TIA 06-08-05 001~~~ HEATH & ASSOCIATES, INC. Transportation and Civil Engineering
WEST ROAD PROFESSIONAL PARK
TRAFFIC IMPACT ANALYSIS
YELM WA
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Prepared for: Erling Birkland
P.O. Box 875
Yelm, WA 98597
MAY 2005
2214 Tacoma Road • Puyallup, WA 98371 • (253) 770-1401 • Pax (253] 770.1473
WEST ROAD PROFESSIONAL PARK
TRAFFIC IMPACT ANALYSIS
TABLE OF CONTENTS
L Introduction.........._ .................................._.................... ......................................._....3
II. Project Description ......................................................... .............................................3
III. Existing Conditions ........................................................ .............................................3
IV. Future Traffic Demand ................................................... .............................................9
V. Conclusions and Mitigation ........................................... ...........................................16
Appendix
L/ST OF TABLES
]. Existing Level of Service ............................................................................................8
2. Trip Generalion .........................................................................................................10
3. Future Level of Service .............................................................................................15
LIST OF FIGURES
1. Vicinity Map & Roadway System ..............................................................................4
2. Site Plan ......................................................................................................................5
3. Existing PM Peak Hour Volumes ...............................................................................7
4. Trip Distribution & Assignmen[ ...............................................................................I l
5. Pipeline Volumes ......................................................................................................12
6. 2007 PM Peak Hour Volumes Without Project ........................................................13
7. 2007 PM Peak Hour Volumes With Project .............................................................14
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WEST ROAD PROFESSIONAL PARK
TRAFFIC IMPACT ANALYSIS
1 /NTRODUCTION
This study serves to investigate traffic impacts related to the proposed West Road
Professional Park. The main goals of this study focus on the assessment of existing
traffic conditions and intersection congestion, forecasts of newly generated project [raffia,
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, [he 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 an office pazk comprised of multiple buildings for a total of
49,322 square feet. The site is located on the northeast comer of the intersection of West
Road SE & 103rd Avenue SE in [he City of Yelm, WA. Access to the site is [o be
provided by a driveway connecting [o West Rd SE. Buildout of the project is 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 showing the overall building configurations and pazking layout is
shown in Figure 2.
I!L EXISTING CONDITIONS
A. Surrounding Roadway System
Roadways serving the proposed site range from iwo 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 aze
described on page 6.
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West Road SE is a two-lane roadway that borders the southwest side of the site. The
posted speed limit is 25 mph, and grades are mild. Shoulders are composed of
grass/gravel.
103rd Avenue SE is a two-lane roadway which lies to the south of the property. Lane
widths aze approximately 1 I feet wide, while shoulders are composed of grass/gravel.
The speed limit is posted at 25 mph.
Yelm Avenue is a two-lane roadway which lies to the west of the property and runs in a
northwesterly-southeasterly direction. Lanes aze 12 feet wide, while shoulders are
roughly 4 feet wide and composed of asphalf/gravel or curb and sidewalk. Northwest of
the intersection with the South First SVeet, Yelm Avenue is also State Route 510, while
southeast of the intersection it is State Route 507. Bike lanes are provided.
South First Street is also State Route 507. This is a two lane road, with a left rum 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 aze roughly 5 feet wide and consist of
asphalt and grass or curb and sidewalk.
B. Existing Peak Hour Volumes
Field data for this study was collected from November of 2004 to May of 2005. Counts
were taken during the evening peak period between [he hours of 4 PM and 6 PM. This
specific peak period is targeted for analysis purposes since i[ generally represents a worst
case scenario for office developments with respect to traffic conditions. This is primazily
due to the common 8 AM to 5 PM work schedule and [he 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 a[ the key intersections of
Yelm Ave/First S[, Yelm Ave/103rd Ave, and West Rd/103rd Ave. Average daily traffic
(ADT) volumes for State Routes are available from the Washington State Department of
Transportation.
C. Level of Service
Existing peak hour delays were determined through the use of [he 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 [o 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,
WEST
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includes movements a[ 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, [he 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 [he 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 [he worst
conditions with heavy control delays. Existing LOS is shown below in Table 1. This
analysis involved the Signa12000 and HCS-2000 programs which aze based on Chapter
16 and 17 procedures in the 2000 Highway Capacity Manual.
TABLE 1
Existing Level of Service
Delays given in seconds per vehicle
lntersectian Control Approach LOS Delay
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
Yelm Ave/103rd Ave Stop Westbound C 22.0
Eastbound C Ig.S
Northbound LT B 10.1
Southbound LT B 10.6
West Rd/103rd Ave Stop Northbound B 12.1
Southbound B 12.6
Eastbound A 7.6
Westbound A 7.5
As shown in Table 1, the highest delays aze 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.
D. Pedeshian and Bicycle Traffic
Observations for pedestrian and bicycle activity were made during the vehicle count and
during other visits to gather field infoanation. A mild amount ofnon-motorist activity
was noted. Bike lanes along with sidewalks aze provided along Yelm Avenue. Non-
motorist volumes may have a slight influence on vehicle progression.
E. Transit
The neazest transit service available is on Yelm Avenue and 103rd Avenue. Intercity
Route 94 runs from the Olympia Transit Center to the Nisqually Plaza, with service in the
project vicinity between 6:00 AM and 7:30 PM. Some transit usage would likely be
realized in the future with most project nips made via passenger caz. No trip generation
reductions were made for transit in order to have a conservative analysis.
F. Sight Distance at Accesses
A preliminary examination of the proposed access location onto West Road was made to
determine whether or not adequate entering sight distance can be provided for inbound
and outbound project traffic. According to the AASHTO Green Book, a minimum
entering sight distance of 335 feet would be required fora 30 mph design speed. Based
on field reviews, it appeazs that this minimum would be met. The project access would
be located near the outside of a horizontal curve in the road. No obstructions were noted
which would restrict sight distance.
N 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 [his 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 Office Park (LUC 750). Data for the 4 PM to 6 PM peak hour
was used for future traffic estimations. [TE average rates were used. Table 2 on the
following page gives a summary of the estimated project trip generation. Included aze the
average weekday volume and the AM and PM peak hour volumes for the 49,322 squaze
feet of office park.
TABLE 2
Trip Generation Volumes
49,322 sjafOjfice Park
Time Period Volume
Average Weekday Traffic 563 vpd
AM Peak Inbound 76 vph
AM Peak Outbound 9 vph
AM Peak Total 86 vph
PM Peak Inbound 10 vph
PM Peak Outbound 64 vph
PM Peak Total 74 vph
As shown in Table 2, slightly higher project volumes may be expected for the AM peak
hour versus the PM peak. However, the overall peak in total traffic would most likely be
realized during the evening peak period due to the combination of heavy commuter traffic
and lazger evening project generated volumes. The anticipated inbound/outbound split
for the critical PM peak is estimated at 14 percent entering and 86 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
Vip pattern shown in Figure 4 on the following page. As shown in the figure, the
distribution is split with 20 percent southwesterly on SR-507, 30 percent southeasterly on
SR-507, 10 percent northeasterly on First St, and 40 percent northwesterly on SR-510.
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 yeaz to
the existing volumes of Figure 3. The traffic from several pipeline projects (see Figure 6)
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, Rhoton Industrial Plat, and Julson Plat. 2007 intersection
volumes without the project (background growth plus pipeline volumes) aze given in
Figure 6, while 2007 volumes with the project are shown in Figme 7.
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WEST ROAD PROFESSIONAL PARK
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Transportation and Civil Engineering
TRIP DISTRIBUTION - PROJER TRAFFIC
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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 [he use of the Signal 2000
and HCM 2000 programs. A summary of the analysis results is shown in Table 3.
TABLE3
Future 2007 Level of Service
Delays given in seconds per vehicle
Without Proiec[ Wi[h Project
Intersection Control Geometry LOS Delay LOS Delay
Yelm/First St Signal Southbound D 48.3 D 48.7
Westbound E 59.9 E 60.1
Northbound D 51.4 E 57.2
Eastbound E 55.5 E 55.7
Overall D 52.7 D 54.8
Yelm/103rd Ave Stop Westbound D 25.8 D 30.9
Southbound LT B 11.1 B 11.2
West Rd/103rd Ave Stop Southbound B 13.1 B 14.5
Eastbound A 7.7 A 7.7
West Rd/Entrance Stop Westbound - - B 10.5
Southbound - - A 7.5
The 2007 LOS analysis both with and without the project indicate some LOS D and
LOS E delays for the Yelm Ave/First S[ intersection, with overall delays of LOS D.
Other intersections are expected to be at LOS A to LOS D. Entrance delays are expected
to be low at LOS B.
E. Left Turn Lane Wartants
Left tum lanes are a means of providing a necessary storage azea for left turning vehicles
at intersections. Methods have been developed by various agencies to determine under
what circumstances a left tum lane would be needed. For this impact study, procedures
from the WSDOT Design Manual, Figure 910-9a would be used [o ascertain storage
requirements on West Road at the project entrance. By inspection a left turn lane is not
warranted on West Road at the project entrance due to the low through volumes and lack
of expected left tum volumes. Refer to the appendix for Figure 910-9a and the applicable
input values.
15
~. CONCLUSIONS AND MITIGATION
The West Road Professional Park project proposes to add multiple office buildings for a
total of 49,322 square feet of office park space. The site is located on the north side of
the West Rd/103rd Ave intersection in the Ciry of Yelm. Access will be provided onto
West Road. This project is expected to create an average of 563 total trip movements
during a typical weekday. An estimated 86 vehicle trips are associated with the AM peak
hour and 74 trips with the PM peak hour.
Several intersections were reviewed for LOS. Based on this review, some slight increases
in delay may be expected due to the addition of project traffic. The high volume
intersection of First SUYeIm Ave would remain at LOS D overall Sight distance at the
project entrance on West Rd is adequate. A left turn lane is not warranted on Wes[ Rd.
Based on this analysis the following mitigation is identified:
1. Provide the city of Yelm mitigation fee for 71 PM peak hour trips
No other mitigation is identified.
16
WEST ROAD PROFESSIONAL PARK
TRAFFIC IMPACT ANALYSIS
APPENDIX
I7
LEVEL OF SERVICE
The following are excerpts from the 2000 Highway Capacity Manual -Transportation
Research Baard Special Report 209.
Quality of service requires quantitative measures to chazacterize 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
e0nVenlenee.
Six LOS are defined for each type of facility that has analysis procedures available.
Letters designate each level, from A ro F, with LOS A representing [he 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 perceut 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.
Leve! of service C represents stable operations; however, ability to maneuver and change
lanes in midblock locations may be 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 aze about 40 percent of free-flow speed.
Level of service E is characterized by significant delays and average travel speeds of one-
third [he 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
Leve[ of service F chazacterizes 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 [he user's perception of service quality and the operational vaziables used to
describe them.
For each type of facility, levels of servicc 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 [o treat [he full range of
operational paaameters for every type of facility. The paaameters selected to define levels
of service for each facility type aze 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 wnditions, as defined by a range in the
paaameters 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. Leve] of service for signalized intersections is defined in terms of averaee
control delav. 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 Lnterseclions -Level ojService
Control Delay per
Level of Service Vehicle (sect
A <_]0
B > 10 and 520
C > 20 and <_ 35
D > 35 and <_55
E > 55 and 580
F > 80
19
Unsignnlized ln[ersec[ions -Level afServiee
Average Tota] Delay
Level of Service per Vehicle (sect
A 510
B >]Oand<_15
C > 15 and <25
D >25 and 535
E > 35 and <_50
F > 50
As described in the 2000 Highway Capacity Manual, level of service breakpoints for all-
way stop controlled (AWSC) intersections aze 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
Average Total Delay
Level of Service per Vehicle (sec)
A <_ 10
B > 10 and 515
C > 15 and <25
D >25 and 535
E > 35 and <50
F > 50
20
Summary of Trip Generation Calculation
For 49.322 Th.Gr.Sq. Pi. of Office Park
May 26, 2005
Average Standard Adjustment Driveway
Rate Deviat ion Fac tor Volume
Avg. Weekday 2-Way Volume 11 .92 9 .69 1 .00 563
7-9 AM Peak Hour Enter 1. 55 0 .00 1 .00 76
7-9 AM Peak Hour Exit 0. 19 0 .00 1. .00 9
7-9 AM Peak Hour Total 1. 79 1 .96 1 .00 66
9-6 PM Peak Hour Enter 0. 21 0 .00 1 .00 10
9-6 PM Peak Hour Exit 1. 29 0 .00 1 .00 69
9-6 PM Peak Hour Total 1. 50 1 .32 1 .00 79
AM Pk Hr, Generator, Enter 1.. 55 0 .00 1 .00 76
AM Pk Hr, Generator, Exit 0. 19 0 .00 1 .00 9
AM Pk Hr, Generator, Total 1. 79 1 .96 1 .00 86
PM Pk Hr, Generator, Enter 0. 21 0 .00 1 .00 10
PM Pk Hr, Generator, Exit 1. 29 0 .00 1 .00 64
PM Pk Hr, Generator, Total 1. 50 1. 32 1 .00 79
Saturday 2-Way Volume 1. 64 1. 32 1 .00 81
Saturday Peak Hour Enter 0. 10 0 .00 1 .00 5
Saturday Peak Hour Exit 0. 09 0. 00 1 .00 2
Saturday Peak Hour Total 0. 19 0. 37 1 .00 7
Sunday 2-Way Volume 0. 76 0. 91 1 .00 37
Sunday Peak Hour Enter 0. 05 0. 00 1 .00 2
Sunday Peak Hour Exit 0. 07 0. 00 1 .00 3
Sunday Peak Hour Total 0. 12 0. 35 1 .00 6
Note: A zero indicates no data available.
Source: Institute o£ Transportation Engineers
Trip Generation, 7th Edition, 2003.
TRIP GENERATION BY MICAOTRANS
Heath & Associateslnc.
2214 Tacoma Road
Puyallup, WA 98371 File Name : 2289a
Site Code :00002289
Start Date :11/10/2004
Page No : 1
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Start Time Ri ht Thru Left Ri ht Thru Lek Ri ht Thlu Lek Ri ht Thru Left Int. TOtal
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06:15 PM 20 131 29 22 19 72 8 129 49 44 24 36 523
04:30 PM 9 123 24 21 14 70 4 125 42 46 17 52 48]
04:45 PM 11 132 17 25 21 15 8 126 44 42 15 55 511
Total 51 510 93 94 69 57 28 49fi 185 176 R 187 2018
05:00 PM 11 116 49 20 12 15 7 118 38 45 27 50 508
05:15 PM 12 12] 23 25 13 21 3 132 Sfi 50 70 43 515
05:30 PM 11 136 25 16 9 15 13 118 39 49 26 48 505
0545 PM 17 125 29 12 15 16 9 128 45 54 77 49 518
Total 57 504 126 73 49 69 32 496 178 198 60 190 2046
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2214 Tacoma Road
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Page No : 2
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05:45 17 125 29 171 12 15 18 45 9 128 45 182 54 17 49 120 518
Volume
Peak Fatlar 0.987
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Volume 11 116 49 176 25 13 21 59 3 132 56 191 49 26 48 123
Peak Fao[or 0.967 0.809 0.924 0.951
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2214 Tacoma Road
Puyallup, WA 98371 File Name : untitled2
Site Code :00002382
Stag Date :05/23/2005
Page No : 1
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YELM AVE 703RD AVE SE YELM AVE ENTRANCE
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_ Start Time Ri ht Thru LeR Ri ht Thru Left Ri ht Thru Left Ri ht Thin Left Inl. Total
Faclor 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 0 212 15 11 0 ~~ 3 5 161 0 0 0 0 407
04:15 PM 1 245 20 9 0 1 ] 175 3 2 0 0 463
04:30 PM 0 209 14 19 0 5 5 194 0 2 0 0 448
04:45 PM 0 238 23 27 0 3 4 180 2 3 0 0 474
Total 1 904 72 60 0 12 21 710 5 7 - 0 0 1792
30 19
05:
PM _ . _ 0..
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Total
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Grand Total 5 1741 127 117 0 22 37 152] 6 15 7 O 3598
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Total % 0.1 484 3.5 3.3 0.0 0.6 1.0 42.4 0.2 04 0.0 00
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2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled2
Site Code :00002362
Start Date :05/23/2005
Page No : 2
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Start Time Right Thru Lett To e~ Right Thru Lek ~ Right Thru Left To e~ Right I Thru Left
Total ~
eak HOUr From 04:00 PM to 0545 PM-Pea kl ofl
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Volume
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Volume 0 238 23 261 21 0 3 24 3 235 1 239 3 0 0
Peak Factor 0.904 0.844 0.864
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RigM1l TM1~u Leff
IY
_~ T p 0-
_ ~I
V
4d cP ~ 3Y30o5<65 o0 PM.... ~~c mEn
I313VJSSJO W PM
N 05~ m¢~ UrveNXei '. rma~ ~mm
.i T N
LeH TM1rv Ri M '.
3 BW 15
_ 095 025 t]P1
ON In TMaI
A
9, 1860
3 474
0.981
3
0.750
Heath & Associates Inc.
2214 Tacoma Road
Puyallup, WA 98371
File Name : untitled2
Site Code :00002382
Start Date :05/23/2005
Page No : 1
04:15 PM ] 3 21 78 10 1 0 2 1 2 13 3 81
04:30 PM 5 2 ifi 17 13 0 0 1 0 2 21 9 86
_04:45 PM 5 5 _ 17 __ 17 23 1 0 0 1 0 32 ] 108
_ Tolal 24 10 69 --62 -63 2 0 - 5 3 5 81 2] 351
05'45 PM 13 0 13 18 21 _ 1 O 4 "3 0 87 321 375
Total 36 4 64 69 71 4 1
Grand Total 60 14 133 131 134 61~ 1 9 6'. 5 168 59 ]26
Apprch% 29.0 6.8 fi43 48.3 49.4 22 6.3 56.3 3Z5. 22 ]24 25.4
Total % 8.3 7.9 18.3 18.0 18.5 0.8 0.1 1.2 0.8 i 0 7 23.1 8.1
~,
weal
u ae
gn
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'
' -ioa zm _ 400
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212WSO46~O6 PM
nvzoos s as oo PM
' n
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Heath & Associates Inc.
2214 Tacoma Road
Puyallup, WA 98371 File Name : untitled2
Site Code :00002382
Start Date :05/23/2005
Page No : 2
Slart Time Right Thru Left To s~ Right Thru Lefl ~a'I Right Thru Left To al I Righ~ Thru left
'eak Hour Fram 04:00 PM to 05 45 PM -Peak 1 of 1
Intersection 04.30 PM
Volume 33 10 73 116 73 74 3 150 0 4 3 ] 2 106 34 142 415
Percent 28.4 8.6 62.9 48.7 49.3 2.0 0.0 57.1 42 9 1 4 74 6 23 9
05:00 16 1 25 42 23 21 2 46 0 7 1 2 0 35 11 46 136
Volume
Peak FaMOr 0]63
High Int. 05:00 PM 05:00 PM 05:15 PM 05:00 PM
Volume i6 1 25 42 23 21 2 46
~ 0 2 1 3 0 35 11 46
Peak Fac[or 0.690 0.815
', 0.583 0 772
--- - -BEST kD $E I
'I OW In Toial
' 111 H6 __137J
J3 10 ]3
RiyM Thtu Lell
1 4
• l
e~ ~ I A ~O
n~ NMM1 ~.
acv ~FH 3IZOOSC 30 LO PM ~?-~ ~D
3IZO05 51500 PM o
o~~ ~~ Dn51,iflM ___ 1-_a ~a
_ 1
I! '~, T N
~, uens Th,~a w n
ss (_~ zz
oN 10 rolrt
WEST ROAD PROFESSIONAL PARK
YELM AVE 6 SR-507 (FIRST ST)
EXISTING PM PEAK HOUR VOLUMES
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 -
I I I I I I
I 51 I 509 I 126 II I
12.0 12.0 112.0 II
05/26/05
10:02:19
Area Location Type: NONCBD
Key: VOLUMES -- >
I WIDTHS
v LANES
I 1 1 1 1 1 II - ----
I I I II \ 73 0. 0 0
_____________ / I \ _____ ____ __ ________
-- 99 12 0 1
190 12. 0 1 /
80 12. 0 1 --
198
____ 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 mnvra, Nm
Bus stops, NB
Grade, 8G
SB
RT TH
1.0 1 0
.97 .97
A A
2.0 2.0
2.0 2.0
3 3
_______O
0
NO
0
0
.0
-------------------
+ / 69 12.0 1
\ I /
I I I I I
II 178 I 496 I 32
II 12.0 112.0 112.0 I
I I i t 1 1 1 1
I I I I I
WB
LT RT TH LT
1.0 1.0 1.0 1.0
.97 .81 .81 .81
A A A A
2.0 2.0 2.0 2.0
2.0 2.0 2.0 2.0
3 3 3 3
_____ __ ____
0
0
NO
0
0
.0
I\
I
I
North
I
Phasing: SEQUENCE 96
PERMSV N N N N
OVERLP N N N N
LEADLAG LD LD
NB EB
RT TH LT RT TH LT
1 0 1.0 1.0 2.0 2.0 2.0
.92 .92 .92 .95 .95 .95
A A A A A 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
3 3 3 3 3 3
_______O_____ ________O_____
0 0
NO NO
0 0
0 0
.0 .0
_________________________________________________________________________
Sq 46 Phase 1 Phase 2 1 Phase 3 1 Phase 4 Phase 5 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-- 20.7" I G= 42.3" I G= 12.1" I G= 4.8" I G-- 20.1" 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
_________________________________________________________________________
WEST ROAD PROFESSIONAL PARK 05/26/05
YELM AVE S SR-507 (FIRST ST) 10:02:14
EXISTING PM PEAK HOUR VOLUMES
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Volume Adjust 6 Satflow Worksheet
Volume SB WB NB EB
Adjustment RT TH LT RT TH LT RT TH LT RT TH LT
Volume, V 51 504 126 73 49 69 32 496 178 198 80 190
Pk-hr fact, PHF .97 .97 .97 .81 .81 .81 .92 .92 .92 .95 .95 .95
Adj my flow, vp
_______________ 53
_____ 520
_____ 130
____ 90
_____ 60
______ 85
___ _ 35
____ 539
_____ 193
____ 208
____ 89
______ 200
____
Lane group, LG RT TH LT RT+TH LT RT TH LT RT+TH LT
Adj LG flow, v 53 520 130 150 85 35 539 193 292 200
Prop LT, PLT .000 .000 1.00 .000 1 .00 . 000 .000 1.00 .000 1.00
Prop RT, PRT 1.000 .000 .000 .600 . 000 1. 000 .000 .000 .712 .000
Saturation SS
Flow Rate RT TH LT
Base satflo, so 1900 1900 1900
Number lanes, N 1 1 1
Lane width, fW 1.000 1.00 1.00
Heavy veh, fHV .990 .990 .990
Grade, fg 1.000 1.00 1.00
Parking, fp 1.000 1.00 1.00
Hus block, fbb 1.000 1.00 1.00
Area type, fa 1.000 1.00 1.00
Lane util, fLU 1.000 1.00 1.00
Left-turn, fLT 1.000 1.00 .950
Right-turn, £RT .850 1.00 1.00
PedBike LT,fLpb 1.000 1.00 1.00
PedBike RT,fRpb 1.000 1.00 1.00
Local adjuatmnt 1.000 1.00 1.00
Adj Satflow, a 1599 1881 1787
WB NB EB
RT TH LT RT TH LT AT TH LT
1900 1 900 1900 1 900 1 900 1900 1 900
1 1 1 1 1 1 1
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
.990 . 990 .990 . 990 . 990 .980 . 960
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1 .000 . 950 1 .000 1 .00 . 950 1 .000 . 950
.910 1 .00 .850 1 .00 1 .00 .893 1 .00
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1 .000 1 .00 1 .000 1 .00 1 .00 1 .000 1 .00
1712 1 787 1599 1 881 1 787 1664 1 770
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Capacity and LOS Worksheet
Capacity SB WB NB EB
Analysis RT TH LT RT TH LT RT TH LT RT TH LT
Lane group, LG AT TH LT RT+TH LT AT TH LT RT+TH LT
Adj Flom, v 53 520 130 150 85 35 539 193 292 200
Satflow, s 1599 1881 1787 1712 1787 1599 1681 1787 1664 1770
Lost time, tL 4.0 9.0 9.0 9.0 4.0 4.0 9.0 4.0 4.0 4.0
Effect green, g 92.3 42.3 20.7 20.1 12.1 42.3 42.3 20.7 29.0 20.9
Grn ratio, g/C .352 .352 .172 .168 .101 .352 .352 .172 .241 .174
LG capacity, c 563 663 308 287 180 563 663 308 901 309
v/c ratio, X .094 .784 .422 .523 .472 .062 .813 .627 .728 .647
Flom ratio, v/s .033 .276 .073 .086 .046 .022 .287 .108 .176 .113
Crit lane group
_______________
_____
_____
____
__________ *
____
_____ *
_____ *
____ *
__________
____
Sum Grit v/s,YC 0 .618 Total lost , L 16.0
Crit v/c, Xc .713
WEST ROAD PROFESSIONAL PARK
YELM AVE S SR-507 (FIRST ST)
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 Queve,gpi
_______________
Appr delay, dA
Approach LOS
Apps flow, vA
SB
RT TH LT
RT TH LT
53 520 130
563 663 308
.099 .789 .922
.352 .352 .172
26.0 34.8 99.3
.11 .33 .11
.1 6.2 .9
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.1 90.9 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 z.o
.0 .0
.0 .0
1.00 1.00
47.3 52.9
D D
0 0
49.3
D
235
05/26/05
10:02:14
NB EB
RT TH LT RT TH LT
Intersection: Delay 99.7 LOS D+
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
98.5 50.8
D D
0 0
RT TH LT
35 539 193
563 663 308
.062 .813 .627
.352 .352 .172
25.7 35.3 96.1
.11 .35 .21
.0 7.7 4.0
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
25.8 92.9 50.1
C+ D+ D
0 0 0
44.0
D+
767
49.9
D
492
WEST ROAD PROFESSIONAL PARK 05/26/05
YELM AVE S SR-507 (FIRST ST) 10:02:14
EXISTING PM PEAK HOUR VOLUMES
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=0.090 I G/C=0.166 I
I G= 20.7" I G= 92.3" I G= 12.1" I G= 9.8" G= 20.1" I
I Y+R= 4.0" I Y+R= 9.0" Y+R= 4.0" I Y+R= 4.0" Y+R= 9.0" I
I OFF= 0.0$ I OFF=20.6$ I OFF=59.1$ I OFF=72.5$ I OFF=79.9$ I
_____________________________________________________________
C=120 sec G=100.0 sec = 63.3$ Y=20.0 sec = 16.7$ Ped= 0.0 aec = 0.0$
NVMT TOTALS SB Approach WB Approach NB Approach EB Approach Int
Param:Units AT 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 36 27 0 27 26 25 39 28 0 32 29
g/C Used: $ 35 35 17 0 17 10 35 35 17 0 29 17
SV @E: vph 563 663 283 0 262 150 563 663 283 0 386 265 4101
___________ ______________ ______________ ______________ ___ _____
Svc Lv1:LOS C+ D+ D D D C+ D+ D D D D+
Deg 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 90.9 45.3 0.0 47.3 52.9 25.6 92.9 50.1 0.0 48.5 50.8 44.7
Tot Del:min 6 89 25 0 30 19 4 96 40 0 59 92 410
# Stops:veh 9 116 29 0 39 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: £t 56 693 180 0 219 129 36 733 281 0 921 299 733
APPR TOTALS Int
Param:Units SB Approach WB Approach NB Approach EB Approach Total
AdjVOl: vph
___________ 703
_____________ 235 767
__________ 492 2197
Svc Lv1:LOS
D+
D _
D+ _____________
D _ _____
D+
Deg Sat:v/c 0.67 0.50 0.73 0.69 0.68
HCM Delis/v 90.6 49.3 44.0 49.4 44.7
Tot Del:min 120 99 140 101 410
# Stops:veh
___________ 154
______________ 59
______________ 173
______________ 119 995
__
queue l:veh 28 9 29 _____
17 _ ___
29
Queue 1: ft 693 214 733 421 733
WEST ROAD PROFESSIONAL PARK 05/26/05
YELM AVE 6 SR-507 (FIRST ST) 10:09:53
2007 PM PEAK HOUR VOLUMES WITHODT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 - Area Location Type: NONCHD
I I I I I I Key: voLDMES -- >
I 69 I 535 I 198 II I I WIDTHS
112.0 12.0 112.0 I I v LANES
I 1 1 1 1 1 II ____________________
I I I II \ 160 0.0 0
_____________ / I \ ___________________ /I\
-- 77 12.0 1 I
______________ ___________________ I
208 12.0 1 / + / 110 12.0 1 North
___________________ ___-___-_________= I
114 12.0 1 --
___________________ \ I / _____________
---- 213 -0_0 0 \ II I I
----- II 194 526 I 55 I Phasing: SEQUENCE 46
II 12.0 112.0 12.0 I PERMEV N N N N
I I 1 1 1 1 1 OVERLP N N N N
I II I I I LEADLAG LD LD
SB WB NB EH
RT TH LT RT TH LT RT TH LT RT TH LT
Heavy veh 5HV 1.0 1.0 1.0 1 0 1.0 1 0 1 0 1.0 1.0 2.0 2.0 2.0
Pk-hr fact, PHF .97 .97 .97 .81 .81 .81 .92 .92 .92 .95 .95 .95
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 grn, 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
eus stops, NB 0 0 0 0
Grade, 9G .0 .0 .0 .0
___________________________________________ ____________________
Sq 46 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 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
Rorth 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= 18.3" I G= 41.5" I G= 12.7" I G= 1.8" I G= 25.6" I G= 0.0" I
I Y+R= 4.0" I Y+A= 4.0" I Y+R= 4.0" I Y+A= 4.0" I Y+R= 4.0" I Y+R= 0.0" I
_________________________________________________________________________
WEST ROAD PROFESSIONAL PARK
YELM AVE b SR-507 (FIRST ST)
2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Volume Adjust 6 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
SB WB
RT TH LT RT TH LT RT
69 535 198 160 77 110 55
.97 .97 .97 .81 .81 .81 .92
66 552 209 198
___ 95
_____ 136
____ 60
____
_____
RT ___
TH LT RT+TH LT RT
66 552 204 293 136 60
.000 .000 1.00 .000 1.00 .000
1.000 .000 .000 .676 .000 1.000
Saturation BB
Flow Rate RT TH LT
Base satflo, so 1900 1900 1900
Number lanes, N 1 1 1
Lane width, fW 1.000 1.00 1.00
Heavy veh, fHV .990 .990 .990
Grade, fg 1.000 1.00 1.00
Parking, fp 1.000 1.00 1.00
Bus block, fbb 1.000 1.00 1.00
Area type, fa 1.000 1.00 1.00
Lane util, fLU 1.000 1.00 1.00
Left-turn, fLT 1.000 1.00 .950
Right-turn, fRT .B50 1.00 1.00
PedBike LT,fLpb 1.000 1.00 1.00
PedBike RT,fRpb 1.000 1.00 1.00
Local adjustmnt 1.000 1.00 1.00
Adj satflow, s 1599 1881 1787
05/26/05
10:09:53
NB EB
TH LT RT TH LT
526 194 213 114 208
.92 .92 .95 .95 .95
572 211
___ 224
____ 120
______ 219
____
____
TH _
LT RT+TH LT
572 211 344 219
000 1.00 .000 1.00
000
____ .000
____
____ .651
______ .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 1.10.107 - 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
66 552 204
1599 1881 1787
4.0 4.0 4.0
41.5 41.5 18.3
.346 .346 .153
553 650 273
.119 .649 .747
.041 .293 .114
0 719-----
.830
WB NB
RT TH LT RT TH LT
RT+TI
293
1691
4.0
25.6
.213
361
.812
.173
3 LT
136
1787
9.0
12.7
.106
190
.716
.076
RT
60
1599
4.0
41.5
.346
553
.108
.038
TH LT
572 211
1881 1787
4.0 4.0
41.5 18.3
.346 .153
650 273
.880 .773
.304 .118
+ +
Total lost, L 16.0
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
344 219
1681 1770
9.0 4.0
31.9 18.6
.262 .155
440 274
.782 .799
.205 .124
______________
WEST ROAD PROFESSIONAL PARK
YELM AVE 6 SR-507 (FIRST ST)
2007 PM PEAK HOUA VOLUMES WITHOUT PROJECT
SLGNAL2000/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 Queve,ypi
_______________
Appr delay, dA
Approach LOS
Appr flow, vA
SB
RT TH LT
__________________
RT TH LT
66 552 209
553 650 273
.119 .899 .747
.396 .346 .153
26.8 36.9 48.6
.11 .38 .30
.1 10.4 10.8
0 .0 .0
0 .0 .0
1.00 1.00 1.00
26.9 46.7 59.4
C+ D E+
0 0 0
______________
98.3
D
822
WB
RT TH LT
RT+TH LT
293 136
361 190
.812 .716
.213 .106
99.9 51.9
.35 .28
13.1 12.1
.0 .0
.0 .0
1.00 1.00
58.0 69.0
E+ E+
0 0
______________
59.9
E+
429
r
RT TH LT
__________________
_______
AT TH LT
60 572 211
553 650 273
.108 .880 .773
.346 .346 .153
26.7 36.9 48.8
.11 .91 .32
.1 13.3 12.9
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.6 50.2 61.7
C+ D E+
0 0 0
______________
51.4
D
843
05/26/05
10:09:53
EB
RT TH LT
RT+TH LT
344 219
940 279
.782 .799
.262 .155
91.1 48.9
.33 .34
8.9 15.4
.0 .0
.0 .0
1.00 1.00
50.0 64.3
D E+
0
__ 0
____
________
55.5
E+
563
__________
____
_______________ ______________ ______________ _____
Intersection: Delay 52.7 LOS D
WEST ROAD PROFESSIONAL PARK
YELM AVE 6 SR-507 (FIRST ST)
2007 PM PEAK HOUR VOLUMES WITHOUT PROJECT
05/26/05
10:09:53
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 v I v I
-------------------------------------------------------------
I G/C=0.153 G/C=0.346 I G/C=0.106 I G/C=0.015 G/C=0.213 I
I G= 18.3" I G-- 41.5" I G= 12.7" I G= 1.8" I G-- 25.6" 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=18.6$ I OFF=56.5$ I OFF=70.5$ I OFF=75.3$ I
_____________________________________________________________
C=120 sec G=100.0 sec = 83.3$ Y=20.0 sec = 16.7$ Ped= 0.0 aec = 0.0$
MVMT TOTALS
Param:Units
AdjVOl: vph
Wid/Ln:ft/#
g/C Rqd@C:$
g/C Used: $
SV @E: vph
SVC Lvl LOS
Deg Sat:v/c
HCM Delis/v
Tot Del:min
# Stopa:veh
Queue 1 veh
Queue 1: £t
APPA TOTALS
Param:Units
AdjVOl: vph
SB Approach WB Approach NB Approach EB Approach Lnt
RT TH LT RT TH LT RT TH LT RT TH LT Total
66 552 204 198 95 136 60 572 211 224 120 219 2657
12/1 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1 0/0 12/1 12/1
25 40 29 0 32 27 25 40 29 0 34 29
35 35 15 0 21 11 35 35 15 0 26 15
553 650 246 0 342 160 553 650 246 0 429 247 4076
_______ ___________ _____________ ________ _____
C+ D E+ E+ E+ C+ D E+ D E+ D
0.12 0.85 0.75 0.00 0.81 0.72 0.11 0.88 0.77 0.00 0.78 0.80 0.78
26.9 46.7 59.4 0.0 58.0 64.0 26.8 50.2 61.7 0.0 50.0 64.3 52.7
7 107 50 0 71 36 7 120 54 0 72 59 583
11 128 49 0 70 33 10 134 51 0 80 53 619
_________ ___ _____________ _____
3 31 13 0 18 9 3 33 13 0 20 14 33
70 776 316 0 447 218 64 826 331 0 500 350 826
Int
SB Approach WB Approach NB Approach EB Approach Total
Svc Lv1:LOS
Deg Sat:v/c
HCM Delis/v
Tot Del:min
# Stopa:veh
___________ ___
Queue l:veh
Queue 1: ft
822 _429___ 843 _____563____ 2657
D E+ D E+ D
0.76 0.78 0.80 0.79 0.78
48.3 59.9 51.4 55.5 52.7
164 107 181 131 583
188 103 195
___________ 133
____________ 619
__ _____
_________
31 ______________
18 ___
33 20 33
776 447 826 500 826
WEST ROAD PROFESSIONAL PARK 05/26/05
YELM AVE b SR-507 (FIRST ST) 10:11:28
2007 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Input Worksheet
Intersection # 0 - Area Location Type: NONCBD
I I I I I I Key: VOLUMES -- >
I 64 I 539 I 198 II I I WIDTHS
12.0 112.0 112.0 I v LANES
I 1 1 1 1 1 II ____________________
I I I II \ 160 0.0 0
_____________ / I \ ___________________ /I\
-- 77 12.0 1 I
_____-________ ___________________ I
208 12.0 1 / + / ili 12.0 1 North
___________________ _____ _____= I
114 12.0 1 --
___________________ \ I / _____________
-215---0.0 0 \ II I I I
----- II 207 I 552 I 61 I Phasing: SEQUENCE 46
112.0 112.0 112.0 I PERMEV N N N N
1 1 1 1 1 1 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, BHV 1.0 1.0 1.0 1 0 1.0 1.0 1 0 1.0 1.0 2.0 2.0 2.0
Pk-hr fact, PHF .97 .97 .97 .81 .81 .81 .92 .92 .92 .95 .95 .95
Pre timed 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 grn, 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 mnvra, Nm 0 0 0 0
Bus stops, NB 0 0 0 0
Grade, 8G .0 .0 .0 .0
_________________ _______ ______________________________
Sq 46 I Phase 1 1 Phase 2 Phase 3 1 Phase 4 Phase 5 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= 18.3" I G= 41.5'• I G-- 12.7" I G= 1.6" I G-- 25.6" 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
_________________________________________________________________________
WEST ROAD PROFESSIONAL PARK
YELM AVE 6 SR-507 (FIRST ST)
2007 PM PEAK HOUR VOLUMES WITH PROJECT
SIGNAL2000/TEAPAC[Ver 1.10.10] - HCM Volume Adjust 6 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 AT, PRT
SB
RT TH LT
64 539 196
97 .97 .97
66
____ 556
_____ 209
____
_
RT TH LT
66 556 204
.000 .000 1.00
1.000
_____ .000
____ .000
_____
Saturation SB
Flow Rate RT TH LT
Base satflo, so 1900 1900 1900
Number lanes, N 1 1 1
Lane width, fW 1.000 1.00 1.00
Heavy veh, FHV .990 .990 .990
Grade, fg 1.000 1.00 1.00
Parking, fp 1.000 1.00 1.00
Bus block, fbb 1.000 1.00 1.00
Area type, fa 1.000 1.00 1.00
Lane util, fLU 1.000 1.00 1.00
Left-turn, fLT 1.000 1.00 .950
Right-turn, fRT .850 1.00 1.00
PedBike LT,fLpb 1.000 1.00 1.00
PedBike RT,fRpb 1.000 1.00 1.00
Local adjustmnt 1.000 1.00 1.00
Adj satflow, s 1599 1881 1787
WB NB
RT TH LT RT TH LT
160 77 111 61 552 207
.B1 .81 .81 .92 .92 .92
198 95
_ 137
____ 66
_____ 600
_____ 225
____
____ _____
RT+TH LT RT TH LT
293 137 66 600 225
.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 1681 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
66 556 204
1599 1881 1787
4.0 4.0 4.0
41.5 41.5 18.3
.346 .346 .153
553 650 273
.119 .855 .747
.041 .296 .114
----0 742-----
.856
WB
RT TH LT
NB
RT TH LT
RT+TH LT
293 137
1691 1787
4.0 4.0
25.6 12.7
.213 .106
361 190
.812 .721
.173 .077
r
Total lost, L
RT TH LT
66 600 225
1599 1881 1787
4.0 4.0 4.0
41.5 41.5 18.3
.346 .346 .153
553 650 273
.119 .923 .824
.041 .319 .126
t a
16.0
05/26/05
10:11:26
EB
RT TH LT
215 119 208
95 .95 .95
226 120 219
______________
RT+TH LT
346 219
.000 1.00
.653 .000
______________
EB
AT 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
1680 1770
EB
RT TH LT
RT+TH LT
346 219
1680 1770
4.0 4.0
31.4 18.6
.262 .155
440 274
.786 .799
.206 .124
r
WEST ROAD PROFESSIONAL PARK
YELM AVE 6 SR-507 (FIRST ST)
2007 PM PEAK HOUR VOLUMES WITH PROJECT
SLGNAL2000/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*
Frog 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
66 556 209
553 650 273
.119 .855 .747
.346 .346 .153
26.8 36.5 48.6
.11 .39 .30
.1 10.9 10.8
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.9 97.3 59.9
C+ D E+
0 0
____ 0
____
_____ _
48.7
D
826
Delay 54.8
WB
RT TH LT
__________________________
RT+TH LT
293 137
361 190
.812 .721
.213 .106
99.9 51.9
.35 .28
13.1 12.6
.0 .0
.0 .0
1.00 1.00
58.0 64.5
E+ E+
0 0
______________
60.1
E+
430
______________
LOS D
______________
NB
RT TH LT
_______________________
RT TH LT
66 600 225
553 650 273
.119 .923 .824
.346 .396 .153
26.8 37.7 49.3
.11 .44 .36
.1 18.9 18.2
.0 .0 .0
.0 .0 .0
1.00 1.00 1.00
26.9 56.6 67.5
C+ E+ E
0 0 0
______________
57.2
E+
891
______________
05/26/05
10:11:28
EB
RT TH LT
RT+TH LT
346 219
940 274
.786 .799
.262 .155
91.2 48.9
.33 .39
9.2 15.4
.0 .0
.0 .0
1.00 1.00
50.3 64.3
D E+
0 0
______________
55.7
E+
565
______________
WEST ROAD PROFESSIONAL PAAK 05/26/05
YELM AVE 6 SR-507 (FIRST ST) 10:11:28
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 9 __________
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=0.153 ------------
I G/C=0.346 ---------
I G/C=0. -----
106 I ----------
G/C=0.015 --------------
I G/C=0.213 I
I G-- 18.3" I G-- 41.5" I G= 12 .7" I G= 1.6" I G= 25. 6" I
I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4 .0" I Y+A= 4.0" I Y+R= 4. 0" I
I OFF= 0.0$ I OFF=18.6$ I OFF=56 .5$ I OFF= 70.5$ I OFF=75. 3$ I
______
C=120 _____
sec ____________
G=100.0 sec _________
= 83.3$ ___
Y=20
.0 sec = 1 ________
6.7$ Ped= 0.0
aec =
0.0$
MVMT TOTALS SB Approach WB Appro ach NB Appro ach EB Approach Lnt
Param:Unita RT TH LT RT TH LT RT TH LT RT TH LT Total
AdjVol: vph 66 556 209 198 95 137 66 600 225 226 120 219 2712
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 90 29 0 32 27 25 41 29 0 39 29
g/C Uaed: $ 35 35 15 0 21 11 35 35 15 0 26 15
SV @E:
_
_ vph
___ 553
____ 650 246
_____ 0 342 160
___ 553
_____ 650
_____ 246 0
____ 429 247
____ 4076
_____
____
__
Svc Lv1: LOS C+ _____ _
D E+ _________
E+ _
E+ C+ E+ _____
E _____
D E+ D
Deg Sat: v/c 0.12 0.86 0.75 0 .00 0.81 0.72 0.12 0.92 0.82 0.00 0.79 0.80 0.80
HCM Deli s/v 26.9 47.3 59.4 0.0 58.0 64.5 26.9 56.6 67.5 0.0 50.3 64.3 54.8
Tot Del: min 7 110 50 0 71 37 7 142 63 0 73 59 619
# Stops: veh 11 129 49 0 70 33 11 144 55 0 80 53 635
__
________
Queue l: ___
veh ____
3 __________ _
31 13 _________
0 18 ___
9 3 36 ____
14 0 ___
20 14 36
Queue 1: ft 70 785 316 0 447 220 70 906 363 0 505 350 906
APPR TOTALS Int
Param:Units SB Approach WB Approach NB Approach EB Approach Total
AdjVOl:
_______ vph 826 430 891
___ 565
_____
____ 2712
_____
Svc Lv1: L05 D E+ E+ E+ D
Deg Sat: v/c 0.77 0.78 0.84 0.79 0.80
HCM Delv e/v 48.7 60.1 57.2 55.7 54.8
Tot Del: min 167 108 212 132 619
# Stopa:
_______ veh
____
____ 189
__________ _ 103
_________
____
_____ 210
_____
____ _____ 133
_____
____ 635
_____
queue l: veh 31 18 36 20 36
queue 1: ft 785 447 906 505 906
eneml Information
nagst
genq/DO.
ate Pertormetl
al sis Time Period TWO-WAY STOP CONTROL SUMMARY
ite Information
Intersection
uristlidion
nalysis Year
Yelm AVe&f03rtlAre
Pro'ed Descd lion IXISTING PM PEAK HOUR VOLUMES
EaslNJesl Street: 103rd Avenue SE
Intersection Orientation: NoRh-South
NoM/South SlreeC
tutl Periotl hrs :
Yelm Avenue SR-50]
0.25
ehicle Volumes and Adu
a or Stree[
Movement stments
1
Nodhbountl
2
3
4
Southbountl
5
6
L T R L T R
plume 3 B08 15 fi4 8]] 3
eak-Hour Factor, PHF 8.66 0.86 086 0.90 0.90 090
Houtly Flow Rate, HFR 3 939 1] ]f 9l4 3
ercent Heavy Vehicles 0 - - 3 - -
etlian Type Two Way Leff Tum Lane
RT Channel¢etl 0 0
ones 1 f 0 1 1 0
onfgumtion L TR L TR
U stream B' nal
Inor Street
Movement
] 0
Westbound
8
9
10 0
Eastoountl
11
12
L T R L T R
plume f0 0 ]i 0 1 8
eak-Hour Factor, PHF 0.84 O. B4 084 0. ]5 0.I5 0.75
ouM Flow Rate, HFR 11 0 84 0 f f0
Percent Heavy Vehicles f 1 1 0 0 0
Percent Gretle (%) 0 0
laretl Approach N N
torege 0 0
RT Chennel¢ed 0 0
ones o f 1 0 1 0
onfigurelion LT R LTR
Dela queue Len th and Level of Service
proach NB 5B Westbound Eastbountl
ovemenl 1 a 7 8 9 10 11 12
Lana COnfiguretion L L LT R LTR
(vph) 3 ]1 11 84 11
(m)(vph) 714 715 131 318 2A
/c 0.00 0.10 0.08 026 0.04
5k queue length 0.01 0.33 0.27 1.04 0.12
onlrol Delay 10.1 10.6 35.0 203 18.5
OS B 8 0 C C
pproach Delay -- - 22.0 16.5
pproach LOS - -- C C
Rights Reserved
xcszaooM. covr~~en~ o iwz wm~,nr onm~~e.. nn a~nnm ae..r..e .n~o~ a.~e
TWO-WAV STOP CONTROL SUMMARY
eneral Information ite Information
ourty Flow Rate, HFR 3 1026 18 75 107] 3
Percent Heavy VehiGes 0 - - 3 - -
etlian Type Two Way LeR TUm Lane
T Channelized 0 0
nes 1 1 0 1 1 0
.onfauration L TR L TR
L
if
85
13
1
proach NB
Movement 1
ne Configuration L
(vph) 3
(m)(vph) 653
/q 0.00
5%queue length 0.01
ontrol Delay 10.5
LOS B
pproach Delay -
proach LOS --
Rights Reserved
HCS10M
Verslon<IJ
0
i
0
N
0
i
SB
4
L
75
662
0.11
0.38
11.1
B
1
R
Weslbountl
T 8 9
LT R
13 89
111 283
0.12 0.31
0 39 1.31
41.7 23.5
E C
25 8
D
T
1
1
0
0
0
0
Eastbountl
10 11 12
LTR
11
241
0.05
0.14
20.7
C
20.7
C
Copy nRM D 3Wl Omvenny m nm,m, nu rc~tl^~ neverveo
TWO-WAY STOP CONTROL SUMMARY
ene21 Information ite Information
natyst
genry/DO.
Data Pedormetl
na sis Time Periotl Intersection
udstlicfion
natysis Vear Yelm Ave 8103rd AVe
Pro eh Descri Lion 2001 PM PEAK HOUR VOLUMES WITH PROJECT
EaslNVest Street: 103rd Avenue BE North/South Street: Yelm Avenue SR-50]
Intersecion Orientation: North-South tutl Periotl hrs: 025
ehicle Volumes and Ad'ustments
a'or Street Northbountl Southbound
ovemenl 1 2 3 4 5 fi
L T R L T R
olume 3 863 16 ]5 9I0 3
eak-Hour Factor, PHF 086 0.86 0.86 0.90 0.90 090
Hourly Flow Rate, HFR 3 1026 18 83 10]] 3
ercent Heavy Vehicles 0 - - 3 - -
etlian Type Two Way LeR Tum Lane
T Channelized 0 0
anes 1 f 0 1 1 0
onfiguralion L TR L TR
U stream Si nal 0 0
inor Streel Westbountl Eastbountl
ovemenl ] 8 9 10 11 12
L T R L T R
olume 11 0 120 0 1 8
eak-Hour Factoq PHF 0.84 0.84 0.84 0. ]5 0.]5 0.]5
ouM Flow Rate, HFR 13 0 142 0 1 f0
ercent Heavy Vehicles 1 f 1 0 0 0
ercent Grade (%) 0 0
laretl Approach N N
orage 0 0
T Channelize0 0 0
nes 0 1 1 0 1 0
onfiguretion LT R LTR
Dela Oueue Len th antl Level of Service
proach NB SB Westbountl Eastbountl
ovement 1 4 7 8 9 10 11 72
ne COnfguration L L LT R LTR
(vph) 3 83 13 142 i1
(m)(vph) 653 662 109 283 239
/c 0.00 013 0.12 0.50 0 05
5%Queue length 0.01 0.43 0.39 2.63 014
ontlol Delay 10.5 11.2 42.5 29.9 20.8
OS B e E D C
proach Delay - -- 309 20.8
proach LOS - - D C
NCSl00pm CopyriyhiO3Wl Vnivoxiry of Flony. All RitlMx Reserve) Venioni lJ
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
na151 Intersection West Rtl8103rtl Ave
en ICo. uristlidion
Date Performed nal sis Vear
na sis Time Period
xcaloooM c~r..~as~ oaam u~~.«er ornm~a. ~u e~en~, n~~,.m v..,e,.a is
TWO-WAV STOP CONTROL SUMMARY
enerol Information
nal st
en /DO. ite Information
Intersection
uristliction
West Rtl8 103rd AVe
ate Pedormetl nal sis Year
nal sis Time Periotl
Pro ed Descd lion 2007 PM PEAK HOUR VOLUMEB WITHOUT PROJECT
EasWJest Street: 103rd Avenue SE NodhlSOUth Street: West ROad SE
Intersection Orientation: Easf-West tud Period hrs '. 0.25
ehicle Volumes and Ad'u
Ma or Street
Movement stments
1
Eastbound
2
3
4
Westbountl
5
6
L T R L T R
olume vehlh 36 112 2 3 79 ]]
Peak-hour factoq PHF OJ] 0.7] 0.]7 0.82 0.82 O.B2
Hourly Flow Rate (veh/h) 46 145 2 3 96 93
Proportion of heavy vehicles,
Pmv 0 _ _ 0 -- _
Median type Undividetl
RT Channelizetl? 0 0
anes 0 1 0 0 1 0
onfguation LTR LTR
U stream Si nal
inor Street 0
Northbauntl 0
Southbountl
Movement 7 8 9 10 11 12
L T R L T R
olume veh/h 3 4 0 ]] /1 35
Peak-hour factor, PHF 0.60 0.60 0.60 0.69 0.69 0.69
ourty Flow Rate (vehlh) 4 6 0 111 15 50
Proportion of heavy vehicles,
Pnv 0 0 0 0 0 0
Percent grade (%) 0 0
laretl approach N N
Storage 0 0
RT Channelized? 0 0
anes 0 1 0 0 1 0
onfguration LTR LTR
ontrol Dela Dueue Len th Level of Servi ce
pproach EB VJB Nonhbountl Southbountl
Movement 1 4 T B 9 10 11 12
Lane Conflguralion LTR LTR LTR LTR
olume, v(vPh) 46 3 10 176
aPacity, cm (vPh) 1397 144] 496 619
/c ratio 0.03 0.00 0.02 028
ueue length (95%) 0.10 001 0.06 1.17
ontrol Delay (slveh) ].] 7.5 12.4 13.1
LOS A A B B
pproach tlelay (s/veh) -- - 124 13'1
pproach LOS - -- B B
HCYEOOP~ CopTWM1~U]OU)Vouciap o(Pbni6, AI b tt~mcJ emiooem
eneral Information
nal sl
en /GO.
Date Perfonnetl TWO-WAY STOP CONTROL SUMMARY
ite Information
Intersection
uristliction
nal sis Year
Wesl Rtl8 103rd AVe
nal sis Time Periotl
Pro eh Oescd lion 200]PM PEAK HOUR VOLUMES WITH PROJECT
EasUWest SVeet. 103rd Avenue SE NoRh/South Street
Intersection Orientation: East-West Stutl Periotl hrs
West Roatl SE
0.25
ehicle Volumes and Ad'ustments
a or Street
Movement 1
Eastbound
2
3
4
Westbound
5
6
L T R L T R
plume veh/h 43 112 2 3 ]9 80
Peak-hour factor, PHF 0.]] 0. ]] 0]] 0.82 082 0.82
Hourly Flaw Rate (vehlh) 55 145 2 3 96 9]
Praponion of heavy vehicles, 0
Median type Undivided
RT Channelized? 0
0
Lanes 0 1 0 0 1 0
onfiguration LTR LTR
U stream Si nal
Minor Street 0
Northbound
0
Soulhbountl
Movement T B 9 10 11 12
L T R L T R
plume vehR~ 3 4 0 96 11 80
Peak-hour (actor, PHF 0.60 060 0.60 0.69 069 0.69
Hourly Flow Rate (veh/h) 4 6 0 139 15 115
Proportion o/heary vehicles,
HV 0 0 0 0 0 0
Percent grade (%) 0 0
Flared approach N N
Storage p
0
RT Channelized? p
0
Lanes 0 1 0 0 1 0
onfiguration LTR
ontrol Dela Queue Len th Level of Service
pproach Em WB
orthbound
LTR
oulhbountl
Movement 1 4 ] 8 9 f0 11 12
Lane Configuration LTR LTR LTR LTR
olume,v(vph) 55 3 10 p69
aPacity, c,~(vPh) 1392 144] 453 645
/c ratio 0.04 0 00 0.02 p,q2
ueue length (95%) 0.12 0.01 0.0] 2.Ofi
ontrol Delay (s/veh) 7 ] ].5 13 1 14 5
LOS A A B B
pproach delay (sNeh) -- -- 13.1 14.5
pproach LOS - -- B B
i.e v.om w.. ro no,~ao. ni e,s~.r,e ~~,o~a ie
TWO-WAY STOP CONTROL SUMMARY
eneral Information ite Information
naryst
genglCo.
Date Pedormetl
nal sis Time Period Intersection
uristliction
nalysis Vear West Rtl&Entranre
ro'ect Descri tion 2007 PM PEAK HOUR VOLUMES WITH PROJECT
asW4est BtreeC Entrance amh/South Street: West Road SE
Intersection Orientation: North-South Wtl Periotl hrs: 025
ehicle Volumes and Ad'ustments
a or Street Northbountl Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 0 117 f0 0 123 0
eak-Hour Factor, PHF 0.90 0.90 0.90 090 0.90 090
ouny Flow Rate, HFR 0 130 11 0 136 0
ercent Heavy Vehicles 0 - - 0 - -
etlian Type Undivitled
T Channelizetl 0 0
Lanes 0 1 0 0 1 0
onfguretion TR LT
U Cream Si nal 0 0
inor Street Westbound Eastbound
ovament 7 8 9 10 11 12
L T R L T R
olume 64 0 0 0 0 0
eak-Hour Factor PHF 090 0.90 0.90 0.90 0.90 0.90
Hourry Flow Rate, HFR 71 0 0 0 0 0
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Gratle (%) 0 0
Flaretl Approach N N
lorege 0 0
RT Channel¢etl 0 0
Lanes 0 0 0 0 0 0
onfguration LR
la Oueue Len th and Level of Service
pproach NB SB Westbound Easlbountl
ovement 1 4 7 8 9 10 11 12
ne COnfquretion LT LR
(vph) 0 7/
(m)(vph) 1455 722
/c 0.00 0.10
5%queue length 0.00 0.33
ontrol Delay ] 5 10.5
LOS A B
pproach Delay - - 105
pproach LOS -- -- B
Rights Reserved
HCS]WPr~ CapY~~BF~ 03W) Univeeriry of Flor~L. •II R~HAtl Rrsvved Version<Jd
KEY:
Below curve,
--
storage not
neededfor
capacity.
Above curve,
~, further analysis
recommended.
'L
ti
H (21
no MP ti
5o MPH l2)
60 MPH (2)
25 20 15 10 b
%TOtal DHV Turning Left (single turning movement)
(1) DHV is total volume from both directions.
(2) Speeds are posted speetls.
Left-Turn Storage Guidelines (Two•Lene. Unsignalized)
F78ure 970:Qg
lzoo
1100
1000
900
800
x
0
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700
W
600
500
aoo
300
0
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Inleraecrlons A( Grebe DeslBn Manual
Page 87618 En8113h Verelon Mey 2081