HomeMy WebLinkAbout20071105.tiff TRAFFIC IMPACT STUDY
See attached.
Lafarge West,Inc..-Riverbend
Weld County USR Permit
Page 26 of 42
2007-1105
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Traffic Impact Study
LAFARGE WEST
RIVERBEND SITE
WeI bounty, Colorado
4
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Eugene G. Coppola, P.E.
P.O. Box 2¢0027 Littleton, CO 80163 303-792-2450
Tel: 303-792-2450 P.O.Box 26027
EUGENE G. COPPOLA P.E. Littleton, 80163-0027
Fax: 303-792-5990
April 22, 2005
Don Carroll
Public Works Dept.
Weld County
P.O. Box 758
Greeley, CO 80632
RE: Lafarge Riverbend—Summary of Traffic Study
Dear Don:
I have been asked to summarize the findings of the Lafarge Riverbend Traffic Impact Study
dated October 7, 2004 and compare it to the earlier Lafarge traffic study for the same site.
Key comparisons and findings are identified below.
• Lafarge site traffic is significantly greater with the current operating strategy than the
previously planned operating strategy. It will add some 2,140 daily trips to the area
street system including 2,000 daily truck trips.
• The traffic impact study determined that the existing northbound left turn lane on U.S.
85 at CR 6 is capable of handling Lafarge site traffic. The existing lane is about
1,200 feet long. This lane was determined sufficient to accommodate future traffic
demands including the increase in traffic from Lafarge. The lane extends from CR 6
to the next median opening to the south. In addition to being sufficiently long enough
to accommodate future traffic demands, it is built to the practical maximum length.
• The existing eastbound to southbound right tum acceleration lane complies with
CDOT standards for trucks. Since this lane is not traffic volume sensitive, the exist-
ing lane is sufficient.
• A westbound right turn lane on CR 6 at the Lafarge entrance will be needed in con-
,
junction with the planned use on this site. This lane was not warranted in the earlier
study but will be warranted with the proposed increase in Lafarge site traffic. It
should be constructed to provide 310 feet of full lane plus a 120 foot taper for a total
length of 430 feet.
• Overall level of service 'C' or better was calculated at all intersections through the
long-term horizon. Consequently, acceptable long-term operating conditions are ex-
pected.
I trust this letter will meet your current needs. Please give me a call me if you have any
questions.
Sincerely,
Eugene G. Coppola, P.E.
Traffic Impact Study
LAFARGE WEST
RIVERBEND SITE
Weld County, Colorado
Prepared For:
Lafarge West, Inc.
P.O. Box 21588
Denver, CO 80221-0588
Prepared By:
Eugene G. Coppola, P.E. � �,wr�w
+° gEORGE .
P. O. Box 260027 a��4aE toR —
Littleton, CO 80163 `;•p G gF•o
303-792-2450 3
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October 7, 2004 Foc coy°as-
Table of Contents
I. INTRODUCTION 1
II. EXISTING CONDITIONS 3
A. Existing Road Network 3
B. Existing Traffic Conditions 3
C. Surrounding Land Uses 7
III. FUTURE TRAFFIC CONDITIONS 7
A. Site Assumptions 7
B. Site Traffic 9
C. Trip Distribution 10
D. Background Traffic Volumes 10
E. Future Total Traffic 14
F. Future Roadway System 14 -
IV. TRAFFIC IMPACTS 14
A. Auxiliary Lanes and Traffic Controls 16
B. Future Operating Conditions (with Riverbend) 16
V. DESIGN ISSUES 18
VI. CONCLUSIONS 19
List of Figures
Figure 1 Vicinity Map 2
Figure 2 Current Traffic 5
Figure 3 Current Roadway Geometry 6
Figure 4 Concept Plan 8
Figure 5 Site Traffic Distribution 11
Figure 6 Site Traffic 12
Figure 7 Long-Term Background Traffic 13
Figure 8 Long-Term Total Traffic 15
Figure 9 Long-Term Roadway Geometry 17
I. INTRODUCTION
Lafarge West, Inc. (Lafarge) is proposing a mining and processing operation in Weld
County, Colorado. The site is generally located west of U.S. 85 along the north side
of Weld County Road 6 (CR 6). The site is referred to as the Riverbend site. A
vicinity map is presented in Figure 1.
This study contains the investigations and analyses typically contained in a full traffic
study. Key steps undertaken as part of this study are defined below.
• Obtain current traffic and roadway data in the immediate area of the site.
• Evaluate current traffic operations to establish baseline conditions.
• Determine site generated traffic volumes and distribute this traffic to the
nearby street system.
• Estimate roadway traffic volumes for future roadway conditions.
• Evaluate traffic operations with the proposed operation fully functional un-
der future conditions.
• Identify areas of potential deficiencies.
• Recommend measures to mitigate the impact of site generated traffic as
appropriate.
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Figure 1
VICINITY MAP
2
II. EXISTING CONDITIONS
A. Existing Road Network
The Riverbend site is bordered on the south by CR 6 which connects to U.S. 85.
These roadways are under Weld County and Colorado Department of Transportation
(CDOT) control, respectively.
CR 6 is a two lane roadway with one lane in each direction. It serves a limited role in
the east-west roadway system given the availability of SH 7 two miles to the south.
The posted speed limit is 35 miles per hour.
U.S. 85 is the major north-south roadway serving this area. It provides regional
service and is located about '''A mile to the east of the site. U.S. 85 has two lanes in
each direction with auxiliary lanes at intersections and a posted speed limit of 65
miles per hour. The U.S. 85— CR 6 intersection is under traffic signal control.
B. Existing Traffic Conditions
Traffic counts were collected as part of this study and extracted from other sources
and agency publications. The CR 6 — U.S. 85 intersection was counted during the
morning highway peak hour (7:30- 8:30 A.M.), the shift change peak hour (1:30-
2:30 P.M.) and the afternoon highway peak hour (4:30 - 5:30 P.M.). Recent traffic is
shown on Figure 2 with current roadway geometry and controls shown on Figure 3.
Count sheets are provided in Appendix A.
Critical intersections were evaluated using highway capacity procedures during the
highway morning and afternoon peak hours and the shift change peak hour. Resul-
tant levels of service are shown below.
3
CURRENT OPERATING CONDITIONS
Level of Service
Movement/ AM Highway Shift PM Highway
Intersection Control Direction Pk Hr. Pk Hr. Pk Hr.
U.S. 85-CR 6 Signal EB D C C
WB D C D
NB A A A
SB B B B
Overall A A A
For definition purposes, level of service 'D' overall is considered acceptable at stop
sign controlled intersections under urban peak hour conditions. Critical minor street
traffic movements normally operate at LOS 'E/F' under these conditions. At signal-
ized intersections, overall level of service 'D' or better is considered acceptable during
peak hours. It should be noted that capacity analyses were conducted only to the
level to meet acceptable operations. Additional tweaking is expected to result in
improved operations for individual traffic movements, approaches and/or overall
operations.
As indicated above, acceptable conditions are currently being experienced at the U.S.
85— CR 6 intersection. Capacity work sheets are provided in Appendix B.
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LEGEND: Peak Hour Between: 6:00-8:OOAM/ 1:00-3:00PM/4:00-6:OOPM
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Figure 2
CURRENT TRAFFIC
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Figure 3
CURRENT ROADWAY GEOMETRY
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C. Surrounding Land Uses
The fringe of the Brighton urban area is located 2 -3 miles to the south of CR 6. In the
immediate area of the site, land uses are generally devoted to other mining and
processing operations.
III. FUTURE TRAFFIC CONDITIONS
A. Site Assumptions
Riverbend will initiate operations in the near-term and will continue to operate for the
foreseeable future. For evaluation purposes, the long-term was investigated. This
represents the widely accepted planning horizon some 20 years in the future. All
processing will occur in the west corner of the site adjacent to CR 6 with mining to the
north and east. Material will be transferred internally between the mining and proc-
essing areas by truck, conveyor or some other method of conveyance but no off-site
trucking is planned. Intermittently, overburden may need to be removed but this
activity is not considered a frequent, recurring operation. Only negligible if any, re-
cycling will occur. Representative conditions will include the mining, processing,
sales, and distribution of materials.
Two access points to CR 6 will serve all site functions. These are planned to be a
one-way pair with each access limited to either inbound or outbound traffic. A con-
cept plan is provided on Figure 4.
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B. Site Traffic
Site generated traffic was estimated using the operating strategies anticipated by
Lafarge. The site will operate from 6:00 A.M. - 10:00 P.M. during the peak construc-
tion season. During the off-season, shorter operating times and significantly less
traffic is expected. All activity revolves around mining and processing operations.
The facility will operate at full production 6 — 7 months per year depending upon
weather and construction demands and will primarily serve the areas to the southeast
of the site. Those areas will use about 80% of the production from this site with the
remaining 20% of production going to the north. Only local deliveries will deviate from
this distribution.
Truck activity will occur from 6:00 A.M. to 10:00 P.M. with up to 1000 truck round trips _
per day. Based on operator estimates 88 inbound and outbound truck trips are
expected during the morning highway peak hour with 50 inbound and outbound trips
during the afternoon highway peak hour. Roughly equal truck traffic is expected
through the rest of the day. Inbound trucks will generally be empty while outbound
trucks will be loaded. Shift times will be from 6:00 A.M. to 2:00 P.M. and from 2:00
P.M. to 10:00 P.M with each shift having up to 20 employees. Maintenance may
occur after 10:00 P.M. but traffic associated with that function is considered negligible.
Site traffic during the peak season is shown below for normal highway peak hours and
the shift change peak hour:
SITE TRAFFIC
ONE HOUR BETWEEN
6:00-8:00 A.M. 1:00-3:00 P.M. 4:00-6:00 P.M.
In Out In Out In Out Daily
Trucks 88 88 60 60 50 50 2000
Employees 20 -- 20 20 -- -- 100
Miscellaneous 2 2 5 5 2 2 40
i-. TOTAL 110 90 85 85 52 52 2140
9 .
On a peak season day, the site will generate 200 morning highway peak hour trips,
170 shift change peak hour trips, 104 afternoon highway peak hour trips and 2,140
daily trips.
C. Trip Distribution
Trip distribution is a function of the origin and destination of site users and the avail-
able roadway system. In this case, virtually all truck traffic will use CR 6 to travel east
to U.S. 85. Local deliveries will use the shortest access route; however, the number
of local deliveries is expected to be negligible. The distribution of material from this
site is based upon historic trends, anticipated market areas and competing facilities. -
Site traffic distribution is shown on Figure 5 with resulting site traffic shown on Figure
6.
D. Background Traffic Volumes
Background traffic was developed for the year 2024. This represents the long-term
horizon year and the time frame when overall traffic will be highest.
CDOT publications indicate a growth rate in the range of 2%% annually on U.S. 85.
Growth on other streets was estimated using the CDOT growth rate for U.S. 85.
Long-term background traffic is shown on Figure 7.
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Nominal
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LEGEND:
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Figure 5
11 SITE TRAFFIC DISTRIBUTION
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TOTAL TRAFFIC
LEGEND: Peak Hour Between: 6:00-8:OOAM/1:00-3:OOPM/4:00-6:OOPM Figure 6
N=Nominal SITE TRAFFIC
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LEGEND: Peak Hour Between: 6:00-8:00AM/ 1:00-3:00PM/4:00-6:00PM
NOTE: Rounded to nearest 5 vehicles.
Figure 7
13 LONG-TERM BACKGROUND TRAFFIC
E. Future Total Traffic
Total traffic is the combination of site traffic and background traffic. It represents
conditions with Riverbend fully operational during the high season. Normal highway
peak hours and the shift change peak hour were evaluated since these times repre-
sent the most severe traffic conditions. Site traffic was added to background traffic
resulting in the long-term total traffic shown on Figure 8.
F. Future Roadway System
The U.S. 85 - CR 6 intersection has been identified in the U.S. 85 Access Control
Plan as needing reconstruction to an interchange configuration. This improvement is
rated as a long-term priority which may or may not happen by 2024. For purposes of
this study, the current roadway geometry is expected to remain constant through the
long-term.
IV. TRAFFIC IMPACTS
To assess operating conditions with the site fully functional, capacity analysis proce-
dures were utilized at key intersections. These include the U.S. 85 — CR 6 and site
access intersections. Analyses were undertaken for long-term conditions represent-
ing the worst case combination of site and background traffic. At the onset of these
undertakings, traffic volumes were reviewed at each location to identify if any new
auxiliary lanes are needed. Findings are indicated below.
14
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CR 6
40/150/180-► N/N/N- 35/40/65 "1 t 1"
130/210/230-► 10/10/20-* u� o
85/160/145-4r N0
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LEGEND: Peak Hour Between: 6:00-8:00AM/1:00-3:OOPM/4:00-6:OOPM
N =Nominal
NOTE: Rounded to nearest 5 vehicles.
Figure 8
15 LONG-TERM TOTAL TRAFFIC
A. Auxiliary Lanes and Traffic Controls
A review of long-term total traffic found that all needed turn lanes currently exist at the
CR 6 — U.S. 85 intersection. Roadway geometry at the site access intersections were
reviewed using CDOT Access Code criteria. It was determined that a westbound right
turn lane will be warranted at the inbound access drive. No other auxiliary lanes will
be warranted with the Riverbend site fully operational. Long-term roadway geometry
is shown on Figure 9.
B. Future Operating Conditions (with Riverbend)
Capacity analyses were conducted using long-term total traffic and the roadway
geometry shown on Figure 9. For definition purposes, acceptable conditions are
defined as overall level of service 'D'. Critical traffic movements may operate as low
as level of service 'E/F' for critical side street left turns at stop sign controlled intersec-
tions. Resultant levels-of-service are indicated in the following table.
LONG-TERM OPERATING CONDITIONS WITH PROJECT
Level of Service
Movement/ AM Highway Site PM Highway
Intersection Control Direction Pk Hr. Pk Hr. Pk Hr.
U.S. 85-CR 6 Signal EB D C C
WB D D D
NB A A C
SB C B B
Overall C B c
CR 6- Exit Stop SB LT/RT B B B
CR 6— Entrance Stop EB LT A A B
16
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LONG-TERM ROADWAY GEOMETRY
17
As indicated, all intersections will operate acceptably with peak season activity at the
Riverbend site. This is verified by the finding that level-of-service 'D' or better is _
expected for all traffic movements at all intersections. As noted earlier, tweaking the
traffic signal timing is expected to result in improved operations. Capacity work-
sheets are presented in Appendix C.
V. DESIGN ISSUES
Auxiliary lane designs were evaluated for northbound to westbound left turns and
eastbound to southbound right turns at the U.S. 85— CR 6 intersection. These are
the traffic movements expected to be significantly impacted by site traffic. Based
upon current CDOT design criteria, the northbound left turn lane should have a decel-
eration length of 800 feet and a transition taper of 300 feet plus storage. Storage
needs will vary by peak hour and the number of left turning trucks but it appears that
300 - 350 feet is a reasonable maximum length. The existing left turn lane is some
1200 feet long with a 50 foot taper. It extends from CR 6 to the existing median break
to the south. The current design appears reasonable and represents the maximum
practical design.
The existing eastbound to southbound right turn acceleration lane is some 1,700 feet
long including a 300 foot taper. This complies with CDOT standards. Since this lane
is not traffic volume sensitive, no changes are needed.
A westbound right turn lane on CR 6 is needed at the site entrance. This lane should
be 310 feet long with a 120 foot taper for a total length of 430 feet. A large radius
should be provided at the west end of the lane to facilitate easy truck turns.
18
VI. CONCLUSIONS
Based on the above documented analyses and investigations, the following can be
concluded:
• Current operating conditions are acceptable in the area of Riverbend.
• Riverbend will generate 200 morning highway peak hour trips, 104 afternoon
highway peak hour trips, 170 shift change trips, and 2,140 trips per day. These
trips can be easily managed.
• All warranted auxiliary lanes currently exist at the CR 6— U.S. 85 intersection.
The critical northbound to westbound left turn deceleration lane and the east-
bound to southbound right turn acceleration lane are currently adequate to
serve site traffic demands through the long-term.
• A westbound right turn lane will be warranted at the CR 6— site entrance inter-
section. This lane should be built to a total length of 430 feet including 120 feet
of taper. A large radius should be provided to facilitate easy truck turns.
• Acceptable operating conditions will be achieved and maintained through the
long term at all intersections.
In summary, the Lafarge Riverbend site will not adversely impact the area street
system. This is verified by the finding that the identified roadway geometry will facili-
tate acceptable operating conditions for the foreseeable future.
19
APPENDIX A
Rocky Mountain Counts, LLC.
1106 Cherry et
Ft Lupton, CO 80621 File Name : 85CR6AM
Ph (303) 641-0445 E(303) 857-9191 Site Code : 00000000
Start Date : 8/24/2004
Page No : 1
Groups Printed-Unshelled
US 85 CR6 US85 CR6
Soulhboud Westbound Northbound Eastbound
St Tune Left Thu Malt 4.430:i tat Thru Frgld aid Let Mau Rat Let Thu Right MP K
Total
rack" 1.0 1.0 10 10 1.0 1.0 1.0 1.0 1.0 - 1.0 10 1.0 Total Tad
06:30 AM 1 333 6 340 7 5 6 18 17 189 7 213 0 2 27 29 600
06:45 AM- 2 293 10 305 5 7 2 14 18 186 10 214 2 2 16 20 553
Tod 3 626 16 645 12 12 8 32 35 375 17 427 2 4 43 49 1153
07:00 AM 0 300 8 308 3 3 3 9 20 188 2 210 1 2 23 26 553
07:15AM 4 303 7 314 11 6 2 19 14 203 1 218 7 1 25 33 584
Grand Tod 7 1229 31 1267 26 21 13 60 69 766 20 855 10 7 91 108 2290
Appall% 0.6 97.0 24 433 35.0 21.7 81 89.6 23 93 6.5 843
Taw% 03 537 1A 55.3 1.1 0.9 0.6 26 39 33.4 0.9 37.3 0.4 03 4.0 4.7
0585
Otl h SAS
I real 1 1264
f I"II 12291 71
7nm �►
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8QYL00r 7:1590 AM 2Unshelled
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88 766 21
i t f Ott In s
US 85
Rocky Mountain Counts, LLC.
1106 Cherry CL
Ft. Lupton, CO 80621 File Name : 85CR612
Ph (303)641-0445 F.(303) 857-9191 Site Code : 00000000
Start Date : 8/24/2004
Page No : 1
Groups Printed-Unstilted
US 85 - CR 6 US 85 CR 6
Soulhbouid Westbound Northbound Eastbound
Start Tame Left Mau Right ANL Tagil Left TMu Right APP"t To Lett TMu. RightTatal Left Thu ROt Tula. Total
Factor 1.0 1.0 10 1.0 1.0 1.0 10 1.0 1.0 1.0 1.0 18
01:30 PM 3 203 8 214 4 0 1 5 13 148 4 165 4 3 16 23 407
0U45 PM 0 183 11 194 2 2 1 5 17 178 2 197 2 1 15 18 414
Total 3 386 19 408 6 2 2 10 30 326 6 362 6 4 31 41 821
0200 PM 0 193 4 197 3 2 1 6 12 161 3 176 8 2 18 28 407
0215 PM 2 176 5 183 1 2 2 5 12 180 5 197 5 1 19 25 410
Grand Total 5 755 28 788 10 6 5 21 54 667 14 735 19 7 68 94 1638
Apprc h% 0.6 958 3.6 476 286 23.8 73 90.7 19 202 7.4 723 -
Tolal% 03 46.1 t7 481 0.6 0.4 0.3 1.3 33 401 09 44.9 12 0.4 42 5.7
Oil ti Tm
E ®+I f 14791
11w L.
no
ka
wo
2—i 024/100113000 PM 2 u
024/2001 21590 P11
UrehfS -1 kk
ar 1 r
Lek Taw
057 14
ger
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Rocky Mountain Counts, LLC.
1106 Cherry CL
FL Lupton, CO 80621 File Name : 85CR6PM
Ph (303) 641-0445 F.(303) 857-9191 Site Code : 00000000
Start Date : 8/24/2004
Page No : 1
Groups Printed-Unfilled
US85 CR6 US85 CR6
Southbound Westbound Northbound Eastbound
StartTme Ludt Tani Right Tod Lea Thu fright Total Lea Thu Fright Total lea Mill Right Total Total
Factor 1.0 t0 1.0 1.0 1.0 1.0 1.0 1.0 130 1.0 1.0 10
04:30 PM 4 224 6 234 1 3 2 6 21 318 7 346 9 5 12 26 612
04:45 PM 4 198 6 208 11 3 3 17 23 334 7 364 7 3 12 22 611.
- Tobl 8 422 12 442 12 6 5 23 44 652 14 710 16 8 24 48 1223
05:00 PM 0 212 0 212 4 2 4 10 11 396- 10 417 4 2 20 26 665
05:15 PM 0 207 3 210 6 2 1 9 23 327 5 355' 15 4 12 31 605
Grand Total 8 841 15 864 22 10 10 42 78 1375 29 1482 35 14 56 105 2493
Apprch% 0.9 97.3 1.7 52.4 23.8 23.8 5.3 92.8 20 33.3 133. 53.3
Total% 03 33.7 OD 34.7 09 0.4 0.4 1.7 3.1 552 12 59.4 1.4 0.6 22 42
US 85
Out b TTY
L 14201 884 1 22841
841 8
Matt 4-1 T1 Li
et st-I2 13
024/2004 am PSI ` 4--3
V 8124,2004 5-15300 PIA2 41 LS 1 r
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9191 1 14821 ( 24011
Ott b Tate
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APPENDIX B
HCS2000: Signalized Intersections Release 4.1d
Analyst: GC Inter. : CR 6 - US 85
Agency: Area Type: All other areas
te: ),0/1/2004 Jurisd:
riod: lnror^� S PM Year : EX LT TOT
Project
E/W St: CR 6 N/S St: US 85
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound 1
I L T R I L T R I L T R I L T R I
I I I I I
No. Lanes I 0 1 1 1 0 1 0 1 1 2 1 1 1 2 1 1
LGConfig I LT R I LTR I L T R 1 L T R I
Volume 110 7 9 126 21 13 169 766 20 17 1229 31 I
Lane Width I 12 . 0 12 . 0 I 12 . 0 112. 0 12 . 0 12 .0 112. 0 12 .0 12. 0 I
RTOR Vol 1 50 I 0 I 0 1 0 I
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P I Thru -P P
Right P I Right P P
Peds I Peds _
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
,.� Peds I Peds
Right I EB Right P
d Right I WB Right
Green 21. 0 17.0 72 .0
Yellow 3 .0 0.0 3. 0
All Red 2 . 0 0.0 2.0
Cycle Length: 120. 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate _
, Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LT 253 1443 0.08 0. 17 42.0 D 42.0 D
R 463 1292 0.00 0. 36 24 . 7 C
Westbound
LTR 284 1621 0.23 0. 17 44 . 5 D 44 . 5 D
Northbound
L 335 1444 0.23 0.74 8 .2 A
T 2677 3610 0.32 0. 74 1 . 5 A 2 .1 A
R 1198 1615 0.02 0.74 4 . 1 A
Southbound
L 379 631 0. 02 0. 60 9 . 8 A
'`- 2166 3610 0.63 0 . 60 10. 3 8 10. 3 B
775 1292 0.04 0. 60 10. 0- A
Intersection Delay = 8 .3 (sec/veh) Intersection LOS = A
• HCS2000: Signalized Intersections Release 4 . 1d
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
Analyst: GC
Agency/Co. :
Date Performed: 10/1/2004
Analysis Time Period: AM S PM
Intersection: CR 6 - US 85
Area Type: All other areas
Jurisdiction:
Analysis Year: EX LT TOT
Project ID:
East/West Street North/South Street
CR 6 US 85
VOLUME DATA
I Eastbound 1 Westbound I Northbound I Southbound I "
I L T HILT R I L T R I L T R I
I 1 I I I .
Volume 110 7 9 126 21 13 169 766 20 17 1229 31
% Heavy Vehl25 0 25 10 0 0 125 0 0 10 0 25 I
PHF 10. 90 0.90 0. 90 10. 90 0. 90 0.90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 I
PK 15 Vol 13 2 3 17 6 4 119 213 6 12 341 9 I
Hi Ln Vol I I I I
% Grade 1 0 I 0 I 0 I 0
Ideal Sat I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900 I
ParkExist I I I I I
NumPark I I - I I I
No. Lanes I 0 1 1 I 0 1 0 1 1 2 1 1 1 2 1 1
LGConfig I LT R I LTR I L T R I L T R I
Lane Width I 12. 0 12.0 I 12 . 0 112.0 12.0 12 . 0 112 .0 12 .0 12 .0 I
' RTOR Vol I 50 I 0 I 0 1 0 I
Adj Flow I 19 0 I 66 177 851 22 18 1366 34 I _
%InSharedLnI I I I I
Prop LTs 1 0.579 I 0. 439 11 . 000 0.000 11 .000 0.000 I
Prop RTs I 0.000 1 .000 I 0.212 I 0.000 1 . 000 I 0.000 1 . 000 I
Peds Bikesl 0 I 0 1 0 1 0 I
Buses I 0 0 I 0 10 0 0 10 0 0 I
%InProtPhase I 10. 0 I I
Duration 0.25 Area Type: All other areas
OPERATING PARAMETERS
I Eastbound I Westbound I Northbound I Southbound I
I L T R I L T R 1 L T R 1 L T R I
I I I I
Init Unmet I 0.0 0.0 I 0. 0 10.0 0. 0 0. 0 10.0 0. 0 0.0 I ._.i
Arriv. Typel 3 3 I 3 13 4 3 13 4 3 I
Unit Ext . 1 3.0 3.0 I 3.0 13.0 3.0 3 .0 13.0 3. 0 3. 0 I
I Factor I 1 .000 I 1 . 000 I 1 .000 I 1 . 000 1
Lost Time I 2 . 0 2 .0 I 2 . 0 12 .0 2 . 0 2 .0 12 .0 2 . 0 2 . 0 1
Ext of g I 2.0 2 .0 1 2 .0 12 .0 2.0 2.0 12 . 0 2 .0 2.0 I
Ped Min g I 3.2 I 3.2 I 3.2
I 3.2 I
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
..B Left P I NB Left P p
Thru P I Thru P p
Right P I Right P P
Peds I Peds
WB Left P I SB Left p
Thru P I. Thru P
Right P I Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green 21 .0 17.0 72 .0
Yellow 3.0 0. 0 3 . 0
All Red 2 .0 0.0 2 . 0
Cycle Length: 120.0 secs
VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET
Volume Adjustment
I Eastbound I Westbound I Northbound I Southbound
I L T R I L T R I L T K I L T R
1 I 1 I
Volume, V 110 7 9 126 21 13 169 766 20 17 1229 31
PHF 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90
Adj flow 111 8 0 129 23 14 177 851 22 18 1366 34
No. Lanes I 0 1 1 I 0 1 0 1 1 2 1 I 1 2 1
Lane group I LT R I LTR 1 L T R
Adj flow I 19 0 1 L T R
I 6b 177 851 22 18 1366 34
Prop LTs I 0. 579 I 0. 439 11 .000 0.000
11.000 0. 000
Prop RTs I 0. 000 1 .000 I 0. 212 1 0.000 1 . 000 1 0. 000 1 .000
Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors)
Eastbound Westbound Northbound Southbound
LG LT R LTR L T R L T R
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lanes 0 1 1 0 1 0 1 2 1 1 2 1
fW 1 .000 1 .000 1 . 000 1 . 000 1 . 000 1 .000 1 .000 1 .000 1 .000
fHV 0 .874 0. 800 1 . 000 0.800 1 . 000 1 . 000 1 .000 1.000 0.800
fG 1 .000 1 . 000 1 .000 1 . 000 1 . 000 1 . 000 1 .000 1 . 000 1 .000
fP 1 .000 1 . 000 1 .000 1 . 000 1 .000 1 . 000 1.000 1 . 000 1. 000
fBB 1 .000 1 . 000 1 . 000 1 .000 1 . 000 1 . 000 1.000 1 . 000 1 . 000
fA 1 .00 1 .00 1 . 00 1 . 00 1 .00 1 .00 1 .00 1. 00 1.00
fLU 1 .00 1 . 00 1 . 00 1 .00 0. 95 1 . 00 1 . 00 0. 95 1 .00
fRT 1 .000 0. 850 0. 971 1 . 000 0. 850 1 .000 0.850
fLT 0. 869 0. 878 0. 950 1 .000 0. 332 1 .000
Sec. 0. 142
ob 1 .000 1 . 000 1 .000 1 . 000 1.000 1 . 000
--.pb 1 .000 1 .000 1 .000 1 . 000 1 . 000 1 . 000 1 .000
S 1443 1292 1621 1444 3610 1615 631 3610 1292
Sec. 216
CAPACITY AND LOS WORKSHEET
Capacity Analysis and Lane Group Capacity
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Prot
Perm
Left
Prot .
Perm
Thru LT 19 1443 0.01 0.17 253 0.08
Right R 0 1292 0.00 0.36 463 0.00
Westbound
Prot
Perm
Left
Prot
Perm
Thru LTR 66 1621 K 0. 04 0.17 284 0.23
Right
Northbound
Prot 77 1444 10. 05 0. 142 205 0. 38
Perm 0 216 0. 00 0. 600 130 0.00
Left L 77 0.74 335 0.23
Prot
Perm
Thru T 851 3610 0. 24 0.74 2677 0. 32
Right R 22 1615 0.01 0.74 1198 0.02
Southbound
Prot --
Perm
Left. L 8 631 0.01 0. 60 379 0. 02
Prot
Perm
Thru T 1366 3610 II 0. 38 0. 60 2166 0. 63
Right R 34 1292 0.03 0. 60 775 0.04
Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0. 47
Total lost time per cycle, L = 15. 00 sec
' Critical flow rate to capacity ratio, Xc = (Yc) (C) / (C-L) = 0.54
Control Delay and LOS Determination
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane _ Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LT 0. 08 0. 17 41 . 4 1 .000 253 0.50 0. 6 0.0 42 .0 D 42. 0 D
R 0.00 0. 36 24 . 7 1 .000 463 0. 50 0. 0 0 .0 24 .7 C
Westbound
LTR 0.23 0. 17 42. 6 1 .000 284 0 . 50 1 . 9 0.0 44 .5 D 44 . 5 D
Northbound ^�
L 0.23 0.74 6. 6 1 .000 335 0.50 1 . 6 0.0 8. 2 A
T 0. 32 0.74 5.2 0.223 2677 0. 50 0.3 0.0 1 . 5 A 2 . 1 A
R 0.02 0. 74 4 . 1 1 .000 1198 0.50 0. 0 0.0 4 . 1 A
Southbound
L 0.02 0. 60 9.7 1 .000 379 0.50 0. 1 0.0 9. 8 A
T 0. 63 0. 60 15.4 0.575 2166 0.50 1 .4 0.0 10.3 B 10.3 B
R 0.04 0. 60 9. 9 1 .000 775 0. 50 0. 1 0.0 10.0- A
Intersection delay = 8 . 3 (sec/veh) Intersection LOS = A
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
Input
EB WB NB SB
Cycle length, C 120. 0 sec
Total actual green time for LT lane group, G (s) 89.0 72.0
Effective permitted green time for LT lane group, g (s) 72 .0 72.0
Opposing effective green time, go (s) 72 .0 89.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 2 2
Adjusted LT flow rate, VLT (veh/h) 77 8
Proportion of LT in LT lane group, PLT 1 .000 -1.000
Proportion of LT in opposing flow, PLTo 0.00 0.00
Adjusted opposing flow rate, Vo (veh/h) 1366 851
Lost time for LT lane group, tL 5 .00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 2 . 57 0. 27
Opposing lane util. factor, fLUo 1 .00 1.00 0. 95 0. 95
Opposing flow, Volc=VoC/ [3600 (No) fLUo] (veh/ln/cyc) 23. 96 14. 93
gf=G[exp (- a * (LTC ** b) ) ) -tl, gf<=g 0.0 0.0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1 . 33 1.33
Opposing Queue Ratio, qro=Max(1-Rpo (go/C) , 0] 0.20 0.01
' (see Exhibit C16-4, 5, 6, 7, 8) 20.51 0.00
4=g-gq if gq>=gf, or = g-gf if gq<gf 51 . 49 72.00
n=Max (gq-gf) /2, 0) 10.25 0.00
PTHo=1-PLTo 1 .00 1 .00
PL*=PLT(1+ (N-1)g/ (gf+gu/EL1+4 . 24) ] 1 .00 1 .00
EL1 (refer to Exhibit C16-3) 5.04 3.01
EL2=Max ( (1-Ptho**n) /Plto, 1 . 0)
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g.. 0.06 0.06
gdiff=max (gq-gf, 0) 0.00 0.00
fm= [gf/g] + [gu/g] / [1+PL(EL1-1) ] , (min=fmin;max=1 .00) 0. 14 0.33
, flt=fm=(gf/g) + (gu/g] / (1+PL (EL1-1 ) ) + (gdiff/g) / (1+PL(EL2-1) ) , (fmin<=fm<=1 . 00)
or flt=(fm+0. 91 (N-1) ] /N**
Left-turn adjustment, fLT 0. 662 0.261 0. 142 0.332
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations_
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
_______ __
for shared lefts
Input
EB WB NB SB
tie length, C 120.0 sec
.otal actual green time for LT lane group, G (s) 21 . 0 21. 0
Effective permitted green time for LT lane group, g (s) 21 .0 21 .0
Opposing effective green time, go (s) 21 . 0 21 .0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 1 1
Adjusted LT flow rate, VLT (veh/h) 11 29
Proportion of. LT in LT lane group, PLT 0.579 0.439 0.000 0.000
Proportion of LT in opposing flow, PLTo 0.44 0.58
Adjusted opposing flow rate, Vo (veh/h) 66 19
Lost time for LT lane group, tL 5.00 5.00
Computation •
LT volume per cycle, LTC=VLTC/3600 0.37 0. 97
Opposing lane util. factor, fLUo - 1 .00 1 .00 0. 95 0. 95
Opposing flow, Volc=VoC/ [3600 (No)fLUo] (veh/ln/cyc) 2.20 0.63
gf=G[exp(- a * (LTC ** b) ) ]-tl, gf<=g 8.3 4 .0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.00 1 .00
Opposing Queue Ratio, qro=Maxfl-Rpo (go/C) , 0] 0.82 0. 82
gq, (see Exhibit C16-4, 5, 6, 7, 8) 2.35 0.00
gu=g-gq if gq>=gf, or = g-gf if gq<gf 12.71 16.95
n=Max(gq-gf) /2, 0) 0.00 0.00
PTHo=1-PLTo 0.56 0. 42
PL*=PLT(1+ (N-1) g/ (gf+gu/EL1+4 .24) ] 0.58 0.44
EL1 (refer to Exhibit C16-3) 1 . 48 1.40
EL2=Max ( (1-Ptho**n) /Plto, 1 .0) 1.00 1.00
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g 0. 15 0. 14
gdiff=max(gq-gf, 0) 0.00 0.00
fm=(gf/g] + [gu/g] / [1+PL(EL1-1) ] , (min=fmin;max=1.00) 0.87 0.88
flt=fm= [gf/gl+ [gu/g] / [1+PL(EL1-1) ] + [gdiff/g] / [1+PL(EL2-1) 1 , (fmin<=fmc=1.00)
or flt= [fm+0. 91 (N-1) ) /N**
Left-turn adjustment, fLT 0. 869 0. 878
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
*4 For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach --
or when gf>gq, see text.
SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET
Permitted Left Turns
EB WB NB SB
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Pedestrian flow rate, Vpedg (p/h)
OCCpedg
Opposing queue clearing green, gq (s)
Eff . ped. green consumed by opp. veh. queue, gq/gp
OCCpedu
Opposing flow rate, Vo (veh/h) 83
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion of left turns, PLT
Proportion of left turns using protected phase, PLTA
Left-turn adjustment, fLpb
Permitted Right Turns
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Conflicting bicycle volume, Vbic (bicycles/h)
Vpedg
OCCpedg
Effective green, g (s)
Vbicg
OCCbicg
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
^'oportion right-turns, PRT
oportion right-turns using protected phase, PRTA
Right turn adjustment, fRpb
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Cycle length, C 120.0 sec
Adj . LT vol from Vol Adjustment Worksheet, v 77
v/c ratio from Capacity Worksheet, X 0.23
Protected phase effective green interval, g (s) 17 .0
Opposing queue effective green interval, gq 20. 51
Unopposed green interval, gu 51. 49
Red time r= (C-g-gq-gu) 31.0
Arrival rate, qa=v/ (3600(max(X, 1.0) ) ) 0.02
Protected ph. departure rate, Sp=s/3600 0.401
Permitted ph. departure rate, Ss=s (gq+gu) / (gu*3600) 0.08
XPerm
0.36
XProt
0. 15
Case 1
Queue at beginning of green arrow, Qa 0.66
Queue at beginning of unsaturated green, Qu 0.44
Residual queue, Qr 0.00
Uniform Delay, dl 6. 6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u - Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 8. 3 sec/veh Intersection LOS A
BACK OF QUEUE WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup I LT R I LTR IL T R IL T R
Init Queue I - 0.0 0.0 I 0.0 10.0 0.0 0. 0 10.0 0.0 0.0
Flow Rate I 19 0 I 66 177 447 22 18 718 34
So I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900 1
No.Lanes 10 1 1 10 1 0 11 2 1 11 2 1
SL I 1443 1292 I 1621 1451 1900 1615 1631 1900 1292 I
LnCapacity 1 253 463 I 284 1335 1406 1198 1379 1140 775
Flow Ratio I 0.01 0. 00 1 0.04 10. 17 0.24 0.01 10.01 0.38 0.03 I
v/c Ratio I 0.08 0.00 I 0. 23 10.23 0. 32 0.02 10.02 0. 63 0.04 I
Grn Ratio 1 0. 17 0.36 I 0. 17 10.74 0.74 0.74 10. 60 0.60 0. 60 I
I Factor I 1.000 I 1 .000 I 1. 000 I 1.000
AT or PVG I 3 3 I 3 13 4 3 13 4 3 I
Pltn Ratio I 1.00 1 .00 I 1 .00 11 .00 1.28 1.00 11 . 00 1 .33 1.00
PF2 I 1.00 1 . 00 I 1.00 11.00 0.21 1 . 00 11 .00 0.63 1 .00 I
Q1 1 0.5 0. 0 I 1 . 9 10.7 1. 1 0.2 10. 1 9.6 0.5 I
kB I 0.5 0. 8 I 0. 6 10. 6 1 .8 1 . 6 10. 7 1 .5 1.2 I
Q2 I 0.0 0.0 I 0.2 10.2 0. 8 0. 0 10.0 2 .5 0.1 I
Q Average I 0. 6 0.0 I 2 . 1 10. 9 1. 9 0. 2 10. 1 12.1 0.5 I
Q Spacing I 25. 0 25.0 1 25.0 125.0 25 . 0 25.0 125.0 25.0 25.0 I
Q Storage I 0 0 I 0 10 0 0 10 0 0 I
Q S Ratio I I I I I
70th Percentile Output:
fB% I 1.3 1 . 3 I 1 .3 11 . 3 1. 3 1 . 3 11 .3 1 .2 1 . 3 I
BOQ I 0.7 0.0 I 2. 6 11 . 1 2. 4 0. 3 10. 2 14 .7 0.7 I
QSRatio I I I I I
85th Percentile Output: _
fB% I 1 .7 1 . 7 I 1 . 6 11 .7 1 . 6 1 .7 11 . 7 1 .4 1.7 I
BOQ I 1.0 0.0 I 3. 3 11 . 5 3.0 0. 4 10. 2 17.3 0. 9 I
QSRatio I I I I I
90th Percentile Output :
fB% I 1 .9 2 .0 I 1 .8 11 . 9 1 . 8 2 . 0 12 .0 1 .5 2 .0 I
BOQ I 1 .1 0. 0 I 3.8 11 .7 3. 5 0. 4 10.2 18. 7 1 .0 I
QSRatio I I I I I
95th Percentile Output:
fB% I 2.5 2 . 6 I 2.3 12 . 4 2.3 2. 6 12 . 6 1 .7 2 .5 I
BOQ I 1 . 4 0. 0 I 4 .7 12 . 1 4 . 3 0. 6 10. 3 20. 5 1 .3 I
QSRatio I I I I I
98th Percentile Output:
fB% I 3.0 3.2 I 2.7 13. 0 2 . 7 3. 1 13 .2 1 .8 3.1 I
BOQ I 1 .7 0. 0 1 5. 6 12 . 6 5. 1 0.7 10. 4 22 .2 1 .6 I
QSRatio I I I I I
ERROR MESSAGES
No errors to report.
• HCS2000: Signalized Intersections Release 4 . 1d
Analyst: GC Inter. : CR 6 - US 85
Agency: Area Type: All other areas
•te: 10/1/2004 Jurisd:
eriod: AM ` S ) PM Year : O LT TOT
Project ID: `J
E/W St: CR 6 N/S St : US 85
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound
I L T R I L T R I L T R I L T R
I I 1 I
No. Lanes I0 0 1 1I0 0 1 0 I 1 2 1 1 1 2 1
LGConfig I LT R I LTR I L T R I L T R
Volume 119 7 68 110 6 5 154 687 14 15 755 28
Lane Width I 12 .0 12. 0 I 12 . 0 112. 0 12 .0 12.0 112 . 0 12 .0 12.0 I
RTOR Vol I 50 I 0 I 0 I 0
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P I Thru P P
Right P I Right P P
Peds I Peds _
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
!-- Peds I Peds
3 Right I EB Right P
SB Right 1 WB Right
Green 30. 0 15. 0 65.0
Yellow 3. 0 0.0 3.0
All Red 2 .0 0. 0 2 .0
Cycle Length: 120. 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LT 341 1364 0.09 0.25 35.0- C 29.2 C
R 538 1292 0.04 0. 42 20. 9 C
Westbound
LTR 420 1678 0. 06 0. 25 34 .5 C 34 . 5 C
Northbound
L 406 1444 0.15 0. 67 8 .4 A
T 2407 3610 0.32 0. 67 3. 6 A 4 . 0 A
R 1077 1615 0.01 0. 67 6.8 A
Southbound
L 373 688 0.02 0. 54 12. 8 B
1955 3610 0.43 0. 54 12 . 1 B 12. 2 B
700 1292 0.04 0. 54 13.0 B
Intersection Delay = 9. 1 (sec/veh) Intersection LOS = A
HCS2000: Signalized Intersections Release 4 .1d
Phone: Fax:
E-Mail :
OPERATIONAL ANALYSIS
Analyst: GC
Agency/Co. :
Date Performed: 10/1/2004
Analysis Time Period: AM S PM
Intersection: CR 6 - US 85
Area Type: All other areas
Jurisdiction:
Analysis Year: EX LT TOT
Project ID: East/West Street North/South Street
CR 6 US 85
VOLUME DATA
I Eastbound I Westbound I Northbound I Southbound I _
1 L T R I L T R I L T R I L T R
1 I I I
Volume 119 7 68 110 6 5 154 687 14 15 755 28
% Heavy VehI25 0 25 10 0 0 125 0 0 10 0 25
PHF 10. 90 0. 90 0. 90 10. 90 0. 90 0.90 10.90 0.90 0. 90 10. 90 0. 90 0.90 I
PK 15 Vol 15 2 19 13 2 2 115 191 4 12 210 8
Hi Ln Vol I I 1 1
% Grade I 0 I 0 I 0 I 0
Ideal Sat I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900
ParkExist I I I 1
NumPark I I _ I I
No. Lanes I 0 1 1 1 0 1 0 I 1 2 1 I 1 2 1
LGConfig I LT R I LTR I L T R I L T R
Lane Width I 12 .0 12 .0 I 12 . 0 112.0 12.0 12. 0 112 .0 12.0 12.0 I
• RTOR Vol I 50 I 0 I 0 1 0
Adj Flow I 29 20 I 24 160 763 16 16 839 31
%InSharedLnl I I 1
Prop LTs I 0.724 I 0. 458 11.000 0.000 11 .000 0.000
Prop RTs I 0. 000 1 . 000 I 0 . 250 1 0. 000 1 .000 I 0.000 1 .000 I
Peds Bikesl 0 I 0 1 0 1 0
Buses I 0 0 I 0 10 0 0 10 0 0
%InProtPhase I 10.0 I
Duration 0 .25 Area Type : All other areas
OPERATING PARAMETERS —
1 Eastbound I Westbound 1 Northbound I Southbound
I L T R I L T R I L T R I L T R
I I I __I
Init Unmet I 0.0 0.0 I 0.0 10.0 0.0 0.0 10. 0 0.0 0.0
Arriv. Typel 3 3 I 3 13 4 3 13 4 3
Unit Ext. I 3.0 3.0 1 3.0 13.0 3.0 3 .0 13 . 0 3 .0 3.0
I Factor I 1 .000 I 1 .000 I 1 .000 1 1 .000
Lost Time I 2 .0 2.0 I 2 .0 12.0 2.0 2 .0 12 .0 2 .0 2.0
Ext of g I 2 .0 2.0 i 2 .0 12.0 2.0 2.0 12 .0 2 .0 2. 0
Ped Min g I . 3.2 I 3.2 I 3.2
I 3.2 I
PHASE DATA
'.tease Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P I Thru P P
Right P I Right P P
Peds I Peds
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green 30.0 15.0 65.0
Yellow 3.0 0.0 3 .0
All Red 2 . 0 0. 0 2. 0
Cycle Length: 120. 0 secs
VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET
Volume Adjustment
I Eastbound I Westbound I Northbound I Southbound I
I L T R I L T RIL T R I L T R I
I I I I
Volume, V 119 7 68 (10 6 5 I54 687 14 I IS 755 28 1
PHF 10. 90 0. 90 0 . 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 I
Adj flow 121 8 20 111 7 6 160 763 16 16 839 31 I
No. Lanes I 0 1 1 I 0 1 0 I 1 2 1 I 1 2 1 I
Lane group I LT R I LTR I L T R 1 L T R I
Adj flow I 29 20 I 24 160 763 16 16 839 31 I
Prop LTs I 0 . 724 I 0. 458 11 . 000 0.000 11 .000 0.000
Prop RTs I 0.000 1 . 000 I 0. 250 I 0.000 1 .000 I 0. 000 1 .000 I
Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors)
Eastbound Westbound Northbound Southbound
LG LT R LTR L T R L T R
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lanes 0 1 1 0 1 0 1 2 1 1 2 1
fW 1 . 000 1 .000 1 . 000 1 .000 1 .000 1 .000 1 . 000 1 .000 1 .000
fHV 0. 847 0.800 1 . 000 0. 800 1.000 1 .000 1 .000 1 .000 0.800
fG 1 . 000 1 . 000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000
fP 1 .000 1 .000 1 .000 1 .000 1 .000 1.000 1 .000 1 .000 1 . 000
fBB 1 .000 1 .000 1 . 000 1 .000 1 .000 1 . 000 1 . 000 1 .000 1 . 000
fA 1 .00 1 .00 1 . 00 1 .00 1 . 00 1 . 00 1 . 00 1 .00 1 .00
fLU 1 .00 1 .00 1 .00 1 .00 0. 95 1 .00 1 .00 0. 95 1 . 00
fRT 1 . 000 0 .850 0. 966 1 .000 0. 850 1 .000 0. 850
fLT 0. 848 0. 914 0. 950 1 . 000 0. 362 1 . 000
ea'c. 0. 273
pb 1 . 000 1 . 000 1 . 000 1 .000 1 .000 1 .000
fRpb 1 .000 1 .000 1 .000 1.000 1. 000 1 .000 1 .000
S 1364 1292 1678 1444 3610 1615 688 3610 1292
Sec. 415
CAPACITY AND LOS WORKSHEET
Capacity Analysis and Lane Group Capacity
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Prot
Perm
Left
Prot
Perm
Thru LT 29 1364 # 0. 02 0.25 341 0. 09
Right R 20 1292 0.02 0. 42 538 0.04
Westbound
Prot
Perm
Left
Prot
Perm
Thru LTR 24 1678 0.01 0.25 420 0. 06
Right
Northbound
Prot 60 1444 # 0.04 0.125 - 181 0.33
Perm 0 415 0. 00 0.542 225 0.00
Left L 60 0. 67 406 0. 15
Prot
Perm
Thru T 763 3610 0.21 0.67 2407 0. 32
Right R 16 1615 0.01 0.67 1077 0. 01
Southbound
Prot
Perm
Left - L 6 688 0.01 0. 54 373 0.02
Prot
Perm
Thru T 839 3610 # 0.23 0.54 1955 0. 43
Right R 31 1292 0.02 0. 54 700 0. 04
Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0. 30
Total lost time per cycle, L = 15 . 00 sec
Critical flow rate to capacity ratio, Xc = (Yc) (C) / (C-L) = 0.34
Control Delay and LOS Determination
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LT 0.09 0.25 34 . 5 1 . 000 341 0.50 0. 5 0.0 35.0- C 29.2 C
R 0.04 0. 42 20. 7 1 .000 538 0. 50 0. 1 0.0 20. 9 C
Westbound
LTR 0. 06 0. 25 34 . 2 1 .000 420 0. 50 0.3 0.0 34 .5 C 34 . 5 C
Northbound
L 0. 15 0.67 7 .7 1 .000 406 0.50 0. 8 0. 0 8 . 4 A
T 0.32 0. 67 8 . 5 0.383 2407 0. 50 0. 3 0.0 3. 6 A 4.0 A
R 0.01 0.67 6.7 1 .000 1077 0. 50 0.0 0.0 6.8 A
Southbound
L 0.02 0.54 12 .7 1 .000 373 0.50 0. 1 0.0 12.8 B
T 0. 43 0.54 16.4 0. 697 1955 0.50 0.7 0.0 12. 1 B 12.2 B
R 0.04 0.54 12. 9 1 .000 700 0.50 0.1 0.0 13. 0 B
Intersection delay = 9.1 (sec/veh) Intersection LOS = A
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
Input
EB WB NB SB
Cycle length, C 120.0 sec
Total actual green time for LT lane group, G (s) 80.0 65.0
Effective permitted green time for LT lane group, g (s) 65. 0 65.0
Opposing effective green time, go (s) 65 . 0 80.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 2 2
Adjusted LT flow rate, VLT (veh/h) 60 6
Proportion of LT in LT lane group, PLT 1 .000 1.000
Proportion of LT in opposing flow, PLTo 0.00 0.00
Adjusted opposing flow rate, Vo (veh/h) 839 763
Lost time for LT lane group, tL 5.00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 2. 00 0.20
Opposing lane util. factor, fLUo 1 . 00 1 .00 0. 95 0. 95
Opposing flow, Volc=VoC/ (3600 (No) fLUo) (veh/ln/cyc) 14 . 72 13. 34
gf=G[exp (- a * (LTC ** b) ) ) -tl, gf<=g' 0.0 0. 0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1. 33 1 . 33
Opposing Queue Ratio, qro=Max [1-Rpo(go/C) , 0) 0. 28 0. 11
gq, (see Exhibit C16-4, 5, 6, 7, 8) 12 . 15 0.00
=g-gq if gq>=gf, or = g-gf if gq<gf 52 . 85 65.00
Max(gq-gf) /2, 0) 6.08 0. 00
PTHo=1-PLTo 1.00 1 . 00
PL*=PLT[1+ (N-1) g/ (gf+gu/EL1+4 . 24) ) 1 .00 1 .00
EL1 (refer to Exhibit C16-3) 2. 97 2 . 76
EL2=Max ( (1-Ptho**n) /Plto, 1 . 0)
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g 0. 06 0.06
gdiff=max (gq-gf, 0) 0. 00 0.00
fm=[gf/g) + [gu/g) / [1+PL(EL1-1 ) ) , (min=fmin;max=1 .00) 0.27 0. 36
flt=fm= [gf/g)+ [gu/g) / [1+PL(EL1-1) ) + [gdiff/g) / [1+PL(EL2-1) ) , (fmin<=fm<=1 . 00)
,or flt= [fm+0. 91 (N-1) ) /N**
Left-turn adjustment, fLT 0. 662 0.261 .0. 273 0. 362
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations.
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
Input
EB WB NB SB
l,;.ycle length, C 120.0 sec
:al actual green time for LT lane group, G (s) 30.0 30. 0
zifective permitted green time for LT lane group, g (s) 30.0 30.0
Opposing effective green time, go (s) 30. 0 30.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 1 1
Adjusted LT flow rate, VLT (veh/h) 21 11
Proportion of• LT in LT lane group, PLT 0.724 0. 458 0.000 0.000
Proportion of LT in opposing flow, PLTo 0. 46 0. 72
Adjusted opposing flow rate, Vo (veh/h) 24 29
Lost time for LT lane group, tL 5. 00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 0.70 0. 37
Opposing lane util . factor, fLUo 1 .00 1 .00 0. 95 0. 95
Opposing flow, Volc=VoC/ [3600 (No) fLUo] (veh/ln/cyc) 0. 80 0. 97
gf=G[exp(- a * (LTC ** b) ) ]-tl, gf<=g 10. 1 14 .0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1 . 00 1 .00
Opposing Queue Ratio, qro=Max( 1-Rpo(go/C) , 0] 0.75 0.75
gq, (see Exhibit C16-4, 5, 6, 7, 8)
0.00 0.00
gu=g-gq if gq>=gf, or = g-gf if gq<gf 19. 91 16. 01
n=Max (gq-gf) /2, 0) 0.00 0.00
PTHo=1-PLTo 0. 54 0.28
PL*=PLT[1+ (N-1) g/ (gf+gu/EL1+4 .24) ] 0.72 0. 46
EL1 (refer to Exhibit C16-3) 1 . 41 1.42
EL2=Max ( (1-Ptho**n) /Plto, 1.0) 1 .00 1 .00
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g 0. 11 0. 10
gdiff=max (gq-gf, 0) 0.00 0.00
fm=[gf/g] +[gu/g]/ [1+PL(EL1-1) ] , (min=fmin;max=1 . 00) 0. 85 0. 91
flt=fm=[gf/g] + [gu/g]/ [1+pL (EL1-1) ] + [gdiff/g] / [1+PL(EL2-1) ] , (fmin<=fm<=1.00)
or flt=(fm+0. 91 (N-1) ] /N**
Left-turn adjustment, fLT 0. 848 0. 914
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET
Permitted Left Turns
EB WB NB SB
Effective pedestrian green time, gp- (s)
Conflicting pedestrian volume, Vped (p/h)
Pedestrian flow rate, Vpedg (p/h)
OCCpedg
' Opposing queue clearing green, gq (s)
Eff. ped. green consumed by opp. veh. queue, gq/gp
OCCpedu
Opposing flow rate, Vo (veh/h) 83
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion of left turns, PLT
Proportion of left turns using protected phase, PLTA
Left-turn adjustment, fLpb
Permitted Right Turns
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Conflicting bicycle volume, Vbic (bicycles/h)
Vpedg
OCCpedg ^1
Effective green, g (s)
Vbicg
OCCbicg
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
.acoportion right-turns, PRT
)portion right-turns using protected phase, PRTA
Kight turn adjustment, fRpb
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Cycle length, C 120. 0 sec
Adj . LT vol from Vol Adjustment Worksheet, v 60
v/c ratio from Capacity Worksheet, X 0.15
Protected phase effective green interval, g (s) 15.0
Opposing queue effective green interval, gq 12. 15
Unopposed green interval, gu 52. 85
Red time r= (C-g-gq-gu) 40.0
Arrival rate, qa=v/ (3600 (max(X, 1. 0) ) ) 0.02
Protected ph. departure rate, Sp=s/3600 0. 401
Permitted ph. departure rate, Ss=s (gq+gu) / (gu*3600) 0. 14
XPerm 0. 14
XProt 0.15
Case 1
Queue at beginning of green arrow, Qa 0. 67
Queue at beginning of unsaturated green, Qu 0.20
Residual queue, Qr 0.00
Uniform Delay, dl 7.7
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 9. 1 sec/veh Intersection LOS A
BACK OF QUEUE WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup I LT R I LTR IL T R IL T R ►
Init Queue I 0.0 0.0 I 0.0 10.0 0.0 0.0 10. 0 0.0 0.0 I
Flow Rate I 29 20 I 24 160 401 16 16 441 31 1
So I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900
No.Lanes 10 1 1 10 1 0 11 2 1 11 2 1 I
SL I 1364 1292 I 1678 1608 1900 1615 1688 1900 1292 I
LnCapacity I 341 538 1 420 1406 1266 1077 1373 1028 700- I
Flow Ratio I 0.02 0.02 I 0. 01 10. 10 0.21 0.01 10 .01 0.23 0.02 I
v/c Ratio I 0.09 0.04 I 0. 06 10.15 0.32 0.01 10. 02 0.43 0.04 I
Grn Ratio I 0.25 0. 42 I 0.25 10. 67 0. 67 0.67 10. 54 0.54 0.54 I
I Factor I 1.000 I 1 .000 1 1 .000 1 1 .000
AT or PVG I 3 3 I 3 13 4 3 13 4 3
Pltn Ratio I 1.00 1.00 I 1 .00 ► 1 .00 1.33 1.00 11. 00 1.33 1 .00 I
PF2 I 1 .00 1 .00 I 1 .00 11.00 0.37 1.00 11 .00 0.67 1 .00
Q1 1 0.7 0. 4 I 0. 6 10.7 2. 1 0.2 10. 1 5.9 0.5 I
kB I 0.7 0. 9 I 0. 8 10.7 1 . 6 1. 5 10.7 1.4 1 .1 I
Q2 I 0. 1 0.0 I 0. 0 10. 1 0. 8 0.0 10.0 1.1 0 . 1
Q Average I 0.8 0.4 I 0.7 10.8 2.8 0.2 10. 1 7.0 0.5 I
Q Spacing I 25 .0 25.0 I 25.0 125.0 25.0 25.0 125. 0 25.0 25.0 1
Q Storage I 0 0 I 0 10 0 0 10 0 0
Q S Ratio I I I 1 1
70th Percentile Output:
fB% I 1.3 1 .3 I 1 . 3 11.3 1 .3 1 . 3 11 . 3 1.2 1 . 3 ►
BOQ I 1 .0 0.6 I 0. 8 11 .0 3. 6 0. 3 10. 1 8. 5 0.7 I
QSRatio I I 1 I I
85th Percentile Output:
fB% I 1 .7 1 .7 I 1 . 7 11.7 1. 6 1 .7 11 .7 1 .5 1.7 I
BOQ I 1.3 0.7 I 1 . 1 11. 3 4 . 4 0. 3 10.2 10. 3 0. 9 I
QSRatio I I I I i
90th Percentile Output:
fB% I 1 . 9 2.0 I 1 . 9 11. 9 1 . 8 2.0 12 .0 1. 6 1. 9 I ^.
BOQ I 1 .5 0.8 I 1 . 3 11.6 5.0 0. 4 10. 2 11 . 3 1. 0 I
QSRatio I I I I I
95th Percentile Output:
fB% 1 2. 5 2.5 I 2 . 5 12.5 2.2 2. 6 12 . 6 1 .8 2 . 5 I
BOQ I 2.0 1 . 1 I 1 . 6 12.0 6.1 0.5 10. 3 12. 9 1 . 3 I
QSRatio I 1 - I I I
98th Percentile Output:
fB% I 3.0 3 . 1 I 3. 0 13.0 2. 6 3. 1 13.2 2. 1 3 .0 I
BOO I 2 . 4 1.3 I 2 .0 12.4 7 .2 0. 6 10. 3 14 .4 1. 6 I
. QSRatio 1 I I I I
_ERROR MESSAGES
No errors to report .
RCS2000: Signalized Intersections Release 4 . 1d
Analyst: GC Inter. : CR 6 - US 85
Agency: Area Type: All other areas
.gate: 10/1/2004 Jurisd:
iod: AM S PM Year EX LT TOT
rcoject ID:
E/W St: CR 6 N/S St : US 85
SIGNALIZED INTERSECTION SUMMARY
I Eastbound 1 Westbound I Northbound I Southbound
I L T R I L T R I L T R I L T R
1 I I I
No. Lanes I 0 1 1 1 0 1 0 1 1 2 1 - 1 1 2 1
LGConfig I LT R I LTR 1 L T R I L T R
Volume 135 14 66 122 10 10 178 1375 29 18 841 15
Lane Width I 12 . 0 12.0 I 12.0 112 .0 12 .0 12. 0 112. 0 12.0 12.0
RTOR Vol I 50 1 0 1 0 I 0
Duration 0. 25 Area Type: All other areas
_Signal Operations
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left P I NB Left P P
Thru P I Thru P P
Right P I Right P P
Peds I Peds
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
Peds I Peds
Right I EB Right P
Right 1 WB Right
Green 30. 0 15. 0 65. 0
Yellow 3 . 0 0 . 0 3 . 0
All Red 2 .0 0. 0 2 .0
Cycle Length: 120.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
,
Eastbound
LT 326 1303 0. 17 0.25 36. 4 D 32. 5 C
R 538 1292 0. 03 0.42 20. 8 C
Westbound
LTR 398 1593 0. 12 0. 25 35 . 3 D 35 . 3 D
Northbound
L 378 1444 0.23 0. 67 9. 6 A
T 2407 3610 0. 63 0. 67 5.7 A 5 . 9 A
R 1077 1615 0. 03 0. 67 6. 9 A
Southbound
L 173 320 0.05 0. 54 13. 5 B
.T., 1955 3610 0. 48 0. 54 12 .7 B 12 . 7 B
700 1292 0.02 0. 54 12 . 8 B
Intersection Delay = 9.5 (sec/veh) Intersection LOS = A
HCS2000: Signalized Intersections Release 4 .1d
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
Analyst: GC
Agency/Co. :
Date Performed: 10/1/2004
Analysis Time Period: AM S PM
Intersection: CR 6 - US 85
Area Type: All other areas
Jurisdiction:
Analysis Year: EX LT TOT
Project ID:
East/West Street North/South Street
CR 6 US 85
VOLUME DATA
I Eastbound 1 Westbound I Northbound I Southbound I _
I L T R I L T R I L T R I L T R
I I I I
Volume 135 14 66 122 10 10 178 1375 29 18 841 15
% Heavy Vehl25 0 25 10 0 0 125 0 0 10 0 25
PHF 10. 90 0. 90 0. 90 10. 90 0. 90 0.90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 I
PK 15 Vol 110 4 18 16 3 3 122 382 8 12 234 4 I
Hi Ln Vol I I 1 1
% Grade I 0 I . 0 1 0 1 0
Ideal Sat I 1900 1900 1 1900 11900 1900 1900 11900 1900 1900 I
ParkExist I I I I
NumPark I I I 1
No. Lanes I 0 1 1 I 0 1 0 1 1 2 1 I 1 2 1
LGConfig I LT R I LTR I L T R I L T R
Lane Width I 12. 0 12. 0 I 12 .0 112.0 12 .0 12 .0 112.0 12.0 12 .0 I
. RTOR Vol I 50 I 0 I 0 1 0
Adj Flow I 55 18 I 46 187 1528 32 19 934 17
%InSharedLnl i I I I
Prop LTs I 0.709 I 0. 522 11 .000 0.000 11.000 0.000
Prop RTs I 0.000 1 .000 I 0.239 I 0.000 1 .000 1 0.000 1 .000 1
Peds Bikes ] 0 I 0 I 0 1 0
Buses I 0 0 I 0 10 0 0 10 0 0
%InProtPhase I 10. 0 I
Duration 0. 25 Area Type: All other areas
OPERATING PARAMETERS _
I Eastbound I Westbound I Northbound I Southbound
I L T R I L T R I L T R I L T R
1 I _ I I
Init Unmet I 0 . 0 0.0 1 0. 0 10.0 0.0 0.0 10. 0 0.0 0.0
Arriv. Type l 3 3 I 3 13 4 3 13 4 3 I
Unit Ext. I 3 . 0 3.0 I 3.0 13 .0 3.0 3.0 13.0 3.0 3.0
I Factor I 1 .000 I 1 ,000 I 1 .000 I 1 .000
Lost Time I 2 . 0 2.0 I 2 .0 12.0 2 .0 2.0 12.0 2 .0 2 .0
Ext of g I 2 .0 2.0 I 2. 0 12 . 0 2.0 2.0 12 .0 2.0 2 .0
Ped Min g I 3.2 I 3.2 I 3.2 I 3.2
I
PHASE DATA
^'hase Combination 1 2 3 4 1 5 6 7 8
EB Left P I -NB Left P P
Thru P I Thru P P
Right P I Right P P
Peds I Peds
WB Left P I SB Left P
Thru P I Thru P
Right P 1 Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green 30.0 15.0 65.0
Yellow 3.0 0.0 3.0
All Red 2.0 0.0 2.0
Cycle Length: 120. 0 secs
_ _VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET
Volume Adjustment
I Eastbound 1 Westbound 1 Northbound 1 Southbound I
I L T R I L T R I L T R 1 L T R I
1 _I I 1 1
Volume, .V 135 14 66 122 10 10 178 1375 29 18 841 15 I
PHF 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10.90 0.90 0. 90 10. 90 0. 90 0. 90 I
Adj flow 139 16 18 124 11 11 187 1528 32 19 934 17 I
No. Lanes I 0 1 1 I 0 1 0 1 1 2 1 1 1 2 1 I
Lane group I LT R I _LTR I L T R 1 L T R I
Adj flow I 55 18 I 46 187 1528 32 19 934 17 I
Prop LTs I 0.709 I 0.522 11 .000 0. 000 11 .000 0.000 I
Prop RTs I 0.000 1 .000 I 0.239 1 0.000 1.000 I 0.000 1.000 I
Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors)
Eastbound Westbound Northbound Southbound
LG LT R LTR L T R L T R
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lanes 0 1 1 0 1 0 1 2 1 1 2 1
fW 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000
fHV 0.849 0.800 1 .000 0.800 1 .000 1.000 1 .000 1 .000 0.800
fG 1 .000 1 .000 1 .000 1 . 000 1 .000 1 .000 1 .000 1.000 1 .000
fP 1 .000 1 .000 1 .000 1 .000 1 .000 1.000 1 .000 1 .000 1 .000
fBB 1.000 1 .000 1 .000 1 .000 1 .000 1.000 1 .000 1 .000 1 .000
fA 1 .00 1 .00 1 .00 1 . 00 1 .00 1 .00 1 .00 1 .00 1 .00
fLU 1.00 1 .00 1 .00 1. 00 0. 95 1 .00 1 .00 0. 95 1 .00
fRT 1 .000 0.850 0. 968 1 . 000 0.850 1 .000 0.850
�fLT 0.807 0.866 0. 950 1 . 000 0. 169 1 . 000
ec. 0.239
-_ _Lpb 1 .000 1 .000 1 .000 1 . 000 1 .000 1 . 000
fRpb 1 .000 1 .000 1 .000 1 .000 1 . 000 1 .000 1 .000
S 1303 1292 1593 1444 3610 1615 320 3610 1292
Sec. 363
CAPACITY AND LOS WORKSHEET
Capacity AnalySis and Lane Group Capacity
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Prot
Perm
Left
Prot
Perm
Thru LT 55 1303 N 0.04 0.25 326 0. 17
Right R 18 1292 0.01 0. 42 538 0.03
Westbound
Prot
Perm
Left
Prot
Perm
Thru LTR 46 1593 0.03 0 .25 398 0.12
Right
Northbound
Prot 87 1444 0.06 0. 125 181 0.48
Perm 0 363 0.00 0. 542 197 0.00
Left L 87 0. 67 378 0.23
Prot
Perm
Thru T 1528 3610 N 0. 42 0. 67 2407 0.63
Right R 32 1615 0.02 0. 67 1077 0.03
Southbound ^
Prot
Perm
Left L 9 320 0.03 0.54 173 0.05
Prot
Perm
Thru T 934 3610 0.26 0. 54 1955 0. 48
Right R 17 12.92 0.01 0. 54 700 0.02
Sum of flow ratios for critical lane groups, Yc = Sum (v/s)
0. 47
Total lost time per cycle, L = 10.00 sec (Yc) (C) / (C L) = 0.51
Critical flow rate to capacity ratio, Xc
Control Delay and LOS Determination_
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane _ Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LT 0. 17 0.25 35. 2 1 . 000 326 0. 50 1 . 1 0.0 36.4 D 32 . 5 C
R 0. 03 0. 42 20.7 1 . 000 538 0. 50 0. 1 0.0 20.8 C
Westbound
LTR 0.12 0.25 34 . 8 1 . 000 398 0 . 50 0. 6 0.0 35 . 3 D 35. 3 D
Northbound
L 0.23 0.67 8 .1 1 . 000 378 0.50 1 . 4 0.0 9. 6 A
T 0.63 0.67 11 . 6 0.383 2407 0.50 1 . 3 0.0 5.7 A 5. 9 A
R 0.03 0.67 6.8 1. 000 1077 0.50 0. 1 0.0 6. 9 A
Southbound
L 0.05 0.54 13.0 1 . 000 173 0.50 0. 6 0.0 13.5 B
T 0.48 0.54' 17. 0 0. 697 1955 0.50 0.8 0.0 12.7 B 12.7 B
R 0.02 0.54 12. 8 1.000 700 0. 50 0.1 0.0 12 .8 B
Intersection delay = 9.5 (sec/veh) Intersection LOS = A
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
Input
EB WB NB SB
Cycle length, t 120.0 sec
Total actual green time for LT lane group, G (s) 80.0 65.0
Effective permitted green time for LT lane group, g (s) 65.0 65.0
Opposing effective green time, go (s) 65. 0 80.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 2 2
Adjusted LT flow rate, VLT (veh/h) 87 9
Proportion of LT in LT lane group, PLT 1 .000 1.000
Proportion of LT in opposing flow, PLTo 0.00 0.00
Adjusted opposing flow rate, Vo (veh/h) 934 1528
Lost time for LT lane group, tL 5.00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 2 . 90 0.30
Opposing lane util. factor, fLUo 1 .00 1.00 0. 95 0. 95
Opposing flow, Volc=VoC/ (3600 (No) fLUo) (veh/ln/cyc) 16.39 26.81
gf=G(exp(- a * (LTC ** b) ) ] -tl, gf<=g 0.0 0.0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1 .33 1 .33
Opposing Queue Ratio, qro=Max (1-Rpo (go/C) , 0) 0.28 0. 11
, (see Exhibit C16-4, 5, 6, 7, 8) 14 . 32 0.00
.=g-gq if gq>=gf, or = g-gf if gq<gf 50. 68 65.00
n=Max(gq-gf) /2, 0) 7 . 16 0.00
PTHo=1-PLTo 1 .00 1.00
PL*=PLT(1+ (N-1)g/ (gf+gu/EL1+4 .24) ] 1 .00 1 .00
EL1 (refer to Exhibit C16-3) 3.27 5. 93
EL2=Max ( (1-Ptho**n) /Plto, 1 .0)
fmin=2 (1+PL)/g or fmin=2 (1+P1) /g_ 0.06 0.06
gdiff=max (gq-gf, 0) 0.00 0.00
fm=[gf/g)+ (gu/g) / [1+PL(EL1-1) ] , (min=fmin;max=1.00) 0.24 0. 17
flt=fm=[gf/g)+ [gu/g] / ( 1+PL(EL1-1) )+ (gdiff/g] /[1+PL(EL2-1) ] , (fmin<=fm<=1.00)
or flt=(fm+0. 91 (N-1) ) /N**
Left-turn adjustment, fLT 0. 662 0.261 0. 239 0. 169
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm_
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
____ _ SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
Input
,.-. EB WB NB SB
cle length, C 120.0 sec
total actual green time for LT lane group, G (s) 30.0 30. 0
Effective permitted green time for LT lane group, g (s) 30. 0 30.0
Opposing effective green time, go (s) 30. 0 30.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 1 1
Adjusted LT flow rate, VLT (veh/h) 39 24
Proportion of LT in LT lane group, PLT 0.709 0. 522 0.000 0.000
Proportion of LT in opposing flow, PLTo 0.52 0.71
Adjusted opposing flow rate, Vo (veh/h) 46 55
Lost time for LT lane group, tL 5.00 5 .00
Computation
LT volume per cycle, LTC=VLTC/3600 1 .30 0. 80
Opposing lane util. factor, fLUo 1 .00 1.00 0. 95 0. 95
Opposing flow, Volc=VOC/(3600 (No) fLUo] (veh/ln/cyc) 1 .53 1.83
gf=G[exp(- a * (LTC ** b) ) ] -tl, gf<=g 5. 9 9.2
Opposing platoon ratio, Apo (refer Exhibit 16-11) 1.00 1 .00
Opposing Queue Ratio, qro=Max [1-Rpo(go/C) , 0] 0.75 0.75
gq, (see Exhibit C16-4, 5, 6,7, 8) 0.05 0. 78
gu=g-gq if gq>=gf, or = g-gf if gq<gf 24 .12 20. 79
n=Max(gq-gf) /2,0) 0.00 0.00
PTHo=1-PLTo - 0. 48 0.29
PL*=PLT[1+ (N-1)g/ (gf+gu/EL1+4 .24) ] 0.71 0. 52
EL1 (refer to Exhibit C16-3) 1 . 44 1 . 46
EL2=Max( (1-Ptho**n) /Plto, 1 .0) 1. 00 1.00
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g 0. 11 0.10
gdiff=max (gq-gf, 0) 0.00 0.00
fm=[gf/g)+ [gu/g] / [1+PL(EL1-1) ] , (min=fmin;max=1 .00) 0. 81 0.87
flt=fm=[gf/g]+ [gu/g] / [1+PL(EL1-1) ] + (gdiff/g) / [1+PL(EL2-1) 1 , (fmin<=fm<=1.OO)
or flt=[fm+0. 91 (N-1) ] /N**
Left-turn adjustment, fLT 0.807 0. 866
For special case of single-lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET
Permitted Left Turns
EB WB NB SB
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Pedestrian flow rate, Vpedg (p/h)
OCCpedg
Opposing queue clearing green, gq (s)
Eff_ ped. green consumed by opp. veh. queue, gq/gp
OCCpedu
Opposing flow rate, Vo (veh/h) 83
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion of left turns, PLT
Proportion of left turns using protected phase, PLTA
Left-turn adjustment, fLpb
Permitted Right Turns
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Conflicting bicycle volume, Vbic (bicycles/h)
Vpedg
OCCpedg
Effective green, g (s)
Vbicg
OCCbicg
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
.—roportion right-turns, PRT
:oportion right-turns using protected phase, PRTA
Right turn adjustment, fRpb
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT . NBLT SBLT
Cycle length, C 120.0 sec
Adj . LT vol from Vol Adjustment Worksheet, v 87
v/c ratio from Capacity Worksheet, X 0.23
Protected phase effective green interval, g (s) 15.0
Opposing queue effective green interval, gq 14 .32
Unopposed green interval, gu 50. 68
Red time r= (C-g-gq-gu) 40.0
Arrival rate, qa=v/(3600(max(X, 1 .0) ) ) 0.02
Protected ph. departure rate, Sp=s/3600 0. 401
Permitted ph. departure rate, Ss=s (gq+gu) / (gu*3600) 0.13
XPerm 0.24
XProt 0.22
Case 1
Queue at beginning of green arrow, Qa 0. 97
Queue at beginning of unsaturated green, Qu 0. 35
Residual queue, Qr 0. 00
Uniform Delay, dl 8. 1
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 9.5 sec/veh Intersection LOS A
_ BACK OF QUEUE WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup I • LT R I LTR .IL T R IL T R
Init Queue I 0.0 0.0 I 0.0 10.0 0.0 0. 0 10.0 0.0 0.0
Flow Rate 1 55 18 I 46 187 804 32 19 491 17
So I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900
No.Lanes 10 1 1 10 1 0 11 2 1 11 2 1
SL I 1303 1292 I 1593 1566 1900 1615 1320 1900 1292
LnCapacity 1 326 538 I 398 1378 1266 1077 1173 1028 700
Flow Ratio I 0.04 0.01 I 0.03 10. 15 0. 42 0 . 02 10.03 0.26 0.01
v/c Ratio I 0. 17 0.03 I 0. 12 10.23 0. 64 0. 03 10.05 0. 48 0.02
Grn Ratio I 0.25 0. 42 I 0.25 10. 67 0.67 0. 67 10. 54 0.54 0.54
I Factor I 1 .000 I 1 .000 I 1.000 I 1 .000
AT or PVG I 3 3 I 3 13 4 3 13 4 3
Pltn Ratio I 1 .00 1.00 1 1.00 11.00 1 .33 1. 00 11 .00 1 .33 1.00
PF2 I 1.00 1.00 I 1 .00 11 .00 0. 44 1 . 00 11 .00 0.69 1.00
Q1 I 1 .4 0.4 I 1.2 ► 1.0 6.8 0 . 4 10. 1 6.9 0.3
kB 1 0. 6 0. 9 I 0.7 (0.7 1 . 6 1 . 5 10. 4 1 . 4 1.1
Q2 I 0. 1 0.0 I 0. 1 10.2 2.7 0.0 10.0 1 .3 0.0
Q Average I 1 . 6 0. 4 I 1.3 11 .2 9. 6 0. 4 10.2 8 . 2 0.3
Q Spacing I 25.0 25.0 I 25.0 125. 0 25 .0 25 . 0 125.0 25.0 25.0
Q Storage 1 0 0 I 0 10 0 0 10 0 0
Q S Ratio I I 1 I
70th Percentile Output:
fB% I 1. 3 1. 3 I 1 . 3 11 . 3 1 .2 1 . 3 11 . 3 1 .2 1.3
BOQ I 2.0 0.5 I 1 . 6 11 . 5 11 . 6 0. 5 10. 2 10.0 0.4
QSRatio I I I I
85th Percentile Output:
fB% I 1 .6 1 .7 I 1 . 6 11 . 6 1. 4 1 . 7 11 .7 1 .5 1.7
BOQ I 2. 5 0. 6 I 2 . 1 12.0 13. 8 0. 7 10. 3 12.0 0.5
QSRatio I I 1 I
90th Percentile Output:
fB% 1 1.9 2 .0 I 1 . 9 11 . 9 1.6 2 . 0 12 .0 1 . 6 2.0
BOQ I 2. 9 0. 8 I 2.4 12.3 15. 1 0.8 10. 3 13.1 0.6
QSRatio 1 I 1 I
95th Percentile Output:
fB% I 2 . 3 2 . 5 1 2 . 4 12 . 4 1 .7 2 . 5 12. 6 1.8 2.5
BOO I 3. 6 1 .0 I 3.0 12 . 9 16.7 1 . 0 10. 4 14.7 0.7
QSRatio I I _ 1
98th Percentile Output:
fB% I 2.8 3 . 1 I 2 .9 12 . 9 1 . 9 3. 1 13.2 2 .0 3. 1
BOO ( 4 . 4 1 .2 I 3.7 13. 5 18 . 4 1 . 3 10. 5 16. 4 0.9
' QSRatio I I I
ERROR MESSAGES
No errors to report.
APPENDIX C
TWO-WAY STOP CONTROL SUMMARY
°i 9 7 Al elj ie.talivz._,:- .,_�_.... .. ;_..�. . t: 111.(y)'"Willa;' � - --�_ _.. ;�.;..
Analyst GC Intersection 6- SITE ENTRANCE
Agency/Co. Jurisdiction
Date Performed 1 /2004 Analysis Year (L�I O
Analysis Time Period S PM �v
Project Description
East/West Street CR 6 North/South Street: SITE ENTRANCE
Intersection Orientation: East-West Study Period(hrs): 0.25
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume(veh/h) 1 130 0 0 195 90
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate(veh/h) 1 130 0 0 195 90
Proportion of heavy 100 — 0
vehicles, Pm/
Median type Undivided
RT Channelized? 0 0-
Lanes 0 1 0 0 1 1
Configuration LT T R
Upstream Signal 0 0
Minor Street Northbound Southbound 1
Movement 7 8 9 10 11 12
I T R L T R
Volume (veh/h) 0 0 0 50 0 1
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate(veh/h) 0 0 0 0 0 0
Proportion of heavy -
0 0 0 100 0 100
vehicles. Piiv
Percent grade(°/a) 0 0
Flared approach N N
Storage 0 0
RT Channelized? 0 0
Lanes 0 0 0 0 0 0
Configuration
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12 _
Lane Configuration LT
Volume,v(vph) 1
Capacity,cm(vph) 875
v/c ratio 0.00
Queue length(95%) 0.00 -
Control Delay(s/veh) 9.1
LOS A
•
TWO-WAY STOP CONTROL SUMMARY
. ..,alyst GC Intersection 6- SITE ENTRANCE
Date cy/Co. Jurisdiction V
Date Performed 10/6/2004 Analysis Year L TO
Analysis Time Period AM@PM
Project Description
EastlWest Street: CR 6 'North/South Street-. SITE ENTRANCE
Intersection Orientation: East-West Study Period (hrs): 0.25
-Eit C. ") €1�A -friG 4'k: 9=Mr-LE �
Major Street Eastbound . _..,
Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume(veh/h) 1 210 0 0 140 .60
Peak-hour factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate(veh/h) I 210 0 0 140 60
Proportion of heavy
vehicles, PM 100 - - 0 _ _
Median type Undivided
RT Channelized? 0 0
Lanes 0 1 0 0
Configuration LT 1 1
T R
Upstream Signal 0 0
i"-orStreet Northbound Southbound
ement 7 8 9 10 11 12
L T R L T R
Volume (veh/h) 0 0 0 50 0 1
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate(veh/h) 0 0 0 0 0 0
Proportion of heavy
vehicles, PEN0 0 - 0 100 0 100
Percent grade(%) 0 0
Flared approach N N
Storage 0
0
RT Channelized? 0
0
Lanes 0 0 0 0 0 0
Configuration
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT
Volume,v(vph) 1
Capacity,cm(vph) 952
v/c ratio 0.00
?--ue length (95%) 0.00
(rol Delay(s/veh) 8.8
ILOS A
TWO-WAY STOP CONTROL SUMMARY
J 'S, J i§'7 s ro f.$ rif G €iqit
Analyst GC Intersection 6-SITE ENTRANCE
Agency/Co. Jurisdiction
Date Performed 10/6/2004 Analysis Year OS
Analysis Time Period AM SO
Project Description
East/West Street: CR 6 North/South Street: SITE ENTRANCE
Intersection Orientation: East-West Study Period (hrs): 0.25
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume(veh/h) 1 230 0 0 165 50
Peak-hour factor,PHF 1.00 1.00 1.00. 1.00 1.00 1.00
Hourly Flow Rate(veh/h) 1 230 0 0 165 50
Proportion of heavy
vehicles, PEN 100 -- — 0 - —
Median type Undivided
RT Channelized? 0 0
Lanes 0 1 0 0 1 1
Configuration LT T R
Upstream Signal 0 0
Minor Street Northbound i Southbound
Movement 7 8 9 10 11 12,
L T R L T R
Volume(veh/h) 0 0 0 50 0 1
Peak-hour factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate (veh/h) 0 0 0 0 0 0
Proportion of heavy
vehicles, Puy 0 0 - 0 100 0 100
Percent grade (%) 0 0
Flared approach N N
Storage 0 0
RT Channelized? 0 0
Lanes 0 0 0 0 0 0
Configuration
- .
L�t ._-rest-+Id..�;-jtT°t?n». ,?:1 ..
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT
Volume,v(vph) I -
Capacity,cm(vph) 938
v/c ratio 0.00
Queue length(95%) 0.00
Control Delay(s/veh) 8.8
LOS A I
TWO-WAY-STOP CONTROL SUMMARY
P "-k7,97; _X y :(tr Yts .,= v,“-,'V,,..:,) ,,it. S. — .
.lyst GC Intersection 6-SITE EXIT
Daency/Co. Jurisdiction 06
Date Performed 10/6/2004 Analysis Year L O
Analysis Time Period S PM
Project Description
EastNVest Street: CR 6 INorth/South Street: SITE EXIT
Intersection Orientation: East-West Study Period (hrs): 0.25
Major Street Eastbound
Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume(veh/h) 0 40 0 0 195 0
Peak-hour factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate(veh/h) 0 40 0 0 195 0
Proportion of heavy
vehicles, P tiv
0 - - 0 — —
Median type Undivided
RT Channelized? 0
0
Lanes 0 1 0 0 1 0
Configuration T T
Upstream Signal 0
0
Migor Street Northbound Southbound
:ment 7 8 9 10 11 12 -
L T R L T R
Volume (veh/h) 0 0 0 90 0 1
Peak-hour factor,PHF 1.00 1.00 1.00 1.00 1,00 1.00
Hourly Flow Rate(veh/h) 0 0 0 90 0 1
Proportion of heavy
vehicles, Pi iv
0 ., 0 100 0 100
Percent grade(%) 0 0
Flared approach N
N
Storage 0
0
RT Channelized? 0
0
Lanes 0 0 0 0 0 0
Configuration LR
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LR
Volume,v (vph) 91
Capacity, cm(vph) 582
v/c ratio
0.16
9u,eue length(95%) 0.55
of Delay(s/veh) 12.3
CUS
B
TWO-WAY STOP CONTROL SUMMARY
Analyst GC Intersection
6-SITE EXIT
Agency/Co. Jurisdiction -
Date Performed 10/004 Analysis Year ()0
Analysis Time Period A S M
Project Description
East/West Street: CR 6 North/South Street: SITE EXIT _
Intersection Orientation: East-West Study Period (hrs): 0.25
�. T
Major Street Eastbound Westbound
Movement 1 2 3 _ 4 5 6
L T R L T R
Volume(veh/h) 0 150 0 0 140 0
Peak-hour factor, PI-IF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate (veh/h) 0 150 0 0 140 0
Proportion of heavy
vehicles,PMv 0 — — 0 — _
Median type Undivided
RT Channelized? 0 0
Lanes 0 1 0 . 0 1 0
Configuration T T
Upstream Signal 0 0
Minor Street I Northbound I Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume (veh/h) 0 0 0 60 0 1
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate (veh/h) 0 0 0 60 0 1
Proportion of heavy
vehicles, PM 0 0 - 0 100 0 100
Percent grade(%) 0 0
Flared approach N N
Storage 0 0
RT Channelized? 0 0
Lanes 0 0 0 0 0 0
Configuration LR
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LR
Volume,v(vph) 81
Capacity, cm(vph) 537
v/c ratio 0.11
Queue length(95%) 0.38
Control Delay(s/veh) 12.6
B
LOS
TWO-WAY STOP CONTROL SUMMARY
' .yst GC Intersection 6- SITE EXIT
Agency/Co. Jurisdiction
Date Performed 10/6/2Q04 Analysis Year O
Analysis Time Period AM S `
Project Description
East/West Street: CR 6 INorth/South Street: SITE EXIT
Intersection Orientation: East-West Study Period(hrs): 0.25
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume(veh/h) 0 180 0 0 165 0
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate(veh/h) 0 180 0 0 165 0 _
Proportion of heavy
vehicles, PHv
0 - - 0 — —
Median type Undivided
RT Channelized? 0 I 0
Lanes 0 1 0 0 1 0
Configuration T T
Upstream Signal 0 0
Minor Street Northbound Southbound
rnent 7 8 9 10 11 12
L T R L T R
Volume(veh/h) 0 0 0 50 0 1
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate(veh/h) 0 0 0 50 0 1
Proportion of heavy
vehicles, Pm/ 0 0 - 0 100 0 100
Percent grade(%) 0 0
Flared approach N N
Storage 0 0
RT Channelized? 0 0
Lanes 0 0 0 0 0 0
Configuration LR
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LR
Volume,v(vph) 51
Capacity,cm(vph) 496
v/c ratio 0.10
()Ague length (95%) 0.34
.ol Delay(s/veh) 13.1
(LOS B
• HCS2000: Signalized Intersections Release 4 . 1d
Analyst: GC Inter. : CR 6 - US 85
Agency: Area Type: All other areas
Date: 0/1/2004 Jurisd:
Period: S PM Year EX LT TOT
Project D:
E/W St: CR 6 N/S St: US 85
SIGNALIZED INTERSECTION SUMMARY
1 Eastbound I Westbound Northbound 1 Southbound I
I L T R 1 L T R L T R 1 L T R I
I I I 1
No. Lanes I 0 1 1 I 0 1 0 1 2 1 1 1 2 1 1
LGConfig 1 LT R I LTR- L T R 1 L T R 1
Volume 135 10 85 140 35 20 180 1225 30 110 1965 70 1
Lane Width I 12.0 12. 0 1 12 .0 12.0 12.0 12.0 112.0 12.0 12.0 I
RTOR Vol I 50 I 0 0 I 0 I
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P - 1 Thru P P
Right P - I Right P P
Peds I Peds
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
Peds I Peds
NB Right I EB Right P "."—''
SB Right I WB Right
Green 21. 0 20. 0 69.0.. .
Yellow 3.0 0.0 3. 0
All Red 2. 0 0.0 2 . 0
Cycle Length: 120. 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group. Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
,
Eastbound
LT 211 1203 0.24 0. 17 45. 2 D 35. 9 D
R 495 1292 0. 08 0. 38 23. 8 C
Westbound
LTR 277 1581 0. 38 0. 17 47.7 D 47. 7 D
Northbound
L 301 1444 0. 66 0.74 47. 6 D
T 2677 3610 0. 51 0. 74 2 . 1 A 7 . 9 A
R 1198 1615 0. 03 0.74 4 . 1 A
Southbound
L 218 379 0.05 0.57 11 . 6 B
T 2076 3610 1 . 00 0. 57 34 . 9 C 33. 9 C „.....,)
R 743 1292 0. 10 0.57 11 .8 B
Intersection Delay = 23 .8 (sec/veh) Intersection LOS = C
' HCS2000: Signalized Intersections Release 4 . 1d
Phone: - Fax:
E-Mail :
OPERATIONAL ANALYSIS
Analyst : GC
Agency/Co. :
Date Performed: 10/1/2004
Analysis Time Period: AM S PM
Intersection: CR 6 - US 85
Area Type: All other areas
Jurisdiction:
Analysis Year: EX LT TOT
Project ID:
East/West Street North/South Street
CR 6 US 85
VOLUME DATA
1 Eastbound I Westbound 1 Northbound I Southbound
1 L T R 1 L T R I I L T R I L T R I
I 1 I 1
Volume 135 10 85 140 35 20 1180 1225 30 110 1965 70 I
Heavy Vehl25 0 25 10 0 0 125 0 0 10 0 25 I
(IF 10. 90 0. 90 0. 90 10. 90 0. 90 0.90 10. 90 0. 90 0. 90 10. 90 0. 95 0. 90 I
PK 15 Vol 110 3 24 111 10 6 150 340 8 13 517 19 I
Hi Ln Vol I I I I I
% Grade I 0 I 0 1 0 1 0
Ideal Sat I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900 I
ParkExist I I 1 1 I
NumPark I I - I I
No. Lanes I 0 1 1 I 0 1 0 I I 1 2 1 I 1 2 1 I
LGConfig I LT R I LTR 1 L T R 1 L T R I
Lane Width I 12. 0 12.0 I 12.0 112.0 12 .0 12 .0 112. 0 12. 0 12.0 I
' RTOR Vol I 50 I 0 I 0 I 0 I
Adj Flow I 50 39 I 105 1200 1361 33 111 2068 78 I -
%InSharedLnl I I 1 I
Prop LTs 1 0. 780 I 0. 419 11 .000 0.000
11 .000 0. 000 I
Prop RTs I 0.000 1 . 000 I 0.210 1 0.000 1 .000 1 0.000 1 . 000 I
Peds Bikesl 0 I 0 1 0 I 0
Buses 1 0 0 I 0 10 0 0 10 0 0 I
%InProtPhase I 10. 0 I I
Duration 0.25 Area Type: All other areas
OPERATING PARAMETERS
I Eastbound I Westbound I Northbound 1 Southbound I
I L T R I L T R 1 L T R 1 L T R I
I I 1 1 _I
it Unmet I 0. 0 0.0 I 0. 0 10. 0 0. 0 0. 0 10. 0 0.0 0.0 I
_trriv. Type I 3 3 I 3 13 4 3 13 4 3
Unit Ext . I 3. 0 3 .0 I 3. 0 13.0 3. 0 3. 0 13.0 3.0 3.0 I
I Factor I 1 . 000 I 1 . 000 1 1 .000 1 1 .000 I
Lost Time I 2 . 0 2 .0 I 2 . 0 12.0 2. 0 2 . 0 12 .0 2 . 0 2.0
Ext of g I 2.0 2 .0 I 2.0 12.0 2.0 2.0 12.0 2.0 2 .0 I
Ped Min g I ' 3.2 I 3.2 I 3.2 1 3:2 1
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P 1 NB Left P P
Thru P I Thru P P
Right P I Right P P
Peds I Peds
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green 21.'0 20. 0 69.0
Yellow 3.0 0. 0 3. 0
All Red 2 .0 0.0 2 .0
Cycle Length: 120.0 secs
VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET
Volume Adjustment
I Eastbound I Westbound I Northbound 1 Southbound I
I L T R I L T R I L T R I L T R I
I . 1
Volume, V 135 10 85 140 35 20 1180 1225 30 110 1965 70 I
PHF 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 95 0. 90 I
Adj flow 139 11 39 144 39 22 1200 1361 33 I11 2068 78 I
No. Lanes I 0 1 1 I 0 1 0 I 1 2 1 I 1 2 1 I
Lane group I LT R I - LTR 1 L T R I L T R I
Adj flow I 50 39 I 105 1200 1361 33 111 2068 78 I
Prop LTs I 0.780 I 0.419 11.000 0.000 11 .000 0. 000
Prop RTs I 0.000 1.000 I 0.210 I 0.000 1 .000 I 0.000 1 .000 I
Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors) -
Eastbound Westbound Northbound Southbound
LG LT R LTR L T R L T R
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lanes 0 1 1 0 1 0 1 2 1 1 2 1
fW 1 . 000 1 .000 1. 000 1 .000 1 . 000 1 . 000 1 .000 1 . 000 1 . 000
fHV 0. 837 0.800 1 . 000 0. 800 1.000 1 . 000 1 .000 1 . 000 0. 800
fG 1 . 000 1 .000 1. 000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000
fP 1 . 000 1 .000 1. 000 1 .000 1 . 000 1 .000 1 .000 1 . 000 1 .000
fBB 1 . 000 1 .000 1 .000 1 .000 1 .000 1 . 000 1 .000 1 . 000 1 .000
fA 1 . 00 1 .00 1 . 00 1 .00 1 . 00 1 . 00 1 .00 1 . 00 1 . 00
fLU 1 . 00 1 .00 1 .00 1 .00 0. 95 1 . 00 1 .00 0. 95 1 .00
fRT 1 . 000 0.850 0. 972 1 . 000 0. 850 1 .000 0. 850
fLT 0. 757 0.856 0. 950 1 .000 0.200 1 .000
Sec . 0.058
fLpb 1 .000 1 . 000 1 . 000 1 .000 1 . 000 1 . 000
fRpb 1 . 000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000
S 1203 1292 1581 1444 3610 1615 379 3610 1292
Sec . 88
CAPACITY AND LOS WORKSHEET
Capacity Analysis and Lane Group Capacity
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Prot
Perm
Left
Prot
Perm
Thru LT 50 1203 0.04 0. 17 211 0.24
Right R 39 1292 0.03 0.38 495 0.08
Westbound
Prot
Perm
Left
Prot
Perm
Thru LTR 105 1581 # 0.07 0. 17 277 0. 38
Right
Northbound
Prot 200 1444 # 0. 14 0. 167 241 0.83
Perm 0 88 0.00 0.575 60 0. 00
Left L 200 0.74 301 0. 66
Prot
Perm
Thru T 1361 3610 0.38 0. 74 2677 0. 51
Right R 33 1615 0.02 0.74 1198 0.03
r'outhbound
Prot
Perm
Left. L 11 379 0.03 0. 57 218 0.05
Prot
Perm
Thru T 2068 3610 # 0.57 0. 57 2076 1 .00
Right R 78 12-92 0.06 0. 57 743 0. 10
Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0. 78
Total lost time per cycle, L = 15.00 sec
Critical flow rate to capacity ratio, Xc = (Yc) (C) / (C-L) = 0. 89
Control Delay and LOS Determination
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LT 0.24 0. 17 42.6 1 .000 211 0.50 2. 6 0.0 45.2 D 35. 9 D
R 0. 08 0. 38 23. 5 1 .000 495 0.50 0.3 0.0 23 . 8 C
Westbound
LTR 0.38 0. 17 43.7 1 .000 277 0. 50 3. 9 0.0 47 .7 D 47.7 D
)rthbound
L 0. 66 0. 74 36.6 1 .000 301 0.50 11 .0 0. 0 47 . 6 D
T 0.51 0.74 6. 4 0. 223 2677 0.50 0.7 0. 0 2.1 A 7 . 9 A
R 0.03 0.74 4.1 1 .000 1198 0.50 0.0 0. 0 4 . 1 A
Southbound
L 0.05 0. 57 11.2 1 .000 218 0. 50 0. 4 0.0 11 .6 B
T 1 .00 0.57 25.4 0. 631 2076 0. 50 18. 9 0.0 34 .9 C 33. 9 C
R 0. 10 0:57 11 .5 1.000 743 0.50 0.3 0.0 11 .8 B
Intersection delay = 23.8 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
Input
EB WB NB SB
Cycle length, C 120.0 sec
Total actual green time for LT lane group, G (s) 89.0 69.0
Effective permitted green time for LT lane group, g (s) 69.0 69.0
Opposing effective green time, go (s) 69.0 89. 0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 2 2
Adjusted LT flow rate, VLT (veh/h) 200 11
Proportion of LT in LT lane group, PLT 1 .000 1 .000
Proportion of LT in opposing flow, PLTo 0.00 0.00
Adjusted opposing flow rate, Vo (veh/h) 2068 1361
Lost time for LT lane group, tL 5. 00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 6. 67 0.37
Opposing lane util . factor, fLUo 1 .00 1. 00 0. 95 0.95
Opposing flow, Volc=VoC/[3600 (No) fLUo) (veh/ln/cyc) 36.28 23. 88
gf=G[exp (- a * (LTC ** b) ) ]-tl, gf<=g 0. 0 0.0
Opposing platoon ratio, Rpo (refer Exhibit 16-11 ) 1 .33 1.33
Opposing Queue Ratio, qro=Max[l-Rpo (go/C) , 0J 0. 23 0.01
gq, (see Exhibit C16-4, 5, 6, 7, 8) 65.00 0.00
gu=g-gq if gq>=gf, or = g-gf if gq<gf 4 .00 69.00
n=Max (gq-gf) /2, 0) 32.50 0.00
PTHo=1-PLTo 1 .00 1 .00
PL*=PLT{1+ (N-1 )g/ (gf+gu/EL1+4 . 24) ] 1.00 1 .00
ELI (refer to Exhibit C16-3) 10.34 5.01
EL2=Max ( (1-Ptho**n) /Plto, 1 .0)
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g 0.06 0.06
gdiff=max (gq-gf, 0) 0.00 0.00
fm= (gf/g] + [gu/g) / (1+PL(EL1-1) ] , (min=fmin;max=1 . 00) 0. 06 0.20
flt=fm=[gf/g) + (gu/g] / (1+PL(EL1-1) )+ (gdiff/g) / (1+PL(EL2-l) ] , (fmin<=fm<=1 .00)
or f1t=(fm+0. 91 (N-1) ] /N**
' Left-turn adjustment, fLT 0. 662 0.261 0.058 0.200
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations.
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
_SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
Input
EB WB NB SB
Cycle length, C 120.0 sec
Total actual green time for LT lane group, G (s) 21 . 0 21 . 0
Effective permitted green time for LT lane group, g (s) 21 .0 21 .0
Opposing effective green time, go (s) 21.0 21 . 0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 1 1
Adjusted LT flow rate, VLT (veh/h) 39 44
Proportion of LT in LT lane group, PLT 0.780 0.419 0.000 0.000
Proportion of LT in opposing flow, PLTo 0.42 0.78
,,.-.Adjusted opposing flow rate, Vo (veh/h) 105 50
ost time for LT lane group, tL 5.00 5. 00
Computation
LT volume per cycle, LTC=VLTC/3600 1 .30 1 . 47
Opposing lane util. factor, fLUo 1 .00. 1.00 0. 95 0. 95
Opposing flow, Volc=VoC/ [3600 (No) fLUo] (veh/ln/cyc) 3.50 1 . 67
gf=G[exp(- a * (LTC ** b) ) )-tl, gf<=g 2.6 2.0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.00 1 .00
Opposing Queue Ratio, qro=Max [1-Rpo(go/C) , 0) 0.82 0.82
gq, (see Exhibit C16-4, 5, 6, 7, 8) 5.47 0.95
gu=g-gq if gq>=gf, or = g-gf if gq<gf 15.53 18 . 97
n=Max (gq-gf) /2, 0) 1 .43 0.00
PTHo=1-PLTo 0.58 0.22
PL*=PLT[1+ (N-1)g/(gf+gu/EL1+4 .24) ] 0.7R 0. 42
ELI (refer to Exhibit C16-3) 1 .54 1. 45
EL2=Max ( (1-Ptho**n) /Plto, 1.0) 1 .29 - 1 .00
fmin=2 (1+PL)/g or fmin=2 (1+P1) /g 0.17 0. 14
gdiff=max (gq-gf, 0) 2.85 0.00
fm=(gf/g]+[gu/g] /(1+PL(EL1-1) ) , (min=fmin;max=1 .00) 0.76 0.86
flt=fm=[gf/g)+ [gu/g] / [1+PL(EL1-1) ) + [gdiff/g] / [1+PL(EL2-1) ) , (fmin<=fm<=1 . 00)
or flt=[fm+0.91 (N-1) ) /N**
Left-turn adjustment, fLT 0.757 0.856
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
* For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET
Permitted Left Turns
EB WB NB SB
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Pedestrian flow rate, Vpedg (p/h)
OCCpedg
Opposing queue clearing green, gq (s)
Eff. ped. green consumed by opp. veh. queue, gq/gp
OCCpedu
Opposing flow rate, Vo (veh/h) 83
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion of left turns, PLT
Proportion of left turns using protected phase, PLTA
Left-turn adjustment, fLpb
Permitted Right Turns
Effective pedestrian green time, gp (s)
.-Conflicting pedestrian volume, Vped (p/h)
)nflicting bicycle volume, Vbic (bicycles/h)
Vpedg
OCCpedg
Effective green, g (s)
Vbicg
OCCbicg
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion right-turns, PAT
Proportion right-turns using protected phase, PRTA
Right turn adjustment, fRpb
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Cycle length, C 120.0 sec
Adj . LT vol from Vol Adjustment Worksheet, v 200
v/c ratio from Capacity Worksheet, X 0. 66
Protected phase effective green interval, g (s) 20.0
Opposing queue effective green interval, gq 65. 00
Unopposed green interval, gu 4 .00
Red time r= (C-g-gq-gu) 31. 0
Arrival rate, qa=v/ (3600 (max[X, 1 .0) ) ) 0.06
Protected ph. departure rate, Sp=s/3600 0. 401
Permitted ph. departure rate, Ss=s (gq+gu) / (gu*3600) 0. 42
XPerm
2 . 27
XProt
0. 35
Case 3
Queue at beginning of green arrow, Qa 3.87
Queue at beginning of unsaturated green, Qu 3. 61
Residual queue, Qr 2. 15
Uniform Delay, dl 36. 6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 23. 8 sec/veh Intersection LOS C
BACK OF QUEUE WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup I LT R I LTR IL T R IL T R
Init Queue I 0.0 0.0 I 0.0 10.0 0. 0 0.0 10. 0 0.0 0.0 I
Flow Rate I 50 39 I 105 1200 716 33 111 1088 78
A-So I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900 I
o. Lanes 10 1 1 10 1 0 11 2 1 I l 2 1
SL I 1203 1292 I 1581 1393 1900 1615 1379 1900 1292 I
LnCapacity I 211 495 I 277 1301 1408 1198 $ 218 1092 743 I
Flow Ratio I 0. 04 0.03 I 0.07 10. 51 0. 38 0.02 10. 03 0.57 0.06 I
v/c Ratio I 0.24 0.08 I 0. 38 $0. 66 0. 51 0,03 10.05 1 .00 0.10 I
Grn Ratio 1 0. 17 0.38 I 0. 17 10.74 0.74 0.74 10. 57 0. 57 0. 57 I
I Factor I 1 .000 1 1.000 I 1 .000 I 4 .000
AT or PVG I 3 3 I 3 .
13 4 3 13 4 3
Pltn Ratio I 1 .00 1 .00 I 1.00 11. 00 1 .28 1 .00 11. 00 1.33 1 .00
PF2 I 1 .00 1 .00 I 1.00 11.00 0.23 1.00 11.00 0. 99 1 .00 I
01 I 1 .4 0. 8 I 3. 1 11. 9 2 . 3 0. 3 10.2 35.8 1 .2
kB I 0.5 0. 9 I 0. 6 10. 6 1. 8 1 . 6 10. 5 1 .5 1 . 1
i
Q2 I 0. 1 0. 1 I 0.3 11. 1 1 .8 0.0 10.0 14 .0 0. 1
Q Average I 1 . 6 0. 9 I 3. 4 13.0 4 . 1 0. 3 10.2 49. 8 1 .3 I
Q Spacing I 25. 0 25.0 I 25.0 $25 . 0 25.0 25 .0 125.0 25.0 25.0 I
Q Storage I 0 0 I 0 $0 0 - 0 10 0 0 I
Q S Ratio I I I I I
70th Percentile Output:
fB% I 1 . 3 1 .3 I 1.3 11.3 1 . 2 1 . 3 11 . 3 1 .2 1. 3 I
BOQ I 2 .0 1.2 I 4 .3 13. 8 5 . 1 0. 4 10. 2 59.7 1 .7 I
QSRatio I I I I I
85th Percentile Output: -
fB% I 1 . 6 1.7 I 1 .6 11 . 6 1 . 5 1 .7 11 . 7 1 . 4 1 . 6 I
BOQ I 2 . 6 1 . 5 I 5. 3 14. 7 6. 3 0. 6 10. 3 69.7 2 . 1 I
QSRatio I I I I I
0th Percentile Output:
-B$ I 1 . 9 1 . 9 I 1 . 8 11 . 8 1 .7 2 .0 $ 2 .0 1 . 5 1 . 9 I
BOQ I 2 . 9 1 .7 I 6.0 15. 3 7 . 1 0.7 10. 4 74 .7 2. 5 I
QSRatio. I I I I I
95th Percentile Output:
fB% I 2 . 3 2 . 4 I 2. 1 12 . 1 2 . 0 2 . 5 $ 2 . 6 1 . 6 2 . 4 I
BOQ I 3 . 7 2 .2 I 7 . 2 16. 5 8 . 4 0. 8 10. 5 79. 6 3 . 1 I
QSRatio I - I - I I I
98th Percentile Output:
fB% I 2 . 8 3. 0 I 2. 5 12. 5 2 . 4 3 . 1 13. 1 1 .7 2. 9 I
, BOQ I 4 . 4 2 .7 I 8 . 4 17. 6 9.7 1 .0 10. 6 84 .6 3.7 I
QSRatio I I I I I
ERROR MESSAGES
No errors to report.
r
HCS2000: Signalized Intersections Release 4 . 1d
Analyst: GC - Inter. : CR 6 - US 85
Agency: Area Type: All other areas
Date: 10/1/2004 Jurisd:
Period: AM PM Year EX LT - OT
Project ID:
E/W St: CR 6 N/S St: US 85
_ SIGNALIZED INTERSECTION SUMMARY
1 Eastbound 1 Westbound I Northbound I Southbound 1
1 L T RILT R I L T R 1 L T R 1
1 I I I I
No. Lanes 10 0 1 1 1 0 1 0 1 1 2 1 1 1 2 1 1
LGConfig 1 LT R 1 LTR 1 L T R 1 L T R 1
Volume 140 10 160 115 10 10 1135 1100 20 110 1210 55 1
Lane Width 1 12. 0 12.0 I 12 . 0 112. 0 12. 0 12 .0 112 .0 12.0 12. 0 1
RTOR Vol 1 50 1 0 I 0 I 0 I
Duration 0.25 Area Type: All other areas
Signal Operations_
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P I Thru P P
Right P I Right P P
Peds 1 Peds
WB Left P 1 SB Left P
Thru P I Thru P
Right P I Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green 30. 0 15 .0 65 . 0
Yellow 3.0 0.0 3. 0
All Red 2 .0 0.0 2 .0
Cycle Length: 120.0 secs
_ Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
, Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LT 311 1244 0 . 18 0.25 36.6 D 27 . 6 C
R 538 1292 0 . 23 0. 42 23 .5 C
Westbound
LTR 410 1639 0 . 10 0.25 35.0+ D 35.0+ D
Northbound
L 277 1444 0. 54 0. 67 21 .0 C
T 2407 3610 0. 51 0. 67 4 . 6 A 6. 4 A
R 1077 1615 0 . 02 0. 67 6. 8 A
Southbound
L 236 436 0.05 0. 54 13. 3 B
T 1955 3610 0. 69 0. 54 16.0 B 15 . 9 B
R 700 1292 0.09 0. 54 13.5 B
Intersection Delay = 12. 4 (sec/veh) Intersection LOS = B
HCS2000: Signalized Intersections Release 4 . 1d
Phone:
E-Mail : Fax:
OPERATIONAL ANALYSIS
Analyst: GC
Agency/Co. :
Date Performed: 10/1/2004
Analysis Time Period: AM S PM
Intersection: CR 6 - US 85
Area Type: All other areas
Jurisdiction:
Analysis Year: EX LT TOT
Project ID:
East/West Street North/South Street
CR 6 US 85
VOLUME DATA
I Eastbound I Westbound I Northbound I Southbound I
I L T R I L T R 1 L T R 1 L T R
1 I I
Volume 140 10 160 -- 1 115 10 10 1135 1100 20 110 1210 55
Heavy Veh125 0 25 ID 0 0 125 0 0 10 0 25,-IF 10. 90 0. 90 0. 90 10.90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90PK I
15
ill 3 44 14 3 3 138 306 6 13 336 15
Pi 5 Vol
% Grade I 0 I 0 1 1
I 0 I 0 Ideal Sat I 1900 1900 1 1900 11900 1900 1900 11900 1900 1900 I
ParkExist I
NumPark I I 1 1
No. Lanes I 0 1 1 I I
I 0 1 0 I 1 2 1 I 1 2 1
LGConfig I LT R I LTR I L T R I L T R
Lane Width I 12.0 12. 0 1 12. 0 112 .0 12.0 12 . 0 112.0 12.0 12 .0 I
RTOR Vol I 50 I 0 I 0 1 0
Adj Flow I 55 122 I 39 1150 1222 22 I11 1344 61 I -
%InSharedLnl I I I
Prop LTs I 0. 800 I 0. 436
11 .000 0.000 11 . 000 0. 000
Prop RTs I 0.000 1 .000 I 0.282 I 0.000 1 .000 I 0.000 1 .000 I
Peds Bikes ' 0 I 0 I 0 I 0
Buses 1 0 0 I 0 10 0 0 10 0 0
%InProtPhase I 10.0 I
Duration 0.25 Area Type: All other areas
OPERATING PARAMETERS
I Eastbound I Westbound 1 Northbound I Southbound
I L T R I L T R I L T R I L T R
I I I_ I
it Unmet I 0.0 0. 0 I 0. 0 10.0 0.0 0. 0 10. 0 0. 0 0. 0
..rriv. Type I 3 3 I 3 13 4 3 13 4 3
Unit Ext. I 3. 0 3. 0 I 3.0
I Factor I 1 . 000 I 1.000 13.0 3. 0 3.0 13.0 3.0 3.0
1 1 .000 I 1 .000
Lost Time I 2 . 0 2 .0 I 2.0 12 .0 2 .0 2 . 0 12 . 0 2.0 2.0
Ext of g I 2. 0 2.0 I 2.0 12.0 2 .0 2.0 12 .0 2.0 2.0
Ped Min g I ' 3.2 1 3.2 I 3.2 l 3.2 1 -
PHASE DATA_
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P - I Thru P P
Right P I Right P P
Peds I Peds
WB Left P - I SB Left P
Thru P - I Thru P
Right P - I Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green 30.0 15.0 65.0
Yellow 3.0 0.0 3.0
All Red 2.0 0.0 2 .0
Cycle Length: 120.0 secs
VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET
Volume Adjustment
I Eastbound 1 Westbound I Northbound 1 Southbound 1
1 L T R 1 L T R I L T R I L T R I
I 1 I I I
Volume, V 140 10 160 115 10 10 1135 1100 20 110 1210 55 '
PHF 10. 90 0. 90 0. 90 10. 90 0 . 90 0. 90 10. 90 0.90 0. 90 10. 90 0. 90 0.90 I
Adj flow 144 11 122 117 11 11 1150 1222 22 111 1344 61 I
No. Lanes I 0 1 1 I 0 1 0 I 1 2 1 I 1 2 1 I
Lane group I LT R I LTR I L T R I L T R I
Adj flow I 55 122 I 39 1150 1222 22 111 1344 61 I
Prop LTs I 0. 800 I 0. 436 11. 000 0.000 11 .000 0.000
Prop RTs I 0. 000 1 .000 I 0. 282 I 0.000 1.000 I 0.000 1.000 I
Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors)
Eastbound Westbound Northbound Southbound
LG LT R LTR L T R L T R
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lanes 0 1 1 0 1 0 1 2 1 1 2 1
fW 1 .000 1 . 000 1 .000 1 . 000 1 .000 1 .000 1 .000 1 .000 1 .000
fHV 0.833 0. 800 1 .000 0.800 1.000 1 .000 1 .000 1 .000 0.800
fG 1 .000 1 .000 1 . 000 1 . 000 1.000 1 .000 1 . 000 1 .000 1 .000
fP 1 .000 1 . 000 1 .000 1 . 000 1 .000 1 . 000 1 .000 1 . 000 1 .000
fBB 1 .000 1 . 000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000 1 .000
fA 1.00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00
fLU 1 .00 1 .00 1 .00 1 . 00 0.95 1 . 00 1 .00 0. 95 1 .00
fRT 1 .000 0.850 0. 962 1 .000 0. 850 1 .000 0. 850
fLT 0.786 0. 897 0. 950 1 .000 0.230 1 .000
Sec. 0. 117 "a
fLpb 1 .000 1 . 000 1 .000 1 .000 1 .000 1 .000
fRpb 1 .000 1 .000 1.000 1 .000 1 .000 1 .000 1 . 000
S 1244 1292 1639 1444 3610 1615 436 3610 1292
Sec. 178
CAPACITY AND LOS WORKSHEET
Capacity Analysis and Lane Group Capacity
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
40,
astbound
Prot
Perm
Left
Prot
Perm
Thru LT 55 1244 # 0.04 0. 25 311 0.18
Right R 122 1292 0.09 0. 42 538 0.23
Westbound
Prot
Perm
Left
Prot
Perm
Thru LTR 39 1639 0.02 0.25 410 0.10
Right
Northbound
Prot 150 1444 # 0. 10 0. 125 181 0. 83
Perm 0 178 0.00 0. 542 96 . 0.00
Left L 150 0. 67 277 0.54
Prot _
Perm
Thru T 1222 3610 0.34 0. 67 2407 0.51
Right R 22 1615 0.01 0. 67 1077 0.02
,outhbound
Prot
Perm
Left L 11 436 0.03 0. 54 236 0.05
Prot
Perm
Thru T 1344 3610 # 0.37 0. 54 1955 0. 69
Right R 61 1292 0.05 0. 54 700 0. 09
Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0. 52
Total lost time per cycle, L = 15 .00 sec
' Critical flow rate to capacity ratio, Xc = (Yc) (C) / (C-L) = 0. 59
Control Delay and LOS Determination
Appr/ Ratios Onf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LT 0. 18 0.25 35 . 3 1 .000 311 0. 50 1 .2 0. 0 36. 6 D 27 . 6 C
R 0.23 0. 42 22 . 5 1 .000 538 0. 50 1.0 0.0 23.5 C •
Westbound
LTR 0. 10 0.25 34 . 6 1 .000 410 0. 50 0. 5 0.0 35. 0+ D 35. 0+ D
%"--rthbound
0. 54 0. 67 13. 6 1 . 000 277 0. 50 7 .4 0. 0 21.0 C
T 0. 51 0. 67 10. 1 0. 383 2407 0. 50 0.8 0.0 4 . 6 A 6. 4 A
R 0.02 0. 67 6. 8 1 . 000 1077 0. 50 0.0 0.0 6.8 A
Southbound
L 0.05 0.54 12. 9 1 .000 236 0. 50 0. 4 0.0 13. 3 B
T 0. 69 0.54 20.1 0.697 1955 0.50 2.0 0.0 16. 0 B 15. 9 B
R 0.09 0.54 13.2 1 . 000 700 0.50 0.2 0.0 13. 5 B
Intersection delay = 12.4 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
Input
EB WB NB SB
Cycle length, C 120.0 sec
Total actual green time for LT lane group, G (s) 80.0 65.0
Effective permitted green time for LT lane group, g(s) 65.0 65.0
Opposing effective green time, go (s) 65.0 80.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 2 2
Adjusted LT flow rate, VLT (veh/h) 150 11
Proportion of LT in LT lane group, PLT 1.000 1 .000
Proportion of LT in opposing flow, PLTo 0.00 0.00
Adjusted opposing flow rate, Vo (veh/h) 1344 1222
Lost time for LT lane group, tL 5.00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 5. 00 0 .37
Opposing lane util . factor, fLUo 1 .00 1.00 0. 95 0. 95_
Opposing flow, Volc=VoC/ [3600 (No) fLUo] (veh/ln/cyc) 23.58 21 .44
gf=G(exp(- a * (LTC ** b) ) ]-tl, gf<=g 0. 0 0.0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1 . 33 1 .33
Opposing Queue Ratio, qro=Max [1-Rpo (go/C) ,0] 0.28 0. 11
gq, (see Exhibit C16-4, 5, 6, 7, 8) 27 .52 0.00
gu=g-gq if gq>=gf, or = g-gf if gq<gf 37 . 48 65.00
n=Max (gq-gf) /2, 0) 13.76 0.00
PTHo=1-PLTo 1 .00 1 .00
PL*=PLT [1+ (N-1) g/ (gf+gu/EL1+4 . 24) ) 1 .00 1 .00
ELI (refer to Exhibit C16-3) 4 . 92 4 . 36
EL2=Max ( (1-Ptho**n) /Plto, 1 . 0)
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g- 0.06 0.06
gdiff=max (gq-gf, 0) 0.00 0.00
fm=[gf/g) + (gu/g) / [1+PL(EL1-1) ] , (min=fmin;max=1.00) 0.12 0.23
flt=fm=[gf/g] + (gu/g) / [1+PL(EL1-1) ] + (gdiff/g) / [1+PL(EL2-1) ] , (fmin<=fm<=1 .OO)
or flt= [fm+0. 91 (N-1) ] /N**
Left-turn adjustment, fLT 0. 662 0.261 0. 117 0.230
For special case of single-lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations.
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
Input
EB WB NB SB
Cycle length, C 120. 0 sec
Total actual green time for LT lane group, G (s) 30.0 30.0
Effective permitted green time for LT lane group, g (s) 30.0 30.0
Opposing effective green time, go (s) 30.0 30.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 1 1
Adjusted LT flow rate, VLT (veh/h) 44 17
Proportion of LT in LT lane group, PLT 0.800 0.436 0.000 0. 000
Proportion of LT in opposing flow, PLTo 0. 44 0.80
Adjusted opposing flow rate, Vo (veh/h) 39 55
,st time for LT lane group, tL 5. 00 5.00
,omputation
LT volume per cycle, LTC=VLTC/3600 1. 47 0.57
Opposing lane util . factor, fLUo 1. 00 1.00 0. 95 0. 95
Opposing flow, Volc=VoC/ [3600 (No) fLUo] (veh/ln/cyc) 1 .30 1.83
gf=G[exp(- a * (LTC ** b) ) ] -tl, gf<=g 5. 0 11.4
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1. 00 1 .00
Opposing Queue Ratio, qro=Max{1-Rpo(go/C) , 0] 0.75 0.75
gq, (see Exhibit C16-4, 5, 6, 7, 8) 0.00 0.78
gu=g-gq if gq>=gf, or = g-gf if gq<gf 24 . 96 18.56
n=Max (gq-gf) /2, 0) 0. 00 0.00
PTHo=1-PLTo 0.56 0.20
PL*=PLT[ 1+ (N-1)g/ (gf+gu/EL1+4 .2.4) ) 0. 80 0.44
EL1 (refer to Exhibit C16-3) 1 .43 1 .46
EL2=Max ( (1-Ptho**n) /Plto, 1 . 0) 1 .00 1 .00
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g _ 0. 12 0.10
gdiff=max (gq-gf, 0) 0.00 0.00
fm=[gf/g] + [gu/g) / [1+PL(EL1-1 ) ] , (min=fmin;max=1. 00) 0. 79 0.90
flt=fm=[gf/g) + [gu/g] / [1+PL(EL1-1) ]+ [gdiff/g) / [1+PL(EL2-1) ] , (fmin<=fm<=1.00)
or flt=[fm+0. 91 (N-1) ) /N**
Left-turn adjustment, fLT •
L0. 786 . 0.897
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when- gf>gq, see text.
_ SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET
Permitted Left Turns
ES WB NB SB
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Pedestrian flow rate, Vpedg (p/h)
OCCpedg
Opposing queue clearing green, gq (s)
Eff. ped. green consumed by opp. veh. queue, gq/gp
OCCpedu
Opposing flow rate, Vo (veh/h) B3
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion of left turns, PLT
Proportion of left turns using protected phase, PLTA
Left-turn adjustment, fLpb
Permitted Right Turns
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
iflicting bicycle volume, Vbic (bicycles/h)
,.edg
OCCpedg
Effective green, g (s)
Vbicg
OCCbicg
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion right-turns, PAT
Proportion right-turns using protected phase, PRTA
Right turn adjustment; fRpb
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SBLT
Cycle length, C 120.0 sec
Adj . LT vol from Vol Adjustment Worksheet, v 150
v/c ratio from Capacity Worksheet, X 0.54
Protected phase effective green interval, g (s) 15.0
Opposing queue effective green interval, gq 27.52
Unopposed green interval, gu 37.48
Red time r= (C-g-gq-gu) 40.0
Arrival rate, qa=v/ (3600 (max (x, 1 .0) ) ) 0. 04
Protected ph. departure rate, Sp=s/3600 0.401
Permitted ph. departure rate, Ss=s (gq+gu) / (gu*3600) 0.09
XPerm 0.84
XProt 0.38
Case 1
Queue at beginning of green arrow, Qa 1 .67
Queue at beginning of unsaturated green, Qu 1 . 15
Residual queue, Qr 0.00
Uniform Delay, dl 13. 6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 12 . 4 sec/veh Intersection LOS B
BACK OF QUEUE WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup I LT R I LTR IL T R IL T R
Init Queue I 0.0 0.0 I 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I
Flow Rate I 55 122 I 39 1150 643 22 Ill 707 61 I
...co I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900 I
J. Lanes 10 1 1 10 1 0 11 2 1 11 2 1 I
SL I 1244 1292 I 1639 1415 1900 1615 1436 1900 1292 I
LnCapacity I 311 538 I 410 1277 1266 1077 1236 1028 700 I
Flow Ratio I 0. 04 0.09 I 0.02 10. 36 0.34 0.01 10. 03 0.37 0.05 I
v/c Ratio I 0. 18 0.23 I 0. 10 10. 54 0.51 0.02 10. 05 0. 69 0.09
Grn Ratio I 0.25 0.42 I 0.25 10. 67 0. 67 0.67 10.54 0.54 0.54
I Factor I 1.000 I 1. 000 I 1 .000 I 1 .000 I
AT or PVG I 3 3 I 3 13 4 3 13 4- 3 I
Pltn Ratio I 1.00 1 .00 I 1 .00 11.00 1 .33 1. 00 11.00 1. 33 1 .00 I
PF2 I 1 .00 1 .00 I 1.00 11.00 0. 40 1 .00 11.00 0.76 1 .00 I
01 I 1.4 2 . 6 I 1 .0 11 .8 4 . 3 0.2 10.2 13. 0 1.0 I
kB I 0. 6 0. 9 1 0.7 10. 6 1 .6 1 .5 10.5 1 . 4 1. 1 I
Q2 I 0. 1 0 . 3 I 0. 1 10. 6 1 .7 0.0 10. 0 2 . 9 0. 1 I
Q Average I 1 .6 2 . 9 i 1.1 12. 4 6.0 0. 3 10.2 15. 9 1. 1 I
Q Spacing I 25. 0 25.0 I 25.0 125.0 25.0 25.0 125.0 25.0 25.0 I
Q Storage I 0 0 I 0 10 0 0 10 0 0
Q S Ratio I I 1 1 I
70th Percentile Output:
fB% I 1 . 3 1 . 3 I 1 . 3 11 . 3 1 .2 1 . 3 11 .3 1 .2 1 . 3 I
BOQ I 2.0 3. 6 I 1.4 13. 1 7. 4 0. 4 10. 3 19.2 1 . 4 I
QSRatio I I I 1 I
85th Percentile Output:
fB% I 1. 6 1 . 6 I 1 . 6 11 . 6 1 . 5 1 .7 11 .7 1 . 4 1. 6 I
BOQ I 2 . 5 4 . 5 I 1. 8 13. 9 9.0 0. 5 10. 3 22 .5 1 . 8 I
4SRatio I I I 1 I
7th Percentile Output :
_B% 1 1.9 1 .8 I 1 . 9 11 . 8 1 .7 2 . 0 12.0 1 . 5 1 . 9 I
BOQ I 2. 9 5. 1 I 2 . 1 14 . 4 9.9 0. 5 10. 4 24. 2 2.1 I
QSRatio' I I 1 I I
95th Percentile Output :
fB% I 2.3 2 . 2 I 2. 4 12 .2 1 .9 2 . 5 12. 6 1 . 6 2 .4 I
BOQ I 3.7 6. 2 I 2. 6 15. 4 11. 4 0. 7 10. 5 26.1 2. 6 I
QSRatio I I - I I I
98th Percentile Output :
fB% I 2.8 2 . 5 I 2. 9 12. 6 2 .2 3 . 1 13. 1 1 . 8 2. 9 I
BOQ I 4 . 4 7 . 3 I 3. 1 16. 4 12. 9 0. 9 10. 6 28 . 1 3. 1 I
QSRatio I I I I I
ERROR MESSAGES
No errors to report.
• HCS2000: Signalized Intersections Release 4 .1d
Analyst: GC Inter. : CR 6 - US 85
Agency: Area Type: All other areas
Date: 10/1/2004 Jurisd:
Period: AM S PM Year : EX LT OT
Project ID:
E/W St: CR 6 N/S St: US 85
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound I
I L T R I L I R I L T R I L T R I
I 1 I I I
No. Lanes I 0 1 1I0 0 1 0 1 1 2 1 1 1 2 1 1
LGConfig I LT R I LTR 1 L T R I L T R 1
Volume 165 20 145 135 15 15 1165 2200 45 115 1345 35 I
Lane Width I 12.0 12.0 I 12 .0 112 .0 12 . 0 12.0 112 .0 12.0 12. 0 I
RTOR Vol I 50 I 0 I 0 1 0 I
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P 1 Thru P P.
Right P I Right P P
Peds I Peds
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green - 30.0 15. 0 65.0
Yellow 3. 0 0.0 3.0
All Red 2.0 0.0 2.0
Cycle Length: 120.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LT 298 1193 0. 32 0.25 39.4 D 30.7 C
R 538 1292 0. 20 0. 42 23 .1 C
Westbound
LTR 380 1519 0. 19 0. 25 36. 6 D 36. 6 D
Northbound
L 248 1444 0. 74 0. 67 45.9 D
T 2407 3610 1 . 02 0. 67 29. 9 C 30. 6 C
R 1077 1615 0.05 0. 67 7 . 0 A
Southbound
L 63 117 0.27 0. 54 25. 0 C
T 1955 3610 0. 76 0. 54 17 . 9 B 17 . 9 B
R 700 1292 0.06 0. 54 13.1 B
Intersection Delay = 26. 3 (sec/veh) Intersection LOS = C
. HCS2000: Signalized Intersections Release 4 . 1d
^
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
Analyst: GC
Agency/Co. :
Date Performed: 10/1/2004
Analysis Time Period: AM S PM
Intersection: CR 6 - US 85
Area Type: All other areas
Jurisdiction:
Analysis Year: EX LT TOT
Project ID:
East/West Street North/South Street
CR 6 US 85
VOLUME DATA
I Eastbound I Westbound 1 Northbound I Southbound 1
I L T R I L T R I L T R I L T R I
1 I I 1
Volume 165 20 145 135 15 15 1165 2200 45 115 1345 35 1
^'-- Heavy Vehl25 0 25 10 0 0 125 0 0 10 0 25 I
.F 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 I
PK 15 Vol 118 6 40 110 4 4 146 611 13 14 374 10 I
Hi Ln Vol I I I 1
% Grade I 0 I 0 1 0 1 0
Ideal Sat I 1900 1900 I 1900 11900 1900 1900 11900 1900 1900 I
ParkExist I I I I I
NumPark I I I I I
No. Lanes I 0 1 1 I 0 1 0 1 1 2 1 I 1 2 1 I
LGConfig I LT R I LTR 1 L T R I L T R I
, Lane Width I 12.0 12 .0 I 12.0 112 .0 12 .0 12.0 112.0 12.0 12. 0 I
RTOR Vol I 50 I 0 1 0 1 0
Adj Flow I 94 106 I 73 1183 2444 50 117 1494 39 I
%InSharedLnI I I I I
Prop LTs 1 0.766 I 0.534 ( 1 .000 0. 000 11 .000 0.000 I
Prop RTs I 0.000 1 . 000 I 0. 233 1 0.000 1 . 000 1 0.000 1. 000 I
Peds Bikes ! 0 I 0 I 0 1 0 I
Buses 1 0 0 I 0 10 0 0
10 0 0
%InProtPhase I 1 0. 0 1 I
Duration 0.25 Area Type : All other areas
OPERATING PARAMETERS
I Eastbound I Westbound I Northbound I Southbound I
I L T R I L T R I L T R I L T R I
1 I 1 I I
it Unmet I 0. 0 0. 0 I 0. 0 10. 0 0. 0 0.0 10.0 0.0 0.0 I
._-riv_ Type) 3 3 I 3 13 4 3 13 4 3
Unit Ext. I 3.0 3. 0 I 3. 0 13.0 3. 0 3.0 13.0 3.0 3.0 I
I Factor I 1 .000 I 1 .000 I 1. 000 I 1.000 I
Lost Time I 2.0 2 .0 I 2.0 12.0 2.0 2.0 12 .0 2.0 2.0 I
Ext of g I 2.0 2 . 0 1 2.0 12.0 2 . 0 2.0 12 .0 2.0 2.0 I
Ped Ming 1 ' 3.2 1 3.2 I 3.2 I 3.2 I
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P I NB Left P P
Thru P I Thru P P
Right P I Right P P
Peds I Peds
WB Left P I SB Left P
Thru P I Thru P
Right P I Right P
Peds I Peds
NB Right I EB Right P
SB Right I WB Right
Green 30.0 15.0 65.0
Yellow 3.0 0.0 3. 0
All Red 2. 0 0. 0 2.0
Cycle Length: 120.0 secs
VOLUME ADJUSTMENT AND SATURATION FLOW WORKSHEET
Volume Adjustment
I Eastbound I Westbound I Northbound I Southbound I
1 L T R I L T R 1 L T R IL -T R I
I I I I I
Volume, 'V 165 20 145 135 15 15 1165 2200 45 115 1345 35 I
PHF 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90 10. 90 0. 90 0. 90
Adj flow 172 22 106 139 17 17 1183 2444 50 117 1494 39 I
No. Lanes I 0 1 1 I 0 1 0 I 1 2 1 I 1 2 1 I
Lane group 1 LT R I "LTR I L T R I L T R I
Adj flow - I 94 106 1 73 1183 2444 50 117 1494 39 I
Prop LTs I 0. 766 I 0.534 11 . 000 0. 000 11 .000 0.000
Prop RTs I 0.000 1 . 000 I 0.233 I 0. 000 1 .000 I 0. 000 1 .000 I
Saturation Flow Rate (see Exhibit 16-7 to determine the adjustment factors)
Eastbound Westbound Northbound Southbound
LG LT R LTR L T R L T R
So 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lanes 0 1 1 0 1 0 1 2 1 1 2 1
fW 1 .000 1 .000 1 .000 1 .000 1 . 000 1 .000 1 .000 1 .000 1 . 000
fHV 0. 839 0. 800 1 . 000 0. 800 1 .000 1 .000 1 . 000 1 .000 0.800
fG 1 . 000 1 . 000 1 .000 1 . 000 1 . 000 1 .000 1 .000 1 .000 1 .000
fP 1 . 000 1 .000 1 . 000 1 . 000 1 .000 1 .000 1 .000 1 .000 1 .000
fBB 1 .000 1 . 000 1 .000 1 . 000 1 .000 1 .000 1 .000 1 .000 1 . 000
fA 1 .00 1 . 00 1 . 00 1 . 00 1 . 00 1 .00 1 . 00 1 .00 1 . 00
fLU 1 .00 1 .00 1 .00 1 . 00 0. 95 1 .00 1 .00 0.95 1 . 00
fRT 1 .000 0. 850 0. 969 1 .000 0.850 1 .000 0. 850
fLT 0. 748 0.825 0 . 950 1 .000 0 .062 1 .000
Sec. 0. 081 --.)
fLpb 1 . 000 1 .000 1 .000 1 . 000 1 .000 1 .000
fRpb 1 .000 1 . 000 1. 000 1 .000 1 .000 1 .000 1 .000
S 1193 1292 1519 1444 3610 1615 117 3610 1292
Sec. 123
CAPACITY AND LOS WORKSHEET_
Capacity Analysis and Lane Group Capacity
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
..astbound
Prot
Perm
Left
•
Prot
Perm
Thru LT 94 1193 # 0.08 0.25 298 0.32
Right R 106 1292 0.08 0.42 538 0.20
Westbound
Prot
Perm
Left
Prot
Perm
Thru LTR 73 1519 0.05 0.25 380 0.19
Right
Northbound
Prot 181 1444 0. 13 0. 125 181 1 .00
Perm 2 123 0.02 0.542 67 0.03
Left L 183 0. 67 248 0.74
Prot
Perm
Thru T 2444 3610 # 0.67 - 0. 67 2407 1 .02
Right R 50 1615 0.03 0. 67 1077 0.05
"Tuthbound Prot
Perm
Left L 17 117 0. 15 0. 54 63 0.27
Prot
Perm
Thru T 1494 3610 0. 41 0.54 1955 0. 76
Right R 39 1292 0.03 0. 54 700 0.06
Sum of flow ratios for critical lane groups, Yc = Sum (v/s) = 0.75
Total lost time per cycle, L = 10.00 sec
Critical flow rate to capacity ratio, Xc = (Yc) (C) / (C-L) = 0.81
Control Delay and LOS Determination .
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane _ Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LT 0. 32 0.25 36.6 1 . 000 298 0. 50 2.8 0.0 39. 4 D 30.7 C
R 0.20 0. 42 22 .2 1 .000 538 0. 50 0.8 0.0 23. 1 C
Westbound
LTR 0. 19 0. 25 35. 5 1 . 000 380 0. 50 1 . 1 0.0 36. 6 D 36. 6 D
rthbound
0.74 0. 67 28.2 1 . 000 248 0. 50 17.8 0.0 45. 9 D
T 1 .02 0. 67 20.0 0. 383 2407 0. 50 22 .3 0.0 29. 9 C 30. 6 C
R 0 .05 0. 67 6. 9 1 .000 1077 0. 50 0. 1 0.0 7.0 A
Southbound
L 0.27 0. 54 14 . 8 1 .000 63 0.50 10,.2 0.0 25. 0 C
T 0.76 0. 54 21 .5 0. 697 1955 0. 50 2. 9 0.0 17.9 B 17.9 B
R 0.06 0. 54 13.0 1 . 000 700 0. 50 0.2 0.0 13. 1 B
Intersection delay = 26.3 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
Input
EB WB NB SB
Cycle length, C 120.0 sec
Total actual green time for LT lane group, G (s) 80.0 65 .0
Effective permitted green time for LT lane group, g (s) 65.0 65.0
Opposing effective green time, go (s) 65 .0 80.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 2 2
Adjusted LT flow rate, VLT (veh/h) 183 17
Proportion of LT in LT lane group, PLT 1 .000 1 .000
Proportion of LT in opposing flow, PLTo 0.00 0.00
Adjusted opposing flow rate, Vo (veh/h) 1494 2444
Lost time for LT lane group, tL 5.00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 6.10 0.57
Opposing lane util . factor, fLUo 1 .00 1 .00 0. 95 0. 95
Opposing flow, Volc=VoC/ [3600 (No) fLUo] (veh/ln/cyc) 26.21 42.88
gf=G[exp(- a * (LTC ** b) ) ] -tl, gf<=g 0.0 0.0
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1.33 1 . 33
Opposing Queue Ratio, qro=Max [1-Rpo(go/C) , 0] 0.28 0. 11
gq, (see Exhibit C16-4, 5, 6, 7, 8) 34 .87 61 .00
gu=g-gq if gq>=gf, or = g-gf if gq<gf 30. 13 4 .00
n=Max (gq-gf) /2, 0) 17 .44 30.50
PTHo=1-PLTo 1 . 00 1 .00
PL*=PLT[ 1+ (N-1)g/ (gf+gu/EL1+4 . 24) ] 1 .00 1 .00
EL1 (refer to Exhibit C16-3) 5.73 15.32
EL2=Max ( (1-Ptho**n) /Plto, 1 . 0)
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g- 0.06 0.06
gdiff=max (gq-gf, 0) 0.00 0.00
fm= [gf/g] + (gu/g] / [1+PL(EL1-1) ] , (min=fmin;max=1 .00) 0.08 0.06
flt=fm= [gf/g] + (gu/g] / [1+PL(EL1-1) ] + (gdiff/g] / [1+PL(EL2-1) 1 , (fmin<=fm<=1 .00)
' or flt=[fm+0.91 (N-1) ] /N**
Left-turn adjustment, fLT 0. 662 0.261 0.081 0.062
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations.
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
Input
EB WB NB SB
Cycle length, C 120. 0 sec �)
Total actual green time for LT lane group, G (s) 30. 0 30.0
Effective permitted green time for LT lane group, g (s) 30. 0 30.0
Opposing effective green time, go (s) 30.0 30.0
Number of lanes in LT lane group, N 1 1
Number of lanes in opposing approach, No 1 1
Adjusted LT flow rate, VLT (veh/h) 72 39
Proportion of LT in LT lane group, PLT 0.766 0.534 0.000 0. 000
Proportion of LT in opposing flow, PLTo 0. 53 0.77
-.adjusted opposing flow rate, Vo (veh/h) 73 94
,st time for LT lane group, tL 5.00 5.00
Computation
LT volume per cycle, LTC=VLTC/3600 2.40 1 .30
Opposing lane util . factor, fLUo 1 .00 1 .00 0. 95 0. 95
Opposing flow, Volc=VoC/ (3600 (No) fLUo] (veh/ln/cyc) 2. 43 3. 13
gf=Glexp(- a * (LTC ** b) ) ) -tl, gf<=g 1 .8 5. 9
Opposing platoon ratio, Rpo (refer Exhibit 16-11) 1 .00 1 .00
Opposing Queue Ratio, qro=Max (1-Rpo (go/C) , 0) 0.75 0.75
gq, (see Exhibit C16-4, 5, 6, 7, 8) 2. 17 3.70
gu=g-gq if gq>=gf, or = g-gf if gq<gf 27 .83 24. 12
n=Max(gq-gf) /2, 0) 0.21 0.00
PTHo=1-PLTo 0. 47 0.23
PL*=PLT[1+ (N-1) g/ (gf+gu/EL1+4 . 24) ] 0.77 0.53
EL1 (refer to Exhibit C16-3) 1.49 1 .52
EL2=Max( (1-Ptho**n) /Plto, 1.0) 1 :00 1.00
fmin=2 (1+PL) /g or fmin=2 (1+P1) /g 0. 12 0.10
gdiff=max (gq-gf, 0) 0. 42 0.00
fm= [gf/g) + (gu/g) / (1+PL(EL1-1) ) , (min=fmin;max=1 .00) 0.75 0.83
fit=fm= [gf/g] + [gu/g] / [1+PL(EL1-1) ]+ (gdiff/g) / (1+PL(EL2-1) ] , (fmin<=fm<=1 .00)
or flt=(fm+0. 91 (N-1) ] /N**
Left-turn adjustment, fLT 0.748 0.825
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with .N>l, then assume de-facto
left-turn lane and redo .calculations.
F For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PEDESTRIAN-BICYCLE EFFECTS WORKSHEET
Permitted Left Turns
EB WB NB SB
Effective pedestrian green time, gp (s)
Conflicting pedestrian volume, Vped (p/h)
Pedestrian flow rate, Vpedg (p/h)
OCCpedg
Opposing queue clearing green, gq (s)
Eff. ped. green consumed by opp. veh. queue, gq/gp
OCCpedu
Opposing flow rate, Vo (veh/h) 83
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion of left turns, PLT
Proportion of left turns using protected phase, PLTA
Left-turn adjustment, fLpb
Permitted Right Turns
Effective pedestrian green time, gp (s)
,inflicting pedestrian volume, Vped (p/h)
nflicting bicycle volume, Vbic (bicycles/h)
Vpedg
OCCpedg
Effective green, g (s)
Vbicg
OCCbicg
OCCr
Number of cross-street receiving lanes, Nrec
Number of turning lanes, Nturn
ApbT
Proportion right-turns, PRT
Proportion right-turns using protected phase, PRTA
Right turn adjustment, fRpb
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
- EBLT WBLT NBLT SBLT
Cycle length, C 120.0 sec
Adj . LT vol from Vol Adjustment Worksheet, V 183
v/c ratio from Capacity Worksheet, X 0.74
Protected phase effective green interval, g (s) 15.0
Opposing queue effective green interval, gq 34 . 87
Unopposed green interval, gu 30.13
Red time r=(C-g-gq-gu) 40.0
Arrival rate, qa=v/ (3600 (max[X, 1. 0] ) ) 0.05
Protected ph. departure rate, Sp=s/3600 0. 401
Permitted ph. departure rate, Ss=s (gq+gu) / (gu*3600) 0.07
XPerm 1 . 49
XProt 0. 46
Case 3
Queue at beginning of green arrow, Qa 3. 12
Queue at beginning of unsaturated green, Qu 1 . 77
Residual queue, Qr 1 .08
Uniform Delay, dl 28 . 2
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur . Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound -
Northbound
Southbound
Intersection Delay 26. 3 sec/veh Intersection LOS C
BACK OF QUEUE WORKSHEET
Eastbound Westbound Northbound Southbound
LaneGroup I , LT R LTR 1I, T R IL T R
Init Queue 1 0.0 0.0 0:0 • 10.0 0. 0 0.0 10.0 0.0 0.0 I
Flow Rate 1 94 106 73 1183 1286 50 117 786 39
So 1 1900 1900 1900 11900 1900 1900 11900 1900 1900 I
,,..:;$.o.Lanes 1 0 1 1 0 1 0 11 2 1 11 2 1 I
I 1193 1292 1519 1371 1900 1615 $ 117 1900 1292 I
LnCapacity I 298 538 380 1248 1266 1077 163 1028 700 1
Flow Ratio I 0. 08 0.08 0.05 10. 49 0. 68 0.03 10. 15 0.41 0.03 I
v/c Ratio I 0.32 0.20 0. 19 10. 74 1 . 02 0.05 10.27 0.76 0.06 I
Grn Ratio I 0.25 0.42 0.25 10. 67 0. 67 0: 67 10. 54 0.54 0.54 I
I Factor I 1 .000 1 .000 1 1 . 000 1 1 .000 I
AT or PVG I 3 3 3 13 4 3 13 4 3 I
Pltn Ratio I 1.00 1.00 1 .00 11.00 1 . 33 1 .00 11 .00 1.33 1.00 I
PF2 I 1 .00 1 .00 1.00 11.00 1 . 00 1 .00 11.00 0.79 1.00
Q1 I 2.6 2.2 1.9 12.2 42 . 9 0. 6 10.3 16.2 0.6 I
kB I 0.6 0. 9 0.7 10.5 1 . 6 1 . 5 10.2 1 .4 1 .1 I
Q2 I 0.3 0.2 0.2 11.3 17 . 6 0. 1 10. 1 4 .1 0.1 I
Q Average I 2.8 2 .5 2 .1 13. 5 60. 4 0. 6 10.4 20.3 0.7 1
Q Spacing I 25.0 25.0 25.0 125 .0 25.0 25.0 125. 0 25.0 25.0
Q Storage I 0 0 0 10 0 0 10 0 0 I
Q S Ratio I 1 1 I
70th Percentile Output :
fB% I 1 . 3 1.3 1 .3 11.2 1 .2 1. 3 11.3 1 .2 1.3 I
BOQ I 3.5 3. 1 2 . 6 14 . 4 72. 5 0.8 10.5 24 . 4 0. 9 I
QSRatio I 1 1
85th Percentile Output :
fB% I 1. 6 1 . 6 1.6 11 . 5 1 . 4 1 . 7 11 .7 1 . 4 1 .7
BOQ I 4 . 4 3. 9 3 .3 15. 4 84 . 6 1 . 1 10. 6 28 . 6 1 .1 I
QSRatio I 1 1 I
90th Percentile Output:
^t% 1 . 8 1 . 8 1 .8 11 .7 1 . 5 1 . 9 12.0 1 .5 1. 9 I
JQ I 5. 0 4 .5 3. 8 16. 1 90. 7 1. 3 10.7 30.7 1 .3 I
QSRatio I 1 1 I
95th Percentile Output :
fB% I 2 .2 2 . 2 2 .3 12. 1 1 . 6 2.5 12. 5 1 . 6 2 . 5 I
BOQ I 6. 1 5. 5 4 .7 17 . 4 96. 7 1 . 6 11 .0 32. 9 1 .7 I
QSRatio I I I I
98th Percentile Output:
fB% 1 2. 6 2. 6 2 .7 12 . 4 1 .7 3 . 0 13. 1 1 .7 3.0 I
BOQ I 7 . 2 6. 5 5 . 6 18. 6 103 1 . 9 11 .2 35. 1 2 .0
, QSRatio 1 1 1 I
ERROR MESSAGES
No errors to report.
r^
' MCT PMM 12-11-04.xls
Outs by PowerMax - Listed by Store
DO NOT CHANGE-WILL AUTOMATICALLY UPDATE
Week Ending 12/11/04
'a"l ta .,x,, Aazs ,rot Total Outs Terr.4 1 18,743 Terr.4 Total Stores 181
Total Outs PMX 773 4,303 Total Outs PMX 787 9,873 Total Outs PMX 791 4,567
A��y�q 4 t /-`.v��u : r� ): y,q5 r�fa 5 c" i� .i l.�:z�Y 0 f46 .4\1EfIfz-f.lx_�.s es/.E::s;;I:4.v 4s41,..;.v.
,i1z_: _ .`rr..•. u S ' ,hk Y�cccw.�x.'bvro:.:.�3_^.mc;^va�i3 .v. ..
meow 0.by store ar1Weekly PIO( 117 Average Ott bystorew/1 Wee*PMX 100 Average gutsby store wit WeeklyPMX 84
Average Outs by store w/2 Weekly PMX 129 Average Outs by store a/2 Weekly PtAX 97 Average Outs by store w/2 Weekly Pta 91
Total II of Stores for PMX 773 36 Total II of Stores for PMX 787 94 Total fi of Stores for PMX 791 51
PMX 773 Hazleton PMX 787 Las Vegas PMX 791 McCalla
Dstit Store X Count Date N of Outs Dst# Store 1f Count Date it of Outs Dst6 Store It Count Date It of Outs
5 24 12/8 136 28 199 12/6 52 27 31 12/1 175
5 25 12/10 131 28 276 12/9 97 27 407 12/1 82
5 182 12/10 127 28 416 12/9 121 27 409 12/1 42
5 220 12/10 132 28 420 12/9 82 27 429 12/1 89
5 248 12/9 99 28 448 11/18 48 27 459 12/1 41
5 294 12110 143 28 471 12/9 101 27 460 12/1 92
5 305 12/10 125 28 508 12/9 80 27 472 12/1 85 _
5 465 12/6 51 28 683 12/8 65 27 529 12/1 81
5 466 12/10 155 28 686 12/9 104 27 564 12/1 79
5 516 12/10 135 28 917 12/9 100 27 591 12/1 112
5 527 12/10 125 28 1054 12/9 75 27 621 12/1 62
5 723 12/10 102 28 1192 12/9 130 27 632 12/1 66 .-�
5 794 12/6 275 28 1228 12/9 113 27 668 12/1 75
5 _1027 12/10 50 35 152 11/30 85 27 727 12/1 111
5 1119 12/10 127 35 242 12/4 97 27 890 12/1 82
5 1120 12/9 108 35 360 12/5 65 27 924 12/1 83
31 23 12/10 130 35 412 11/30 72 27 1061 12/1 105
31 32 12/10 162 35 431 12/6 84 27 1179 12/1 169
31 41 12/10 210 35 669 12/4 61 27 1264 12/1 102
31 262 12/10 131 35 808 11/14 75 35 492 12/4 81
31 462 DNR DNR 35 814 11/30 79 35 620 12/2 87
31 604 12/10 140 35 960 11/30 62 37 253 12/7 93
31 657 10/10 94 35 1062 12/5 92 37 273 12/8 64
31 757 12/10 80 35 1103 12/6 75 37 364 12/8 61
31 766 12/10 143 35 1167 11/30 54 37 438 12/7 48
31 1102 12/10 85 37 833 12/8 99 37 543 1219 62
31 1220 10/10 103 52 265 10/11 119 37 656 12/10 26
31 1227 12/7 135 57 332 12/2 314 37 726 12/8 103
76 106 12/8 134 57 375 12/1 119 37 797 12/10 81
76 810 12/8 128 57 430 11/30 152 37 806 12/7 65
76 850 12/8 98 57 499 12/1 148 37 817 12/7 84
76 948 12/8 120 57 629 DNR DNR 37 877 12/7 73
76 982 12/8 97 57 643 12/3 113 37 878 12/9 63
76 1086 12/8 112 57 667 12/1 190 52 75 10/11 219
76 1095 12/8 115 57 684 11/30 98 37 219 12/6 98
76 1152 12/8 65 57 843 12/1 124 52 223 10/11 86
Total Outs PMX 773 4,303 57 1016 12/2 139 52 264 10/11 169
57 1055 12/2 102 52 292 10/11 90 ----,`t
57 1090 12/2 96 37 436 12/8 102
Page 1 of 3
MCT PMM 12-11-04.x1s
,,,�. ` . s 1,2-} 'tee Lji Total Outs Terr.4 ( 18,7431 Terr.4 Total Stores 181
Total Outs PMX 773 4,303 Total Outs PMX 787 9,873 Total Outs PMX 791 4,567
* y,,34Y�7�'}9 1' .. #` at® 9:"t:# -k '9 s4�,5s i aZ•.N1. 0 t�.an-,� X`:F
Average Outs by store w,Woolly PWt 117 Average Outs by store wsw MAX100 •reer 1W�..a_._sf .<84
.„
Weekly �verege0elsbyatorewlweeMyPMx BY":.
Awage Outs by store w 2Weeey PMX 129 A•erege Otss by stew 2 Weekly MAX 97 Nonage 01115 by sane rd 2 weekly MAX 91
Total#of Stores for PMX 773 36 Total#of Stores for PMX 787 94 Total#of Stores for PMX 791 51
PMX 773 Hazleton PMX 787 Las Vegas PMX 791 McCalla
Dst# Store# Count Date #of Outs Dst# Store# Count Date #of Outs Dst# Store# Count Date #of Outs
57 1235 12/1 230 52 441 10/11 128
70 217 12/10 65 52 442 10/11 155
70 243 12/6 60 52 490 10/11 r✓a
70 269 12/10 62 52 571 10/11 120
70 274 12/10 78 - 52 913 10/11 65
70 373 12/10 97 52 925 10/11 200
70 422 12/10 125 52 933 10/11 56
70 638 12/10 75 52 1088 10/11 119
70 736 12/10 85 52 1115 10/11 146
70 774 12/10 101 52 1233 10/11 94
70 778 12/10 77 81 826 11/19 - 80 -
70 837 12/10 43 Total Outs PMX 791 4,567
70 901 12/10 82
70 1156 12/10 81
rt", 73 291 11/29 209
73 377 11/29 115
73 385 11/29 69
73 405 11/29 83
73 406 11/29 156
73 408 11/29 106
73 439 11/29 89
73 478 11/29 70
73 539 11/29 103
73 758 11/29 76
73 772 11/29 371
' 73 807 11/29 51
73 855 11/29 76
73 1077 11/29 89
73 1111 11/29 68
73 1234 11/29 86
75 487 11/22 162
75 521 12/1 256
75 677 12/2 143
75 749 11/20 104
75 971 12/1 219
75 976 11/29 103
75 978 11/17 " 92
75 1026 11/19 51
76 120 12/7 121
76 511 12/7 250
r"` 76 777 12/8 98
81 221 11/21 126
(Total Outs PMX 773 4,303 61 403 11/22 114
swage Outs Hazetn 122.94 81 414 11/19 73 ITotal Outs PMX 791 4,567 I
Page 2 of 3
MCT PMM 12-11-04.xls
°I` afg1't' Total Outs Tarr.4 118,743) Terr.4 Total Stores ' 181 I
Total Outs PMX 773 4,303 Total Outs PMX 787 9,873 Total Outs PMX 791 4,567
ty, wL '.r. ? 4 `.r i`'•-,• t. � Js �xt.;:nc�i .zr J,..F�:a?d.."` .....s. S-F.. ,,
Average Outs by stare w/1 weekly PMX 117 Average PsM stare td 1 weekly PM 100 Average Ot s blame d1 weedy Pka 84
Average outs by stare w2 Weeky MAX 129 Average Outs by stare wz Weary PM 97 Average Ounq stove vd2 weedy MAX 91
Total#of Stores for PMX 773 36 Total N of Stores for PMX 787 94 Total It of Stores for PMX 791 51
PMX 773 Hazleton PMX 787 Las Vegas PMX 791 McCalla
DstI Store M Count Date Mot Outs Dst# Store M Count Date M of Outs Dst# Store M Count Date M of Outs
81 415 11/19 107 verage Ours McCala 95.15
81 423 11/16 89
81 437 11/22 72
81 592 11/11 159
81 675 11/20 151
et 695 11/12 106
81 809 11/17 90
81 940 11/17 89
81 1046 11/18 102
81 1184 11/21 110
81 1215 11/21 77
Total Outs PMX 787 9,873
Total Outs PMX 773 4,303 Total Outs PMX 787 9,873
Average Pas Hazeson 122.94 Average outs tas Vegas 108.49 Total Outs PMX 791 4,567
Average Pas McCala 95.15
Page 3 of 3
•
Store 0686
9
This message was sent with High importance
From: Ziegler,Ken Sent:Sat 12/11/2004 12:31 PM
^ DL-District 28
Subject: FW:Holiday Markdowns
Attachments:
Lets get them done.
Ken Ziegler
District 28 Manager
Mountain Central Territory
VM 17716
•
Cell 303-641-5663
Original Message
From: McKinley, Stephen
Sent: Saturday, December 11, 2004 10:40 AM
To: Ziegler, Ken; Ahrendsen,Tim; Bronstein, David; Flores, Frank; Grimes, James "Mike"; Hanlon, Paul; Helgesen,Ted;
HJbee, Hal; Kruse, Stevan; May, Turn; Orozco, George; Parsons, Carrie; Pollard, Roland; Ratcliff, Sean; Ripley, Rene;
'enbaum, Marco; Teitelbaum, David; Vandercook, Robert; Young, Christopher
Thienes, Mark -
Subject: FW: Holiday Markdowns
Importance: High
Team,
Please execute the markdowns on the Holiday Product and the chairs ASAP. This is a great opportunity to capture some
incremental sales over the weekend.
Holiday Specials Save 25%
12/10/O4 07:31:04 PM EST
In order to help maximize sales for key holiday items,price reductions are being made on select Holiday items.
• Price reductions will be downloaded on select Holiday items effective Saturday 12-11-04 through Friday 12-24-04-
^ O The included chair price reductions are only effective to one week from 12/11/04 through 12/16/04.
r Markdown Signs and a Flyer supporting these markdowns have been posted to @ Max Retail>Weekly Ad Support>Holiday Markdown Signs and Holiday
Markdown Flyer.
• The signs will need to be produced in color at CopyMax then seperated and posted according to the attached instructions.
• If you have any questions call Doug Harlan Ext.16291.
Hello