Traffic Impact Analysis~~~ HEATH & ASSOCIATES, INC. Transportation and Civil Engineering
BENUM-COYNE PLAT
RESIDENTIAL SUBDIVISION
TRAFFIC IlVIPACT ANALYSIS
YELM, WA
Prepared for: Benum -Coyne
C/o Benum Enterprises
P.O. Box 73130
Puyallup, WA 98373
OCTOBER 2002
2214 Tacoma Road • Puyallup, WA 98371 • (253) 770-1401 • Fax (253) 770-1473
BENUM-COYNE PLAT
RESIDENTIAL SUBDNISION
TRAFFIC IlVIPACT ANALYSIS
TABLE OF CONTENTS
I. Introduction .................................................................................................................3
II. Project Description ......................................................................................................3
III. Existing Conditions .....................................................................................................3
N. Forecasted Traffic Demand .........................................................................................9
V. Conclusions and Mitigation ......................................................................................16
Appendix
LIST OF TABLES
1. Existing Level of Service ............................................................................................9
2. Trip Generation .........................................................................................................10
3. Future Level of Service .............................................................................................12
LIST OFFIGURES
1. Vicinity Map and Roadway System ............................................................................4
2. Site Plan ......................................................................................................................5
3. Existing Peak Hour Volumes ......................................................................................7
4. Trip Distribution and Assignment ............................................................................11
5. Pipeline Traffic .........................................................................................................13
6. 2006 Peak Hour Volumes Without Froject ...............................................................14
7. 2006 Peak Hour Volumes With Project ....................................................................15
2
BENUNI-COYNE PLAT
RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS
L INTRODUCTION
This study serves to investigate traffic impacts related to the proposed Benum-Coyne Plat
subdivision. The main goals of this study focus on the assessment of existing traffic
conditions and intersection congestion, forecasts of newly generated project traffic, and
estimations of future intersection delay. The first task includes the collection of general
roadway information, road improvement information, entering sight distance data, and
peak hour traffic counts. Next, a detailed level of service analysis of the existing volumes
is made to determine the present degree of intersection congestion. Forecasts of future
traffic and dispersion patterns on the street system are then determined using established
trip generation and distribution techniques. Following this forecast, the future service
levels for the key intersections are investigated. As a final step, appropriate conclusions
and possible off-site mitigation measures are defined.
II. PROJECT DESCRIPTION
The proposed project is a residential subdivision comprised of 108 individual housing
lots. The site is located in the northeast quadrant of Yelm with Wilkenson Road along its
west border. The triangular shaped property is bordered on the southerly side by the
Burlington Northern Railroad and the Centralia Power Canal on the north. Primary
access to site will be via two accesses to Wilkerson Road. Other roads serving the site
include Canal Road and N.P. Road. Based on management projections, occupation of
this development is anticipated by 2005/2006. Figure 1 on the following page shows the
general site location and serving roadways while the overall lot configuration and internal
roadway is shown in Figure 2.
III. EXISTING CONDTIIONS
A. Surrounding Roadway System
Roadways serving the proposed site range from two lane major arterials to two-lane
collector roads which vary in width, terrain, and posted speeds. These roadways vary in
their overall function as part of the general network. The key streets near the site are
described on page 6.
BENUM-COYNE PIAT
HEATH & ASSOCIATES, INC VICINITY MAP t ROADWAY SYSTEM
Transportation and Civil Engineering
FIGURE I
N
PRELIMINARY SITE PLAN
BENUM AND COYNE PROPERTY
A PART OF THE SWl4 SECTION 17, T17N, R2E, W.M.
CRY OF YELM, THURSTON COUNTY, WASHINGTON
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Transportation and Civil Engineering
FIGURE 2
South First Street is also State Route 507. This is a two lane road, with a left turn lane at
the intersection with SR-510. The speed limit near the intersection is 25 mph, while to
the south the speed limit is 55 mph. Shoulders are roughly 5 feet wide and consist of
asphalt and grass or curb and sidewalk.
Yelm Avenue is a two-lane roadway which lies northeast of the property and runs in a
northwesterly-southeasterly direction. Lanes aze 12 feet wide, while shoulders aze
roughly 4 feet wide and composed of asphalt/gravel or curb and sidewalk. Northwest of
the intersection with the S First Street, Yehn Avenue is also State Route 510, while
southeast of the intersection it is State Route 507.
Wilkenson Road is a two-lane roadway which lies along the west side of the property.
Lane widths are approximately 10 feet wide, while shoulders aze minimal. The speed
limit is 25 mph south of its intersection with N.P. Road and 35 mph north of the
intersection.
N.P. Road is a two-lane roadway which lies southeast of the property and runs in a
southwesterly-northeasterly direction. Lanes aze approximately 10 feet wide, while
shoulders aze gravel and minimal in cross-section. The speed limit along this road is
posted at 35 mph.
Rhoton Road is a two-lane roadway which lies west of the property and runs in a north-
south direction. Lanes are also approximately 10 feet wide, while shoulders are minimal
along this street. The speed limit is posted at 25 mph.
B. Existing Peak Hour Volumes
Field data for this study was collected in May, July and October of 2002. Traffic counts,
for this type of use, are taken during the evening peak period between the hours of 4 PM
and 6 PM. This specific peak period is targeted for analysis purposes since it generally
represents a worst case scenario for residential developments with respect to traffic
conditions. This is primarily due to the common 8 AM to 5 PM work schedule and the
greater number of recreation and shopping trips associated with the eazly evening period
as they travel home from work.
In order to discern the true peak hour in the azea an AM peak hour count was taken at the
intersection of 1st and Yelm. As was noted in the comparison, volumes are 38 percent
higher during the PM peak hour versus the AM peak hour. Figure 3 on the following
page shows the evening peak hour count taken at several intersections which would most
likely receive the bulk of this project's traffic. The route and intersections analyzed
provide the routes to the regional corridors serving Yelm, namely SR-507 and SR-510.
Average daily traffic (ADT) volumes for State Routes are available from the Washington
State Department of Transportation.
6
BENUM PLAT
HEATH & ASSOCIATES, INC IX15TINGPMPEAKFIOURVOLUMES
Transportation and Civil Engineering
FIGURP 3
C. Level of Service Description
Existing peak hour delays were determined through the use of the Highway Capacity
{~'ry Manual. Capacity analysis is used to determine level of service (LOS) which is an
-~~ established measure of congestion for transportation facilities. LOS is defined for a
variety of facilities including intersections, freeways, arterials, etc. A complete definition
>,
of level of service and related criteria can be found in the HCM. The methodology for
determining the LOS at signalized intersections strives to determine the volume to
capacity (vac) ratios for the various intersection movements as well as the average control
delay for those movements. Delay is generally used to measure the degree of driver
discomfort, frustration, fuel consumption, and lost time. Control delay, in particular,
,.~, includes movements at slower speeds and stops on intersection approaches as vehicles
move up in queue position or slow down upstream of an intersection. Aside from the
overall quantity of traffic, three specific factors influence signalized intersection LOS.
~., ~ These include the type of signal operation provided, the signal phasing pattern, and the
specific allocation of green time. The methodology for determining the LOS at
unsignalized intersections strives to determine the potential capacities for the various
vehicle movements and ultimately determines the average total delay for each movement.
Potential Capacity represents the number of additional vehicles that could effectively
utilize a particular movement, which is essentially the equivalent of the difference
between the movement capacity and the existing movement volume. Total delay is
described as the elapsed time from when a vehicle stops at the end of a queue until the
vehicle departs from the stop line. Average total delay is simply the mean total delay
over the entire stream. A number of factors influence potential capacity and total delay
including the availability/usefulness of gaps.
The range for intersection level of service is LOS A to LOS F with the former indicating
the best operating conditions with low control delays and the latter indicating the worst
conditions with heavy control delays. Existing LOS is shown in Table 1 on the following
page. This analysis involved the Signa12000 and HCS-2000 programs which is based on
the 2000 Highway Capacity Manual.
D. Level of Service Results
The results of the level of service analysis are given below the table. These results were
determined through the use of the automated intersection analysis programs known as
HCM 2000 and Signa12000. This program is based on Highway Capacity Manual
analysis procedures for unsignalized and signalized intersections.
TABLE 1
Existing Level of Service
Delays given in seconds per vehicle
Intersection Control Approach LOS Delay
Yelm/SR-507 Signal Southbound D 42.9
Westbound D 41.2
Northbound E 57.4
Eastbound D 44.4
Overall D 45.9
Railway/1st Stop Westbound B 11.2
Southbound A 7.8
Rhoton/NP Rd Stop Westbound B 10.6
Southbound A 7.4
NP/Wilkenson Stop Eastbound B 13.4
Northbound A 7.9
As shown in Table 1, the intersection of Yelm/First presently experiences moderate
delays, with overall delays at LOS D.
E. Pedestrian and Bicycle Traffic
Observations for pedestrian and bicycle activity were made during the vehicle count and
during other visits to gather field information. Very little non-motorist activity was
noted. Non-motorist volumes did not appear to have much influence on vehicle
progression. The location of this project would dictate that the Yehn School District
would transport students to school by bus rather than walk to school.
F. Transit
The nearest transit service available is on Yelm Avenue. Intercity Route 94 runs on Yelm
Avenue, with a stop neaz the Yelm/First intersection. No direct transit service would be
provided for the proposed site. Only minor transit usage would be realized in the future
with most project trips made via passenger car. No trip generation reductions were made
for transit.
G. Sight Distance at Accesses
Preliminary examinations of the proposed accesses onto Wilkenson Road were made to
determine whether or not adequate entering and stopping sight distance can be provided
for inbound and outbound project traffic. Based on field reviews, it appears that both the
north and south accesses have the ability to provide sufficient available sight distance.
No obstructions or horizontal or vertical road curvature was noted which would affect
exiting and entering the site.
9
IV. FUTURE TRAFFIC DEMAND
A. Trip Generation
Trip generation is used to determine the magnitude of project impacts on the surrounding
street system. Data presented in this report was taken from the Institute of Transportation
~' Engineer's publication Trip Generation, Sixth Edition. The designated land use for this
project is defined by Single Family Detached Dwelling Units (LUC 210). Data for the
4 PM to 6 PM peak hour was used for future traffic estimations. Table 2 gives a
summary of the estimated project trip generation. Included are the average weekday
volume and the AM and PM peak hour volumes for the 108 proposed units.
TABLE 2
Trip Generation Volumes
108 Single Family Dwelling Units
Time Period Volume
Average Weekday Traffic 1034 vpd
AM Peak Inbound 21 vph
AM Peak Outbound 60 vph
AM Peak Total 81 vph
PM Peak Inbound 70 vph
PM Peak Outbound 39 vph
PM Peak Total 109 vph
As shown in Table 2, approximately 26 percent fewer trips aze expected for the AM peak
hour versus the PM peak. The PM peak hour contains not only commute traffic but also a
greater number of personal and recreation trips. The anticipated inbound/outbound split
for the critical PM peak is estimated at 64 percent entering and 36 percent exiting.
B. Trip Distribution Pattern
Trip distribution describes the process by which project generated trips are dispersed onto
the street network surrounding the site. Site generated trips aze expected to follow the
trip pattern shown in Figure 4 on the following page. The direct access to the SR-507
corridor would draw most traffic in that direction with dispersing to the region from the
intersection of 1st and Yehn. Some traffic would filter toward Tacoma and Pierce
County via other roads not studied. As shown in Figure 4, the distribution is split with 20
percent southwesterly on SR-507, 30 percent easterly on SR-507, 10 percent contained
within Yehn, and 40 percent northwesterly on SR-510.
C. Peak Hour Volumes With and Without the Project
Completion of the infrastructure and occupancy of the homes for this subdivision is
expected by the year 2006, therefore, future traffic volumes for the 2006 horizon year is
10
G
C
30%
INBOUND: 70 VPH
OUTBOUND: 39 VPFi
BENUM-COYNE PLAT
® HEATH & ASSOCIATES, INC TRIP DISTRIBUTION -PROJECT TRAFFIC
Transportation and Civil Engineering
FIGURE 4 i
0 O
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p STOP -
targeted and analyzed. Baseline 2006 peak hour volumes without the project were
derived by applying a 3 percent growth rate per year to the existing volumes of Figure 3.
The traffic from several pipeline projects (see Figure 5) were also added to the volume to
reflect future 2006 traffic without the project The pipeline projects identified were Dairy
Queen, Jack in the Box, Bruno Plat, Yelm Alternative School, Rhoton Industrial Plat and
the Teitge (Mill Road) Plat. 2006 intersection volumes without the project are given in
Figure 6, with pipeline trips included, while volumes with the project are shown in Figure
7.
D. Level of Service
A level of service analysis was made of the future peak hour volumes with and without
project generated trips added to the primary intersections and entrance nodes. Results for
intersection delay conditions were determined through the use of the HCM 2000 and
Signal 2000 programs. A summary of the analysis results is shown in Table 3.
TABLE 3
Future 2006 Level of Service
Delays given in seconds per vehicle
Without Project With Proiect
Intersection Control Geometry LOS Delay LOS Delay
Yelm/SR-507 Signal Southbound D 50.9 D 52.9
Westbound E 58.5 E 59.7
Northbound F 97.7 F 99.6
Eastbound E 60.4 E 64.2
Overall E 66.3 E 68.7
Railway/1st Stop Westbound B 13.7 C 15.0
Southbound A 8.0 A 8.1
Rhoton/NP Rd Stop Westbound B 12.6 B 14.0
Southbound A 7.7 A 7.9
NP/Wilkenson Stop Eastbound C 15.8 C 20.8
Northbound A 8.1 A 8.2
S Ent/Wilkenson Stop Westbound - - C 16.5
Southbound - - A 8.2
N Ent/Wilkenson Stop Westbound - - B 14.9
Southbound - - B 8.0
The 2006 LOS analysis both with and without the project indicate delays of LOS E
overall for the primary Yelm Ave/First St intersection. Project traffic is expected to add
several seconds to average overall delays at this location. Other intersections studied as
part of this project will experience LOS C or better without or with project traffic.
12
BENUM-COYNE PLAT
HEATH & ASSOCIATES, INC
Transportation and Civil Engineering
PIPELINE VOLUMES
FIGURE 5
BENUM-COYNE PLAT
® HEATH & ASSOCIATES, INC 2006 PM PEAK HOUR VOLUMES WITHOUT PROJECT
Transportation and Civil Engineering
FIGURE 6
sc~ o ~
1 ~o
STOP
BENUM-COYNE PLAT
® HEATH & ASSOCIATES, INC 2006 PM PEAK HOUR VOLUMES WITH PROJECT
Transportation and Civil Engineering
FIGURE 7
E. Left Turn Lane Warrants
Left turn lanes are a means of providing a necessary storage area for left turning vehicles
at intersections. For atwo-lane or four-lane arterial with no left turn storage, delays are
often created by vehicles waiting to complete the desired left turn movement. These
turning vehicles typically block the heavier through movement, thereby causing some
disruptions to traffic flow and subsequent congestion. Methods have been developed by
various agencies to determine under what circumstances a left turn lane would be needed.
Moderate traffic presently exists on Wilkenson and very little traffic for the project is
expected to be coming from the north into the plat. By inspection a left turn pocket is not
warranted.
V. CONCL USIONS AND MITIGATION
The Benum-Coyne Plat project is located northeasterly of downtown Yelm and proposes
108 single-family residential lots. Access to the site is proposed off of Wilkenson Road.
Based on ITE data, this project is expected to create an average of 1034 residential trip
movements during a typical weekday. An estimated 81 vehicle trips are generated during
the AM peak hour and 109 trips during the PM peak.
Several intersections were reviewed for LOS which is expected to receive the bulk of
project traffic. Based on this review, the project does not result in a change in LOS at the
intersections studied. Sight distance at the project entrances appears to be adequate,
based on a 35 mph assumed speed limit but should meet city of Yelm requirements. The
light amount of project volume from the north coupled with the moderate traffic on
Wilkenson Road would not warrant a left turn pocket at either entrance. Based on this
analysis the following recommendations are made:
1. Provide the city of Yelm mitigation fee for 109 PM peak hour trips.
No other mitigation is identified.
16
BENUM-COYNE PLAT
RESIDENTIAL SUBDNISION
TRAFFIC IlVIPACT ANALYSIS
APPENDIX
~~
17
LEVEL OF SERVICE
The following aze excerpts from the 2000 Highway Capacity Manual -Transportation
Research Board Special Report 209.
Quality of service requires quantitative measures to characterize operational conditions
within a traffic stream. Level of service (LOS) is a quality measure describing
operational conditions within a traffic stream, generally in terms of such service measures
as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and
convenience.
Six LOS aze defined for each type of facility that has analysis procedures available.
Letters designate each level, from A to F, with LOS A representing the best operating
conditions and LOS F the worst. Each level of service represents a range of operating
conditions and the driver's perception of those conditions.
Level-of-Service definitions
The following definitions generally define the various levels of service for arterials.
Level of service A represents primarily free-flow operations at average travel speeds,
usually about 90 percent of the free-flow speed for the arterial classification. Vehicles aze
seldom impeded in their ability to maneuver in the traffic stream. Delay at signalized
intersections is minimal.
Level of service B represents reasonably unimpeded operations at average travel speeds,
usually about 70 percent of the free-flow speed for the arterial classification. The ability
to maneuver in the traffic stream is only slightly restricted and delays are not bothersome.
Level of service C represents stable operations; however, ability to maneuver and change
lanes in midblock locations maybe more restricted than in LOS B, and longer queues,
adverse signal coordination, or both may contribute to lower average travel speeds of
about 50 percent of the average free-flow speed for the arterial classification.
Level of service D borders on a range in which small increases in flow may cause
substantial increases in approach delay and hence decreases in arterial speed. LOS D may
be due to adverse signal progression, inappropriate signal timing, high volumes, or some
combination of these. Average travel speeds are about 40 percent of free-flow speed.
Level of service E is characterized by significant delays and average travel speeds of one-
third the free-flow speed or less. Such operations are caused by some combination of
adverse progression, high signal density, high volumes, extensive delays at critical
intersections, and inappropriate signal timing.
18
Level of service F characterizes arterial flow at extremely low speeds, from less than one-
third to one-quarter of the free-flow speed. Intersection congestion is likely at critical
signalized locations, with long delays and extensive queuing.
These definitions aze general and conceptual in nature, and they apply primarily to
uninterrupted flow. Levels of service for interrupted flow facilities vary widely in terms
of both the user's perception of service quality and the operational variables used to
describe them.
For each type of facility, levels of service aze defined based on one or more operational
pazameters that best describe operating quality for the subject facility type. While the
concept of level of service attempts to address a wide range of operating conditions,
limitations on data collection and availability make it impractical to treat the full range of
operational parameters for every type of facility. The pazameters selected to define levels
of service for each facility type are called "measures of effectiveness" or "MOE's", and
represent available measures that best describe the quality of operation on the subject
facility type.
Each level of service represents a range of conditions, as defimed by a range in the
pazameters given. Thus, a level of service is not a discrete condition, but rather a range of
conditions for which boundaries are established.
The following tables describe levels of service for signalized and unsignalized
intersections. Level of service for signalized intersections is defined in terms of avera e
control delay. Delay is a measure of driver discomfort, frustration, fuel consumption and
lost travel time, as well as time from movements at slower speeds and stops on
intersection approaches as vehicles move up in queue position or slow down upstream of
an intersection. Level of service for unsignalized intersections is determined by the
computed or measured control delay and is determined for each minor movement.
Signalized Intersections -Level of Service
Control Delay per
Level of Service Vehicle (sec)
A <_10
B > 10 and _<20
C >20 and <_35
D > 35 and <_55
E > 55 and <_80
F > 80
19
Unsignalized Intersections -Level of Service
Level of Service
A
B
C
D
E
F
Average Total Delay
per Vehicle (sec)
_<10
> 10 and <_ 15
>15and<_25
>25and<_35
>35and<_50
> 50
As described in the 2000 Highway Capacity Manual, level of service breakpoints for all-
way stop controlled (AWSC) intersections are somewhat different than the criteria used
for signalized intersections. The primary reason for this difference is that drivers expect
different levels of performance from distinct kinds of transportation facilities. The
expectation is that a signalized intersection is designed to carry higher traffic volumes
than an AWSC intersection. Thus a higher level of control delay is acceptable at a
signalized intersection for the same level of service.
AWSC Intersections -Level of Service
Level of Service
A
B
C
D
E
F
Average Total Delay
per Vehicle (sec)
<_ 10
> 10 and <_15
>15ands25
> 25 and <_35
> 35 and <_ 50
> 50
20
BENUM-COYNE PLAT
Summary of Trip Generation Calculation
For 108 Dwelling Units of Single Family Detached Housing
October 14, 2002
Average Standard Adjustment
Rate Deviation Factor
riveway
Volume
Avg. Weekday 2-Way Volume 9.57 3.69 1.00 1034
7-9 AM Peak Hour Enter 0.19 0.00 1.00 21
7-9 AM Peak Hour Exit 0.56 0.00 1.00 60
7-9 AM Peak Hour Total 0.75 0.90 1.00 81
4-6 PM Peak Hour Enter 0.65 0.00 1.00 70
4-6 PM Peak Hour Exit 0.36 0.00 1.00 39
4-6 PM Peak Hour Total 1.01 1.05 1.00 109
AM Pk Hr, Generator, Enter 0.19 0.00 1.00 21
AM Pk Hr, Generator, Exit 0.58 0.00 1.00 63
AM Pk Hr, Generator, Total 0.77 0.91 1.00 83
PM Pk Hr, Generator, Enter 0.65 0.00 1.00 70
PM Pk Hr, Generator, Exit 0.37 0.00 1.00 40
PM Pk Hr, Generator, Total 1.02 1.05 1.00 110
Saturday 2-Way Volume 10.09 3.67 1.00 1090
Saturday Peak Hour Enter 0.51 0.00 1.00 55
Saturday Peak Hour Exit 0.43 0.00 1.00 46
Saturday Peak Hour Total 0.94 0.99 1.00 102
Sunday 2-Way Volume 8.78 3.33 1.00 948
Sunday Peak Hour Enter 0.46 0.00 1.00 50
Sunday Peak Hour Exit 0.40 0.00 1.00 43
Sunday Peak Hour Total 0.86 0.95 1.00 93
Note: A zero indicates no data available.
Source: Institute of Transportation Engineers
Trip Generation, 6th Edition, 1997.
TRIP GENERATION BY MICROTRANS
Heath 8~ Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
Gmurx Printarl- t Inchiftari
File Name : untitled2
Site Code :00001924
Start Date :05/14/2002
Page No : 1
YELM AVE 1ST AVE SE YELM AVE 1ST AVE SE
' Southbound Westbound Northbound Eastbound
Start Time Ri ht Thru Left Ri ht Thru Left Ri ht Thru Left Ri ht Thru Left Int. Total
~ Fador 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 11 129 33 31 12 7 13 96 40 46 24 34 476
04:15 PM 27 134 34 22 11 14 9 98 34 44 17 27 471
04:30 PM 28 132 40 19 19 14 6 84 53 35 12 28 470
04:45 PM 25 134 30 17 15 10 8 96 53 44 22 26~ 480
Total 91 529 137 89 57 45 36 374 180 169 75 1151 1897
05:00 PM 28 136 49 27 15 13
05:15 PM 25 125 32 29 15 10
05:30 PM 27 132 37 34 16 13
05:45 PM 33 145 26 28 19 16
Total 113 538 144 118 65 52
Grand Total 204 1067 281 207 122 97
Apprch % 13.1 68.8 I
18.1 48.6 28.6 22.8
Total % 5.2 27.2 7.2 5.3 3.1 2.5
J
7 85 47 47 25 331 512
8 101 52 32 12 29 470
17 101 51 53 26 35 542
8 94 44 51 15 25 504
40 381 194 183 78 122 2028
76 755 374 352 153 237 3925
6.3 62.7 31.0 47.4 20.6 31.9
1.9 19.2 9.5 9.0 3.9 6.0
YELM AVE ~ T
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Heath 8~ Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
40 381 194 615
6.5 62.0 31.5
17 101 51 169
05:30 PM
17 101 51 169
0.910
YELM AVE 1ST AVE SE YELM AVE 1ST AVE SE j
Southbound Westbound Northbound Eastbound
Start Time Right Thru Left App. Right Thru Left App' Right Thru left App' Right Thru Left App. Int. i
Total Total Total Total , Total
Peak Hour From 04:00 PM to 05:45 PM -Pea
Intersection 05:00 PM
Volume 113 538 144 795
Percent 14.2 67.7 18.1
05:30 27 132 37 196
Volume
Peak Factor
High Int 05:00 PM
Volume 28 136 49 213
Peak Factor 0.933
File Name : untitled2
Site Code :00001924
Start Date :05/14/2002
Page No : 2
183 78 122 383' 2028
47.8 20.4 31.9
53 26 35 1141 542
0.935
05:30 PM
53 26 35 114
0.840
YELM AVE
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Out In Total
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118 65 52 235
50.2 27.7 22.1
34 16 13 63
05:30 PM
34 16 13 63
• 0.933
Heath 8t Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
Groups Printed- UnshiRed
File Name : untitled1
Site Code :00001924
Start Date :06/13/2002
Page No : 1
YELM AVE 15T AVE SE YELM AVE 15T AVE SE
Southbound Westbound Northbound Eastbound
Start Time Ri ht Thru Left Ri ht Thru Left Rf ht Thly Left ht Thru Left Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
07:00 AM 4 49 9 74 16 10 2 129 20 25 3 53 394
07:15 AM 11 67 17 32 12 1 2 100 28 32 15 34 351
07:30 AM 17 89 11 49 12 7 1 100 19 29 8 31 373
07:45 AM 12 70 16 38 15 9 6 100 17 33 9 30 355
Total 44 275 53 193 55 27 11 429 84 119 35 148 1473
08:00 AM 15 68 13 30 9 8
08:15 AM 16 72 16 24 9 3
08:30 AM 25 62 14 29 12 3
08:45 AM 31 84 18 32 30 11
Total 87 286 61 115 60 25
Grand Total 131 561 114 308 115 52
Apprch % 16.3 69.6 14.1 64.8 24.2 10.9
Total % 4.4 19.1 3.9 10.5 3.9 1.8
1 81 29 31 9 25 319
3 87 19 27 6 27 309
5 104 28 34 15 44 375
5 106 35 38 18 60 468
14 378 111 130 48 156 1471
25 807 195 249 83 304 2944
2.4 78.6 19.0 39.2 13.1 47.8
0.8 27.4 6.6 8.5 2.8 10.3
YELM AVE r T
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Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled1
Site Code :00001924
Start Date :06/13/2002
Page No : 2
YELM AVE 1ST AVE SE YELM AVE 1ST AVE SE
Sotrthbound Westbound Northbound Eastbound
Start Time Right Thru Left ~~~ Right Thru Left T ~~ Right Thru Left ~~~ Right Thru Left T ~~
Peak Hour From 07:00 AM to 08:45 AM -Pea
Intersection 07:00 AM
Volume 44 275 53 372
Percent 11.8 73.9 14.2
07:00 4 49 9 62
Volume
Peak Factor
High Int. 07:30 AM
Volume 17 89 11 117
Peak Factor 0.795
klofl
193 55 27 275
70.2 20.0 9.8
74 16 10 100
07:00 AM
74 16 10 100
0.688
11 429 84 524
2.1 81.9 16.0
2 129 20 151
07:00 AM
2 129 20 151
0.868
119 35 148 302
39.4 11.6 49.0
25 3 53 81
07:00 AM
25 3 53 81
0.932
YELM AVE
t nazi
Right Thru L¢ft
T
w ~ North
~ ~
w ~
~ ~ 13!02 7:00:00 AM
~- 73/02 7:15:00 AM m
N df~i ~ ,--~o ~~LL..,, m
a'] z i i ~ L. b'
~, T r
o
Out M Total
Int.
Total
1473
394
0.935
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road File Name : 1928c
Puyallup, WA 98371 Site Code :00001928
Start Date :10/10/2002
Page No : 1
Groups Printed- Unshifted
_
NW RHOTON RD - ----
NP RD SE --
NW RHOTON RD
Southbound _
Westbound _ _ N
_orthbound
___
Start Time~ Right Thru ' Left _
__
Right Thru _ Left _
J Rift
_- _
Thru Left Int. Total
__
- Factor 1.0 1.0 1.0
-- 1.0 1.0 1.0
- 1.0
-- 1.0
__ - 1.0
_
04:00 PM 0 16 3 1 0 19 26 9 0 74
04:15 PM 0 12 0 , 1 0 24 18 12 0 67
04:30 PM 0 16 2 1 0 14 36 12 0 81
04:45 PM 0 22 0 2 0 26 15 13 0 78
_ _ __
Total 0 66 5 5 0 83 95 46 0 300
05:00 PM 0 24 2 0 0 18 20 15 0 79
05:15 PM 0 21 0 1 0 18 16 13 0 69
05:30 PM 0 26 1 0 0 10 25 15 0 77
05:45 PM 0 19 0 0 0 11 24 __ 12 0 66
__
Total 0 90 3 ; 1 0 57 85 55 0 291
Grand Total 0 156 8 6 0 140 180 101 0 591
Apprch % 0.0 95.1 4.9 4.1 0.0 95.9 64.1 35.9 0.0
Total % 0.0 26.4 1.4 : 1.0 0.0 23.7 30.5 17.1 0.0
Out In Total
107 i ;.._164 ~ 271
15G 8 I
Thru Left ~
i
~ I
I
i
i
?I ~O
North ~ ~ i ~I
~; .9
OH O/2002 4:IX1:00 PM " ~' A ~
0/11Y2002 5:45:00 PM m ~ ~
~~o
UruFyfted ~
0
u6
A -
i
I
Thru R M
101 180
_ 296. 281 577'
Out ~ In ~ Tofal
NW RH TON RD
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : 1928c
Site Code :00001928
Start Date :10/10/2002
Page No : 2
NW RHOTON RD NP RD SE NW RHOTON RD
_ _ _Souhbound ___
-- Westbound
-
- - Northbound
Start Time ',
Ri ht
g
Thru Left
APP'
Ri ht
g
Thru ~
Left
T ~~
Right
Thru --
Left
Total
Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1 _
Intersection 04:30 PM
Volume 0 83 4 87 4 0 76 80 87 53 0
Percent 0.0 95.4 4.6 5.0 0.0 95.0 62.1 37.9 0.0
04:30 Volume 0 16 2 18 1 0 14 15 36 12 0
Peak Factor
High Int. 05:00 PM 04:45 PM 04:30 PM
Volume 0 24 2 26 2 0 26 28 36 12 0
Peak Factor 0.837 0.714
~ Out In Total
57
~ 144
-~
~
-
-~
831 4:
Thru Left
i ~
T
j^O
I
~
~ ,~
_
* ~ Z
~
alazoo2 a:3o:oo PM
''~ ~ ,_
, ~
l
a1a20025:15a>OPM rl ~o
~ ~ rn~ m
Unshifted ~ ~
0
v6
I
i
Thru M
53 87
159 140 X299
Out In Total
NW RHOTON RD
APP' Int. Total
Total
140 307
48 81
0.948
48
0.729
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road File Name : untitled1
Puyallup, WA 98371 Site Code :00001928
Start Date :07/31 /2002
Page No : 1
Groups Printed- Unshifted _ _ _
RHOTON RD I RAILWAY RD SE i FIRST ST
Southbound i Westbound ! Northbound _
Start Time Right Thru ; Left ' Right , Thru ! Left Right Thru Left Int. Total
Factor 1 I
1.0 1.0 ' 1.0 ' ____ 1.0 1.0 1.0
- 1.0
-
04:00 PM 0 32 0 2 0 7 22 38 0 101
04:15 PM 0 29 2 ' 1 0 13 13 30 0 88
04:30 PM 0 26 0 ', 2 0 7 12 48 0 95
04:45 PM 0 33 0 2 0 ___ __ 9 6 __ 33 0 83
Total 0 120 2 , 7 0 36 53 149 0 367
05:00 PM 0 32 2 ' 3 0 15 : 16 41 0 109
05:15 PM 0 31 2 j 2 0 9!
I 20 47 0 111
05:30 PM 0 25 1 1 0 I
10 17 38 0 92
05:45 PM 0 35 1 ~ 5 0 10 21 33 _ 0_ 105
_
Total 0 123 6 11 0 44 ', 74 159 0 417
Grand Total 0 243 8 i 18 0
0 80 I 127
29
2 308
70
8 0 784
0
0
Apprch % 0.0 96.8 3.2 18.4 0. 81.6 . . .
Total % 0.0 31.0 1.0 , 2.3 0.0 10.2 16.2 39.3 0.0
Out In Total
I 326 251 577
243 8,
Ttru Left
i 1 ~' ~~
I NO
~~ r
/31/2002 4:00:00 PM " m ro 3
/31/2002 5:45:00 PM ~
c m
UnsNRed ~
~
0
w~
w-
I
i
I Ttru ht
' ~3~ ~ f 7~I
Out In Total
Fl T T
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled1
Site Code :00001928
Start Date :07/31 /2002
Page No : 2
RHOTON RD
Southbound RAILWAY RD SE
Westbound T FIRST ST
Northbound _
_
Start Time ; Right ' Thru j Left ; Total Right ~ Thru Left Total Right Thru Left Total Int. Total
Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1
Intersection 05:00 PM
Volume 0 123 6 129 11 0 44 55 74 159 0 233 417
Percent 0.0 95.3 4.7 20.0 0.0 80.0 31.8 68.2 0.0
05:15 Volume 0 31 2 33 2 0 9 11 20 47 0 67 111
Peak Factor ~ 0.939
High Int. 05:45 PM 05:00 PM ! 05:15 PM
Volume 0 35 1 36 ~ 3 0 15 18 ~ 20 47 0 67
Peak Factor 0.896 0.764 0.869
Out In Tonal j
170 129 ~29~9 j
I~
123 6~
Thu Left
1 ~- ~
T
0
o
Nora,
~~
/31/Z002 5:00:00 PM N 3 D
!31/2002 5:45:00 PM u N
~~ A
UfShRBd ~
O
~ lb
N -
T r
159 74
167 233
Out In Total i
FIRST ST ~
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road File Name
Puyallup, WA 98371 Site Code
Start Date
Page No
Groups Printed- Unshifted
- - ----- -- ----
_
-----
WILKENSEN RD
___
____
WILKENSEN RD
__
NP RD SE
Southbound Northbound Eastbound
Start Time
-
- Ric ht ~ _ _
---- Thru '
-- - Left R'I~C ht _ _ Thru _ _ Left ~
-- -
~
- .
R~ht Thru
Factor 1.0 I 1.0 1.0
1 A '
1.0 1.OY 1.0 1.0
04:00 PM ---- 20 - - 42 - ~ ~ ---- 0 41 - 0 ' - - ---
04:15 PM 25 50 0~ 0 49 0 0 0
04:30 PM 17 57 0 0 47 0 5 0
04:45 PM 26 53 0 I 0 44
- 0
~-
- 1 0
Total ~ -
- - 88
202
0 0 181 -
0 -
- _ -8
- 0
05:00 PM 18 48 0 1 0 44 0 3 0
05:15 PM 19 44 0 ~ 0 36 0 0 0
05:30 PM 10 39 0 0 43 0 1 0
05:45 PM 10 43 0 '~, 0 42 0 0 0
Total
57
174
0;
0
165 -
0; -
4 _
0
Grand Total 145 376 0 ~ 0 346 0 12 0
Apprch % 27.8 72.2 0.0 ~ 0.0 100.0 0.0 '~i 6.4 0.0
Total % 13.7 35.6 0.0 ! 0.0 32.8 0.0 ' 1.1 0.0
Out In Total i
522 521 1043
145 376
Right Thru
j ',
i
a~
~~ T
~ ^ n s NoAh
CrD 'J
- 0/10/2002 4:00:00 M
0/10/2002 5:45:00 PM
o:
O ~ UrsFrfted
I
j
j
~, T
Left Thru
~ 0 346
386; 346, t 734;
Out In Total
WIL N EN RO '
untitled4
00001928
10/10/2002
1
Left Int. Total
1.0
27 132
18 142
31 157
16 140
92 571
19 132
16 115
25 118
24 119
84 484
176 1055
93.6
16.7
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled4
Site Code :00001928
Start Date :10/10/2002
Page No : 2
T WILKENSEN RD WILKENSEN RD NP RD SE
Southbound Northbound Eastbound
Start Time Right Thru ~ Left pa~
A Right Thru Left o a~ Right Thru Left
T
o T
Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1
Intersection 04:00 PM
Volume 88 202 0 290 0 181 0 181 8 0 92
Percent 30.3 69.7 0.0 0.0 100.0 0.0 8.0 0.0 92.0
04:30 Volume 17 57 0 74 0 47 0 47 5 0 31
Peak Factor
High Int. 04:45 PM 04:15 PM 04:30 PM
Volume 26 53 0 79 0 49 0 49 5 0 31
Peak Factor 0.918 0.923
Out In Total
~ 2731 r--290 _563
Ri
gM Thru
I
~~ r i
I
N ~ ~,
O W North
C O J
-
alazoo2 a:oo:oo PM
;=
~ alazoo2 a:a5:oo ~n
m unsrYftea
0
t
h i
Left Thru
0 181.
210 181 L 3911
~ Out In Total
WILKEN EN RD
APp. Int. Total
Total
100 571
36 157
0.909
36
0.694
BENUM-COYNE
YELM AVE & SR-507
EXISTING PM PEAK HOUR VOLUI~S
10/17/02
10:15:42
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 - Area Location Type: NONCBD
I I I I I I Key: VOLUMES -- >
I 118 I 65 I 52 II I I WIDTHS
I 0.0 112.0 112.0 II I v LANES
I o f 1 1 1 II --------------------
I I I II \ 40 12.0 1
/ I \ ------------------- /I\
-- 381 12.0 1 I
~~_--- -- -__- ------------------- I
144 12.0 1 / + / 194 12.0 1 North
------------------- __=_____=_---__= i
538 12.0 1 --
------------------- \ I / -------------
113 12.0 1 \ II ( I I
-------------------- II 122 ( 78 I 183 I Phasing: SEQUENCE 44
I II 12.0 112.0 i 0.0 I PERMSV N N N N
I I I 1 1 1 1 0 l OVERLP N N N N
I II I I I LEADLAG LD LD
SB WB NB EB
RT TH LT RT TH LT RT TH LT RT TH LT
Heavy veh, $HV 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Pk-hr fact, PHF .93 .93 .93 .91 .91 .91 .84 .84 .84 .93 .93 .93
Pretimed or Act A A A A A A A A A A A A
Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext eff qrn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3
--------------- -------------- -------------- -------------- --------------
Ped vol, vped 0 0 0 0
Bike vol, vbic 0 0 0 0
Parking locatns NO NO NO NO
Park mnvrs, Nm 0 0 0 0
Bus stops, NB 0 0 0 0
Grade, $G .0 .0 .0 .0
-------------------------------------------------------------------------
Sq 44 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1
I + I++ I I I 1 I
I + 1++ I I ++++i I I
I I 1 v I ****I I I I
I I 1 1++++ v I I I 1
North I <* I **>I I****> i I
I I * I ** I I++++ i I I
I * I ** I I v I I I
-------------------------------------------------------------------------
C=120"I G= 13.9" I G= 27.9" I G= 19.1" I G= 43.2" I G= 0.0" I G= 0.0" I
I Y+R= 4.0" I Y+R= 9.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 0.0" I Y+R= 0.0" I
-------------------------------------------------------------------------
BENUM-COYNE
YELM AVE 6 SR-507
EXISTING PM PEAR HOUR VOLUMES
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Volume Adjust & Satflow Worksheet
Volume
Adjustment
Volume, V
Pk-hr fact, PHF
Adj my flow, vp
---------------
Lane group, LG
Adj LG flow, v
Prop LT, PLT
Prop RT, PRT
---------------
Saturation
Flow Rate
Base satflo, so
Number lanes, N
Lane width, fW
Heavy veh, fHV
Grade, fg
Parking, fp
Bus block, fbb
Area type, fa
Lane util, fLU
Left-turn, fLT
Right-turn, fRT
PedBike LT,fLpb
PedBike RT,fRpb
Local adjustmnt
Adj satflow, s
10/17/02
10:15:42
SB WB
RT TH LT RT TH LT
118 65 52 40 381 194
.93 .93 .93 .91 .91 .91
127
----- 70
----- 56
---- 44
----- 419
----- 213
-
RT+TH
LT
RT
TH ---
LT
197 56 44 419 213
.000 1.00 .000 .000 1.00
----- .645
----- .000
---- 1.000
----- .000
----- .000
----
SB
RT TH LT
1900 1900
1 1
1.000 1.00
.980 .980
1.000 1.00
1.000 1.00
1.000 1.00
1.000 1.00
1.000 1.00
1.000 .950
.903 1.00
1.000 1.00
1.000 1.00
1.000 1.00
1683 1770
RT
1900
1
1.000
.980
1.000
1.000
1.000
1.000
1.000
1.000
.850
1.000
1.000
1.000
1583
WB
TH LT
1900 1900
1 1
1.00 1.00
.980 .980
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 .950
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1863 1770
NB EB
RT TH LT RT TH LT
183 78 122 113 538 144
.84 .84 .84 .93 .93 .93
218
---- 93
------ 145
---- 122
----- 578
- 155
RT+TH
LT
RT ----
TH ----
LT
311 145 122 578 155
.000 1.00 .000 .000 1.00
----- .701
----- .000
---- 1.000
----- .000
----- .000
----
NB
RT TH
1900'
1
1.000
.980
1.000
1.000
1.000
1.000
1.000
1.000
.895
1.000
1.000
1.000
1667
LT
1900
1
1.00
.980
1.00
1.00
1.00
1.00
1.00
.950
1.00
1.00
1.00
1.00
1770
RT
1900
1
1.000
.980
1.000
1.000
1.000
1.000
1.000
1.000
.850
1.000
1.000
1.000
1583
EB
TH LT
1900 1900
1 1
1.00 1.00
.980 .980
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 .950
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1863 1770
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Capacity and LOS Worksheet
Capacity
Analysis
Lane group, LG
Adj Flow, v
Satflow, s
Lost time, tL
Effect green, g
Grn ratio, g/C
LG capacity, c
v/c ratio, X
Flow ratio, v/s
Crit lane group
---------------
Sum Grit v/s,Yc
Crit v/c, Xc
SB WB NB EB
RT TH LT RT TH LT RT TH LT RT TH LT
RT+TH LT RT TH LT RT+TH LT RT TH LT
197 56 44 419 213 311 145 122 578 155
1683 1770 1583 1863 1770 1667 1770 1583 1863 1770
4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
27.9 13.9 43.2 43.2 19.1 27.9 13.9 43.2 43.2 19.1
.232 .116 .360 .360 .159 .232 .116 .360 .360 .159
391 204 570 670 281 387 204 570 670 281
.504 .275 .077 .625 .758 ..804 .711 .214 .863 .552
.117 .032 .028 .225 .120 .187 .082 .077 .310 .088
-------------- -------------- -------------- --------------
0.699 Total lost, L 16.0
.807
BENUM-coYNE 10/17/02
YELM AVE ~ SR-507 10:15:42
ERISTING PM PEAK HOUR VOLUMES
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Capacity and LOS Worksheet
Delay SB WB NB EB
and LOS RT TH LT RT TH LT RT TH LT RT TH LT
Lane group, LG RT+TH LT RT TH LT RT+TH LT RT TH LT
Adj Flow, v 197 56 44 419 213 311 145 122 578 155
LG capacity, c 391 204 570 670 281 387 204 570 670 281
v/c ratio, X .504 .275 .077 .625 .758 .804 .711 .214 .863 .552
Grn ratio, g/C .232 .116 .360 .360 .159 .232 .116 .360 .360 .159
Unif delay, dl 40.0 48.5 25.3 31.7 48.3 43.5 51.1 26.6 35.7 46.5
Incr calib, k .11 .11 .11 .21 .31 .35 .27 .11 .39 .15
Incr delay, d2 1.1 .7 .1 1.8 11.3 11.7 11.0 .2 11.2 2.3
Queue Delay, d3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
Unif delay, dl* .0 .0 .0 .0 .0 .0 .0 .0 .0 .0
Proq factor, PF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Contrl delay, d 41.1 49.2 25.3 33.6 59.6 55.1 62.1 26.8 46.9 48.9
Lane group LOS D+ D C+ C E+ E+ E+ C+ D D
Final Queue,Qbi 0 0
--- 0
----- 0
---
- 0
- 0 0 0 0 0
---------------
Appr delay, dA ----------
42.9 - -
41.2 --- ----------
57.4 ---- ----- ----
44.4 -----
Approach LOS D+ D+ E+ D+
Appr flow, vA
--------------- 253
----------
----
----- 676
-----
---- 456
----------
----
----- 855
----
-----
Intersection: Delay 45.9 LOS D
BENUM-co7tNE
YELM AVE & SR-507
EXISTING PM PEAK HOUR VOLUMES
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Back of Queue Worksheet
Queues in
Worst Lanes
Lane group, LG
Init queue, QbL
Ln flow, vL
Ln satflow, sL
Ln capacity, cL
Flow ratio, yL
v/c ratio, XL
Effect green, g
Grn ratio, g/C
Upstr filter, I
Grn arrivals, P
Platn ratio, RP
Prog factr, PF2
Queue (1st) , Q1
Queue factr, kB
Queue (2nd) , Q2
Avg queue, Q
---------------
90~ factor, fB
90$ queue, Qp
Avg spacing, Lh
Avail storg, La
Avg distance
Avg ratio, RQ
90~ distance
90~ ratio, RQp
SB
RT TH LT
RT+TH LT
0 0
197 56
1683 1770
391 204
.117 .032
.504 .275
27.9 13.9
.232 .116
1.00 1.00
.23 .12
1.00 1.00
1.00 1.00
5.7 1.7
.47 .32
.5 .1
6.2 1.8
--------------
1.69 1.77
10.5 3.2
25.3 25.3
0 0
156 46
.00 .00
265 81
.00 .00
WB
RT TH LT
RT TH LT
0 0 0
44 419 213
1583 1863 1770
570 670 281
.028 .225 .120
.077 .625 .758
43.2 43.2 19.1
.360 .360 .159
1.00 1.00 1.00
.36 .36 .16
1.00 1.00 1.00
1.00 1.00 1.00
1.0 11.5 6.8
.58 .64 .38
.0 1.0 1.1
1.0 12.6 7.9
--------------
1.78 1.61 1.67
1.8 20.3 13.1
25.3 25.3 25.3
0 0 0
26 318 199
.00 .00 .00
46 513 332
.00 .00 .00
NB
RT TH LT
RT+TH LT
0 0
311 145
1667 1770
387 204
.187 .082
.804 .711
27.9 13.9
.232 .116
1.00 1.00
.23 .12
1.00 1.00
1.00 1.00
9.8 4.7
.46 .32
1.6 .7
11.4 5.4
1.63 1.71
18.5 9.2
25.3 25.3
0 0
289 136
.00 .00
469 232
.00 .00
10/17/02
10:15:42
EB
RT TH LT
RT TH LT
0 0 0
122 578 155
1583 1863 1770
570 670 281
.077 .310 .088
.214 .863 .552
43.2 43.2 19.1
.360 .360 .159
1.00 1.00 1.00
.36 .36 .16
1.00 1.00 1.00
1.00 1.00 1.00
2.8 17.9 4.8
.58 .64 .38
.2 3.2 .5
3.0 21.1 5.2
--------------
1.74 1.59 1.71
5.2 32.4 8.9
25.3 25.3 25.3
0 0 0
75 533 132
.00 .00 .00
132 820 226
.00 .00 .00
BENUM-COYNE
YELM AVE & SR-507
ERISTING PM PEAK HOUR VOLUMES
SIGNAL2000/TEAPAC[Ver 1.10.10] - Evaluation of Intersection Performance
10/17/02
10:15:42
-------------------------------------------------
Sq 44 I Phase 1 1 Phase 2 1 Phase 3( Phase 4 1
I + I++ I I 1
I + I + + I I ++++I
I I I v I ****I I
I I I I++++ v I I
North I <* I * *>I I****> I
I i * I ** I i++++ I
I * I ** I I ~ I
-------------------------------------------------
I G/C=0.116 I G/C=0.232 I G/C=0.159 I G/C=0.360 I
I G= 13.9" I G= 27.9" ( G= 19.1" I G= 43.2" I
I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I
i OFF= 0.0~ I OFF=14.9 I OFF=41.5 I OFF=60.7 I
-------------------------------------------------
C=120 sec G=104.0 sec = 86.7 Y=16.0 sec = 13.3 Ped= 0.0 sec = 0.0~
MVMT TOTALS
Param:Units
AdjVol: vph
Wid/Ln:ft/#
q/C Rqd@C:~
g/C Used: ~
SV @E: vph
Svc Lv1:LOS
Deg Sat:v/c
HCM Delis/v
Tot Del:min
# Stops:veh
Queue l:veh
Queue 1: ft
APPR TOTALS
Param:Units
AdjVol: vph
Svc Lv1:LOS
Deg Sat:v/c
HCM Delis/v
Tot Del:min
# Stops:veh
Queue l:veh
Queue 1: ft
SB Approach WB Approach NB Approach EB Approach Int
RT TH LT RT TH LT RT TH LT RT TH LT Total
127 70 56 44 419 213 218 93 145 122 578 155 2240
0/0 12/1 12/1 12/1 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1
0 29 25 25 35 29 0 33 27 27 41 27
0 23 12 36 36 16 0 23 12 36 36 16
0 375 175 570 670 255 0 371 175 570 670 255 4086
D+ D C+ C E+ E+ E+ C+ D D D
0.00 0.50 0.28 0.08 0.63 0.76 0.00 0.80 0.71 0.21 0.86 0.55 0.67
0.0 41.1 49.2 25.3 33.6 59.6 0.0 55.1 62.1 26.8 46.9 48.9 45.9
0 34 11 5 59 53 0 71 38 14 113 32 430
0 43 13 7 87 51 0 73 35 21 134 36 500
0 10 3 2 20 13 0 19 9 5 32 9 32
0 265 81 46 513 332 0 469 232 132 820 226 820
Int
SB Approach WB Approach NB Approach EB Approach Total
253 676 456 Y 855 N~ 2240
---------- -----
D+ D+ E+ D+ D
0.45 0.63 0.77 0.71 0.67
42.9 41.2 57.4 44.4 45.9
45 117 109 159 430
56 145 108 191 500
10 20 19 32 32
265 513 469 820 820
BENUM-COYNE
YELM AVE ~ SR-507
2006 PM PEAK HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 -
i I II
188 ( 92 ( 89 II
0.0 112.0 i 12.0 II
0 1 1 1 1 11
i i Ii
/ I \
176 12.0 1 /
----------
616 ------
12.0 ---
1
--
----------
172
---------- ------
12.0
------ ---
1
---
\
-
I
I
I
10/17/02
10:18:04
Area Location Type: NONCBD
I Key: VOLUMES -- >
I I WIDTHS
I v LANES
--------------------
\ 53 12.0 1
-------------------
-- 439 12.0 1
-------------------
/ 253 12.0 1
\ I
II i i
II 167 I 99 I
II 12.0 112.0 I
II 1 I 1 I
II I I
I
231 I Phasing:
0.0 I
o I
I
SB WB NB
RT TH LT RT TH LT RT TH LT
Heavy veh, $HV 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Pk-hr fact, PHF .93 .93 .93 .91 .91 .91 .84 .84 .84
Pretimed or Act A A A A A A A A A
Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Arrival typ, AT 3 3 3
-- 3
----- 3
----- 3
---- 3
----- 3
----- 3
----
---------------
Ped vol, vped ----- -----
0 -- 0 0
Bike vol, vbic 0 0 0
Parking locates NO NO NO
Park mnvrs, Nm 0 0 0
Bus stops, NB 0 0 0
Grade, ~G .0 .0 .0
/I\
I
I
North
I
SEQUENCE 44
PERMSV N N N N
OVERLP N N N N
LEADLAG LD LD
EB
RT TH LT
2.0 2.0 2.0
.93 .93 .93
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
----- -----
0 ----
0
NO
0
0
.0
-------------------------------------------------------------------------
Sq 49 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 I
I + I++ I I I I I
. I + I++ I I ++++I I I
I I I v I ****I I I I
I I I I++++ v I I I I
North I <* I **>I I****> I I I
I I * I ** I I++++ I I I
I * I ** I I v I I I
-------------------------------------------------------------------------
C=120"I G= 13.6" I G= 28.5" I G= 19.0" I G= 42.9" I G= 0.0" I G= 0.0" I
I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 0.0" I Y+R= 0.0" I
-------------------------------------------------------------------------
BENUM-COYNE
YELM AVE & SR-507
2006 PM PEAR HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Volume Adjust & Satflow Worksheet
Volume
Adjustment
Volume, V
Pk-hr fact, PHF
Adj my flow, vp
---------------
Lane group, LG
Adj LG flow, v
Prop LT, PLT
Prop RT, PRT
---------------
Saturation
Flow Rate
Base satflo, so
Number lanes, N
Lane width, fW
Heavy veh, fHV
Grade , fq
Parking, fp
Bus block, fbb
Area type, fa
Lane util, fLU
Left-turn, fLT
Right-turn, fRT
PedBike LT,fLpb
PedBike RT,fRpb
Local adjustmnt
Adj satflow, s
SB WB
RT TH LT RT TH LT
188 92 89 53 439 253
.93 .93 .93 .91 .91 .91
202 99
------ 96
--- 58
----- 482
----- 278
----
----- RT+TH LT RT TH LT
301 96 58 482 278
.000 1.00 .000 .000 1.00
.671 .000 1.000 .000 .000
--------- --------------
SB
RT TH
1900
1
l.ooo
.980
1.000
1.000
1.000
1.000
1.000
1.000
.899
1.000
1.000
1.000
1675
LT
1900
1
l.oo
.980
1.00
1.00
1.00
1.00
1.00
.950
1.00
1.00
1.00
1.00
1770
RT
1900
1
1.000
.980
1.000
1.000
1.000
1.000
1.000
1.000
.850
1.000
1.000
1.000
1583
WB
TH LT
1900 1900
1 1
1.00 1.00
.980 .980
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 .950
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1863 1770
10/17/02
10:18:04
NB EB
RT TH LT RT TH LT
231 99 167 172 616 176
.84 .84 .84 .93 .93 .93
275
----- 118
----- 199
---- 185
----- 662
----- 189
----
RT+TH LT RT TH LT
393 199 185 662 189
.000 1.00 .000 .000 1.00
----- .700
----- .000
---- 1.000
----- .000
----- .000
----
NB
RT TH LT
EB
RT TH LT
1900 1900 1900 1900 1900
1 1 1 1 1
l.ooo l.oo l.ooo l.oo l.oo
.980 .980 .980 .980 .980
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 .950 1.000 1.00 .950
.895 1.00 .850 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1667 1770 1583 1863 1770
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Capacity and LOS Worksheet
Capacity
Analysis
Lane group, LG
Adj Flow, v
Satflow, s
Lost time, tL
Effect green, g
Grn ratio, g/C
LG capacity, c
v/c ratio, X
Flow ratio, v/s
Crit lane group
---------------
Sum Grit v/s,Yc
Crit v/c, Xc
SB
RT TH LT
RT+TH LT
301 96
1675 1770
4.0 4.0
28.5 13.6
.237 .113
398 200
.756 .480
.180 .054
--------------
0.861
.993
WB
RT TH LT
RT TH LT
58 482 278
1583 1863 1770
4.0 4.0 4.0
42.9 42.9 19.0
.358 .358 .158
567 667 280
.102 .723 .993
.037 .259 .157
--------------
Total lost, L
NB
RT TH LT
RT+TH LT
393 199
1667 1770
4.0 4.0
28.5 13.6
.237 .113
396 200
.992 .995
.236 .112
--------------
16.0
EB
RT TH LT
RT TH LT
185 662 189
1583 1863 1770
4.0 4.0 4.0
42.9 42.9 19.0
.358 .358 .158
567 667 280
.326 .993 .675
.117 .355 .107
BENUM-COYNE
YELM AVE 6 SR-507
2006 PM PEAK HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Capacity and LOS Worksheet
Delay
and LOS
SB
RT TH LT
WB
RT TH LT
RT TH LT
58 482 278
567 667 280
.102 .723 .993
.358 .358 .158
25.7 33.4 50.4
.11 .28 .49
.1 3.9 51.7
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
25.8 37.2 102
C+ D+ F
0 0 0
--------------
58.5
E+
818
NB
RT TH LT
Lane group, LG
Adj Flow, v
LG capacity, c
v/c ratio, X
Grn ratio, g/C
Unif delay, d1
Incr calib, k
Incr delay, d2
Queue Delay, d3
Unif delay, dl*
Prog factor, PF
Contrl delay, d
Lane group LOS
Final Queue,Qbi
---------------
Appr delay, dA
Approach LOS
Appr flow, vA
Intersection:
RT+TH LT
301 96
398 200
.756 .480
.237 .113
42.5 49.9
.31 .11
8.1 1.8
.0 .0
.0 .0
1.00 1.00
50.6 51.7
D D
0 0
---------
50.9 -----
D
397
---------
Delay -----
66.3
LOS E+
RT+TH LT
393 199
396 200
.992 .995
.237 .113
45.7 53.2
.49 .50
43.1 62.1
.0 .0
.0 .0
1.00 1.00
88.8 115
F F
0 0
97.7
F
5 92
--------------
10/17/02
10:18:04
EB
RT TH LT
RT TH LT
185 662 189
567 667 280
.326 .993 .675
.358 .358 .158
28.0 38.4 47.6
.11 .49 .25
.3 32.9 6.3
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
28.3 71.2 53.9
C E D
0 0 0
--------------
60.4
E+
1036
--------------
BENUM-COYNE
YELM AVE & SR-507
2006 PM PEAR HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10 - HCM Back of Queue Worksheet
Queues in
Worst Lanes
Lane group, LG
Init queue, QbL
Ln flow, vL
Ln satflow, sL
Ln capacity, cL
Flow ratio, yL
v/c ratio, XL
Effect green, g
Grn ratio, g/C
Upstr filter, I
Grn arrivals, P
Platn ratio, RP
Prog factr, PF2
Queue (1st) , Q1
Queue factr, kB
Queue (2nd) , Q2
Avg queue, Q
---------------
90~ factor, fB
90~ queue, Qp
Avg spacing, Lh
Avail storg, La
Avg distance
Avg ratio, RQ
90~ distance
90~ ratio, RQp
SB
RT TH LT
RT+TH LT
0 0
301 96
1675 1770
398 200
.180 .054
.756 .480
28.5 13.6
.237 .113
1.00 1.00
.24 .11
1.00 1.00
1.00 1.00
9.3 3.0
.47 .31
1.3 .3
10.6 3.3
--------------
1.63 1.74
17.4 5.7
25.3 25.3
0 0
269 83
.00 .00
440 144
.00 .00
WB
RT TH LT
RT TH LT
0 0 0
58 482 278
1583 1863 1770
567 667 280
.037 .259 .157
.102 .723 .993
42.9 42.9 19.0
.358 .358 .158
1.00 1.00 1.00
.36 .36 .16
1.00 1.00 1.00
1.00 1.00 1.00
1.3 13.9 9.3
.58 .64 .38
.1 1.6 3.5
1.4 15.5 12.8
--------------
1.77 1.58 1.61
2.4 24.5 20.6
25.3 25.3 25.3
0 0 0
34 392 323
.00 .00 .00
61 621 521
.00 .00 .00
NB
RT TH LT
RT+TH LT
0 0
393 199
1667 1770
396 200
.236 .112
.992 .995
28.5 13.6
.237 .113
1.00 1.00
.24 .11
1.00 1.00
1.00 1.00
13.1 6.6
.47 .31
4.6 2.7
17.7 9.4
--------------
1.57 1.65
27.7 15.4
25.3 25.3
0 0
448 237
.00 .00
701 391
.00 .00
10/17/02
10:18:04
EB
RT TH LT
RT TH LT
0 0 0
185 662 189
1583 1863 1770
567 667 280
.117 .355 .107
.326 .993 .675
42.9 42.9 19.0
.358 .358 .158
1.00 1.00 1.00
.36 .36 .16
1.00 1.00 1.00
1.00 1.00 1.00
4.5 22.0 5.9
.58 .64 .38
.3 7.0 .7
4.8 29.0 6.7
--------------
1.72 1.49 1.69
8.2 43.3 11.3
25.3 25.3 25.3
0 0 0
121 733 169
.00 .00 .00
207 1095 285
.00 .00 .00
BENUM-COYNE 10/17/02
YELM AVE & SR-507 10:18:04
2006 PM PEAK HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - Evaluation of Intersection Performance
-------------------------------------------------
Sq 44 i Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1
I + I++ i I I
I + I + + I I ++++I
I 1 I v I ****I I
I I I I++++ v I I
North I <* I * *>I I****> I
i I * i ** I I++++ I
I * I ** I i v I
-------------------------------------------------
I G/C=0.113 I G/C=0.237 I G/C=0.158 ( G/C=0.358 I
I G= 13.6" I G= 28.5" I G= 19.0" I G= 42.9" I
I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I
I OFF= 0.0$ I OFF=14.7 I OFF=41.7 I OFF=60.9$ I
-------------------------------------------------
C=120 sec G=104.0 sec = 86.7 Y=16.0 sec = 13.3 Ped= 0.0 sec = 0.0~
MVMT TOTALS SB Approach WB Approach NB Approach EB Approach Int
Param:Units RT TH LT RT TH LT RT TH LT RT TH LT Total
AdjVol: vph 202 99 96 58 482 278 275 118 199 185 662 189 2843
Wid/Ln:ft/# 0/0 12/1 12/1 12/1 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1
g/C Rqd@C:~ 0 32 26 25 37 31 0 36 29 29 44 28
g/C Used: ~ 0 24 11 36 36 16 0 24 11 36 36 16
SV @E: vph 0 383 171 567 667 254 0 381 171 567 667 254 4082
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LOS D D C+ D+ F F F C E D E+
Deg Sat:v/c 0.00 0.76 0.48 0.10 0.72 0.99 0.00 0.99 1.00 0.33 0.99 0.68 0.82
HCM Delis/v 0.0 50.6 51.7 25.8 37.2102.2 0.0 88.8115.3 28.3 71.2 53.9 66.3
Tot Del:min 0 64 21 6 75 118 0 145 96 22 196 42 785
# Stops:veh 0 70 23 10 104 69 0 98 50 34 165 45 668
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 0 17 6 2 25 21 0 28 15 8 43 11 43
Queue 1: ft 0 440 144 61 621 521 0 701 391 207 1095 285 1095
APPR TOTALS Int
Param:Units SB Approach WB Approach NB Approach EB Approach Total
AdjVol: vph 397 818 592 1036 2843
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LOS D E+ F E+ E+
Deg Sat:v/c 0.69 0.77 0.99 0.82 0.82
HCM Delis/v 50.9 58.5 97.7 60.4 66.3
Tot Del:min 85 199 241 260 785
# Stops:veh 93 183 148 244 668
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 17 25 28 43 43
Queue 1: ft 440 621 701 1095 1095
BENUM-COYNE
YELM AVE & SR-507
2006 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 -
I I II
203 I 100 I 93 II
0.0 112.0 112.0 II
0 1 1 1 1 II
I I II
/ I \
N_N 204 12.0 1 /
----------
616 ------
12.0 ---
1
--
----------
172
---------- ------
12.0
------ ---
1
---
\
-
I
I
I
Heavy veh, ~HV
Pk-hr fact, PHF
Pretimed or Act
Strtup lost, 11
Ext eff grn, e
Arrival typ, AT
---------------
Ped vol, vped
Bike vol, vbic
Parking locates
Park mnvrs, Nm
Bus stops, NB
Grade, ~G
\ I
10/17/02
10:19:45
Area Location Type: NONCBD
i Key: VOLUMES -- >
I I WIDTHS
I v LANES
\ ------
60 ------
12.0 --------
1
-- -----
439 ------
12.0 --------
1
/ -----
253 ------
12.0 --------
1
II I I
II 167 I 113 I
II 12.0 112.0 I
II 1 I 1 I
II I I
SB
RT TH LT
2.0 2.0 2.0
.93 .93 .93
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
----- -----
0 ----
0
NO
0
0
.0
wB
I
231 I Phasing:
0.0 I
o I
I
RT TH LT
2.0 2.0 2.0
.91 .91 .91
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
----- -----
0 ----
0
NO
0
0
.0
NB
RT TH LT
2.0 2.0 2.0
.84 .84 .84
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
----- -----
0 ----
0
NO
0
0
.0
/I\
I
I
North
I
SEQUENCE 44
PERMSV N N N N
OVERLP N N N N
LEADLAG LD LD
EB
RT TH LT
2.0 2.0 2.0
.93 .93 .93
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3
- 3
--
----- ---
-
0 --
0
NO
0
0
.0
-------------------------------------------------------------------------
Sq 44 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1
I + I++ I I I I I
. I + I++ I I ++++i I I
I i I ~ I **** I I I I
I I I I++++ v I I I i
North I <* I **>I I****> ( I I
I I * I ** I i++++ I I I
I * I ** I I v I I I
-------------------------------------------------------------------------
C=120"i G= 13.4" I G= 29.3" I G= 18.8" I G= 42.5" I G= 0.0" I G= 0.0" I
I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 0.0" I Y+R= 0.0" I
-------------------------------------------------------------------------
BENUM-COYNE
YELM AVE & SR-507
2006 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Volume Adjust & Satflow Worksheet
Volume SB WB
Adjustment RT TH LT RT TH LT
Volume, V 203 100 93 60 439 253
Pk-hr fact, PHF .93 .93 .93 .91 .91 .91
Adj my flow, vp 218 108
-------- 100
---- 66
----- 482
----- 278
----
---------------
Lane group, LG --
RT+TH LT RT TH LT
Adj LG flow, v 326 100 66 482 278
Prop LT, PLT .000 1.00 .000 .000 1.00
Prop RT, PRT
--------------- .669
---------- .000
---- 1.000
----- .000
----- .000
----
Saturation SB WB
Flow Rate RT TH LT RT TH LT
Base satflo, so 1900 1900 1900 1900 1900
Number lanes, N 1 1 1 1 1
Lane width, fW 1.000 1.00 1.000 1.00 1.00
Heavy veh, fHV .980 .980 .980 .980 .980
Grade, fg 1.000 1.00 1.000 1.00 1.00
Parking, fp 1.000 1.00 1.000 1.00 1.00
Bus block, fbb 1.000 1.00 1.000 1.00 1.00
Area type, fa 1.000 1.00 1.000 1.00 1.00
Lane util, fLU 1.000 1.00 1.000 1.00 1.00
Left-turn, fLT 1.000 .950 1.000 1.00 .950
Right-turn, fRT .900 1.00 .850 1.00 1.00
PedBike LT,fLpb 1.000 1.00 1.000 1.00 1.00
PedBike RT,fRpb 1.000 1.00 1.000 1.00 1.00
Local adjustmnt 1.000 1.00 1.000 1.00 1.00
Adj satflow, s 1676 1770 1583 1863 1770
10/17/02
10:19:45
NB EB
RT TH LT RT TH LT
231 113 167 172 616 204
.84 .84 .84 .93 .93 .93
275
---- 135
------ 199
---- 185
----- 662
--- 219
RT+TH
LT
RT --
TH ----
LT
410 199 185 662 219
.000 1.00 .000 .000 1.00
---- .671
------ .000
---- 1.000
----- .000
----- .000
----
NB EB
RT TH LT RT TH LT
1900 1900 1900 1900 1900
1 1 1 1 1
1.000 1.00 1.000 1.00 1.00
.980 .980 .980 .980 .980
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 .950 1.000 1.00 .950
.899 1.00 .850 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1.000 1.00 1.000 1.00 1.00
1675 1770 1583 1863 1770
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Capacity and LOS Worksheet
Capacity
Analysis
Lane group, LG
Adj Flow, v
Satflow, s
Lost time, tL
Effect green, g
Grn ratio, g/C
LG capacity, c
v/c ratio, X
Flow ratio, v/s
Crit lane group
---------------
Sum Grit v/s,Yc
Crit v/c, Xc
SB _
RT TH LT
RT+TH LT
326 100
1676 1770
4.0 4.0
29.3 13.4
.244 .112
409 198
.797 .505
.195 .057
--------------
0.870
1.003
WB
RT TH LT
RT TH LT
66 482 278
1583 1863 1770
4.0 4.0 4.0
42.5 42.5 18.8
.354 .354 .157
561 660 277
.118 .730 1.00
.042 .259 .157
--------------
Total lost, L
NB
RT TH LT
RT+TH LT
410 199
1675 1770
4.0 4.0
29.3 13.4
.244 .112
409 198
1.002 1.01
.245 .112
EB
RT TH LT
--------------
16.0
RT TH LT
185 662 219
1583 1863 1770
4.0 4.0 4.0
42.5 42.5 18.8
.354 .354 .157
561 660 277
.330 1.00 .791
.117 .355 .124
BENUM-COYNE
YELM AVE & SR-507
2006 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Capacity and LOS Worksheet
Delay
and LOS
Lane group, LG
Adj Flow, v
LG capacity, c
v/c ratio, X
Grn ratio, g/C
Unif delay, dl
Incr calib, k
Incr delay, d2
Queue Delay, d3
Unif delay, dl*
Prog factor, PF
Contrl delay, d
Lane group LOS
Final Queue,Qbi
---------------
Appr delay, dA
Approach LOS
Appr flow, vA
---------------
Intersection:
SB
RT TH LT
RT+TH LT
326 100
409 198
.797 .505
.244 .112
42.6 50.1
.34 .11
10.6 2.1
.0 .0
.0 .0
1.00 1.00
53.2 52.2
D D
0 0
--------------
52.9
D
426
--------------
Delay 68.7
WB
RT TH LT
RT TH LT
66 482 278
561 660 277
.118 .730 1.00
.354 .354 .157
26.1 33.8 50.6
.11 .29 .50
.1 4.1 55.0
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.2 37.9 106
C+ D+ F
0 0 0
--------------
59.7
E+
826
--------------
LOS E
NB
RT TH LT
RT+TH LT
410 199
409 198
1.002 1.01
.244 .112
45.4 53.3
.50 .50
45.1 65.3
.0 .0
.0 .0
1.00 1.00
90.5 119
F F
0 0
--------------
99.6
F
609
--------------
10/17/02
10:19:45
EB
RT TH LT
RT TH LT
185 662 219
561 660 277
.330 1.00 .791
.354 .354 .157
28.3 38.8 48.7
.11 .50 .34
.3 35.8 14.3
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
28.7 74.5 63.1
C E E+
0
----- 1
--- 0
--
64.2 ----
E+
----- 1066
-----
----
BENUM-COYNE
YELM AVE ~ SR-507
2006 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Back of Queue Worksheet
Queues in SB WB NB
Worst Lanes RT TH LT RT TH LT RT TH LT
Lane group, LG
Init queue, QbL
Ln flow, vL
Ln satflow, sL
Ln capacity, cL
Flow ratio, yL
v/c ratio, XL
Effect green, g
Grn ratio, g/C
Upstr filter, I
Grn arrivals, P
Platn ratio, Rp
Prog factr, PF2
Queue (1st) , Q1
Queue factr, k8
Queue (2nd) , Q2
Avg queue, Q
---------------
90~ factor, fB
90~ queue, Qp
Avg spacing, Lh
Avail storg, La
Avg distance
Avg ratio, RQ
90~ distance
90~ ratio, RQp
RT+TH LT
0 0
326 100
1676 1770
409 198
.195 .057
.797 .505
29.3 13.4
.244 .112
1.00 1.00
.24 .11
1.00 1.00
1.00 1.00
10.2 3.1
.48 .31
1.6 .3
11.8 3.4
--------------
1.62 1.74
19.2 6.0
25.3 25.3
0 0
299 87
.00 .00
485 151
.00 .00
RT TH LT
0 0 0
66 482 278
1583 1863 1770
561 660 277
.042 .259 .157
.118 .730 1.00
42.5 42.5 18.8
.354 .354 .157
1.00 1.00 1.00
.35 .35 .16
1.00 1.00 1.00
1.00 1.00 1.00
1.5 14.0 9.3
.58 .64 .38
.1 1.6 3.7
1.6 15.6 13.0
--------------
1.77 1.58 1.61
2.8 24.7 20.9
25.3 25.3 25.3
0 0 0
39 395 328
.00 .00 .00
70 625 528
.00 .00 .00
RT+TH LT
0 0
410 199
1675 1770
409 198
.245 .112
1.002 1.01
29.3 13.4
.244 .112
1.00 1.00
.24 .11
1.00 1.00
1.00 1.00
13.7 6.6
.48 .31
5.0 2.8
18.7 9.5
--------------
1.56 1.65
29.1 15.6
25.3 25.3
0 0
473 240
.00 .00
736 395
.00 .00
10/17/02
10:19:45
EB
RT TH LT
RT TH LT
0 0 0
185 662 219
1583 1863 1770
561 660 277
.117 .355 .124
.330 1.00 .791
42.5 42.5 18.8
.354 .354 .157
1.00 1.00 1.00
.35 .35 .16
1.00 1.00 1.00
1.00 1.00 1.00
4.5 22.1 7.0
.58 .64 .38
.3 7.4 1.2
4.8 29.5 8.3
--------------
1.71 1.49 1.66
8.2 43.9 13.7
25.3 25.3 25.3
0 0 0
121 745 209
.00 .00 .00
208 1112 348
.00 .00 .00
BENUM-COYNE 10/17/02
YELM AVE ~ SR-507 10:19:45
2006 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - Evaluation of Intersection Performance
-------------------------------------------------
Sq 44 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1
I + I++ I I ^ I
. I + I + + I i ++++I
I I I v I ****I I
I I I I++++ v I I
North I <* I * *>i I****> I
I I * I ** i I++++ I
I * I ** I I v I
-------------------------------------------------
I G/C=0.112 I G/C=0.244 I G/C=0.157 I G/C=0.354 I
i G= 13.4" I G= 29.3" ( G= 18.8" I G= 42.5" i
I Y+R= 4.0" I Y+R= 4.0" ( Y+R= 4.0" I Y+R= 4.0" I
I OFF= 0.0~ I OFF=14.5 ( OFF=42.3 I OFF=61.3$ I
-------------------------------------------------
C=120 sec G=104.0 sec = 86.7 Y=16.0 sec = 13.3 Ped= 0.0 sec = 0.0~
MVMT TOTALS SB Approach WB Approach NB Approach EB Approach Int
Param:Units RT TH LT RT TH LT RT TH LT RT TH LT Total
AdjVol: vph 218 108 100 66 482 278 275 135 199 185 662 219 2927
Wid/Ln:ft/# 0/0 12/1 12/1 12/1 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1
g/C Rqd@C:~ 0 33 26 25 37 31 0 36 29 29 44 29
g/C Used: ~ 0 24 11 35 35 16 0 24 11 35 35 16
SV @E: vph 0 395 169 561 660 251 0 395 169 561 660 251 4072
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LOS D D C+ D+ F F F C E E+ E
Deg Sat:v/c 0.00 0.80 0.50 0.12 0.73 1.00 0.00 1.00 1.00 0.33 1.00 0.79 0.84
HCM Delis/v 0.0 53.2 52.2 26.2 37.9105.6 0.0 90.5118.5 28.7 74.5 63.1 68.7
Tot Del:min 0 72 22 7 76 122 0 155 98 22 206 58 838
# Stops:veh 0 77 24 11 105 69 0 102 49 34 165 53 689
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 0 19 6 3 25 21 0 29 16 8 44 14 44
Queue 1: ft 0 485 151 70 625 528 0 736 395 208 1112 348 1112
APPR TOTALS Int
Param:Units SB Approach WB Approach NB Approach EB Approach Total
AdjVol: vph 426 826 609 1066 2927
----------- -------------- -------------- -------------- -------------- -----
Svc Lvl:LO5 D E+ F E+ E
Deg Sat:v/c 0.73 0.77 1.00 0.84 0.84
HCM Delis/v 52.9 59.7 99.6 64.2 68.7
Tot Del:min 94 205 253 286 838
# Stops:veh 101 185 151 252 689
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 19 25 29 44 44
Queue 1: ft 485 625 736 1112 1112
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR ntersedion
urisdiction
alysis Year
2002 EXISTING
ro'ect Descri lion
ast/West Street: RAILWAY orth/South Street: RHOTON
Intersedion Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 159 74 6 123 0
eak-Hour Factor, PHF 0.90 0.87 0.87 0.90 0.84 0.90
ouriy Flow Rate, HFR 0 182 85 6 146 0
ercent Heavy Vehides 0 - - 2 - -
edian Type Undivided
T Channelized 0 0
anes 0 1 0 0 1 0
onfiguration TR LT
stream Si nal 0 0
inor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 44 0 f 1 0 0 0
eak-Hour Factor, PHF 0.76 0.90 0.76 0.90 0.90 0.90
ouriy Flow Rate, HFR 57 0 14 0 0 0
ercent Heavy Vehides 2 0 2 0 0 0
ercent Grade (%) 0 0
tared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
figuration LR
eta Queue Len th and Level of Service
proach NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 6 71
(m)(vph) 1297 648
lc 0.00 0.11
5% queue length 0.01 0.37
ntrol Delay 7.8 11.2
OS A 8
proach Delay - - 11.2
proach LOS - - B
HCSZOOOM Copyright ®2000 University of Fbrida, All Rights Rained Version e. Ib
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Pertormed
al sis Time Period
10/17/2002
PM PK HR ntersedion
urisdiction
alysis Year
2006 WITHOUT PROJECT
ro'ect Descri lion
ast/West Street: RAILWAY orth/South Street: RHOTON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 202 93 7 222 0
Peak-Hour Factor, PHF 0.90 0.87 0.87 0.90 0.90 0.90
ourly Flow Rate, HFR 0 232 106 7 246 0
ercent Heavy Vehides 0 - - 2 - -
edian Type Undivided
T Channelized 0 0
anes 0 1 0 0 1 0
nfiguration TR LT
stream Si nal 0 0
inor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 70 0 12 0 0 0
eak-Hour Factor, PHF 0.76 0.90 0.76 0.90 0.90 0.90
ourly Flow Rate, HFR 92 0 15 0 0 0
ercent Heavy Vehides 2 0 2 0 0 0
ercent Grade (%) 0 0
tared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
figuration LR
eta Queue Len hand Levei of Service
proach NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 7 107
(m)(vph) 1221 521
lc 0.01 0.21
5% queue length 0.02 0.76
ontrol Delay 8.0 13.7
OS A 8
proach Delay - - 13.7
proach LOS - - 8
HCS100mM Copyright 0 2000 Univasiry of Florida All Rights Raaved Version 4.16
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR Intersection
urisdiction
alysis Year
2006 WITH PROJECT
ro'ect Descri tion
EastNVest SUeet: RAILWAY orthlSouth SUeet: RHOTON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a"or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 251 93 7 249 0
eak-Hour Factor, PHF 0.90 0.87 0.87 0.90 0.90 0.90
ourty Flow Rate, HFR 0 288 106 7 276 0
ercent Heavy Vehicles 0 - - 2 -
edian Type Undivided
T Channelized 0 0
anes 0 1 0 0 1 0
onfiguration TR LT
sVeam Si nest 0 p
Minor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 70 0 12 0 0 0
eak-Hour Factor, PHF 0.76 0.90 0.76 0.90 0.90 0.90
ourly Flow Rate, HFR 92 0 15 0 0 0
ercent Heavy Vehicles 2 0 2 0 0 0
ercent Grade (%) 0 0
tared Approach N N
torage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
nfiguration LR
eta Queue Len th and Level of Service
proach NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 7 107
(m)(vph) 1165 466
lc 0.01 0.23
5% queue length 0.02 0.88
ontrol Delay 8.1 15.0+
OS A C
proach Delay - - 15,0+
proach LOS - - C
HCS?OOOn+ Copyngh[ m 2000 University of Florida All Righu Reserved Version 4.16
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR ntersection
urisdiction
alysis Year
2002 EXISTING
ro'ect Descri lion
ast/West Street: N.P. RD orth/South Street: RHOTON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 53 87 4 83 0
eak-Hour Factor, PHF 0.90 0.73 0.73 0.84 0.84 0.90
ouriy Flow Rate, HFR 0 72 119 4 98 0
ercent Heavy VehiGes 0 - - 2 -
edian Type Undivided
T Channelized 0 0
anes 0 1 0 0 1 0
onfiguration TR LT
stream Si nal 0 0
inor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 76 0 4 0 0 0
eak-Hour Factor, PHF 0.71 0.90 0.71 0.90 0.90 0.90
ourly Flow Rate, HFR 107 0 5 0 0 0
ercent Heavy VehiGes 2 0 2 0 0 0
ercent Grade (°~) 0 0
ared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
figuration LR '
ales Queue Len hand Level of Service
proach NB SB Westbound Eastbound
vement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 4 112
(m)(vph) 1383 754
lc 0.00 0.15
5°k queue length 0.01 0.52
ntrol Delay 7.6 10.6
OS A 8
proach Delay - - 10.6
proach LOS - - g
HCS?DO[Tw Copyright O 2000 Univasiry of FI«id~ All Rights Reserved Vpsion 4.1 b
ate Performed 10/17/2002
al sis Time Period PM PK HR
ro'ect Descri lion
East/West Street: N.P. RD
Intersection Orientation: North-South
ehicle Volumes and Ad'ustments
a'or Street
-
ovement 1
L
olume 0
eak-Hour Factor, PHF 0.90
ourly Flow Rate, HFR 0
ercent Heavy VehiGes 0
edian Type
T Channelized
anes 0
L
128
lour Factor, PHF 0.71
Flow Rate, HFR 180
rt Heavy VehiGes 2
~t Grade (%)
Approach
nes 0
figuration
ela Queue Len th and Level of Se
proach NB
ovement 1
ne Configuration
(vph)
(m) (vph)
Ic
5% queue length
ontrol Delay
OS
proach Delay -
proach LOS -
TWO-WAY STOP CONTROL SUMMARY
Site Information
Intersection
urisdiction
alysis Year
71
0.7;
97
1
0
Nestbt
8
T
0
0.9(
0
0
0
N
0
0
LR
SB
4
LT
5
1319
0.00
0.01
7.7
A
3 4
R L
110 5
9.73 0.84
150 5
- 2
Undivided
0
0 0
TR LT
9 10
R L
5 0
9.71 0.90
7 0
2 0
0
0 0
2006 WITHOUT PROJECT
TON
Southbound
160
1
0.90
0
0
0
N
0
0
0
0
0
12
R
0
9C
0
0
0
0
Westbound Eastbound
7 8 9 10 11 12
LR
187
658
0.28
1.17
12.6
e
12.6
8
HCS?000~*~
Copyright O 2000 University of Florida, All Rights Rained
Version d.lb
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR ntersection
urisdiction
alysis Year
2006 WITH PROJECT
ro ect Descri lion
EasWVest Street: N.P. RD orth/South Street: RHOTON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 71 159 5 135 0
eak-Hour Factor, PHF 0.90 0.73 0.73 0.84 0.84 0.90
ouriy Flow Rate, HFR 0 97 217 5 160 0
ercent Heavy VehiGes 0 - - 2 - --
edian Type Undivided
T Channeiized 0 0
ernes 0 1 0 0 1 0
nfiguration TR LT
stream Si nal 0 0
inor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 159 0 5 0 0 0
eak-Hour Factor, PHF 0.71 0.90 0.71 0.90 0.90 0.90
ourly Flow Rate, HFR 223 0 7 0 0 0
ercent Heavy VehiGes 2 0 2 0 0 0
ercent Grade (%) 0 0
Flared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
nfiguration LR
ela Queue Len hand Level of Service
proadt NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 5 230
(m)(vph) 1246 627
lc 0.00 0.37
5% queue length 0.01 1.68
ontrol Delay 7.9 14.0
OS A 8
proaGt Delay - - 14.0
proach LOS - - B
HCS?000°+ Copyright O 2000 University or Florida, All Rights Rtserved Version 4.16
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR ntersedion
urisdiction
alysis Year
2002 EXISTING
ro'ect Descri lion
ast/West Street: N.P. RO orth/South Street: WILKENSON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Nouhbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 181 93 7 202 88
eak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.92 0.92
ouriy Flow Rate, HFR 0 196 0 0 219 95
ercent Heavy Vehicles 2 - - 2 - --
edian Type Undivided
T Channelized 0 0
apes 0 1 0 0 1 0
onfiguration LT TR
stream Si nal 0 0
inor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 0 0 0 92 0 8
eak-Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69
ouriy Flow Rate, HFR 0 0 0 133 0 11
ercent Heavy Vehicles 2 0 2 2 0 2
ercent Grade (%) 0 0
tared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
figuration LR
eta Queue Len th and Level of Service
proach NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 0 144
(m)(vph) 1246 570
lc 0.00 0.25
5% queue length 0.00 1.00
ntrol Delay 7.9 13.4
OS A e
proach Delay - - 13.4
proach LOS - - 8
HCS1000ri+ Copyright ®2000 Unive+siry or Floride4 All Rights Rained Version a I b
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
envy/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR ntersection
urisdiction
alysis Year
2006 WITHOUT PROJECT
ro'ect Descri tion
ast/West SVeet: N.P. RD orth/South SVeet: WILKENSON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 204 93 7 227 140
eak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.92 0.92
ourly Flow Rate, HFR 0 221 0 0 246 152
ercent Heavy VehiGes 2 - - 2 - -
edian Type Undivided
T Channelized 0 0
anes 0 1 0 0 1 0
onfiguration LT TR
stream Si nal 0 0
inor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 0 0 0 116 0 9
eak-Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69
ourly Flow Rate, HFR 0 0 0 168 0 13
ercent Heavy VehiGes 2 0 2 2 0 2
ercent Grade (%) 0 0
cared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
nfiguration LR
eta Queue Len th and Level of Service
proach NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 0 181
(m)(vph} 1161 512
lc 0.00 0.35
5% queue length 0.00 1.58
ntrol Delay 8.1 15.8
OS A C
proach Delay - - 15.8
proach LOS - - C
HCS:OOPw Copynght O 2000 Universiry or Fbrid~ All Righu Reserved Version 0.16
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR ntersection
urisdiction
alysis Year
2006 WITH PROJECT
ro'ect Descri lion
asUWest Street: N.P. RD orth/South Street: WILKENSON
Intersection Orientation: Norfh-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 225 93 7 239 167
eak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.92 0.92
ourly Flow Rate, HFR 0 244 0 0 259 181
ercent Heavy VehiGes 0 - - 2 - -
edian Type Undivided
T Channelized 0 0
anes 0 1 0 0 1 0
onfiguration LT TR
stream Si nal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 0 0 0 165 0 9
eak-Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69
ourly Flow Rate, HFR 0 0 0 239 0 13
ercent Heavy VehiGes 2 0 2 2 0 2
ercent Grade (%) 0 0
Flared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
nfiguration LR
ela Queue Len hand Level of Service
proach NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 0 252
(m)(vph) 1131 476
lc 0.00 0.53
5% queue length 0.00 3.04
ontrol Delay 8.2 20.8
OS A C
proaGt Delay - - 20.8
proach LOS - - C
HCS?OOOt*~ Copyright iD 2000 University oCFlorids, All Rights Reserved Version 4.16
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR ntersedion
urisdiction
alysis Year
2006 WITH PROJECT
ro'ect Descri lion
ast/West Street: N ENTR ortiUSouth Street: WILKENSON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 320 14 0 367 0
eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
ourly Flow Rate, HFR 0 355 15 0 407 0
ercent Heavy Vehides 0 - - 0 - -
edian Type Undivided
T Channelized 0 0
apes 0 1 0 0 1 0
onfiguration TR LT
stream Si nal 0 0
Minor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 8 0 0 0 0 0
eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
ourly Flow Rate, HFR 8 0 0 0 0 0
ercent Heavy Vehides 0 0 0 0 0 0
ercent Grade (%) 0 0
tared Approach N N
forage 0 0
T Channelized 0 0
nes 0 0 0 0 0 0
nfiguration LR
eta Queue Len hand Level of Service
proach NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 0 8
(m)(vph) 1200 372
lc 0.00 0.02
5°k queue length 0.00 0.07
ntrol Delay 8.0 14.9
OS A B
proadt Delay - - 14.9
proach LOS - - 8
NCS:000n+ Copyright O 2000 University or Florida All Righn Reserved Version 4. I b
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
alyst
gency/Co.
ate Performed
al sis Time Period
10/17/2002
PM PK HR Intersection
urisdiction
alysis Year
2006 WITH PROJECT
ro'ect Descri lion
ast/West Street: S ENTR orth/South Street: WILKENSON
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
ovement 1 2 3 4 5 6
L T R L T R
olume 0 334 56 0 375 0
eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
ourly Flow Rate, HFR 0 371 62 0 416 0
ercent Heavy Vehicles 0 - - 0 - --
edian Type Undivided
T Channelized 0 0
anes 0 1 0 0 1 0
onfiguration TR LT
stream Si nal 0 0
Minor Street Westbound Eastbound
ovement 7 8 9 10 11 12
L T R L T R
olume 31 0 0 0 0 0
eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
ourly Flow Rate, HFR 34 0 0 0 0 0
ercent Heavy Vehides 0 0 0 0 0 0
ercent Grade (%) 0 0
Flared Approach N N
torage 0 0
T Channelized 0 0
anes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
proadt NB SB Westbound Eastbound
ovement 1 4 7 8 9 10 11 12
ne Configuration LT LR
(vph) 0 34
(m)(vph) 1137 348
lc 0.00 0.10
5% queue length 0.00 0.32
ntrol Delay 8.2 16.5
OS A C
proach Delay - - 16.5
proach LOS - - C
HCS_'OOOtM Copyright Z' 2000 University of Florida All Rights Ramed Version 4 I b