TIA~~~ HEATH & ASSOCIATES, INC.
Transportation and Civil Engineering
JULSON PLAT
RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS
YELM, WA
Prepared for: Robert Benum
Benum Enterprises
P.O. Box 73130
Puyallup, WA 98373
JANUARY 2005
2214 Tacoma Road • Puyallup, WA 98371 • (253) 770-1401 • Fax (253) 770-1473
JULSON PLAT
RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS
TABLE OF CONTENTS
I. Introduction .................................................................................................................3
II. Project Description ......................................................................................................3
III. Existing Conditions .....................................................................................................3
IV. Future Traffic Demand ..............................................................................................10
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 OF FIGURES
1. Vicinity Map & Roadway System ..............................................................................4
2. Site Plan -... - . ........................................5
3. Existing PM Peak Hour Volumes ...............................................................................7
4. Trip Distribution & Assignment ...............................................................................11
5. Pipeline Volumes ......................................................................................................13
6. 2007 PM Peak Hour Volumes Without Project ........................................................14
7. 2007 PM Peak Hour Volumes With Project .............................................................15
2
JULSON PLAT
RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS
I. INTRODUCTION
This study serves to investigate traffic impacts related to the proposed Julson Plat. 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 80 single family lots. The
site is located to the northwest of the intersection of Wilkenson Road SE and Canal Road
SE in the City of Yehn, WA. The north border of the project is the Centralia Power
Canal. Access to the site is to be provided by three driveways that will connect to Canal
Road, two of which will be interconnected by internal roads. Buildout of the project is
roughly estimated by 2007. The year 2007 was therefore designated as the horizon year
for traffic study purposes. Figure 1 shows the general site location and surrounding
roadway system, while the site plan rng the overall lot-configuration and internal
roadways is shown in Figure 2.
III. EXISTING CONDITIONS
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.
3
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JULSON PLAT
Ha AP Htat~ion andOC vilA Eng neering SITE PLAN
FIGURE 2
Canal Road is a two-lane roadway that borders the west side of the site. The posted
speed limit is 25 mph. Grades are mild.
Wilkerson Road is a two-lane roadway which lies along the east side of the property.
Lane widths are approximately 10 feet wide, while shoulders are 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 south of the property and runs in a
southwesterly-northeasterly direction. Lanes are approximately 10 feet wide, while
shoulders are 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.
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 south of the property and runs in a
northwesterly-southeasterly direction. Lanes are 12 feet wide, while shoulders are
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.
B. Existing Peak Hour Volumes
Field data for this study was colleted from November of 2004 to January of 2005.
Counts were 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 early evening period. Drivers often
travel home after work at approximately the same time of day, typically between 4 PM
and 6 PM, which translates to a natural peak in intersection and arterial traffic loads.
Figure 3 on the following page shows the evening peak hour counts taken at the key
intersections of Wilkerson Rd/Canal Rd, Wilkerson Rd/N P Rd, Rhoton Rd1N P Rd,
Rhoton Rd/Railway Rd, and Yelm Ave/First St. Average daily traffic (ADT) volumes for
State Routes are available from the Washington State Department of Transportation.
6
JULSON PLAT
HEATH & ASSOCIATES, INC EXISTING PM PEAK HOURVOUJMES
Transportation and Civil Engineering
FIGURE 3
C. Level of Service
Existing peak hour delays were determined through the use of the Highway Capacity
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 (v/c) 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 are based
on Chaff 2 G and 17 procedt~-~s in the 2000 Highway Capacity Manual. _- ~~
As shown in Table 1, the highest delays are at the signalized intersection of Yelm
Ave/First St with delays of LOS D overall. Other intersections are currently operating
with delays of LOS A to LOS B.
8
TABLE 1
Existing Level of Service
Delays given in seconds per vehicle
Intersection Control Approach LOS Delay
Wilkenson/Canal Stop Eastbound B 12.2
Northbound A 7.6
Wilkenson/N P Rd Stop Eastbound B 11.6
Northbound A 7.6
Rhoton/N P Rd Stop Westbound B 10.1
Southbound A 7.5
Rhoton/Railway Stop Westbound B 12.3
Southbound A 7.9
Yelm Ave/First St Signal Southbound D 40.6
Westbound D 49.3
Northbound D 44.0
Eastbound D 49.4
Overall D 44.7
D. 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.
E. Transit
The nearest transit service available is on Yelm Avenue. Intercity Route 93 is a loop
route h~-City of Yelm that provides service to Nisqually Plaza on SR-507. Route 93 _
runs on both Canal Rd and Wilkeson Rd, with service roughly from 8:30 AM to 6:30 PM.
Some transit usage would likely be realized in the future with most project trips made via
passenger car. No trip generation reductions were made for transit in order to have a
conservative analysis.
F. Sight Distance at Accesses
Preliminary examinations of the proposed access locations onto Canal 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 the three
accesses have sufficient available sight distance. No obstructions were 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, Seventh 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 80 proposed units.
TABLE 2
Trip Generation Volumes
80 Single Family Dwelling Units
Time Period Volume
Average Weekday Traffic 847 vpd
AM Peak Inbound 16 vph
AM Peak Outbound 49 vph
AM Peak Total 65 vph
PM Peak Inbound 55 vph
PM Peak Outbound 33 vph
PM Peak Total 88 vph
As shown in Table 2, approximately 25 percent fewer trips are expected for the AM peak
hour versus the PM peak. This primarily results from the slightly greater number of
personal and recreation trips. The overall peak in total traffic would most likely be
realized during the evening peak period due to the~cornbination of heavy commuter traffic
and larger evening project generated volumes. The anticipated inbound/outbound split
for the critical PM peak is estimated at 63 percent entering and 37 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 are 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 Yelm. 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 Yelm, and 40 percent northwesterly on SR-510.
10
/ 0 0
o~
40%
20%
INBOUND: 55 VPH
OUTBOUND: 33 VPH
JULSON PLAT
HEATH & ASSOCIATES, INC TRIP DISTRIBUTION -PROJECT TRAFFIC
Transportation and Civil Engineering
FIGURE 4
C. Peak Hour Volumes With and Without the Project
Completion of this subdivision is expected by the year 2007, therefore, future traffic
volumes for the 2007 horizon year were targeted and analyzed. Baseline 2007 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 2007 traffic without the project The
pipeline projects identified that will have an effect on the key intersections were Benum-
Coyne Plat, 104th Avenue Plat, and Rhoton Industrial Plat. 2007 intersection volumes
without the project (background growth plus pipeline volumes) are given in Figure 6,
while 2007 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 again through the use of the HCM 2000
and Signa12000 programs. A summary of the analysis results is shown in Table 3.
TABLE 3
Future 2007 Level of Service
Delays given in seconds per vehicle
Without Proiect With Proiect
Intersection Control Geometry LOS Delay LOS Delay
Wilkenson/Canal Stop Eastbound B 14.2 C 16.4
Northbound A 7.7 A 7.9
Wilkenson/NP Stop Eastbound B 13.9 C 16.3
Northbound A 7.8 A 7.9
Rhoton/NP Stop Westbound B 12.2 B 12.9
Southbound A 7.7 A 7.8
Rhoton/Railway Stop Westbound C 16.4 C 18.2
Southbound A 8.2 A 8.4
Yelm/First Signal Southbound D 44.9 D 46.4
Westbound E 59.0 E 65.6
Northbound D 49.3 D 49.1
Eastbound E 55.6 E 56.8
Overall D 50.8 D 52.6
CanaUEntrances Stop Southbound - - A 9.6
Eastbound - - A 7.4
The 2007 LOS analysis both with and without the project indicate some LOS D and LOS
E delays for the Yelm Ave/First St intersection, with overall delays of LOS D. Other
intersections are expected to be at LOS A to LOS C. Entrance delays should be LOS A.
12
JULSON PLAT
HEATH & ASSOCIATES, INC
Transportation and Civil Engineering
PIPELINE VOLUMES
FIGURE 5
/ 17 198
65~
STOP
38~
JULSON PLAT
HEATH & ASSOCIATES, INC 2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
Transportation and Civil Engineering
FIGURE 6
JULSON PLAT
HEATH & ASSOCIATES, INC 2007 PM PEAKFIOURVOLUMESwITIiPROJECT
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.
For this impact study, procedures from the WSDOT Design Manual, Figure 910-8 would
be used to ascertain storage requirements on Canal Road at the project entrances. Mild
traffic presently exists on Canal Road and very little to no traffic for the project is
expected to be coming from the north west into the plat. By inspection a left turn lane is
not warranted on Canal Road at the project entrances.
V. CONCL USIONS AND MITIGATION
The Julson Plat project proposes to add 80 single-family residential lots. The site is
located between Wilkenson Road and Canal Road in the City of Yelm. Access will be
provided onto Canal Road. This project is expected to create an average of 847
residential trip movements during a typical weekday. An estimated 65 vehicle trips are
associated with the AM peak hour and 88 trips with the PM peak hour.
Several intersections were reviewed for LOS. Based on this review, some slight increases
in delay maybe expected due to the addition of prof ect traffic. The high volume
intersection of First StlYehn Ave would remain at LOS D overall. Sight distance at the
project entrances appears to be adequate, based on a 25 mph speed limit but should meet
city of Yelm requirements. A left turn lane is not warranted on Canal Road. Based on
this analysis the following mitigation is identified:
1. Provide the city of Yelm mitigation fee for 88 PM peak hour trips. - - ---
No other mitigation is identified.
16
JULSON PLAT
RESIDENTIAL SUBDIVISION
TRAFFIC IMPACT ANALYSIS
APPENDIX
17
LEVEL OF SERVICE
The following are 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 are 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 are
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 repr~t~`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 offree-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 are 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 are defined based on one or more operational
parameters 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 parameters 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 defined by a range in the
parameters 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 average
control delay. Delay is a measure of driver discomfort, fiustration, 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 (sect
A <_ 10
B >l0and<_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
>l0and<_15
>15and<_25
>25 and <_35
>35 and <_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
>l0and<_15
>15and<_25
> 25 and <_35
>35and<_50
> 50
20
Summary of Trip Generation Calculation
For 80 Dwelling Units of Single Family Detached Housing
January 04, 2005
Average Standard Adjustment Driveway
Rate Deviation Factor Vo lume
Avg. Weekday 2-Way Volume 10.59 0.00 1.00 847
7-9 AM Peak Hour Enter 0.20 0.00 1.00 16
7-9 AM Peak Hour Exit 0.61 0.00 1.00 49
7-9 AM Peak Hour Total 0.82 0.00 1.00 65
4-6 PM Peak Hour Enter 0.69 0.00 1.00 55
4-6 PM Peak Hour Exit 0.41 0.00 1.00 -32-33
4-6 PM Peak Hour Total 1.10 0.00 1.00 88
AM Pk Hr, Generator, Enter 0.22 0.00 1.00 18
AM Pk Hr, Generator, Exit 0.63 0.00 1.00 50
AM Pk Hr, Generator, Total 0.85 0.00 1.00 68
PM Pk Hr, Generator, Enter 0.73 0.00 1.00 58
PM Pk Hr, Generator, Exit 0.41 0.00 1.00 33
PM Pk Hr, Generator, Total 1.14 0.00 1.00 91
Saturday 2-Way Volume 10.67 0.00 1.00 853
Saturday Peak Hour Enter 0.55 0.00 1.00 44
Saturday Peak Hour Exit 0.47 0.00 1.00 38
Saturday Peak Hour Total 1.03 0.00 1.00 82
Sunday 2-Way Volume 8.71 0.00 1.00 697
Sunday Peak Hour Enter 0.51 0.00 1.00 41
Sunday Peak Hour Exit 0.45 0.00 1.00 36
Sunday Peak Hour Total 0.96 0.00 1.00 77
Note: A zero indicates no data ava ilable.
The above rates were calcula ted from these equatio ns:
24-Hr. 2-Way Volume: LN(T) _ .92 LN(X) + 2.71, R^2 = 0.96
7-9 AM Peak Hr. Total: T = .7(X) + 9.43
R^2 = 0.89 0.25 Enter, 0.75 Exit
4-6 PM Peak Hr. Total: LN(T) _ .9LN(X) + .53
R^2 = 0.91 0.63 Enter, 0.37 Exit
AM Gen Pk Hr. Total: T = .7 (X) + 12.05
R^2 = 0.89 0.26 Enter, 0.74 Exit
PM Gen Pk Hr. Total: LN(T) _ .89 LN(X) + .61
R^2 = 0.91 0.64 Enter, 0.36 Exit
Sat. 2-Way Volume: LN(T) _ .94 LN(X) + 2.63, R^2 = 0.93
Sat. Pk Hr. Total: T = .89(X) + 10.93
R^2 = 0.9 0.54 Enter, 0.46 Exit
Sun. 2-Way Volume: T = 8.83(X) + -9.76, R^2 = 0.94
Sun. Pk Hr. Total: LN(T) _ .89 LN(X) + .44
R^2 = 0.88 0.53 Enter, 0.47 Exit
Source: Institute of Transportation Engineers
Trip Generation, 7th Edition, 2003.
TRIP GENERATION BY MICROTRANS
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
Groups Printed- Unshifted
File Name : untitled3
Site Code :00002289
Start Date :01/04/2005
Page No : 1
WILKENSON RD SE
WILKENSON RD SE __
CANAL RD _ -
Southbound Northbound Eastbound
Start Time Ri ht Thru Left Ri ht Thru Left Ri ht 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 6 40 0 0 66 5 3 0 11 131
04:15 PM 3 39 0 0 65 0 14 0 21 142
04:30 PM 3 37 0 0 57 3 6 0 18 124
04:45 PM 4 34 0 0 57 3 13 0 11 122
Total 16 150 0 0 245 11 36 0 61 519
05:00 PM 7 25 0 0 63 1 4 0 26 126
05:15 PM 1 40 0 0 61 0 3 0 22 127
05:30 PM 5 35 0 0 53 1 6 0 15 115
05:45 PM 4 32 0 0 54 1 2 0 12 105
Total 17 132 0 0 231 3 15 0 75 473
Grand Total 33 282 0 0 476 14 51 0 136 992
Apprch % 10.5 89.5 0.0 0.0 97.1 2.9 27.3 0.0 72.7
Total % 3.3 28.4 0.0 0.0 48.0 1.4 5.1 0.0 13.7
Out In Total
612 315 927
33 282
Right Thru
~ 1
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ro ~ North
o
n
D J
~ C O
~ - ~ /4/2005 4:00:00 PM
Z ~n ~ /4/2005 5:45:00 PM
~ v Urutafted
0
I
Left Thru
14 476
0 490 823 ~
Out In Total
WILKENSON RD SE
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled3
Site Code :00002289
Start Date : 01 /04/2005
Page No : 2
Southbound Northbound Eastbound
Start Time Right Thru Left App' Right Thru Left App' Right Thru Left APP' Int. Total ~
Total Total Total I
Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1
Intersection 04:00 PM
Volume 16 150 0 166 0 245 11 256 36 0 61 97 519
Percent 9.6 90.4 0.0 0.0 95.7 4.3 37.1 0.0 62.9
04:15 Volume 3 39 0 42 0 65 0 65 14 0 21 35 142
Peak Factor ~ 0.914
High Int. 04:00 PM 04:00 PM 04:15 PM
Volume 6 40 0 46 0 66 5 71 14 0 21 35
Peak Factor 0.902 0.901 0.693
Out In Total
® 166 472
16 150
Right Thru
~' 1
N
O
F
~
North
~ r `O a~i
~ C T J
z ~ ~, /4/2005 4:00:00 PM
Q M ~ /4/2005 4:45:00 PM
U ~
j N Unshdted
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L
ft Thru
11 245
I
186 256 442
Out In Total
WILKENSON RD SE
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
Grnuns Printed- Unshifted
File Name : untitled1
Site Code :00002289
Start Date :12/28/2004
Page No : 1
i WILKENSON RD SE WILKENSON RD SE N P RD SE 1
Southbound Northbound Eastbound
Start Time Ri ht Thru Left Ri ht Thru Left Ri ht 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 17 24 0 0 39 1 1 0 21 103
04:15 PM 17 34 0 0 36 1 1 0 32 121
04:30 PM 12 27 0 0 32 0 0 0 18 89
04:45 PM 12 24 0 0 35 0 1 0 26 98
Total 58 109 0 0 142 2 3 0 97 411
05:00 PM 13 35 0 0 26 1 0 0 25 100
05:15 PM 13 19 0 0 33 0 1 0 23 89
05:30 PM 13 23 0 0 25 0 0 0 30 91
05:45 PM 16 23 0 0 33 1 0 0 24 97
Total 55 100 0 0 117 2 1 0 102 377
Grand Total 113 209 0 0 259 4 4 0 199 788
Apprch % 35.1 64.9 0.0 0.0 98.5 1.5 2.0 0.0 98.0
Total % 14.3 26.5 0.0 0.0 32.9 0.5 0.5 0.0 25.3
Out In Total
458 322 780
113 209
Right Thru
~' 1
N
~~
r
°M
~ North
w ~ ~
~
O J
~ ~ `" 12/28/2004 4:00:00 PM
a ~ ~ 12/28/2004 5:45:00 PM
z ~
Unstdited
o~
e
L
ft Thru
4 259
213 263 476
Out In Total
WILKENSON RD SE
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled1
Site Code :00002289
Start Date :12/28/2004
Page No : 2
' WILKENSON RD SE WILKENSON RD SE N P RD SE 1
Southbound Northbound Eastbound _ I
--
Start Time
Right
Thru
Left
Right
Thru
Left
Right
Thru Left t
Ini
pa~ ~
A
Total Total i
T
o
rea~c Hour rrom u4:uu rnn to uo:4~ rnn - reaK ~ or ~
Intersection 04:00 PM
Volume 58 109 0 167
Percent 34.7 65.3 0.0
04:15 Volume 17 34 0 51
Peak Factor
High Int. 04:15 PM
Volume 17 34 0 51
Peak Factor 0.819
0 142 2
0.0 98.6 1.4
0 36 1
04:00 PM
0 39 1
Total '
144 3 0 97 100 411
3.0 0.0 97.0
37 1 0 32 33 121
0.849
04:15 PM
40 1 0 32 33
0.900 0.758 ~
Out In Total
239 167 406
58 109
Right Thrv
~' 1
0
`~ T
W o ~ ~~ Nosh
O C O J
s ~,, ~, 12/28/2004 4:00:00 PM
a ~ 2/28/2004 4:45:00 PM
z ~
5 ~ Urutuked
O
I
Left Thru
2 142
112 144 256
Out In Total
WILKENSON RD SE
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
Grou s Printed- Unshifted
File Name : untitled1
Site Code :00002289
Start Date :12/30/2004
Page No : 1
RHOTON RD N P RD SE RHOTON RD
Southbound Westbound Northbound
Start Time Ri ht Thru Left Ri ht Thru Left Ri ht 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
12
0
0
0
16
20
9
0 _
57
04:15 PM 0 15 1 0 0 23 22 11 0 72
04:30 PM 0 16 0 1 0 18 22 18 0 75
04:45 PM 0 17 2 0 0 20 24 8 0 71
Total 0 60 3 1 0 77 88 46 0 275
05:00 PM 0 8 0 0 0 20 21 15 0 64
05:15 PM 0 3 0 0 0 17 31 12 0 63
05:30 PM 0 10 0 1 0 15 21 17 0 64
05:45 PM 0 11 0 0 0 27 35 14 0 87
Total 0 32 0 1 0 79 108 58 0 ~ 278
Grand Total 0 92 3 2 0 156 196 104 0 553
Apprch % 0.0 96.8 3.2 1.3 0.0 98.7 65.3 34.7 0.0
Total % 0.0 16.6 0.5 0.4 0.0 28.2 35.4 18.8 0.0
Out In Total
106 95 201
92 3
Thru Left
1 '~
~ C
T
North 'O .•
Z
.Jw _ ~
2/30/2004 4:00:00 PM N N ~ o
2/30/2004 5:45:00 PM r °o
~x ~ m
Unshifted ~
0
N
V -
T r
Thru Ri ht
104 196
248 300
Out In Total
RH TON RD
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled1
Site Code :00002289
Start Date :12/30/2004
Page No : 2
RHOTON RD
Southbound N P RD SE
Westbound RHOTON RD
Northbound '
Start Time Right Thru Left T
ta Right Thru Left ota Right Thru Left Int. Total
l
o T
l Total
-
ak Hour From 04:00 PM to
05:45 PM -Peak 1 of 1 - -_ . _ _
Intersection 04:15 PM I
Volume 0 56 3 59 1 0 81 82 89 52 0 141 282
Percent 0.0 94.9 5.1 1.2 0.0 98.8 63.1 36.9 0.0
04:30 Volume 0 16 0 16 1 0 18 19 22 18 0 40 75
Peak Factor 0.940
High Int. 04:45 PM 04:15 PM 04:30 PM ~
Volume 0 17 2 19 0 0 23 23 22 18 0 40
Peak Factor 0.776 0.891 0.881
Out In Total
53 59 112
56 3
Thru Left
1 '~
T
N..
North * ~
~' z
s v
2/30/2004 4:15:00 PM ~ ~ o
2/30/2004 5:00:00 PM m N ~
,fix m
Unshifted ,i
0
~ lu
A
Thru Ri ht
52 89
137 141 278
Out In Total
RHOTON RD
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
(;rnnns Printari- l lnshiffart
File Name : untitled2
Site Code :00002289
Start Date : 01 /03/2005
Page No : 1
RHOTON RD RAILWAY RD SE 1ST ST NE
Southbound Westbound Northbound
Start Time Ri ht Thru Left Ri ht Thru Left Ri ht 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 29 1 2 0 19 22 30 0 103
04:15 PM 0 32 4 2 0 20 12 33 0 103
04:30 PM 0 39 4 0 0 11 19 26 0 I 99
04:45 PM 0 44 0 2 0 14 14_ __ ___ 38 __ __ 0 i _ _ __ _ _ 1_12
_
Total 0 _
144 9 6 0 64 67 127 0 ~ 417
05:00 PM 0 20 4 1 0 8 25 50 0' 108
05:15 PM 0 21 1 2 0 11 18 37 0 90
05:30 PM 0 20 1 1 0 9 15 33 0 79
05:45 PM 0 18 3 1 0 15 17 36 0 90
Total 0 79 9 5 0 43 75 156 0 367
Grand Total 0 223 18 11 0 107 142 283 0 784
Apprch % 0.0 92.5 7.5 9.3 0.0 90.7 33.4 66.6 0.0
Total % 0.0 28.4 2.3 1.4 0.0 13.6 18.1 36.1 0.0
Out In Total
® 241 535
223 18
Thru Left
1 ~
~~
T
North °
~ ~
~~ ~
/3/2005 4:00:00 PM -~ S D
/3/2005 5:45:00 PM m , ~
~x ~ v
Urutafted ~
0
V tit
OD -
Thru Ri ht
283 142
® 425 755
Out In Total
1 T T NE
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled2
Site Code :00002289
Start Date : 01 /03/2005
Page No : 2
RHOTON RD RAILWAY RD SE 1ST ST NE -,
Southbound Westbound Northbound
Start Time Right Thru Left Right Thru Left T
ta Right Thru Left Int. Total '
Total o
l .
Total
reaK rlour rrom u4:uu rnn ro u5:4o rnn - reaK ~ or ~
Intersection 04:15 PM
Volume 0 135 12 147 5 0 53 58 70 147 0 2171 422
Percent 0.0 91.8 8.2 8.6 0.0 91.4 32.3 67.7 0.0
04:45 Volume 0 44 0 44 2 0 14 16 14 38 0 52 112
Peak Factor 10.942
High Int. 04:45 PM 04:15 PM 05:00 PM
Volume 0 44 0 44 2 0 20 22 25 50 0 75
Peak Factor 0.835 0.659 0.723
Out In Total
152 147 299
135 12
Ttxu Left
1 '~
N~ N
~
s
" "'
/3/2005 4:15:00 PM N g {
/3/2005 5:00:00 PM r m ~
~~ W ~
Urutufted m
o
c
A pl
O _
TMu Ri ht
147 70
188 217 405
Out In Total
1ST ST NE
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
Grouns Printed- Unshifted
File Name : untitled1
Site Code :00002289
Start Date : 11 /10/2004
Page No : 1
YELM AVE 1 ST AVE SE YELM AVE T 1ST AVE SE
Southbound Westbound Northbound Eastbound
Start Time Ri ht Thru Left Ri ht Thru Left Ri ht Thru Left l Ri ht Thru Left ,
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I 1.0 1.0 _ _1.0 _ _1.0 1.0
__ - .
_
04:00 PM 11 124 23 26 15 20 8 116 50 44 16 44
04:15 PM 20 131 29 22 19 12 8 129 49 44 24 36
04:30 PM 9 123 24 21 14 10 4 125 42 46 17 52
0
4
:45 PM 11 132 17 25 21 15 8 _ 126 44 42 15 __ _ 55
___
_
_
Total 51 510 93 94 _
69 57 28 496 185 176 72 187
05:00 PM 11 116 49 20 12 15 7 118 38 ' 45 27 50
05:15 PM 12 127 23 25 13 21 3 132 56 50 10 43
05:30 PM 11 136 25 16 9 15 ~ 13 118 39 49 26 48
:4
5 PM
0
5 17 125 29 12 15 18 9 128 45 54 17 49
_
_
__
_
Total 51 504 126 73 49 69 32 496 178 198 80 190
3rand Total 102 1014 219 167 118 126 60 992 363 374 152 377;
Apprch % 7.6 76.0 16.4 40.6 28.7 30.7 4.2 70.1 25.7 41.4 16.8 41.7
Total % 2.5 25.0 5.4 4.1 2.9 3.1 1.5 24.4 8.9 9.2 3.7 9.3 '
Out In Total
1536 1335 2871
102 1014 219
Right Thru Left
~' 1 ~-
o "~' ~~ North t a m w O
T
w ,. ~
~ °i ~ r- 11/10/20044:00:00 PM ~~ ~, _ __ ~ g ~
~ ~ 11/10/2004 5:45:00 PM ~ m
~ ~ m
o ~ M ~ Unshifted ~ ~ ~ ~
~~
I
I
Left Thru Ri ht
363 992 60
1514 1415 2929
Out In Total
YELM AVE
Int. Total
497
523
487
511
2018
508
515
505
518
2046
4064
Heath & Associates Inc.
Transportation Division
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled1
Site Code :00002289
Start Date : 11 /10/2004
Page No : 2
YELM AVE 1ST AVE SE YELM AVE ; 1ST AVE SE
Southbound Westbound Northbound ' Eastbo
tart Time ~ Ri ht
g
-
hru
eft otal
I ht
g
hru
_
eft Total 'g
RI ht
hru
eft otal g ~
Ri ht Thru
~
~ Left App.
Total Int.
Total
Peak Hour From
04:00 PM to 05:45 PM -Peak 1 of 1 _ __--
--- -- ___
- - _
Intersection 05:00 PM
Volume 51 504 126 681 73 49 69 191 32 496 178 7061 198 80 190 468 2046
Percent 7.5 74.0 18.5 38.2 25.7 36.1 4.5 70.3 25.2 42.3 17.1 40.6
05:45
Volume 17 125 29 171 12 15 18 45 9 128 45 1821 54 17 49 120 518
Peak Factor I 0.987
High Int. 05:00 PM 05:15 PM 05:15 PM 05:30 PM
Volume 11 116 49 176 25 13 21 59 3 132 56 191 49 26 48 123
Peak Factor 0.967 0.809 0.924 0.951
Out In Total
759 681 1440
51 504 126
Right Thru Left
'~ 1 ~'
~a
o~ t O
w ~ North ~ ~ 0D
.. ~,
j c a ro L- 11/10/2004 5:00:00 PM ~--~ ~ D
~ ~ ~ 11/10/2004 5:45:00 PM 2 ~ ~ m
ao
O N ~ ~ Uruhiked ,~~ rn ~ m
0
fD N 6{
f0 -
I
'-1 T r
Left Thru Ri ht
178 496 32
i
' 771 706 1477
Out In Total
YELM AVE
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year ~Ikenson Rd & Canal Rd
Pro'ect Descri tion EXISTING PM PEAK HOUR VOLUMES
East/West Street: Canal Road North/South Street: Wilkenson Road SE
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 11 245 0 0 150 16
Peak-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.90 0.90
Hourly Flow Rate, HFR 12 272 0 0 166 17
Percent Heavy Vehicles 1 -- -- 0 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration LT TR
U 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 61 0 36
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69
Hourly Flow Rate, HFR 0 0 0 88 0 52
Percent Heavy Vehicles 0 0 0 1 0 1
Percent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th, and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 12 140
(m)(vph) 1398 637
lc 0.01 0.22
5% queue length 0.03 0.83
ontrol Delay 7.6 12.2
LOS A B
proach Delay -- -- 12.2
pproach LOS -- -- 8
Rights Reserved
HCSJ000~~~ Copyright r 2003 University of Florida, All Rights Reserved Version 41d
Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year ~Ikenson Rd & Canal Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
East/West Street: Canal Road North/South Street: Wilkenson Road SE
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 12 330 0 0 198 17
Peak-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.90 0.90
Hourly Flow Rate, HFR 13 366 0 0 220 18
Percent Heavy Vehicles 1 -- -- 0 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration LT TR
U 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 65 0 38
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69
Hourly Flow Rate, HFR 0 0 0 94 0 55
Percent Heavy Vehicles 0 0 0 1 0 1
Percent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 13 149
(m)(vph) 1335 538
lc 0.01 0.28
5% queue length 0.03 1.12
ontrol Delay 7.7 14.2
LOS A 8
pproach Delay -- -- 14.2
pproach LOS -- -- 8
HCSI000~>~ Copyright ,z 2003 University of Florida, All Rights Reserved Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
nalyst
gency/Co.
Date Performed
al sis Time Period Intersection
urisdiction
nalysis Year Wlkenson Rd & Canal Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITH PROJECT
East/West Street: Canal Road orthJSouth Street: Wilkenson Road SE
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 67 330 0 0 198 17
Peak-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.90 0.90
ourly Flow Rate, HFR 74 366 0 0 220 18
Percent Heavy Vehicles 1 -- -- 0 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration LT TR
U 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 65 0 71
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69
Hourly Flow Rate, HFR 0 0 0 94 0 102
Percent Heavy Vehicles 0 0 0 1 0 1
Percent Grade (%) 0 0
Flared Approach N N
forage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 74 196
(m)(vph) 1335 510
/c 0.06 0.38
5% queue length 0.18 1.79
ontrol Delay 7.9 16.4
LOS A C
pproach Delay -- -- 16.4
pproach LOS -- -- C
HCS?000~~~ Copyright c 2003 University of Florida, All Rights Reserved Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nalyst
gency/Co.
Date Performed
al sis Time Period Intersection
urisdiction
nalysis Year Wilkenson Rd & NP Rd
Pro ect Descri lion EXISTING PM PEAK HOUR VOLUMES
East/West Street: N P Road SE North/South Street: Wilkenson Road SE
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 2 142 93 7 109 58
Peak-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.82 0.82
Hourly Flow Rate, HFR 2 157 0 0 132 70
Percent Heavy Vehicles 1 -- -- -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration LT TR
U 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 97 0 3
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.76 1.00 0.76
Hourly Flow Rate, HFR 0 0 0 127 0 3
Percent Heavy Vehicles 1 1
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 2 130
(m)(vph) 1376 671
/c 0.00 0.19
5% queue length 0.00 0.71
ontrol Delay 7.6 11.6
LOS A 8
pproach Delay -- -- 11.6
pproach LOS -- -- 8
HCS'OOOr>~ Copyright c 2003 University of Florida, All Rights Reserved Version 4 Id
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nalyst
gency/Co.
Date Performed
al sis Time Period Intersection
urisdiction
nalysis Year ~Ikenson Rd & NP Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
East/West Street: N P Road SE North/South Street: Wilkenson Road SE
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 2 172 93 7 128 89
Peak-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.82 0.82
Hourly Flow Rate, HFR 2 191 0 0 156 108
Percent Heavy Vehicles 1 -- -- -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration LT TR
U 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 0 152 0 3
eak-Hour Factor, PHF 1.00 1.00 1.00 0.76 1.00 0.76
Hourly Flow Rate, HFR 0 0 0 200 0 3
Percent Heavy Vehicles 1 1
Percent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 2 203
(m)(vph) 1306 605
lc 0.00 0.34
5% queue length 0.00 1.47
ontrol Delay 7.8 13.9
LOS A 8
pproach Delay -- -- 13.9
pproach LOS -- -- 8
Rights Reserved
HCS1000~T~ Copyright c 2003 University of Florida, All Rights Reserved Version 4.Id
Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year Wlkenson Rd & NP Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITH PROJECT
East/West Street: N P Road SE North/South Street: Wilkenson Road SE
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
a'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 2 188 93 7 138 112
Peak-Hour Factor, PHF 0.90 0.90 1.00 1.00 0.82 0.82
Hourly Flow Rate, HFR 2 208 0 0 168 136
Percent Heavy Vehicles 1 -- -- -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration LT TR
U 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 0 191 0 3
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.76 1.00 0.76
Hourly Flow Rate, HFR 0 0 0 251 0 3
Percent Heavy Vehicles 1 1
Percent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela ,Queue Len th and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 2 254
(m)(vph) 1263 571
lc 0.00 0.44
5% queue length 0.00 2.27
ontrol Delay 7.9 16.3
LOS A C
pproach Delay -- -- 16.3
pproach LOS -- -- C
Rights Reserved
HCS7000~>~ Copyright r 2003 University of Florida, All Rights Reserved Version 4.Id
Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
eneral Information rte Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year Rhoton Rd & NP Rd
Pro'ect Descri lion EXISTING PM PEAK HOUR VOLUMES
East/West Street: N P Road SE North/South Street: Rhoton Road
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 52 89 3 56 0
Peak-Hour Factor, PHF 1.00 0.88 0.88 0.78 0.78 1.00
Hourly Flow Rate, HFR 0 59 101 3 71 0
Percent Heavy Vehicles 0 -- -- 1 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration TR LT
U stream Si nal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 81 0 1 0 0 0
Peak-Hour Factor, PHF 0.89 1.00 0.89 1.00 1.00 1.00
Hourly Flow Rate, HFR 91 0 1 0 0 0
Percent Heavy Vehicles 1 0 1 0 0 0
ercent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
nfiguration LR
Dela Queue Len th and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 3 92
(m)(vph) 1425 803
lc 0.00 0.11
5% queue length 0.01 0.39
ontrol Delay 7.5 10.1
LOS A 8
pproach Delay -- -- 10.1
pproach LOS -- -- 8
Rights Reserved
HCS?000~~~ Copyright C. 200} University of Florida, All Rights Reserved Version 4.Id
Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
eneral Information Site Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year Rhoton Rd & NP Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
East/V1/est Street: N P Road SE North/South Street: Rhoton Road
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 g
L T R L T R
olume 0 81 143 3 154 0
Peak-Hour Factor, PHF 1.00 0.88 0.88 0.78 0.78 1.00
Hourly Flow Rate, HFR 0 92 162 3 197 p
Percent Heavy Vehicles 0 -- __ 1 __ __
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration TR LT
U stream Si nal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 113 0 1 0 0 0
Peak-Hour Factor, PHF 0.89 1.00 0.89 1.00 1.00 1.00
Hourly Flow Rate, HFR 126 0 1 0 0 0
Percent Heavy Vehicles 1 0 1 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
torage p
0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vPh) 3 127
(m)(vPh) 1317 627
lc 0.00 0.20
5% queue length 0.01 0.75
ontrol Delay 7.7 12.2
LOS A 8
pproach Delay -- __ 12 2
pproach LOS -- __ g
r.~~nw nwct vcti
NCSI000~>~ Copyright :c 2003 University of Florida, All Rights Reserved Version 4. I d
Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
General Information ite Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year Rhoton Rd 8 NP Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITH PROJECT
East/West Street: N P Road SE orth/South Street: Rhoton Road
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 0 81 182 3 154 0
Peak-Hour Factor, PHF 1.00 0.88 0.88 0.78 0.78 1.00
Hourly Flow Rate, HFR 0 92 206 3 197 0
Percent Heavy Vehicles 0 -- -- 1 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration TR LT
U stream Si nal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 136 0 1 0 0 0
Peak-Hour Factor, PHF 0.89 1.00 0.89 1.00 1.00 1.00
Hourly Flow Rate, HFR 152 0 1 0 0 0
Percent Heavy Vehicles 1 0 1 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th, and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 3 153
(m)(vph) 1269 609
lc 0.00 0.25
5% queue length 0.01 0.99
ontrol Delay 7.8 12.9
LOS A 8
pproach Delay -- -- 12.9
pproach LOS -- -- 8
HCS'000~*~ Copyright ~~ 2003 University of Florida, All Rights Reserved Version 4. 1 d
TWO-WAY STOP CONTROL SUMMARY
General Information ite Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year Rhoton Rd & Railway Rd
Pro~ect Descri tion EXISTING PM PEAK HOUR VOLUMES
East/West Street: Railwa Road North/South Street: Rhoton Road/S First Street
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 0 147 70 12 135 0
Peak-Hour Factor, PHF 0.90 0.72 0.72 0.84 0.84 0.90
Hourly Flow Rate, HFR 0 204 97 14 160 0
Percent Heavy Vehicles 0 -- -- 2 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration TR LT
U stream Si nal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 53 0 5 0 0 0
Peak-Hour Factor, PHF 0.66 0.90 0.66 0.90 0.90 0.90
Hourly Flow Rate, HFR 80 0 7 0 0 0
Percent Heavy Vehicles 2 0 2 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 14 87
(m)(vph) 1260 581
lc 0.01 0.15
5% queue length 0.03 0.52
ontrol Delay 7.9 12.3
LOS A B
pproach Delay -- -- 12.3
pproach LOS -- -- B
1/CS'000~>~ Copyright :C 2003 University o(Florida, All Rights Reserved Version 4.Id
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nalyst
gency/Co.
Date Performed
al sis Time Period Intersection
urisdiction
nalysis Year Rhoton Rd & Railway Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
East/West Street: Railwa Road North/South Street: Rhoton Road/S First Street
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 0 231 74 13 265 0
Peak-Hour Factor, PHF 0.90 0.72 0.72 0.84 0.84 0.90
Hourly Flow Rate, HFR 0 320 102 15 315 0
Percent Heavy Vehicles 0 -- -- 2 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration TR LT
U stream Si nal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 56 0 5 0 0 0
Peak-Hour Factor, PHF 0.66 0.90 0.66 0.90 0.90 0.90
Hourly Flow Rate, HFR 84 0 7 0 0 0
Percent Heavy Vehicles 2 0 2 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 15 91
(m)(vph) 1137 405
lc 0.01 0.22
5% queue length 0.04 0.85
ontrol Delay 8.2 16.4
LOS A C
pproach Delay -- -- 16.4
pproach LOS -- -- C
HCS'000~>~ Copyright r 2003 University of Florida, All Rights Reserved Version 4 I d
TWO-WAY STOP CONTROL SUMMARY
eneral Information Site Information
nalyst
gency/Co.
Date Performed
nal sis Time Period Intersection
urisdiction
nalysis Year Rhoton Rd & Railway Rd
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITH PROJECT
East/West Street: Railwa Road North/South Street: Rhoton Road/S First Street
Intersection Orientation: North-South tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 0 270 74 13 288 0
Peak-Hour Factor, PHF 0.90 0.72 0.72 0.84 0.84 0.90
Hourly Flow Rate, HFR 0 374 102 15 342 0
Percent Heavy Vehicles 0 -- -- 2 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
onfiguration TR LT
U stream Si nal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 56 0 5 0 0 0
Peak-Hour Factor, PHF 0.66 0.90 0.66 0.90 0.90 0.90
Hourly Flow Rate, HFR 84 0 7 0 0 0
Percent Heavy Vehicles 2 0 2 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
torage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
Dela Queue Len th and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration ~ LT LR
(vph) 15 91
(m)(vph) 1086 363
lc 0.01 0.25
5% queue length 0.04 0.98
ontrol Delay 8.4 18.2
LOS A C
pproach Delay -- -- 18.2
pproach LOS -- -- C
HCS7000~~~ Copyright S 2003 University of Florida, All Rights Reserved Version 4.Id
JULSON PLAT
YELM AVE & SR-507
EXISTING PM PEAK HOUR VOLUMES
01/05/05
13:08:49
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 - Area Location Type: NONCBD
I I I II
I 51 I 504 I 126 II
112.0 112.0 112.0 II
I 1 1 1 1 1 II
I I I II \
------------- / I \
190 12.0 1 /
80 12.0 1 --
----------
198
---------- ------
0.0
------ ---
0
---
\
-
I
I
I
RT
+ /
I Key: VOLUMES -- >
I I WIDTHS
I v LANES
--------------------
--73 0.0 0
--------------- /I\
49 12.0 1 i
------------------- I
69 12.0 1 North
___--______=_____= I
\ I /
II 178 I 496 I 32 ( Phasing: SEQUENCE 46
II 12.0 112.0 112.0 I PERMSV N N N N
I I 1 1 1 1 1 1 OVERLP N N N N
II I I I LEADLAG LD LD
SB WB NB EB
TH LT RT TH LT RT TH LT RT TH LT
Heavy veh, ~HV 1.0 1.0 1.0
Pk-hr fact, PHF .97 .97 .97
Pretimed or Act A A A
Strtup lost, 11 2.0 2.0 2.0
Ext eff grn, a 2.0 2.0 2.0
Arrival typ, AT
--------------- 3
----- 3
----- 3
----
Ped vol, vped 0
Bike vol, vbic 0
Parking locates NO
Park mnvrs, Nm 0
Bus stops, NB 0
Grade, ~G .0
1.0 1.0 1.0
.81 .81 .81
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
----- -----
0 ----
0
NO
0
0
.0
1.0 1.0 1.0
.92 .92 .92
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
--------------
0
0
.....~,0
0
0
.0
2.0 2.0 2.0
.95 .95 .95
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 46 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 1
• 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 v I I
-------------------------------------------------------------------------
C=120"I G= 20.7" I G= 42.3" I G= 12.1" I G= 4.8" I G= 20.1" I G= 0.0" (
I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" ( Y+R= 4.0" I Y+R= 0.0" I
-------------------------------------------------------------------------
JULSON PLAT
YELM AVE & SR-507
EXISTING PM PEAK 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
SB
RT TH LT
51 504 126
.97 .97 .97
53 520 130
--------------
RT TH LT
53 520 130
.000 .000 1.00
1.000 .000 .000
--------------
SB
RT TH LT
1900
1
1.000
.990
1.000
1.000
1.000
1.000
1.000
1.000
.850
1.000
1.000
1.000
1599
1900 1900
1 1
1.00 1.00
.990 .990
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
1881 1787
WB NB
RT TH LT RT TH LT
73 49 69 32 496 178
.81 .81 .81 .92 .92 .92
90
---- 60
------ 85
---- 35
----- 539
----- 193
RT+TH
LT
RT
TH ----
LT
150 85 35 539 193
.000 1.00 .000 .000 1.00
---- .600
------ .000
---- 1.000
----- .000
----- .000
----
WB
RT TH
1900
1
1.000
.990
1.000
1.000
1.000
1.000
1.000
1.000
.910
1.000
1.000
1.000
1712
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
53 520 130
1599 1881 1787
4.0 4.0 4.0
42.3 42.3 20.7
.352 .352 .172
563 663 308
.094 .784 .422
.033 .276 .073
--------------
0.618
.713
WB
RT TH
RT+T1
150
1712
4.0
20.1
.168
287
.523
.088
-------------- --------------
Total lost, L 16.0
LT
1900
1
1.00
.990
1.00
1..00
1.00
1.00
1.00
.950
1.00
1.00
1.00
1.00
1787
LT
LT
85
1787
4.0
12.1
.101
180
.472
.048
RT
1900
1
1.000
.990
1.000
1.000
1.000
1.000
1.000
1.000
.850
1.000
1.000
1.000
1599
RT
RT
35
1599
4.0
42.3
.352
563
.062
.022
NB
TH LT
1900 1900
1 1
1.00 1.00
.990 .990
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
1881 1787
NB
TH LT
TH LT
539 193
1881 1787
4.0 4.0
42.3 20.7
.352 .172
663 308
.813 .627
.287 .108
01/05/05
13:08:49
EB
RT TH LT
198 80 190
.95 .95 .95
208
---- 84
------ 200
RT+TH ----
LT
292 200
.000 1.00
----- .712
----- .000
----
EB
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
.893 1.00
1.000 1.00
1.000 1.00
1.000 1.00
1664 1770
EB
RT TH LT
RT+TH LT
292 200
1664 1770
4.0 4.0
29.0 20.9
.241 .174
401 309
.728 .647
.176 .113
JULSON PLAT
YELM AVE & SR-507
EXISTING PM PEAK HOUR VOLUMES
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
SB
RT TH LT
RT TH LT
53 520 130
563 663 308
.094 .784 .422
.352 .352 .172
26.0 34.8 44.3
.11 .33 .11
.1 6.2 .9
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.1 40.9 45.3
C+ D+ D
0
----- 0 0
-----
40.6 ----
D+
703
WB
RT TH LT
RT+TH LT
150 85
287 180
.523 .472
.168 .101
45.6 50.9
.13 .11
1.7 2.0
.0 .0
.0 .0
1.00 1.00
47.3 52.9
D D
0
---- 0
------
49.3 ----
D
235
NB
RT TH LT
RT TH LT
35 539 193
563 663 308
.062 .813 .627
.352 .352 .172
25.7 35.3 46.1
.11 .35 .21
.0 7.7 4.0
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
25.8 42.9 50.1
C+ D+ D
0
----- 0
- 0
----
44.0 ----
D+
767
01/05/05
13:08:49
EB
RT TH LT
RT+TH LT
292 200
401 309
.728 .647
.241 .174
41.9 46.1
.29 .22
6.6 4.7
.0 .0
.0 .0
1.00 1.00
48.5 50.8
D D
0
-------- 0
--
49.4 ----
D
4 92
Intersection: Delay 44.7 LOS D+
JULSON PLAT 01/05/05
YELM AVE & SR-507 13:08:49
EXISTING PM PEAK HOUR VOLUI~S
SIGNAL2000/TEAPAC[Ver 1.10.10] - Evaluation of Intersection Performance
-------------------------------------------------------------
Sq 46 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1
I + I++ I I I I
I + I++ I i I ++++I
I I I v I **** I I I
I I I I++++ v I**** I I
North I <* I *+>I I++++> I****> I
I I * I *+ I I++++ I**** I
I * I *+ I I v i v I
-------------------------------------------------------------
I G/C=0.172 I G/C=0.352 I G/C=0.101 I G/C=0.040 I G/C=0.168 I
I G= 20.7" I G= 42.3" I G= 12.1" I G= 4.8" I G= 20.1" I
I Y+R= 4.0" 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=20.6 I OFE'=59.1 I OFF=72.5$ I OFF=79.9 I
-------------------------------------------------------------
C=120 sec G=100.0 sec = 83.3 Y=20.0 sec = 16.7~s 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 53 520 130 90 60 85 35 539 193 208 84 200 2197
Wid/Ln:ft/# 12/1 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1 0/0 12/1 12/1
g/C Rqd@C:~ 25 38 27 0 27 26 25 39 28 0 32 29
q/C Used: ~ 35 35 17 0 17 10 35 35 17 0 24 17
SV @E: vph 563 663 283 0 262 150 563 663 283 0 386 285 4101
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LO5 C+ D+ D D D C+ D+ D D D D+
Deq Sat:v/c 0.09 0.78 0.42 0.00 0.52 0.47 0.06 0.81 0.63 0.00 0.73 0.65 0.68
HCM Delis/v 26.1 40.9 45.3 0.0 47.3 52.9 25.8 42.9 50.1 0.0 48.5 50.8 44.7
Tot Del:mn ~-.<n.~ 89 25 _... -.-0 30 19 4 96 40 0 59 42 410
# Stops:veh 9 116 29 0 34 20 6 122 45 0 67 47 495
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 2 28 7 0 9 5 1 29 11 0 17 12 29
Queue 1: ft 56 693 180 0 214 129 36 733 281 0 421 294 733
APPR TOTALS Int
Param:Units SB Approach WB Approach NB Approach EB Approach Total
-------------- -------------- -----
AdjVol: vph 703 235 767 492 2197
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LO5 D+ D D+ D D+
Deg Sat:v/c 0.67 0.50 0.73 0.69 0.68
HCM Delis/v 40.6 49.3 44.0 49.4 44.7
Tot Del:min 120 49 140 101 410
# Stops:veh 154 54 173 114 495
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 28 9 29 17 29
Queue 1: ft 693 214 733 421 733
JULSON PLAT
YELM AVE & SR-507
2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 -
I I I II
I 64 I 535 I 176 II
112.0 112.0 112.0 II
I 1 1 1 1 1 II
I I i II \
------------- / I \
208 12.0 1 /
----------
103 ------
12.0 ---
1
--
----------
213
---------- ------
0.0
------ ---
0
---
\
-
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 locatns
Park mnvrs, Nm
Bus stops, NB
Grade, ~G
+ /
01/05/05
13:15:16
Area Location Type: NONCBD
I Key: VOLUMES -- >
I I WIDTHS
I v LANES
--------------------
147 0.0 0
------------------- /I\
70 12.0 1 I
------------------- I
107 12.0 1 North
___________________ I
\ I /
II 194 I 526 I 49 I Phasing: SEQUENCE 46
II 12.0 112.0 112.0 I PERMSV N N N N
I I 1 1 1 1 1 1 OVERLP N N N N
II I I I LEADLAG LD LD
ss
RT TH LT
1.0 1.0 1.0
.97 .97 .97
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
RT TH LT
1.0 1.0 1.0
.81 .81 .81
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
1.0 1.0 1.0
.92 .92 .92
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3
----- 3
--
- 3
-
-
0 ----
0
_ ~.._ NO ~,.-
0
0
.0
EB
RT TH LT
2.0 2.0 2.0
.95 .95 .95
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 46 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 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 v I I
-------------------------------------------------------------------------
C=120"I G= 18.7" I G= 42.3" I G= 12.6" I G= 2.3" I G= 24.1" ( G= 0.0" I
I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" ( Y+R= 4.0" I Y+R= 0.0" I
-------------------------------------------------------------------------
JULSON PLAT
YELM AVE & SR-507
2007 PM PEAK 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 , f W
Heavy veh, fHV
Grade , f g
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
RT TH LT
64 535 176
.97 .97 .97
66 552 181
--------------
RT TH LT
66 552 181
.000 .000 1.00
1.000 .000 .000
--------------
SB
RT TH LT
1900
1
1.000
.990
1.000
1.000
1.000
1.000
1.000
1.000
.850
1.000
1.000
1.000
1599
1900 1900
1 1
1.00 1.00
.990 .990
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
1881 1787
WB
RT TH
147 70
.81 .81
181 86
RT+TI
267
.000
.678
WB
RT TH
LT RT
107 49
.81 .92
132 53
3 LT RT
132 53
1.00 .000
.000 1.000
LT RT
NB
TH LT
526 194
.92 .92
572 211
TH LT
572 211
.000 1.00
.000 .000
NB
TH LT
1900 1900 1900 1900 1900
1 1 1 1 1
1.000 1.00 1.000 1.00 1.00
.990 .990 .990 .990 .990
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
.898 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
1690 1787 1599 1881 1787
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 crit v/s,Yc
Crit v/c, Xc
SB
RT TH LT
RT TH LT
66 552 181
1599 1881 1787
4.0 4.0 4.0
42.3 42.3 18.7
.353 .353 .156
564 663 278
.117 .833 .651
.041 .293 .101
--------------
0.704
.812
WB
RT TH LT
RT+TH LT
267 132
1690 1787
4.0 4.0
24.1 12.6
.201 .105
340 188
.785 .702
.158 .074
--------------
Total lost, L
NB
RT TH LT
RT TH LT
53 572 211
1599 1881 1787
4.0 4.0 4.0
42.3 42.3 18.7
.353 .353 .156
564 663 278
.094 .863 .759
.033 .304 .118
--------------
16.0
01/05/05
13:15:16
EB
RT TH LT
213 103 208
.95 .95 .95
224 108 219
RT+TH LT
332 219
.000 1.00
.675 .000
EB
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
.899 1.00
1.000 1.00
1.000 1.00
1.000 1.00
1674 1770
EB
RT TH LT
RT+TH LT
332 219
1674 1770
4.0 4.0
30.4 18.9
.253 .157
424 278
.783 .788
.198 .124
JULSON PLAT
YELM AVE & SR-507
2007 PM PEAK HOUR VOLUMES WITHOUT 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
SB
RT TH LT
RT TH LT
66 552 181
564 663 278
.117 .833 .651
.353 .353 .156
26.2 35.6 47.6
.11 .37 .23
.1 8.9 5.3
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.3 44.5 52.9
C+ D+ D
0
- 0 0
-
--- -----
44.9 ----
D+
799
WB
RT TH LT
RT+TH LT
267 132
340 188
.785 .702
.201 .105
45.5 51.9
.33 .27
11.5 11.2
.0 .0
.0 .0
1.00 1.00
57.0 63.0
E+ E+
0 0
--------------
59.0
E+
399
NB
RT TH LT
RT TH LT
53 572 211
564 663 278
.094 .863 .759
.353 .353 .156
26.0 36.1 48.5
.11 .39 .31
.1 11.3 11.5
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.1 47.5 60.0
C+ D E+
0
---- 0
- 0
-----
49.3 ----
D
---- 836
------
----
01/05/05
13:15:16
EB
RT TH LT
RT+TH LT
332 219
424 278
.783 .788
.253 .157
41.7 48.6
.33 .33
9.3 14.0
.0 .0
.0 .0
1.00 1.00
51.0 62.7
D E+
0 0
--------------
55.6
E+
551
--------------
Intersection: Delay 50.8 LOS D
JULSON PLAT 01/05/05
YELM AVE & SR-507 13:15:16
2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - Evaluation of Intersection Performance
-------------------------------------------------------------
Sq 46 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1
I + I++ I I I I
- I + I++ I I I ****I
I I I v i **** I I I
I I I I++++ v I**** I I
North I <* i * +>I I++++> I++++> I
I I * I *+ I I++++ I++++ I
I * I *+ I I v I v I
-------------------------------------------------------------
I G/C=0.156 I G/C=0.353 I G/C=0.105 I G/C=0.019 I G/C=0.201 I
I G= 18.7" I G= 42.3" I G= 12.6" I G= 2.3" I G= 24.1" I
I Y+R= 4.0" 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=18.9 I OFF=57.5 I OFF=71.3 I OFF=76.5 I
-------------------------------------------------------------
C=120 sec G=100.0 sec = 83.3 Y=20.0 sec = 16.7 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 66 552 181 181 86 132 53 572 211 224 108 219 2585
Wid/Ln:ft/# 12/1 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1 0/0 12/1 12/1
g/C Rqd@C:$ 25 40 28 0 31 27 25 40 29 0 33 29
g/C Used: $ 35 35 16 0 20 11 35 35 16 0 25 16
SV @E: vph 564 663 252 0 319 158 564 663 252 0 412 252 4099
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LOS C+ D+ D E+ E+ C+ D E+ D E+ D
Deg Sat:v/c 0.12 0.83 0.65 0.00 0.79 0.70 0.09 0.86 0.76 0.00 0.78 0.79 0.77
HCM Delis/v 26.3 44.5 52.9 0.0 57.0 63.0 26.1 47.5 60.0 0.0 51.0 62.7 50.8
Tot D~~w~n 7 1~J2. 40 0 63 35 6 113 53 0 71 57, _..>a..~.7
# Stops:veh 11 126 43 0 63 32 9 133 50 0 77 53 597
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 3 30 11 0 16 8 2 32 13 0 19 14 32
Queue 1: ft 70 762 270 0 406 211 56 810 328 0 487 347 810
APPR TOTALS Int
Param:Units SB Approach WB Approach NB Approach EB Approach Total
-------- -------------- -----
AdjVol: vph 799 399 836 551 2585
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LOS D+ E+ D E+ D
Deg Sat:v/c 0.73 0.76 0.79 0.79 0.77
HCM Delis/v 44.9 59.0 49.3 55.6 50.8
Tot Del:min 149 98 172 128 547
# Stops:veh 180 95 192 130 597
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 30 16 32 19 32
Queue 1: ft 762 406 810 487 810
JULSON PLAT
YELM AVE & SR-507
2007 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 -
I I I II
I 64 I 535 I 198 II
112.0 112.0 112.0 II
I 1 1 1 1 1 II
I I I II \
------------- / I \
208 12.0 1 /.
114 12.0 1 --
----------
213
---------- ------
0.0
------ ---
0
---
\
-
I
I
I
RT
+ /
01/05/05
13:17:29
Area Location Type: NONCBD
I Key : VOLUME S - - >
I I WIDTHS
( v LANES
--------------------
160 0.0 0
------------------- /I\
77 12.0 1 I
------------------- I
110 12.0 1 North
_______ ___________ I
\ I /
II 194 I 526 I 55 I Phasing: SEQUENCE 46
II 12.0 112.0 112.0 I PERMSV N N N N
I I 1 1 1 1 1 1 OVERLP N N N N
II I ( I LEADLAG LD LD
SB WB NB EB
TH LT RT TH LT RT TH LT RT TH LT
Heavy veh, $HV 1.0 1.0 1.0
Pk-hr fact, PHF .97 .97 .97
Pretimed or Act A A A
Strtup lost, 11 2.0 2.0 2.0
Ext eff grn, a 2.0 2.0 2.0
Arrival typ, AT
--------------- 3
----- 3
----- 3
----
Ped vol, vped 0
Bike vol, vbic 0
Parking locatns NO
Park mnvrs, Nm 0
Bus stops, NB 0
Grade, ~G .0
1.0 1.0 1.0
.81 .81 .81
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3 3 3
-
----- -----
0 ---
0
0
0
.0
1.0 1.0 1.0
.92 .92 .92
A A A
2.0 2.0 2.0
2.0 2.0 2.0
3
----- 3
- 3
-
---
0 ----
0
..... NO
0
0
.0
2.0 2.0 2.0
.95 .95 .95
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 46 I Phase 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 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 v I v I I
-------------------------------------------------------------------------
C=120"i G= 18.7" I G= 42.3" I G= 12.6" I G= 2.3" I G= 24.1" 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= 4.0" I Y+R= 0.0" I
-------------------------------------------------------------------------
JULSON PLAT
YELM AVE & SR-507
2007 PM PEAK HOUR VOLUMES WITH 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 , f W
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
SB
RT TH LT
64 535 198
.97 .97 .97
66 552 204
--------------
RT TH LT
66 552 204
.000 .000 1.00
1.000 .000 .000
--------------
RT
1900
1
1.000
.990
1.000
1.000
1.000
1.000
1.000
1.000
.850
1.000
1.000
1.000
1599
SB
TH LT
1900 1900
1 1
1.00 1.00
.990 .990
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
1881 1787
WB NB
RT TH LT RT TH LT
160 77 110 55 526 194
.81 .81 .81 .92 .92 .92
198
---- 95
------ 136
---- 60
----- 572
----- 211
----
RT+TH LT RT TH LT
293 136 60 572 211
.000 1.00 .000 .000 1.00
---- .676
------ ..000
---- 1.000
----- .000
----- .000
----
WB NB
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
.990 .990 .990 .990 .990
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
1691 1787 1599 1881 1787
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
66 552 204
1599 1881 1787
4.0 4.0 4.0
42.3 42.3 18.7
.353 .353 .156
564 663 278
.117 .833 .734
.041 .293 .114
--------------
0.719
.830
--------------
WB
RT TH LT
RT+TH LT
293 136
1691 1787
4.0 4.0
24.1 12.6
.201 .105
340 188
.862 .723
.173 .076
NB
RT TH LT
01/05/05
13:17:29
EB
RT TH LT
213 114 208
.95 .95 .95
224 120
---------- 219
----
RT+TH LT
344 219
.000 1.00
.651
---------- .000
----
EB
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
.902 1.00
1.000 1.00
1.000 1.00
1.000 1.00
1681 1770
EB
RT TH LT
RT TH LT
60 572 211
1599 1881 1787
4.0 4.0 4.0
42.3 42.3 18.7
.353 .353 .156
564 663 278
.106 .863 .759
.038 .304 .118
-------------- --------------
Total lost, L 16.0
RT+TH LT
344 219
1681 1770
4.0 4.0
30.4 18.9
.253 .157
426 278
.808 .788
.205 .124
JULSON PLAT
YELM AVE & SR-507
2007 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
SB
RT TH LT
RT TH LT
66 552 204
564 663 278
.117 .833 .734
.353 .353 .156
26.2 35.6 48.3
.11 .37 .29
.l 8.9 9.7
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.3 44.5 57.9
C+ D+ E+
0 0 0
46.4
D
822
--------------
Delay 52.6
WB
RT TH LT
RT+TH LT
293 136
340 188
.862 .723
.201 .105
46.3 52.0
.39 .28
19.7 12.9
.0 .0
.0 .0
1.00 1.00
66.0 64.9
E+ E+
0 0
65.6
E+
429
NB
RT
---- TH
------ LT
----
RT TH LT
60 572 211
564 663 278
.106 .863 .759
.353 .353 .156
26.1 36.1 48.5
.11 .39 .31
.1 11.3 11.5
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.2 47.5 60.0
C+ D E+
0 0 0
---- ------
49.1 ----
D
---- 843
------
----
Intersection:
LOS D
--------------
01/05/05
13:17:29
EB
RT TH LT
RT+TH LT
344 219
426 278
.808 .788
.253 .157
42.1 48.6
.35 .33
11.0 14.0
.0 .0
.0 .0
1.00 1.00
53.1 62.7
D E+
0 0
56.8
E+
563
--------------
JULSON PLAT 01/05/05
YELM AVE & SR-507 13:17:29
2007 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - Evaluation of Intersection Performance
-------------------------------------------------------------
Sq 46 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1
I + I++ I i I I
. I + I++ I I I ****i
I i I v I **** I ^ I I
I i I I++++ v I**** I I
North i <* I * +>I I++++> I++++> I
I i * I *+ I I++++ I++++ I
I * I *+ I I v I v I
-------------------------------------------------------------
I G/C=0.156 I G/C=0.353 I G/C=0.105 I G/C=0.019 I G/C=0.201 I
I G= 18.7" I G= 42.3" I G= 12.6" I G= 2.3" I G= 24.1" I
I Y+R= 4.0" 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=18.9$ I OFF=57.5$ ( OFF=71.3$ I OFF=76.5$ I
-------------------------------------------------------------
C=120 sec G=100.0 sec = 83.3$ Y=20.0 sec = 16.7$ 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 66 552 204 198 95 136 60 572 211 224 120 219 2657
Wid/Ln:ft/# 12/1 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1 0/0 12/1 12/1
g/C Rqd@C:$ 25 40 29 0 32 27 25 40 29 0 34 29
g/C Used: $ 35 35 16 0 20 11 35 35 16 0 25 16
SV @E: vph 564 663 252 0 319 158 564 663 252 0 414 252 4101
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LOS C+ D+ E+ E+ E+ C+ D E+ D E+ D
Deg Sat:v/c 0.12 0.83 0.73 0.00 0.86 0.72 0.11 0.86 0.76 0.00 0.81 0.79 0.78
HCM Delis/v 26.3 44.5 57.9 0.0 66.0 64.9 26.2 47.5 60.0 0.0 53.1 62.7 52.6
=-~-Tot Del:min 7 102 49 0 81 37 7 113 53 0 :~,~.5 57 582
# Stops:veh it 126 49 0 71 33 10 133 50 0 81 53 617
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 3 30 12 0 19 9 3 32 13 0 20 14 32
Queue l: ft 70 762 313 0 468 219 63 810 328 0 511 347 810
----------- ------------- ------------- -------------- -------------- -----
----------- -------------- -------------- -------------- -------------- -----
APPR TOTALS Int
Param:Units SB Approach WB Approach NB Approach EB Approach Total
AdjVol: vph 822 429 843 563 2657
----------- -------------- -------------- -------------- -------------- -----
Svc Lv1:LO5 D E+ D E+ D
Deg Sat:v/c 0.75 0.82 0.78 0.80 0.78
HCM Delis/v 46.4 65.6 49.1 56.8 52.6
Tot Del:min 158 118 173 133 582
# Stops:veh 186 104 193 134 617
----------- -------------- -------------- -------------- -------------- -----
Queue l:veh 30 19 32 20 32
Queue 1: ft 762 468 810 511 810
TWO-WAY STOP CONTROL SUMMARY
General Information ite Information
nal st Intersection Canal Rd & Entrances
enc /Co. urisdiction
Date Performed nal sis Year
nal sis Time Period
Pro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITH PROJECT
EastlWest Street: Canal Road North/South Street: Entrances Combined
Intersection Orientation: East-West tud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
olume veh/h 0 103 0 0 29 55
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate (veh/h) 0 114 0 0 32 61
Proportion of heavy vehides,
PHV 0 -- -- 0 --
--
Median type Undivided
RT Channelized? 0 0
Lanes 0 1 0 0 1 0
onfiguration LT TR
U stream Si nal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
olume veh/h 0 0 0 33 0 0
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate (veh/h) 0 0 0 36 0 0
Proportion of heavy vehides,
PHV 0 0 0 0 0 0
Percent grade (%) 0 0
Flared approach N N
Storage 0 0
RT Channelized? 0 0
Lanes 0 0 0 0 0 0
onfiguration LR
ontrol Dela Queue Len th Level of Serv ice
pproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
olume, v (vph) 0 36
apacity, ct„ (vph) 1514 gig
/c ratio 0.00 0.04
ueue length (95%) 0.00 0.14
ontrol Delay (s/veh) 7.4 9.6
LOS A A
pproach delay (s/veh) -- -- 9,B
pproach LOS -- -- A
HCS'000~~~ Copyright c 2003 University of Florida. All Rights Reserved Version ! Id
KEY:
Below curve,
storage not
~ needed for
capacity.
Above curve,
further analysis
recommended.
ti
ti
~ ~
21
H r
,
ao Mp ti
50 MPN l21 ~
60 MPH (2)
25 20 15 10 5
Total DHV Turning Left (single turning movement)
(1) DHV is total volume from both directions.
(2) Speeds are posted speeds.
Left-Turn Storage Guidelines ITwo-Lane. Unsignalized~
Figure 910
1200
1100
- 1000
900
800 .=
g p
~ W
700 u ° ~
O ~
cc
, oC
~ 3
soo W
U ~ I-
e- p ~
~ o
~
~
~
500 Z ~ N Z
w i` ~
~ J J
1
X00 a ~ ? ~ j
c 2 ~ ~--
J
~
~ ~
1, ~
W
{--
F- w ~
300 ~ ~ ~ v~ ~
0
Intersections At Grade Des/gn Manual
Page 910-18 EngNsh Version May 2001