HomeMy WebLinkAbout5.0 Traffic Impact Study- Sept. 2006GRAND RIVER PARK GRAVEL PIT
TRAFFIC IMPACT STUDY
Prepared for:
Banks and Gesso, LLC
720 Kipling Street, Suite 117
Lakewood, CO 80215
Prepared by:
Felsburg Holt & Ullevig
6300 South Syracuse Way, Suite 600
Centennial, CO 80111
303/721-1440
Project Manager: Jenny A. Young, PE
Project Engineer: Ryan D. Germeroth, El
FHU Reference No. 06-151
September 2006
Grand River Park Grave! Pit Traffic Impact Study
TABLE OF CONTENTS
Page
I. INTRODUCTION-- 1
II. EXISTING CONDITIONS 4
A. Land Use- 4
B. Roadway System 4
C. Traffic Volumes 4
D. Capacity Analysis 6
III. FUTURE TRAFFIC CONDITIONS 7
A. Background Traffic 7
B. Site -Generated Traffic 7
C. Traffic Impacts 14
D. Design Considerations 14
E. State Highway Access Permit Requirements 14
IV. SUMMARY AND RECOMMENDATIONS 15
APPENDIX A TRAFFIC COUNTS
APPENDIX B EXISTING LEVELS OF SERVICE
APPENDIX C SHORT TERM LEVELS OF SERVICE
APPENDIX D LONG TERM LEVELS OF SERVICE
1 FELSBURG
(d HOLT &
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Grand River Park Gravel Pit Traffic Impact Study
LIST OF FIGURES
Page
Figure 1. Vicinity Map 2
Figure 2. Site Plan 3
Figure 3. Existing Traffic Conditions 5
Figure 4. Year 2007 Background Traffic Conditions 8
Figure 5. Year 2030 Background Traffic Conditions 9
Figure 6. Site Generated Traffic 11
Figure 7. Year 2007 Total Traffic Conditions 12
Figure 8. Year 2030 Total Traffic Conditions 13
LIST OF TABLES
Table 1. Average Annual and Daily Trip Generation 7
Table 2. Hourly Trip Distribution 10
IIFELSBURG
1
(HOLT &
1 ULLEVIG
Grand River Park Gravel Pit Traffic Impact Study
I. INTRODUCTION
The Grand River Park Gravel Pit, a sand and gravel mine located on 180 acres of land just
south and west of the Town of Silt, is located to the west of County Road (CR) 311 on CR 346.
The property would include parking for employees, a sand and gravel mining operation,
processing plant, and aggregate storage area. An access to the site is proposed to be located
on CR 346 to the west of CR 311. Figure 1 illustrates the location of the project and the
adjacent roadway network and Figure 2 illustrates the site plan.
This analysis documents peak hour traffic conditions, describes the existing roadway network,
forecasts and distributes site -generated traffic volumes, and analyzes the effect of the site -
generated traffic in combination with the background traffic growth for both Short Range Future
and Long Range Future scenarios. The Short Range Future analysis assesses conditions when
the plant reaches its projected full annual production in 2007; the Long Range Future analysis
assesses conditions in 2030.
piFELSBURG
Ci HOLT &
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Page I
• FELSBURG
(4 HOLT &
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North
Colorado giver
70 CR 346
cp
Silt
CR 346
PROJECT
SITE
w
4,4
cg 31
1
Figure 1
Vicinity Map
Grand River Park /IA, 06-151, 9/20/06
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Grand River Park TIA, 06-151, 9/11/06
Grand River Park Gravel Pit Traffic Impact Study
II. EXISTING CONDITIONS
A. Land Use
The area in and around the proposed mining operation is primarily vacant agricultural/ranch
land. The Town of Silt is located northeast of the site across Interstate 70 and the Garfield
County Airport is located directly west of the site on CR 346.
B. Roadway System
The following existing roads in the vicinity of the site would be affected by project traffic.
• CR 346 (Airport Road) borders the site to the south and extends from CR 311 to
Rifle. The posted speed limit is 35 miles per hour (mph).
• CR 311 is to the east of the site and connects CR 346 with the 1-70 frontage road.
The posted speed limit is 35 mph.
• CR 315 (Mamm Creek Road) is to the west of the site and intersects with CR 346
just south of the 1-70 interchange.
• Interstate 70 Frontage Road borders 1-70 in the vicinity of the site and connects to
9th Street in the Town of Silt just south of the interstate.
C. Traffic Volumes
AM and PM peak hour turning movements were recorded in the vicinity of the site at the
following intersections:
• 1-70 Frontage Road/CR 311
• CR 311 1 CR 346
• CR3151CR346
In addition, daily traffic volume counts were conducted on the 1-70 Frontage Road and on CR
346. Currently, the 1-70 Frontage Road carries approximately 3,000 vehicles per day (vpd) and
CR 346 carries approximately 600 vpd. The existing traffic volumes are shown on Figure 3 and
the count data are provided in Appendix A.
. FELSBURO
(4 HOLT &
ULLEVIG
Page 4
IPFELSBURG
ri HOLT &
ULLEVIG
LEGEND
XXX(XXX) = AM(PM) Peak Hour Traffic Volumes
XXXX = Daily Traffic Volumes
x/x = AM/PM Peak Hour Unsignalized
Intersection Level Of Service
_s_ = Stop Sign
Not to Scale
North
7r
m
1-70 Frontage Road
r
590
CR 346
7(8)
6(20)
3044 12(8) —,-
67(115)
67(115)
Figure 3
Existing Conditions
Grand River Park TlA, 06.151, 9112106
Grand River Park Gravel Pit Traffic Impact Study
D. Capacity Analysis
Traffic operations were evaluated at the three count intersections using methods documented in
the Highway Capacity Manual, Transportation Research Board (TRB), Third Edition, 2000
(HCM-2000). HCM-2000 defines traffic operations by a level of service (LOS), which is a
qualitative measure based on the average delay per vehicle at a controlled intersection. LOS is
described by a letter designation ranging from A to F, with LOS A representing very little delay
and LOS F representing extreme delay. Unsignalized intersection analyses report LOS ratings
for each critical movement. For LOS analyses, a 5 percent heavy vehicle value was used in the
calculations. This percentage represents the amount of the total traffic in the vicinity of the site
related to heavy vehicles and is based on data collected by the Colorado Department of
Transportation (CDOT) on US 6 through the Town of Silt.
As seen on Figure 3, the stop controlled approaches operate at LOS B or better during both
peak hours. Analysis worksheets are included in Appendix B.
ni FELSSURG
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Grand River Park Gravel Pit Traffic Impact Study
III. FUTURE TRAFFIC CONDITIONS
Future traffic conditions consist of two components: background traffic (traffic growth that is
anticipated as a result of population and employment increases in the region in the future) and
site traffic (traffic associated with the proposed development). Future capacity analyses serve
as a means to assess whether the existing and proposed infrastructure is adequate to
accommodate both components of future traffic, and to determine locations where additional
capacity is needed. This section discusses the procedures used to determine future traffic
conditions in the first year of full plant production (2007) and in the long-range planning year
(2030), and assesses level of service with and without the project in each year.
A. Background Traffic
Background traffic for 2007 and 2030 was determined by estimating the incremental increase in
traffic that is anticipated due to regional growth. Other proposed developments in the area
include Ferguson Crossing and Stillwater Ranch but site traffic from these developments was
not included in the background traffic since their timing is unknown and so that the impacts
related specifically to Grand River Park would be more apparent. The average CDOT 20 year
growth factor for US 6 and 1-70 in the vicinity of the site is 1.47, which is a rate of approximately
2 percent per year. This rate was used to estimate the increase in traffic for both future
scenarios. The 2007 and 2030 background traffic conditions are shown on Figures 4 and 5.
B. Site -Generated Traffic
Site generated traffic comprises only those trips originating or terminating at the proposed sand
and gravel operation. The Institute of Transportation Engineers (ITE), Trip Generation Manual,
Seventh Edition, 2003 does not contain trip generation rates for a gravel mine land use;
therefore, trip generation was estimated based on operational information provided by the
applicant.
It is estimated that the site will have an annual production of 500,000 tons of sand and gravel.
This production rate will likely occur approximately one year after initial start-up; thus full
production is anticipated in 2007. Full production is expected to last only ten to fifteen years but
the year 2030 was still used as the long range scenario to be conservative since this is the time
frame generally considered in traffic studies. The plant will have six employees at full production
and there will be approximately four service vehicles that visit the site daily. Table 1
summarizes the average annual vehicles and the average daily (vpd) number of sand and
gravel delivery trucks, service vehicles, and employee trips from the site at full production.
Table 1. Average Annual and Daily Trip Generation
Trip Type
Annual
Average Daily (vpd)
Sand and Gravel Delivery Trucks
24,695
174
Service Vehicles (4 per day)
1,168
8
Employees (6 total)
2,336
16
Total
28,199
198
PFELSBURG
r, HOLT
l ULLEVIG
Page 7
IP
(4 FELSBURG
HOLT &
ULLEVIG
LEGEND
XXX(XXX) = AM(PM) Peak Hour Traffic Volumes
XXXX = Daily Traffic Volumes
x/X = AM/PM Peak Hour Unsignalized
Intersection Level Of Service
= Stop Sign
FN Not toScale
North
-.7— ala
1-70 Frontage Road
G4
et
E— 10(10)
5(20)
//b <
rn 'Cf N
- ';:1-1) 2 10(25)
J i j L• --"5(10)
5(5)
I5(20)_f — T 1
5(5)�
5(5) 1 ;: r2
V,If
M
T
600
CR 346
J
3105 10(10)---
70(115)-4
0(10)---70(115)-.
`fir
t,o
00
Figure 4
Year 2007 Background Traffic Conditions
Grand River Park TA, 06.151, 9/12/06
.FELSBURG
(4 HOLT Si.
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LEGEND
XXX(XXX) = AM(PM) Peak Hour Traffic Volumes
XXXX = Daily Traffic Volumes
x/x = AM/PM Peak Hour Unsignalized
Intersection Level Of Service
= Stop Sign
t 15(40)
10(15)
,F— 10(5)
-44
1-70 Frontage Road
15(15)
10(30)
el
eo
600
4835 15(15)—i -
110(150)
5(15)l10(150)
b/b — 4
a/a
85(45)
15(10)
VV Not to Scale
North
25(30)_t
10(5)—
I0(10)-4,
CR 346
110(85) i
10(10)--Y
Figure 5
Year 2030 Background Traffic Conditions
Grand River Park TIA, 06-151, 9/12/06
Grand River Park Gravel Pit Traffic Iinpact Study
On a typical day, the site would generate approximately 198 vehicle trips. Table 2 shows the
distribution of these trips throughout the day. The hourly distribution is based on conversations
with the plant manager at a similar plant located west of the City of Longmont. Approximately 20
of the trips would occur during the AM peak hour of adjacent road traffic, and approximately 16
trips would occur during the PM peak hour.
The AM and PM peak hour project trips assigned to each roadway are shown on Figure 6. It is
anticipated that 50 percent of the traffic will go eastbound on 1-70 and the other 50 percent will
go westbound on 1-70. Approximately half of the westbound traffic has been distributed west on
CR 346 since this will be a more convenient route for truckers headed westbound. The
distribution percentages were estimated based on traffic distribution patterns for delivery trips
and employee trips identified by the owner. The site -generated traffic assignments were added
to the background traffic volumes in each analysis year to produce the 2007 and 2030 total
traffic shown on Figures 7 and 8, respectively.
Table 2.
Hourly Trip Distribution
Hourly Distribution
Sand/Gravel
Service
Vehicles
Emp oyees
Total
In
Out
In
Out
In
Out
In
Out
Total
5:00-5:59 AM
_
0
-
0
0
6:00-6:59 AM
11%
5
9
4
9
9
18
7:00-7:59 AM
11%
7
9
1
1
2
10
10
20
8:00 - 8:59 AM
8%
9
7
9
7
16
9:00 - 9:59 AM
8%
9
7
1
10
7
17
10:00 - 10:59 AM
9%
7
8
1
7
9
16
11:00-11:59 AM
9%
7
8
2
7
10
17
12:00-12:59 PM
8%
4
7
1
1
2
7
8
15
1:00 - 1:59 PM
9%
8
8
8
8
16
2:00 - 2:59 PM
8%
7
7
7
7
14
3:00 - 3:59 PM
9%
8
8
8
8
16
4:00 - 4:59 PM
8%
7
7
1
1
8
8
16
5:00 - 5:59 PM
2%
6
2
4
6
6
12
6:00-6:59 PM
3
2
3
2
5
7:00-7:59 PM
0
0
0
Total
1 100%
87
87
4
4
8
8
99
99
198
PFELSI�URG
HOLT &
`` ULLEVIO
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•FELSBURG
(4HOLT &
ULLEVIG
LEGEND
xXX(XXX) = AM(PM) Peak Hour Traffic Volumes 1-70 Frontage Road
XXXX = Daily Traffic Volumes
L
3(2)
48
Cs▪ ] Vj
M▪ CS
145 7(6)
7(6) 145
j
n
FN
Not to Scale
North
3(2)--t CR 346 7(6)— t
m
U
Figure 6
Site Generated Traffic
Grand River ParkTIA, 06-15i, 9112/06
.FELSBURG
(4 HOLT &
ULLEVIG
LEGEND
XXX(XXX) = AM(PM) Peak Hour Traffic Volumes
XXXX = Daily Traffic Volumes
/g = AM/PM Peak Hour Unsignalized
Intersection Level Of Service
= Stop Sign
15(30)
5(10)
5(5)
1-70 Frontage Road
10(10)
5(20)
a \
ala
alb
ett
In
3250 10(10)
75(120)
JI c4
ala
b/b-4l
t_ 5(5)
15(40) 735
t___ 55(30)
-- 10(5)
17"/:\\71 Not to Scale
North
15(20)_t
5(5)--1-
5(5)-4,
1
5(5)_t CR 346 75(60))
20(30)—r 5(5)—*
a/a —}
Figure 7
Year 2007 Total Traffic Conditions
Grand River Park TIA, 06-151, 9/13106
•FELSBURG
r4 HOLT &
ULLEVIG
LEGEND
XXX(XXX) = AM(PM) Peak Hour Traffic Volumes
XXXX = Daily Traffic Volumes
x/x = AM/PM Peak Hour Unsignaiized
Intersection Level Of Service
�– = Stop Sign
n O kr)
kr) t --
'42N t 20(45)
10(15)
10(5)
a/a
1-70 Frontage Road
15(15)
10(30)
��—a/b
05
Lei
in in
kr) in
4980 15(15)
115(185)
a/a
b/b
t— 5(5)
25(60) 1080
85(45)
15(10)
Not to Scale
North
210(0— �r
10(10)— o00
opo
30(45j� CR 346 115(90)____t100
Figure 8
Year 2030 Total Traffic Conditions
Grand River Park TIA,06-151,9113166
Grand River Park Gravel Pit Traffic Impact Study
C- Traffic Impacts
Using HCM-2000 methods, unsignalized level of service analyses were conducted based on the
future total peak hour traffic volumes. The results of these analyses are summarized on Figures
7 and 8, and worksheets are included in Appendices C and D. For future scenarios, the stop
controlled approaches within the study area operate at LOS B or better with existing lane
geometry both with and without site traffic.
D. Design Considerations
The land use proposed for the site would result in a significant increase in side street truck
traffic at the site access intersection with CR 346; 87 of the 99 outbound daily trips from the site
would be sand and gravel trucks. These heavy vehicles require significantly longer time to
accelerate to the posted speed limit, and therefore would require larger gaps in traffic to turn
onto CR 346. This is particularly relevant for the sand and gravel trucks, which would be fully -
loaded on the outbound trip. Even though CR 346 is not a state highway, the Colorado State
Highway Access Code was used to determine acceleration and deceleration requirements for
the access to the site. The classification category RB (Rural Highway) was used for this study.
Due to the low peak hour volumes at the site access and the posted speed limit of 35 mph,
acceleration lanes are not needed on CR 346. In addition, deceleration lanes are not required
due to the low volumes but should be implemented so that trucks can safely exit CR 346.
Based on the RB classification in the State Highway Access Code, both an eastbound left turn
lane and a westbound right turn lane should be constructed with a declaration length of 310
feet, including a 120 -foot taper (10:1 ratio).
A traffic impact study was completed in 1995 for the proposed Stillwater Ranch development.
The proposed residential development is located east of the Grand River Park Gravel Pit site.
The traffic study shows an access aligning with the intersection of CR 346 and CR 311 and
recommends improvements at that intersection, including a separate eastbound left turn lane.
Because the Grand River Park Gravel Pit traffic will impact this intersection, it is recommended
that the gravel pit pay a proportionate share of the cost (based on number of trips generated) to
construct this turn lane when it is constructed as part of the Stillwater Ranch development.
E. State Highway Access Permit Requirements
The current daily traffic along the 1-70 Frontage Road west of CR 311 is approximately 3,000
vpd. The proposed site is estimated to generate 145 trips per day on the 1-70 Frontage Road,
which equates to a five percent increase over the current level of traffic on 9d1Street. Since this
increase is less than 20%, the State Highway Access Code considers this a minor modification
to the existing access permit on the Frontage Road. Thus, an access permit from the Colorado
Department of Transportation is not required.
. FELSBURG
(4 HOLT &
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Page 14
Grand River Park Gravel Pit Traffic Impact Study
IV. SUMMARY AND RECOMMENDATIONS
Grand River Gravel Pit is a sand and gravel mine located on CR 346 to the southwest of the
Town of Silt. The property would include parking for employees, a sand and gravel mine,
processing plant, and aggregate storage area. The site is projected to generate approximately
200 daily trips, with 20 of these trips during the AM peak and 16 of these trips during the PM
peak.
Based on the results of the traffic analysis, the existing, Short Range Future, and Long Range
Future scenarios are projected to operate at acceptable LOS with the existing lane geometry
and traffic control. In order for trucks to safely enter the site, the following roadway
improvements are recommended.
• Construct a 310 -foot deceleration lane for the eastbound left turns into the site from CR 346.
• Construct a 310 -foot deceleration lane for the westbound right turns into the site from CR
346.
Although not required to accommodate the gravel pit traffic, it is recommended that the Grand
River Gravel Pit pay a proportionate share of the cost (based on trips generated) to construct an
exclusive eastbound left turn lane at the CR 346/CR 311 intersection when it is constructed as
part of the Stillwater Ranch development.
A state highway access permit is not required because the proposed site is expected to
increase the traffic along the 1-70 Frontage Road by only five percent, which is considered a
minor modification to the existing access permit.
IPFELSE'>URG
C� HOLT &
ULLEVIG
Page 15
Grand River Park Gravel Pit Traffic Impact Study
APPENDIX A TRAFFIC COUNTS
• FELSBURG
(41-[GLT &
ULLEV1G
Appendix A
All Traffic Data Services, Inc
9660 W 44th Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
All Traffic Data
fl.......Sa,a,.a
tze
Groups Printed- Unshifted
Fife Name : 316&346AM
Site Code : 00000000
Start Date : 8/15/2006
Page No : 1
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
Grand Total
Apprch %
Total %
5
6
5
1
17
26
23.6
10.3
4
1
10
10
25
55
50
21.7
1
3
4
6
14
29
26.4
11.5
0
0
0
0
0
0
0
0
1
1
1
1
4
1
1
0
2
4
3
1
3
5
12
9 7 20
25 19.4 55.6
3.6 2.8 7.9
0
0
0
0
0
0
0
0
0
0
1
1
2
5
6.8
2
4
7
7
5
23
57
78.1
22.5
1
1
1
2
5
11
15.1
4.3
0
0
0
0
0
0
0
0
1
3
3
1
8
21
61.8
8.3
0 0
0 0
1 0
2 1
3 1
9
26.5
3.6
4
11.8
1.6
4l
2
F
SO 0
•
0
1-
n
a
Out
98
316
In
r 1101
291 551 261 01
Right Thru Left Peds
Total
1 2081
4
1
North
8/15/2006 07:00 AM
8/15/2006 08:45 AM
Unshifted
4-1 i r
Left Thru Ri.ht Peds
1 661
Out
1411
In Total
316
J zl
0,
W
6I
0
a
0
bi
A
at
0
0
0
0
0
0
0
0
21
24
36
37
118
253
316
Southbound
346
Westbound
316
Northbound
346
Eastbound
Start Time
Left i
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Int. Total
07:00 AM
07:15 AM
07:30 AM
07:45 AM
3
2
1
3
5
10
9
6
5
2
3
5
0
0
0
0
1
1
2
1
1
1
0
1
3
1
2
2
0
0
0
0
1
1
1
0
12
5
14
3
2
1
1
2
0
0
0
0
3
3
4
3
2
3
1
0
0
1
1
1
0
0
0
0
38
31
39
27
Total
9
30
15
0
5
3
8
0
3
34
6
0
13
6
3
0
135
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
Grand Total
Apprch %
Total %
5
6
5
1
17
26
23.6
10.3
4
1
10
10
25
55
50
21.7
1
3
4
6
14
29
26.4
11.5
0
0
0
0
0
0
0
0
1
1
1
1
4
1
1
0
2
4
3
1
3
5
12
9 7 20
25 19.4 55.6
3.6 2.8 7.9
0
0
0
0
0
0
0
0
0
0
1
1
2
5
6.8
2
4
7
7
5
23
57
78.1
22.5
1
1
1
2
5
11
15.1
4.3
0
0
0
0
0
0
0
0
1
3
3
1
8
21
61.8
8.3
0 0
0 0
1 0
2 1
3 1
9
26.5
3.6
4
11.8
1.6
4l
2
F
SO 0
•
0
1-
n
a
Out
98
316
In
r 1101
291 551 261 01
Right Thru Left Peds
Total
1 2081
4
1
North
8/15/2006 07:00 AM
8/15/2006 08:45 AM
Unshifted
4-1 i r
Left Thru Ri.ht Peds
1 661
Out
1411
In Total
316
J zl
0,
W
6I
0
a
0
bi
A
at
0
0
0
0
0
0
0
0
21
24
36
37
118
253
All Traffic Data
Nos d YY lY Y 10 R9Rie
F-rrvi,os Iur-
All Traffic Data Services, Inc
9660 W 44th Ave
Wheat Ridge, CO 80033
www, a ll tra ffic d a ta. net
File Name : 316&346AM
Site Code : 00000000
Start Date : 8/15/2006
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 07:00 AM
07:00 AM
316
Southbound
346
Westbound
316
Northbound
346
Eastbound
- Start Time
Left ! Thru Right I Peds 1 App. Told
Left j Thru I Right 1 Peds App. Toltl
Left Thru Right I Peds I App, Tom
Left Thru Right 1 Peds I App, To„J
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM
3
5
1
3
5
1
2
07:15 AM
2
10
2
0
14
1
1
1
0
3
1
5
1
0
7
3
3
1
0
7
31
07:30 AM
1
9
3
0
13
2
14
1
0
16
4
39
07:45 AM
3
6
5
0
14
1
1
2
0
4
0
3
2
0
5
3
0
1
0
4
27
Total Volume
9
30
15
0
54
5
3
8
0
16
3
34
6
0
43
13
6
3
0
22
135
App. Total
16.7
55.6
27.8
0
31.2
18.8
50
0
7
79.1
14
0
59.1
27.3
13.6
0
PHF
.750
.750
.750
.000
.964
.625
.750
.667
.000
.800
.750
.607
.750
.000
.672
.813
.500
.750
.000
.786
.865
Out
551
316
In
Total
1094
4
Right
Thru Left Peds
Peak Hour Data
T
North
Peak Hour Begins at 07:00 AM
Unshifted
a
r4
Left Thru Right Peds
38]
Out
In
316
811
Tota$
2
rr
-13
ati
w
cn
0
N
O
0
All Traffic Data Services, inc
9660 W 44th Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
Ail Traffic Data
tk-r61.r.ef fat,
Groups Printed- Unshifted
File Name : 316&346PM
Site Code : 00000000
Start Date : 8/15/2006
Page No : 1
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
3
9
5
6
23
42
23.7
9.8
11
13
13
5
42
85
48
19.9
12
12
6
1
31
50
28.2
11.7
0
0
0
0
0
0
0
0
0
0
0
6
10.3
1.4
1
4
1
1
7
15
25.9
3.5
2
6
5
2
15
37
63.8
8.7
0
0
0
0
0
0
0
0
2
1
0
1
4
16
7
9
15
47
11 116
8.3 87.2
2.6 27.2
0
0
2
6
4.5
1.4
0
0
0
0
0
0
0
0
8
6
5
4
23
44
74.6
10.3
0
0
1
3
4
9
15.3
2.1
0
3
0
2
5
6
10.2
1.4
m
Out
1971
316
In
1771
501 851 421 01
:rt Thru Left Peds
Total
I 3741
North
4
8/15/2006 04'.00 PM
8/15/2006 05:95 PM
Unshifted
Left Thru Ri.ht Peds
i 971
Out
In
316
1 2301
Total
O
0
1
0
0
0
0
0
0
0
0
55
62
46
41
204
427
316
Southbound
346
Westbound
316
Northbound
346
Eastbound
Start Time
Left
Thru_ Right
Peds
Left
Thru
Right
Peds
Left
Thru
Right
Peds
Left .
Thru J Right
Peds
Int. Total
04:00 PM
04:15 PM
04:30 PM
04:45 PM
2
5
5
7
8 5
15 4
8 3
12 7
0
0
0
0
2
1
1
1
2
0
2
4
2
3
10
7
0
0
0
0
1
2
1
3
12
16
19
22
0
1
1
2
0
0
0
0
6
7
4
4
2 0
1 0
2 0
0 1
0
0
0
0
42
55
56
70
Total
19
43 19
0
5
8
22
0
7
69
4
0
21
5 1
0
223
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
3
9
5
6
23
42
23.7
9.8
11
13
13
5
42
85
48
19.9
12
12
6
1
31
50
28.2
11.7
0
0
0
0
0
0
0
0
0
0
0
6
10.3
1.4
1
4
1
1
7
15
25.9
3.5
2
6
5
2
15
37
63.8
8.7
0
0
0
0
0
0
0
0
2
1
0
1
4
16
7
9
15
47
11 116
8.3 87.2
2.6 27.2
0
0
2
6
4.5
1.4
0
0
0
0
0
0
0
0
8
6
5
4
23
44
74.6
10.3
0
0
1
3
4
9
15.3
2.1
0
3
0
2
5
6
10.2
1.4
m
Out
1971
316
In
1771
501 851 421 01
:rt Thru Left Peds
Total
I 3741
North
4
8/15/2006 04'.00 PM
8/15/2006 05:95 PM
Unshifted
Left Thru Ri.ht Peds
i 971
Out
In
316
1 2301
Total
O
0
1
0
0
0
0
0
0
0
0
55
62
46
41
204
427
A!1 Traffic Data Services, Inc
9660 W 44th Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
File Name : 316&346PM
Site Code : 00000000
Start Date : 8/15/2006
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 04:30 PM
Ind. Total
04:30 PM
316
Southbound
346
Westbound
316
Northbound
346
Eastbound
Start Time
Left Thru Right Peds App Tong
Left Thru Right Peds AN, Tota
Left Thru Ri.ht Peds App. Tow
Left Thru Right Peds AppT.ta
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:30 PM
Ind. Total
04:30 PM
5
8
3
0
16
1
10
13
1
19
1
0
21
4
2
0
0
6
56
04:45 PM
7
12
7
0
26
1
4
7
0
12
3
22
2
27
4
0
1
0
5
70
05:00 PM
3
11
12
8
05:15 PM
9
13
12
0
34
0
4
6
0
10
1
7
1
0
9
6
0
3
0
9
62
Total Volume
24
44
34
0
102
2
11
25
0
38
7
64
4
0
75
22
2
4
0
28
243
1/4 App. Total
23.5
43.1
33.3
0
5.3
28.9
65.8
0
9.3
85.3
5.3
0
78.6
7.1
14.3
0
PHF
.667
.846
.708
.000
.750
.500
.688
.625
.000
.731
.583
.727
.500
.000
.694
.688
.250
.333
.000
.778
.868
0
o
N
1 2131
Right Thru Left
Peak Hour Data
North
Peak Hour Begins at 04:30 PM
Unshitled
r
Left Thru RI ht Peds
rwmiwrim
501
Out
In
315
1 125
Total
4
3
-4
2
to
N
0
C.0
0
no
m
0
O
Alf Traffic Data Services, Inc. Page 1
9660 W 44th Ave CR346
Wheat Ridge, CO 80033
www.alltrafficdata.net Site Code: 6
Start 15 -Aug -06
Time Tue
12:00 AM
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
12:00 PM
01:00
02:00
03:00
04:00
05:00
06:00
07:00
08:00
09:00
10:00
11:00
EB
WB Totaf
2 0 2
0 0 0
3 1 4
0 1 1
1 2 3
12 12 24
1922 41
19,.'. 25 44
11 17 28
12 13 25
13 15 28
13 23 36
9 19 28
18 22 40
22 10 32
19 19 38
20 22 42
28 28 56
28 15 43
17 12 29
13 11 24
6 3 9
6 4 10
2 1 3
Total 293 297 590
Percent 49.7% 50.3%
AM Peak 06:00 07:00 07:00
Vol. 19 25 44
PM Peak 17:00 17:00 17:00
Vol. 28 28 56
Grand Total 293 297 590
Percent 49.7% 50.3%
ADT Not Calculated
AEI Traffic Data Services, Inc.
9660 W 44th Ave
Wheat Ridge, CO 80033
www.alltrafficdata.net
Page 1
FRONTAGE RD E/O 9TH ST
Site Code: 7
Start 15 -Aug -06
Time Tue EB WB Total
12:00 AM 11 3 14
01:00 2 0 2
02:00 0 2 2
03:00 4 4 8
04:00 6 7 13
05:00 48 49 97
06:00 81 95 176
07:00 98 166 264
08:00 89 112 201
09:00 93 85 178
10:00 87 87 174
11:00 77 107 184
12:00 PM 78 83 161
01:00 82 80 162
02:00 94 97 191
03:00 102 111 213
04:00 135 106 241
05:00 '140? 100 240
06:00 122 89 211
07:00 65 57 122
08:00 44 42 86
09:00 33 18 51
10:00 22 11 33
11:00 15 5 20
Total 1528 1516 3044
Percent 50.2% 49.8%
AM Peak 07:00 07:00 07:00
Vol. 98 166 264
PM Peak 17:00 15:00 16:00
Vol. 140 111 241
Grand Total 1528 1516 3044
Percent 50.2% 49.8%
ADT Not Calculated
Grand River Park Gravel Pit Traffic Impact Study
APPENDIX B EXISTING LEVELS OF SERVICE
• FELSP.URG
HOLT &
l ULLEV1G
Appendix B
HCM Unsignalized Intersection Capacity Analysis
2: Frontage Road & County Road 311
Existing
AM Peak
aig... i;ity �. �, :-; p.r = t T E II BLS ti/8T N_BL
Lane Configurations
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (vehlh) 12 67 6 7 106 20
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 13 73 7 8. 115 . 22
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 86 70 49
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 86 70 49
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
DreTRIM NSW
2.2
100
1492.
3.5 3.3
88 98
923 1011
Volume Total 86 14 137
Volume Left 0 7 115
Volume Right 73 0 22
1700 1492 936
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
0.05 0.00 0.15
0 0 13
0.0 3.4 9.5
A A
0.0 3.4 9.5
A
) k rseeti Y� .. 3.1
. n "�,7 , l n 7
yV U< m S'fi9 s...b. x,s. �, -.. _`. -4f.� +.cxx' 3 ¢..:, .:�
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
5.7
19.5% ICU Level of Service A
15
9/19/2006 Synchro 6 Report
K:1061511SynchrolExistinglExisting AM,sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311
ave eli# yM�
Lane Configurations
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft),
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
..14"4'x` $:tal �ff 1
irece F W
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Existing
AM Peak
68
0.92
74
4 t
Stop Stop
0% 0%
7 9
0.92 0.92
8 10
None None
134 72 101
53
0.92
58.
Free
0%
33
0.92
36.
134 72 101 0 0
7.2 6.6 6.6 6.2 4.1
3.5 4.0 4.0 3.3
90 99 99 95
765 795 766 1076
82 67 36 29
74 0 36 0
0 58 0 29
768 1016 1604 1700
0.11 > 0.07 0.02 0.02
9
10.2
B
10.2
B
5 2 0
8.8 7.3 0.0
A A
8.8 4.0
A
2.2
98
1604
27
0.92
29
gft. seetior �,S {} 'nary g tigt .. _ :` k . t -.,,
Average Delay 7.9
Intersection Capacity Utilization 20.8%
Analysis Period (min) 15
ICU Level of Service
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511SynchrolExistinglExisting AM.sy7
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
Existing
AM Peak
ove _ent _.. EBS EI rgul3E24;W13 l- TO- -7 s [V_14_NBR SB1 SBT SBFT
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0%0% 0% 0%
Volume (veh/h) 13 6 , 3 5 3 8 3. 34 6 9 `30 15
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
Hourly flow rate (vph) 14
_7 - . 3 5 3 9 -3 37 7 10 33 16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage .
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 117 110 41 114 115 40 49 43
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 117 110 41 114 115 40 49
tC, single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1.
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
3.5 4.0 3.3 3.5 4.0 3.3 2.2
98 99 100 99 100 99 100
836 768 1022 843 763 1023 1539
43
4.1'
2.2
99
1546
rep, 0 S1 W t 1V SB na.
Volume Total 24 17 47 59
Volume Left 14 5 3 10
Volume Right 3 9 7 16
cSH 837 905 1539 1546
Volume to Capacity 0.03 0.02 0.00 0.01
Queue Length 95th (ft) 2 1 0 0
Control Delay (s) 9.4 9.1 0.5 1.3
Lane LOS A A A A
Approach Delay (s) 9.4 9.1 0.5 1.3
Approach LOS A A
s9^s ham." ,�.,�T T`�a � t a.,-•--- ,K `a a 3 .# t x s rye d sz-r_ �x-r r.P.e� 3 i� '� � �` � �a-e• re � - °# T,, �' t f" - f. 4 ° L- fi
�`'r S.r., ,� �..'.:k �..$r5 � i�'c<�c�.,.-e�': .'�.. .x}
Average Delay 3.3
Intersection Capacity Utilization 15.4% ICU Level of Service A
Analysis Period (min) 15
9/19/2006 Synchro 6 Report
K:1061511SynchrolExistinglExisting AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
2: Frontage Road & County Road 311
Existing
PM Peak
DEBT ,E15VSIBL IIVBT NB � 7F�1 .
Lane Configurations V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (vehlh) 8 115 20 8 82 9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 9 125 22 9 89 10
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 134 123 71
None
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
134
4.1
2.2
98
1.433
123 71
6.4 6.2
3.5 3.3
90 99
851 983
ref Qn La # M,I' 8 1 1 1fa
x Fu
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
134 30 99
0 22 89
125 0 10
1700 1433 863
0.08 0.02 0.11
0 1 10
0.0 5.4 9.7
A A
0.0 5.4 9.7
A
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
4.3
26.0%
15
ICU Level of Service
A
9/19/2006 Synchro 6 Report
K:1061511SynchrolExistinglExisting PM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & CountOoad 311
—3. 44 --
Existing
PM Peak
• n
Lane Configurations
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
4 t
Stop Stop
0% 0%
54 5 6 29
0.92 0.92 0.92 0.92
59 :5 : 7 32
None None
128 93 164
Free
0%
43
0.92
47
128 93 164 0 0
7.2 6.6 6.6 6.2 4.1
3.5 4.0
93 99
790 768
4.0 3.3
99 97
702 1076
2.2
97
1.604
65
0.92
71
, i ectf lrWe #a '
K
Volurne Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
64
59
0
788
0.08
7
10.0
A
10.0
A
rSeotGeSx(l(timary'_
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
38 47 71
0 47 0
32 0 71
986 1604 1700
0.04 0.03 0.04
3 2 0
8.8 7.3 0.0
A A
8.8 2.9
A
.'h"�' , n , - ,�'� .+cP.x."� .'°32. _'f:?'dY 3,r�`„��-k�'-�°f'C�h'1�`�°'A?5-a-.•-
6.0
19.9% ICU Level of Seniice
15
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511SynchrolExistinglExisting PM.sy7
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
Existing
PM Peak
4\
4/
oerm.e`itVmf- EWIEBRt?BRIB�i�WRfBL NBNBiS;
Lane Configurations
Sign_ Control Stop ..: Stop Free
Grade 0% 0% 0%
Volume'(vehlh)22 . 2 4 2 11 25 7 64
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0,92 0.92 0.92
Hourly flow rate (vph) 24 .. 2 4 2 12 27 8 _ 70
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 239 208 66 211 224 72 85 74
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 239 208 66 211 224 72 85
tC, single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1
tC, 2 stage (s)
tF (s) - 3.5 4.0 3.3
p0 queue free % 96 100 100
cM capacity (veh/h) 669 669 989
Free ..
0%
4 24. 44 34
0.92 0.92 0.92 0.92
4 26 48 37
3.5
100
722
Volume Total
Volume Left
Volume Right
cS H
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
30 41
24 2
4 27 4 37
701 844 1493 1507
0.04 0.05 0.01 0.02
3 4 0 1
10.4 9.5 0.7 1.9
B A A A
10.4 9.5 0.7 1.9
B A
4.0 3.3
98 97
655 982
2.2
99
1493
74
4.1
2.2
98
1507
82 111
8 26
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
3.7
26.0%
15
ICU Level of Service
9/19/2006 Synchro 6 Report
K:1061511SynchrolExistinglExisting PM.sy7
Felsburg Holt & Ullevig
Gra►►d River Park Gravel Pit Traffic Impact Study
APPENDIX C SHORT TERM LEVELS OF SERVICE
(d FELSBURG
HOLT &
ULLEVVIG
Appendix C
HCM Unsignalized Intersection Capacity Analysis
2: Frontage Road & County Road 311
2007 Background
AM Peak
i1BL 11V AT
Lane Configurations 4 Y.
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 10 70 5 10 110. 20
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 11 76 5 11 120 22
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 87 71 49
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 87 71 49
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 87 98
cM capacity (veh/h) 1490 923 1011,
None
E —61100:00:41
Volume Total 87 16 141
Volume Left
Volume Right 76 0 22
cSH 1700 1490 935
Volume to Capacity 0.05 0.00 0.15
Queue Length 95th (ft) 0 0 13
Control Delay (s) 0.0 2.5 9.5
Lane LOS A A
Approach Delay (s) 0.0 2.5 9.5
Approach LOS A
0 5 120
, •M
_e oft SUrI<tm aryt ��-.. W ..:„
.: > 7�.�.`?�.R?; r�.i.: i � `,;,.�-��... -. R -�:�'-`�te�� :�^„w_3"�€..xi �'`.- * ''�.°-JF"
Average Delay 5.7
Intersection Capacity Utilization 18.9% ICU Level of Service A
Analysis Period (min) 15
9/19/2006 Synchro 6 Report
K:\061511Synchro12007 Bckgrnd12007 Background AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
2007 Background
3: County Road 331 & County Road 311 AM Peak
--►
4-
MQ [i ij i'R'� .'ti nt xi _ I_��,y BI� ". BT
Lane Configurations 4 t
Sign Control Stop Stop
Grade 0% 0%
Volurne (veh/h) 70 5 10 ' 55
Peak Hour Factor 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 76 5 11 60
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 141 76 109 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 141 76 109 0 0
tC, single (s) 7.2 6.6 6.6 6.2 4.1
Free
O%
35
0.92
38
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
3.5 4.0
90 99
754 789
4.0 3.3 2.2
99 94 98
757 1076 1604
30
0.92
33,
Volume Total 82 71 38
33
Volume Left 76 0 38 0
Volume Right 0 60 0 33
cSH 756 1011 1604 1700
Volume to Capacity 0.11 0.07 0.02 0.02
Queue Length 95th (ft) 9 6 2 0
Control Delay (s) 10.3 8.8 7.3 . 0.0
Lane LOS B A A
Approach Delay (s) 10.3 8.8 3.9
Approach LOS B A
1:61(0M01160.71~7
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
AVE74 .71
F.
tykalitWat
7.8
20.8% ICU Level of Service
15
A
9/19/2006 Synchro 6 Report
K:1061511Synchro12007 Bckgrnd12007 Background AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
2007 Background
AM Peak
PregarMATOMS
Lane Configurations
Sign Control
Grade
Volume (veh/h) 15
Peak Hour Factor 0.92
Hourly flow rate (vph) 16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s) 3.5
p0 queue free % 98
cM capacity (veh/h) 818
_ ,"
4+
Stop
0%
5
0.92
5
None
5
0.92
5
5
0.92
5
4+
Stop
0%
5
0.92
5
None
10.
0.92
11
t
31NI�T
4+
Free
0%
5 35.
0.92 0.92
5 38
128 117 41 122 122 41 49
128 117
7.2 . 6.6
41 122 122 41 49
6.2 7.2 6.6 6.2 4.1
4.0 3.3
99 99
760 1022
3.5
99
830
4.0 3.3
99 99
754 1022
2.2
100
1539.
NBR _L 5" Bp SBI
4
Free
0%
5 10 30. 15
0.92 0.92 0.92 0.92
5 11 33 16
43
43
4.1
2.2
99
1546
Piteraimmonmem
Volume Total . 27
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
16
5
839
0.03
3
9.4
A
9.4
A
22
5
11
891
0.02
2
9.1
A
9.1
A
reMtio01S arY w ....
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
49
5
5
1539
0.00
0
0.8
A
0.8
60
11
16
1546
0.01
1
1.4
A
1.4
3.7
14.8%
15
ICU Level of Service
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synctiro12007 Bckgrnd12007 Background AM.sy7
HCM Unsignalized Intersection Capacity Analysis 2007 Background
2: Frontage Road & County Road 311 PM Peak
464 '
191410 17-6 n MIN.60,130'
Lane Configurations 'i
Sign Control Free
Grade 0%
Volume (veh/h) 10 115 20
Peak Hour Factor 0.92 0.92 0.92
Hourly flow rate (vph) 11 125 22
f
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent. Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
136
136
4.1
2.2
98
1430
i egt ai ene MINEB WW.
4
Free
0%
10
0.92
11
Stop
0%
85
0.92
92
None
10
0.92
1.1`
128 73
128 73
6.4 6.2
3.5 3.3
89 99
847 980
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
136 33
0 22
125 0
1700 1430
0.08 0.02
0 1
0.0 .5.1
A
0.0 5.1
`erg se fro 'Sumria.`�
�l?�.._ �.. ps rY t
Average Delay
intersection Capacity Utilization
Analysis Period (min)
103
92
11
859
0.12
10
9.8
A
9.8
A
4.3
26.3%
15
x
ICU Level of Service
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12007 Bckgrnd12007 Background PM.sy7
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311
2007 Background
PM Peak
Lane Configurations
Sign Control
Grade
Volume (vehlh)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 cont vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free
cM capacity (veh/h)
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
LL' EB Bfi INB�VILBR 0.W8.11: R E. d iVin
4
Stop ' Stop Free ..
0% 0% 0%
55 5 5 30 45 65
0.92 0.92 0.92 0.92 0.92 0.92
60 5 .. 5 33 49. 71
None ; None
133 98 168
133 98 168 0 0
7.2 6.6 6.6 6.2 4.1
3.5 4.0 4.0 . 3.3
92 99 99 97
783 763 697 1076
2.2
97
1604
E,WBY1 ;JR5 s x'14.
• 74
65 38 49 71
60 0 49 0
0 33
781 999
0.08 0.04
7 3
10.0 8.7
B A
10.0 8.7
B A
0 71
1604 1700
0.03 0.04
2 0
7.3 0.0
A
3.0
Average Delay 6.0
Intersection Capacity Utilization 20.0% ICU Level of Service
Analysis Period (min) 15
EMNINAMSOM
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12007 Bckgrnd12007 Background PM.sy7
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
_ f
oveen#.:
Lane Configurations
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free
cM capacity (veh/h)
_.toe
13 ,N8RI1NBK11
2007 Background
PM Peak
4\
t
Stop Stop
0% 0%
20 5 5 5 10
0.92 0.92 0.92 0,92 0.92
22 5 5 5 11
None
239 209 68 215
239 209 68 215
7.2 6.6 6.2 7.2
3.5
97
669
4.0
99
668
3.3
99
987
3.5
99
715
761B11441,01P
None
25
0,92
27
5
0.92
5
226 73 87
226 73 87
6.6 6.2 4.1
4.0
98
654
3.3 2.2
97 100
980 1490
4
Free.
65 5 25
0.92 0.92 0.92
71 .. ;5. 27.
76
76
4.1
2.2
98
1 504
. -ate' < -
4+
Free
0%
45
0.92
49,
35
0.92
38
Volume Total
Volume Left
Volume Right
cS H
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
33 43
22 5
5
707
0.05
4
10.3
B
10.3
B
27
837
0.05
4
9.5
A
9.5
A
82 114.
5 27
5 38
1490 1504
0.00 0.02
0 1
0.5 1.9
A A
0.5 1.9
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
3.7
25.3%
15
ICU Level of Service
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12007 Bckgrnd12007 Background PM.sy7
HCM Unsignafized Intersection Capacity Analysis
1: County Road 346 & Site Access
2007 Total
AM Peak
voi e; r a L en mu+r swo-
Lane Configurations r
Sign Control Free Free Stop
Grade 0% 0% 09/0
Volume (veh/h) 5 20 15 5 5 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flout rate (vph) 5 22 16. 5 5 5
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft).
pX, platoon unblocked
vC, conflicting volume 22 49 16
TkatfalarA
None
vC1, stage 1 cont vol
vC2, stage 2 conf vol
vCu, unblocked vol 22
tC, single (s) 4.1.
tC, 2 stage (s)
tF (s) 2.2
p0 queue free % 100
cM capacity (veh/h) 1575
49
6.4
16
6.2
3.5 3.3
99 99
950 1054
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control, Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
5 22
5 0
0 0
1575 1700
0.00 0.01.
0 0
7.3 0.0
A
1.5
16 5 11
0 0 5
0 5 5
1700 1700 999
0.01 0.00 0.01
0 0 1
0.0 0.0 8.6
A
0.0 8.6
A
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
2.2
14.2%
15
ICU Level of Service
9/19/2006 Synchro 6 Report
K:1061511Synchro12007 Tota112007 AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
2: Frontage Road & County Road 311
--1► 1" ■_ 7
2007 Total
AM Peak
t Offerit . : _, ' DEBT" ; EBF 111 B fl�l�'f
Lane Configurations
Sign Control
Grade
Volume;(vehlh)
Peak Hour Factor
Hourty flow rate (vph).
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free
cM capacity (veh/h)
Free
0%
10
0.92
11
4
Free Stop
0% 0%
75 5 10 115 20
0.92 0.92 0.92 0.92 0.92
82 5 11 :. 125 22`'
92.
92
4.1
2.2
100
1483
None
73 52
73 52
6.4 6.2
3.5 3.3
86 98
920 1008
Volume Total 92 16 147
Volume Left 0 5 125
Volume Right 82 0 22
cSH 1700 1483 932
Volume to Capacity 0.05 0.00 ' 0.16
Queue Length 95th (ft) 0 0 14
Control Delay (s) 0.0 2.5 9.6
Lane LOS A A
Approach Delay (s) 0.0 2.5 9.6
Approach LOS A
•
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
5.7
19.4%
15
ICU Level of Service
9/19/2006 Synchro 6 Report
K:1061511Synchro12007 Tota112007 AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311
2007 Total
AM Peak
Lane Configurations 4
Sign Control Stop
Grade 0%
Volume (veh/h) 75 5
Peak Hour Factor 0.92 0.92
Hourly flow rate (vph) 82 5
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 141 76 114 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 141 76 114 0 0
tC, single (s) 7.2 6.6 6.6 6.2 4.1
Stop
0%
10
0.92
11
!1IBRt • SBL A.SBRRfi
Free
0%
55 35 35
0.92 0.92 0.92
60 38 38
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
3.5 4.0 4.0 3.3 2.2
89 99 99 94 98
754. 789. 752 1076 1604
171
volume ! otai
Volume Left
Volume Right
cS H
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
isr 11 „RS
82 0 38 0
0 60 .0 38
756 1009 1604 1700
0.12 0.07. 0.02 0.02
10 6 2 0
10.4 8.8 . 7.3 0.0
B A A
6u
Approach Delay (s) 10.4 8.8 3.6
Approach LOS B A
WeircrilraTrannalTW
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
7.7
21.1%
15
ICU.Level of Service
A
9/19/2006 Synchro 6 Report
K:1061511Synchro12007 Tota112007 AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
`
Lane Configurations 4+
Sign Control Stop Stop
Grade 0% 0%
Volume (veh/h) 15 5 5
Peak Hour Factor 0.92 0.92 0.92
Hourly flow rate (vph) -16 5 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 144 128 41 133 133 41 49
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 144 128 41 133 133 41 49
tC single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1
5 5
0.92 0.92
5 5
2007 Total
} I AM Peak
I t
VBg aaIalsLIM, R BL,- ; T , S
4+
Free Free.
0% 0%
15 5 35 5 15 30 15
0.92 0.92 0.92 0.92 0.92 0.92 0.92
16 : 5 38 5 : 16 33: 16
tC, 2 stage (s)
tF (s) 3.5 4.0
p0 queue free % 98 99
cM capacity. (veh/h) 792 747.
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
3.3 3.5
99 99
1022 814
4.0
99
742
3.3
98
1022
ENAMISKIRIMMINWIK, 574
27 27 49 65
16 5 5 16
5 16 5 16
819 907 1539 1546
0.03 0.03 0.00 0.01
3 2 0 1
9.5 9.1 0.8 1.9
A A A A
9.5 9.1 0.8 1.9
A A
4.0
16.3%
15
2.2
100
1539
43
43
4.1
2.2
99
1546
ICU Level of Service
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12007 Tota112007 AM.sy7
HCM Unsignalized Intersection Capacity Analysis
1: County Road 346 & Site Access
2007 Total
PM Peak
Lane Configurations
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 49
vC1, stage 1 cont vol
vC2, stage 2 conf vol
vCu, unblocked vol 49
tC, single (s) 4.1
tC, 2 stage (s)
tF (s) 2.2
p0 queue free% 100
cM capacity (veh/h) 1539.
ykg
4- 4/
1.
Free Free
0% 0%
5 30 40 5
0.92 0.92 0.92 0.92
5 33 43 5
Stop
0%
5 .5 ..
0.92 0.92
5 5.
None
87 43
87 43
6.4 6.2
3.5 3.3
99 99
904 1018
4 ori; cc 's } aE fawman-a tm
71471C,, tiall
Volume Total 5 33 43 5 11
Volume Left 5 0 0 0 5
Volume Right 0 0 0 5 5
cSH 1539 1700 1700 1700 957
Volume to Capacity 0.00 0.02 0.03 0.00 0.01
Queue Length 95th (ft) 0 0 0 0 1
Control Delay (s) 7.3 0.0 0.0 0.0 8.8
Lane LOS A A
Approach Delay (s) 1.0 0.0 8.8
Approach LOS A
Average Delay 1.4
Intersection Capacity Utilization 14.2%
Analysis Period (min) 15
ICU Level of Service
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12007 Tota112007 PM.sy7
HCM Unsignalized Intersection Capacity Analysis
2: Frontage Road & County Road 311
2007 Total
PM Peak
1—
:749WEeffaNCW NBF
Lane Configurations 4
Sign ControlFree Free Stop
Grade 0% 0% 0%
Volume (veh/h) 10 120 20 10 90. 10
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 11 130 22 11 98 11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 141 130 76
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 141 130
tC, single (s) 4.1 6.4
tC, 2 stage (s)
tF (s) 2.2
p0 queue free% 98
cM capacity-(veh/h) 1423
Mani' �.
Volume Total 141 33 109
Volume Left 0 22 98
Volume Right 130 0 11
cSH 1700 1423 855
Volume to Capacity 0.08 0.02 0.13
Queue Length 95th (ft) 0 1 11
Control Delay (s) 0.0 5.1 9.8
Lane LOS A A
Approach Delay (s) 0.0 5.1 9.8
Approach LOS A
None
76
6.2
3.5 3.3
88 99
844 977
w
Average Delay 4.4
Intersection Capacity Utilization 26.9% ICU Level of Service A
Analysis Period (min) 15
9/19/2006 Synchro 6 Report
K:\061511Synchro12007 Tota112007 PM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311
Mb NA_ .; ? 1, L B ry 1WE3� �jNB i SBL ,SBI
Lane Configurations 4 ti
Sign Control Stop Stop Free
Grade 0% 0% 0%
Volume (veh/h) 60 5 5 30 45
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 65 5 5 33 49
Pedestrians
LaneHidth (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 133 98 174 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 133 98 174 0 0
tC, single (s) 7.2 6.6 6.6 6.2 4.1
tC, 2 stage (s)
None None
tF (s)
p0 queue free %
cM capacity (veh/h)
3.5 - 4.0 4.0 3.3 2.2
92 99 99 97 97
783 763 692 1076 1604
2007 Total
PM Peak
70
0.92
76
Volume Total
71 38 49 76
Volume Left 65 0 49 0
Volume Right 0 33 0 . 76
cSH 781 997 1604 1700
Volume to. Capacity 0.09 0.04 0.03 0.04
Queue Length 95th (ft) 7 3 2 0
Control Delay (s) 10.1 8.8 7.3 0.0
Lane LOS B A A
Approach Delay (s) 10.1 8.8 2.9
Approach LOS B A
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
6.0
20.3% ICU Level of Service.
15
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12007 Tota112007 PM.sy7
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
2007 Total
PM Peak
-10
~ T 4
(aefrept5i3REg�zuflTrE�4-1
W13L11B�WBF2J�B�,NBT; IVBRSBSBF.Y�SR
Lane Configurations 4
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (vehlh) 20 5 5 5 10 30 5 65 5 30 45 • 35
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
Hourly flow rate (vph) 22 5 5 5 11 33 5 71 5 33 49 38
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 255 220 68 226 236 73 87 76
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 255 220 68 226 236 73 87
tC, single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2
p0 queue free % 97 99 99 99 98 97 100
cM capacity (veh/h) 647 656 987 701 643 980 1490
76
4.1
2.2
98
1504.
pgrfa
Volume Total. 33 49 82 120
Volume Left 22 5 5 33
Volume Right 5 33 5 38
cSH 688 844 1490 1504
Volume to. Capacity 0.05 0.06 0.00 0.02
Queue Length 95th (ft) 4 5 0 2
Control Delay (s) 10.5 9.5 0.5 2.2
Lane LOS B A A A
Approach Delay (s) 10.5 9.5 0.5 2.2
Approach LOS B A
Average Delay 3.9
Intersection Capacity Utilization 26.1 % ICU Level of Service A
Analysis Period (min) 15
,_ ..- WWWW.qtr M€` .� + b-
9/19/2006 Synchro 6 Report
K:1061511Synchro12007 Tota112007 PM.sy7
Felsburg Holt & Ullevig
Grand River Park Gravel Pit Traffic Impact Study
APPENDIX D LONG TERM LEVELS OF SERVICE
1111 FELSBURG
(4 1-10 L T
ULLE\-'1G
Appendix D
HCM Unsignalized Intersection Capacity Analysis 2030 Background
2: Frontage Road & County Road 311 AM Peak
)00%-fitaiirMitP
Lane Configurations t..)
Sign Control Free
Grade 0%
Volume (veh/h) 15
Peak Hour Factor 0.92
Hourly flow rate (vph) 16
Pedestrians
Lane Width (ft)
Walking Speed (Ws)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (vehlh)
110
0.92
120
41-- iik\
d/IP
I41% RITMTVIISVW.,ft0.00--
4 *.ft
Free Stop
0% 0%
10 15. 170 30
0.92 0.92 0.92 0.92
11 16 185 33
None
136 114 76
136
4.1
2.2
99
1430
114 76
6.4 6.2
3.5 3.3
79 97
868 977
ee p. Wiliff$75
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
biabow
136
0
120
1700
0.08
0
0.0
0.0
27
11
0
1430
0.01
1
3.0
A
3.0
217
185
33
883
0.25
24
10.4
B
10.4
8
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
6.2
27.6% ICU Level of Service A
15
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K\061511Synchro12030 Bckgrnd12030 Background AM.sy7
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311 AM Peak
2030 Background
JviavementriruEBT'Il1iBT �WBRG°_S_
Lane Configurations t
Sign Control Stop Stop Free
Grade 0% 0% 0%
Vol ume(vehlh) 110 10 .15 85 55 45
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 120 11 :: 16 92 60 49
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 220 120 168 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 220 120 168 0 0
tC, single (s) 7.2 6.6 6.6 6.2 4.1
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (vehlh)
3.5 4.0 4.0 3.3 2.2
81 99 98 91 96
636 737 692 1076 1604
)11E4tRATROMATOZWPISIM;23- 5,78.1k,
Volume Total 130 109 60
49
Volume Left 120 0 60 0
Volume Right 0 92 0 49
cSH 644 994 1604 1700
Volume to Capacity 0.20 0.11 0.04 0.03
Queue Length 95th (ft) 19 9 3 0
Control Delay (s) 12.0. 9.1 :. 7.3 0.0
Lane LOS B A A
Approach Delay (s) 12.0 9.1 4.0
Approach LOS B A
-54
C+ b h
I C! atiQ ,,. r7 m.�� INI rk x .rA '" '.a?r - _�._ :F� - :. r.. -S' `-. i ...' ,Yr' ' ''.. 4M7 ' k r FW .. iMr017
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
8.6
23.3% ICU Level of Service A
15
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Bckgrnd12030 Background AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
2030 Background
AM Peak
c k- 4\ t
4,
Lane Configurations 4 4+
Sign Control Stop Stop
Grade 0% 0%
Volume (veh/h) 25 10 10 10 10 15
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 27 11 '11 11 11 16
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 204 188 62 198 196 65 76 71
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 204 188 62 198 196 65 76
tC, single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1
4.
Free Free
0% 0%
10 55. 10 15 45 25
0.92 0.92 0.92 0.92 0.92 0.92
11 60 11 16 49. 27
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
3.5 4.0 3.3 3.5 4.0 3.3 2.2
96 98 99 99 98 98 99
717 689 994 727 682 990 1504
ISMArtiV,EMOMMIWAINN:InaTf
71
4.1
2.2
99
1511
Volume Total 49 38 82
27 11 11
11 16 11
757 803 1504
0.06 .0.05 0.01
5 4 1
10.1 9.7 1.0
B A A
10.1 9.7 1.0
B A
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
IOW Wrortsciiii-,-orionw,
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
92
16
27
1511
0.01
1
1.4
A
1.4
ag-kAATIWWW-4, ,.*.fitiSPOW4TRA
4.1
18.3% ICU Level of Service
15
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12030 Bckgrnc112030 Background AM.sy7
HCM Unsignalized Intersection Capacity Analysis
2030 Background
2: Frontage Road & County Road 311 PM Peak
Vlov Wr e -AwF E. WBt1 111f8CTWILWN
Lane Configurations 4 ve
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 15 150 30 15. 130
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 16 163 33 16 141
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 179 179 98
vC1, stage 1 cont vol
vC2, stage 2 conf vol
vCu, unblocked vol 179 179 98
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2
p0 queue free % 98
cM capacity (veh/h) 1378
15.:..
0.92
16
3.5 3.3
82 98
784 950
Volume Total
Volume Left
Volume Right
cSH 1700 1378 799
Volume to Capacity 0.11 0.02 0.20
Queue Length 95th (ft) 0 2 18
Control Delay (s) 0.0 5.2 10.6
Lane LOS A B
Approach Delay (s) 0.0 5.2 10.6
Approach LOS B
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
179 49 158
0 33 141
163 0 16
"'7*'•'•''- _ ps "T€`c 4-•
`'qtr �•� ° aki
5.0
31.5% ICU Level of Service A
15
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Bckgrnd12030 Background PM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311
2030 Background
PM Peak
f
Nloverri_-rlr_ *3... ,_ .INB SBC.
Lane Configurations 4 i
Sign Control Stop Stop . Free
Grade 0% 0% 0%
Volume (veh/h) 85 10 10 45 70 100
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 92 11 11. 49 76 109
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median, type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 207 152 261 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 207 152 261 0 0
tC, single. (s) 7.2 6.6 6.6 6.2 4.1
tC, 2 stage (s)
IF (s) 3.5 4.0 4.0 3.3 2.2
p0 queue free °A° 86 98 98 95 95
cM capacity (veh/h) 676 699 608 1076 1604
MirOWLEMOrYWAVAMEWISMSWIWI
yry.,
-fS
Volume Total 103 60 76 109
Volume Left 92 0 76 0
Volume Right 0 49 0 109
cSH 678 944 1604 1700
Volume to Capacity 0.15 0.06 0.05 0.06
Queue Length 95th (ft) 13 5 4 0
Control Delay (s) 11.3 9.1 7.4 0.0
Lane LOS B A A
Approach Delay (s) 11.3 9.1 3.0
Approach LOS B A
RifeTWRSTMORN
pyx
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
6.5
22.4%
15
ICU Level of Service A
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Bckgrnd12030 Background PM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
M001,arnf -. MT OME T EBR fBi WBT 1
Lane Configurations 'a4+
Sign Control Stop . Stop
Grade 0% 0%
Volume (vehlh) 30 5 10 5 .15 40. 10
Peak Hour Factor 0.92 0.92 0,92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 33 5 11 5 16 43 11
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC,`conflicting volume 380 334 106 342 359 114 136 120
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 380 334 106 342 359 114 136 120
tC, single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2
p0 queue free % 94 99 99 99 97 95 99
cM capacity (veh/h) 518 559 940 578 542 930 1430
2030 Background
PM Peak
Free
0%
100: 10
0.92 0.92
109 . 11'
4+
Free
40 70 55
0.92 0.92 0.92
43 76 60
4.1
2.2
97
1450
Volume Total 49 65 130 179
Volume Left 33 5 11 43
Volume Right 11 43 11 60
cSH 580 756 1430 1450
Volume to Capacity 0.08 0.09 0.01 0.03
Queue Length 95th (ft) 7 7 1 2
Control Delay (s) 11.8 10.2 0.7 2.0
Lane LOS BB A A
Approach Delay (s) 11.8 10.2 0.7 2.0
Approach LOS B B
� rr<"c �- � � .at x':s`"a •F�.. xz -�• . a '���'�-a"".. � dx� � #.� �s�- r s'• t �� s �.'
Otte sec�iort.S�rn:..,_.ry�?.�.���,'�-. ��;Y�.��: `��Y .�� � �.�� .��._.�. ate, ..L���. ` n � � :� INOM
Average Delay 4.0
Intersection Capacity Utilization 31.8% ICU Level of Service A
Analysis Period (min) 15
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Bckgrnd12030 Background PM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
1: County Road 346 & Site Access
2030 Total
AM Peak
Rah: 30 -
Lane Configurations
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 33
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 33
tC, single (s) 4.1
tC, 2 stage (s)
tF (s) 2.2
p0 queue free % 100
cM capacity (veh/h) 1560
FAct
tir
Free Free Stop
0% 0% 0%
5 30 25 5 5 5
0.92 0.92 0.92 0.92 0.92 0.92
5 33..: 27 :> 5. 5 5
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
5 33
5 0
None
71 27
71 27
6.4 6.2
3.5 3.3
99 99
923 .1040
27 5 11
0 0 5
0 0 0 5 5
1560 1700 1700 1700 978
0.00 0.02 0.02 0.00 0.0.1
0 0 0 0 1
7.3 0.0 0.0 0.0 8.7
A A
1.0 0.0 8.7
A
ts'1.-� r ns �� � f `�� Y �Y'�� ',.C"a � b - ���'A �,� � .0 : f4ar t � h -a, r � �' ��z»�u� � £ask x s •s^v .�
ritakg.7 ,]ri, 5 .'.fl��i$ :72. ' ,.. 'k- rr5 � -.' a < ,,rex"'}.i4", y:. .--xg..: ..� �rin � .,.-. yrs_ us. Vii, r '#s. .fir dx k.-�`'��`'�« --Z-4 '��'.`
Average Delay 1.7
Intersection Capacity Utilization 14.2% ICU Level of Service A
Analysis Period (min) 15
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Tota112030 AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
2: Frontage Road & County Road 311
2030 Total
AM Peak
avenr6( 4IiTEB��RT_NF38-
Lane Configurations
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage.
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 141
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s) .2.2
p0 queue free % 99
cM capacity (veh/h) 1423
4 V
Free Free Stop
0% 0% 0%
15 115 10 15 175 30.
0.92 0.92 0.92 0.92 0.92 0.92
16 125 • 11 16 190 33
141
4.1
BITIMINR
117 79
117 79
6.4 6.2
3.5 3.3
78 97
865 973
NWIM
A�te".'"
h�f6 j<`;to'�
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
141
0
125
1700
0.08
0
0.0
27
11
0
1423
0.01
1
3.1
A
0.0 3.1
tersetird ` it a l
Average Delay
Intersection Capacity. Utilization
Analysis Period (min)
223
190
33
880
0.25
25
10.5
B
10.5
B
IM�rr�� �� S �-r M RE* t €sem x:x ` M
6.2
27.9% ICU Level of Service A
15
9/19/2006 Synchro 6 Report
1C:1061511Synchro12030 Tota112030 AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311
2030 Total
AM Peak
Lane Configurations
Sign Control
Grade
Volume (vehlh) 115
Peak Hour Factor 0.92
Hourly flow rate (vph) . 125.
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent .Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 220
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
�>3vBT
4 t
Stop Stop
0% 0%
10 15
0.92 0.92
11 16
None None
120 174
5WtBR,tt7SBL SB.RR 's
Free
0%
85 55 50
0.92 0.92 0.92
92. 60 : 54
220 120 174 0 0
7.2 6.6 6.6 6.2 4.1
3.5
80
636
4.0
99
737
4.0
98
687
3.3
91
1076.
2.2
96
1604
ect . LaFte la4- 1-7.13 1
•
Volume Total
Volume Left
Volume Right
cS H
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
136
125
0
643
0.21
20
12.1
B
12.1
B
i.f} tf$: rttrCtafy moi.°` h
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
109
0
92
992
0.11
9
9.1
A
9.1
A
60 54
60 0
0 54
1604 1700
0.04 0.03
3 0
7.3 0.0
A
3.8
8.6
23.6%
15
ICU Level of Service
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12030 Tota112030 AM.sy7
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
2030 Total
AM Peak
Ilx
o„verr�en_ ,4-g.,BL EBSrei �1�
Lane Configurations
Sign Control Stop
Grade 0%
Volume (veh/h) 25 10 10
Peak Hour Factor 0.92 0.92 0.92
Hourly flow rate (vph) 27 11 11
Pedestrians
Lane Width (ft).
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type. None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 220 198 62 209 207 65 76 71
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 220 198 62 209 207 65 76 71
tC, single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
p0 queue free % 96 98 99 98 98 98 99 99
cM capacity (veh/h) 693 677 994 713 670 990 1504 1511
Stop
0%
10 10
0.92 0.92
11 -, 11
20 10
0.92 0.92
22 11
Free
0%
55
0.92
60
�b513t5B��SB,
Free
0%
10 . 20 45 25
0.92 0.92 0.92 0.92
11 22 49 27
0tht ari MMANM4 ; a n WW°'
Volume Total 49 43 82 98
Volume Left 27 11 11 22
Volume Right 11 22 11 27
cSH 739 814 1504 1511
Volume to Capacity 0.07 0.05 0.01 0.01
Queue Length 95th (ft) 5 4 1 1
Control Delay (s) 10.2 9.7 1.0 1.7
Lane LOS B A A A
Approach Delay (s) 10.2 9.7 1.0 1.7
Approach LOS B A
5 �`. � .^F S4i -4 c y u -- S- - a3� 1. i. � � - `t4'ir� f
f i r »W4ti6tf$0. lata) s t'"t . i criZI .: , - 4 - �.:� -'4WA RM I �R ��.
Average Delay 4.3
Intersection Capacity. Utilization 19.9% ICU Level of Service A
Analysis Period (min) 15
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Tota112030 AM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
1: County Road 346 & Site Access
2030 Total
PM Peak
7ar6 nt �EB1 E T�WBT 1l BI SBL SSR °
Lane Configurations +
Sign Control Free
Grade 0%°
Volume (veh/h) .. 5 45
Peak Hour Factor 0.92 0.92
Hourly flow rate (vph) 5 49 65
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage. ,.
Right turn flare (veh)
Median, type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 71 125 65
Free
0%
60
0.92
Stop
0%
5 5 5
0.92 0.92 0.92
5 5 5
None
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 71
tC single (s) 4.1
tC, 2 stage (s)
tF (s) 2.2
p0 queue free % 100
cM capacity: (veh/h) 1511
Volume Total
Volume Left
Volume Right
cSH
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
125 65
6.4 6.2
3.5
99
860
5 49 65 5 11
5 0 0 0 5
0 0 0 5 5
1511 1700 1700 1700 920
0.00 0.03 0.04 0.00 0.01
0 0 0 0 1
7.4 0.0 0.0 0.0 9.0
A A
0.7 0.0 9.0
A
1.0
14.2%
15
3.3
99
990
-- �-i43 4 WIEMM 2'' w' Ste-} NUtic "ie'sTA
ICU Level of Service
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Tota112030 PM.sy7
Felsburg Holt & Ullevig
HCM Unsignalized Intersection Capacity Analysis
2: Frontage Road & County Road 311
44-
2030 Total
PM Peak
Lane Configurations
Sign Control
Grade
Volume (veh/h).
Peak Hour Factor
Hourly flow rate (vph).
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
tC, single (s)
tC, 2 stage (s)
tF (s)
p0 queue free
cM capacity (veh/h)
Free
0%
15
0.92
16
185 30
0.92 0.92
201 33
217
217
4.1
2.2
98
1335
COMIVEVIff
Volume Total
Volume Left
Volume Right
cS H
Volume to Capacity
Queue Length 95th (ft)
Control Delay (s)
Lane LOS
Approach Delay (s)
Approach LOS
217.
0
201
1700
0.13
0
0.0
0.0
4
Free
0%
15
0.92
16
Stop
0%
135
0.92
147
None
15
0.92
16.
198 117
198 117
6.4 6.2
3.5 3.3
81 98
764 927
5_.
49 163
33 147
0 16
1335 778
0.02 0.21
2 20
5.2 10.8
A B
5.2 10.8
B
itgai 21*
Average Delay 4.7
Intersection Capacity Utilization 33.9%
Analysis Period (min) 15
ICU Level of Service
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12030 Tota112030 PM.sy7
HCM Unsignalized Intersection Capacity Analysis
3: County Road 331 & County Road 311
my re1 gt-W WM 'P , <M.
Lane Configurations 4 1+ r
Sign Control Stop Stop Free
Grade 0% 0% 0%
Volume (veh/h) 90 10 10 45 - 70 105
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 98 . 11 11 49 76 114
Pedestrians
Lane Width. (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream. signal (ft)
pX, platoon unblocked
vC, conflicting volume 207 152 266 0 0
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 207 152 266 0 0
tC, single (s) 7.2 6.6 6.6 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 4.0 4.0 3.3 2.2
p0 queue free % 86 98 98 95 95
cM capacity (vehlh) 676 699 604 1076 1604
2030 Total
PM Peak
Volume Total 109 60 76 114
Volume Left 98 0 76 0
Volume Right 0 49 0 114
cSH 678 942 1604 1700
Volume to Capacity 0.16 0.06 0.05 0.07
Queue Length 95th (ft) 14 5 4 0
Control Delay (s) 11.3 9.1 7.4 0.0
Lane LOS B A A
Approach Delay (s) 11.3 9.1 2.9
Approach LOS B A
-Rge 4.SU nla `� °! ▪ fail i a° • - ttcs _ t� ;' a xtJaaArl
Average Delay 6.5
Intersection Capacity Utilization 22.7% ICU Level of Service A
Analysis Period (min) 15
9/19/2006 Synchro 6 Report
K:1061511Synchro12030 Tota112030 PM.sy7
Felsburg Holt & Ullevig
7,1
HCM Unsignalized Intersection Capacity Analysis
4: County Road 346 & County Road 316
2030 Total
PM Peak
tltivernentAWEBEBT�'B2tNBL� 111B t1NBRNBIa= NB.'a NBA° SBLSBTSk
Lane Configurations 4+ 44+
Sign. Control Stop Stop, Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 30 5 10 5 15- 45: 10 100 10 45 70 55
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
Hourly flow rate (vph) 33 5 11 5 16 49 . '11 109 11 49 76 60
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type None... None
Median storage veh)
Upstream signal (ft),
pX, platoon unblocked
vC, conflicting volume 397 345 106 353 370 114 136 120
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 397 345 106 353 370 114 136 120
tC, single (s) 7.2 6.6 6.2 7.2 6.6 6.2 4.1
tC, 2 stage (s)
tF (s)
p0 queue free %
cM capacity (veh/h)
3.5 4.0 3.3 3.5 4.0 3.3 2.2
93 99 99 99 97 95 99
500 549 940 566 532 930 1430
4.1
2.2
97
1450
�at�cti
ran
Volume Total 49 71 130 185
Volume Left 33 5 11 49
Volume Right 11 49 11 60
cSH 564 761 1430 1450
Volume to Capacity 0.09 0.09 0.01 0.03
Queue Length 95th (ft) 7 8 1 3
Control Delay (s) 12.0 10.2 0.7 2.2
Lane LOS B B A A
Approach Delay (s) 12.0 10.2 0.7 2.2
Approach LOS B B
IffientAXIMan.
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
= YViNOIMIM tV.43
4.2
32.1% ICU Level of Service
15
A
9/19/2006
Felsburg Holt & Ullevig
Synchro 6 Report
K:1061511Synchro12030 Tota112030 PM.sy7