment during the
morning and afternoon peak hour of generator. The following Table 1 summarizes the estimated trip
generation for traffic associated with the development (calculations attached).
1 Institute of Transportation Engineers, Trip Generation Manual, Twelfth Edition, Washington DC, 2025.
NORTH
Ami’s Acres
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Table 1 – Ami’s Acres Traffic Generation Comparison
Land Use and Size
AM Peak Hour
of the Generator
PM Peak Hour
of the Generator
In Out Total In Out Total
Existing Site Use
Campground/Recreational Vehicle Park
(ITE 416)
73 Campsites
7 11 18 19 11 30
Proposed Site Use
Single Family Detached Housing
(ITE 210)
98 Dwelling Units
20 54 74 60 35 95
Net Difference in Trips +13 +43 +56 +41 +24 +65
As shown in the table and based on ITE Trip Generation calculations, the proposed redevelopment of
Ami’s Acres to 98 residential homes is expected to generate approximately 74 trips during the
morning peak hour of the generator and 95 trips during the afternoon peak hour of the generator.
Since the existing Ami’s Acres Campground with 73 campsites is calculated to generate 18 morning
peak hour trips and 30 afternoon peak hour trips during the generator, this equates to 56 more
morning peak hour trips and 65 more afternoon peak hour trips than the current trips being generated
by the development area with 73 camping sites. As this traffic increase is anticipated to be
approximately just one vehicle every minute during the afternoon peak hour, the redevelopment
project traffic volume will be easily accommodated on the surrounding street network.
TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT
Distribution of site traffic to the project accesses was based on the existing counts as well as the
likely use of each access based on the development site plan. 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. The traffic assignment was obtained by
applying the project trip distribution to the estimated traffic generation of the development shown in
Table 1. Figure 3 illustrates the trip distribution and Figure 4 illustrates the traffic assignment for this
project, including the proposed new 98 dwelling units and traffic generated by the two (2) homes to
remain.
TOTAL (BACKGROUND PLUS PROJECT) TRAFFIC
Site traffic volumes were added to the through traffic volumes unrelated to the current site, to
represent estimated total traffic conditions for the build out horizon. The total traffic volumes for the
study area are illustrated in Figure 5. Highway 6 is projected to have a daily volume of approximately
1,070 vehicles per day to the east of Ami’s Acres, which is well under the capacity of the two-lane
roadway. As such, this roadway was constructed to accommodate a daily traffic volume of 18,000
vehicles per day. This future daily volume represents approximately 6 percent of the roadway
capacity.
Ami’s Acres
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TRAFFIC OPERATIONS ANALYSIS METHODOLOGY
Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential
capacity deficiencies at the project key intersections for the opening horizon. The acknowledged
source for determining overall capacity is the Highway Capacity Manual2.
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. It ranges from A (very little delay) to F (long delays and
congestion). For intersections and roadways, standard traffic engineering practice recommends LOS
D as the minimum threshold for acceptable operations for intersections and LOS E for movements.
Table 2 below shows the definition of level of service for signalized and unsignalized intersections.
Table 2 – Level of Service Definitions
Level of
Service
Signalized Intersection
Average Total Delay
(sec/veh)
Unsignalized Intersection
Average Total Delay
(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
Transportation Research Board, Highway Capacity Manual, Seventh Edition, Washington DC, 2022.
Project accesses were analyzed based on average total delay analysis for unsignalized intersections.
Under the unsignalized analysis, the LOS for a two-way stop-controlled intersection is determined by
the computed or measured control delay and is defined for each minor movement. LOS for a two-way
stop-controlled intersection is not defined for the whole intersection.
Calculations for the level of service at the key intersections identified for the study are attached. The
traffic analysis is based on the lane geometry and intersection control shown in Figure 2. The peak
hour factor was used as determined by the existing turning movement counts. Synchro traffic analysis
software was used to analyze the study area key intersection drives for level of service. The Synchro
Highway Capacity Manual (HCM) methodology reports were used to analyze intersection delay and
level of service.
Project Accesses Operational Analysis
The East Access (#1) and West Access (#2) along the US-6 Frontage Road both operate under
assumed stop control for the southbound movements. With the existing lane configurations and the
addition of project traffic, the movements at these access intersections are expected to operate
acceptably at LOS A during both peak hours with full buildout of the residential neighborhood.
Therefore, no improvements or modifications are anticipated to be needed at these access
intersections based on the addition of project traffic and this operational analysis. Although R1-1
“STOP” signs are recommended to be installed for the southbound approaches to Highway 6 at both
accesses. Table 3 provides the results of the level of service at both the East Access (#1) and West
Access (#2) intersections along US-6 Frontage Road.
2 Transportation Research Board, Highway Capacity Manual, Seventh Edition, Washington DC, 2022.
Ami’s Acres
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kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
Table 3 – US-6 Frontage Road Access LOS Results
Scenario
AM Peak Hour PM Peak Hour
Delay LOS Delay LOS (sec/veh) (sec/veh)
East Access (#1)
Southbound Approach
9.1
A
9.1
A
West Access (#2)
Southbound Approach
8.8
A
8.8
A
CDOT ACCESS PERMIT AND TURN LANE REQUIREMENTS
The threshold for requiring an access permit along CDOT roadways occurs when project traffic is
anticipated to increase the existing access traffic volume by more than 20 percent. Based on traffic
projections, the addition of project traffic on the north legs of the US-6 Frontage Road at both
accesses is anticipated to increase existing traffic volumes by more than 20 percent. Therefore,
CDOT Access Permits are anticipated to be needed at both access intersections in association with
this project.
Auxiliary turn lane requirements were evaluated based on the State of Colorado State Highway
Access Code for the Highway 6 accesses. The US-6 Frontage Road is assumed to be categorized as
F-R: Frontage Road adjacent to Ami’s Acres. According to the State Highway Access Code for
category F-R roadways, the following thresholds apply for implementation of auxiliary turn lanes:
• A left turn lane with storage length plus taper is required for any access with a projected peak
hour left ingress turning volume greater than 25 vph. If the posted speed is greater than 40
mph, a deceleration lane and taper is required for any access with a projected peak hour left
ingress turning volume greater than 10 vph. The taper length will be included within the
deceleration length.
• A right turn lane with storage length plus taper is required for any access with a projected
peak hour right ingress turning volume greater than 50 vph. If the posted speed is greater
than 40 mph, a right turn deceleration lane and taper is required for any access with a
projected peak hour right ingress turning volume greater than 25 vph. The taper length will be
included within the deceleration length.
• A right turn acceleration lane is required for any access with a projected peak hour right
turning volume greater than 50 vph when the posted speed on the highway is greater than 40
mph and the highway has only one lane for through traffic in the direction of the right turn.
• A left turn acceleration lane is generally not required for roadways posted less than 40 miles
per hour except as may be determined by subsection 3.5.
Based on these thresholds and warrants contained in the Access Code, the F-R (Frontage Road)
designation of the US-6 Frontage Road, a 40-mph posted speed limit, and the anticipated project
traffic volumes are as follows:
East Access (#1)
• An eastbound left turn deceleration lane is not warranted based on the projected background
plus project traffic being zero (0) eastbound left turns during the afternoon peak hour and the
threshold being 25 vehicles per hour.
• A westbound right turn deceleration lane is not warranted based on the projected background
plus project traffic being 40 westbound right turns during the afternoon peak hour and the
threshold being 50 vehicles per hour.
Ami’s Acres
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kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
West Access (#2)
• An eastbound left turn deceleration lane is not warranted based on the projected background
plus project traffic being zero (0) eastbound left turns during the afternoon peak hour and the
threshold being 25 vehicles per hour.
• A westbound right turn deceleration lane is not warranted based on the projected background
plus project traffic being 21 westbound right turns during the afternoon peak hour and the
threshold being 50 vehicles per hour.
CONCLUSIONS AND RECOMMENDATIONS
Based on the traffic analysis presented in this report, Kimley-Horn believes that the redevelopment of
Ami’s Acres from a 73-campsite campground to a residential neighborhood with up to 98 new homes
plus the existing two (2) homes to remain will be successfully incorporated into the existing roadway
network. US-6 Frontage Road is projected to have a daily volume of approximately 1,070 vehicles per
day to the east of the site, which is well under the 18,000 vehicles per day capacity of the two-lane
roadway. As such, this roadway was constructed to accommodate a daily traffic volume almost 20
times the amount of future traffic anticipated to be assigned to Highway 6 east of Ami’s Acres.
It is recommended that R1-1 “STOP” signs be installed on the southbound exiting approach for both
accesses to US-6 Frontage Road. Figure 6 attached outlines the recommendations from our traffic
analysis including these STOP signs. It is expected that CDOT will require Access Permits for both
access intersections along US-6 Frontage Road. No offsite transportation improvements are
expected to be needed in associating with this redevelopment project.
If you have any questions or require anything further, please feel free to call me at (303) 228-2304.
Sincerely,
KIMLEY-HORN AND ASSOCIATES, INC.
Curtis D. Rowe, P.E., PTOE
Senior Vice President
02/16/2026
kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
Figures
35%
65%
[35%]
[65%]
1
35%
[35%]
2
7(21)
19(13)
2
7(21)
13(40)
19(13)
36(23)
1
5(5)
7(21)
5(5)
19(13)
2
12(26)
13(40)
24(18)
36(23)
1
kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
Trip Generation Worksheets
Project
Subject
Designed by Date Job No.
Checked by Date Sheet No.of
TRIP GENERATION MANUAL TECHNIQUES
ITE Trip Generation Manual 12th Edition, Average Rate Equations
Land Use Code - Campground/Recreational Vehicle Park (416)
Independent Variable - Occupied Campsites (X)
X =73
T = Average Vehicle Trip Ends
Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Series 400 Page 37)
Average Weekday Directional Distribution: 36%ent.64%exit.
(T) = 0.21(X) T =15 Average Vehicle Trip Ends
(T) = 0.21 * (73.0)6 entering 9 exiting
6 +9 =15
Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (Series 400 Page 38)
Average Weekday Directional Distribution: 65%ent.35%exit.
(T) = 0.27 (X) T =20 Average Vehicle Trip Ends
(T) = 0.27 * (73.0)13 entering 7 exiting
13 +7 =20
AM Peak Hour of Generator (Series 400 Page 39)
Average Weekday Directional Distribution: 36%ent.64%exit.
(T) = 0.25(X) T =18 Average Vehicle Trip Ends
(T) = 0.25 * (73.0)7 entering 11 exiting
7 +11 =18
PM Peak Hour of Generator (Series 400 Page 40)
Average Weekday Directional Distribution: 62%ent.38%exit.
(T) = 0.41 (X) T =30 Average Vehicle Trip Ends
(T) = 0.41 * (73.0)19 entering 11 exiting
19 +11 =30
Curtis D. Rowe
Trip Generation for Campground/Recreational Vehicle Park
Ami's Acres - Existing Campground
096671019January 27, 2026
Project
Subject
Designed by Date Job No.
Checked by Date Sheet No.of
TRIP GENERATION MANUAL TECHNIQUES
ITE Trip Generation Manual 12th Edition, Average Rate Equations
Land Use Code - Single-Family Detached Housing (210)
Independent Variable - Dwelling Units (X)
X =98
T = Average Vehicle Trip Ends
Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (Page 232)
Average Weekday Directional Distribution: 27%ent.73%exit.
(T) = 0.70(X) T =69 Average Vehicle Trip Ends
(T) = 0.70 * (98.0)19 entering 50 exiting
19 +50 =69
Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (Page 233)
Average Weekday Directional Distribution: 62%ent.38%exit.
(T) = 0.93 (X) T =91 Average Vehicle Trip Ends
(T) = 0.93 * (98.0)57 entering 34 exiting
57 +34 =91
AM Peak Hour of Generator (Page 234)
Average Weekday Directional Distribution: 27%ent.73%exit.
(T) = 0.75(X) T =74 Average Vehicle Trip Ends
(T) = 0.75 * (98.0)20 entering 54 exiting
20 +54 =74
PM Peak Hour of Generator (Page 235)
Average Weekday Directional Distribution: 63%ent.37%exit.
(T) = 0.97 (X) T =95 Average Vehicle Trip Ends
(T) = 0.97 * (98.0)60 entering 35 exiting
60 +35 =95
Weekday (Page 231)
Average Weekday Directional Distribution: 50%ent.50%exit.
(T) = 9.09 (X) T =892 Average Vehicle Trip Ends
(T) = 9.09 * (98.0)446 entering 446 exiting
446 +446 =892
Curtis D. Rowe
Trip Generation for Single-Family Detached Housing
Ami's Acres - Proposed Redevelopment
096671019February 16, 2026
kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
Intersection Capacity Analysis Outputs
HCM 7th TWSC Total AM
1: Frontage Road & East Access 02/16/2026
Synchro 12 Report
Page 1
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 24 12 13 36 0
Future Vol, veh/h 0 24 12 13 36 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ----0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 63 63 63 63 63 63
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 38 19 21 57 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 40 0 -0 67 29
Stage 1 ----29 -
Stage 2 ----38 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1570 ---938 1045
Stage 1 ----993 -
Stage 2 ----984 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1570 ---938 1045
Mov Cap-2 Maneuver ----938 -
Stage 1 ----993 -
Stage 2 ----984 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 9.09
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1570 ---938
HCM Lane V/C Ratio ----0.061
HCM Ctrl Dly (s/v)0 ---9.1
HCM Lane LOS A ---A
HCM 95th %tile Q(veh)0 ---0.2
HCM 7th TWSC Total PM
1: Frontage Road & East Access 02/16/2026
Synchro 12 Report
Page 1
Intersection
Int Delay, s/veh 2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 18 26 40 23 0
Future Vol, veh/h 0 18 26 40 23 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ----0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 72 72 72 72 72 72
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 25 36 56 32 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 92 0 -0 89 64
Stage 1 ----64 -
Stage 2 ----25 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1503 ---912 1000
Stage 1 ----959 -
Stage 2 ----998 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1503 ---912 1000
Mov Cap-2 Maneuver ----912 -
Stage 1 ----959 -
Stage 2 ----998 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 9.09
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1503 ---912
HCM Lane V/C Ratio ----0.035
HCM Ctrl Dly (s/v)0 ---9.1
HCM Lane LOS A ---A
HCM 95th %tile Q(veh)0 ---0.1
HCM 7th TWSC Total AM
2: Frontage Road & West Access 02/16/2026
Synchro 12 Report
Page 1
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 5 5 7 19 0
Future Vol, veh/h 0 5 5 7 19 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ----0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 50 50 50 50 50 50
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 10 10 14 38 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 24 0 -0 27 17
Stage 1 ----17 -
Stage 2 ----10 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1591 ---988 1062
Stage 1 ----1006 -
Stage 2 ----1013 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1591 ---988 1062
Mov Cap-2 Maneuver ----988 -
Stage 1 ----1006 -
Stage 2 ----1013 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 8.79
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1591 ---988
HCM Lane V/C Ratio ----0.038
HCM Ctrl Dly (s/v)0 ---8.8
HCM Lane LOS A ---A
HCM 95th %tile Q(veh)0 ---0.1
HCM 7th TWSC Total PM
2: Frontage Road & West Access 02/16/2026
Synchro 12 Report
Page 1
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 5 5 21 13 0
Future Vol, veh/h 0 5 5 21 13 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized -None -None -None
Storage Length ----0 -
Veh in Median Storage, #-0 0 -0 -
Grade, %-0 0 -0 -
Peak Hour Factor 56 56 56 56 56 56
Heavy Vehicles, %2 2 2 2 2 2
Mvmt Flow 0 9 9 38 23 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 46 0 -0 37 28
Stage 1 ----28 -
Stage 2 ----9 -
Critical Hdwy 4.12 ---6.42 6.22
Critical Hdwy Stg 1 ----5.42 -
Critical Hdwy Stg 2 ----5.42 -
Follow-up Hdwy 2.218 ---3.518 3.318
Pot Cap-1 Maneuver 1561 ---976 1048
Stage 1 ----995 -
Stage 2 ----1014 -
Platoon blocked, %---
Mov Cap-1 Maneuver 1561 ---976 1048
Mov Cap-2 Maneuver ----976 -
Stage 1 ----995 -
Stage 2 ----1014 -
Approach EB WB SB
HCM Ctrl Dly, s/v 0 0 8.78
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1561 ---976
HCM Lane V/C Ratio ----0.024
HCM Ctrl Dly (s/v)0 ---8.8
HCM Lane LOS A ---A
HCM 95th %tile Q(veh)0 ---0.1
kimley-horn.com 6200 South Syracuse Way Suite 300, Greenwood Village, CO 80111 303 228 2300
Conceptual Site Plan
US - 6
INTERSTATE 70 (WB)
INTERSTATE 70 (EB)
5734.30
667
20.00'
20.00'
Access and Utility easement
as per Amichaux Exemption plat.20.00'
Found No. 5 Rebar Found Rebar W/Plas.
Cap, PLS NO. 15710
Found CDOH Conc. R.O.W. marker
Exemption Parcel No. 2
7.495 Acres
Access and Utility easement
as per Amichaux Exemption plat.
20.00'
Overhead Utility Line(s)
Overhead Utility Line(s)
R
20'
EV STUDIO 3 PLEX (41)
3-STORY
TANDEM GARAGE
3BD/2BA
1312 SF (1968 SF W/ GARAGE)
BOZEMAN - SMALL (11)
2-STORY
2-CAR GARAGE
2BD/2BA
1327 SF (1792 SF W/ GARAGE)
BOZEMAN - LARGE (9)
3-STORY
2-CAR GARAGE
~4BD/3BA
2607 SF (3072 SF W/ GARAGE)
28'-0"
32
'
-
0
"
16'-0"
41
'
-
0
"
UNIT TYPES:
LODGE (19)
2-STORY
2 SURFACE PARKING
2BD/2.5BA
1152 SF 36
'
-
0
"
16'-0"
BOZEMAN - MEDIUM (16)
2-STORY
2-CAR GARAGE
2BD/2BA
1583 SF (2048 SF W/ GARAGE)
32
'
-
0
"
32
'
-
0
"
32'-0"
32'-0"
LODGE + GARAGE (2)
2-STORY
2-CAR GARAGE
2BD/2.5BA
1152 SF (1593SF W/ GARAGE)
16'-0" 21'-0"
21
'
-
0
"
36
'
-
0
"
JOB NO:
ISSUE RECORD:
REVISIONS:
DATE:PROGRESS DOCUMENTSNOT FORCONSTRUCTIONTHIS DRAWING HAS BEEN PREPARED BY THE ARCHITECT OF
RECORD OR UNDER HIS DIRECT SUPERVISION AS AN INSTRUMENT
OF SERVICE AND IS INTENDED FOR USE ONLY ON THIS PROJECT.
ALL DRAWINGS, SPECIFICATIONS, IDEAS, AND DESIGNS, INCLUDING
THE OVERALL LAYOUT, FORM, ARRANGEMENT, AND COMPOSITION
OF SPACES AND ELEMENTS PORTRAYED, CONSTITUTE THE
ORIGINAL UNPUBLISHED WORK OF THE ARCHITECT. ANY
REPRODUCTION, USE, OR DISCLOSURE OF THE INFORMATION
CONTAINED HERE-IN WITHOUT THE WRITTEN CONSENT OF THE
ARCHITECT IS STRICTLY PROHIBITED.
THE ARCHITECT DISCLAIMS RESPONSIBILITY FOR ANY EXISTING
BUILDING STRUCTURE, SITE CONDITIONS, EXISTING CONSTRUCTION
ELEMENTS OR ANY DOCUMENTS DRAWINGS OR OTHER
INSTRUMENTS USED FOR ANY PART OF THIS PROJECT WHICH DO
NOT BEAR THE ARCHITECT'S SEAL. THE ARCHITECT'S SERVICES ARE
UNDERTAKEN ON IN THE INTEREST OF THE PROJECT OWNER. NO
OBLIGATION IS ASSUMED BY THE ARCHITECT FOR THE BENEFIT OF
ANY OTHER ENTITY.
RELATED DOCUMENTS: THIS DRAWING IS A SINGLE COMPONENT OF
AN INTEGRATED SET OF CONSTRUCTION DOCUMENTS. GENERAL
AND SUPPLEMENTARY CONDITIONS OF THE CONTRACT, GENERAL
REQUIREMENTS, SPECIFICATIONS, AND OTHER DRAWINGS MAY
AFFECT THE WORK DESCRIBED. FAILURE TO REVIEW AND
INTEGRATE THE DESIGN INTENT OF THE WHOLE OF THE
CONSTRUCTION DOCUMENTS DOES NOT RELIEVE THE CONTRACTOR
FROM PROVIDING A COMPLETE PROJECT.
COMPLY WITH ALL LAWS CODES, ORDINANCES AND REGULATIONS
WITH THE AUTHORITIES HAVING JURISDICTION, AND WITH
REQUIREMENTS OF THE LANDLORD IF REQUIRED AS PART OF THE
WORK CONTAINED WITHIN. DO NOT START WORK UNTIL ALL
PERMITS AND REQUIRED APPROVALS ARE OBTAINED.
VERIFY ALL ACTUAL CONDITIONS AND DIMENSIONS PRIOR TO
CONSTRUCTION. COMMENCEMENT OF WORK CONSTITUTES
VERIFICATION AND ACCEPTANCE OF ALL EXISTING CONDITIONS.
APPLICATION OF A MATERIAL OR EQUIPMENT ITEM TO WORK
INSTALLED BY OTHERS CONSTITUTES ACCEPTANCE OF THAT WORK,
AND ASSUMPTION OF RESPONSIBILITY FOR SATISFACTORY
INSTALLATION.
DIMENSIONS SHOWN ARE TO FACE OF STRUCTURAL MATERIAL
UNLESS OTHERWISE INDICATED
CALCULATE AND READ DIMENSIONS, DO NOT SCALE THESE
DRAWINGS.
1330 BURLINGTON STREET, SUITE 201
NORTH KANSAS CITY,
MISSOURI 64116
816.715.1392
2/23/2026 3:47:50 PM
26-001
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