HomeMy WebLinkAbout1.05 Traffic StudyFEDERAL EXPRESS
GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
GARFIELD COUNTY
July 17, 2014
Prepared for:
Kiernan West, LLC
941 Orange Avenue, #512
Coronado, CA 92118
Prepared by:
RICK
ENGINEERING COMPANY
Traffic Division
Job Number 17237A
TABLE OF CONTENTS
Introduction 1
Project Description 1
Existing Transportation Conditions 1
Existing Traffic Volumes 4
Traffic Analysis Methodology 7
Existing (2014) Traffic Operations 7
Opening Year (2015) Without Project Traffic Volumes 10
Opening Year (2015) Without Project Traffic Analysis 10
Project Traffic Generation 10
Trip Distribution/Assignment 10
Opening Year (2015) With Project Traffic Analysis 18
Turn Template Analysis 18
Conclusions/Recommendations 18
References 25
Appendices
Appendix A — Traffic Volume Counts
Appendix B — Intersection Calculation Sheets
Appendix C — Trip Generation
Appendix D — Turning Templates
Tables
1. Existing Roadway Segment Operations 8
2. Existing Intersection Operations 9
3. Opening Year (2015) Without Project Roadway Segment Operations 12
4. Opening Year (2015) Without Project Intersection Operations 13
5. Traffic Generation 14
6. Opening Year (2015) With Project Roadway Segment Operations 19
7. Opening Year (2015) With Project Intersection Operations 20
8. Roadway Segment Operations Summary 21
9. Intersection Operations Summary 22
Exhibits
1. Project Vicinity Map 2
2. Proposed Site Plan 3
3. Existing Transportation Conditions 5
4. Existing Traffic Volumes 6
5. Opening Year (2015) Without Project Traffic Volumes 11
6. Project Traffic Distribution 15
7. Project Traffic Assignment 16
8. Opening Year (2015) With Project Traffic Volumes 17
9. Project Access Recommendations 24
10. Single Unit Truck Turning Template - Roundabout Appendix D
11. Single Unit Truck Turning Template - Driveway Appendix D
12. WB -67D Truck Turning Template - Roundabout Appendix D
13. WB -67D Truck Turning Template - Driveway Appendix D
FEDERAL EXPRESS
GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
GARFIELD COUNTY
July 17, 2014
INTRODUCTION
The following Traffic Impact Analysis (TIA) has been prepared to determine any traffic -related
impacts within the project area roadways and intersections due to the proposed development of
the Federal Express Ground Distribution Facility project. The project site is located east of the
Glenwood Springs Municipal Airport within Garfield County. Exhibit 1 shows the project
vicinity map.
PROJECT DESCRIPTION
The project proposes to construct a 26,795 SF building that will operate as a sorting and
distribution facility serving the greater Glenwood Springs area. Access to the project site will be
via one full access point off of Airport Center Road. It should be noted that the site will not be
open to the general public. Additionally, it is expected that all truck and employee traffic will
travel to/from State Highway 82 (SH -82) via Airport Center Road, Airport Road, Midland
Avenue and 27th Street. No Federal Express operations related traffic along Sky Ranch Road or
other nearby residential roads and streets is anticipated. It should also be noted that currently the
City of Glenwood Springs along with other state and federal agencies is analyzing the need for a
second access to SH -82. The project which is currently being called the South Bridge Project is
in the planning stages and no location has being selected. Therefore, as this project is anticipated
to be constructed and in operation prior to the South Bridge Project, this TIA does not analyze
the South Bridge as an access to SH -82. Exhibit 2 shows the proposed project site plan.
EXISTING TRANSPORTATION CONDITIONS
Although the Federal Express Ground Distribution Facility will be located within Garfield
County, traffic for the project will travel along both Garfield County and City of Glenwood
Springs roadways. The following is a brief description of County and City roadways within the
project area.
Midland Avenue is classified as a Minor Arterial within the project area. Midland Avenue is a 2 -
lane undivided roadway that provides one vehicle travel lanes in each direction. The posted
speed limit is 25 mph and no on street parking is provided. The intersection of Midland Avenue
and 27th Street is controlled by a roundabout. It should be noted that south of 4 Mile Road the
name changes to Airport Road.
Mt. Sopris Drive is classified as a Neighborhood Collector within the project area. Mt. Sopris
Drive is a 2 -lane undivided roadway that provides one vehicle travel lane in each direction. The
posted speed limit is 20 mph and on street parking is permitted.
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RICK
ENGINEERING COMPANY
EXHIBIT 1
PROJECT VICINITY MAP
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
NOT TO SCALE
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ENGINEERING COMPANY
EXHIBIT 2
PROPOSED SITE PLAN
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
3
27th Street is classified as a Minor Arterial within the project area. 27th Street is a 2 -lane
undivided roadway that provides one vehicle travel lane in each direction. The speed limit is 25
mph and on street parking is prohibited. As previously mentioned, there is a roundabout at its
intersection with Midland Avenue.
Grand Avenue is classified as a Minor Arterial within the project area. Grand Avenue is a 2 -lane
undivided roadway that provides one vehicle travel lane in each direction. The posted speed
limit is 25 mph and on street parking is not permitted.
Airport Road is currently an unclassified roadway within Garfield County. Airport Road is a 2 -
lane undivided roadway that provides one vehicle travel lane in each direction and on street
parking is not permitted.
4 Mile Road is classified as a Minor Collector within Garfield County. 4 Mile Road is a 2 -lane
undivided roadway that provides one travel lane in each direction. The posted speed limit is 25
mph and on street parking is not permitted.
Airport Center Road is currently an unclassified roadway within Garfield County. Airport
Center Road is a 2 -lane undivided roadway that provides one vehicle travel lane in each direction
and on street parking is not permitted.
Exhibit 3 shows the existing transportation conditions within the project area.
EXISTING TRAFFIC VOLUMES
This TIA analyzes the following intersection within the project area:
• 27th Street/Grand Avenue (Signalized)
• Midland Avenue/27th Street (Roundabout)
• Midland Avenue/Mt. Sopris Drive (Unsignalized)
The following roadway segments were also analyzed:
• Midland Avenue, 27th street to Airport Road
• Airport Center Road, east of Airport Road
Existing traffic volumes at the project area intersections were obtained from traffic counts
conducted by All Traffic Data Services, Inc. on Tuesday, June 10, 2014. The turning movement
counts were conducted during the AM (7-9) and PM (4-6) peak periods. Additionally, tube
counts were done at Airport Center Road east of Airport Road and at Midland Avenue south of
27th Street. Exhibit 4 shows the existing intersection turning movement counts and ADT's
within the study area. Appendix A contains the traffic volume count sheets. It should be noted
that area schools were not in session during the collection of the traffic volume counts. To
account for school related traffic for Sopris Elementary School, the turning movements at the
intersection of Midland Avenue/Mt. Sopris Drive were adjusted to match the traffic volumes
shown in the Glenwood Ridge Traffic Impact Study dated March 25, 2014.
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EXHIBIT 3 _EGEND
EXISTING TRANSPORTATION CONDITIONS
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
TS
= EXISTING TRAFFIC SIGNAL
= EXISTING LANE
= EXISTING STOP/YIELD CONTROL
= ROUNDABOUT
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TO MATCH THE VOLUMES IN THE GLENWOOD RIDGE
TIS TO ACCOUNT FOR SCHOOL RELATED TRAFFIC
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EXHIBIT 4
LEGEND
EXISTING TRAFFIC VOLUMES
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
xxxx = ADT
xxxx/xxxx = AM/PM PEAK HR
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TRAFFIC ANALYSIS METHODOLOGY
The intersections and roadways within the project area were analyzed for the following
scenarios:
• Existing (2014)
• Opening year (2015) without Project: Existing + Ambient Growth + Background Traffic
• Opening year (2015) with project traffic: Existing + Ambient Growth + Background Traffic
+ Project Traffic
The Level of Service (LOS) for signalized intersections was calculated using the methodologies
described in Chapter 18 of the 2010 Highway Capacity Manual (HCM). The LOS for signalized
intersections is defined in terms of control delay, which is made up of a number of factors that
relate to right-of-way control, geometrics and traffic volumes. The signalized intersection
analysis also takes into account intersection spacing and coordination.
The LOS for unsignalized intersections was calculated using the methodologies described in
Chapters 19 and 20 of the 2010 HCM. The LOS for an unsignalized (two-way stop controlled)
intersection is determined by the computed control delay for each minor street movement and
major street left -turns, and not for the intersection as a whole. The LOS for an unsignalized (all -
way stop controlled) intersection is determined by the computed control delay for the
intersection as a whole.
The LOS for roundabout intersections was calculated using the methodologies described in
Chapters 21 of the 2010 HCM. The LOS for a roundabout intersection is determined similarly to
a two-way and all -way stop controlled intersections, adjusting for the effect of yield control.
LOS A through D is considered acceptable for peak hour intersection operations. The project
area intersections were analyzed during the AM peak hour. The intersection calculation sheets
are contained in Appendix B.
The LOS for daily roadway segment operations was calculated based on volume to capacity
ratios. LOS A through D is considered acceptable for urbanized areas.
EXISTING (2014) TRAFFIC OPERATIONS
Table 1 shows that the studied street segments currently operate at LOS A on a daily basis.
Table 2 shows that the 27th Street/Grand Avenue signalized intersection currently operates at
LOS B or better during both the AM and PM peak hours.
Table 2 shows that the Midland Avenue/27th Street roundabout currently operates at LOS C or
better during both the AM and PM peak hours.
Table 2 shows that all critical movements of the Midland Avenue/Mt. Sopris Drive and Midland
Avenue/4 Mile Road unsignalized intersections currently operate at LOS C or better during both
the AM and PM peak hours.
TABLE 1
EXISTING ROADWAY SEGMENT OPERATIONS
Roadway Segment
Classification
LOS E
Capacity
Existing
Volume
V/C
LOS
Midland Avenue
27th Street to Airport Road
Arterial
15,000
7,907
0.53
A
Airport Center Road
East of Airport Road
Collector
5,000
149
0.03
A
files\17237\table\17237a.001.xis
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6/20/2014
TABLE 2
EXISTING INTERSECTION OPERATIONS
INTERSECTION
EXISTING
DELAY
LOS
27th Street/Grand Avenue (S)
AM Peak
7.1
A
PM Peak
10.9
B
Midland Avenue/27th Street (R)
AM Peak
10.0
B
PM Peak
19.8
C
Midland Avenue/Mt. Sopris Drive (U)
AM Peak
SBL
8.3
A
WB L
16.9
C
WB R
12.4
B
PM Peak
SBL
7.9
A
WB L
17.9
C
WB R
9.7
A
Midland Avenue/4 Mile Road (U)
AM Peak
EB TR
10.5
B
WB LT
12.7
B
NB LR
7.3
A
PM Peak
EB TR
10.4
B
WB LT
11.3
B
NB LR
7.3
A
Note:
Delays and Level of Service calculated utilizing the methodologies described
in Chapters 18, 19 and 21 of the 2010 Highway Capacity Manual (HCM).
DELAY is measured in seconds
LOS = Level of Service
NB = northbound, SB=southbound, etc.
T=thru movement, L=left-turn movement, etc.
(S) = Signalized intersection
(U) = Unsignalized intersection
(R) - Roundabout
files\17237\table\17237a.002.xls 6/22/2014
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OPENING YEAR (2015) WITHOUT PROJECT TRAFFIC VOLUMES
As discussed with City of Glenwood Springs Engineering Staff, a 2% growth rate was applied to
2014 existing traffic volumes to account for ambient growth and background traffic. Exhibit 5
shows the opening year (2015) without project traffic volumes.
OPENING YEAR (2015) WITHOUT PROJECT TRAFFIC ANALYSIS
Table 3 shows that the studied street segments are anticipated to continue to operate at LOS A
on a daily basis.
Table 4 shows that the 27th Street/Grand Avenue signalized intersection is anticipated to
continue to operate at LOS B or better during both the AM and PM peak hours.
Table 4 shows that the Midland Avenue/27th Street roundabout is anticipated to continue to
operate at LOS C or better during both the AM and PM peak hours.
Table 4 shows that all critical movements of the Midland Avenue/Mt. Sopris Drive and Midland
Avenue/4 Mile Road unsignalized intersections are anticipated to continue to operate at LOS C
or better during both the AM and PM peak hours.
PROJECT TRAFFIC GENERATION
The project traffic generation for the Federal Express Ground Distribution Facility was
calculated based on data provided from Federal Express at similar facilities. It is projected that
the proposed facility will operate 6 days a week with terminal operation for trailers and 5 days
per week terminal operation for pick-up and delivery. Based on this it is anticipated that the
proposed Federal Express facility at build -out will generate a total of 230 ADT with 47 trips (24
inbound/23 outbound) during the AM peak hour and 44 trips (24 inbound/20 outbound) during
the PM peak hour. It should also be noted that this facility will not be open to the general public.
Table 5 shows the traffic generation. The trip generation calculations sheet is contained in
Appendix C.
TRIP DISTRIBUTION/ASSIGNMENT
The site traffic distribution was estimated based on the site's proximity to the nearby major
roadways, existing local traffic patterns and existing traffic counts at the project area
intersections. It is expected that all truck and employee traffic will travel to/from SH -82 via
Airport Center Road, Airport Road, Midland Avenue and 27th Street. No Federal Express
operations related traffic along Sky Ranch Road or other nearby residential roads and streets is
anticipated. Exhibit 6 shows the project traffic distribution percentages utilized for assigning the
project trips. Exhibit 7 shows the primary project traffic trip assignment for opening year
(2015).
Once the project distribution has been established, the project traffic volumes were added to the
project area intersections and roadways. Exhibit 8 shows the opening year (2015) with project
traffic volumes (including existing, ambient growth, and project traffic).
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LEGEND
OPENING YEAR WITHOUT PROJECT TRAFFIC VOLUMES
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
xxxx = ADT
xxxx/xxxx = AM/PM PEAK HR
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OPENING YEAR (2015) WITHOUT PROJECT
ROADWAY SEGMENT OPERATIONS
Roadway Segment
Classification
LOS E
Capacity
2015 Non -Site
(Background Only)
Volume
V/C
LOS
Midland Avenue
27th Street to Airport Road
Arterial
15,000
8,065
0.54
A
Airport Center Road
East of Airport Road
Collector
5,000
152
0.03
A
files\17237\table\17237a.003.xls 6/20/2014
12
TABLE 4
OPENING YEAR (2015) WITHOUT PROJECT
INTERSECTION OPERATIONS
INTERSECTION
2015
NON -SITE
(BACKGROUND ONLY)
DELAY
LOS
27th Street/Grand Avenue (S)
AM Peak
7.2
A
PM Peak
11.2
B
Midland Avenue/27th Street (R)
AM Peak
10.3
B
PM Peak
21.5
C
Midland Avenue/Mt. Sopris Drive (U)
AM Peak
SBL
8.3
A
WB L
17.2
C
WB R
12.6
B
PM Peak
SBL
7.9
A
WB L
18.3
C
WB R
9.7
A
Midland Avenue/4 Mile Road (U)
AM Peak
EB TR
10.5
B
WB LT
12.9
B
NB LR
7.3
A
PM Peak
EB TR
10.4
B
WB LT
11.3
B
NB LR
7.3
A
Note:
Delays and Level of Service calculated utilizing the methodologies described
in Chapters 18, 19 and 21 of the 2010 Highway Capacity Manual (HCM).
DELAY is measured in seconds
LOS = Level of Service
NB = northbound, SB=southbound, etc.
T=thru movement, L=left-turn movement, etc.
(S) = Signalized intersection
(U) = Unsignalized intersection
(R) - Roundabout
files\17237\table\17237a.004.xls 6/22/2014
13
TABLE 5
FEDERAL EXPRESS GROUND DISTRIBUTION CENTER
TRAFFIC GENERATION
LAND USE
ADT
AM PEAK
PM PEAK
VOLUME
VOLUME
IN
OUT
IN
OUT
Federal Express
230
I
24
23
24
20
Note:
Traffic generation based on data provided from Federal Express
at similar facilities.
files\17237\table\17237a.005.xls 7/17/2014
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EXHIBIT 6
PROJECT TRAFFIC DISTRIBUTION
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
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LEGEND
PROJECT TRAFFIC ASSIGNMENT
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
xxxx = ADT
xxxx/xxxx = AM/PM PEAK HR
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EXHIBIT 8 LEGEND
OPENING YEAR WITH PROJECT TRAFFIC VOLUMES
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
xxxx = ADT
xxxx/xxxx = AM/PM PEAK HR
17
OPENING YEAR (2015) WITH PROJECT TRAFFIC ANALYSIS
Table 6 shows that the studied street segments are anticipated to continue to operate at LOS A
on a daily basis.
Table 7 shows that the 27th Street/Grand Avenue signalized intersection is anticipated to
continue to operate at LOS B or better during both the AM and PM peak hours.
Table 7 shows that the Midland Avenue/27th Street roundabout is anticipated to continue to
operate at LOS C or better during both the AM and PM peak hours.
Table 7 shows that all critical movements of the Midland Avenue/Mt. Sopris Drive and Midland
Avenue/4 Mile Road unsignalized intersections are anticipated to continue to operate at LOS C
or better during both the AM and PM peak hours. Table 7 also shows that the project driveway
along Airport Center Road is anticipated to operate at LOS A for both the AM and PM peak
hours.
Table 8 shows a summary of all studied project roadway segments, and Table 9 shows a
summary of all studied project intersections.
TURN TEMPLATE ANAYLSIS
Truck turning templates were analyzed at the Midland Avenue/27th Street Roundabout and at
Airport Center Road/Project Driveway, to determine if Federal Express trucks accessing the
proposed site will be able to maneuver through the intersections safely without impacting other
vehicles or fixed objects. Based on information provided by the client, the AASHTO SU single
unit truck and the WB -67D dual trailer truck most closely resemble the anticipated delivery
trucks. As shown in Exhibits 10 through 13, the trucks are anticipated to be able to safely
maneuver through the intersections, without negatively impacting other vehicles or fixed objects.
Refer to Appendix D for the truck turning templates.
CONCLUSIONS/RECOMMENDATIONS
The TIA evaluated any potential traffic impacts due to the proposed Federal Express Ground
Distribution Facility project. The project is anticipated to generate 230 ADT, with 47 AM peak
hour trips (24 inbound/23 outbound) and 44 PM peak hour trips (24 inbound/20 outbound).
Based on the analysis contained within this report, all studied intersections and roadways are
anticipated to operate at an acceptable LOS with the addition of the project traffic.
The following recommendations are proposed for the project:
Airport Center Road/Project Driveway
Construct the driveway to allow full access with the following lane configuration:
• Northbound Approach — 1 shared through/right-turn lane
• Southbound Approach — 1 shared left-turn/through lane
• Westbound Approach — 1 shared left-turn/right-turn lane
Install a stop sign and limit line for the westbound/driveway approach to Airport Center Road.
18
TABLE 6
OPENING YEAR (2015) WITH PROJECT
ROADWAY SEGMENT OPERATIONS
Roadway Segment
Classification
LOS E
Capacity
Opening Year
(2015)
Volume
V/C
LOS
Midland Avenue
27th Street to Airport Road
Arterial
15,000
8,295
0.55
A
Airport Center Road
East of Airport Road
Collector
5,000
382
0.08
A
files\17237\table\17237a.006.xls ? 1 uH4
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files\17237\table\17237a.007.xls
TABLE 7
OPENING YEAR (2015) WITH PROJECT
INTERSECTION OPERATIONS
INTERSECTION
OPENING YEAR
(2015)
DELAY
LOS
27th Street/Grand Avenue (S)
AM Peak
7.2
A
PM Peak
11.4
B
Midland Avenue/27th Street (R)
AM Peak
10.9
[3
PM Peak
23.7
C
Midland Avenue/Mt. Sopris Drive (U)
AM Peak
SBL
8.4
A
WB L
18.3
C
WB R
13.0
B
PM Peak
SBL
8.0
A
WB L
19.4
C
WB R
9.9
A
Midland Avenue/4 Mile Road (U)
AM Peak
EB TR
11.3
B
WB LT
13.3
[3
NB LR
7.3
A
PM Peak
EB TR
11.0
B
WB LT
11.5
B
NB LR
7.3
A
Airport Center Road/Project Driveway (U)
AM Peak
WB L
8.7
A
PM Peak
WB L
8.7
A
Note:
Delays and Level of Service calculated utilizing the methodologies described
in Chapters 18, 19 and 21 of the 2010 Highway Capacity Manual (HCM).
DELAY is measured in seconds
LOS = Level of Service
NB = northbound, SB=southbound, etc.
T=thru movement, L=left-turn movement, etc.
(S) = Signalized intersection
(U) = Unsignalized intersection
(R) - Roundabout
20
7/17/2014
TABLE 8
ROADWAY SEGMENT OPERATIONS
SUMMARY
INTERSECTION
CLASSIFICATION
LOS
CAPACITY
EXISTING
OPENING YEAR
WITHOUT PROJECT
OPENING YEAR
WITH PROJECT
VOLUME
V/C
LOS
VOLUME
V/C
LOS
VOLUME
V/C
LOS
Midland Avenue
27th Street to Airport Road
Arterial
15,000
7,907
0.53
A
8,065
0.54
A
8,295
0.55
A
Airport Center Road
East of Airport Road
Collector
5,000
149
0.03
A
152
0.03
A
382
0.08
A
files\17237\table\17237a.008.xls 7/17/2014
21
TABLE 9
INTERSECTION OPERATIONS
SUMMARY
INTERSECTION
1
EXISTING
OPENING YEAR
WITHOUT PROJECT
OPENING YEAR
WITH PROJECT
DELAY
LOS
DELAY
LOS
DELAY
LOS
27th Street/Grand Avenue (S)
AM Peak
7.1
A
7.2
A
7.2
A
PM Peak
10.9
B
11.2
B
11.4
B
Midland Avenue/27th Street (R)
AM Peak
10.0
B
10.3
B
10.9
B
PM Peak
19.8
C
21.5
C
23.7
C
Midland Avenue/Mt. Sopris Drive (U)
AM Peak
SB L
8.3
A
8.3
A
8.4
A
WB L
16.9
C
17.2
C
18.3
C
WBR
12.4
B
12.6
B
13.0
B
PM Peak
SBL
7.9
A
7.9
A
8.0
A
WBL
17.9
C
18.3
C
19.4
C
WB R
9.7
A
9.7
A
9.9
A
Midland Avenue/4 Mile Road (U)
AM Peak
EB TR
10.5
B
10.5
B
11.3
B
WB LT
12.7
B
12.9
B
13.3
B
NB LR
7.3
A
7.3
A
7.3
A
PM Peak
EB TR
10.4
B
10.4
B
11.0
B
WB LT
11.3
B
11.3
B
11.5
B
NB LR
7.3
A
7.3
A
7.3
A
Airport Center Road/Project Driveway (U)
AM Peak
WB L
--
-
-
8.7
A
PM Peak
WB L
-
-
-
-
8.7
A
Note:
Delays and Level of Service calculated utilizing the methodologies described
in Chapters 18, 19 and 21 of the 2010 Highway Capacity Manual (HCM).
DELAY is measured in seconds
LOS = Level of Service
NB = northbound, SB=southbound, etc.
T=thru movement, L=left turn movement, etc.
(S) = Signalized intersection
(U) = Unsignalized intersection
(R) - Roundabout
files\ 17237\table\ 17237a.009.xls
22
7/17/2014
Exhibit 9 shows a graphical representation of the proposed project area transportation
recommendations for opening year (2015).
23
Rick Engineering Company
O
CVO
NOT TO SCALE
RICK
ENGINEERING COMPANY
EXHIBIT 9
_EEEND
PROJECT ACCESS RECOMMENDATIONS
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
TRAFFIC IMPACT ANALYSIS
U = EXISTING TRAFFIC SIGNAL
} = EXISTING LANE
v = EXISTING STOP/YIELD CONTROL
T = PROPOSED STOP SIGN
K ! = ROUNDABOUT
24
C
4)
a
0
L
C 0
O" O
▪ O
7
C U!
0 -p
I v,
W a
C
O O
L U
t /
0.
O-
L a
o o
o
oin
r o
n o
N
I
7 4g
•- a
•- 0
L p
X
w �
0
p
o
O • a
I /
O 0
+ a
- p
E
D 0
01 O
01
3
T l0
O
C O
0N
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-
C +
N
/ 0 N
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010
0 0
0 0
7 00
0 0 0
0
•-+N
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0 -m
/
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»
7
H /
REFERENCES
1. City of Glenwood Springs, Comprehensive Plan, March 2011.
2. City of Glenwood Springs, Long Range Transportation Plan 2003-2030, July 17, 2003.
3. City of Glenwood Springs, Street Standards, July 7, 2005.
4. Garfield County, Comprehensive Plan 2030, October 9, 2013.
5. Institute of Transportation Engineers, Trip Generation, 9th Edition, Washington, D.C., 2012.
6. Felsburg Holt & Ullevig, Glenwood Ridge Traffic Impact Study, Glenwood Springs,
Colorado, March 25, 2014.
7. Trafficware, SYNCHRO, Version 8, Build 805, Sugar Land, Texas, 2013.
8. Transportation Research Board, Highway Capacity Manual, Washington, D.C., 2010.
25
APPENDIX A
Traffic Volume Counts
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
Groups Printed- Class 1
MIDLAND AVE
Southbound
27TH ST MIDLAND AVE
Westbound Northbound
: #1 MIDLAND&27THAM
:00000000
: 6/10/2014
:1
27TH ST
Eastbound
Start Time
Right
Thru
Left
Other
Right Thru Left Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Int. Total
07:00 AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
Grand Total
Apprch %
Total °A,
0 8 54 0 11 0 9 1 66 4 0 0 0 0 0 0 153
0 9 47 0 14 0 12 0 84 24 0 0 0 0 0 0 190
0 9 77 0 20 0 22 0 86 27 0 0 0 0 0 0 241
0 10 74 0 19 0 23 1 103 28 0 0 0 0 0 0 258
0 36 252 0 64 0 66 2 339 83 0 0 0 0 0 0 842
0 10 66 0 22 0 25 0 86 19 0 0 0 0 0 0 228
0 17 35 0 18 0 18 0 69 23 0 0 0 0 0 0 180
0 10 50 0 20 0 29 0 81 20 0 0 0 0 0 0 210
0 12 40 0 30 0 40 0 94 21 0 0 0 0 0 0 237
0 49 191 0 90 0 112 0 330 83 0 0 0 0 0 0 855
0 85 443
0 16.1 83.9
0 5 26.1
0 154 0 178 2 669 166 0 0 0 0 0 0 1697
0 46.1 0 53.3 0.6 80.1 19.9 0 0 0 0 0 0
0 9.1 0 10.5 0.1 39.4 9.8 0 0 0 0 0 0
0
F
c
r
r-
0 0
O
O
O
0
O
0
0
MIDLAND AVE
Out In Total
1 5281
01 851 4431 01
Right Thu LeLf+t Other
I 3201
8481
North
6/10/2014 07:00 AM
6/10/2014 08:45 AM
Class 1
4-1 T
Left Thru Right Other
01 1661 6691 0I
1 8351
Out In Total
mini ANn AVF
2631
I 10981
gym'
s
1
N
O
CD
A
0
N
O
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltraffiedata.net
File Name
Site Code
Start Date
Page No
: #1 MIDLAND&27THAM
:00000000
: 6/10/2014
:2
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
Int. Total
07:15 AM
MIDLAND AVE
Southbound
27TH ST
Westbound
MIDLAND AVE
Northbound
27TH ST
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru I Left Other App. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
Int. Total
07:15 AM
0
9
47
0
56
14
0
12
0
26
84
24
0
0
108
0
0
0
0
0
190
07:30 AM
0
9
77
0
86
20
0
22
0
42
86
27
0
0
113
0
0
0
0
0
241
07:45 AM
0
10
74
0
84
19
0
23
1
43
103
28
0
0
131
0
0
0
0
0
258
08:00 AM
0
10
66
0
76
22
0
25
0
47
86
19
0
0
105
0
0
0
0
0
228
Total Volume
0
38
264
0
302
75
0
82
1
158
359
98
0
0
457
0
0
0
0
0
917
App. Total
0
12.6
87.4
0
47.5
0
51.9
0.6
78.6
21.4
0
0
0
0
0
0
PHF
.000
.950
.857
.000
.878
.852
.000
.820
.250
.840
.871
.875
.000
.000
.872
.000
.000
.000
.000
.000
.889
0
1-
O
O
O
O
O
O
O
MIDLAND AVE
Out In Total
1 i 3021
01 381 2641 01
Right Thru Left Other
1731
4751
Peak Hour Data
North
Peak Hour Begins at 07:15 Afll
Class 1
r
Left Thru Right Other
I 01 981 3591 01
1
1 4571
Out In Total
Mini ANI') AVF
1201
5771
O
N
W
0)
W
O
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltraffiedata.net
File Name
Site Code
Start Date
Page No
Groups Printed- Class 1
MIDLAND AVE
Southbound
27TH ST MIDLAND AVE
Westbound Northbound
: #1 MIDLAND&27THPM
:00000000
: 6/10/2014
:1
27TH ST
Eastbound
Start Time
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Right
0
0
0
0
Thru
22
14
17
18
Left Other Right
55 0 55
33 0 50
37 0 87
53 0 89
Total 0 71
05:00 PM 0
05:15 PM 0
05:30 PM 0
05:45 PM 0
178 0 281
24 62 1 89
23 40 0 118
20 40 0 84
18 35 1 97
Total 0
Grand Total
Apprch %
Total °A,
85 177 2 388
0 156 355
0 30.4 69.2
0 6.4 14.5
2 669
0.4 47.4
0.1 27.3
Thru
0
0
0
0
0
0
0
0
0
0
Left
61
75
84
79
299
100
128
104
103
435
0 734
0 52
0 30
Other
1
1
1
0
Right Thru Left Other
57 12 0 0
43 11 0 0
51 19 0 0
45 18 0 0
Right
Thru
0 0
0 0
0 0
0 0
Left
0
0
0
0
Other
0
0
0
0
196 60 0
4 38 15 0 4
1 48 18 0 0
0 58 23 0 0
0 46 18 0 0
5 190 74 0 4
8 386 134 0 4
0.6 73.7 25.6 0 0.8
0.3 15.8 5.5 0 0.2
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
F
c
✓
N
0
O
O
O
0
O
0
0
MIDLAND AVE
Out In Total
1 5131
1
01 1561 3551 21
Right Thu LeLf+t Other
8031
13161
North
6/10/2014 04:00 PM
6/10/2014 05:45 PM
Class 1
Left Thru Right Other
1 01 1341 3861 41
1
1 5241
Out In Total
mini ANn AVF
8901
14141
gym'
1
m
0
(D
m
co
0
C.,
Isa
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Int. Total
263
227
296
302
1088
337
376
329
318
1360
2448
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
: #1 MIDLAND&27THPM
:00000000
: 6/10/2014
:2
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
Int. Total
05:00 PM
MIDLAND AVE
Southbound
27TH ST
Westbound
MIDLAND AVE
Northbound
27TH ST
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru I Left Other App. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
Int. Total
05:00 PM
0
24
62
1
87
89
0
100
4
193
38
15
0
4
57
0
0
0
0
0
337
05:15 PM
0
23
40
0
63
118
0
128
1
247
48
18
0
0
66
0
0
0
0
0
376
05:30 PM
0
20
40
0
60
84
0
104
0
188
58
23
0
0
81
0
0
0
0
0
329
05:45 PM
0
18
35
1
54
97
0
103
0
200
46
18
0
0
64
0
0
0
0
0
318
Total Volume
0
85
177
2
264
388
0
435
5
828
190
74
0
4
268
0
0
0
0
0
1360
App. Total
0
32.2
67
0.8
46.9
0
52.5
0.6
70.9
27.6
0
1.5
0
0
0
0
PHF
.000
.885
.714
.500
.759
.822
.000
.850
.313
.838
.819
.804
.000
.250
.827
.000
.000
.000
.000
.000
.904
0
1-
1-
to
1—
r--
0
—
NO
0
0
0
0
0
0
0
MIDLAND AVE
Out In Total
1 2641
01 851 1771 21
Right Thru Left Other
4621
7261
Peak Hour Data
North
Peak Hour Begins at 05:00 PIlI
Class 1
r
Left Thru Right Other
01 741 1901 41
1
1 2681
Out In Total
Mini ANI') AVF
5201
7881
2
r
O
03
0
01
J
iCO"
co
rT
O
C
--I
=x
to
0
iv
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
Groups Printed- Class 1
GRAND AVE
Southbound
27TH ST
Westbound
GRAND AVE
Northbound
: #2 GRAND&27THAM
:00000000
: 6/10/2014
:1
27TH ST
Eastbound
Start Time
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Int. Total
07:00 AM
07:15 AM
07:30 AM
07:45 AM
7 7
8 7
18 11
12 15
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
9 3
4 1
3 0
7 2
1 11 0
2 16 4
2 21 4
3 29 9
45 40 23 6
Total
Grand Total
Apprch %
Total °A,
20
11
20
25
76
13
6
9
11
39
6
5
8
3
22
0
2
0
2
121 79 45 8
47.8 31.2 17.8 3.2
6.8 4.4 2.5 0.4
8 77 17
6
6
8
2
22
20
19
34
38
111
5
9
4
6
24
30 188 41
11.5 72 15.7
1.7 10.5 2.3
0
0
0
0
0
0
2
0.8
0.1
6
11
5
7
29
14
6
10
8
38
5
4
5
9
23
8
6
6
6
26
3
4
5
3
15
9
3
7
4
23
67 49 38
43.5 31.8 24.7
3.7 2.7 2.1
0
0
0
0
0
0
0
0
0
0
0
0
0
8 90
10 91
14 118
21 107
25 0
26 2
29 0
46 0
53 406
17
5
11
8
41
107
77
80
85
349
126 2
33
29
35
48
145
94 755 271
8.4 67.3 24.2
5.3 42.2 15.1
0
rn
co
N
V
rn
GRAND AVE
Out In Total
1 2531
I 1211 791 451 81
Right Thu Left Other
3501
6031
North
6/10/2014 07:00 AM
6/10/2014 08:45 AM
Class 1
417
Left
1 381
T
Thru Right Other
49I 671 0I
1
1 1541
In Total
r;RANn AVF
2141
Out
3681
1
m
0
N
0
CO
N
CO
V
rn
N
CO
0
C
1
0
0
0
0
0
0
2
0.2
0.1
175
190
236
270
871
258
182
234
245
919
1790
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
: #2 GRAND&27THAM
:00000000
: 6/10/2014
:2
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
Int. Total
07:15 AM
GRAND AVE
Southbound
27TH ST
Westbound
GRAND AVE
Northbound
27TH ST
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru i Left Other App. Total
Right Thru Left Other App. Total
Right Thru I Left Other App. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15 AM
Int. Total
07:15 AM
8
7
4
1
20
2
16
4
0
22
11
4
4
0
19
10
91
26
2
129
190
07:30 AM
18
11
3
0
32
2
21
4
1
28
5
5
5
0
15
14
118
29
0
161
236
07:45 AM
12
15
7
2
36
3
29
9
0
41
7
9
3
0
19
21
107
46
0
174
270
08:00 AM
20
13
6
0
39
6
20
5
0
31
14
8
9
0
31
17
107
33
0
157
258
Total Volume
58
46
20
3
127
13
86
22
1
122
37
26
21
0
84
62
423
134
2
621
954
App. Total
45.7
36.2
15.7
2.4
10.7
70.5
18
0.8
44
31
25
0
10
68.1
21.6
0.3
PHF
.725
.767
.714
.375
.814
.542
.741
.611
.250
.744
.661
.722
.583
.000
.677
.738
.896
.728
.250
.892
.883
0
1-
co
op
co
CD
N
GRAND AVE
Out In Total
1 1271
581 461 201 31
Right Thru Left Other
1731
3001
Peak Hour Data
North
Peak Hour Begins at 07:15 Afll
Class 1
47 1
Left Thru Right Other
1 1211 261 371 101
1
1 841
In Total
PRANr)AVF
1301
Out
2141
2
N
O
W
rn
0)
0
N
0
N
O
_-1
=
co
O
El
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
Groups Printed- Class 1
GRAND AVE
Southbound
27TH ST
Westbound
GRAND AVE
Northbound
: #2 GRAND&27THPM
:00000000
: 6/10/2014
:1
27TH ST
Eastbound
Start Time
Right
Thru
Left
Other
Right Thru Left Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Int. Total
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
56 8
54 5
58 10
58 12
226 35
75
90
58
72
295
4 0
3 0
3 2
10 1
20 3
7 5 2
12 6 2
10 3 0
10 3 0
39 17 4
521 74
81.5 11.6
19.9 2.8
37
5.8
1.4
7
1.1
0.3
7
4
7
6
24
11
7
13
15
46
70
7.6
2.7
61
72
90
91
314
12
8
12
12
44
0
0
0
0
0
96 7 0
137 6 2
127 4 1
110 3 0
470 20 3
784
85.1
29.9
64
6.9
2.4
3
0.3
0.1
13
12
8
12
45
9
11
5
8
33
11
7
13
16
47
18
15
10
9
52
3
11
27
15
56
20
19
14
16
69
78 99 125
25.8 32.8 41.4
3 3.8 4.8
0
0
0
0
0
0
0
0
0
0
0
0
0
6
6
8
8
28
3
10
9
6
28
56
7.4
2.1
86
53
58
63
260
81
57
64
47
249
509
67
19.4
23
23
21
27
94
24
24
27
26
101
195
25.7
7.4
0
M
D)
m
0
CL
0
GRAND AVE
Out In Total
1 6391
1 5211 741 371 71
Right Thu Left Other
1 3641
10031
North
6/10/2014 04:00 PM
6/10/2014 05:45 PM
Class 1
4-1 1
Left Thru Right Other
1 1251 991 781 01
1
1 3021
In Total
r;RANn AVF
1 1941
Out
4961
gym'
1
m
O
st
CD
0
A
A
W
A
A
N
0
c.,
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
290
258
317
331
1196
358
398
345
325
1426
2622
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
: #2 GRAND&27THPM
:00000000
: 6/10/2014
:2
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
Int. Total
04:45 PM
GRAND AVE
Southbound
27TH ST
Westbound
GRAND AVE
Northbound
27TH ST
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru I Left Other App. Total
Right Thru Left Other App. Total
Right Thru I Left Other App. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM
Int. Total
04:45 PM
58
12
10
1
81
6
91
12
0
109
12
16
15
0
43
8
63
27
0
98
331
05:00 PM
75
7
5
2
89
11
96
7
0
114
9
18
20
0
47
3
81
24
0
108
358
05:15 PM
90
12
6
2
110
7
137
6
2
152
11
15
19
0
45
10
57
24
0
91
398
05:30 PM
58
10
3
0
71
13
127
4
1
145
5
10
14
0
29
9
64
27
0
100
345
Total Volume
281
41
24
5
351
37
451
29
3
520
37
59
68
0
164
30
265
102
0
397
1432
App. Total
80.1
11.7
6.8
1.4
7.1
86.7
5.6
0.6
22.6
36
41.5
0
7.6
66.8
25.7
0
PHF
.781
.854
.600
.625
.798
.712
.823
.604
.375
.855
.771
.819
.850
.000
.872
.750
.818
.944
.000
.919
.899
O
F
F
rn C
1—
r--
0
—
NO
o
co
M
2
H�
LF -7,
O
GRAND AVE
Out In Total
1 3511
2811 411 241 51
Right Thru Left Other
1981
5491
Peak Hour Data
North
Peak Hour Begins at 04:45 PIlI
Class 1
47 1
r
Left Thru Right Other
1681 591 371 I OI
1
1 1641
In Total
GRAM -I AVE
1001
Out
2641
2
N
O
V
01
m
W
0))
0
A
O
O
— —I
= 2
rn
0
El
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
Groups Printed- Class 1
: #3 MIDLAND&MTSOPRISAM
:00000000
: 6/10/2014
:1
MIDLAND AVE
Southbound
MT SOPRIS DR
Westbound
MIDLAND AVE
Northbound
MT SOPRIS DR
Eastbound
Start Time
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Int. Total
07:00 AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
Grand Total
Apprch %
Total %
0
0
0
0
11
13
19
15
5
5
8
11
0
0
0
0
0 58 29
0
0
0
0
0
23
17
25
31
96
11
7
12
21
51
0 154 80
0 65.8 34.2
0 16.3 8.5
0
0
0
0
0
0
0
0
19 0
30 0
28 0
44 0
121 0
34
17
35
40
126
247
97.2
26.2
0
0
0
0
0
0
1
1
0
1
0 2 0
0 1 0
0 1 1
0 0 0
0 4 1
0
0
0
5
2
0.5
2
0.8
0.2
3
3
1
2
3
9
47
46
77
51
221
49
60
52
48
209
12 430
2.7 96.2
1.3 45.6
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
0
0
0
0
0
0
0
3
0
1
1
0
0
0
0
2
0
2
0
1
3
5
1.1
0.5
0 0 5 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
etF
0
0
0)
E
a
0
cn
m
0
O
MIDLAND AVE
Out In Total
1 2341
1 01 1541 801 01
Right Thu LeLf+t Other
6851
9191
North
6/10/2014 07:00 AM
6/10/2014 08:45 AM
Class 1
4-1 T
Left Thru Right Other
1 01 4301 121 51
1
1 4471
Out In Total
MIDLAND AVE
1591
6061
1
0
O
0
V
N
A
1
1
0
1
3
8
100
0.8
0
0
0
0
0
0
0
0
86
97
133
125
441
123
106
128
145
502
943
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name : #3 MIDLAND&MTSOPRISAM
Site Code : 00000000
Start Date : 6/10/2014
Page No : 2
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
Int. Total
08:00 AM
MIDLAND AVE
Southbound
MT SOPRIS DR
Westbound
MIDLAND AVE
Northbound
MT SOPRIS DR
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru I Left Other App. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
Int. Total
08:00 AM
0
23
11
0
34
34
0
2
0
36
3
49
0
0
52
0
0
1
0
1
123
08:15 AM
0
17
7
0
24
17
0
1
0
18
1
60
0
2
63
0
0
1
0
1
106
08:30 AM
0
25
12
0
37
35
0
1
1
37
2
52
0
0
54
0
0
0
0
0
128
08:45 AM
0
31
21
0
52
40
0
0
0
40
3
48
0
1
52
0
0
1
0
1
145
Total Volume
0
96
51
0
147
126
0
4
1
131
9
209
0
3
221
0
0
3
0
3
502
App. Total
0
65.3
34.7
0
96.2
0
3.1
0.8
4.1
94.6
0
1.4
0
0
100
0
PHF
.000
.774
.607
.000
.707
.788
.000
.500
.250
.819
.750
.871
.000
.375
.877
.000
.000
.750
.000
.750
.866
M
0
0
O
MIDLAND AVE
Out In Total
1 1471
1
01 961 511 01
Right Thru Left Other
3381
4851
Peak Hour Data
North
Peak Hour Begins at 08:00 Afll
Class 1
r
Left Thru Right Other
1 01 2091 91 31
1
1 2211
Out In Total
Mini ANI') AVF
1001
3211
2
m
O
0))
O
O
O
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
Groups Printed- Class 1
: #3 MIDLAND&MTSOPRISPM
:00000000
: 6/10/2014
:1
MIDLAND AVE
Southbound
MT SOPRIS DR
Westbound
MIDLAND AVE
Northbound
MT SOPRIS DR
Eastbound
Start Time
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Int. Total
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
0
0
0
0
42
36
47
40
23
27
31
28
0
0
0
0
0 165 109
0
0
0
50
68
59
57
234
45
54
45
35
179
1 399 288
0.1 58 41.9
0.1 35.2 25.4
0
0
0
0
0
0
0
0
20 0
11 0
14 0
16 0
61 0
0 0
1 0
3 0
0 0
4 0
17 0 1 0
29 0 2 0
30 0 2 0
19 0 1 0
95 0 6 0
156
94
13.7
0
0
0
10
6
0.9
0
0
0
3
2
1
0
6
2
1
3
1
7
36
36
38
20
130
24
36
33
28
121
13 251
4.7 90.6
1.1 22.1
0
0
0
0
0
0
0
0
0
0
0
0
0
2
0
1
1
4
0
0
0
2
2
3
2
9
13
4.7
1.1
0
0
0
0
0
25
0.1
0
0
0
0
0
0
0
0
0
0
0
0
0
0 0 0
0 2 0
0 0 0
0 0 0
0 2 0
0
0
0
0
F
et
0
0
Q c
0
0
O
2
O
0
0
iu
0
MIDLAND AVE
Out In Total
1 6881
1 11 3991 2881 01
Right Thu LeLf+t Other
4101
10981
North
6/10/2014 04:00 PM
6/10/2014 05:45 PM
Class 1
Left Thru Right Other
1 01 2511 131 131
1
1 2771
Out In Total
mini ANn AVF
4101
6871
s
1
m
O
CD
rn
0
CO
rn
A
V
3
75
0.3
0
0
0
127
113
135
106
481
142
194
175
143
654
1135
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name : #3 MIDLAND&MTSOPRISPM
Site Code : 00000000
Start Date : 6/10/2014
Page No : 2
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
Int. Total
05:00 PM
MIDLAND AVE
Southbound
MT SOPRIS DR
Westbound
MIDLAND AVE
Northbound
MT SOPRIS DR
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru I Left Other App. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
Int. Total
05:00 PM
1
50
45
0
96
17
0
1
0
18
2
24
0
2
28
0
0
0
0
0
142
05:15 PM
0
68
54
0
122
29
0
2
0
31
1
36
0
2
39
0
0
2
0
2
194
05:30 PM
0
59
45
0
104
30
0
2
0
32
3
33
0
3
39
0
0
0
0
0
175
05:45 PM
0
57
35
0
92
19
0
1
0
20
1
28
0
2
31
0
0
0
0
0
143
Total Volume
1
234
179
0
414
95
0
6
0
101
7
121
0
9
137
0
0
2
0
2
654
App. Total
0.2
56.5
43.2
0
94.1
0
5.9
0
5.1
88.3
0
6.6
0
0
100
0
PHF
.250
.860
.829
.000
.848
.792
.000
.750
.000
.789
.583
.840
.000
.750
.878
.000
.000
.250
.000
.250
.843
O
F
Ci
COCi
C
0
0
to
2
0
M
N
N
0
0
0
NJ
MIDLAND AVE
Out In Total
1 4141
1
1 11 2341 1791 01
Right Thru Left Other
2181
6321
Peak Hour Data
North
2
Peak Hour Begins at 05:00 P
Class 1 ,x
O
c
4-1 T r'
Left Thru Right Other
01 1211 71 91
1
1 1371
Out In Total
Mini ANI') AVF
2401
3771
CO
O
rn
O
0
0)
V
0
in
0
F 33
(n
0
0
iv
MIDLAND AVE / AIRPORT
RD
Southbound
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltraffiedata.net
File Name : #4 MIDLAND&4MILEAM
Site Code : 00000000
Start Date : 6/10/2014
Page No : 1
Groups Printed- Class 1
4 MILE
Westbound
MIDLAND AVE / AIRPORT
RD
Northbound
4 MILE
Eastbound
Start Time
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Right
Thru
Left
Other
Int. Total
07:00 AM
07:15 AM
07:30 AM
07:45 AM
6 5 0 0
6 8 0 0
11 6 0 0
9 6 0 0
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
Grand Total
Apprch %
Total %
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 15 0 0
0 18 0 0
0 27 0 0
0 21 0 0
32 25 0 0
16 10 0 0
10 8 0 0
13 13 0 0
19 13 0 0
58 44 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
90 69 0 0 0 0 0 0
56.6 43.4 0 0 0 0 0 0
14.9 11.4 0 0 0 0 0 0
0 0 31 0
0 0 31 0
0 0 46 0
2 0 32 0
0 81 0 0
0 23 0 0
0 19 1 0
0 18 1 0
0 18 1 0
2 0 140 0
1 0 26 0
0 0 42 0
1 0 37 0
1 0 32 0
0 78 3 0
0 159 3 0
0 98.1 1.9 0
0 26.4 0.5 0
3 0 137 0
5 0 277 0
1.8 0 98.2 0
0.8 0 45.9 0
2
in
(6 r
O �
HI
Cf)
N
0
LO
0
MIDLAND AVE / AIRPORT RD
Out In Total
1 1 591
1
901 691 01 01
Right Thu LeLf4t Other
4361
5951
North
6/10/2014 07:00 AM
6/10/2014 08:45 AM
Class 1
47 T
Left Thru Right Other
31 1591 01 OI
1
1 1621
Out In Total
MIDI ANT) AVF / AIRPORT Rn
741
2361
O
O
0
O
=
3 1
m
m
9.
57
63
90
70
280
76
80
83
84
323
603
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
: #4 MIDLAND&4MILEAM
:00000000
: 6/10/2014
:2
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
Int. Total
08:00 AM
MIDLAND AVE / AIRPORT
RD
Southbound
4 MILE
Westbound
MIDLAND AVE / AIRPORT
RD
Northbound
4 MILE
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
Int. Total
08:00 AM
16
10
0
0
26
0
0
0
0
0
0
23
0
0
23
1
0
26
0
27
76
08:15 AM
10
8
0
0
18
0
0
0
0
0
0
19
1
0
20
0
0
42
0
42
80
08:30 AM
13
13
0
0
26
0
0
0
0
0
0
18
1
0
19
1
0
37
0
38
83
08:45 AM
19
13
0
0
32
0
0
0
0
0
0
18
1
0
19
1
0
32
0
33
84
Total Volume
58
44
0
0
102
0
0
0
0
0
0
78
3
0
81
3
0
137
0
140
323
App. Total
56.9
43.1
0
0
0
0
0
0
0
96.3
3.7
0
2.1
0
97.9
0
PHF
.763
.846
.000
.000
.797
.000
.000
.000
.000
.000
.000
.848
.750
.000
.880
.750
.000
.815
.000
.833
.961
0
1-
J C
0
0
co
0
MIDLAND AVE / AIRPORT RD
Out In Total
1 1021
2151
3171
1
1 581 441 01 01
Right Thru Left Other
Peak Hour Data
North
Peak Hour Begins at 08:00 A
Class 1
r
Left Thru Right Other
1 31 781 01 01
1
1 811
Out In Total
mini AM) AVF / AIRPORT Rfl
471
1281
c
r
0
N
0
O
0
O
0
0
7
m
0
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
Groups Printed- Class 1
: #4 MIDLAND&4MILEPM
:00000000
: 6/10/2014
:1
0
_1E
O
co
m
MIDLAND AVE / AIRPORT RD
Out In Total
3981
2681 1301 01 01
Right Thru Left Other
263
6611
North
6/10/2014 04:00 PM
6/10/2014 05:45 PM
Class 1
47 T r
Left ThrguBl Right Other
01 01
1 1061
Out In Total
MInI ANfl AVF / AIRPfRT nn
1331
2391
C
m
0
(D
0
O
0
O
0
0
O
O
S
0
N
r
m
MIDLAND AVE / AIRPORT
RD
Southbound
4 MILE
Westbound
MIDLAND AVE / AIRPORT
RD
Northbound
4 MILE
Eastbound
Start Time
Int. Total
04:00 PM
21
21
0
0
0
0
0
0
0
16
2
0
1
0
22
0
83
04:15 PM
28
8
0
0
0
0
0
0
0
14
0
0
0
0
25
0
75
04:30 PM
32
18
0
0
0
0
0
0
0
21
1
0
0
0
19
0
91
04:45 PM
25
16
0
0
0
0
0
0
0
7
0
0
1
0
13
0
62
Total
106
63
0
0
0
0
0
0
0
58
3
0
2
0
79
0
311
05:00 PM
30
18
0
0
0
0
0
0
0
11
1
0
0
0
15
1
76
05:15 PM
52
15
0
0
0
0
0
0
0
10
2
0
0
0
23
0
102
05:30 PM
44
19
0
0
0
0
0
0
0
11
1
0
0
0
28
0
103
05:45 PM
36
15
0
0
0
0
0
0
0
8
1
0
1
0
20
0
81
Total
162
67
0
0
0
0
0
0
0
40
5
0
1
0
86
1
362
Grand Total
268
130
0
0
0
0
0
0
0
98
8
0
3
0
165
1
673
Apprch %
67.3
32.7
0
0
0
0
0
0
0
92.5
7.5
0
1.8
0
97.6
0.6
Total %
39.8
19.3
0
0
0
0
0
0
0
14.6
1.2
0
0.4
0
24.5
0.1
0
_1E
O
co
m
MIDLAND AVE / AIRPORT RD
Out In Total
3981
2681 1301 01 01
Right Thru Left Other
263
6611
North
6/10/2014 04:00 PM
6/10/2014 05:45 PM
Class 1
47 T r
Left ThrguBl Right Other
01 01
1 1061
Out In Total
MInI ANfl AVF / AIRPfRT nn
1331
2391
C
m
0
(D
0
O
0
O
0
0
O
O
S
0
N
r
m
All Traffic Data Services,Inc.
9660 W 44th Ave
Wheat Ridge,CO 80033
www.alltrafficdata.net
File Name
Site Code
Start Date
Page No
: #4 MIDLAND&4MILEPM
:00000000
: 6/10/2014
:2
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
Int. Total
05:00 PM
MIDLAND AVE / AIRPORT
RD
Southbound
q MILE
Westbound
MIDLAND AVE / AIRPORT
RD
Northbound
q MILE
Eastbound
Start Time
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Right Thru Left Other App. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
Int. Total
05:00 PM
30
18
0
0
48
0
0
0
0
0
0
11
1
0
12
0
0
15
1
16
76
05:15 PM
52
15
0
0
67
0
0
0
0
0
0
10
2
0
12
0
0
23
0
23
102
05:30 PM
44
19
0
0
63
0
0
0
0
0
0
11
1
0
12
0
0
28
0
28
103
05:45 PM
36
15
0
0
51
0
0
0
0
0
0
8
1
0
9
1
0
20
0
21
81
Total Volume
162
67
0
0
229
0
0
0
0
0
0
40
5
0
45
1
0
86
1
88
362
App. Total
70.7
29.3
0
0
0
0
0
0
0
88.9
11.1
0
1.1
0
97.7
1.1
P H F
.779
.882
.000
.000
.854
.000
.000
.000
.000
.000
.000
.909
.625
.000
.938
.250
.000
.768
.250
.786
.879
0
H
_J C
O
N
co
W
r—
m
CO
00
O
f—
L
Er;
0)
L_
0
MIDLAND AVE / AIRPORT RD
Out In Total
I 2291 355
1621 671 01 01
Right Thru Left Other
12d
Peak Hour Data
T
North
Peak Hour Begins at 05:00 P
Class 1
Left Thru Right Other
r 51 401 Ol 01
1 451 1
Out In Total
Mlnl ANr1 AVF / AIRPfRT Rn
681
113
4
C
r
0
W
0
O
O
O
0
T
7
m
0
iv
Volume
Start Date: 6/10/2014
Start Time: 12:00:00 AM
Site Code: 5
Location 1: MIDLAND AVE S/O 27TH ST
Date Time
6/10/2014 12:00 AM
6/10/2014 12:15 AM
6/10/2014 12:30 AM
6/10/2014 12:45 AM
6/10/2014 01:00 AM
6/10/2014 01:15 AM
6/10/2014 01:30 AM
6/10/2014 01:45 AM
6/10/2014 02:00 AM
6/10/2014 02:15 AM
6/10/2014 02:30 AM
6/10/2014 02:45 AM
6/10/2014 03:00 AM
6/10/2014 03:15 AM
6/10/2014 03:30 AM
6/10/2014 03:45 AM
6/10/2014 04:00 AM
6/10/2014 04:15 AM
6/10/2014 04:30 AM
6/10/2014 04:45 AM
6/10/2014 05:00 AM
6/10/2014 05:15 AM
6/10/2014 05:30 AM
6/10/2014 05:45 AM
6/10/2014 06:00 AM
6/10/2014 06:15 AM
6/10/2014 06:30 AM
6/10/2014 06:45 AM
6/10/2014 07:00 AM
6/10/2014 07:15 AM
6/10/2014 07:30 AM
6/10/2014 07:45 AM
6/10/2014 08:00 AM
6/10/2014 08:15 AM
6/10/2014 08:30 AM
6/10/2014 08:45 AM
6/10/2014 09:00 AM
6/10/2014 09:15 AM
6/10/2014 09:30 AM
6/10/2014 09:45 AM
6/10/2014 10:00 AM
6/10/2014 10:15 AM
6/10/2014 10:30 AM
6/10/2014 10:45 AM
6/10/2014 11:00 AM
6/10/2014 11:15 AM
6/10/2014 11:30 AM
6/10/2014 11:45 AM
6/10/2014 12:00 PM
NB
SB
2
0
0
0
0
1
1
1
0
1
1
1
0
0
5
2
1
1
1
11
5
10
30
39
54
60
77
96
79
90
118
129
90
95
97
112
88
59
77
74
48
48
43
51
57
59
50
54
64
6/10/2014 12:15 PM 51 62
6/10/2014 12:30 PM 56 61
6/10/2014 12:45 PM 75 66
6/10/2014 01:00 PM 53 65
6/10/2014 01:15 PM 44 54
6/10/2014 01:30 PM 50 56
6/10/2014 01:45 PM 61 54
6/10/2014 02:00 PM 61 38
6/10/2014 02:15 PM 43 60
6/10/2014 02:30 PM 56 63
6/10/2014 02:45 PM 54 57
6/10/2014 03:00 PM 42 63
6/10/2014 03:15 PM 59 72
6/10/2014 03:30 PM 56 68
6/10/2014 03:45 PM 71 70
6/10/2014 04:00 PM 65 80
6/10/2014 04:15 PM 48 84
6/10/2014 04:30 PM 70 98
6/10/2014 04:45 PM 57 91
6/10/2014 05:00 PM 57 125
6/10/2014 05:15 PM 70 143
6/10/2014 05:30 PM 78 116
6/10/2014 05:45 PM 60 118
6/10/2014 06:00 PM 58 128
6/10/2014 06:15 PM 44 106
6/10/2014 06:30 PM 43 92
6/10/2014 06:45 PM 42 85
6/10/2014 07:00 PM 38 79
6/10/2014 07:15 PM 44 65
6/10/2014 07:30 PM 38 69
6/10/2014 07:45 PM 34 69
6/10/2014 08:00 PM 38 66
6/10/2014 08:15 PM 25 56
6/10/2014 08:30 PM 39 61
6/10/2014 08:45 PM 32 64
6/10/2014 09:00 PM 25 31
6/10/2014 09:15 PM 24 45
6/10/2014 09:30 PM 22 33
6/10/2014 09:45 PM 15 36
6/10/2014 10:00 PM 13 40
6/10/2014 10:15 PM 12 35
6/10/2014 10:30 PM 11 16
6/10/2014 10:45 PM 7 17
6/10/2014 11:00 PM 2 18
6/10/2014 11:15 PM 3 11
6/10/2014 11:30 PM 7 6
6/10/2014 11:45 PM 2 9
3937 3970
7907
Volume
Start Date: 6/10/2014
Start Time: 12:00:00 AM
Site Code: 6
Location 1: AIRPORT CENTER RD E/O AIRPORT RD
Date Time
6/10/2014 12:00 AM
6/10/2014 12:15 AM
6/10/2014 12:30 AM
6/10/2014 12:45 AM
6/10/2014 01:00 AM
6/10/2014 01:15 AM
6/10/2014 01:30 AM
6/10/2014 01:45 AM
6/10/2014 02:00 AM
6/10/2014 02:15 AM
6/10/2014 02:30 AM
6/10/2014 02:45 AM
6/10/2014 03:00 AM
6/10/2014 03:15 AM
6/10/2014 03:30 AM
6/10/2014 03:45 AM
6/10/2014 04:00 AM
6/10/2014 04:15 AM
6/10/2014 04:30 AM
6/10/2014 04:45 AM
6/10/2014 05:00 AM
6/10/2014 05:15 AM
6/10/2014 05:30 AM
6/10/2014 05:45 AM
6/10/2014 06:00 AM
6/10/2014 06:15 AM
6/10/2014 06:30 AM
6/10/2014 06:45 AM
6/10/2014 07:00 AM
6/10/2014 07:15 AM
6/10/2014 07:30 AM
6/10/2014 07:45 AM
6/10/2014 08:00 AM
6/10/2014 08:15 AM
6/10/2014 08:30 AM
6/10/2014 08:45 AM
6/10/2014 09:00 AM
6/10/2014 09:15 AM
6/10/2014 09:30 AM
6/10/2014 09:45 AM
6/10/2014 10:00 AM
6/10/2014 10:15 AM
6/10/2014 10:30 AM
6/10/2014 10:45 AM
6/10/2014 11:00 AM
6/10/2014 11:15 AM
6/10/2014 11:30 AM
6/10/2014 11:45 AM
6/10/2014 12:00 PM
EB
WB
6/10/2014 12:15 PM 1 4
6/10/2014 12:30 PM 2 1
6/10/2014 12:45 PM 3 0
6/10/2014 01:00 PM 2 0
6/10/2014 01:15 PM 2 2
6/10/2014 01:30 PM 0 1
6/10/2014 01:45 PM 0 2
6/10/2014 02:00 PM 0 0
6/10/2014 02:15 PM 2 0
6/10/2014 02:30 PM 0 0
6/10/2014 02:45 PM 0 1
6/10/2014 03:00 PM 1 0
6/10/2014 03:15 PM 1 2
6/10/2014 03:30 PM 0 2
6/10/2014 03:45 PM 0 3
6/10/2014 04:00 PM 2 2
6/10/2014 04:15 PM 2 2
6/10/2014 04:30 PM 1 1
6/10/2014 04:45 PM 3 0
6/10/2014 05:00 PM 0 4
6/10/2014 05:15 PM 1 0
6/10/2014 05:30 PM 0 1
6/10/2014 05:45 PM 1 1
6/10/2014 06:00 PM 1 1
6/10/2014 06:15 PM 1 1
6/10/2014 06:30 PM 1 1
6/10/2014 06:45 PM 2 1
6/10/2014 07:00 PM 1 0
6/10/2014 07:15 PM 0 1
6/10/2014 07:30 PM 1 0
6/10/2014 07:45 PM 0 1
6/10/2014 08:00 PM 1 0
6/10/2014 08:15 PM 1 0
6/10/2014 08:30 PM 1 0
6/10/2014 08:45 PM 1 0
6/10/2014 09:00 PM 0 0
6/10/2014 09:15 PM 0 0
6/10/2014 09:30 PM 0 0
6/10/2014 09:45 PM 1 0
6/10/2014 10:00 PM 0 0
6/10/2014 10:15 PM 0 0
6/10/2014 10:30 PM 0 0
6/10/2014 10:45 PM 0 0
6/10/2014 11:00 PM 1 0
6/10/2014 11:15 PM 0 0
6/10/2014 11:30 PM 0 0
6/10/2014 11:45 PM 0 0
79 70
149
APPENDIX B
Intersection Calculation Sheets
HCM 2010 Signalized Intersection Summary
1: Grand Avenue & 27th Street
17237a ex -am
6/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations "i 4 fir
Volume (veh/h) 134 423 62 22 86 13 21 26 37 20 46 58
Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 190.0 186.3 190.0 186.3 186.3 190.0 190.0 186.3 190.0 190.0 186.3 186.3
Adj Flow Rate, veh/h 146 460 67 24 93 14 23 28 40 22 50 63
Adj No. of Lanes 0 1 0 1 1 0 0 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap,veh/h 298 841 113 597 1052 158 154 74 85 169 170 194
Arrive On Green 0.66 0.66 0.66 0.66 0.66 0.66 0.12 0.12 0.12 0.12 0.12 0.12
SatFlow,veh/h 273 1266 170 872 1582 238 281 603 693 362 1384 1583
Grp Volume(v), veh/h 673 0 0 24 0 107 91 0 0 72 0 63
Grp Sat Flow(s),veh/h/In 1709 0 0 872 0 1821 1577 0 0 1747 0 1583
Q Serve(g_s), s 1.4 0.0 0.0 0.6 0.0 0.8 0.7 0.0 0.0 0.0 0.0 1.4
Cycle Q Clear(g_c), s 7.5 0.0 0.0 8.1 0.0 0.8 2.0 0.0 0.0 1.3 0.0 1.4
Prop In Lane 0.22 0.10 1.00 0.13 0.25 0.44 0.31 1.00
Lane Grp Cap(c), veh/h 1253 0 0 597 0 1210 313 0 0 339 0 194
V/C Ratio(X) 0.54 0.00 0.00 0.04 0.00 0.09 0.29 0.00 0.00 0.21 0.00 0.32
Avail Cap(c_a), veh/h 1253 0 0 597 0 1210 1242 0 0 1327 0 1137
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 3.3 0.0 0.0 5.5 0.0 2.2 15.3 0.0 0.0 15.1 0.0 15.1
Incr Delay (d2), s/veh 1.7 0.0 0.0 0.1 0.0 0.1 0.5 0.0 0.0 0.3 0.0 1.0
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/In 4.1 0.0 0.0 0.2 0.0 0.4 0.9 0.0 0.0 0.7 0.0 0.6
LnGrp Delay(d),s/veh 5.0 0.0 0.0 5.7 0.0 2.4 15.8 0.0 0.0 15.4 0.0 16.0
LnGrp LOS A A A B B B
Approach Vol, veh/h 673 131 91 135
Approach Delay, s/veh 5.0 3.0 15.8 15.7
Approach LOS A A B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.0 8.6 29.0 8.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 9.5 3.4 10.1 4.0
Green Ext Time (p_c), s 5.0 1.1 4.9 1.1
Intersection Summary
HCM 2010 Ctrl Delay 7.1
HCM 2010 LOS A
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Roundabout
2: Midland Avenue & 27th Street
17237a ex -am
6/22/2014
Intersection
Intersection Delay, s/veh 10.0
Intersection LOS B
Approach
WB NB SB
Entry Lanes
1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 171 497 328
Demand Flow Rate, veh/h 175 507 335
Vehicles Circulating, veh/h 109 293 91
Vehicles Exiting, veh/h 691 133 193
Follow -Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.3 13.7 6.9
Approach LOS A B A
Lane
Left Left Left
Designated Moves
R R LT
Assumed Moves R R LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 175 507 335
Cap Entry Lane, veh/h 1013 843 1032
Entry HV Adj Factor 0.977 0.980 0.980
Flow Entry, veh/h 171 497 328
Cap Entry, veh/h 990 826 1011
V/C Ratio 0.173 0.601 0.325
Control Delay, s/veh 5.3 13.7 6.9
LOS A B A
95th %tile Queue, veh 1 4 1
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC
7: Midland Avenue & Mt. Sopris Drive
17237a ex -am
6/22/2014
Intersection
Int Delay, s/veh 6.4
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 18 279 209 46 177 96
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length
0 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor
92 92 92 92 92 92
Heavy Vehicles, %
2 2 2 2 2 2
Mvmt Flow
20 303 227 50 192 104
Major/Minor Minorl Majorl Major2
Conflicting Flow All 741 252 0 0 277 0
Stage 1 252
Stage 2 489
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 384 787 1286
Stage 1 790
Stage 2 616
Platoon blocked, %
Mov Cap -1 Maneuver 323 787 1286
Mov Cap -2 Maneuver 323
Stage 1
Stage 2
790
519
Approach WB NB
SB
HCM Control Delay, s 12.7 0
5.4
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - 323 787 1286 -
HCM Lane V/C Ratio - 0.061 0.385 0.15
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 16.9 12.4 8.3 0
-C B A A
- 0.2 1.8 0.5
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM Unsignalized Intersection Capacity Analysis
9: 4 Mile Road & Midland Avenue
17237a ex -am
6/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 44 58 3 78 137 3
Sign Control Stop Stop Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 48 63 3 85 149 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 301 0 386 299 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 301 0 386 299 0
tC, single (s) 6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free % 91 94 99 85 91
cM capacity (veh/h) 555 1085 469 557 1623
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 111 88 152
Volume Left 0 3 149
Volume Right 63 0 3
cSH 769 553 1623
Volume to Capacity 0.14 0.16 0.09
Queue Length 95th (ft) 13 14 8
Control Delay (s) 10.5 12.7 7.3
Lane LOS B B A
Approach Delay (s) 10.5 12.7 7.3
Approach LOS B B
Intersection Summary
Average Delay 9.7
Intersection Capacity Utilization 21.0% ICU Level of Service A
Analysis Period (min) 15
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Signalized Intersection Summary
1: Grand Avenue & 27th Street
17237a ex -pm
6/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations "i 4 fir
Volume (veh/h) 102 265 30 29 451 37 68 59 37 24 41 281
Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 190.0 186.3 190.0 186.3 186.3 190.0 190.0 186.3 190.0 190.0 186.3 186.3
Adj Flow Rate, veh/h 111 288 33 32 490 40 74 64 40 26 45 305
Adj No. of Lanes 0 1 0 1 1 0 0 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 235 562 58 502 937 76 232 186 89 228 340 431
Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.27 0.27 0.27 0.27 0.27 0.27
SatFlow,veh/h 245 1020 105 1054 1700 139 439 684 325 437 1247 1583
Grp Volume(v), veh/h 432 0 0 32 0 530 178 0 0 71 0 305
Grp Sat Flow(s),veh/h/In 1370 0 0 1054 0 1838 1448 0 0 1684 0 1583
Q Serve(g_s), s 2.0 0.0 0.0 1.0 0.0 8.2 1.3 0.0 0.0 0.0 0.0 7.9
Cycle Q Clear(g_c), s 10.2 0.0 0.0 11.2 0.0 8.2 4.0 0.0 0.0 1.3 0.0 7.9
Prop In Lane 0.26 0.08 1.00 0.08 0.42 0.22 0.37 1.00
Lane Grp Cap(c), veh/h 855 0 0 502 0 1013 507 0 0 567 0 431
V/C Ratio(X) 0.51 0.00 0.00 0.06 0.00 0.52 0.35 0.00 0.00 0.13 0.00 0.71
Avail Cap(c_a), veh/h 855 0 0 502 0 1013 943 0 0 1084 0 942
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 6.2 0.0 0.0 10.6 0.0 6.4 13.4 0.0 0.0 12.5 0.0 14.9
Incr Delay (d2), s/veh 2.1 0.0 0.0 0.2 0.0 1.9 0.4 0.0 0.0 0.1 0.0 2.1
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/In 4.1 0.0 0.0 0.3 0.0 4.7 1.8 0.0 0.0 0.7 0.0 3.6
LnGrp Delay(d),s/veh 8.4 0.0 0.0 10.9 0.0 8.4 13.8 0.0 0.0 12.6 0.0 17.0
LnGrp LOS A B A B B B
Approach Vol, veh/h 432 562 178 376
Approach Delay, s/veh 8.4 8.5 13.8 16.2
Approach LOS A A B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.0 16.4 29.0 16.4
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 12.2 9.9 13.2 6.0
Green Ext Time (p_c), s 5.5 2.5 5.2 2.6
Intersection Summary
HCM 2010 Ctrl Delay 10.9
HCM 2010 LOS B
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Roundabout
2: Midland Avenue & 27th Street
17237a ex -pm
6/22/2014
Intersection
Intersection Delay, s/veh 19.8
Intersection LOS C
Approach
WB NB SB
Entry Lanes
1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 895 287 284
Demand Flow Rate, veh/h 912 293 290
Vehicles Circulating, veh/h 82 196 482
Vehicles Exiting, veh/h 407 576 512
Follow -Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 26.6 7.3 11.0
Approach LOS D A B
Lane
Left Left Left
Designated Moves
R R LT
Assumed Moves R R LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 912 293 290
Cap Entry Lane, veh/h 1041 929 698
Entry HV Adj Factor 0.981 0.981 0.980
Flow Entry, veh/h 895 287 284
Cap Entry, veh/h 1022 911 684
V/C Ratio 0.876 0.315 0.416
Control Delay, s/veh 26.6 7.3 11.0
LOS D A B
95th %tile Queue, veh 12 1 2
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC
7: Midland Avenue & Mt. Sopris Drive
17237a ex -pm
6/22/2014
Intersection
Int Delay, s/veh 4.3
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 16 130 121 10 188 234
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length
0 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor
92 92 92 92 92 92
Heavy Vehicles, %
2 2 2 2 2 2
Mvmt Flow
17 141 132 11 204 254
Major/Minor Minorl Majorl Major2
Conflicting Flow All 800 137 0 0 142 0
Stage 1 137
Stage 2 663
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 354 911 1441
Stage 1 890
Stage 2 512 -
Platoon blocked, %
Mov Cap -1 Maneuver 296 911 1441
Mov Cap -2 Maneuver 296
Stage 1
Stage 2
890
428
Approach WB NB
SB
HCM Control Delay, s 10.6 0
3.5
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - 296 911 1441
HCM Lane V/C Ratio - 0.059 0.155 0.142
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 17.9 9.7 7.9 0
-C A A A
- 0.2 0.5 0.5
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM Unsignalized Intersection Capacity Analysis
9: 4 Mile Road & Midland Avenue
17237a ex -pm
6/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 67 162 5 40 86 1
Sign Control Stop Stop Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 73 176 5 43 93 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 188 0 400 188 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 188 0 400 188 0
tC, single (s) 6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free % 89 84 99 93 94
cM capacity (veh/h) 666 1085 412 666 1623
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 249 49 95
Volume Left 0 5 93
Volume Right 176 0 1
cSH 916 623 1623
Volume to Capacity 0.27 0.08 0.06
Queue Length 95th (ft) 28 6 5
Control Delay (s) 10.4 11.3 7.3
Lane LOS B B A
Approach Delay (s) 10.4 11.3 7.3
Approach LOS B B
Intersection Summary
Average Delay 9.7
Intersection Capacity Utilization 25.0% ICU Level of Service A
Analysis Period (min) 15
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Signalized Intersection Summary 17237a non -site -2015 -am
1: Grand Avenue & 27th Street 6/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations "i 4 fir
Volume (veh/h) 137 431 63 22 88 13 21 27 38 20 47 59
Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 190.0 186.3 190.0 186.3 186.3 190.0 190.0 186.3 190.0 190.0 186.3 186.3
Adj Flow Rate, veh/h 149 468 68 24 96 14 23 29 41 22 51 64
Adj No. of Lanes 0 1 0 1 1 0 0 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap,veh/h 299 838 112 586 1055 154 153 76 87 168 172 196
Arrive On Green 0.66 0.66 0.66 0.66 0.66 0.66 0.12 0.12 0.12 0.12 0.12 0.12
SatFlow,veh/h 275 1262 169 865 1590 232 275 612 699 355 1393 1583
Grp Volume(v), veh/h 685 0 0 24 0 110 93 0 0 73 0 64
Grp Sat Flow(s),veh/h/In 1707 0 0 865 0 1822 1587 0 0 1747 0 1583
Q Serve(g_s), s 1.8 0.0 0.0 0.6 0.0 0.8 0.7 0.0 0.0 0.0 0.0 1.4
Cycle Q Clear(g_c), s 7.8 0.0 0.0 8.4 0.0 0.8 2.0 0.0 0.0 1.3 0.0 1.4
Prop In Lane 0.22 0.10 1.00 0.13 0.25 0.44 0.30 1.00
Lane Grp Cap(c), veh/h 1249 0 0 586 0 1209 316 0 0 341 0 196
V/C Ratio(X) 0.55 0.00 0.00 0.04 0.00 0.09 0.29 0.00 0.00 0.21 0.00 0.33
Avail Cap(c_a), veh/h 1249 0 0 586 0 1209 1242 0 0 1325 0 1135
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 3.4 0.0 0.0 5.7 0.0 2.3 15.3 0.0 0.0 15.0 0.0 15.1
Incr Delay (d2), s/veh 1.7 0.0 0.0 0.1 0.0 0.1 0.5 0.0 0.0 0.3 0.0 1.0
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/In 4.2 0.0 0.0 0.2 0.0 0.4 0.9 0.0 0.0 0.7 0.0 0.7
LnGrp Delay(d),s/veh 5.1 0.0 0.0 5.9 0.0 2.4 15.8 0.0 0.0 15.4 0.0 16.0
LnGrp LOS A A A B B B
Approach Vol, veh/h 685 134 93 137
Approach Delay, s/veh 5.1 3.0 15.8 15.7
Approach LOS A A B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.0 8.7 29.0 8.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 9.8 3.4 10.4 4.0
Green Ext Time (p_c), s 5.1 1.1 5.0 1.1
Intersection Summary
HCM 2010 Ctrl Delay 7.2
HCM 2010 LOS A
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Roundabout 17237a non -site -2015 -am
2: Midland Avenue & 27th Street 6/22/2014
Intersection
Intersection Delay, s/veh 10.3
Intersection LOS B
Approach
WB NB SB
Entry Lanes
1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 175 507 334
Demand Flow Rate, veh/h 179 517 341
Vehicles Circulating, veh/h 111 298 93
Vehicles Exiting, veh/h 704 136 197
Follow -Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.3 14.2 7.0
Approach LOS A B A
Lane
Left Left Left
Designated Moves
R R LT
Assumed Moves R R LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 179 517 341
Cap Entry Lane, veh/h 1011 839 1030
Entry HV Adj Factor 0.978 0.980 0.980
Flow Entry, veh/h 175 507 334
Cap Entry, veh/h 989 822 1009
V/C Ratio 0.177 0.616 0.331
Control Delay, s/veh 5.3 14.2 7.0
LOS A B A
95th %tile Queue, veh 1 4 1
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC 17237a non -site -2015 -am
7: Midland Avenue & Mt. Sopris Drive 6/22/2014
Intersection
Int Delay, s/veh 6.4
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 18 285 213 47 181 98
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length
0 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 20 310 232 51 197 107
Major/Minor Minorl Majorl Major2
Conflicting Flow All 757 257 0 0 283 0
Stage 1 257
Stage 2 500
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 375 782 1279
Stage 1 786
Stage 2 609
Platoon blocked, %
Mov Cap -1 Maneuver 314 782 1279
Mov Cap -2 Maneuver 314
Stage 1
Stage 2
786
509
Approach WB NB
SB
HCM Control Delay, s 12.9 0
5.4
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - 314 782 1279 -
HCM Lane V/C Ratio - 0.062 0.396 0.154
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 17.2 12.6 8.3 0
-C B A A
- 0.2 1.9 0.5
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM Unsignalized Intersection Capacity Analysis 17237a non -site -2015 -am
9: 4 Mile Road & Midland Avenue 6/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 45 59 3 80 140 3
Sign Control Stop Stop Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 49 64 3 87 152 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 308 0 395 306 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 308 0 395 306 0
tC, single (s) 6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free % 91 94 99 84 91
cM capacity (veh/h) 550 1085 460 551 1623
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 113 90 155
Volume Left 0 3 152
Volume Right 64 0 3
cSH 763 547 1623
Volume to Capacity 0.15 0.16 0.09
Queue Length 95th (ft) 13 15 8
Control Delay (s) 10.5 12.9 7.3
Lane LOS B B A
Approach Delay (s) 10.5 12.9 7.3
Approach LOS B B
Intersection Summary
Average Delay 9.7
Intersection Capacity Utilization 21.2% ICU Level of Service A
Analysis Period (min) 15
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Signalized Intersection Summary 17237a non -site -2015 -pm
1: Grand Avenue & 27th Street 6/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations "i 4 fir
Volume (veh/h) 104 270 31 30 460 38 69 60 38 25 42 287
Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 190.0 186.3 190.0 186.3 186.3 190.0 190.0 186.3 190.0 190.0 186.3 186.3
Adj Flow Rate, veh/h 113 293 34 33 500 41 75 65 41 27 46 312
Adj No. of Lanes 0 1 0 1 1 0 0 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 549 57 476 931 76 233 188 91 232 342 438
Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.28 0.28 0.28 0.28 0.28 0.28
SatFlow,veh/h 239 1003 104 1049 1699 139 438 679 327 446 1236 1583
Grp Volume(v), veh/h 440 0 0 33 0 541 181 0 0 73 0 312
Grp Sat Flow(s),veh/h/In 1346 0 0 1049 0 1838 1443 0 0 1682 0 1583
Q Serve(g_s), s 2.5 0.0 0.0 1.0 0.0 8.6 1.4 0.0 0.0 0.0 0.0 8.1
Cycle Q Clear(g_c), s 11.2 0.0 0.0 12.2 0.0 8.6 4.1 0.0 0.0 1.3 0.0 8.1
Prop In Lane 0.26 0.08 1.00 0.08 0.41 0.23 0.37 1.00
Lane Grp Cap(c), veh/h 836 0 0 476 0 1007 511 0 0 574 0 438
V/C Ratio(X) 0.53 0.00 0.00 0.07 0.00 0.54 0.35 0.00 0.00 0.13 0.00 0.71
Avail Cap(c_a), veh/h 836 0 0 476 0 1007 935 0 0 1076 0 937
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 6.5 0.0 0.0 11.4 0.0 6.6 13.3 0.0 0.0 12.4 0.0 14.9
Incr Delay (d2), s/veh 2.4 0.0 0.0 0.3 0.0 2.1 0.4 0.0 0.0 0.1 0.0 2.2
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/In 4.3 0.0 0.0 0.3 0.0 4.8 1.9 0.0 0.0 0.7 0.0 3.7
LnGrp Delay(d),s/veh 8.9 0.0 0.0 11.7 0.0 8.7 13.7 0.0 0.0 12.5 0.0 17.0
LnGrp LOS A B A B B B
Approach Vol, veh/h 440 574 181 385
Approach Delay, s/veh 8.9 8.8 13.7 16.2
Approach LOS A A B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.0 16.6 29.0 16.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 13.2 10.1 14.2 6.1
Green Ext Time (p_c), s 5.4 2.5 5.1 2.7
Intersection Summary
HCM 2010 Ctrl Delay 11.2
HCM 2010 LOS B
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Roundabout 17237a non -site -2015 -pm
2: Midland Avenue & 27th Street 6/22/2014
Intersection
Intersection Delay, s/veh 21.5
Intersection LOS C
Approach
WB NB SB
Entry Lanes
1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 913 293 292
Demand Flow Rate, veh/h 932 299 298
Vehicles Circulating, veh/h 84 201 493
Vehicles Exiting, veh/h 416 590 523
Follow -Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 29.2 7.5 11.5
Approach LOS D A B
Lane
Left Left Left
Designated Moves
R R LT
Assumed Moves R R LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 932 299 298
Cap Entry Lane, veh/h 1039 924 690
Entry HV Adj Factor 0.980 0.981 0.980
Flow Entry, veh/h 913 293 292
Cap Entry, veh/h 1018 907 676
V/C Ratio 0.897 0.324 0.432
Control Delay, s/veh 29.2 7.5 11.5
LOS D A B
95th %tile Queue, veh 13 1 2
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC 17237a non -site -2015 -pm
7: Midland Avenue & Mt. Sopris Drive 6/22/2014
Intersection
Int Delay, s/veh 4.3
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 16 133 123 10 192 239
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length
0 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor
92 92 92 92 92 92
Heavy Vehicles, %
2 2 2 2 2 2
Mvmt Flow
17 145 134 11 209 260
Major/Minor Minorl Majorl Major2
Conflicting Flow All 816 139 0 0 145 0
Stage 1 139
Stage 2 677
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 347 909 1437
Stage 1 888
Stage 2 505
Platoon blocked, %
Mov Cap -1 Maneuver 288 909 1437
Mov Cap -2 Maneuver 288
Stage 1
Stage 2
888
419
Approach WB NB
SB
HCM Control Delay, s 10.6 0
3.5
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - 288 909 1437 -
HCM Lane V/C Ratio - 0.06 0.159 0.145
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 18.3 9.7 7.9 0
-C A A A
- 0.2 0.6 0.5
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM Unsignalized Intersection Capacity Analysis 17237a non -site -2015 -pm
9: 4 Mile Road & Midland Avenue 6/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 68 165 5 41 88 1
Sign Control Stop Stop Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 74 179 5 45 96 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 192 0 408 192 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 192 0 408 192 0
tC, single (s) 6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free % 89 83 99 93 94
cM capacity (veh/h) 661 1085 404 662 1623
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 253 50 97
Volume Left 0 5 96
Volume Right 179 0 1
cSH 914 619 1623
Volume to Capacity 0.28 0.08 0.06
Queue Length 95th (ft) 28 7 5
Control Delay (s) 10.4 11.3 7.3
Lane LOS B B A
Approach Delay (s) 10.4 11.3 7.3
Approach LOS B B
Intersection Summary
Average Delay 9.8
Intersection Capacity Utilization 25.3% ICU Level of Service A
Analysis Period (min) 15
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Signalized Intersection Summary 17237a total -2015 -am
1: Grand Avenue & 27th Street 7/14/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations "i 4 fir
Volume (veh/h) 137 454 63 22 112 13 21 27 38 20 47 59
Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 190.0 186.3 190.0 186.3 186.3 190.0 190.0 186.3 190.0 190.0 186.3 186.3
Adj Flow Rate, veh/h 149 493 68 24 122 14 23 29 41 22 51 64
Adj No. of Lanes 0 1 0 1 1 0 0 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap,veh/h 292 847 108 564 1089 125 153 76 87 168 172 196
Arrive On Green 0.66 0.66 0.66 0.66 0.66 0.66 0.12 0.12 0.12 0.12 0.12 0.12
SatFlow,veh/h 265 1275 163 845 1641 188 275 612 699 355 1393 1583
Grp Volume(v), veh/h 710 0 0 24 0 136 93 0 0 73 0 64
Grp Sat Flow(s),veh/h/In 1704 0 0 845 0 1830 1587 0 0 1747 0 1583
Q Serve(g_s), s 2.3 0.0 0.0 0.6 0.0 1.0 0.7 0.0 0.0 0.0 0.0 1.4
Cycle Q Clear(g_c), s 8.4 0.0 0.0 9.0 0.0 1.0 2.0 0.0 0.0 1.3 0.0 1.4
Prop In Lane 0.21 0.10 1.00 0.10 0.25 0.44 0.30 1.00
Lane Grp Cap(c), veh/h 1246 0 0 564 0 1214 316 0 0 341 0 196
V/C Ratio(X) 0.57 0.00 0.00 0.04 0.00 0.11 0.29 0.00 0.00 0.21 0.00 0.33
Avail Cap(c_a), veh/h 1246 0 0 564 0 1214 1242 0 0 1325 0 1135
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 3.5 0.0 0.0 6.0 0.0 2.3 15.3 0.0 0.0 15.0 0.0 15.1
Incr Delay (d2), s/veh 1.9 0.0 0.0 0.1 0.0 0.2 0.5 0.0 0.0 0.3 0.0 1.0
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/In 4.6 0.0 0.0 0.2 0.0 0.6 0.9 0.0 0.0 0.7 0.0 0.7
LnGrp Delay(d),s/veh 5.4 0.0 0.0 6.2 0.0 2.5 15.8 0.0 0.0 15.4 0.0 16.0
LnGrp LOS A A A B B B
Approach Vol, veh/h 710 160 93 137
Approach Delay, s/veh 5.4 3.0 15.8 15.7
Approach LOS A A B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.0 8.7 29.0 8.7
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 10.4 3.4 11.0 4.0
Green Ext Time (p_c), s 5.4 1.1 5.2 1.1
Intersection Summary
HCM 2010 Ctrl Delay 7.2
HCM 2010 LOS A
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Roundabout 17237a total -2015 -am
2: Midland Avenue & 27th Street 7/14/2014
Intersection
Intersection Delay, s/veh 10.9
Intersection LOS B
Approach
WB NB SB
Entry Lanes
1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 201 532 334
Demand Flow Rate, veh/h 205 542 341
Vehicles Circulating, veh/h 111 298 119
Vehicles Exiting, veh/h 729 162 197
Follow -Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 5.6 15.2 7.2
Approach LOS A C A
Lane
Left Left Left
Designated Moves
R R LT
Assumed Moves R R LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 205 542 341
Cap Entry Lane, veh/h 1011 839 1003
Entry HV Adj Factor 0.980 0.981 0.980
Flow Entry, veh/h 201 532 334
Cap Entry, veh/h 991 823 983
V/C Ratio 0.203 0.646 0.340
Control Delay, s/veh 5.6 15.2 7.2
LOS A C A
95th %tile Queue, veh 1 5 2
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC 17237a total -2015 -am
7: Midland Avenue & Mt. Sopris Drive 7/14/2014
Intersection
Int Delay, s/veh 6.2
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 18 285 236 47 181 122
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length
0 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 20 310 257 51 197 133
Major/Minor Minorl Majorl Major2
Conflicting Flow All 808 282 0 0 308 0
Stage 1 282
Stage 2 526
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 350 757 1253
Stage 1 766
Stage 2 593 -
Platoon blocked, %
Mov Cap -1 Maneuver 291 757 1253
Mov Cap -2 Maneuver 291
Stage 1
Stage 2
766
492
Approach WB NB SB
HCM Control Delay, s 13.3 0 5
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - 291 757 1253 -
HCM Lane V/C Ratio - 0.067 0.409 0.157
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 18.3 13 8.4 0
-C B A A
- 0.2 2 0.6
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM Unsignalized Intersection Capacity Analysis 17237a total -2015 -am
9: 4 Mile Road & Midland Avenue 7/14/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 69 59 3 103 140 3
Sign Control Stop Stop Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 75 64 3 112 152 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 308 0 408 306 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 308 0 408 306 0
tC, single (s) 6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free % 86 94 99 80 91
cM capacity (veh/h) 550 1085 434 551 1623
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 139 115 155
Volume Left 0 3 152
Volume Right 64 0 3
cSH 711 547 1623
Volume to Capacity 0.20 0.21 0.09
Queue Length 95th (ft) 18 20 8
Control Delay (s) 11.3 13.3 7.3
Lane LOS B B A
Approach Delay (s) 11.3 13.3 7.3
Approach LOS B B
Intersection Summary
Average Delay 10.4
Intersection Capacity Utilization 22.4% ICU Level of Service A
Analysis Period (min) 15
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC 17237a total -2015 -am
17: Airport Center Road & Project Driveway 7/14/2014
Intersection
Int Delay, s/veh 3.5
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 23 0 3 24 0 8
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor
92 92 92 92 92 92
Heavy Vehicles, %
2 2 2 2 2 2
Mvmt Flow
25 0 3 26 0 9
Major/Minor Minorl Majorl Major2
Conflicting Flow All 25 16 0 0 29 0
Stage 1 16
Stage 2 9
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 991 1063 1584
Stage 1 1007
Stage 2 1014
Platoon blocked, %
Mov Cap -1 Maneuver 991 1063 1584
Mov Cap -2 Maneuver 991
Stage 1
Stage 2
1007
1014
Approach WB NB SB
HCM Control Delay, s 8.7 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 991 1584 -
HCM Lane V/C Ratio - 0.025
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 8.7 0
- A A
- 0.1 0
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Signalized Intersection Summary 17237a total -2015 -pm
1: Grand Avenue & 27th Street 7/14/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations "i 4 fir
Volume (veh/h) 104 290 31 30 484 38 69 60 38 25 42 287
Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/In 190.0 186.3 190.0 186.3 186.3 190.0 190.0 186.3 190.0 190.0 186.3 186.3
Adj Flow Rate, veh/h 113 315 34 33 526 41 75 65 41 27 46 312
Adj No. of Lanes 0 1 0 1 1 0 0 1 0 0 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap,veh/h 219 559 54 449 935 73 233 188 91 232 342 438
Arrive On Green 0.55 0.55 0.55 0.55 0.55 0.55 0.28 0.28 0.28 0.28 0.28 0.28
SatFlow,veh/h 220 1021 99 1028 1706 133 438 679 327 446 1236 1583
Grp Volume(v), veh/h 462 0 0 33 0 567 181 0 0 73 0 312
Grp Sat Flow(s),veh/h/In 1339 0 0 1028 0 1839 1443 0 0 1682 0 1583
Q Serve(g_s), s 2.9 0.0 0.0 1.1 0.0 9.2 1.4 0.0 0.0 0.0 0.0 8.1
Cycle Q Clear(g_c), s 12.1 0.0 0.0 13.2 0.0 9.2 4.1 0.0 0.0 1.3 0.0 8.1
Prop In Lane 0.24 0.07 1.00 0.07 0.41 0.23 0.37 1.00
Lane Grp Cap(c), veh/h 832 0 0 449 0 1008 511 0 0 574 0 438
V/C Ratio(X) 0.56 0.00 0.00 0.07 0.00 0.56 0.35 0.00 0.00 0.13 0.00 0.71
Avail Cap(c_a), veh/h 832 0 0 449 0 1008 935 0 0 1076 0 937
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 6.7 0.0 0.0 12.1 0.0 6.7 13.3 0.0 0.0 12.4 0.0 14.9
Incr Delay (d2), s/veh 2.7 0.0 0.0 0.3 0.0 2.3 0.4 0.0 0.0 0.1 0.0 2.2
Initial 0 Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/In 4.7 0.0 0.0 0.3 0.0 5.2 1.9 0.0 0.0 0.7 0.0 3.7
LnGrp Delay(d),s/veh 9.4 0.0 0.0 12.4 0.0 9.0 13.7 0.0 0.0 12.5 0.0 17.0
LnGrp LOS A B A B B B
Approach Vol, veh/h 462 600 181 385
Approach Delay, s/veh 9.4 9.2 13.7 16.2
Approach LOS A A B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 29.0 16.6 29.0 16.6
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 25.0 27.0 25.0 27.0
Max Q Clear Time (g_c+I1), s 14.1 10.1 15.2 6.1
Green Ext Time (p_c), s 5.4 2.5 5.0 2.7
Intersection Summary
HCM 2010 Ctrl Delay 11.4
HCM 2010 LOS B
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 Roundabout 17237a total -2015 -pm
2: Midland Avenue & 27th Street 7/14/2014
Intersection
Intersection Delay, s/veh 23.7
Intersection LOS C
Approach
WB NB SB
Entry Lanes
1 1 1
Conflicting Circle Lanes 1 1 1
Adj Approach Flow, veh/h 939 315 292
Demand Flow Rate, veh/h 958 322 298
Vehicles Circulating, veh/h 84 201 519
Vehicles Exiting, veh/h 439 616 523
Follow -Up Headway, s 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 0 0 0
Ped Cap Adj 1.000 1.000 1.000
Approach Delay, s/veh 32.7 7.8 12.0
Approach LOS D A B
Lane
Left Left Left
Designated Moves
R R LT
Assumed Moves R R LT
RT Channelized
Lane Util 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193
Entry Flow, veh/h 958 322 298
Cap Entry Lane, veh/h 1039 924 672
Entry HV Adj Factor 0.980 0.979 0.980
Flow Entry, veh/h 939 315 292
Cap Entry, veh/h 1018 905 659
V/C Ratio 0.922 0.348 0.443
Control Delay, s/veh 32.7 7.8 12.0
LOS D A B
95th %tile Queue, veh 14 2 2
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC 17237a total -2015 -pm
7: Midland Avenue & Mt. Sopris Drive 7/14/2014
Intersection
Int Delay, s/veh 4.2
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 16 133 143 10 192 263
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length
0 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor
92 92 92 92 92 92
Heavy Vehicles, %
2 2 2 2 2 2
Mvmt Flow
17 145 155 11 209 286
Major/Minor Minorl Majorl Major2
Conflicting Flow All 864 161 0 0 166 0
Stage 1 161
Stage 2 703
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 325 884 1412
Stage 1 868
Stage 2 491
Platoon blocked, %
Mov Cap -1 Maneuver 268 884 1412
Mov Cap -2 Maneuver 268
Stage 1
Stage 2
868
405
Approach WB NB
SB
HCM Control Delay, s 10.9 0
3.4
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - 268 884 1412 -
HCM Lane V/C Ratio - 0.065 0.164 0.148
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 19.4 9.9 8 0
-C A A A
- 0.2 0.6 0.5
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM Unsignalized Intersection Capacity Analysis 17237a total -2015 -pm
9: 4 Mile Road & Midland Avenue 7/14/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 92 165 5 61 88 1
Sign Control Stop Stop Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 100 179 5 66 96 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 192 0 421 192 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 192 0 421 192 0
tC, single (s) 6.5 6.2 7.1 6.5 4.1
tC, 2 stage (s)
tF (s) 4.0 3.3 3.5 4.0 2.2
p0 queue free % 85 83 99 90 94
cM capacity (veh/h) 661 1085 383 662 1623
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 279 72 97
Volume Left 0 5 96
Volume Right 179 0 1
cSH 883 627 1623
Volume to Capacity 0.32 0.11 0.06
Queue Length 95th (ft) 34 10 5
Control Delay (s) 11.0 11.5 7.3
Lane LOS B B A
Approach Delay (s) 11.0 11.5 7.3
Approach LOS B B
Intersection Summary
Average Delay 10.2
Intersection Capacity Utilization 26.6% ICU Level of Service A
Analysis Period (min) 15
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
HCM 2010 TWSC 17237a total -2015 -pm
17: Airport Center Road & Project Driveway 7/14/2014
Intersection
Int Delay, s/veh 3.3
Movement WBL WBR NBT NBR SBL SBT
Vol, veh/h 20 0 2 24 0 6
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized None - None - None
Storage Length 0
Veh in Median Storage, # 0 0 - 0
Grade, % 0 0 0
Peak Hour Factor
92 92 92 92 92 92
Heavy Vehicles, %
2 2 2 2 2 2
Mvmt Flow
22 0 2 26 0 7
Major/Minor Minorl Majorl Major2
Conflicting Flow All 22 15 0 0 28 0
Stage 1 15
Stage 2 7
Critical Hdwy 6.42 6.22 4.12
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 2.218
Pot Cap -1 Maneuver 995 1065 1585
Stage 1 1008
Stage 2 1016
Platoon blocked, %
Mov Cap -1 Maneuver 995 1065 1585
Mov Cap -2 Maneuver 995
Stage 1
Stage 2
1008
1016
Approach WB NB SB
HCM Control Delay, s 8.7 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 995 1585 -
HCM Lane V/C Ratio - 0.022
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
- 8.7 0
- A A
- 0.1 0
Fedex Ground Station 816
Rick Engineering Co.
Synchro 8 Report
Page 1
APPENDIX C
Trip Generation
FedEx Ground
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O O
r .. 66 d L) 66 R 00 6Or.. Ch d L) 66 R 00 6 6 r .. .M d
0 0 0 0 0 0 0 0 0 N N N N N
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
O O O O O O O O O O O O O O O O O O O O O O O
O r .N. M. L) CD R. 00 O O r .. .M d' Ln CD R 00 6 O r .. Ch
0 0 0 0 0 0 0 0 0 C. N N N N
cp
r
O
~O
Total Vehicle Flow
Full Phase
i
CO
O.
4)
0
r r r r CO f- Lf) CO CO d' r d' O N N d' r
- N r N r
U,
r
r
Arrive
N' r LS) r LC) d' O r N CO d' CO N (NI
N- r N r r (NI
Li)
4-
r r
Linehaul
Full Phase
Depart
r r r r
d•
Arrive
N r r
d
Spot Trailers
Full Phase
t
Ca
0)
0
o
Arrive
O
P&D Van
Full Phase
Depart
6) 6) L() Lf)
N
4)
>
L
L
Q
LC) L() 6) 6)
0)
N
Automobile
Full Phase
t
CO
C1
4)
0
- r N d- N N C., Cc) r d' O N r r
r r N r
N
CO
Arrive
- r L() r it I- LO N CO LC) CO N r
r r r r
N
CO
O O O O O O O O O O O O O O O O O O O O O O O O
O O O O O O O O O O O O O O O O O O O O O O O O
.. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..
r N M 4 L1) CD R Op 6) O r N M 4 Lfl CD R CO 6) O r N M 4
0 0 0 0 0 0 0 0 0 N N N N N
OO O O O O O O O O O O O O O O O O O O O O O O
.. ..
O r N CO d L() CD N- CO 6) O r N CO d- Ln CD N- OD 6) O r N CO
C. 0 C. C. 0 C. 0 0 0 0 N N N N
r
0
H
APPENDIX D
Turning Templates
LEGEND
FRONT TIRES
REAR TIRES
VEHICLE BODY
30 00
4.00
SU
20 00
Width
Track
Lock to Lock Time
Steering Angle
feet
8 00
8 00
6 00
31 80
40 20 0
40 80 120
GRAPHIC SCALE 1" = 40'
RICK"
ENGINEERING COMPANY
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619.291.0707
(FAX)619.291.4165
EXHIBIT 10
SINGLE UNIT TRUCK TURNING TEMPLATE - ROUNDABOUT
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
LEGEND
FRONT TIRES
REAR TIRES
VEHICLE BODY
30.00
4 00
20.00
SU
Width
Track
Lock to Lock Time
Steering Angle
feet
8 00
8.00
6 00
31 80
sa
0
\ \G
GFP 2g5'M
FF 3
1
�p0
40 20 0 40 80
GRAPHIC SCALE 1" = 40'
RICK'
ENGINEERING COMPANY
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619.291.0707
(FAX)619.291.4165
EXHIBIT 11
SINGLE UNIT TRUCK TURNING TEMPLATE - DRIVEWAY
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
LEGEND
6 50
FRONT TIRES
REAR TIRES
VEHICLE BODY
28 50
28.50
33 11 00
WB -67D
Tractor Width
Trailer Width
Tractor Track
Trailer Track
feet
8 00
8 50
8 00
8.50
7 00
Lock to Lock Time
Steering Angle
Articulating Angle
6 00
15 60
70 00
40 20 0
40 80 120
GRAPHIC SCALE 1" = 40'
RICK"
ENGINEERING COMPANY
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619.291.0707
(FAX)619.291.4165
EXHIBIT 12
WB -67D TRUCK TURNING TEMPLATE - ROUNDABOUT
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
LEGEND
6 50
FRONT TIRES
REAR TIRES
VEHICLE BODY
28 50
T 1"
28.50
2 33 11 00
WB -67D
Tractor Width
Trailer Width
Tractor Track
Trailer Track
RICK"
ENGINEERING COMPANY
feet
8.00
8 50
8.00
8 50
7 00
Lock to Lock Time
Steering Angle
Articulating Angle
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619.291.0707
(FAX)619.291.4165
6 00
15 60
70 00
O
1
\NG
GFP 2,51 M
P
3
0
(Ivo
EXHIBIT 13
WB -67D TRUCK TURNING TEMPLATE - DRIVEWAY
FEDERAL EXPRESS GROUND DISTRIBUTION FACILITY
20 0 40
80
120
GRAPHIC SCALE 1" = 40'
C
N
O
L
11/
4-
a
0
O
n
0
0
a
0
U
c +
0
> o
o L
o a
m
N o
I 0
a
CO
40 m
Y
M o
n '
X
0) 0
10
O
a
T
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/ c
v 0
O D
c
O
Lo
O D
6
/
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h M
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/ / Q
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