HomeMy WebLinkAboutSEPA EPIC-25-89 - SCHOFIELD ROBERT - MIKAMI / SHIMATSU REZONEMIKAMI REZONE
REZONE SINGLE FAMILY
RESIDENCE (R -1) TO
REGIONAL RETAIL (C -2)
16813 SOUTHCENTER
PARKWAY
EPIC -25 -89
NOTICE OF ASSIGNMENT AND TRANSFER
Date �,�A !Q (`l '70
To Pac is First Federal Savings Bank
Address 400 SW 152nd, Seattle, WA 98166
Please take notice that the.account in
your institution evidenced by account or passbook
number and /or certificate number(s)0C-/p4/6-3 a in
an amount of at least but not less than $38,50 0 has
been assigned and transferred to the undersigned as
collateral for the Obligations and that such money is
payable directly to the undersigned. Please complete your
acknowledgement of assignment and transfer and return same
to the undersigned.
City of Tukwi a
a.r,
0(
Authorized Signature)
ACKNOWLEDGEMENT
We acknowledge receipt of your notice of assignment and
transfer of the account
of Robert H. Schofeild or Leslie M. Schofeild in this
institution evidenced by
and /or certificate number(s) 047- 14o2115tpgether with all
moneys and claims for moneys now and hereafter due or
payable thereon. We further acknowledge that such moneys
are payable directly to the City and that no account
holder or assignee (except for the City) shall have any
right to make any withdrawal from said account or to
obtain any new certificate evid hdCing saidaccoun,.
(a4
i
70
Date
n6 -14 -9n
Pacific First Feder
Savings Bank
By PBRII
(Title)
Agreement To Be Subject
To A Sensitive Areas Ordinance
The undersigned owner and developer of real property located at
16813 Southcenter Parkway, Tukwila, WA and more specifically
described in Exhibit A attached hereto, hereby agrees, pursuant
to the requirements of Tukwila Ordinance No.'s 1544 and 1550,
that if the City of Tukwila will process the following
applications:
EPIC -25 -89 SEPA for Mikami Rezone.
89 -4 -R Mikami Rezone
the development of the property described in Exhibit A will be
subject to all of the Sensitive Areas Ordinance provisions as
finally passed by the City Council even though those provisions
may be more restrictive than any conditions or limitations
imposed by or resulting from the processes described above.
The Undersigned agree(s) that these processes will be continued
solely at their risk and expense and that the result of the final
Sensitive Area Ordinance may be to require extensive project
modification and re- evaluation or recision of the above
approvals. It is also understood and agreed that continuation of
these processes does not mean that applications not pending on
November 20, 1989, for this project, will be accepted or
processed unless the City Council approves a petition therefor. ,
The undersigned acknowledges that the covenants herein run with
the land described in Exhibit A and that this document will be
recorded with the King County Department of Records and Elections
and that these covenants cannot be released without the written
consent of the City of Tukwila.
Landowner
pplicant
STATE OF WASHINGTON )
ss.
COUNTY OF RING
On this day personally appeared before me
Matt M Mikami and Robert H Schofield , to me known to be
the individual described in and who executed this instrument, and
acknowledged that s /he signed the same as a free and voluntary
act for the uses and purposes herein mentioned.
Dated
January 10
f
,.1990.
Notary [public 6ali and for the
State of Washington, residing
at Federal Way My
appointment expires 9-29 -93
•EXHIBIT A, Page 1 of 2
DESCRIPTION:
PARCEL A:
•
THAT PORTION OF THE NORTHEAST 1/4 OF THE SOUTHWEST 1/4 (HEREINAFTER REFERRED
TO AS THE SUBDIVISION) IN SECTION 26, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M.
LYING WEST OF COUNTY ROAD NO. 972, MESS BROTHERS ROAD, CONVEYED TO KING
COUNTY BY DEED RECORDED UNDER RECORDING NO. 921233 ( SOUTHCENTER PARKWAY
FORMERLY 57TH AVENUE SOUTH), DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT ON THE WEST LINE OF SAID SUBDIVISION, 1,020 FEET NORTH OF
THE SOUTHWEST CORNER THEREOF;
THENCE NORTH, ALONG SAID WEST LINE, 294.62 FEET, MORE OR LESS, TO THE
NORTHWEST CORNER OF SAID SUBDIVISION;
THENCE EAST, ALONG THE NORTH LINE OF SAID SUBDIVISION, TO THE INTERSECTION
WITH THE WEST LINE OF SAID COUNTY ROAD;
THENCE SOUTH, ALONG SAID WEST LINE, A DISTANCE OF 294.62 FEET, MORE OR LESS,
TO THE INTERSECTION WITH A LINE RUNNING EAST FROM THE POINT OF BEGINNING
PARALLEL TO THE SOUTH LINE OF SAID SUBDIVISION;
THENCE WEST ON SAID PARALLEL LINE TO THE POINT OF BEGINNING;
EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY
STATE HIGHWAY NO. 1 (SR 5) BY DEED RECORDED UNDER RECORDING NO. 5524599 AND
5992105;
AND EXCEPT THAT PORTION LYING EASTERLY OF THE WESTERLY MARGIN OF SOUTHCENTER
PARKWAY AS CONVEYED BY DEED RECORDED UNDER RECORDING NO. 6343852;
SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON.
PARCEL B:
THAT PORTION OF THE FOLLOWING DESCRIBED PARCEL LYING NORTHERLY OF A LINE WHICH
IS 1,020 FEET NORTHERLY OP AND PARALLEL WITH THE SOUTH LINE OF THE HEREINAFTER
REFERRED TO NORTHEAST 1/4 OF THE SOUTHWEST 1/4:
THAT PORTION OF THE NORTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SECTION 26, TOWNSHIP
23 NORTH, RANGE 4 EAST W.M., DESCRIBED AS BEGINNING AT A POINT WHICH IS
OPPOSITE HIGHWAY ENGINEER'S STATION (HEREINAFTER REFERRED TO AS HES) LW
2504 +89.33 ON THE LW LINE SURVEY OF SR 5, SOUTH 178TH STREET TO SOUTH 126TH
STREET, AND 553.73 FEET SOUTHEASTERLY THEREFROM;
THENCE EASTERLY TO A POINT OPPOSITE HES LW 2505 +00 ON SAID LW LINE SURVEY AND
590 FEET SOUTHEASTERLY THEREFROM;
THENCE NORTHERLY TO A POINT OPPOSITE HES LW 2505 +75 ON SAID LW LINE SURVEY AND
570 FEET SOUTHEASTERLY THEREFROM;
THENCE NORTHERLY TO A POINT OPPOSITE HES LW 2507 +15 ON SAID LW LINE SURVEY AND
515 FEET SOUTHEASTERLY THEREFROM;
THENCE NORTHERLY TO A POINT OPPOSITE HES LW 2509 +50 ON SAID LW LINE SURVEY AND
500 FEET SOUTHEASTERLY THEREFROM;
THENCE NORTHWESTERLY TO A POINT OPPOSITE SAID HES AND 428.97 FEET
SOUTHEASTERLY THEREFROM;
THENCE SOUTHERLY IN A STRAIGHT LINE TO THE POINT OF BEGINNING;
SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON.
Form No. W.AArt555
(Previous Form No. 80R)
'99
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72
No N8etti•.p' w-
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410
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ORDER NO. 3 .'. %
ESCROW NO.
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This map does not purport to show all highways, roads or easements affecting
said property: no liability is assumed for variations in dimensions and location
4
WAC 197 -11 -970
MITIGATED
DETERMINATION OF NONSIGNIFICANCE
Description of Proposal Rezone 1.74 acres from R -1 -7.2 (Single Family Residence) to
C -2 (Regional Retail). Fill and other construction activities are covered by other
SEPA checklists. Mitigating actions are listed in Attachment A.
Proponent Robert H. Schofield.
Location of Proposal, including street address, if any 16813 Southcenter Parkway
in the SW 1/4 of Sec. 26, Twn. 23, Bge. 4; Tukwila, WA.
Lead Agency: City of Tukwila File No. EPIC -.25 - 89
The lead agency for this proposal has determined that it does not have a probable
significant adverse impact on the environment. An environmental impact statement
(EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after
review of a completed environmental checklist and other information on file with the
lead agency. This information is available to the public on request.
[� There is no comment period for this DNS
This DNS is issued under 197 -11- 340(2). Comments must be submitted by
JAN Uttk -( 2.2 ) 987 . The lead agency will not act on this
proposal for 15 day from the date below..
Responsible Official Rick Beeler
Position /Title
Planning Director
Address 6200 Southcenter Boulevard,
Date
70 • Signature
Phone 433 -1846
j0,0141/
You may appeal th s determination to the City Clerk at City Hall, 6200 Southcenter
Boulevard, Tukwila, WA 98188 no later than 10 days from the above date by written
appeal stating the basis of the appeal for specific factual objections. You may be
required to bear some of the expenses for an appeal.
Copies of the procedures for SEPA appeals are available with the City Clerk and
Planning Department.
FM.DNS
City of Tukwila
PUBLIC WORKS DEPARTMENT
6300 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -0179
Ross A. Earnst, P.E. Director
M E M O R A N D U M
To: Jack Pace
From: Ron Cameron
Date: November 27, 1989
Re: Makamie rezone traffic analysis
First, we cannot agree with the volumes predicted; this has been
discussed with Chris Brown. The projections are based on the
existing center which is impacted by parking and access -
therefore, in serious question as to what traffic can be generated
by the proposed development in the future. Never - the -less, the
magnitude of the volumes are still relatively small. The Chris
Brown work shows 690 vehicles per day for 26.4 /KSF while a rate of
50 /KSF is more realistic. The peak hour differences are too small
to evaluate LOS differences between the 26.4 rate and a rate of
50. For example, Chris Brown shows about a 50/50 split to north
and south. The affect between 20 and 40 noon peak trips at the,
Southcenter Parkway /Strander intersection which has about 3,000
provides an indication of scale. The traffic will affect LOS.
Second, we do not agree on the level -of- service analysis that
shows Southcenter PkWy /Strander operating at C and D for the
existing noon and pm peak. Work by CH2M and observation shows LOS
F. The Brown report recommends widening Strander with a 3rd lane
for the combined Tukwila Pond and Makamie additional traffic too
maintain LOS D.
A construction cost estimate to widen Strander and add sidewalks
prepared shows $530,900; design and construction administration
costs will inrease the costs to $715,000. The Chris Brown report
identifies the Makamie development as being 0.6 or 0.8 per cent of
the total peak hour traffic. The higher generation rate would
make these 1.2 or 1.6. This would result in somewhere between
$5,720 and $11,440 of the future project costs. The average of
low and high is $8,580 and that is the "fairest" assessment of
contribution for the future improvement.
A signal warrant analysis was requested but not provided; the high
Southcenter PkWy volumes will limit access to the site until a
signal is constructed. The S 168 St signal is planned to be
constructed in conjunction with S 168 Street. This signal will
provide access control for the Makamie development - vehicles and
.•
• •
pedestrians. Approval of the development should be conditioned on
its particapation in the future signal. Design costs,
construction costs, and construction administration costs will be
about $120,000. The Makamie development should provide one fourth
(one leg of the intersection) of these costs to provide for
increased safety of vehicle and pedestrian traffic on Southcenter
PkWy, crossing Southcenter PkWy, and access to the site.
The traffic mitigation funds are the $8,580 Southcenter /Strander
improvement share and $30,000 signal improvement share. They need
to be provided prior to issuing certificate of occupancy.
•
To: Rick
From Ron
Subject: Scofield Southcenter Pk Wy rezone
Date: October 24, 1989
The traffic analysis elements to be evaluated is based on:
most of the Schofield development traffic will
travel to/from the north on Southcenter Pk Wy & the
Strander - Klickitat intersections; the CH2M
deficiencies work identifies this as one of the
top City of Tukwila LOS corrections needed,
this area is operating at LOS F - any additional
traffic will further impede traffic safety and
movement;
the proposed rezone will change the trip generation
rate from about 25/acre for residential to 250/acre
or more; from 10/day for the existing home to
2,000/day (+/-) for 24,000 sq ft of retail
the traffic analysis requested is intended to
identify fair share costs for traffic mitigations
(reaching LOS D),
it's intended to be a consistent approach used with
other developments in the area.
They have previously been discussed with Mr. Scofield, at
DRC, following DRC with Mr. Scofield and Chris Brown, and in
the October 11 letter to Mr. Scofield.
The requested rezone could be recommended for approval with a
signed condition that the developer will participate in the costs
of traffic mitigation improvements; the development would pay its
fair share. The fair share costs will be determined with the
traffic study described in the October 11 letter. The costs are
2not known now.
The fact that the proposal is to rezone to the comprehensive
plan zoning is one reason for the approval. Another is that the
particular development is rather small traffic generation wise. It
is still recommended that the traffic impacts resulting from a
rezone be known prior to rezone approval.
This is the same message given last Monday, October 16th and
verbally to Mr. Scofield last week. It is not recommended to
approve a rezone without traffic analysic7.
XC: John McFarland
CITY OF TUKWILA
6200 SOUTHCE.VTER BOULEVARD, TUKIVILA, WASHINGTON 98188
October 16, 1989
Robert H. Schofield
4212 Hunts Point Road
Bellevue, WA 98004
PHONE 8 (2061 433.1800
Garb' L. VanDusen. Mayor
RE: Environmental Determination for Mikami Rezone (EPIC- 25 -89).
Dear Mr. Schofield,
This letter is to confirm your discussion with Vernon Umetsu of
my staff on October 13, 1989.
New information has been received from the City Public Works
Department regarding potentially significant traffic impacts due
to your project. I am therefore withdrawing my previous
Determination of Non - significance until I am able to review a
traffic study on the proposed rezone action. This traffic study
should reflect Public Works Department parameters in their letter
of October 11, 1989 (attached).
A SEPA traffic study for a rezone action normally requires
assuming the most intensive development possible under the
proposed zone. However, I am reasonably convinced that you are
committed to the smaller 24,000 s.f. retail project described in
your checklist. I will accept this as the scale of the proposed
action if you will amend the SEPA project description to reflect
this size.
Re- evaluation of environmental impacts will delay Planning
Commission review of your rezone application. This delay is
unavoidable since SEPA must be completed before other City
actions can be taken.
Please contact Ron Cameron, City Engineer (433 -0179) if you have
any questions regarding the traffic study; or Vernon Umetsu of my
department (433 -1858) if we can be of further assistance.
Sincerel
"AZI P*
L. ick Beeler
SEPA Responsible Official
�' C Cont l rti( C4 DAJ
City of Tukwila
PUBLIC WORKS DEPARTMENT
6300 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -0179
Ross A. Earnst, P.E. Director
October 11, 1989
Mr. Robert Schofield
3806 - 130th Northeast
Bellevue, Washington 98005
Dear Mr. Schofield:
RE: Southcenter Parkway Property Rezone
The proposed Southcenter Parkway rezone for development will need a
transportation safety and capacity analysis. It will need to evaluate the
impace needs including several items. The purpose of this letter is to
identify them for evaluating the proposed rezone and development. Jack Pace of
Tukwila Planning Department has suggested that the analysis be coordinated with
Southcenter Plaza Phase II; the evaluation identified in this letter combines
them so the cumulative effect will be quantified.
Trip generation for ADT, Noon Peak, PM, and Peak Christmas shopping peaks
(noon & PM) is requested to be calculated. Please show the traffic volume
distribution onto Southcenter Parkway from north of Klickitat through the South
180th Street intersection and on Strander through Andover Park West. The
Christmas high volume period occurs from mid November through Christmas.
The volumes need to show existing (1), the additional traffic of Phase I (2),
the Phase II traffic (3), and the total (4). It would be preferred if the
trip distribution (Strander, Southcenter Parkway, Klickitat, etc.) could be
shown "graphically" on a map in the manner displayed in Figure 3 -16, page 62,
1988 ITE TRANSPORTATION AND LAND DEVELOPMENT. It would be preferred if turning
movements could be shown as displayed in Figure 17.2, page 522, 1982 ITE MANUAL
OF TRAFFIC ENGINEERING STUDIES. Please show a tabulation of parking demand
using the ITE Land Development reference and 1987 ITE PARKING GENERATION book -
comparing ITE parking demand, proposed developmen supp y, an ukwila
Municipal Code requirements.
A trip distribution table and map for the rezone traffic is requested. It
should show the traffic assignment through the nearby street network including:
Southcenter Parkway & I -5 northbound off (signal), Klickitat, I -5
northbound off unsignalized, Strander and South 180th Street;
Strander and Doubletree /Security Bank access, 58th, 61st, and Andover
Park West showing the existing Phase I, additional Phase II, and
total traffic.
Mr. Robert Schofield
October 11, 1989
Page 2
The Level Of Service (LOS) for the peak hours is requested to include analysis
of existing volumes plus Phase I (1) and (1) plus Phase II traffic volumes -
for the existing street network and
for propoed street mitigations.
Suggested capacity mitigations include the 58th and 168th connection
that was identified in the Phase I evaluation, widening Strander
approaching Southcenter Parkway, widening Southcenter Parkway from
the northern intersection through Strander, and similar lane
additions. Other suggestions will be openly considered and welcomed.
Safety mitigations for pedestrian movements and local circulation
need to be addressed in accord with evaluation findings. Pedestrians
crossing between the rezone and existing complex (to the south)
across Southcenter Parkway should be addressed in the evaluation.
Evaluation of accident patterns for existing records and projections
is requested.
Safety evaluation work needs to tabulate hourly and peak hour signal warrants
for the 58th /Strander intersection and 168th /Southcenter Parkway intersection,
pedestrians, driveway circulation, and truck access including radius, loading
movements, and parking.
A book of tabulated traffic counts and accidents prepared to assist you has
been provided to Chris Brown.
We look forward to completing this work with you.
Sincerely,
Ron Cameron, P.E.
City Engineer
RC /kjr
CC: Chris Brown, Chris Brown Associates
Jack Pace, Planning
A iiiIDAVIT O F D I S T•I B U T I O N
JOANNE JOHNSON hereby declare that:
Q Notice of Public Hearing
O Notice of Public Meeting
[] Board of Adjustment Agenda Packet
Q Board of Appeals Agenda Packet
(] Planning Commission Agenda Packet
Q Short Subdivision Agenda Packet
EJ Determination of Nonsignificance
0 Mitigated Determination of Non -
significance
[I Determination of Significance
and Scoping Notice
O Notice of Action
O Official Notice
Notice of Application for ❑ Other
Shoreline Management Permit
O Shoreline Management Permit [[ Other
was mailed to each of the following addresses on TUESDAY, OCTOBER 2, 1989 , 19
Name of Project
(SEE ATTACHED)
MIKAMI REZONE
File Number EPIC -25 -89
(BOB SCHOFIELD Signature
tt/1
•
ATTACHMENT A
Mitigating Actions Required for the
Determination of Non - Significance
File No. EPIC- 25 -89: Mikami Rezone
1. Deposit with the City the following funds prior to a
building permit to reflect the currently estimated fair -
share contribution to mitigate traffic impacts:
Widen Strander Blvd. and add sidewalks.
Construct a traffic signal at the So. 168th St./
Southcenter Parkway intersection.
$ 8,580
$ 30,000
Total Required Contribution $ 38,580
2. The obligation to contribute the above funds to the City of
Tukwila shall be recorded with the King County Assessor as
part of the title to the land, using an instrument approved
by the Tukwila City Attorney. Recording shall be done on or
before the effective date of the City Council's rezone
action. No alteration of this recording shall be allowed
without the written consent of the City of Tukwila.
WAC 197 -11 -970
DETERMINATION OF NONSIGNIFICANCE
� NP
o /1 a ci
Description of Proposal TO REZONE 1.74 ACRES FROM R -1 -7.2 (SINGLE FAMILY FAMILY)
TO C -2 (REGIONAL RETAIL). FILL AND OTHER CONSTRUCTION ACTIVITIES WILL BE
COVERED BY OTHER SEPA CHECKLISTS.
Proponent ROBERT H. SCHOFIELD
Location of Proposal, including street address, if any 16813 SOUTHCENTER PARKWAY
IN THE SW 1/4 OF SEC. 26, TWN. 23, RGE 4., TUKWILA, WA.
Lead Agency: City of Tukwila File No. EPIC -25 -89
The lead agency for this proposal has determined that it does not have a probable
significant adverse impact on the environment. An environmental impact statement
(EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after
review of a completed environmental checklist and other information on file with the
lead agency. This information is available to the public on request.
There is no comment period for this DNS
xg This DNS is issued under 197 -11- 340(2). Comments must be submitted by
. The lead agency will not act on this
proposal for 15 days from the date below..
Responsible Official Rick Beeler
Position /Title
Address
Date
Planning Director
6200 Southcenter Boulevard,
Signature
Phone 433 -1846
8188
4t-40
You may appeal this determination to the City Clerk at City Hall, 6200 Southcenter
Boulevard, Tukwila, WA 98188 no later than 10 days from the above date by written
appeal stating the basis of the appeal for specific factual objections. You may be
required to bear some of the expenses for an appeal.
Copies of the procedures for SEPA appeals are available with the City Clerk and
Planning Department.
FM.DNS
• •
MAILING LIST OF PROPERTY OWNERS
AND RESIDENTS WITHIN 300 FEET
OF PROPERTY OF MATT M. MIKAMI
State of Washington
Dept. Of Transportation kf -01
Land Mngmt Office
Transportation Bldg
Olympia, WA 98504
Bon Marche
c/o L.V. Miller
3rd & Pine
Seattle, WA 98111
Phoenix Mutual Life Ins. Co.
Real Estate Investment
One American Row
Hartford, Conn. 06115
Attn: Mr. Spielman
Puget Sound Power & Light Co
Mr. Lertkantitham - Realestate Dept
P.O. Box 97034 OBC - lln
Bellevue, WA 98009 -9734
Peter Skarbo
16705 Southcenter Parkway
Tukwilla, WA 98188
Real Property West, Inc.
101 California St. Suite 2525
San Francisco, California
Akiko Shimatsu & Yaeko Mikami
427 SW 154th st Apt 5
Seattle, WA 98166
BOB H. SCHOFIELD
4212 HUNTS POINT ROAD
BELLEUVE, WA 98004
CITY OF TUKWILA •
6200 SOUTHCENTER BLVD.
TUKWILA, WA 98188
(206) 433 -1800
•
TO:
WSDOT
JIM LUTZ, UTILITY ENGINEER
15325 S.E. 30TH PLACE
BELLEVUE, WA 98007
56242 6:1
l
CITY OF TUKWILA
6200 SOUTHCENTER BLVD.
TUKWILA, WA 98188
(206) 433 -1800
1C, re r '�'. 4y 'stir .� rjs y t"`d 1 } •1�,Y;y'.:
bin #' i '���r, r .> > , �.t. , h ;,�,
ENVIRONMENTAL REVIEW SECTION
CENTRAL OPERATIONS PROGRAM
DEPARTMENT OF ECOLOGY
CAMPUS MAIL STOP PV -11
OLYMPIA, WA 98504 -8711
September 22, 1989
Robert H. Schofield
4212 Hunts Point Road
Bellevue, WA 98004
L. Rick Beeler •
SEPA Responsible Official
6200 Southcenter Blvd.
Tukwila, WA 98188
RE: SEPA Checklist for Mikami Rezone.
Dear Mr. Beeler,
I herewith clarify my submitted SEPA checklist on the proposed
Mikami Rezone.
The proposed action is to rezone the subject property from R -1-
7.2 to C -2. This is the sole action being proposed. All other
discussion in the submitted checklist related to specific
construction activities are future projected actions which will
be the subject of separate SEPA checklists.
Sincerely,
Robert H. Schofield
•
City of Tukwila
PLANNING DEPARTMENT
6200 Southcenter Boulevard
Tukwila, Washington 98188
(206) 433 -1849
LETTER OF
TRANSMITTAL
TO 6Ar i c,. ) (;c)SD o Y DATE 7-2-40
ADDRESS S 3012f pc. ' REGARDING
L{ Ec.c.G (,uC, cJA X Boo 7
ATTENTION
WE ARE SENDING YOU THE FOLLOWING
XAtt (I Under separate cover
COPIES DESCRIPTION
1 Se-ph C(fKLsT
THESE ARE TRANSMITTED
[1 For approval
For review and comment
Q For your use and information
Q As requested
Q Other
COMMENTS /F((5 (5 Any 12-01 A(O � c r S67,11 rvi- YOU 1? LW i ,
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SIGNED (/G7_f✓ f ' (kf e— 5c'_
(23 /P4.LTRANS)
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cot-111/4,10.17Y ,47— (S T/MO, I{acA.JeVere_)
19A K rS -715 tee v r el,kJ . PRA rnt AGE"
SY5 r c Fog_ jrcc. d- Co"t Tr& vC Tco^r.
CITY OF TUKWILA
ENVIRON WNTAL REVIEW
ROU MG FORM
DEPARTMENT OF COMMUNITY DEVELOPMENT
PROJECT M K A m k6-0"6-
EPIC: .2 S- 8?
ADDRESS i 6 c 3 5a TF,t Cam(rex
DATE TRANSMITTED % 72 /8? RESPONSE REQUESTED BY
STAFF COORDINATOR eniv--ovi s-ferrU
DATE RESPONSE RECEIVED
Fly 7/89
The attached environmental checklist was received regarding this project. Please review and
comment below to advise the responsible official regarding the threshold determination. The
environmental review file is available in the Planning Department through the above staff
coordinator. Comments regarding the project you wish carried to the Planning Commission,
Board of Adjustment and City Council should be submitted in the comment section below.
ITEM COMMENT
TW(S iS s c- 7 c7 PR.O —A-PP sew ?/2( zG�
Date:
Comments prepared by:
09/14/89
CITY OF TUKWILA
ENVIRON WNTAL REVIEW
ROU M G FORM
DEPARTMENT OF COMMUNITY DEVELOPMENT
EPIC: 2 S - 89
PROJECT 1,41 i_ A M I o f
ADDRESS 6 8 3 se, �Tff Ce,Q(rm_
DATE TRANSMITTED /�O /6'?
STAFF COORDINATOR xitivogi err
p1 <wY
RESPONSE REQUESTED BY
DATE RESPONSE RECEIVED
?l,2 7/89
The attached environmental checklist was received regarding this project. Please review and
comment below to advise the responsible official regarding the threshold determination. The
environmental review file is available in the Planning Department through the above staff
coordinator. Comments regarding the project you wish' carried to the Planning Commission,
Board of Adjustment and City Council should be submitted in the comment section below.
ITEM
T7r(s /5
P13- 11
COMMENT
S
()RTC c7 of Pker-/-PP oAt ?7.2_1
5) C) c n C y PRA Ll FILL Ri1-0 Jfta-- TPA -FF lc INI IT I CrA-711)J
Nnl� si s oNI sTCI it 1? K wy cco I C tan S i i1 "�C-S
X INaLUO tG S osm, 'D , i OL14i1t 1-LA( 611\k
ANLit
f)(0 -41S j c 017+ I „J 1 0-6 y2 Ft o o P it 12tF To Nip
M S 4e 2 1 1 D U t N C , S I l l CC.-711(1M 1 1 1 ( K )
j FT ArSov 100 Ni R.. F•L,c)049LiA-IN) •
'P.w? — c,t L S Ddr L � v.XJ t"� .N (Vv) SITS. S
P3 - sITS PU1Ns 9
P9- a., - iiisLo v
I (0 - c - - -T kFF i L A-NA LN s Is /-rat P 67v t K[t STCU 4
±4_ To l,,) N 1 r] rZA. , IZCGI+ A IQ tv t-L. RAT1 Ur) / S I N ' c t U1
s ,1( ,54= - cuV Ov-i CID \N fl rn o rvs ' PUTli S', l 6 5
STi L T 1 )Ay >7(1avM
NS'P6
MNS"r i t,., lecUL.4.
Date: 67/ Z //go)
Comments prepared by:
09114/89
ENVIRONIK.NTAL
REVIEW
ROU MG FORM
CITY OF TUKWILA
DEPARTMENT OF COMMUNITY DEVELOPMENT
EPIC: 2S-- 8?
PROJECT M 1 K- A M I
ADDRESS t RI 3 Sn _04 cow 7e-y2
DATE TRANSMITTED ?4,/... O /8?
STAFF COORDINATOR V6,x,voa-
RESPONSE REQUESTED BY 7 7/0
DATE RESPONSE RECEIVED
The attached environmental checklist was received regarding this project. Please review and
comment below to advise the responsible official regarding the threshold determination: The
environmental review file is available in the Planning Department through the above staff Comments regarding the project you wish carried to the Planning Commission,
Board of Adjustment and City Council should be submitted in the comment section below.
ITEM COMMENT
7776- /5 s vATCCr M PRA A-PA o,&r Mil , z�
0-7111,64vd":5 Otri f111`.5
Date: Q -a / - (, ! Comments prepared by: ,
09/14/89
'' p�. i OF TUKWILA
ENVIRON ZNTAL REVIEW
ROUTING FORM
[DEPARTMENT OF COMMUNITY DEVELOPMENT
EPIC: 2 S - 9,
TO: XBuilding Planning ub Wks Fire Police. ParksfRec
PROJECT M K_ M t t k_ E O I/ E
ADDRESS cg j 3 Sn uTff cc re-R_ pi, LJ
DATE TRANSMITTED l //O /? RESPONSE REQUESTED BY 7/� 7/RP
errU DATE RESPONSE RECEIVED
STAFF COORDINATOR
The attached environmental checklist was received regarding this project. Please review and
comment below to advise the responsible official regarding the threshold determination. The
environmental review file is available in the Planning Department through the above staff.:
coordinator. Comments regarding the project you wish carried to the Planning Commission,
Board of Adjustment and City Council should be submitted in the comment section below..:
;TEM COMMENT
771's /5 S ciPTe'c.-T OF PR.e -A4P13 OA( ?721 , L�
4 41„g 41fD
Date: * Comments prepared by: ,
09/14/89
CITY OF TUKWILA
DEPARTMENT OF COMMUNITY DEVELOPMENT
ENVIRONM
ROUTI
TAL REVIEW
ITG FORM
EPIC:
2s--- 87
KBuilding 'Planning Pub Wks
Police Parks /Rec
PROJECT M' l -M i I P_ E-3 ont E
ADDRESS 16s/3 7� c_exy -
DATE TRANSMITTED 9‘7,20 /8
STAFF COORDINATOR Veito:,ropi UM e n u
RESPONSE REQUESTED BY F/2 7/g?
DATE RESPONSE RECEIVED
The attached environmental checklist was received regarding this project. Please review and
comment below to advise'' the responsible official regarding the threshold determination. The
environmental review file is available in the Planning Department through the above staff
coordinator. Comments regarding the project you wish carried to the Planning Commission,
Board of Adjustment and City Council should be submitted in the comment section below.
ITEM COMMENT
r ((5. /S s vAre c-r OF Pkg -A P/c oAi ?721 4, ZG,.
Date: Comments prepared by: ,
09/14/89
•
ENVIRONMENTAL CHECKLIST
ContriikNo.
Epic E le No. AS-87
Fee $100.00 Receipt No. 2,OSSs4
A. BACKGROUND
1. Name of proposed project, if applicable: j .1 -
2. Name of applicant: 1, '-r- iy. ,14.4d, •,;
3. Address and phone number of applicant and contact person: /tpi3 Jam Aicexurtx
72.0e. gIi8J 5w-c ri 9; 65,vrAcr poL WA1 A t R4uS0-72i suse.taicZV Uii s N4Arr.f Pew" RP. eea-. AM- • Woi
4. Date checklist prepared: y -,S gg
5. Agency requesting Checklist: City of Tukwila
6. Proposed timing or schedule (including phasing, if applicable):
F /�•L 6.4"DE ,r cruic. Eivy • f44• 89 / Als.2 4C7 d J y .. 9G Iv 9 -90 .
7. Do you have any plans for future additions, expansion, or further activity
related to or connected with this proposal? If yes, explain. AJo
PRae6n -YY To Ea" Fl C,c.eb S Ttee T' GRA1 e * 2 D. cos S
Co iv r i e oc reb. c - 7 1 9 1 ,4 7 e s e'A S 7-0 J e F I c, e't
8. List any environmental information you know about that has been prepared, or will
be prepared, directly related to this proposal.
/.COn(IC CcePT f%S kaLA-TdD 710 Pe7eM, 71
9. Do you know whether applications are pending for governmental approvals of other
proposals directly affecting the property covered by your proposal? If yes,
explain. e GSxGePT /68 r" con^z4 -c- o2.
10. List any government approvals or permits that will be needed for your proposal.
741e cal 4.4 Gl 7- se Co.t ,ci L .2t a-u ve AppEar'v.4C-.
7�C —fir- DGJL� 7 b i�€)2- C.GTTCS%2_ P12z0-1 A- PRA C4y
DoT" A-PP2ovAC OF U2/k SNAG SYS-rc t,
11. Give brief, complete description of your proposal, including the proposed uses
and the size of the project and site. There are several questions later in this
checklist that ask you to describe certain aspects of your proposal. You do not
need to repeat those answers on this page. Section E requires a complete
description of the objectives and alternatives of your proposal and should not be
summarized here.
lei F [ t.. 43 A.1$,S APAavw. Pr____ 4- .3.Yoo-e f S,Te" J4.19d SF
Rego p2..r► p - / -7 . l �o G . 2.
/tt
■ 710 p�Aaox.rrA -re .y /�ovo Cu . yoS • ?
€vTt}2e A c-r ot.ts NOT cou612.0j lnl TltIS Se PA P[rt2-
A-PP (CAKT Lg7TG).
12. Location of the proposal. Give sufficient information for a person to understand
the precise location of your proposed project, including a street address, if
any, and section, township, and range, if known. If a proposal would occur over
a range of area, provide the range or boundaries of the site(s). Provide a legal
description, site plan, vicinity map, and topographic map, if reasonably
available. While you should submit any plans required by the agency, you are not
required to duplicate maps or detailed plans submitted with any permit applica-
tions related to this checklist.
8/3 Sounrc rL 7A s-+.a, / Ararsr .s Ave- o.= .s7-
r.4d 3' J-J4I2 ?rouser Fuc.v ts.acc1 oM7Z.6a7
13. Does the proposal lie within an area designated on the City's Comprehensive Land
Use Policy Plan Map as environmentally sensitive?
/'?.NOR- WN'Srcg __poia -r,o,) �� — SeXIS.Tt.,g t7L1 TO .$c.!.00.1
-3-
TO BE COMPLETED BY APPLICV
B. ENVIRONMENTAL ELEMENTS
1. Earth
a. General description of the site (circle one):
rolling, hilly, steep slopes, mountainous,
• Evaluation for
Agency Use Only
other
b. What is the steepest slope on the site (approximate
percent slope)? I.JkiEA..) • fl_ Ep — �oNc-
c. What general types of soils are found on the site
(for example, clay, sand, gravel, peat, muck)? If
you know the classification of agricultural soils,
specify them and note any prime farmland.
AFAT s,`4—
d. Are there surface indications or history of unstable
soils in the immediate vicinity? If so, describe.
ND
e. Describe the purpose, type, and approximate quanti-
ties of any filling or grading proposed. Indicate
source of fill. F, 4_ 76 6. !".oe- o.er
SD 4.4 rI+ eA?CX- i�fbarG..n..r d- 1Ac.6aT ,00�+ -�
TD A V e 'Sa u 7- , A#oaox . is 600 444 • yt'S .
7V A /YAr7102,At- .0-406.0,f31.-`/ 7=P0Q -f
.5.4".0 P•Ts •
f. Could erosion occur as a result of clearing,
construction, or use? If so, generally describe.
SCE G/2.6.4067" t i ct I ate• � . r APPt, c. ri A.1
g. About what percent of the site will be covered with
impervious surfaces after project construction (for
example, asphalt or buildings)? ilApt.OW . Fa y,
•
•Evaluation for
Agency Use Only
h. Proposed measures to reduce or control erosion, or
othe r impacts to the earth, if any:
W/Nrizo c. SC_O 400- Tr.�l.04
2. Air
a. What types of emissions to the air would result from
the proposal (i.e., dust, automobile odors,
industrial wood smoke) during construction and when
the project is completed? If any, generally
describe and give approximate quantities if known.
"41.4r. aTritsseelvS
b. Are there any off -site sources of emissions or odor
that may affect your proposal? If so, generally
describe. ,JQ
c. Proposed measures to reduce or control emissions or
other impacts to air, if any:
3. Water
a. Surface:
1) Is there any surface water body on or in the
immediate vicinity of the site (including year -
round and seasonal streams, saltwater, lakes,
ponds, wetlands)? If yes, describe type and
provide names. If appropriate, state what
stream or river it flows into. ^Jc,
•
.Evaluation for
Agency Use Only
2) Will the project require any work over, in, or
adjacent to (within 200 feet) the described
waters? If yes, please describe and attach
available plans. No
3) Estimate the amount of fill and dredge material
that would be placed in or removed from surface
water or wetlands and indicate the area of the
site that would be affected. Indicate the
source of fill material. ,,,A
4) Will the proposal require surface water
withdrawals or diversions? Give general
description, purpose, and approximate quan-
tities, if known. ,vo
5) Does the proposal lie within a 100 -year
floodplain? If so, note location on the site
plan. n)o
6) Does the proposal involve any discharges of
waste materials to surface waters? If so,
describe the type of waste and anticipated
volume of discharge. ,v o
•
b. Ground:
40 Evaluation for
Agency Use Only
1) Will ground water be withdrawn, or will water be
discharged to ground water? Give general
description, purpose, and approximate quan-
tities, if known. ,uo
2) Describe waste materials that will be discharged
into the ground from septic tanks or other sour-
ces, if any (for example: Domestic sewage;
industrial, containing the following
chemicals...; agricultural; etc.) Describe the
general size of the system, the number of such
systems, the number of houses to be served (if
applicable), or the number of animals or humans
the system(s) are expected to serve. ,v4
c. Water Runoff (including storm water):
1) Describe the source of runoff (including storm
water) and method of collection and disposal, if
any (include quantities, if known). Where will
this water flow? Will this water flow into
other waters? If so, describe. ALC.
Ta (OLLeZT ON sorer ZD 4u Teo srpR'y
34, -*Tdr1
•
•Evaluation for
Agency Use Only
2) Could waste materials enter ground or surface
waters? If so, generally describe. A>,5
d. Proposed measures to reduce or control surface,
ground, and runoff water impacts, if any:
D#J SITE MANS P62 c. 7 ( OFJZtKui6A
4. Plants
a. Check or circle types of vegetation found on the
site:
deciduous tree: alder, maple, aspen, other
_ evergreen tree: fir, cedar, pine, other
shrubs
_ grass
v- pasture
crop or grain - 44m1,4c, w144. ex)," 4-81
wet soil plants: cattail, buttercup, bullrush,
skunk cabbage, other
water plants: water lily, eelgrass, milfoil, other
other types of vegetation
b. What kind and amount of vegetation will be removed
or altered? weEos r .4&43A04 i. r ia.•■•nrY
t.'-'
c. List threatened or endangered species known to be on
or near the site. "3 P.A
•
d. Proposed landscaping, use of native plants, or other
measures to preserve or enhance vegetation on the
site, if any: (RAss rga _ �� aes sia„..usf
5. Animals
a. Circle any birds and animals which have been
observed on or near the site or are known to be on
or near the site:
birds: hawk, heron, eagle, songbirds, other:
mammals: deer, bear, elk, beaver, other:
fish: bass, salmon, trout, herring, shellfish,
other:
b. List any threatened or endangered species known to
be on or near the site. /UoArE
c. Is the site part of a migration route? If so,
e xp 1 a i n . Poo-- or Ge Fwec..ky
d. Proposed measures to preserve or enhance wildlife,
if any: iv #AJ
Evaluation for
Agency Use Only
•
6. Energy and Natural Resources
0 Evaluation for
Agency Use Only
a. What kinds of energy (electric, natural gas, oil,
wood stove, color) will be used to meet the
completed project's energy needs? Describe whether
it will be used for heating, manufacturing, etc.
evt c , Euzr1.ic
b. Would your project affect the potential use of solar
energy by adjacent properties? If so, generally
describe. ivy
c. What kinds of energy conservation features are
included in the plans of this proposal? List other
proposed measures to reduce or control energy
impacts, if any: /> covers
7. Environmental Health
a. Are there any environmental health hazards,
including exposure to toxic chemicals, risk of fire
and explosion, spill, or hazardous waste, that could
occur as a result of this proposal? If so,
describe. ,uo
1) Describe special emergency services that might
be required. ,v0,,,E-
2) Proposed measures to reduce or control environ-
mental health hazards, if any: ANON F
•
b. Noise
•Evaluation for
Agency Use Only
1) What types of noise exist in the area which may
affect your project (for example: traffic,
equipment, operation, other) ?__ A/0" -G-
2) What types and levels of noise would be created
by or associated with the project on a short -
term or a long -term basis (for example: traf-
fic, construction, operation, other)? Indicate
what hours noise would come from the site.
X2il cKS J D7Ne W_ c eAJ T. N a is - W o.ar6 YA .
3) Proposed measures to reduce or control noise
impacts, if any: /00-,,,g-
8. Land and Shoreline Use
a. What is the current use of the site and adjacent
properties? ,Qs oev e A.D .nr,-
b. Has the site been used for agriculture? If so,
describe. GAa -De-NJ
c. Describe any structures on the site.
Ai-vase- ,► SHED
.s Ma
•
d. Will any structures be demolished? If so, what?
Yo'S , 4g erli
e. What is the current zoning classification of the
site? /2_ I 77. Z
f. What is the current comprehensive plan designation
of the site? cot- ,M�72c.A
g.
If applicable, what is the current shoreline master
program designation of the site? NA.
h. Has any part of the site been classified as an
"environmentally sensitive" area? If so, specify.
b
i. Approximately how many people would reside or work
in the completed project? to — 3S
•
Approximately how many people would the completed
project displace? Z — ,2ez,Qemer 80444A.r
A,.4 ormt71- tea,. e' .9 <rv,,.ab
k. Proposed measures to avoid or reduce displacement
impacts, if any: No 6,6-
1. Proposed measures to ensure the proposal is com-
patible with existing and projected land uses and
plans, if any: APe;dmwE ,fie- 41.4eSr ,-
i6 n,S.S7 )-0 i- .77 - Lo ,yO.t,C•ht j-)1.04n1.
f01.L0*u L,TY
Evaluation for
Agency Use Only
•
9. Housing
a. Approximately how many units would be provided, if
any? Indicate whether high, middle, or low- income
housing? 30
b. Approximately how many units, if any, would be eli-
minated? Indicate whether high, middle, or low-
income housing.
c. Proposed measures to reduce or control housing
impacts, if any: ,VA,_
10. Aesthetics
a. What is the tallest height of any proposed
structure(s), not including antennas; what is the
principal exterior building material(s) proposed?
20'
5714 CC-0
b. What views in the immediate vicinity would be
altered or obstructed? /0.10.441- 502116-0410"Wh.
c. Proposed measures to reduce or control aesthetic
impacts, if any: 4,4/4.s,N, JELv -mJ
Evaluation for
Agency Use Only
•
11. Light and Glare
•Evaluation for
Agency Use Only
a. What type of light or glare will the proposal
produce? What time of day would it mainly occur?
Nuw�'
b. Could light or glare from the finished project be a
safety hazard or interfere with views?
NU
c. What existing off -site sources of light or glare may
affect your proposal?
�oN r
d. Proposed measures to reduce or control light and
glare impacts, if any:
12. Recreation
a. What designed and informal recreational oppor-
tunities are in the immediate vicinity? /1r7,4,c_
( S 4.94 snAJc N Se-
)
b. Would the proposed project displace any existing
recreational uses? If so, describe. No
c. Proposed measures to reduce or control impacts on
recreation, including recreation opportunities to be
provided by the project or applicant, if any:
•
13. Historic and Cultural Preservation
•Evaluation for
Agency Use Only
a. Are there any places or objects listed on, or pro-
posed for, national, state, or local preservation
registers known to be on or next to the site? If
so, generally describe. x,c)
b. Generally describe any landmarks or evidence of
historic, archaeological, scientific, or cultural
importance known to be on or next to the site. AlONb
c. Proposed measures to reduce or control impacts, if
any: 6/0„a-
14. Transportation
a. Identify public streets and highways serving the
site, and describe proposed accss to the existing
street system. Show on site plans, if any.
.S E , W E D es ye _so... mg 4 cru x_ - 2 ► vE •
b. Is the site currently served by public transit? If
not, what is the approximate distance to the nearest
transit stop? ` /E3 , 7,2A.a,,r s7-40.5 AT-
PQovenri .
c. How many parking spaces would the completed project
have? Now many would the project eliminate?
1 Od1a..►x. /pb .
•
•Evaluation for
Agency Use Only
d. Will the proposal require any new roads or streets,
or improvements to existing roads or streets, not
including driveways? If so, generally describe
(indicate whether public or private). ,vo
CoaisTR.vc,Tio,i Nok -( (LC>Q 's • S <NA I4rion17.
ChANKUZ-4Zirrcot4 THIS co (cc. re el/A( -(2AM r�r
e. Will the project use (or occur in the immediate
vicinity of) water, rail, or air transportation? If
so, generally describe. ,)o
f. Now many vehicular trips per day would be generated
by the completed project? If known, indicate when
peak volumes would occur.
g. Proposed measures to reduce or control transpor-
tation impacts, if any: 54E /7 -4.514 '`sQ"
15. Public Services
a. Would the project result in an increased need for
public services (for example: fire protection,
police protection, health care, schools, other)? If
so, generally describe. No
b. Proposed measures to reduce or control direct
impacts on public services, if any. ,vq.
•
16. Utilities
•Evaluation for
Agency Use Only
a. Circle utilities currently available at the site:
natural •as, *, efuse serv.ictip
septic system, other.
b. Describe the utilities that are proposed for the
project, the utility providing the service, and the
general construction activities on the site or in
the immediate vicinity which might be needed.
- A L21E .u'1 rn4eijie .
C. Signature
The above answers are true and complete to the best of
my knowledge. I understand that the lead agency is
relying on them to make its decision.
Signature:
Date Submitted: ? - 6 -6F�
PLEASE CONTINUE TO THE NEXT PAGE.
TO BE COMPLETED BY APPLICA'
D. SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS
•Evaluation for
Agency Use Only
(do not use this sheet for project actions)
Because these questions are very general, it may be helpful
to read them in conjunction with the list of the elements of
the environment.
When answering these questions, be aware of the extent the
proposal, or the types of activities likely to result from
the proposal, would affect the item at a greater intensity
or at a faster rate than if the proposal were not imple-
mented. Respond briefly and in general terms.
1. How would the proposal be likely to increase discharge
to water; emissions to air; production, storage, or
release of toxic or hazardous substances; or production
of noise? Thcote-,45 67- wATIM. 12,44 Aj c1FF.p AD2 rtlae
Proposed measures to avoid or reduce such increases are:
l�sE
C.4.7-4// &45s , S Fo,c. SI4.r !a«rz1, o,v oN
s, rte' /2e7E'xTtoN 5-y3i g)'a .
2. How would the proposal be likely to affect plants, ani-
mals, fish, or marine life? Loss of
A0/40-44.7-74-7- F d i t Sorg . a / A.OS of (4.L B /r,¢,a... -f, .v TS .
Proposed measures to protect or conserve plants, ani-
mals, fish, or marine life are: ,y4.,„v4
Ai en.) N 1 • / i%2c--ET ,Sy-A.0
■t-. w X2-1
•
•Evaluation for
Agency Use Only
3. How would the proposal be likely to deplete energy or
natural resources? NON G
Proposed measures to protect or conserve energy and
natural resourses are: ,5�. comet Pevz. .c),
SAv,/vKis •
4. How would the proposal be likely to use or affect
environmentally sensitive areas or areas designated (or
eligible or under study) for governmental protection;
such as parks, wilderness, wild and scenic rivers,
threatened or endangered species habitat, historic or
cultural sites, wetlands, floodplains, or prime
farmlands? S /76 Nas /tv • to 4•412-04"A✓ • 64
- Lail •
Proposed measures to protect such resources or to avoid
or reduce impacts are: ,0e„,E- - A 4a4-o-
w, I"- /30"' ('T •4 Peg- /firr►., daers,neuad' •
5. How would the proposal be likely to affect land and
shoreline use, inclduing whether it would allow or
encourage land or ,shoreline uses incompatible with
existing plans? ,-'o / M,I,a.,TS
•
0 Evaluation for
Agency Use Only
Proposed measures to avoid or reduce shoreline and land
use impacts area:
How does the proposal conform to the Tukwila Shoreline
Master Plan? cve-t
6. How would the proposal be likely to increase demands on
transportation or public services and utilities?
AS IN 7L SMn.cL 20-'r-A sc- Pdeose-cr .P_t"tZuILr!
Proposed measures to reduce or respond to such demand(s)
are: /`/ i T► !An. rd C-c elsporn y
7. Identify, if possible, whether the proposal may conflict
with local, state, or federal laws or requirements for
the protection of the environment. No /,- ,o,}cri
•
8. Does the proposal conflict with policies of the Tukwila
Comprehensive land Use Policy Plan? If so, what poli-
cies of the Plan? ,v o
Proposed measures to avoid or reduce the conflict(s)
are:
Evaluation for
Agency Use Only
TO BE COMPLETED BY APPLICAiii
•Evaluation for
Agency Use Only
E. SUPPLEMENTAL SHEET FOR ALL PROJECT AND NON PROJECT
PROPOSALS
The objectives and the alternative means of reaching the
objectives for a proposal will be helpful in reviewing the
aforegoing items of the Environmental Checklist. This
information provides a general overall perspective of the
proposed action in the context of the environmental infor-
mation provided and the submitted plans, documents, suppor-
tive information, studies, etc.
1. What are the objective(s) of the proposal?
A- 1HA,"c : .E✓EL • PoTeXIT /AL .41
CONS /iftc,JT W.TN TNKwi -A
c a.v DR�/+c7v1i ij�
2. What are the alternative means of accomplishing these
objectives? QEaoNt I0 ,ti- / , c - v, ti -i..
3. Please compare the alternative means and indicate the
preferred course of action: /.,L` to- en- 2 o../er-s
Aar- to /2 -e
•
Evaluation for
Agency Use Only
4. Does the proposal conflict with policies of the Tukwila
Comprehensive Land Use Policy Plan? If so, what poli-
cies of the Plan? ,va
Proposed measures to avoid or reduce the conflict(s)
are: A'A-
-23-
LAND USE MAP
COMPREHENSIVE LAND USE PLAN MAP
ZONING MAP
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B� NDARY" 8:.:ITOPOGR:AP:HIC o t1 VVOff1
SHIMATSU PROPERTY sEP271989J
CITY Of JGM'LA .
PLAIVo.14 Pq'T.
;KING `'Ca.oUNTY;WN 2
• Chri8topher Brown a Amociate8
879 Rainier Avenue N., 6uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
SCHOFIELD II - SOUTHCENTER PROJECT
A Proposed Shopping Center
in Tukwila
Traffic Study
November 9, 1989
Traffic Engineer8 Transportation Planner8
[tov 9 1989
CITY OF �i u�:vviLA
PLANNING DEPT.
SCHOFIELD II — SOUTHCENTER PROJECT
Traffic Study
TABLE OF CONTENTS
Introduction 1.
Location 1.
Purpose 1.
Project Description 3.
Access 3.
Scope of Study 4.
Traffic Data 5.
Data References and Sources 11.
Trip Generation 11.
Traffic Assignment 13.
Traffic Assignment, Site Traffic 14.
Traffic Assignment, Adjacent Traffic 14.
Horizon Year Traffic 14.
Levels of Service 23.
LOS Discussion 31.
Parking 31.
Mitigating Measures 32.
Conclusions 32.
LIST OF TABLES
I. Expansion Factors
II. Trip Generation
III. Net Trip Generation
IV. Levels of Service, Definitions
V. Levels of Service
APPENDIX
Capacity Calculations
8.
12.
13.
28.
29.
SCHOFIELD II - SOUTHCENTER PROJECT
A Proposed Addition to a Shopping Center
in Tukwila
Traffic Study
Introduction
Creating a new phase to an existing, small shopping center on
presently vacant property in a major suburban community will
increase vehicular traffic demands on the adjacent collector
and arterial road system. If the projected traffic volumes are
large and /or if projected increases in traffic demands due to
the change in land use associated with the proposed project are
large, then the traffic carrying ability of the adjacent street
and arterial systems may be impacted. Accordingly, it is
appropriate to review both current and future traffic
conditions to determine what the possible traffic impacts might
be from such a new commercial development and, in concert with
the existing and proposed commercial development, define the
appropriate mitigating measures, if any, to ensure the
continuation of adequate traffic operations.
Location
The Schofield II - Southcenter project is to be located on a
site lying on the west side of Southcenter Parkway almost
opposite S. 168th Street, south of Strander Boulevard in the
the City of Tukwila, King County. The site location is
sketched on Figure 1, Vicinity Map.
Purpose
The purpose of this study was to gather a data base of current
traffic operations on the adjacent collector and arterial
routes serving a proposed addition to an existing shopping
center which for the purposes of this traffic study is called
• the "Schofield II - Southcenter Project ", to include traffic
from two proposed but adjacent developments called "Speiker -
-1-
Christopher brown C� A oeiates \
879 Rainier Avenue N. , eSuite A -201 \\
/ Renton, WA 98055 -1380
(206) 772 -1188
5
151ST ST
T I■
S 167TH ST
168TH
1..
IN 1
170114 (ST
S 'n
MAO
PL'
/OATH ST
S
160TH
--1S
1
S 168T
aS1731DST
z
ti
�I_...... ST
175TH ST
CORP PATE
OR
S 172ND PL
?i ST
f eOwTWKE'
PK
y9L '179TH
M!DLINQQ
SAXON. OR
TRIL1NQ DR
S 186TH ST
FIGURE 1
Vicinity Map
Schofield Retail Building II
_ -2_
Christopher Brown a Associates
879 Rainier Avenue N.. (Suite A -201
Renton, WA 98055 -1380
(206) 772 -1188
Southcenter Project" that incorporates a Target store, and a new .
proposal that to date is held in abeyance called, for file
purposes only, "Tukwila Pond Center Phase II ", to identify an
expansion factor to derive the arterial traffic flow during the
Pre - Christmas shopping season (sometimes called the Christmas
shopping season), to derive both noon peak and p.m. peak hour
demands on the arterial system, to define the probable trip
generation for the site under the proposed development scenario
for these two peak hours, to estimate the driveway and arterial
street traffic demands for the horizon year, in this case for
Christmas and non - Christmas traffic at both noon and p.m. peak
hours, and to quantify the existing and horizon year levels of
service (LOS) at the key intersections and access driveway
serving the site under these various nonseasonal and seasonal
loadings. Further, given that the development may immediately
proceed, a secondary function of the study is to also identify
any possible changes in access and traffic control systems to
ensure the maintenance of adequate traffic operations on the
impacted system in the future when the project is completed and
occupied.
Project Description
The site as proposed is a small retail facility lying north of
and adjacent an existing retail center. The new facility,
comprising some 26 k.s.f. of retail space will also have in
common the expanded parking lot serving the existing 29.5 k.s.f.
building. Both will compliment each other in terms of design
and parking and access driveways.
The existing site has a single driveway on Southcenter Parkway
for customers; the new site to the north will also have a
driveway to the rear of the new building, about opposite the
proposed S. 168th Street.
New on site parking will be provided for 116 vehicles, adding to
the existing supply of 53 stalls. Parking design is with right
angle stalls to serve the longer duration customers.
Access
Access to the site is to be only from Southcenter Parkway. At
the site, along its frontage, this access is enhanced with a
two -way, left -turn lane. Further, the northern driveway, being
-3-
Chri8topher Brown Associate8
879 Rainier Avenue N., c uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
J
opposite S. 168th Street, will have the advantage of a new
traffic signal that is to to be built by the city. In this
study, it has been assumed that a traffic signal will be
installed at the northern driveway in the near future.
Geometric parameters for the key intersections serving this site
as well as the driveway are shown as a part of the data input to
the capacity analysis appended to, this study.
Scope of Study
The scope of the .study was defined by the City of Tukwila
traffic engineer and was to include:
• 1. Trip generation for the new facility.
2. Noon peak hour traffic volumes on the existing
network.
3. P.M. peak hour traffic volumes on the existing
network.
4. Estimates of Christmas shopping season noon peak
hour traffic volumes on the existing network.
5. Estimates of Christmas shopping season p.m. peak
hour traffic volumes on the existing network.
6. The inclusion of traffic demands from two major
projects close by:
Tukwila Pond Center incorporating a new
Target store, and
Assumptions on a second phase of the Tukwila
Pond Center lying on the west side of the
pond.
7. Maps showing the trip distribution of site
generated traffic on the serving arterial network.
The traffic network under study consists of Southcenter Parkway
from S. 180th Street to the northernmost freeway off ramp/
signalized intersection on the Southcenter Shopping Center
driveway close to Nordstrom and Frederick & Nelson's.
-4-
Christopher Brown Associates
879 Rainier Avenue N., Suite A -201
Renton, WA 98055 -1380
(206) 772 -1188
Also requested for review in the arterial network is the
intersection of Andover Park West at Strander Boulevard.
Last, in addition to traffic generation, a request for a
tabulation of parking demand was included in the scope of work.
Traffic Data
Traffic data used in this analysis is from recent (October,
1989) manual turning movement traffic counts taken at both noon
and in the p.m. peak hour. The current average weekday noon
hour and the p.m. peak hour traffic data are shown on Figures 2
and 3 on the immediate, following pages.
Figure 2, Average Weekday Noon Peak Hour and Figure 3, Average
Weekday P.M. Peak Hour, are schematic diagrams only and reflect
the hourly traffic volumes, by direction (at each arrow head),
in accordance with the standards of the Bureau of Highway
Traffic, Yale University. Intersection total approach volume as
well as turning movement volume is also shown in the appendix as
a part of the computer input data (intersection diagrams).
For estimating the traffic demands that would be occasioned by
the Christmas season peak shopping period, the city engineering
staff provided copies of machine count data taken at several
locations on the arterial network in 1988. The expected growth
in traffic volume in this season, above normal or average
conditions, was derived by comparing similar peak hour data at
the identical locations.
A tabular comparison of non - Christmas Season and Christmas
season traffic, by direction and location, is shown in Table I
on page 8. From the data, it may be seen that the mean increase
in the noon peak hour is expected to be about fourteen percent
while the p.m. peak hour will increase by about twelve percent.
The expected Christmas shopping season noon and p.m. peak hour
traffic volumes on the arterial network are shown on Figure 4,
page 9, Christmas Season, Noon Peak and Figure 5, page 10,
Christmas Season, PM Peak Hour, respectively. These volumes are
for the current system as it is presently configured with the
current level of Tukwila's commercial development. No diversion
due to congestion is assumed, either. The Christmas data of
these figures is "unrestrained ".
-5-
( �\ Christopher Brown 0 Associates\
879 Rainier Avenue N., c,uite A -201
Renton, WA 98055 -1380
11161111 (206) 772 -1188
lJ
/■
Southcenter AccessRoad
(S9
p,
3\
EXISTING SITE
page 6
Southcenter Parkway
Klickitat Drive
NOTE:
Noon Peak Hour, Thursday
11:45 to 12:45
November 2, 1989
Strander Boulevard
S. 180th Street
m
a
0
0
FIGURE 2
Average Weekday Noon Peak Hour
111
EXISTING SITE
>1
x
124
4)
a)
0
4
4)
0
Southcenter AccessRoad
Klickitat Drive
NOTE:
P. M. peak hour, Thursday
November 2, 1989
4:15 -5:15 p.m.
Strander Boulevard
`�S
page 7
S. 180th Street
FIGURE 3
U)
a)
0
Average Weekday PM Peak Hour
TABLE I
Expansion Factors for Pre - Christmas Shopping Season
Location Dir. Nov. Dec. % Change
Noon Peak Hour
Southcenter /S. of Strander NB 1492 1542 + 3.4
Southcenter /S. of Strander SB 1534 1550 + 1.0
Strander /W. of Andover
Strander /W. of Andover
Southcenter /N. of 180th
Southcenter /S. of 180th
Andover /N. of Strander
Andover /N. of Strander
EB 634 726 + 14.5
WB 747 849 + 13.6
NB 1079 1124 + 4.2
SB 677 1036 + 53.0
NB 653 793 + 21.4
SB 779 711 - 8.7
180th /E. of Southcenter WB 1105 1125 + 1.8
180th /E. of Southcenter EB 726 994 + 36.9
180th /W. of Southcenter
180th /W. of Southcenter
WB 518 585 + 12.9
EB 439 506 + 15.3
Mean Increase of Noon Traffic in Christmas Season + 14.1 %
P.M. Peak Hour
Southcenter /S. of Strander NB 1855 1381 -25.6
Southcenter /S. of Strander SB 1674 1333 -20.4
Strander /W. of Andover
Strander /W. of Andover
EB 525 600 +14.3
WB 784 915 +16.7
Southcenter /N. of 180th NB 712 953 +33.8
Southcenter /S. of 180th SB 760 910 +19.7
Andover /N. of Strander
Andover /N. of Strander
180th /E. of Southcenter
180th /E. of Southcenter
180th /W. of Southcenter
180th /W. of Southcenter
NB 622 858 +37.9
SB 625 708 +13.3
WB 1116 1105 -1.0
EB 560 749 +33.8
WB 941 903 -4.0
EB 422 511 +21.6
Mean Increase of P.M. Peak Traffic in Xmas Season + 11.7 %
Christopher Brown Associates
879 12ainier Avenue N., 6uite A -201
12enton, WA 98055 -1380
(206) 772 -1188
4
N
h � Nam
ti
0
zM
L;4-1
1 kW
H
EXISTING SITE
a\
(VA‘ k
Q
Southcenter AccessRoad
Klickitat Drive
Southcenter Parkway
page 9
NOTE:
Data is for the noon
peak hour in the Pre -
Christmas shopping
season.
Based on expansion rate
of 14.11 %
Strander Boulevard
f‘\2-
S. 168th Street
S. 180th Street
FIGURE 4
Andover Park West.
Christmas Season, Noon Peak
/�
EXISTING SITE
page 10
Southcenter AccessRoad
Klickitat Drive
rd NOTE:
Data is for the p.m. peak
w hour in the Pre - Christmas
shopping season.
0
Based on expansion rate
0 of 11.7 percent.
0
4J
0
0
f1713#
Strander Boulevard t//'
,De
S. 168th Street
i// S. 180th Street
FIGURE 5
Andover Park West.
k1�
eee
0-4
Christmas Season, PM Peak Hour
Next, expected traffic demands that would be carried on the
network, generated by the two adjacent projects previously
discussed on page four, were obtained from the prior traffic
studies for those respective projects. It should be noted that
one of those projects (the larger one with the Target store) is
now under construction while the second one has, at this time,
been deferred indefinitely. (The latter project has been called
Tukwila Pond in the following study while the former shopping
center, to differentiate it from others, is referred to as the
"Speiker" project, named after the sponsoring developer.) The
trip assignment for these projects is discussed later.
Data References and Sources
Data resources used in this study include the aforementioned
seasonal machine count traffic data prepared by the city of
Tukwila, limited trip generation statistics published by the
Institute of Transportation Engineers (I.T.E.) in the document,
Trip Generation; an Informational Report, 4th edition, (used for
comparison purposes only) Parking Generation, 2nd edition, also
published by I.T.E., and the 1985 Highway Capacity Manual,
Special Report 209, published by the Transportation Research
Board, Washington, D.C. For the latter item, reference is also
made to, the computer program CAPCALC 85, Version 2.2, published
by.Roger Creighton and Associates, New York, used under license
for this study.
Trip Generation
The trip generation data for the site is based on observed noon
and p.m. peak hour traffic demands.
The noon peak extends from 12 o'clock to 1 o'clock and is
primarily driven, by observation of parking lot demands, by the
high quality sit down restaurant located on the site. The
balance of the site is merchandising with clothing and furniture
sales dominating. The p.m. peak hour data was from 4 o'clock to
6 o'clock; the peak was from four to five.
With the scale of the existing site at 29.5 k.s.f., the
following trip generation rates, shown in Table II, were derived
and on the basis of those rates, the trip production for the new
facility were computed.
Christopher Brown Associates
879 Rainier Avenue N., e'uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
TABLE II
Trip Generation, Schofield II - Southcenter Project
(Gross Traffic Demand, No Delimitation for Pass -By)
Time Interval
A.W.D.T.*
Noon Inbound
Noon Outbound
P.M. Inbound
P.M. Outbound
Rate
per KSF
26.4
1.83
1.29
1.39
1.42
Volume
690 vehicles per day
48 vehicles per hour
34 vehicles per hour
36 vehicles per hour
37 vehicles per hour
* Average Weekday Daily Traffic
Note that in terms of the "peak hour of the site" the noon
hour is the descriptor. For the peak of the street, it can
be taken at either noon or the p.m. peak which extends from
4 o'clock to 5 o'clock. (At some locations it ran from 4:15
to 5:15.) The peak hour of the street system, in Tukwila,
is the p.m. peak. The a.m. peak is of little consequence in
this area.
The closest approximation to the Institute of Transportation
Engineers' (I.T.E.) land use code for this type of shopping
center where the retail sales tend to be low vehicular
traffic volume generators would be Land Use Code 820 and in
particular for trip generation with the same parameters as a
shopping center in the 1,000,000 to 1,250,000 g.s.f. range.
This is due to the fact that the actual trip production per
thousand square feet of space is quite low.
According to the published traffic report, "A Methodology
for Consideration of Pass -by Trips in Traffic Impact
Analyses for Shopping Centers" by Steven A. Smith and
published in the August, 1986, ITE Journal, a shopping
center of the size of this proposal could be expected to
have approximately 44 percent of its total generated trips
served from the "pass -by" traffic stream. Stated another
way, about 44 percent of its traffic will come from the
existing traffic stream. New traffic that will be produced
by the site is in the order of 56 percent of that shown in
Table II. Accordingly, net traffic added to the external
system will be as shown below in Table III on the following
page.
-12-
Christopher Brown a Associates
879 Rainier Avenue N., c,uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
TABLE III
Net Trip Generation, Schofield II - Southcenter Project
Time Interval
A.W.D.T.
Noon Inbound
Noon Outbound
P.M. Inbound
P.M. Outbound
Traffic Assignment
Volume
390 vehicles per day
27 vehicles per hour
19 vehicles per hour
20 vehicles per hour
21 vehicles per hour
The distribution of site generated traffic for this project
is based on current intersection movements including the
driveway demand while traffic for the adjacent projects is
assigned to the network on the basis of the 1990 population
distribution in the South King County region as supplied by
PSCOG. The traffic distribution, as a percent of all new
site traffic, is described below in Figure A.
Klickitat Drive
-13-
12
12
w
•
Southcenter driveway
F &N
a
N S1
'U N
0
0
0 Strander Blvd,
Site
/0
%C
S. 180th Street
FIGURE A
Distribution of Traffic as a % of Site Traffic
RJ
Chri8topher Brown Amociate8
879 rainier Avenue N., c uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
Traffic Assignment, Site Traffic
The assignment of the actual peak hour traffic volumes
involves two distinct times of day. These are the noon
hour and the p.m. peak hour of the arterial street. In
addition, the Christmas season is also of interest so the
noon and p.m. peak hour assignments for this season were
also defined.
Considering only site generated traffic, the assignments to
the arterial system for the noon hour, p.m. peak hour of
the average weekday and for noon and p.m. peak hour of the
Christmas season are shown in the following figures.
Figure 6
Figure 7
Figure 8
Figure 9
Average Weekday Noon Peak Hour Assignment
Average Weekday P.M. Peak Hour Assignment
Christmas Season Noon Peak Hour Assignment
Christmas Season P.M. Peak Hour Assignment
Traffic Assignment, Adjacent Traffic
The assignment of traffic from the two adjacent projects of
record are next described in the following figures. These
allow opportunity for assessing their potential impacts.
Note, however, that one of them is in doubt since its
actual type and scale of development is undefined, as
discussed earlier.
Again, considering only site generated traffic, the
assignments of the "near projects" as they are called, onto
the arterial system for the noon hour, p.m. peak hour of
the average weekday and for noon and p.m. peak hour of the
Christmas season are depicted in the following figures.
Figure 10
Figure 11
Figure 12
Figure 13
Average Weekday Noon Peak Hour Assignment
Average Weekday P.M. Peak Hour Assignment
Christmas Season Noon Peak Hour Assignment
Christmas Season P.M. Peak Hour Assignment
Horizon Year Traffic
With the project built, including traffic from the adjacent
-14-
Christopher Brown Associates
879 Rainier Avenue N., e,uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
r■
M
• E
zM
In w
H
SITE
Southcenter Access Road
Klickitat Drive
Southcenter Parkway
page 15
NOTE:
Data on this figure
is based on trip generation
rates from the existing
commercial site to the
south.
Trip assignment is based on
current arterial flow.
Strander Boulevard
S. 168th Street
S. 180th Street
r
Andover Park West.
FIGURE 6
Average Weekday Noon Peak
Site Traffic Assignment
J �J
Southcenter Access Road
SITE
21
■
Klickitat Drive
b NOTE:
X W
a Data. on this figure is the
estimated Christmas season trip
P generation with assignment based
on current flow on the
arterial network.
U
O
c
Strander Boulevard
page/Y6
11
S. 168th Street
S. 180th Street
h
Andover Park West.
S' T
F7'
FIGURE 7
Average Weekday PM Peak
Site Traffic Assignment
111
ety
ti
O
.J1
Southcenter Access Road
a
•
H O
Klickitat Drive
NOTE:
aData on this figure is based
on an expansion rate of
9.1 percent for the Pre -
v
+► Christmas season.
0
Trip assignment is based on
expected arterial flow rates.
I
Strander Boulevard
page 17
S. 168th Street
S. 180th Street
Andover Park West.
2 -■,,MM
FIGURE 8
Christmas Season, Noon Peak
Traffic Assignment
/♦
ma
2�
a
Ln w
H
page 18
SITE
Southcenter Access Road
Klickitat Drive
NOTE:
ro Data on this figure is based
on an expansion rate of 9.1
rid percent for the Pre-Christmas
a shopping season.
• Traffic assignment is based
on expected arterial flow
o rates.
0
0
Strander Boulevard
Andover Park West.
2� J
S. 168th Street
N
S. 180th Street
FIGURE 9
Christmas Season PM Peak
Hour Traffic Assignment
1.1
i\
ma
z
if; 4-1
H Q
SITE
Southcenter Access Road
Klickitat Drive
>1 NOTE: N,
td _w
Data on this figure is the '�
b net trip assignment for the
a Tukwila Pond Center Phase II w
and Speiker - Southcenter :
4) Project. ai
0 Data applies to the noon peak b
4 of the street system.
0
0
m
`�
\ Strander Boulevard ..1-/)1
.7.9B
-page 19
aft'
S. 168th Street
S. 180th Street
■
FIGURE 10
Average Weekday Noon Peak
Assignment, Near Projects
♦`
fa
h w
ti
O
Southcenter Access Road
/7:\I
Pi a
zM
III 4-1
H Q
SITE
J
Klickitat Drive
Southcenter Parkway
<3\
NOTE:
Data on this figure is the net
trip assignment for the
Tukwila Pond Center Phase II
and Speiker - Southcenter
project.
Data applies to the p.m.
peak hour of the arterial
street system.
Strander Boulevard
page 20
S. 168th Street
S. 180th Street
Andover Park West.
FIGURE 11
Average Weekday PM Peak
Assignment, Near Projects
i\
Southcenter AccessRoad
ti Q
SITE
page 21
' � l
Klickitat Drive
NOTE:
Southcenter Parkway
Data on this figure is the net
assignment during the Pre-
Christmas season in the noon
peak hour for Tukwila Pond
Center Phase II and the Speiker
Southcenter project.
Strander Boulevard
S. 168th Street
S. 180th Street
P
Andover Park West.
FIGURE 12
Christmas Season, Noon Peal
Assignment, Near Projects
r•
v)
Southcenter Access Road
Klickitat Drive
NOTE:
(� a)
Data on this figure is the net
ro assignment during the Pre -
''' Christmas season in the p.m. w
peak of the street system for
4.) Tukwial Pond Center Phase II and 0
the Speiker - Southcenter .o
0 project. 'n
4J
0
`�3 0
page 22
/
Strander Boulevard
S. 168th Street
S. 180th Street
FIGURE 13
Christmas Season, PM Peak
Assignment, Near Projects
projects, the horizon year average weekday and Christmas
shopping season will have the design hour traffic demands
shown on the following figures.
Figure 14
Figure 15
Figure 16
Figure 17
Noon Peak Hour Design Traffic Volumes
Average Weekday P.M. Peak Hour Design Volumes
Christmas Season Noon Peak Hour Design Volumes
Christmas Season P.M. Peak Hour Design Volumes
Levels of Service
The Level of Service (LOS) describes the quality of traffic
flow. This ranges from the best or highest level, 'A',
usually denoted by an ability to select ones' own speed or the
ability to change lanes or overtake at will, down to the
lowest of worst level 'F'. This LOS is the lowest possible
level and is one where traffic is severely constrained. It is
usually denoted by "jam" conditions and attendant long traffic
delays. As a measure of intersection delay, it is described
in terms the stopped delay each vehicle is expected to
encounter at signalized intersections and in terms of both
reserve capacity as well as expected delay at non - signalized
intersections. These are shown below in Table. IV.
-23-
TABLE IV
Level of Service Definitions
Signalized intersections
Level of Service Delay Per Vehicle
(Seconds)
A Under 5 seconds
B 5.1 - 15.0 seconds
C 15.1 - 25.0 seconds
D 25.1 - 40.0 seconds
E 40.1 - 60.0 seconds
F Greater than 60 sec.
1 ,/ Christopher Brown & Associates 4 879 Rainier Avenue N., eSuite A -201
/ Renton, WA 98055 -1380
/ (206) 772 -1188
Southcenter AccessRoad
M
• M
a
I4-1
H
SITE
Klickitat Drive
Southcenter Parkway
NOTE:
Data of this figure includes
all traffic from the Tukwila
Pond and Speiker projects and
proposed site expansion.
J15
c►1
Z1b
151
r
Sio
Strander Boulevard
S. 168th Street
S. 180th Street
page 24 11
N
ra,
FIGURE 14
k‘141 t
/-Az
Noon Peak Hour Design
Traffic Volumes
RS
•
2
I4-1
H O
SITE
page 25
N
0
N.
49 o
ti
27 '
\k
Southcenter AccessRoad
rat%
Klickitat Drive
Southcenter Parkway
NOTE:
Data on this figure includes
all traffic from Tukwila
Pond and Speiker projects and
from proposed site expansion.
�6 Strander Boulevard
S. 168th Street
S. 180th Street
FIGURE 15
Andover Park West.
61
Average Weekday PM Peak Hour
Design Traffic Volumes
is
,\
Southcenter AccessRoad
Klickitat Drive
Southcenter Parkway
Data on this figure includes
all traffic from Tukwila
Pond and Speiker projects
and site expansion, with
traffic expanded for the expected
Christmas shopping season.
Strander Boulevard
SITE
168th Street
S. 180th Street
Andover Park West.
FIGURE 16
Christmas Season, Noon
Peak Hour Design Volumes
l.�
a4
09
C4
H I
SITE
Southcenter Access Road
Klickitat Drive
NOTE:
ro Data on this figure includes
a4 all traffic from Tukwila Pond
and Speiker projects and site
expansion, with traffic expanded
for the expected Christmas
shopping season.
0
0
L1
07- 1ge6
page :247
kt
Strander Boulevard
S. 168th Street
S. 180th Street
FIGURE 17
Andover Park West.
Christmas Season, PM Peak
Hour Design Volumes
TABLE IV - Continuation
Level of Service Definitions
Unsignalized intersections
Level of Service Reserve Capacity
A
B
D
E
F
400 or more
300 to 399
200 to 299
100 to 199
0 to 99
none
Expected Delay
Little or none
Short delays
Average delays
Long delays
Very long delays
failure, extreme
congestion
Capacity computations were performed in accordance with Special
Report 209, the Highway Capacity Manual, using the computer
program CAPCALC 85, Version 2.2 published by Roger Creighton and
Associates and licensed to this firm. The "Operations and
Design" method, more rigorous than the "Planning" method, is
used for signalized intersections. The only STOP sign
controlled intersection is the northbound freeway off ramp. It
used parameters for arterial roads with speeds under 35 m.p.h.
A note of caution; the computer program will not accept roads
with more than two approach lanes for STOP sign analysis.
Southcenter Parkway has a four lane northbound approach with
prohibited left turns (the ramp is an off ramp) so the analysis
may be partially inhibited. Regardless, it does give an idea of
likely operations.
As noted earlier, all input data is listed in the appendix,
along with computer output.
When reviewing the appended computer data, it may be noted that
each set of data has its' own file reference number. This is
located at the top right of each data sheet. The title and
other descriptive material is on the upper left corner.
Levels of service for all conditions, are appended. These
include analyses of:
Average Weekday Noon Peak Hour
Average Weekday P.M. Peak Hour
Christmas Season Noon Peak Hour
Christmas Season P.M. Peak Hour
for current traffic as well as future traffic with the subject
project and adjacent projects.
-28-
Chri8topher Brown A88ociate�
879 Rainier Avenue N., 6uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
Levels of service (LOS) for current and Christmas (Xmas)
shopping season noon and p.m. peak hour traffic conditions
without the project are noted below. Note that no revisions to
the street geometry are assumed (e.g., no widening on Strander
Boulevard nor on Southcenter Parkway). All signals are set with
120 second cycle lengths. To the extent possible, maximum green
time is kept on Southcenter Parkway so that progression can be
maintained. At times, this lowers side street LOS values but
overall LOS is kept at an optimum.
Intersection
TABLE V
Levels of Service
Average Christmas
Weekday Season
Noon PM Peak Noon PM Peak
Southcenter Parkway/
Southcenter Mall (F &N)
Southcenter Parkway/
Klickitat Drive
Southcenter Parkway/
N.B. I -5 Off Ramp
Southcenter Parkway/
Strander Boulevard
Southcenter Parkway/
S. 180th Street
Strander Boulevard/
Andover Park West
* See discussion below.
B B C C
C C C C
E D F D
C D C F*
F* F* F* F*
D D D D
In the above table, traffic conditions at S. 180th Street are
congested at all hours according to the calculations that are
appended. In this case, NO free right turns were assumed, so the
LOS calculations are not quite correct. This intersection is not
adjusted in this study. Primary focus is at the Strander
Boulevard intersection on Southcenter Parkway. At the Strander
Boulevard intersection on Southcenter Parkway, the low LOS during
the Christmas P.M. Peak Hour is due to the existing geometry.
Corrective action is discussed later.
-29-
Christopher Brown 0 Associate�
879 Rainier Avenue N., c uite A -201
Renton, WA 98055 -1380
(206) 772 -1188
With the project complete, and assuming the adjacent projects also
finished, the arterial levels of service (LOS) for the noon peak
hour and the P.M. Peak Hour in both average weekday and in the
Christmas shopping season are noted in Table VI.
TABLE VI
Design Hour Levels of Service
Intersection
Southcenter Parkway/
Southcenter Mall (F &N)
Southcenter Parkway/
Klickitat Drive
Southcenter Parkway/
N.B. I -5 Off Ramp
Southcenter Parkway/
Strander Boulevard
Southcenter Parkway/
S. 180th Street
Strander Boulevard/
Andover Park West
Southcenter Parkway/
S. 168th Street
Average Christmas
Weekday Season
Noon PM Peak Noon PM Peak
B B C C
C C D C
F E F E
C D* D E
F F F F
D D E D
B A B A
* This includes a three lane approach lane on the east leg.
As with prior cases, the low LOS at S. 180th Street continues.
In the p.m. peak hour, a test was made with Strander Boulevard
widened on the east leg to three lanes so left, left and right,
and right turns could be made. This is a suitable mode for the
average case but it did not assist in the Christmas season.
-30-
Christopher Brown g Associates
879 Rainier Avenue N., 6uite A -201 \l
Renton, WA 98055 -1380
(206) 772 -1188
LOS Discussion
The Schofield project of and by itself does not cause a shift in
the LOS but, in concert with the adjacent projects, there is:
o A one step shift at Southcenter Parkway and Klickitat
Drive in the noon hour peak of the Christmas season.
o A lowering of the LOS at the freeway off ramp except
at noon in the Christmas season when it is at LOS 'F'
and can not get worse.
o A constant degree of congestion at S. 180th Street at
Southcenter Parkway regardless of any project.
o An improvement in the p.m. peak on Strander Boulevard
at Southcenter Parkway on the average weekday if the
east leg is widened to three lanes. This is not
significant in the Christmas season, however.
The site driveway on Southcenter Parkway will function at very
good levels of service if a signal is introduced. Indeed, the
LOS will be very high even in the Christmas season.
The intersection of Strander Boulevard at Andover Park West will
also continue to function well. Of course, the eastbound leg
will have a new right turn only lane.
Parking
On completion of this project, it will, in concert with the
existing site have a total parking supply of 169 stalls. This
is made up by the provision of 116 stalls adding to the existing
supply of 53 stalls.
By the I.T.E. Parking Generation (2nd edition) publication, for
shopping centers of this type (Land Use Code 820), the demand
for parking will be:
Average Weekday 120 stalls
Saturday 111 stalls.
The parking supply for the completed center appears to be
adequate.
-31-
ii
Christopher Brown 0 Associates
\
879 Rainier Avenue N., Suite A -201
Renton, WA 98055 -1380
(206) 772 -1188
Mitigating Measures
The sole mitigation measure for addressing the project's traffic
impacts is the installation of an actuated traffic signal at the
intersection of the site's entrance on Southcenter Parkway.
This is a project presently contemplated by city staff and is a
benefit to other commercial properties close by, especially in
consideration of pedestrian crossing movements.
With the net "new" traffic produced by this project amounting to
some 390 vehicle trips per day with 46 of these in the noon hour
and 42 vehicles in the p.m. peak hour, the percentage
contribution to the arterial network is relatively
insignificant.
The north south split is about 50/50 so that north of the site
the Southcenter Parkway gains at most 23 and 21 vehicles per
hour during the noon and p.m. peak hour, respectively.
The percentage increase is in the order of 0.8 percent in the
noon peak and 0.6 percent in the p.m. peak. From a percentage
view, these are minimal.
Conclusions
The construction and operation of the new 26 k.s.f. Schofield II
Southcenter project will increase traffic demands on the
adjacent collector and arterial road system by about 390 new
vehicular trips per day and the noon hour traffic volumes, in
this case the heaviest peak traffic hour of the day, by about 46
(new) vehicle trips per hour. The p.m. peak hour will increase
by about 42 vehicles per hour.
The road system serving the project site, including the key
signalized intersections along Southcenter Parkway are capable
of accommodating site generated traffic within acceptable LOS
standards except at s. 180th Street where congestion will be
met. There will be a shift in the LOS at Strander Boulevard/
Southcenter Parkway and this will be improved with the addition
of a new lane on the east leg, in a left only /left- and - right/
and right only configuration.
At Christmas, there will be congestion to the south of the site,
but north of Klickitat Drive, operations will be adequate.
Parking on site will be adequate with this new addition to the
existing commercial site.
-32-
Chri8topher Brown C4 A88ociate8
879 Rainier Avenue N., Suite A -201
Renton, WA 98055 -1380 1
(206) 772 -1188
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCOO1N
<1
0
SB TOTAL
777
>
39
v
738
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
2 1
V *>
A \ /
1 - - *>
1 - - -*
v
A
OFF RAMP FROM I -5
E/W STREET
105 ^
EB TOTAL
264 137
SOUTHCENTER PRKWY.
N/S STREET
22
v
^ 58
WB TOTAL
0 344
286
v
SOUTHCENTER DRIVEWA
E/W STREET
648
A
0 250
<. .>
NB TOTAL
898
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCOO1N
INTERSECTION :
OFF RAMP FROM I -5 @
SOUTHCENTER DRIVEWA @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
ME OEM ONO,
EB 0 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.88 0 N 0.0 3
NB -2 2 N 0 0 0.98 0 Y 13.0 5
SB 2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 105 137 22 LT 1 14.0 R 1 14.0
WB 286 0 58 L 1 12.0 LR 1 12.0
NB 0 648 250 T 1 12.0 TR 1 12.0
SB 39 738 0 L 1 12.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 LT R LR 30 90
WB 1 L LR LR 30 90
WB 2 L LR L R 20 100
NB 3 T TR R 55 65
SB 3 L T L 55 65
SB 4 L T L 15 105
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCOO1N
INTERSECTION :
OFF RAMP FROM I -5 @
SOUTHCENTER DRIVEWA @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN` GROUP FACTOR RATE LT RT
EB LT 242 275 1.00 275 0.43 0.00
R 22 25 1.00 25 0.00 1.00
WB
NB
SB
L 232 264 1.00 264 1.00 0.00
LR 112 127 1.00 127 0.48 0.52
T 449 458 1.00 458 0.00 0.00
TR 449 458 1.00 458 0.00 1.00
L 39 40 1.00 40 1.00 0.00
T 738 753 1.00 753 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1
R 1800 1
WB L
LR
NB T
TR
SB L
T
1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.77
1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00
1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95
1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.86
1800 1 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00
1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00
1483
1637
1693
1410
1800
1530
1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCOO1N
INTERSECTION :
OFF RAMP FROM I -5 @
SOUTHCENTER DRIVEWA @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANA L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 275 0 1483 0.185 Y 0.250 371 0.741
R 25 0 1637 0.015 N 0.250 409 0.061
WB L 81 183 1693 0.048 N 0.167 282 0.287
LR 127 0 1410 0.090 N 0.417 587 0.216
NB T 458 0 1800 0.254 N 0.458 825 0.555
TR 458 0 1530 0.299 Y 0.458 701 0.653
SB L 30 10 1676 0.018 Y 0.125 209 0.144
T 753 .0 3528 0.213 N 0.583 2058 0.366
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.502
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.558
O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
L E V E L NO. 0011, MOP
EB LT 0.741 0.250 120 31.5 371 5.3 0.85 31.3 D
R 0.061 0.250 120 26.0 409 0.0 0.85 22.1 C 30.4 D
WB L 0.287 0.167 120 33.3 282 0.2 1.00 33.5 D
LR 0.216 0.417 120 17.1 587 0.0 0.85 14.5 B 27.3 D
NB T 0.555 0.458 120 17.9 825 0.6 0.40 7.4 B
TR 0.653 0.458 120 19.1 701 1.5 0.50 10.3 B 8.8 B
SB L 0.144 0.125 120 35.6 209 0.0 1.00 35.6 D
T 0.366 0.583, 120 10.1 2058 0.1 0.85 8.7 B 10.0 B
INTERSECTION DELAY : 14.9 secs /veh
LEVEL OF SERVICE : B
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO02N
N
W - +- E
S
SB TOTAL
1046
<I v
349 697
SOUTHCENTER PARKWAY
N/S STREET
1 2
I I
<* v
235 ^
EB TOTAL /\
696 461 A \/
1 - - -*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
659 663
<. A
NB TOTAL
1322
< * A
2
SOUTHCENTER PARKWAY
N/S STREET
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO02N
INTERSECTION
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -1 1 N 0 0 0.87 0 N 0.0 3
NB 0 0 N 0 0 0.95 0 N 0.0 5
SB 0 0 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 235 0 461 L 1 12.0 R 1 12.0
NB 659 663 0 L 2 24.0 T 2 24.0
SB 0 697 349 T 2 24.0 R 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L
EB 3 R
NB 2 T
NB 3 L
SB 1 R
SB 2 R
R
T
L R 50
R 40
30
L 40
R 40
R 30
70
80
90
80
80
90
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO2N
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
NB
SB
L 235 270 1.00 270 1.00 0.00
R 461 530 1.00 530 0.00 1.00
L 659 694 1.00 694 1.00 0.00
T 663 698 1.00 698 0.00 0.00
T 697 734 1.00 734 0.00 0.00
R 349 367 1.00 367 0.00 1.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
- - -- - - -- - - --
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
SB T
R
1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO2N
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE NOON 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 270 0 1530 0.176 N 0.417 637 0.424
R 530 0 1530 0.346 Y 0.750 1147 0.462
NB L 694 0 3312 0.210 Y 0.333 1104 0.629
T 698 0 3600 0.194 N 0.250 900 0.776
SB T 734 0 3600 0.204 N 0.250 900 0.816
R 367 0 1530 0.240 Y 0.667 1020 0.360
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.796
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 0.861
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.424 0.417 120 18.8 637 0.3 1.00 19.1 C
R 0.462 0.750 120 4.4 1147 0.2 0.85 3.9 A 9.0 B
NB L 0.629 0.333 120 25.6 1104 0.8 1.00 26.4 D
T 0.776 0.250 120 31.8 900 3.0 0.50 17.4 C 21.9 C
SB T 0.816 0.250 120 32.2 900 4.1 0.61 22.1 C
R 0.360 0.667 120 6.7 1020 0.1 0.40 2.7 A 15.6 C
INTERSECTION DELAY : 16.6 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO03N
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE NOON 1989
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
CBD ?N
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP (%) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 2 1 N 0 0 0.87 0 N 0.0 3
NB 0 1 N 0 0 0.95 0 N 0.0 5
SB 0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 345 R 1 14.0
NB 0 1322 0 T 4 48.0
SB 0 1158 0 T 2 24.0
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SC003N
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE NOON 1989
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
CBD ?N
U N S I G N A L I Z E D C R I T I CAL GAPS
APP
EB
NB
SB
, CRITICAL GAPS (SEC)
LEFT TURN THROUGH RIGHT TURN
0.00
0.00
6.00
V O L U M E A L L O C A T I O N T O LAN E S
LANE 1 LANE 2
APP L T R L T
OIMM MIN
LANE 3
L T R
EB 0 0 345 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 579 0 0 579 0 0 0 0
APP
EB
NB
SB
U N S I G N A L I Z E D
LANE 1
RESERVE CAPACITY 68
LEVEL OF SERVICE E
RESERVE CAPACITY
LEVEL OF SERVICE
RESERVE CAPACITY
LEVEL OF SERVICE
MAJOR STREET - NB /SB
woo .11•10
LANE 2 LANE 3
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO04N
SOUTHCENTER PRKWY.
N/S STREET
2 2
v *>
A *>
2 1
SOUTHCENTER PRKWY.
N/S STREET
N
W - +- E
SB TOTAL
1503
v .>
1020 483
STRANDER BLVD.
E/W STREET
934 558
A .>
NB TOTAL
1492
A 388
v
WB TOTAL
514 902
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO4N
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ?N
ACTUATED SIGNAL
APP
WB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
S I G N A L WM a= MIS OM
2 3 N 0 0 0.98 10 Y 18.0 4
2 3 N 0 0 0.98 10 Y 18.0 3
-2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 514 0 388 L 1 12.0 R 1 12.0
NB 0 934 558 T 2 24.0 R 1 12.0
SB 483 1020 0 L 2 24.0 T 2 24.0
APP PHASE
=NB NM MO
WB 3
WB 1
NB 2
NB 3
SB 2
SB 1
PHASING
1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
L R LR 55 65
R R 25 95
T R R 40 80
R R 55 65
T 40 80
T L L 25 95
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO4N
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB
NB
SB
Mi• Ma MO
L 514 524 1.00 524 1.00 0.00
R 388 396 1.00 396 0.00 1.00
T 934 953 1.00 953 0.00 0.00
R 558 569 1.00 569 0.00 1.00
L 483 493 1.00 493 1.00 0.00
T 1020 1041 1.00 1041 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
- - -- - - -- - - -- - - --
WB L 1800 1 1.00 0.99, 0.99 1.00 1.00 1.00 1.00 0.85 1500
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO4N
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
WB L 524 0 1500 0.349 Y 0.458 687 0.763
R 396 0 1500 0.264 Y 0.667 1000 0.396
NB T 953 0 3528 0.270 N 0.333 1176 0.810
R 569 0 1500 0.379 Y 0.792 1187 0.479
SB L 493 0 3312 0.149 Y 0.208 690 0.714
T 1041 0 3600 0.289 N 0.542 1950 0.534
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.141
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.234
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
WB L 0.763 0.458 120 20.6 687 3.5 1.00 24.1 C
R 0.396 0.667 120 6.9 1000 0.1 0.62 4.3 A 15.6 C
NB T 0.810 0.333 120 27.8 1176 3.1 0.85 26.3 D
R 0.479 0.792 120 3.2 1187 0.2 0.85 2.9 A 17.5 C
SB L 0.714 0.208 120 33.6 690 2.4 1.00 36.0 D
T 0.534 0.542 120 13.5 1950 0.2 0.40 5.5 B 15.3 C
INTERSECTION DELAY : 16.2 secs /veh
LEVEL OF SERVICE : C
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO05N
SB TOTAL
677
<'
141
425
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
1 2
^ 687
WB TOTAL
360 1105
58
v
S. 180TH STREET
E/W STREET
A /\ v
1
1 - - ->
1 - - -*
v
E/W STREET
199 ^
EB TOTAL
439 235
5
v
SOUTHCENTER PRKWY.
N/S STREET
193
A
17 66
<. >
i
NB TOTAL
276
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO05N
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
•
EB -6 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.92 0 N 0.0 3
NB -2 1 N 0 0 0.85 3 Y 18.0 3
SB 2 2 N 0 0 0.92 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 199 235 5 L 1 11.0 T 1 11.0 R 1 10.0
WB 58 360 687 L 1 12.0 TR 1 12.0 R 1 12.0
NB 17 193 66 L 1 11.0 TR 1 12.0
SB 425 111 141 L 2 24.0 TR 1 12.0
S I G N A L PHA S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L L 15 105
EB 2 L T R LR 30 90
WB 1 L L 15 105
WB 2 L TR R LR 30 90
WB 3 L TR R R L 20 100
WB 6 R R 10 110
NB 4 L L 10 110
NB 5 TR R 15 105
SB 4 L L L 10 110
SB 6 L L TR LR 20 100
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO5N
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 199 226 1.00 226 1.00 0.00
T 235 267 1.00 267 0.00 0.00
R 5 6 1.00 6 0.00 1.00
WB L 58 63 1.00 63 1.00 0.00
TR 669 727 1.00 727 0.00 0.46
R 378 411 1.00 411 0.00 1.00
NB L 17 20 1.00 20 1.00 0.00
TR 259 305 1.00 305 0.00 0.25
SB L 425 462 1.00 462 1.00 0.00
TR 252 274 1.00 274 0.00 0.56
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.95 1708
T 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
R 1800 1 0.94 1.00 1.03 1.00 1.00 1.0.0 0.85 1.00 1481
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.93 1.00 1657
R 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
NB L 1800 1 0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.95 1675
TR 1800 1 1.00 1.00 1.01 1.00 1.00 1.00 0.96 1.00 1745
SB L 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
TR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.92 1.00 1623
PAGE 2 CHRISTOPHER BROWN 7/1/2064
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY NOON
ACTUATED SIGNAL
SCHOFIELD, NOON DATA
1989
CBD ? N
SCO05N
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
T
R
WB L
TR
R
NB L
TR
SB L
TR
GREEN LN GR V/C
CRIT ? RATIO CAPACITY RATIO
161 65 1708 0.094 Y
267 0 1798 0.148 N
6 0 1481 0.004 N
53 10 1693 0.031 N
727 0 1657 0.439 Y
411 0 1515 0.271 N
20 0 1675 0.012 N
305 0 1745 0.175 Y
279 183 3246 0.086 Y
274 0 1623 0.169 N
CYCLE LENGTH : 120.0
LOSS TIME PER CYCLE :
0.125
0.250
0.250
0.125
0.417
0.500
0.083
0.125
0.167
0.083
213
449
370
212
690
757
140
218
0.756
0.595
0.016
0.250
1.054
0.543
0.143
1.399
541 0.516
135 2.030
SUM OF CRITICAL LANES' FLOW RATIOS : 0.794
18 INTERSECTION V/C : 0.934
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB
WB
NB
SB
L 0.756 0.125 120 38.6
T 0.595 0.250 120 30.1
R 0.016 0.250 120 25.8
L 0.250 0.125 120 36.0
TR 1.054 0.417 120 27.7
R 0.543 0.500 120 15.6
L 0.143 0.083 120 .38.8
TR 1.399 0.125 120 42.3
L 0.516 0.167 120
TR 2.030 0.083 120
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
213 9.6 1.00
449 1.6 0.85
370 0.0 0.85
212 0.1 1.00
690 42.2 0.85
757 0.6 0.85
140 0.0 1.00
218 308.4 0.85
48.2
26.9
21.9
36.1
59.4
13.8
38.8
298.1
E
D
C
D
E
B
D
F
34.6 541 0.7 1.00 35.3 D
46.1 135 1547.6 0.85 1354.6 F
36.5 D
42.6 E
281.3 F
525.7 F
INTERSECTION DELAY :198.5 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO06N
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 Y 18.0 3
WB 0 2 N 0 0 0.80 5 Y 18.0 3
NB 0 4 N 0 0 0.87 0 Y 15.5 3
SB 0 2 N 0 0 0.87 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 113 402 119 L 1 12.0 TR 2 21.0
WB 90 452 209 L 1 11.0 TR 2 20.0
NB 172 331 56 LTR 2 25.0
SB 285 371 123 LTR 2 27.0
APP PHASE
EB 1
EB 2
WB 1
WB 2
NB 3
SB 4
S I G N A L PHA S I N G
1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
L L 12 88
TR R 28 72
L L 12 88
TR R 28 72
LTR LR 27 73
LTR LR 33 67
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO06N
SB TOTAL
779
<1 .>
123 i 285
v
371
W +- E
ANDOVER PARK WEST
N/S STREET
2
< *>
v
A \ /
A
< *>
STRANDER BLVD.
E/W STREET
2
113 ^
EB TOTAL
634 402
ANDOVER PARK WEST
N/S STREET
119
^ 209
WB TOTAL
452 751
90
v
STRANDER BLVD.
E/W STREET
331
A
172 j 56
<. .>
NB TOTAL
559
PAGE 1 CHRISTOPHER BROWN 7/1/2064
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY NOON
ACTUATED SIGNAL
SCHOFIELD, NOON DATA
1989
CBD ? N
SCOO6N
APPROACH LANE GROUP
MVM VOLUME
EB
WB
NB
SB
L 113
TR 521
L 90
TR 661
LTR 559
LTR 779
V O L U M E A D J U S T M E N T
FLOW RATE
IN GROUP
128
592
112
826
643
895
LANE UTIL ADJ FLOW
FACTOR RATE
1.00
1.00
1.00
1.00
1.00
1.00
128
592
112
826
643
895
PROP OF TURNS
LT RT
1.00 0.00
0.00 0.23
1.00 0.00
0.00 0.32
0.31 0.10
0.37 0.16
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS
APP MVM SAT FLOW
ADJ.
LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L
TR
WB L
TR
NB LTR
SB LTR
1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95
1800 2 0.95 1.00 1.00 1.00 1.00 1.00 0.97 1.00
1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95
1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.95 1.00
1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.99 0.98
1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98
1710
3317
1642
3183
3474
3579
PAGE 2 CHRISTOPHER BROWN 7/1/2064
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY NOON
ACTUATED SIGNAL
SCHOFIELD, NOON DATA
1989
CBD ? N
SCOO6N
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
TR
WB L
TR
NB LTR
SB LTR
128 0 1710 0.075
592 0 3317 0.178
112 0 1642 0.068
826 0 3183 0.260
643 0 3474 0.185
895 0 3579 0.250
CYCLE LENGTH : 100.0
LOSS TIME PER CYCLE : 12
GREEN LN GR V/C
CRIT ? RATIO CAPACITY RATIO
Y 0.120 205 0.624
N 0.280 929 0.637
N 0.120 197 0.569
Y 0.280 891 0.927
Y 0.270 938 0.686
Y 0.330 1181 0.758
SUM OF CRITICAL LANES' FLOW RATIOS : 0.770
INTERSECTION V/C : 0.875
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB L 0.624 0.120 100
TR 0.637 0.280 100
WB L 0.569 0.120 100
TR 0.927 0.280 100
NB LTR 0.686 0.270 100
SB LTR 0.758 0.330 100
31.8
24.0
31.6
26.6
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
205 4.0 1.00
929 1.0 0.85
197 2.8 1.00
891 11.2 0.85
35.8 D
21.2 C 23.8 C
34.4 D
32.1 D 32.3 D
24.9 938 1.5 0.85 22.4 C 22.3 C
22.7 1181
2.0 0.85 21.0 C 21.0 C
INTERSECTION DELAY : 25.2 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO1PM
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
WIN MO
EB 0 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.88 0 N 0.0 3
NB -2 2 N 0 0 0.98 0 Y 13.0 5
SB 2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 109 102 33 LT 1 14.0 R 1 14.0
WB 311 0 65 L 1 12.0 LR 1 12.0
NB 0 558 197 T 1 12.0 TR 1 12.0
SB 14 755 0 L 1 12.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 LT R LR 30 90
WB 1 L LR LR 30 90
WB 2 L LR L R 20 100
NB 3 T TR R 55 65
SB 3 L T L 55 65
SB 4 L T L 15 105
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCOO1PM
<1
0
SB TOTAL
769
>
14
v
755
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
2 • 1
v *>
/\
A \ /
1 - - *>
1 - - -*
v
E/W STREET
109 ^
EB TOTAL
244 102
33
v
SOUTHCENTER PRKWY.
N/S STREET
A 65
WB TOTAL
0 376
311
v
SOUTHCENTER DRIVE
E/W STREET
558
A
0 i 197
<.
NB TOTAL
755
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO1PM
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
LT 211 240 1.00 240 0.52 0.00
R 33 37 1.00 37 0.00 1.00
L 253 287 1.00 287 1.00 0.00
LR 123 140 1.00 140 0.47 0.53
T 378 386 1.00 386 0.00 0.00
TR 377 385 1.00 385 0.00 1.00
L 14 14 1.00 14 1.00 0.00
T 755 770 1.00 770 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.71 1367
R 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1637
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
LR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.87 1426
NB T 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 1800
TR 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00 1530
SB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO1PM
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 240 0 1367 0.176 Y 0.250 342 0.702
R 37 0 1637 0.023 N 0.250 409 0.090
WB L 100 187 1693 0.059 N 0.167 282 0.355
LR 140 0 1426 0.098 N 0.417 594 0.236
NB T 386 0 1800 0.214 N 0.458 825 0.468
TR 385 0 1530 0.252 Y 0.458 701 0.549
SB L 9 5 1676 0.005 Y 0.125 209 0.043
T 770 0 3528 0.218 N 0.583 2058 0.374
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.433
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.481
O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
L E V E L wiim
EB LT 0.702 0.250 120 31.1 342 4.3 0.85 30.1 D
R 0.090 0.250 120 26.2 409 0.0 0.85 22.3 C 29.0 D
WB L 0.355 0.167 120 33.7 282 0.3 1.00 34.0 D
LR 0.236 0.417 120 17.2 594 0.0 0.85 14.6 B 27.6 D
NB T 0.468 0.458 120 17.0 825 0.3 0.40 6.9 B
TR 0.549 0.458 120 17.9 701 0.7 0.40 7.4 B 7.1 B
SB L 0.043 0.125 120 35.1 209 0.0 1.00 35.1 D
T 0.374 0.583 120 10.1 2058 0.1 0.85 8.7 B 9.2 B
INTERSECTION DELAY : 14.4 secs /veh
LEVEL OF SERVICE : B
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCOO2PM
W - +- E
SB TOTAL
1099
{ 1
<' v
525 574
SOUTHCENTER PARKWAY
N/S STREET
1 2
<* v
171 ^
EB TOTAL /\
687 516 A \/
1 - - -*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
1155 584
<.
A
NB TOTAL
1739
SOUTHCENTER PARKWAY
N/S STREET
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO2PM
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP (%) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -1 1 N 0 0 0.87 0 N 0.0 3
NB 0 0 N 0 0 0.95 0 N 0.0 5
SB 0 0 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 171 0 516 L 1 12.0 R 1 12.0
NB 1155 584 0 L 2 24.0 T 2 24.0
SB 0 574 525 T 2 24.0 R 1 12.0
SIGNAL P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L R L R 40 80
EB 3 R R 50 70
NB 2 T 30 90
NB 3 L L 50 70
SB 1 R R 40 80
SB 2 R T R 30 90
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO2PM
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 171 197 1.00 197 1.00 0.00
R 516 593 1.00 593 0.00 1.00
NB L 1155 1216 1.00 1216 1.00 0.00
T 584 615 1.00 615 0.00 0.00
SB T 574 604 1.00 604 0.00 0.00
R 525 553 1.00 553 0.00 1.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA
EB L 1800 1
R 1800 1
NB L
T
SB T
R
ADJ.
RT LT FLOW
- - -- - - -- - - -- -- --
1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO2PM
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 197 0 1530 0.129 N 0.333 510 0.386
R 593 0 1530 0.388 Y 0.750 1147 0.517
NB L 1216 0 3312 0.367 Y 0.417 1380 0.881
T 615 0E 3600 0.171 N 0.250 900 0.683
SB T 604 0 3600 0.168 N 0.250 900 0.671
R 553 0 1530 0.361 Y 0.583 892 0.620
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.116
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.206
L E V E L O F S E R V I C E
LN 'GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.386 0.333 120 23.3 510 0.3 1.00 23.6 C
R 0.517 0.750 120 4.7 1147 0.3 0.85 4.2 A 9.0 B
NB L 0.881 0.417 120 24.5 1380 5.0 1.00 29.5 D
T 0.683 0.250 120 30.9 900 1.5 0.50 16.2 C 25.0 C
SB T 0.671 0.250 120 30.8 900 1.4 0.50 16.1 C
R 0.620 0.583 120 12.4 892 1.0 0.50 6.7 B 11.6 B
INTERSECTION DELAY : 17.5 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO03PM
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK 1989
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
CBD ?N
APP
EB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
(%) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
2 1 N 0 0 0.87 0 N 0.0 3
0 1 N 0 0 0.95 0 N 0.0 5
0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 248 R 1 14.0
NB 0 1739 0 T 4 48.0
SB 0 1150 0 T 2 24.0
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SC003PM
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK 1989
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
CBD ?N
U N S I G N A L I Z E D C R I T I CAL GAPS
APP
EB
NB
SB
CRITICAL GAPS (SEC)
LEFT TURN THROUGH RIGHT TURN
0.00
0.00
6.00
V O L U M E ALLOCATION T O LANES
LANE 1 LANE 2 LANE 3
APP L T R L T R L T R
EB 0 0 248 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 575 0 0 575 0 0 0 0
APP
EB
NB
SB
U N S I G N A L I Z ED
LANE 1 LANE 2 LANE 3
RESERVE CAPACITY 188
LEVEL OF SERVICE D
RESERVE CAPACITY
LEVEL OF SERVICE
RESERVE CAPACITY
LEVEL OF SERVICE
MAJOR STREET - NB /SB
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO4PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
- -- - -- - - -- - - -- - - --
WB 2 3 N 0 0 0.98 10 Y 18.0 4
NB 2 3 N 0 0 0.98 10 Y 18.0 3
SB -2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 725 0 559 L 1 12.0 R 1 12.0
NB 0 1180 675 T 2 24.0 R 1 12.0
SB 449 949 0 L 2 24.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
WB 3 L
WB 1 R
NB 2 T
NB 3 R
SB 2 T
SB 1 T
R
R
L
LR 60 60
R 20 100
R 40 80
R 60 60
40 80
L 20 100
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO04PM
SOUTHCENTER PRKWY.
N/S STREET
2 2
v *>
N
W - +- E
SB TOTAL
1398
v .>
949 449
STRANDER BLVD.
E/W STREET
A 559
/\ WB TOTAL
\/ 725 1284
A *>
2 1
1180
A
SOUTHCENTER PRKWY.
N/S STREET
NB TOTAL
1855
675
.>
v
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO4PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB L 725 740 1.00 740 1.00 0.00
R 559 570 1.00 570 0.00 1.00
NB
SB
T 1180 1204 1.00 1204 0.00 0.00
R 675 689 1.00 689 0.00 1.00
L 449 458 1.00 458 1.00 0.00
T 949 968 1.00 968 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
- - -- - - -- - - -- - - --
WB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO4PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
WB L 740 0 1500 0.493 Y 0.500 750 0.987
R 570 0 1500 0.380 Y 0.667 1000 0.570
NB T 1204 0 3528 0.341- N 0.333 1176 1.024
R 689 0 1500 0.459 Y 0.833 1250 0.551
SB L 458 0 3312 0.138 Y 0.167 552 0.830
T 968 0 3600 0.269 N 0.500 1800 0.538
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.470
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.589
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
=NM 1IM
WB L 0.987 0.500 120 22.5 750 22.4 1.00 44.9 E
R 0.570 0.667 120 8.2 1000 0.6 0.62 5.5 B 27.7 D
NB T 1.024 0.333 120 30.8 1176 26.2 0.85 48.4 E
R 0.551 0.833 120 2.3 1250 0.4 0.85 2.3 A 31.6 D
SB L 0.830 0.167 120 36.8 552 7.2 1.00 44.0 E
T 0.538 0.500 120 15.6 1800 0.3 0.40 6.4 B 18.5 C
INTERSECTION DELAY : 26.4 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO05PM
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -6 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.92 0 N 0.0 3
NB -2 1 N 0 0 0.85 3 Y 18.0 3
SB 2 2 N 0 0 0.92 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 199 235 5 L 1 11.0 T 1 11.0 R 1 10.0
WB 135 547 434 L 1 12.0 TR 1 12.0 R 1 12.0
NB 29 133 41 L 1 11.0 TR 1 12.0
SB 245 150 365 L 2 24.0 TR 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L T R LR 20 80
WB 2 R R 15 85
WB 3 R TR L LR 20 80
NB 4 L TR LR 20 80
SB 5 L L TR LR 25 75
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO05PM
SB TOTAL
760
<' .>
365 i 245
v
150
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
A 434
WB TOTAL
547 1116
135
v
S. 180TH STREET
E/W STREET
A v
1 - - -* \/
1 - - ->
1 ---*
v
E/W STREET
199 ^
EB TOTAL
439 235
5
v
SOUTHCENTER PRKWY.
N/S STREET
133
A
i
29 1 41
NB TOTAL
203
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO5PM
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 199 226 1.00 226 1.00 0.00
T 235 267 1.00 267 0.00 0.00
R 5 6 1.00 6 0.00 1.00
WB L 135 147 1.00 147 1.00 0.00
TR 579 629 1.00 629 0.00 0.06
R 402 437 1.00 437 0.00 1.00
NB L 29 34 1.00 34 1.00 0.00
TR 174 205 1.00 205 0.00 0.24
SB L 245 266 1.00 266 1.00 0.00
TR 515 560 1.00 560 0.00 0.71
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA
EB L 1800 1
T 1800 1
R 1800 1
WB L 1800 1
TR 1800 1
R 1800 1
NB L 1800 1
TR 1800 1
SB L
TR
ADJ.
RT LT FLOW
- - -- - - -- - - -- - - -- - - --
0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.20 360
0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
0.94 1.00 1.03 1.00 1.00 1.00 0.85 1.00 1481
1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.62 1105
1.00 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1764
1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.20 353
1.00 1.00 1.01 1.00 1.00 1.00 0.96 1.00 1745
1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.89 1.00 1570
PAGE 2 CHRISTOPHER BROWN 7/1/2064
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER.PRKWY.
WEEKDAY P.M. PEAK
ACTUATED SIGNAL
SCHOFIELD, PM DATA
1989
CBD ? N
SCOO5PM
C A P A C I T Y
ANA L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
T
R
WB L
TR
R
NB L
TR
SB L
TR
226 0 360 0.628
267 0 1798 0.148
6 0 1481 0.004
147 0 1105 0.133
629 0 1764 0.357
437 0 1515 0.288
34 0 353 0.096
205 0 1745 0.117
266 0 3246 0.082
560 0 1570 0.357
CYCLE LENGTH : 100.0
LOSS TIME PER CYCLE : 15
CRIT ?
Y
N
N
N
Y
N
Y
Y
GREEN LN GR V/C
RATIO CAPACITY RATIO
0.200
0.200
0.200
0.200
0.200
0.350
0.200
0.200
72
360
296
221
353
530
71
349
3.139
0.742
0.020
0.665
1.782
0.825
0.479
0.587
N 0.500 1623 0.164
Y 0.250 392 1.429
SUM OF CRITICAL LANES' FLOW RATIOS : 1.555
INTERSECTION V/C : 1.829
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB L 3.139 0.200 100
T 0.742 0.200 100
R 0.020 0.200 100
WB L 0.665 0.200 100
TR 1.782 0.200 100
R 0.825 0.350 100
NB L 0.479 0.200 100
TR 0.587 0.200 100
SB L 0.164 0.500 100
TR 1.429 0.250 100
65.3
28.6
24.4
28.1
37.8
22.6
26.9
27.6
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
72 7560.5 0.85
360 5.5 0.85
296 0.0 0.85
221 5.0 0.85
353 886.7 0.85
530 7.1 0.85
71 3.8 0.85
349 1.9 0.85
10.3 1623 0.0 0.85
33.3 392 325.5 0.85
6481.9
29.0
20.7
28.1
785.8
25.2
26.1
25.1
F
D
C 2951.5 F
D
F
D 420.0 F
D
D 25.1 D
8.8 B
305.0 F 209.4 F
INTERSECTION DELAY :777.8 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO06PM
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY P.M PEAK HOUR 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 Y 18.0 3
WB 0 2 N 0 0 0.80 5 Y 18.0 3
NB 0 4 N 0 0 0.87 0 Y 15.5 3
SB 0 2 N 0 0 0.87 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 88 380 57 L 1 12.0 TR 2 21.0
WB 40 544 152 L 1 11.0 TR 2 20.0
NB 140 382 48 LTR 2 25.0
SB 243 282 100 LTR 2 27.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L L 12 88
EB 2 TR R 28 72
WB 1 L L 12 88
WB 2 TR R 28 72
NB 3 LTR LR 27 73
SB 4 LTR LR 33 67
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO06PM
<1
100
SB TOTAL
625
>
243
v
282
N
W - +- E
ANDOVER PARK WEST
N/S STREET
2
v
A \/
STRANDER BLVD.
E/W STREET
88 ^
EB TOTAL
525 380
57
v
A
< *>
2
ANDOVER PARK WEST
N/S STREET
^ 152
WB TOTAL
544 736
40
STRANDER BLVD.
E/W STREET
382
A
i
140 j 48
<. .>
NB TOTAL
570
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO6PM
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY P.M PEAK HOUR 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 88 100 1.00 100 1.00 0.00
TR 437 497 1.00 497 0.00 0.13
WB L 40 50 1.00 50 1.00 0.00
TR 696 870 1.00 870 0.00 0.22
NB LTR 570 655 1.00 655 0.25 0.08
SB LTR 625 718 1.00 718 0.39 0.16
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
- - -- - - -- - - -- - - --
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1710
TR 1800 2 0.95 1.00 1.00 1.00 1.00 1.00 0.98 1.00 3352
WB L 1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1642
TR 1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.97 1.00 3250
NB LTR 1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.99 0.99 3520
SB LTR 1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98 3579
PAGE 2 CHRISTOPHER BROWN 7/1/2064
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY P.M PEAK HOUR
ACTUATED SIGNAL
SCHOFIELD, PM DATA
1989
CBD ? N
SCOO6PM
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
TR
WB L
TR
NB LTR
SB LTR
100 0 1710 0.058
497 0 3352 0.148
50 0 1642 0.030
870 0 3250 0.268
655 0 3520 0.186
718 0 3579 0.201
CYCLE LENGTH : 100.0
LOSS TIME PER CYCLE : 12
GREEN LN GR V/C
CRIT ? RATIO CAPACITY RATIO
Y 0.120 205 0.488
N 0.280 939 0.529
N 0.120 197 0.254
Y 0.280 910 0.956
Y 0.270 950 0.689
Y 0.330 1181 0.608
SUM OF CRITICAL LANES' FLOW RATIOS : 0.713
INTERSECTION V/C : 0.810
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB L 0.488 0.120 100
TR 0.529 0.280 100
WB L 0.254 0.120 100
TR 0.956 0.280 100
NB LTR 0.689 0.270 100
SB LTR 0.608 0.330 100
31.3
23.1
30.4
26.9
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
205 1.5 1.00
939 0.5 0.85
197 0.2 1.00
910 14.7 0.85
32.8 D
20.1 C 22.2 C
30.6 D
35.4 D 35.1 D
24.9 950 1.5 0.85 22.4 C 22.3 C
21.3 1181
0.7 0.85 18.7 C 18.6 C
INTERSECTION DELAY : 25.4 secs /veh
LEVEL OF SERVICE : D
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCOO1NC
SB TOTAL
887
<1 `>
0 ` 45
v
842
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
2 1
A \ /
1 - - *>
1 - - -*
v
E/W STREET
120 ^
EB TOTAL
301 156
25
SOUTHCENTER PRKWY.
N/S STREET
^ 66
WB TOTAL
0 392
326
v
SOUTHCENTER DRIVE
E/W STREET
739
A
i
0 1 285
<. .>
1
NB TOTAL
1024
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCOO1NC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.88 0 N 0.0 3
NB -2 2 N 0 0 0.98 0 Y 13.0 5
SB 2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 120 156 25 LT 1 14.0 R 1 14.0
WB 326 0 66 L 1 12.0 LR 1 12.0
NB 0 739 285 T 1 12.0 TR 1 12.0
SB 45 842 0 L 1 12.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 LT R LR 30 90
WB 1 L LR LR 30 90
WB 2 L LR L R 20 100
NB 3 T TR R 55 65
SB 3 L T L 55 65
SB 4 L T L 15 105
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCOO1NC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
LT 276 314 1.00 314 0.43 0.00
R 25 28 1.00 28 0.00 1.00
L 265 301 1.00 301 1.00 0.00
LR 127 144 1.00 144 0.48 0.52
T 512 522 1.00 522 0.00 0.00
TR 512 522 1.00 522 0.00 1.00
L 45 46 1.00 46 1.00 0.00
T 842 859 1.00 859 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
- - -- - - -- - - -- - - --
EB LT 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.72 1387
R 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1637
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
LR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.85 1394
NB T 1800 1 1.00 0.99. 1.01 1.00 1.00 1.00 1.00 1.00 1800
TR 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00 1530
SB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCOO1NC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 314 0 1387 0.226 Y 0.250 347 0.905
R 28 0 1637 0.017 N 0.250 409 0.068
WB L 125 176 1693 0.074 N 0.167 282 0.443
LR 144 0 1394 0.103 N 0.417 581 0.248
NB T 522 0 1800 0.290 N 0.458 825 0.633
TR 522 0 1530 0.341 Y 0.458 701 0.745
SB L 2 44 1676 0.001 Y 0.125 209 0.010
T 859 0 3528 0.243 N 0.583 2058 0.417
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.568
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.631
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.905 0.250 120 33.2 347 18.5 0.85 43.9 E
R 0.068 0.250 120 26.1 409 0.0 0.85 22.2 C 42.0 E
WB L 0.443 0.167 120 34.2 282 0.8 1.00 35.0 D
LR 0.248 0.417 120 17.3 581 0.0 0.85 14.7 B 28.4 D
NB T 0.633 0.458 120 18.8 825 1.1 0.50 9.9 B
TR 0.745 0.458 120 20.3 701 3.0 0.50 11.6 B 10.7 B
SB L 0.010 0.125 120 35.0 209 0.0 1.00 35.0 D
T 0.417 0.583 120 10.5 2058 0.1 0.85 9.0 B 10.3 B
INTERSECTION DELAY : 17.4 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO2NC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -1 1 N 0 0 0.87 0 N 0.0 3
NB 0 0 N 0 0 0.95 0 N 0.0 5
SB 0 0 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 268 0 467 L 1 12.0 R 1 12:0
NB 752 759 0 L 2 24.0 T 2 24.0
SB 0 797 398 T 2 24.0 R 1 12.0
S I G N A L PHASING
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L
EB 3 R
NB 2 T
NB 3 L
SB 1 R
SB 2 R
R
T
11M• allis NNW, =la
L R 50 70
R 40 80
30 90
L 40 80
R 40 80
R 30 90
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCOO2NC
W - +- E
SB TOTAL
1195
<' v
398 797
SOUTHCENTER PARKWAY
N/S STREET
1 2
<* v
268 ^
EB TOTAL /\
735 467 A \/
1 - - -*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
752 759
<.
A
NB TOTAL
1511
<*
A
2 2
SOUTHCENTER PARKWAY
N/S STREET
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO2NC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 268 308. 1.00 308 1.00 0.00
R 467 537 1.00 537 0.00 1.00
NB L 752 792 1.00 792 1.00 0.00
T 759 799 1.00 799 0.00 0.00
SB T 797 839 1.00 839 0.00 0.00
R 398 419 1.00 419 0.00 1.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
SB T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO02NC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO 'CAPACITY RATIO
EB L 308 0 1530 0.201 N 0.417 637 0.484
R 537 0 1530 0.351 Y 0.750 1147 0.468
NB L 792 0 3312 0.239 Y 0.333 1104 0.717
T 799 0 3600 0.222 N 0.250 900 0.888
SB T 839 0 3600 0.233 N 0.250 900 0.932
R 419 0 1530 0.274 Y 0.667 1020 0.411
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.864
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 0.934
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LQS
EB L 0.484 0.417 120 19.4 637 0.5 1.00 19.9 C
R 0.468 0.750 120 4.4 1147 0.2 0.85 3.9 A 9.7 B
NB L 0.717 0.333 120 26.6 1104 1.6 1.00 28.2 D
T 0.888 0.250 120 33.0 900 7.7 0.61 24.8 C 26.5 D
SB T 0.932 0.250 120 33.4 900 11.7 0.61 27.5 D
R 0.411 0.667 120 7.0 1020 0.2 0.40 2.9 A 19.3 C
INTERSECTION DELAY : 20.2 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO03N.0
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS NOON 1989
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
CBD ?N
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 2 1 N 0 0 0.87 0 N 0.0 3
NB 0 1 N 0 0 0.95 0 N 0.0 5
SB 0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 394 R 1 14.0
NB 0 1509 0 T 4 48.0
SB 0 1321 0 T 2 24.0
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO03NC
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS NOON 1989 CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
U N S I G N A L I Z E D C R I T I C A L G A P S
CRITICAL GAPS (SEC)
APP LEFT TURN THROUGH RIGHT TURN
EB 0.00 6.00
NB 0.00 - --
SB- -- - --
V O L U M E A L L O C A T I O N T O LAN E S
LANE 1 LANE 2 LANE 3
APP L T R L T R L T R
EB 0 0 394 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 660 0 0 661 0 0 0 0
U N S I G N A L I Z ED
APP LANE 1 LANE 2 LANE 3
EB RESERVE CAPACITY -43
LEVEL OF SERVICE FAILURE
NB RESERVE CAPACITY - -- - --
LEVEL OF SERVICE
SB RESERVE CAPACITY
LEVEL OF SERVICE
MAJOR STREET - NB /SB
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO4NC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
WB 2 3 N 0 0 0.98 10 Y 18.0 4
NB 2 3 N 0 0 0.98 10 Y 18.0 3
SB -2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 587 0 443 L 1 12.0 R 1 12.0
NB 0 1070 637 T 2 24.0 R 1 12.0
SB 551 1164 0 L 2 24.0 T 2 24.0
APP PHASE
WB 3
WB 1
NB 2
NB 3
SB 2
SB 1
S I G N A L PHA S I N G
1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
L R LR 55 65
R R 25 95
T R R 40 80
R R 55 65
T 40 80
T L L 25 95
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO04NC
SOUTHCENTER PRKWY.
N/S STREET
2 2
v *>
A *>
2 1
SOUTHCENTER PRKWY.
N/S STREET
W - +- E
SB TOTAL
1715
v .>
1164 551
STRANDER BLVD.
E/W STREET
1070
A
637
.>
NB TOTAL
1707
A 443
v
WB TOTAL
587 1030
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO4NC
INTERSECTION :
STRANDER BLVD,. @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB L 587 599 1.00 599 1.00 0.00
R 443 452 1.00 452 0.00 1.00
NB
SB
T 1070 1092 1.00 1092 0.00 0.00
R 637 650 1.00 650 0.00 1.00
L 551 562 1.00 562 1.00 0.00
T 1164 1188 1.00 1188 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
WB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO4NC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
WB L 599 0 1500 0.399 Y 0.458 687 0.872
R 452 0 1500 0.301 Y 0.667 1000 0.452
NB T 1092 0 3528 0.310 N 0.333 1176 0.929
R 650 0 1500 0.433 Y 0.792 1187 0.548
SB L 562 0 3312 0.170 Y 0.208 690 0.814
T 1188 0 3600 0.330 N 0.542 1950 0.609
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.303
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.409
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
WB L 0.872 0.458 120 22.3 687 8.4 1.00 30.7 D
R 0.452 0.667 120 7.3 1000 0.2 0.62 4.6 A 19.5 C
NB T 0.929 0.333 120 29.4 1176 9.3 0.85 32.9 D
R 0.548 0.792 120 3.5 1187 0.4 0.85 3.3 A 21.8 C
SB L 0.814 0.208 120 34.4 690 5.2 1.00 39.6 D
T 0.609 0.542 120 14.3 1950 0.4 0.50 7.3 B 17.7 C
INTERSECTION DELAY : 19.7 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO5NC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -6 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.92 0 N 0.0 3
NB -2 1 N 0 0 0.85 3 Y 18.0 3
SB 2 2 N 0 0 0.92 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 227 268 6 L 1 11.0 T 1 11.0 R 1 10.0
WB 66 411 784 L 1 12.0 TR 1 12.0 R 1 12.0
NB 19 220 75 L 1 11.0 TR 1 12.0
SB 485 127 161 L 2 24.0 TR 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L L 15 105
EB 2 L T R LR 30 90
WB 1 L L 15 ,105
WB 2 L TR R LR 30 90
WB 3 L TR R R L 20 100
WB 6 R R 10 110
NB 4 L L 10 110
NB 5 TR R 15 105
SB 4 L L L 10 110
SB 6 L L TR LR 20 100
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO05NC
SB TOTAL SOUTHCENTER PRKWY. 784
773 N/S STREET
1 1
<� >
161 i 485
v
127
1 2
v
1
*>
WB TOTAL
411 1261
66
v
S. 180TH STREET
E/W STREET
A
* - -- 1
A
< * -- 1
* - -- 1
A /\ v
1
1 - - ->
1 - - -*
v
E/W STREET
227 ^
EB TOTAL
501 268
6
v
<*
A
*>
SOUTHCENTER PRKWY.
N/S STREET
220
A
i
19 1 75
NB TOTAL
314
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO5NC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 227 258 1.00 258 1.00 0.00
T 268 305 1.00 305 0.00 0.00
R 6 7 1.00 7 0.00 1.00
WB L 66 72 1.00 72 1.00 0.00
TR 764 830 1.00 830 0.00 0.46
R 431 468 1.00 468 0.00 1.00
NB L 19 22 1.00 22 1.00 0.00
TR 295 347 1.00 347 0.00 0.25
SB L 485 527 1.00 527 1.00 0.00
TR 288 313 1.00 313 0.00 0.56
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.95 1708
T 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
R 1800 1 0.94 1.00 1.03 1.00 1.00 1.00 0.85 1.00 1481
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.93 1.00 1657
R 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
NB L 1800 1 0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.95 1675
TR 1800 1 1.00 1.00 1.01 1.00 1.00 1.00 0.96 1.00 1745
SB L 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
TR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.92 1.00 1623
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCOO5NC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
CAPACITY ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 233 25 1708 0.136 Y 0.125 213 1.094
T 305 0 1798 0.170 N 0.250 449 0.679
R 7 0 1481 0.005 N 0.250 370 0.019
WB L 62 10 1693 0.037 N 0.125 212 0.292
TR 830 0 1657 0.501 Y 0.417 690 1.203
R 468 0 1515 0.309 N 0.500 757 0.618
NB L 22 0 1675 0.013 N 0.083 140 0.157
TR 347 0 1745 0.199 Y 0.125 218 1.592
SB L 352 175 3246 0.108 Y 0.167 541 0.651
TR 313 0 1623 0.193 N 0.083 135 2.319
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.944
LOSS TIME PER CYCLE : 18 INTERSECTION V/C : 1.111
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 1.094 0.125 120 40.4 213 81.9 1.00 122.3 F
T 0.679 0.250 120 30.9 449 2.8 0.85 28.6 D
R 0.019 0.250 120 25.8 370 0.0 0.85 21.9 C 70.9 F
WB L 0.292 0.125 120 36.2 212 0.2 1.00 36.4 D
TR 1.203 0.417 120 31.1 690 116.6 0.85 125.5 F
R 0.618 0.500 120 16.5 757 1.1 0.85 15.0 B 83.1 F
NB L 0.157 0.083 120 38.8 140 0.0 1.00 38.8 D
TR 1.592 0.125 120 43.6 218 559.3 0.85 512.5 F 482.9 F
SB L 0.651 0.167 120 35.5 541 1.9 1.00 37.4 D
TR 2.319 0.083 120 47.5 135 2547.6 0.85 2205.8 F 844.4 F
INTERSECTION DELAY :331.0 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO06NC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS NOON 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 Y 18.0 3
WB 0 2 N 0 0 0.80 5 Y 18.0 3
NB 0 4 N 0 0 0.87 0 Y 15.5 3
SB 0 2 N 0 0 0.87 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 129 459 136 L 1 12.0 TR 2 21.0
WB 103 516 238 L 1 11.0 TR 2 20.0
NB 196 378 64 LTR 2 25.0
SB 325 423 140 LTR 2 27.0
S I G N A L PHA S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L L 12 88
EB 2 TR R 28 72
WB 1 L L 12 88
WB 2 TR R 28 72
NB 3 LTR LR 27 73
SB 4 LTR LR 33 67
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO06NC
<1
140
SB TOTAL
888
.>
325
v
423
W - +- E
ANDOVER PARK WEST
N/S STREET
2
< *>
v
A
\/
A
< *>
STRANDER BLVD.
E/W STREET
2
129 ^
EB TOTAL
724 459
ANDOVER PARK WEST
N/S STREET
136
v
A 238
WB TOTAL
516 857
103
v
STRANDER BLVD.
E/W STREET
378
A
196 I 64
<. .>
NB TOTAL
638
PAGE 1
CHRISTOPHER BROWN
SCHOFIELD, NOON DATA
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
7/1/2064
SCOO6NC
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 129 147 1.00 147 1.00 0.00
TR 595 676 1.00 676 0.00 0.23
WB L 103 129 1.00 129 1.00 0.00
TR 754 942 1.00 942 0.00 0.32
NB LTR 638 733 1.00 733 0.31 0.10
SB LTR 888 1021 1.00 1021 0.37 0.16
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1710
TR 1800 2 0.95 1.00 1.00 1.00 1.00 1.00 0.97 1.00 3317
WB L 1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1642
TR 1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.95 1.00 3183
NB LTR 1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.99 0.98 3474
SB LTR 1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98 3579
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, NOON DATA SCO06NC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS NOON 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 147 0 1710 0.086 Y 0.120 205 0.717
TR 676 0 3317 0.204 N 0.280 929 0.728
WB L 129 0 1642 0.079 N 0.120 197 0.655
TR 942 0 3183 0.296 Y 0.280 891 1.057
NB LTR 733 0 3474 0.211 Y 0.270 938 0.781
SB LTR 1021 0 3579 0.285 Y 0.330 1181 0.865
CYCLE LENGTH : 100.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.878
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.998
L E V E.L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.717 0.120 100 32.2 205 7.6 1.00 39.8 D
TR 0.728 0.280 100 24.7 929 2.0 0.85 22.7 C 25.7 D
WB L 0.655 0.120 100 31.9 197 5.2 1.00 37.1 D
TR 1.057 0.280 100 28.0 891 39.8 0.85 57.6 E 55.1 E
NB LTR 0.781 0.270 100 25.7 938 3.0 0.85 24.4 C 24.3 C
SB LTR 0.865 0.330 100 23.9 1181 4.9 0.85 24.5 C 24.5 C
INTERSECTION DELAY : 33.7 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO1PC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.88 0 N 0.0 3
NB -2 2 N 0 0 0.98 0 Y 13.0 5
SB 2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 122 114 37 LT 1 14.0 R 1 14.0
WB 347 0 73 L 1 12.0 LR 1 12.0
NB 0 623 220 T 1 12.0 TR 1 12.0
SB 16 843 0 L 1 12.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 LT R LR 30 90
WB 1 L LR LR 30 90
WB 2 L LR L R 20 100
NB 3 T TR R 55 65
SB 3 L T L 55 65
SB 4 L T L 15 105
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCOO1PC
SB TOTAL
859
<1 .>
0 i 16
v
843
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
A \ /
1 - - *>
1 - - -*
v
E/W STREET
122 ^
1
EB TOTAL
273 114
37
v
SOUTHCENTER PRKWY.
N/S STREET
A 73
WB TOTAL
0 420
347
v
SOUTHCENTER DRIVE
E/W STREET
623
A
0 220
<. .>
NB TOTAL
843
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO1PC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB LT 236 268 1.00 268 0.52 0.00
R 37 42 1.00 42 0.00 1.00
WB L 283 322 1.00 322 1.00 0.00
LR 137 156 1.00 156 0.47 0.53
NB T 422 431 1.00 431 0.00 0.00
TR 421 430 1.00 430 0.00 1.00
SB L 16 16 1.00 16 1.00 0.00
T 843 860 1.00 860 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.66 1271
R 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1637
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
LR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.86 1410
NB T 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 1800
TR 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00 1530
SB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO1PC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 268 0 1271 0.211 Y 0.250 318 0.843
R 42 0 1637 0.026 N 0.250 409 0.103
WB L 140 182 1693 0.083 N 0.167 282 0.496
LR 156 0 1410 0.111 N 0.417 587 0.266
NB T 431 0 1800 0.239 N 0.458 825 0.522
TR 430 0 1530 0.281 Y 0.458 701 0.613
SB L 11 5 1676 0.007 Y 0.125 209 0.053
T 860 0 3528 0.244 N 0.583 2058 0.418
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.499
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.554
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.843 0.250 120 32.5 318 12.5 0.85 38.2 D
R 0.103 0.250 120 26.3 409 0.0 0.85 22.4 C 35.9 D
WB L 0.496 0.167 120 34.5 282 1.2 1.00 35.7 D
LR 0.266 0.417 120 17.5 587 0.1 0.85 15.0 B 28.9 D
NB T 0.522 0.458 120 17.6 825 0.5 0.40 7.2 B
TR 0.613 0.458 120 18.6 701 1.1 0.50 9.8 B 8.5 B
SB L 0.053 0.125 120 35.1 209 0.0 1.00 35.1 D
T 0.418 0.583 120 10.5 2058 0.1 0.85 9.0 B 9.5 B
INTERSECTION DELAY : 16.1 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO02PC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
- -- - -- - - -- - - -- - - --
EB -1 1 N 0 0 0.87 0 N 0.0 3
NB 0 0 N 0 0 0.95 0 N 0.0 5
SB 0 0 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 191 0 576 L 1 12.0 R 1 12.0
NB 1290 652 0 L 2 24.0 T 2 24.0
SB 0 641 586 T 2 24.0 R 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L
EB 3 R
NB 2 T
NB 3 L
SB 1 R
SB 2 R
R
T
L R 40
R 50
30
L 50
R 40
R 30
80
70
90
70
80
90
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCOO2PC
N
W - +- E
SB TOTAL
1227
<' v
586 641
SOUTHCENTER PARKWAY
N/S STREET
1 2
<*
191 ^
EB TOTAL
767 576 A \/
1 - - -*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
1290 652
<,
A
I 1
NB TOTAL
1942
< * A
I I
2 2
SOUTHCENTER PARKWAY
N/S STREET
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO2PC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
NB
SB
L 191 220 1.00 220 1.00 0.00
R 576 662 1.00 662 0.00 1.00
L 1290 1358 1.00 1358 1.00 0.00
T 652 686 1.00 686 0.00 0.00
T 641 675 1.00 675 0.00 0.00
R 586 617 1.00 617 0.00 1.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA
EB L 1800 1
R 1800 1
NB L
T
SB T
R
ADJ.
RT LT FLOW
■- -- - - -- - - -- - - --
1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO02PC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 220 0 1530 0.144 N 0.333 510 0.431
R 662 0 1530 0.433 Y 0.750 1147 0.577
NB L 1358
T 686
3312 0.410 Y 0.417 1380 0.984
3600 0.191 N 0.250 900 0.762
SB T 675 0 3600 0.187 N 0.250 900 0.750
R 617 0 1530 0.403 Y 0.583 892 0.692
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.246
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.347
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.431 0.333 120 23.7 510 0.4 1.00 24.1 C
R 0.577 0.750 120 5.0 1147 0.5 0.85 4.7 A 9.5 B
NB L 0.984 0.417 120 26.3 1380 15.4 1.00 41.7 E
T 0.762 0.250 120 31.7 900 2.7 0.50 17.2 C 33.5 D
SB T 0.750 0.250 120 31.6 900 2.5 0.50 17.0 C
R 0.692 0.583 120 13.3 892 1.6 0.50 7.4 B 12.4 B
INTERSECTION DELAY : 22.0 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO03PC
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK 1989 CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 2 1 N 0 0 0.87 0 N 0.0 3
NB 0 1 N 0 0 0.95 0 N 0.0 5
SB 0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / VOLUMES
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 277 R 1 14.0
NB 0 1942 0 T 4 48.0
SB 0 1285 0 T 2 24.0
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO03PC
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK 1989 CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
U N S I G N A L I Z E D C R I T I C A L GAPS
APP
EB
NB
SB
CRITICAL GAPS (SEC)
LEFT TURN THROUGH RIGHT TURN
0.00 - -- 6.00
0.00
V O L U M E A L L O C A T I O N T O LAN E S
LANE 1 LANE 2 LANE 3
APP L T R L T R L T
EB 0 0 277 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 642 0 0 643 0 0 0 0
U N S I G N A L I Z E D
APP LANE 1 LANE 2 LANE 3
EB RESERVE CAPACITY 110
LEVEL OF SERVICE D
NB RESERVE CAPACITY - --
LEVEL OF SERVICE
SB RESERVE CAPACITY
LEVEL OF SERVICE
MAJOR STREET - NB /SB
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO04PC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
APP
WB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
2 3 N 0 0 0.98 10 Y 18.0 4
2 3 N 0 0 0.98 10 Y 18.0 3
-2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 916 0 767 L 1 12.0 R 1 12.0
NB 0 1336 834 T 2 24.0 R 1 12.0
SB 681 1052 0 L 2 24.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
WB 3 L R LR 60 60
WB 1 R R 20 100
NB 2 T R R 40 80
NB 3 R R 60 60
SB 2 T 40 80
SB 1 T L L 20 100
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO04PC
SOUTHCENTER PRKWY.
N/S STREET
2 2
v *>
\/
A *>
2 1
SOUTHCENTER PRKWY.
N/S STREET
SB TOTAL
1733
v .>
1052 681
STRANDER BLVD.
E/W STREET
1336
834
A .>
NB TOTAL
2170
A 767
v
WB TOTAL
916 1683
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO4PC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB L 916 935 1.00 935 1.00 0.00
R 767 783 1.00 783 0.00 1.00
NB
SB
T 1336 1363 1.00 1363 0.00 0.00
R 834 851 1.00 851 0.00 1.00
L 681 695 1.00 695 1.00 0.00
T 1052 1073 1.00 1073 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
WB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOO4PC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
CAPACITY ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
IMO 01110
WB L 935 0 1500 0.623 Y 0.500 750 1.247
783 0 1500 0.522 Y 0.667 1000 0.783
NB T 1363 0 3528 0.386 N 0.333 1176 1.159
R 851 0 1500 0.567 Y - 0.833 1250 0.681
SB L 695 0 3312 0.210 Y 0.167 552 1.259
T 1073 0 3600 0.298 N 0.500 1800 0.596
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.922
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 2.078
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
WB L 1.247 0.500 120 30.3 750 146.1 1.00 176.4 F
R 0.783 0.667 120 10.6 1000 2.9 0.71 9.6 B 100.3 F
NB T 1.159 0.333 120 33.0 1176 84.0 0.85 99.4 F
R 0.681 0.833 120 2.9 1250 1.1 0.85 3.4 A 62.5 F
SB L 1.259 0.167 120 40.1 552 159.3 1.00 199.4 F
T 0.596 0.500 120 16.2 1800 0.4 0.40 6.6 B 82.3 F
INTERSECTION DELAY : 80.0 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO05PC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
=Os Mae MED WHO
EB -6 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.92 0 N 0.0 3
NB -2 1 N 0 0 0.85 3 Y 18.0 3
SB 2 2 N 0 0 0.92 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 162 306 4 L 1 11.0 T 1 11.0 R 1 10.0
WB 151 611 485 L 1 12.0 TR 1 12.0 R 1 12.0
NB 32 149 46 L 1 11.0 TR 1 12.0
SB 274 168 408 L 2 24.0 TR 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
- -- - - -- - - -- -- - --
EB 1 L T R LR 20 80
WB 2 R R 15 85
WB 3 R TR L LR 20 80
NB 4 L TR LR 20 80
SB 5 L L TR LR 25 75
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO05PC
SB TOTAL
850
I I
I I
<1 >
408 i 274
v
168
E/W STREET
162 ^
EB TOTAL
472 306
4
v
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
1 2
<*
v
<*
A
*>
SOUTHCENTER PRKWY.
N/S STREET
^ 485
WB TOTAL
611 1247
151
v
S. 180TH STREET
E/W STREET
149
A
I
32 1 46
<. .>
NB TOTAL
227
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO5PC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK 1989 CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 162 184 1.00 184 1.00 0.00
T 306 348 1.00 348 0.00 0.00
R 4 5 1.00 5 0.00 1.00
WB L 151 164 1.00 164 1.00 0.00
TR 647 703 1.00 703 0.00 0.06
R 449 488 1.00 488 0.00 1.00
NB L 32 38 1.00 38 1.00 0.00
TR 195 229 1.00 229 0.00 0.24
SB L 274 298 1.00 298 1.00 0.00
TR 576 626 1.00 626 0.00 0.71
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.20 360
T 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
R 1800 1 0.94 1.00 1.03 1.00 1.00 1.00 0.85 1.00 1481
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.53 944
TR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1764
R 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
NB L 1800 1 0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.20 353
TR 1800 1 1.00 1.00 1.01 1.00 1.00 1.00 0.96 1.00 1745
SB L 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
TR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.89 1.00 1570
PAGE 2 CHRISTOPHER BROWN 7/1/2064
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK
ACTUATED SIGNAL
SCHOFIELD, PM DATA
1989
CBD ? N
SCOO5PC
C A P A C I T Y
ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
T
R
WB L
TR
R
NB L
TR
SB L
TR
184 0 360 0.511
348 0 1798 0.194
5 0 1481 0.003
164 0 944 0.174
703 0 1764 0.399
488 0 1515 0.322
38 0 353 0.108
229 0 1745 0.131
298 0 3246 0.092
626 0 1570 0.399
CYCLE LENGTH : 100.0
LOSS TIME PER CYCLE :
CRIT ?
Y
N
N
N
Y
N
Y
Y
GREEN LN GR V/C
RATIO CAPACITY RATIO
0.200
0.200
0.200
0.200
0.200
0.350
0.200
0.200
72
360
296
189
353
530
71
349
2.556
0.967
0.017
0.868
1.992
0.921
0.535
0.656
N 0.500 1623 0.184
Y 0.250 392 1.597
SUM OF CRITICAL LANES' FLOW RATIOS : 1.548
15 INTERSECTION V/C : 1.821
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB L 2.556 0.200 100
T 0.967 0.200 100
R 0.017 0.200 100
WB L 0.868 0.200 100
TR 1.992 0.200 100
R 0.921 0.350 100
NB L 0.535 0.200 100
TR 0.656 0.200 100
SB L 0.184 0.500 100
TR 1.597 0.250 100
49.8
30.2
24.4
29.4
40.4
23.7
27.2
28.0
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
72 3712.7 0.85
360 28.6 0.85
296 0.0 0.85
189 22.1 0.85
353 1392.5 0.85
530 15.5 0.85
71 5.7 0.85
349 3.1 0.85
10.5 1623 0.0 0.85
35.6 392 549.9 0.85
3198.1
50.0
20.7
43.8
1218.0
33.3
28.0
26.4
F
E
C 1128.4 F
E
F
D 649.2 F
D
D 26.5 D
8.9 B
497.7 F 339.7 F
INTERSECTION DELAY :585.7 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO06PC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS P.M PEAK HOUR 1989 CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 Y 18.0 3
WB 0 2 N 0 0 0.80 5 Y 18.0 3
NB 0 4 N 0 0 0.87 0 Y 15.5 3
SB 0 2 N 0 0 0.87 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 98 424 64 L 1 12.0 TR 2 21.0
WB 45 608 170 L 1 11.0 TR 2 20.0
NB 156 427 54 LTR 2 25.0
SB 271 315 112 LTR 2 27.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
- -- - - -- - - -- -- - --
EB 1 L L 12 88
EB 2 TR R 28 72
WB 1 L L 12 88
WB 2 TR R 28 72
NB 3 LTR LR 27 73
SB 4 LTR LR 33 67
7/1/2064 CHRISTOPHER BROWN
INTERSECTION SCO06PC
<1
SB TOTAL
698
112 i 271
v
315
STRANDER BLVD.
E/W STREET
98 ^
EB TOTAL
586 424
64
v
W - +- E
ANDOVER PARK WEST
N/S STREET
2
< *>
v
A
< *>
2
ANDOVER PARK WEST
N/S STREET
^ 170
WB TOTAL
608 823
45
v
STRANDER BLVD.
E/W STREET
427
A
156 54
<. .>
NB TOTAL
637
PAGE 1 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCOO6PC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS P.M PEAK HOUR 1989 CBD ? N
ACTUATED SIGNAL
' V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 98 111 1.00 111 1.00 0.00
TR 488 555 1.00 555 0.00 0.13
WB L 45 56 1.00 56 1.00 0.00
TR 778 972 1.00 972 0.00 0.22
NB LTR 637 732 1.00 732 0.24 0.08
SB LTR 698 802 1.00 802 0.39 0.16
S A T U R A T I O N F L O W
IDEAL # OFD ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1710
TR 1800 2 0.95 1.00 1.00 1.00 1.00 1.00 0.98 1.00 3352
WB L 1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1642
TR 1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.97 1.00 3250
NB LTR 1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.99 0.99 3520
SB LTR 1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98 3579
PAGE 2 CHRISTOPHER BROWN 7/1/2064
SCHOFIELD, PM DATA SCO06PC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS P.M PEAK HOUR 1989 CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 111 0 1710 0.065 Y 0.120 205 0.541
TR 555 0 3352 0.166 N 0.280 939 0.591
WB L 56 0 1642 0.034 N 0.120 197 0.284
TR 972 0 3250 0.299 Y 0.280 910 1.068
NB LTR 732 0 3520 0.208 Y 0.270 950 0.771
SB LTR 802 0 3579 0.224 Y 0.330 1181 0.679
CYCLE LENGTH : 100.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.796
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.905
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.541 0.120 100 31.5 205 2.2 1.00 33.7 D
TR 0.591 0.280 100 23.6 939 0.7 0.85 20.7 C 22.8 C
WB L 0.284 0.120 100 30.5 197 0.2 1.00 30.7 D
TR 1.068 0.280 100 28.1 910 43.6 0.85 60.9 F 59.2 E
NB LTR 0.771 0.270 100 25.6 950 2.8 0.85 24.1 C 24.0 C
SB LTR 0.679 0.330 100 22.0 1181 1.1 0.85 19.6 C 19.6 C
INTERSECTION DELAY : 33.9 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO11N
INTERSECTION :
OFFRAMP FROM I -5 @
SOUTHCENTER DRIVEWA @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 0 N 0 0 0.95 0 N 12.0 3
WB 2 0 N 0 0 0.95 0 N 0.0 3
NB -2 2 N 0 0 0.98 0 Y 13.0 5
SB 2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 105 137 22 LT 1 14.0 R 1 14.0
WB 288 0 58 L 1 12.0 LR 1 12.0
NB 0 748 251 T 1 12.0 TR 1 12.0
SB 39 868 0 L 1 12.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV
EB 1 LT R LR
WB 1 L LR LR
WB 2 L LR L R
NB 3 T TR R
SB 3 L T L
SB 4 L T L
G Y +R
30 90
30 90
20 100
55 65
55 65
15 105
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO11N
SB TOTAL
907
<1 `>
0 i 39
v
868
SOUTHCENTER PRKWY.
N/S STREET
A \/
1 - - *>
1 - - -*
v
OFFRAMP FROM I -5
E/W STREET
105 ^
1
EB TOTAL
264 137
>
22
v
A A
1 1
SOUTHCENTER PRKWY.
N/S STREET
^ 58
WB TOTAL
0 346
288
v
SOUTHCENTER DRIVEWA
E/W STREET
748
A
0 251
<. >
i
NB TOTAL
999
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO11N
INTERSECTION :
OFFRAMP FROM I -5 @
SOUTHCENTER DRIVEWA @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
Nilo ONO MIS 0•111
LT 242 255 1.00 255 0.43 0.00
R 22 23 1.00 23 0.00 1.00
L 234 246 1.00 246 1.00 0.00
LR 112 118 1.00 118 0.48 0.52
T 500 510 1.00 510 0.00 0.00
TR 499 509 1.00 509 0.00 1.00
L 39 40 1.00 40 1.00 0.00
T 868 886 1.00 886 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.79 1522
R 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1637
MOP
WB L
LR
NB T
TR
SB L
T
1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95
1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.87
1800 1 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00
1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00
1693
1426
1800
1530
1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO11N
INTERSECTION :
OFFRAMP FROM I -5 @
SOUTHCENTER DRIVEWA @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 255 0 1522 0.168 Y 0.250 380 0.671
R 23 0 1637 0.014 N 0.250 409 0.056
WB L 59 187 1693 0.035 N 0.167 282 0.209
LR 118 0 1426 0.083 N 0.417 594 0.199
NB T 510 0 1800 0.283 N 0.458 825 0.618
TR 509 0 1530 0.333 Y 0.458 701 0.726
SB L 30 10 1676 0.018 Y 0.125 209 0.144
T 886 0 3528 0.251 N 0.583 2058 0.431
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.519
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.577
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.671 0.250 120 30.8 380 3.2 0.85 28.9 D
R 0.056 0.250 120 26.0 409 0.0 0.85 22.1 C 28.2 D
WB L 0.209 0.167 120 32.8 282 0.1 1.00 32.9 D
LR 0.199 0.417 120 16.9 594 0.0 0.85 14.4 B 26.8 D
NB T 0.618 0.458 120 18.7 825 1.0 0.50 9.8 B
TR 0.726 0.458 120 20.1 701 2.6 0.50 11.3 B 10.5 B
SB L 0.144 0.125 120 35.6 209 0.0 1.00 35.6 D
T 0.431 0.583 120 10.6 2058 0.1 0.85 9.1 B 10.2 B
INTERSECTION DELAY : 14.6 secs /veh
LEVEL OF SERVICE : B
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO22N
W - +- E
SB TOTAL
1178
<1 v
349 829
SOUTHCENTER PARKWAY
N/S STREET
1 2
<* v
235 ^
EB TOTAL /\
702 467 A \/
1 - - -*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
663 764
<.
NB TOTAL
1427
A
<*
A
2
SOUTHCENTER PARKWAY
N/S STREET
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO22N
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE NOON DESIGN CBD ?N
ACTUATED SIGNAL
APP
EB
NB
SB
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
-1 1 N 0 0 0.95 0 N 0.0 3
O 0 N 0 0 1.00 0 N 0.0 5
O 0 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 235 0 467 L 1 12.0 R 1 12.0
NB 663 764 0 L 2 24.0 T 2 24.0
SB 0 829 349 T 2 24.0 R 1 12.0
APP PHASE
S I G N A L P H A S I N G
1ST MV 2ND MV 3RD MV PROT PMSV
EB 1 L
EB 3 R
NB 2 T
NB 3 L
SB 1 R
SB 2 R
R
T
G Y +R
L R 50 70
R 40 80
30 90
L 40 80
R 40 80
R 30 90
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO22N
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 235 247 1.00 247 1.00 0.00
R 467 492 1.00 492 0.00 1.00
NB L 663 663 1.00 663 1.00 0.00
T 764 764 1.00 764 0.00 0.00
SB T 829 873 1.00 873 0.00 0.00
R 349 367 1.00 367 0.00 1.00
S A T U R A T I O N F L O W
IDEAL /1 OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
SB T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO22N
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE NOON DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 247 0 1530 0.161 N 0.417 637 0.388
R 492 0 1530 0.322 Y 0.750 1147 0.429
NB L 663 0 3312 0.200 Y 0.333 1104 0.601
T 764 0 3600 0.212 N 0.250 900 0.849
SB T 873 0 3600 0.242 Y 0.250 900 0.970
R 367 0 1530 0.240 N 0.667 1020 0.360
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.764
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 0.826
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR • 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.388 0.417 120 18.5 637 0.2 1.00 18.7 C
R 0.429 0.750 120 4.2 1147 0.2 0.85 3.7 A 8.7 B
NB L 0.601 0.333 120 25.3 1104 0.7 1.00 26.0 D
T 0.849 0.250 120 32.6 900 5.4 0.61 23.2 C 24.5 C
SB T 0.970 0.250 120 33.9 900 17.0 0.61 31.0 D
R 0.360 0.667 120 6.7 1020 0.1 0.40 2.7 A 22.6 C
INTERSECTION DELAY : 20.4 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC033N
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE NOON DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
APP
EB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
2 1 N 0 0 0.87 0 N 0.0 3
0 1 N 0 0 0.95 0 N 0.0 5
0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 400 R 1 14.0
NB 0 1423 0 T 4 48.0
SB 0 1296 0 T 2 24.0
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO33N
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE NOON DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
U N S I G N A L I Z E D C R I T I C A L G A P S
APP
EB
NB
SB
CRITICAL GAPS (SEC)
LEFT TURN THROUGH RIGHT TURN
0.00
0.00
6.00
V O L U M E A L L O C A T I O N T O LANES
LANE 1
LANE 2 LANE 3
APP L T R L T R L T R
EB 0 0 400 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 648 0 0 648 0 0 0 0
U N S I G N A L I Z E D
APP LANE 1 LANE 2 LANE 3
EB RESERVE CAPACITY -42
LEVEL OF SERVICE FAILURE
NB RESERVE CAPACITY
LEVEL OF SERVICE
SB RESERVE CAPACITY
LEVEL OF SERVICE
MAJOR STREET - NB /SB
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC044N
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
WB 2 3 N 0 0 0.98 10 Y 18.0 4
NB 2 3 N 0 0 0.98 10 Y 18.0 3
SB -2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 599 0 502 L 1 12.0 R 1 12.0
NB 0 942 618 T 2 24.0 R 1 12.0
SB 648 1039 0 L 2 24.0 T 2 24.0
S I G N A L P HAS I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV
WB 3 L R LR
WB 1 R R
NB 2 T R
NB 3 R
SB 2 T
SB 1 T L L
R
R
G Y +R
55 65
25 95
40 80
55 65
40 80
25 95
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO44N
SOUTHCENTER PRKWY.
N/S STREET
A *>
2 1
SOUTHCENTER PRKWY.
N/S STREET
N
W -4-- E
SB TOTAL
1687
v .>
1039 648
STRANDER BLVD.
E/W STREET
942 618
A .>
NB TOTAL
1560
A 502
v
WB TOTAL
599 1101
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC044N
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB L 599 611 1.00 611 1.00 0.00
R 502 512 1.00 512 0.00 1.00
NB T 942 961 1.00 961 0.00 0.00
R 618 631 1.00 631 0.00 1.00
SB L 648 661 1.00 661 1.00 0.00
T 1039 1060 1.00 1060 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
WB L 1800 1
R 1800 1
NB T
R
SB L
T
1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
180,0 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO44N
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
WB L 611 0 1500 0.407 Y 0.458 687 0.889
R 512 0 1500 0.341 Y 0.667 1000 0.512
NB T 961 0 3528 0.272 N 0.333 1176 0.817
R 631 0 1500 0.421 Y 0.792 1187 0.532
SB L 661 0 3312 0.200 Y 0.208 690 0.958
T 1060 0 3600 0.294 N 0.542 1950 0.544
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.369
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.480
O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
L E V E L alla MHO MD
WB L 0.889 0.458 120 22.6 687 9.7 1.00 32.3 D
R 0.512 0.667 120 7.7 1000 0.4 0.62 5.0 A 19.8 C
NB T 0.817 0.333 120 27.9 1176 3.3 0.85 26.5 D
R 0.532 0.792 120 3.4 1187 0.4 0.85 3.2 A 17.3 C
SB L 0.958 0.208 120 35.7 690 17.9 1.00 53.6 E
T 0.544 0.542 120 13.6 1950 0.2 0.40 5.5 B 24.0 C
INTERSECTION DELAY : 20.5 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO55N
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -6 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.92 0 N 0.0 3
NB -2 1 N 0 0 0.85 3 Y 18.0 3
SB 2 2 N 0 0 0.92 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 216 235 5 L 1 11.0 T 1 11.0 R 1 10.0
WB 58 360 206 L 1 12.0 TR 1 12.0 R 1 12.0
NB 17 213 66 L 1 11.0 TR 1 12.0
SB 443 128 157 L 2 24.0 TR 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV
EB 1 L L
EB 2 L T R LR
WB 1 L L
WB 2 L TR R LR
WB 3 L TR R R L
WB 6 R R
NB 4 L L
NB 5 TR R
SB 4 L L L
SB 6 L L TR LR
G Y +R
15 105
30 90
15 105
30 90
20 100
10 110
10 110
15 105
10 110
20 100
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO55N
SB TOTAL
728
<I >
157 i 443
v
128
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
1 2
<*
v *>
^ 206
WB TOTAL
360 624
58
v
S. 180TH STREET
E/W STREET
A
* - -- 1
A
< * -- 1
* - -- 1
A
1 - - -* \/
1 - - ->
1 - - -*
v
E/W STREET
216 ^
EB TOTAL
456 235
5
SOUTHCENTER PRKWY.
N/S STREET
213
A
i
17 1 66
<. .>
NB TOTAL
296
1
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC055N
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 216 245 1.00 245 1.00 0.00
T 235 267 1.00 267 0.00 0.00
R 5 6 1.00 6 0.00 1.00
WB L 58 63 1.00 63 1.00 0.00
TR 363 395 1.00 395 0.00 0.01
R 203 221 1.00 221 0.00 1.00
NB L 17 20 1.00 20 1.00 0.00
TR 279 328 1.00 328 0.00 0.24
SB L 443 482 1.00 482 1.00 0.00
TR 285 310 1.00 310 0.00 0.55
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.95 1708
T 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
R 1800 1 0.94 1.00 1.03 1.00 1.00 1.00 0.85 1.00 1481
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1782
R 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
NB L 1800 1 0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.95 1675
TR 1800 1 1.00 1.00 1.01 1.00 1.00 1.00 0.96 1.00 1745
SB L 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
TR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.92 1.00 1623
PAGE 2 CHRISTOPHER BROWN 11/24/2009
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY NOON
ACTUATED SIGNAL
SCHOFIELD, NOON DATA
DESIGN
CBD ? N
SCO55N
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
T
R
WB L
TR
R
NB L
TR
SB L
TR
49
267
6
58
395
221
20
328
196
0
0
5
0
0
0
0
1708 0.029
1798 0.148
1481 0.004
1693 0.034
1782 0.222
1515 0.146
1675 0.012
1745 0.188
GREEN LN GR V/C
CRIT ? RATIO CAPACITY RATIO
Y
N
N
N
Y
N
N
Y
303 179 3246 0.093 Y
310 0 1623 0.191 N
CYCLE LENGTH : 120.0
LOSS TIME PER CYCLE : 18
0.125
0.250
0.250
0.125
0.417
0.500
0.083
0.125
213
449
370
212
742
757
140
218
0.230
0.595
0.016
0.274
0.532
0.292
0.143
1.505
0.167 541 0.560
0.083 135 2.296
SUM OF CRITICAL LANES' FLOW RATIOS : 0.532
INTERSECTION V/C : 0.626
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF
EB L 0.230 0.125 120
T 0.595 0.250 120
R 0.016 0.250 120
WB L 0.274 0.125 120
TR 0.532 0.417 120
R 0.292 0.500 120
NB L 0.143 0.083 120
TR 1.505 0.125 120
SB L 0.560 0.167 120
TR 2.296 0.083 120
35.9 213 0.1 1.00
30.1 449 1.6 0.85
25.8 370 0.0 0.85
36.2 212 0.2 1.00
19.9 742 0.6 0.85
13.3 757 0.1 0.85
38.8 140 0.0 1.00
43.0 218 434.8 0.85
LN GR LN GR APP APP
DELAY LOS DELAY LOS
36.0
26.9
21.9
36.4
17.4
11.4
38.8
406.1
D
D
C
D
C
B
D
F
34.9 541 1.0 1.00 35.9 D
47.4 135 2456.0 0.85 2127.9 F
31.1 D
17.2 C
383.9 F
853.7 F
INTERSECTION DELAY :358.6 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO66N
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
- -- - -- - - -- - - -- - - --
EB 0 1 N 0 0 0.88 0 Y 18.0 3
WB 0 2 N 0 0 0.80 5 Y 18.0 3
NB 0 4 N 0 0 0.87 0 Y 15.5 3
SB 0 2 N 0 0 0.87 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 114 442 116 L 1 12.0 T 2 24.0 R 1 11.0
WB 99 503 209 L 1 11.0 TR 2 20.0
NB 167 340 76 LTR 2 25.0
SB 274 391 124 LTR 2 27.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT
EB 1 L
EB 2 T
WB 1 L
WB 2 TR
NB 3 LTR
SB 4 LTR
R
L
L
LR
LR
PMSV
R
R
G Y +R
12
28
12
28
27
33
88
72
88
72
73
67
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO66N
<1
124
SB TOTAL
789
.>
274
v
391
ANDOVER PARK WEST
N/S STREET
2
< *>
v
A /\
1 - - -* \/
2 - - ->
1 - - -*
v
A
< *>
STRANDER BLVD.
E/W STREET
2
114 ^
EB TOTAL
672 442
ANDOVER PARK WEST
N/S STREET
116
v
^ 209
WB TOTAL
503 811
99
STRANDER BLVD.
E/W STREET
340
A
167 I 76
<. .>
I' I
NB TOTAL
583
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO66N
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
L 114 130 1.00 130 1.00 0.00
T 442 502 1.00 502 0.00 0.00
R 116 132 1.00 132 0.00 1.00
L 99 124 1.00 124 1.00 0.00
TR 712 890 1.00 890 0.00 0.29
LTR 583 670 1.00 670 0.29 0.13
LTR 789 907 1.00 907 0.35 0.16
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1710
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
R 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1484
WB L 1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1642
TR 1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.96 1.00 3216
NB LTR 1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.98 0.99 3493
SB LTR 1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98 3579
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC066N
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 130 0 1710 0.076 Y 0.120 205 0.634
T 502. 0 3600 0.139 N 0.280 1008 0.498
R 132 0 1484 0.089 N 0.280 416 0.317
WB L 124 0 1642 0.076 N 0.120 197 0.629
TR 890 0 3216 0.277 Y 0.280 900 0.989
NB LTR 670 0 3493 0.192 Y 0.270 943 0.710
SB LTR 907 0 3579 0.253 Y 0.330 1181 0.768
CYCLE LENGTH : 100.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.798
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.907
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.634 0.120 100 31.9 205 4.3 1.00 36.2 D
T 0.498 0.280 100 22.9 1008 0.3 0.85 19.7 C
R 0.317 0.280 100 21.6 416 0.2 0.85 18.5 C 22.3 C
WB L 0.629 0.120 100 31.8 197 4.3 1.00 36.1 D
TR 0.989 0.280 100 27.2 900 20.7 0.85 40.7 E 40.1 E
NB LTR 0.710 0.270 100 25.1 943 1.8 0.85 22.9 C 22.8 C
SB LTR 0.768 0.330 100 22.8 1181 2.2 0.85 21.2 C 21.2 C
INTERSECTION DELAY : 27.5 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SCO77N
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 0 N 0 0 0.80 5 Y 17.7 3
WB 0 0 N 0 0 0.80 5 Y 17.7 3
NB 0 2 N 0 0 0.98 2 Y 13.0 3
SB 0 2 N 0 0 0.98 2 Y 13.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 27 1 47 LT 1 11.0 R 1 11.0
WB 4 1 64 LT 1 11.0 R 1 12.0
NB 43 1071 6 L 1 12.0 TR 2 24.0
SB 57 1163 43 L 1 12.0 TR 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 LT R LR 10 110
WB 1 LT R LR 10 110
NB 2 L L 5 115
NB 3 L TR LR 105 15
SB 2 L L 5 115
SB 3 L TR LR 105 15
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO77N
SB TOTAL
1263
<� .>
43 i 57
v
1163
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
2 1
A \ /
1 - - *>
1 - - -*
v
S. 168TH STREET
E/W STREET
27 ^
EB TOTAL
75 1
47
< * A
*>
1 2
SOUTHCENTER PRKWY.
N/S STREET
^ 64
WB TOTAL
1 69
4
v
DRIVEWAY
E/W STREET
1071
A
43 6
<. .>
NB TOTAL
1120
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077N
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB LT 28 35 1.00 35 0.96 0.00
R 47 59 1.00 59 0.00 1.00
WB LT 5 6 1.00 6 0.83 0.00
R 64 80 1.00 80 0.00 1.00
NB L 43 44 1.00 44 1.00 0.00
TR 1077 1099 1.00 1099 0.00 0.01
SB L 57 58 1.00 58 1.00 0.00
TR 1206 1231 1.00 1231 0.00 0.04
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.93 1624
R 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1484
WB LT
R
NB L
TR
SB L
TR
1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1589
1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
1800 2 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SCO77N
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
WEEKDAY NOON DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 35 0 1624 0.022 N 0.083 135 0.259
R 59 0 1484 0.040 N 0.083 124 0.476
WB LT 6 0 1589 0.004 N 0.083 132 0.045
R 80 0 1530 0.052 Y 0.083 127 0.630
NB L 42 2 1693 0.025 N 0.042 71 0.592
TR 1099 0 3564 0.308 N 0.875 3118 0.352
SB L 56 2 1693 0.033 Y 0.042 71 0.789
TR 1231 0 3528 0.349 Y 0.875 3087 0.399
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.434
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 0.469
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.259 0.083 120 39.2 135 0.2 0.85 33.5 D
R 0.476 0.083 120 39.9 124 2.2 0.85 35.8 D 34.6 D
WB LT 0.045 0.083 120 38.5 132 0.0 0.85 32.7 D
R 0.630 0.083 120 40.4 127 6.5 0.85 39.9 D 38.9 D
NB L 0.592 0.042 120 42.9 71 8.5 1.00 51.4 E
TR 0.352 0.875 120 1.0 3118 0.0 0.85 0.8 A 2.7 A
SB L 0.789 0.042 120 43i3 71 28.1 1.00 71.4 F
TR 0.399 0.875 120 1.1 3087 0.0 0.40 0.4 A 3.6 A
INTERSECTION DELAY : 5.5 secs /veh
LEVEL OF SERVICE : B
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO11PM
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.88 0 N 0.0 3
NB -2 2 N 0 0 0.98 0 Y 13.0 5
SB 2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 109 102 33 LT 1 14.0 R 1 14.0
WB 312 0 65 L 1 12.0 LR 1 12.0
NB 0 656 198 T 1 12.0 TR 1 12.0
SB 14 861 0 L 1 12.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
.11=P IMP all• OMB
EB 1 LT R LR 30 90
WB 1 L LR LR 30 90
WB 2 L LR L R 20 100
NB 3 T TR R 55 65
SB 3 L T L 55 65
SB 4 L T L 15 105
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO11PM
SB TOTAL
875
<I .>
0 i 14
v
861
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
2 1
v *>
/\
A \ /
1 - - *>
1 - - -*
v
E/W STREET
109 ^
EB TOTAL
244 102
33
A A
1 1
SOUTHCENTER PRKWY.
N/S STREET
^ 65
WB TOTAL
0 377
312
v
SOUTHCENTER DRIVE
E/W STREET
656
A
0 198
NB TOTAL
854
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO11PM
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB LT 211 240 1.00 240 0.52 0.00
R 33 37 1.00 37 0.00 1.00
WB L 254 289 1.00 289 1.00 0.00
LR 123 140 1.00 140 0.47 0.53
NB T 427 436 1.00 436 0.00 0.00
TR 427 436 1.00 436 0.00 1.00
SB L 14 14 1.00 14 1.00 0.00
T 861 879 1.00 879 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.71 1367
R 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1637
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
LR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.87 1426
NB T 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 1800
TR 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00 1530
SB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO11PM
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 240 0 1367 0.176 Y 0.250 342 0.702
R 37 0 1637 0.023 N 0.250 409 0.090
WB L 102 187 1693 0.060 N 0.167 282 0.362
LR 140 0 1426 0.098 N 0.417 594 0.236
NB T 436 0 1800 0.242 N 0.458 825 0.528
TR 436 0 1530 0.285 Y 0.458 701 0.622
SB L 9 5 1676 0.005 Y 0.125 209 0.043
T 879 0 3528 0.249 N 0.583 2058 0.427
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.466
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.518
O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
L E V E L COM •1•11 SSW
EB LT 0.702 0.250 120 31.1 342 4.3 0.85 30.1 D
R 0.090 0.250 120 26.2 409 0.0 0.85 22.3 C 29.0 D
WB L 0.362 0.167 120 33.7 282 0.4 1.00 34.1 D
LR 0.236 0.417 120 17.2 594 0.0 0.85 14.6 B 27.7 D
NB T 0.528 0.458 120 17.7 825 0.5 0.40 7.3 B
TR 0.622 0.458 120 18.7 701 1.2 0.50 9.9 B 8.6 B
SB L 0.043 0.125 120 35.1 209 0.0 1.00 35.1 D
T 0.427 0.583 120 10.5 2058 0.1 0.85 9.0 B 9.4 B
INTERSECTION DELAY : 14.5 secs /veh
LEVEL OF SERVICE : B
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO22PM
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
APP
EB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
-1 1 N 0 0 0.95 0 N 0.0 3
O 0 N 0 0 1.00 0 N 0.0 5
O 0 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 171 0 530 L 1 12.0 R 1 12.0
NB 1207 683 0 L 2 24.0 T 2 24.0
SB 0 681 525 T 2 24.0 R 1 12.0
APP PHASE
S I G N A L P H A S I N G
1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L
EB 3 R
NB 2 T
NB 3 L
SB 1 R
SB 2 R
R
T
L R 40
R 50
30
L 50
R 40
R 30
80
70
90
70
80
90
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO22PM
SB TOTAL
1206
<1 v
525 681
SOUTHCENTER PARKWAY
N/S STREET
171 ^
EB TOTAL /\
701 530 \/
1 - - -*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
1207 683
<. ^
NB TOTAL
1890
<*
1 1
2 2
SOUTHCENTER PARKWAY
N/S STREET
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO22PM
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
NB
SB
L 171
R 530
L 1207
T 683
T 681
R 525
180 1.00 180
558 1.00 558
1207
1.00 1207
683 1.00 683
717 1.00 717
553 1.00 553
1.00 0.00
0.00 1.00
1.00 0.00
0.00 0.00
0.00 0.00
0.00 1.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
SB T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO22PM
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 180 0 1530 0.118 N 0.333 510 0.353
R 558 0 1530 0.365 Y 0.750 1147 0.486
NB L 1207 0 3312 0.364 Y 0.417 1380 0.875
T 683 0 3600 0.190 N 0.250 900 0.759
SB T 717 0 3600 0.199 N 0.250 900 0.797
R 553 0 1530 0.361 Y 0.583 892 0.620
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.090
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.178
O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
L E V E L i■ MID
EB L 0.353 0.333 120 23.0 510 0.2 1.00 23.2 C
R 0.486 0.750 120 4.5 1147 0.3 0.85 4.1 A 8.7 B
NB L 0.875 0.417 120 24.4 1380 4.7 1.00 29.1 D
T 0.759 0.250 120 31.7 900 2.6 0.50 17.1 C 24.8 C
SB T 0.797 0.250 120 32.0 900 3.6 0.50 17.8 C
R 0.6200.583 120 12.4 892 1.0 0.50 6.7 B 13.0 B
INTERSECTION DELAY : 17.9 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO33PM
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 2 1 N 0 0 0.87 0 N 0.0 3
NB 0 1 N 0 0 0.95 0 N 0.0 5
SB 0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 293 R 1 14.0
NB 0 1890 0 T 4 48.0
SB 0 1271 0 T 2 24.0
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC033PM
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
AVERAGE P.M. PEAK DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
U N S I G N A L I Z E D C R I T I C A L G A P S
APP
EB
NB
SB
CRITICAL GAPS (SEC)
LEFT TURN THROUGH RIGHT TURN
0.00
0.00
6.00
V O L U M E A L L O C A T I O N T O LANES
LANE 1 LANE 2 LANE 3
APP L T R L T R L T R
EB 0 0 293 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 635 0 0 636 0 0 0 0
U N S I G N A L I Z E D
APP LANE 1 LANE 2 LANE 3
EB RESERVE CAPACITY 95
LEVEL OF SERVICE E
NB RESERVE CAPACITY - --
LEVEL OF SERVICE
SB RESERVE CAPACITY - --
LEVEL OF SERVICE
MAJOR STREET - NB /SB
IMO ■11, ONO
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO44PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
- -- - -- - - -- - - -- - - --
WB 2 3 N 0 0 0.98 10 Y 18.0 4
NB 2 3 N 0 0 0.98 10 Y 18.0 3
SB -2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 822 0 690 L 1 12.0 R 1 12.0
NB 0 1202 748 T 2 24.0 R 1 12.0
SB 616 946 0 L 2 24.0 T 2 24.0
APP PHASE
WB 3
WB 1
NB 2
NB 3
SB 2
SB 1
S I G N A L P H A S I N G
1ST MV 2ND MV 3RD MV PROT PMSV
L R LR
R R
T R
R
T
T L L
R
R
G Y +R
60 60
20 100
40 80
60 60
40 80
20 100
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SC044PM
SOUTHCENTER PRKWY.
N/S STREET
2 2
v *>
N
W - +- E
SB TOTAL
1562
v .>
946 616
STRANDER BLVD.
E/W STREET
A
* - -- 1
* - -- 1 A 690
v `
/\ WB TOTAL
\/ 822 1512
A *>
2 1
SOUTHCENTER PRKWY.
N/S STREET
1202 748
A .>
NB TOTAL
1950
v
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC044PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB
NB
SB
L 822 839 1.00 839 1.00 0.00
690 704 1.00 704 0.00 1.00
T 1202 1227 1.00 1227 0.00 0.00
R 748 763 1.00 763 0.00 1.00
L 616 629 1.00 629 1.00 0.00
T 946 965 1.00 965 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
- - =- - - -- - - -- WB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC044PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANA L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
WB L 839 0 1500 0.559 Y 0.500 750 1.119
R 704 0 1500 0.469 Y 0.667 1000 0.704
NB T 1227 0 3528 0.348 N 0.333 1176 1.043
R 763 0 1500 0.509 Y 0.833 1250 0.610
SB L 629 0 3312 0.190 Y 0.167 552 1.139
T 965 0 3600 0.268 N 0.500 1800 0.536
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.727
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.867
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
WB L 1.119 0.500 120 25.9 750 68.0 1.00 93.9 F
R 0.704 0.667 120 9.5 1000 1.6 0.71 7.9 B 54.6 E
NB T 1.043 0.333 120 31.1 1176 31.9 0.85 53.5 E
R 0.610 0.833 120 2.6 1250 0.6 0.85 2.7 A 34.0 D
SB L 1.139 0.167 120 39.1 552 82.5 1.00 121.6 F
T 0.536 0.500 120 15.6 1800 0.3 0.40 6.4 B 51.8 E
INTERSECTION DELAY : 45.7 secs /veh
LEVEL OF SERVICE : E
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC044PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
WB 2 3 N 0 0 0.98 10 Y 18.0 4
NB 2 3 N 0 0 0.98 10 Y 18.0 3
SB -2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 822 0 690 L 1 12.0 LR 1 12.0 R 1 12.0
NB 0 1202 748 T 2 24.0 R 1 12.0
SB 616 946 0 L 2 24.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT
WB 4 L LR
WB 1 R
WB 3 L LR
NB 2 T R
NB 3 R
NB 4 R R
SB 2 T
SB 1 T L
R L
R
R
L
PMSV
R
LR
R
R
R
G Y +R
MM
40 80
20 100
20 100
40 80
20 100
40 80
40 80
20 100
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO44PM
SOUTHCENTER PRKWY.
N/S STREET
2 2
v *>
W - +- E
SB TOTAL
1562
v .>
946 616
STRANDER BLVD.
E/W STREET
A *>
2 1
SOUTHCENTER PRKWY.
N/S STREET
1202 748
A .>
NB TOTAL
1950
A 690
WB TOTAL
822 1512
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC044PM
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB
NB
SB
L 662 676 1.00 676 1.00 0.00
LR 219 223 1.00 223 0.73 0.27
R 631 644 1.00 644 0.00 1.00
T 1202 1227 1.00 1227 0.00 0.00
R 748 763 1.00 763 0.00 1.00
L 616 629 1.00 629 1.00 0.00
946 965 1.00 965 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
WB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
LR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.96 0.89 1507
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 11/24/2009
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK
ACTUATED SIGNAL
SCHOFIELD, PM DATA
DESIGN
CBD ? N
SC044PM
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
WB L 443 233 1500 0.295
LR 223 0 1507 0.148
R 644 0 1500 0.429
NB T 1227 0 3528 0.348
R 763 0 1500 0.509
SB L 629 0 3312 0.190
T 965 0 3600 0.268
12
CYCLE LENGTH : 120.0
LOSS TIME PER CYCLE :
GREEN LN GR V/C
CRIT ? RATIO CAPACITY RATIO
N 0.333
N 0.500
Y 0.667
N 0.333
Y 1.167
Y 0.167
N 0.500
500
753
1000
1176
1750
0.886
0.296
0.644
1.043
0.436
552 1.139
1800 0.536
SUM OF CRITICAL LANES' FLOW RATIOS : 1.128
INTERSECTION V/C : 1.253
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
WB L
LR
R
NB T
R
0.886 0.333 120
0.296 0.500 120
0.644 0.667 120
1.043 0.333 120
0.436 1.167 120
SB L 1.139 0.167 120
T 0.536 0.500 120
28.8 500
13.4 753
8.9 1000
31.1 1176
2.6 1750
39.1 552
15.6 1800
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
12.1 1.00 40.9
0.1 0.62 8.4
1.0 0.71 7.0
31.9 0.85 53.5
0.1 0.85 2.3
82.5 1.00
0.3 0.40
E
B
B 22.1 C
E
A 33.9 D
121.6 F
6.4 B 51.8 E
INTERSECTION DELAY : 35.9 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC055PM
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
APP
EB
WB
NB
SB
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
(%) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
- 6 1 N 0 0 0.88 0 N 0.0 3
2 0 N 0 0 0.95 0 N 0.0 3
- 2 1 N 0 0 0.85 3 Y 18.0 3
2 2 N 0 0 0.95 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 159 274 3 L 1 11.0 T 1 11.0 R 1 10.0
WB 135 547 248 L 1 12.0 TR 1 12.0. R 1 12.0
NB 29 151 41 L 1 11.0 TR 1 12.0
SB 259 168 382 L 2 24.0 TR 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT
EB 1 L T
WB 2 R
WB 3 R TR
NB 4 L TR
'SB 5 L L
R
L
TR
R
PMSV
LR
LR
LR
LR
G Y +R
20
15
20
20
25
MN, ORM MIND
80
85
80
80
75
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO55PM
SB TOTAL
809
<'
>
382 i 259
v
168
SOUTHCENTER PRKWY.
N/S STREET
^ 248
WB TOTAL
547 930
135
v
S. 180TH STREET
E/W STREET
A
* - -- 1
A
< * -- 1
* - -- 1
A /\ v
1
1 - - ->
1 - - -*
v
E/W STREET
159 ^
EB TOTAL
436 274
3
v
SOUTHCENTER PRKWY.
N/S STREET
151
A
1
29 1 41
<7 I
NB TOTAL
221
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC055PM
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 159 181 1.00 181 1.00 0.00
T 274 311 1.00 311 0.00 0.00
R 3 3 1.00 3 0.00 1.00
WB L 135 142 1.00 142 1.00 0.00
TR 547 576 1.00 576 0.00 0.00
R 248 261 1.00 261 0.00 1.00
NB L 29 34 1.00 34 1.00 0.00
TR 192 226 1.00 226 0.00 0.21
SB
L 259 273 1.00 273 1.00 0.00
TR 550 579 1.00 579 0.00 0.69
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.20 360
T 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
R 1800 1 0.94 1.00 1.03 1.00 1.00 1.00 0.85 1.00 1481
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.0.0 0.57 1016
TR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1782
R 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
NB L 1800 1 0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.20 353
TR 1800 1 1.00 1.00 1.01 1.00 1.00 1.00 0.97 1.00 1763
SB L 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
TR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.90 1.00 1588
PAGE 2 CHRISTOPHER BROWN 11/24/2009
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
WEEKDAY P.M. PEAK
ACTUATED SIGNAL
SCHOFIELD, PM DATA
DESIGN
CBD ? N
SC055PM
C A P A C I T Y
ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
T
R
WB L
TR
R
NB L
TR
SB L
TR
181
311
3
142
576
261
34
226
O 360 0.503
O 1798 0.173
O 1481 0.002
O 1016 0.140
O 1782 0.323
O 1515 0.172
O 353 0.096
0 1763 0.128
273 0 3246 0.084
579 0 1588 0.365
CYCLE LENGTH : 100.0
LOSS TIME PER CYCLE :
CRIT ?
Y
N
N
N
Y
N
Y
Y
N
Y
GREEN LN GR V/C
RATIO CAPACITY RATIO
0.200
0.200
0.200
0.200
0.200
0.350
0.200
0.200
0.500
0.250
72
360
296
203
356
530
71
353
2.514
0.864
0.010
0.700
1.618
0.492
0.479
0.640
1623 0.168
397 1.458
SUM OF CRITICAL LANES' FLOW RATIOS : 1.415
15 INTERSECTION V/C : 1.665
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB L 2.514 0.200 100
T 0.864 0.200 100
R 0.010 0.200 100
WB L 0.700 0.200 100
TR 1.618 0.200 100
R 0.492 0.350 100
NB L 0.479 0.200 100
TR 0.640 0.200 100
SB L 0.168 0.500 100
TR 1.458 0.250 100
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
48.9 72 3501.5 0.85 3017.8
29.4 360 13.2 0.85 36.2
24.4 296 0.0 0.85 20.7
28.3 203 6.9 0.85 29.9
36.0 356 585.3 0.85 528.1
19.4 530 0.6 0.85 17.0
26.9 71 3.8 0.85 26.1
27.9 353 2.7 0.85 26.0
10.4 1623 0.0 0.85
33.6 397 359.0 0.85
F
D
C 1126.3 F
D
F
C 319.6 F
D
D 25.9 D
8.8 B
333.7 F 229.3 F
INTERSECTION DELAY :414.5 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC066PM
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY P.M PEAK HOUR DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 Y 18.0 3
WB 0 2 N 0 0 0.80 5 Y 18.0 3
NB 0 4 N 0 0 0.87 0 Y 15.5 3
SB 0 2 N 0 0 0.87 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 88 420 54 L 1 12.0 TR 2 21.0
WB 49 589 152 L 1 11.0 TR 2 20.0
NB 134 391 67 LTR 2 25.0
SB 233 301 100 LTR 2 27.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT
EB 1 L L
EB 2 TR
WB 1 L L
WB 2 TR
NB 3 LTR LR
SB 4 LTR LR
PMSV
R
R
G Y +R
12 88
28 72
12 88
28 72
27 73
33 67
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO66PM
SB TOTAL
634
1
<1 >
100 i 233
v
301
N
W - +- E
ANDOVER PARK WEST
N/S STREET
2
< *>
v
n \ /
STRANDER BLVD.
E/W STREET
88 ^
EB TOTAL
562 420
A
< *>
2
ANDOVER PARK WEST
^ 152
WB TOTAL
589 790
49
v
STRANDER BLVD.
E/W STREET
391
A
134 1 67
<, .>
N/S STREET NB TOTAL
54 592
v
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC066PM
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY P.M PEAK HOUR DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 88 100 1.00 100 1.00 0.00
TR 474 539 1.00 539 0.00 0.11
WB
NB
SB
L 49 61 1.00 61 1.00 0.00
TR 741 926 1.00 926 0.00 0.21
LTR 592 680 1.00 680 0.23 0.11
LTR 634 729 1.00 729 0.37 0.16
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1710
TR 1800 2 0.95 1.00 1.00 1.00 1.00 1.00 0.98 1.00 3352
WB L 1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1642
TR 1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.97 1.00 3250
NB LTR 1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.98 0.99 3504
SB LTR 1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98 3579
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC066PM
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
WEEKDAY P.M PEAK HOUR DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 100. 0 1710 0.058 Y 0.120 205 0.488
TR 539 0 3352 0.161 N 0.280 939 0.574
WB L 61 0 1642 0.037 N 0.120 197 0.310
TR 926 0 3250 0.285 Y 0.280 910 1.018
NB LTR 680 0 3504 0.194 Y 0.270 946 0.719
SB LTR 729 0 3579 0.204 Y 0.330 1181 0.617
CYCLE LENGTH : 100.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.741
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.842
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.488 0.120 100 31.3. 205 1.5 1.00 32.8 D
TR 0.574 0.280 100 23.5 939 0.6 0.85 20.5 C 22.4 C
WB L 0.310 0.120 100 30.6 197 0.3 1.00 30.9 D
TR 1.018 0.280 100 27.6 910 27.4 0.85 46.7 E 45.7 E
NB LTR 0.719 0.270 100 25.1 946 1.9 0.85 22.9 C 22.8 C.
SB LTR 0.617 0.330 100 21.4 1181 0.7 0.85 18.8 C 18.7 C
INTERSECTION DELAY : 29.2 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SCO77PM
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
WEEKDAY P.M PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 0 N 0 0 0.80 5 Y 17.7 3
WB 0 0 N 0 0 0.80 5 Y 17.7 3
NB 0 2 N 0 0 0.98 2 Y 13.0 3
SB 0 2 N 0 0 0.98 2 Y 13.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 40 1 39 LT 1 11.0 R 1 11.0
WB 3 1 49 LT 1 11.0 R 1 12.0
NB 32 1654 4 L 1 12.0 TR 2 24.0
SB 43 1702 45 L 1 12.0 TR 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT
EB 1 LT R
WB 1 LT R
NB 2 L
NB 3 L TR
SB 2 L
SB 3 L TR
L
L
PMSV
LR
LR
LR
LR
G Y +R
10 110
10 110
5 115
105 15
5 115
105 15
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO77PM
SB TOTAL
1790
1
I i
1 1
<1 `>
45 i 43
1
v
1702
SOUTHCENTER PRKWY.
N/S STREET
2 1
1
1
<*
v
1
/\
A \ /
1 - - *>
1 - - -*
v
S. 168TH STREET
E/W STREET
40 ^
1
EB TOTAL
80 1
>
39
< * A
1 2
SOUTHCENTER PRKWY.
N/S STREET
A 49
WB TOTAL
1 53
3
v
DRIVEWAY
E/W STREET
1654
A
1
32 1 4
1
1 1
NB TOTAL
1690
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077PM
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
WEEKDAY P.M PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
LT 41 51 1.00 51 0.98 0.00
R 39 49 1.00 49 0.00 1.00
LT 4 5 1.00 5 0.75 0.00
R 49 61 1.00 61 0.00 1.00
L 32 33 1.00 33 1.00 0.00
TR 1658 1692 1.00 1692 0.00 0.00
L 43 44 1.00 44 1.00 0.00
TR 1747 1783 1.00 1783 0.00 0.03
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1729
R 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1484
WB LT 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1571
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
SB L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077PM
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
WEEKDAY P.M PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 51 0 1729 0.029 N 0.083 144 0.354
R 49 0 1484 0.033 N 0.083 124 0.395
WB LT 5 0 1571 0.003 N 0.083 131 0.038
R 61 0 1530 0.040 Y 0.083 127 0.480
NB L 30 3 1693 0.018 N 0.042 71 0.423
TR 1692 0 3564 0.475 N 0.875 3118 0.543
SB L 41 3 1693 0.024 Y 0.042 71 0.577
TR 1783 0 3564 0.500 Y 0.875 3118 0.572
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.564
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 0.610
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.354 0.083 120 39.5 144 0.6 0.85 34.1 D
R 0.395 0.083 120 39.6 124 1.1 0.85 34.6 D 34.0 D
WB LT 0.038 0.083 120 38.4 131 0.0 0.85 32.6 D
R 0.480 0.083 120 39.9 127 2.2 0.85 35.8 D 35.0 D
NB L 0.423 0.042 120 42.6 71 2.4 1.00 45.0 E
TR 0.543 0.875 120 1.4 3118 0.2 0.85 1.4 A 2.2 A
SB L 0.577 0.042 120 42.9 71 7.7 1.00 50.6 E
TR 0.572 0.875 120 1.4 3118 0.2 0.40 0.6 A 1.8 A
INTERSECTION DELAY : 3.5 secs /veh
LEVEL OF SERVICE : A
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO11NC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ?N
ACTUATED SIGNAL
APP
EB
WB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
(%) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
0 1 N 0 0 0.88 0 N 0.0 3
2 0 N 0 0 0.88 0 N 0.0 3
-2 2 N 0 0 0.98 0 Y 13.0 5
2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 120 156 22 LT 1 14.0 R 1 14.0
WB 328 0 66 L 1 12.0 LR 1 12.0
NB 0 845 286 T 1 12.0 TR 1 12.0
SB 45 979 0 L 1 12.0 T 2 24.0
S I G N A L PHA S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 LT R LR 30 90
WB 1 L LR LR 30 90
WB 2 L LR L R 20 100
NB 3 T TR R 55 65
SB 3 L T L 55 65
SB 4 L T L 15 105
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCOIINC
SB TOTAL
1024
<' `>
0 i 45
t
v
979
N
I
t
W - +- E
t
t
S
SOUTHCENTER PRKWY.
N/S STREET
/\
A \ /
1 - - *>
1 - - -*
v
E/W STREET
120 ^
1
EB TOTAL
298 156
>
22
SOUTHCENTER PRKWY.
N/S STREET
A 66
WB TOTAL
0 394
328
v
SOUTHCENTER DRIVE
E/W STREET
845
A
t
0 1 286
<. .>
NB TOTAL
1131
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO11NC
INTERSECTION -:
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
LT 276 314 1.00 314 0.43 0.00
R 22 25 1.00 25 0.00 1.00
L 266 302 1.00 302 1.00 0.00
LR 128 145 1.00 145 0.49 0.52
T 566 578 1.00 578 0.00 0.00
TR 565 577 1.00 577 0.00 1.00
L 45 46 1.00 46 1.00 0.00
T 979 999 1.00 999 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.72 1387
R 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1637
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
LR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.85 1394
NB T 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 1800
TR 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00 1530
SB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO11NC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 314 0 1387 0.226 Y 0.250 347 0.905
R 25 0 1637 0.015 N 0.250 409 0.061
WB L 125 177 1693 0.074 N 0.167 282 0.443
LR 145 0 1394 0.104 N 0.417 581 0.250
NB T 578 0 1800 0.321 N 0.458 825 0.701
TR 577 0 1530 0.377 Y 0.458 701 0.823
SB L 15 31 1676 0.009 Y 0.125 209 0.072
T 999 0 3528 0.283 N 0.583 2058 0.485
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.612
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.680
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.905 0.250 120 33.2 347 18.5 0.85 43.9 E
R 0.0610.250 120 26.0 409 0.0 0.85 22.1 C 42.2 E
WB L 0.443 0.167 120 34.2 282 0.8 1.00 35.0 D
LR 0.250 0.417 120 17.3 581 0.0 0.85 14.7 B 28.4 D
NB T 0.701 0.458 120 19.7 825 1.9 0.50 10.8 B
TR 0.823 0.458 120 21.5 701 5.5 0.61 16.5 C 13.6 B
SB L 0.072 0.125 120 35.2 209 0.0 1.00 35.2 D
T 0.485 0.583 120 11.0 2058 0.1 0.85 9.4 B 10.5 B
INTERSECTION DELAY : 18.0 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO22NC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -1 1 N 0 0 0.95 0 N 0.0 3
NB 0 0 N 0 0 1.00 0 N 0.0 5
SB 0 0 N 0 0 1.00 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 268 0 544 L 1 12.0 R 1 12.0
NB 806 864 0 L 2 24.0 T 2 24.0
SB 0 936 398 T 2 24.0 R 1 12.0
APP PHASE
EB 1
EB 3
NB 2
NB 3
SB 1
SB 2
S I G N A L PHA S I N G
1ST MV 2ND MV 3RD MV PROT PMSV
L
R
T
L
R
R
R
T
G Y +R
L R 50
R 40
30
L 40
R 40
R 30
70
80
90
80
80
90
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO22NC
SB TOTAL
1334
<1 v
398 936
SOUTHCENTER PARKWAY
N/S STREET
1 2
1
<* v
268 ^
EB TOTAL '
812 544 A \/
1 ---*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
806
<. A
NB TOTAL
1670
864
<*
2 2
A
SOUTHCENTER PARKWAY
N/S STREET
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO22NC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
NB
SB
L 268
R 544
L 806
T 864
T 936
R 398
282 1.00 282
573 1.00 573
806 1.00 806
864 1.00 864
936 1.00 936
398 1.00 398
1.00 0.00
0.00 1.00
1.00 0.00
0.00 0.00
0.00 0.00
0.00 1.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1
R 1800 1
1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
SB T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
R 1800 1 1.00 1.00 1.0.0 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 11/24/2009
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS NOON
ACTUATED SIGNAL
SCHOFIELD, NOON DATA
DESIGN
CBD ? N
SCO22NC
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L 282
R 573
NB L
T
806
864
SB T 936
R 398
GREEN LN GR V/C
CRIT ? RATIO CAPACITY RATIO
O 1530 0.184 N 0.417
0 1530 0.375 Y 0.750
O 3312 0.243 Y
O 3600 0.240 N
O 3600 0.260 Y
0 1530 0.260 N
CYCLE LENGTH : 120.0
LOSS TIME PER CYCLE : 9
637 0.443
1147 0.500
0.333 1104 0.730
0.250 900 0.960
0.250 900 1.040
0.667 1020 0.390
SUM OF CRITICAL LANES' FLOW RATIOS : 0.878
INTERSECTION V/C : 0.949
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.443 0.417 120 19.0 637 0.3 1.00 19.3 C
R 0.500 0.750 120 4.6 1147 0.3 0.85 4.2 A 9.2 B
NB L 0.730 0.333 120 26.8 1104
T 0.960 0.250 120 33.7 900
SB T 1.040 0.250 120 34.7 900
R 0.390 0.667 120 6.8 1020
1.7 1.00
15.4 0.61
34.0 0.61
0.1 0.40
28.5 D
30.0 D 29.3 D
41.9 E
2.8 A 30.2 D
INTERSECTION DELAY : 25.1 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC033NC
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS NOON DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 2 1 N 0 0 0.87 0 N 0.0 3
NB 0 1 N 0 0 0.95 0 N 0.0 5
SB 0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 451 R 1 14.0
NB 0 1670 0 T 4 48.0
SB 0 1478 0 T 2 24.0
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO33NC
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS NOON DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
U N S I G N A L I Z E D CRITICAL GAP S
CRITICAL GAPS (SEC)
APP LEFT TURN THROUGH RIGHT TURN
EB 0.00 - -- 6.00
NB 0.00
SB
V O L U M E A L L O C A T I O N T O LAN E S
LANE 1
LANE 2 LANE 3
APP L T R L T R L T R
EB 0 0 451 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 739 0 0 739 0 0 0 0
U N S I G N A L I Z E D
APP LANE 1 LANE 2 LANE 3
EB RESERVE CAPACITY -156
LEVEL OF SERVICE FAILURE
NB RESERVE CAPACITY
LEVEL OF SERVICE
SB RESERVE CAPACITY
LEVEL OF SERVICE
MAJOR STREET - NB /SB
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO44NC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
4■1 WIN NM
WB 2 3 N 0 0 0.98 10 Y 18.0 4
NB 2 3 N 0 0 0.98 10 Y 18.0 3
SB -2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 692 0 573 L 1 12.0 R 1 12.0
NB 0 1093 724 T 2 24.0 R 1 12.0
SB 764 1153 0 L 2 24.0 T 2 24.0
S I G N A L PHA S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
WB 3 L R LR 55 65
WB 1 R R 25 95
NB 2 T R R 40 80
NB 3 R R 55 65
SB 2 T 40 80
SB 1 T L L 25 95
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO44NC
SOUTHCENTER PRKWY.
N/S STREET
2 2
1 1
v *>
\/
SOUTHCENTER PRKWY.
N/S STREET
N
W - +- E
SB TOTAL
1917
.>
1153 764
STRANDER BLVD.
E/W STREET
1093
A
724
.>
NB TOTAL
1817
A 573
v
WB TOTAL
692 1265
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC044NC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB
NB
SB
L 692 706 1.00 706 1.00 0.00
R 573 585 1.00 585 0.00 1.00
T 1093 1115 1.00 1115 0.00 0.00
R 724 739 1.00 739 0.00 1.00
L 764 780 1.00 780 1.00 0.00
T 1153 1177 1.00 1177 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
WB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC044NC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
CAPACITY A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
WB L 706 0 1500 0.471 Y 0.458 687 1.028
R 585 0 1500 0.390 Y 0.667 1000 0.585
NB T 1115 0 3528 0.316 N 0.333 1176 0.948
R 739 0 1500 0.493 Y 0.792 1187 0.623
SB L 780 0 3312 0.236 Y 0.208 690 1.130
T 1177 0 3600 0.327 N 0.542 1950 0.604
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.590
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.719
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF . DELAY LOS DELAY LOS
WB L 1.028 0.458 120 25.3 687 33.9 1.00 59.2 E
R 0.585 0.667 120 8.3 1000 0.7 0.62 5.6 B 34.9 D
NB T 0.948 0.333 120 29.6 1176 11.3 0.85 34.8 D
R 0.623 0.792 120 3.9 1187 0.7 0.85 3.9 A 22.5 C
SB L 1.130 0.208 120 37.4 690 74.6 1.00 112.0 F
T 0.604 0.542 120 14.2 1950 0.4 0.50 7.3 B 49.0 E
INTERSECTION DELAY : 35.8 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO55NC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -6 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.92 0 N 0.0 3
NB -2 1 N 0 0 0.85 3 Y 18.0 3
SB 2 2 N 0 0 0.92 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 247 299 6 L 1 11.0 T 1 11.0 R 1 10.0
WB 66 393 304 L 1 12.0 TR 1 12.0 R 1 12.0
NB 19 234 75 L 1 11.0 TR 1 12.0
SB 504 146 179 L 2 24.0 TR 1 12.0
S I G N A L PHA S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L L 15 105
EB 2 L T R LR 30 90
WB 1 L L 15 105
WB 2 L TR R LR 30 90
WB 3 L TR R R L 20 100
WB 6 R R 10 110
NB 4 L L 10 110
NB 5 TR R 15 105
SB 4 L L L 10 110
SB 6 L L TR LR 20 100
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SC055NC
<1
SB TOTAL
829
.>
179 504
v
146
SOUTHCENTER PRKWY.
N/S STREET
1 2
A 304
WB TOTAL
393 763
66
v
S. 180TH STREET
E/W STREET
A /\ v
1 - - -* \/
1 - - ->
1 - - -*
v
E/W STREET
247 ^
EB TOTAL
552 299
6
v
SOUTHCENTER PRKWY.
N/S STREET
234
A
19 1 75
<.
I i
1
NB TOTAL
328
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO55NC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 247 281 1.00 281 1.00 0.00
T 299 340 1.00 340 0.00 0.00
R 6 7 1.00 7 0.00 1.00
WB L 66 72 1.00 72 1.00 0.00
TR 419 455 1.00 455 0.00 0.06
R 278 302 1.00 302 0.00 1.00
NB L 19 22 1.00 22 1.00 0.00
TR 309 364 1.00 364 0.00 0.24
SB L 504 548 1.00 548 1.00 0.00
TR 325 353 1.00 353 0.00 0.55
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.95 1708
T 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
R 1800 1 0.94 1.00 1.03 1.00 1.00 1.00 0.85 1.00 1481
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1764
R 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
NB L 1800 1 0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.95 1675
TR 1800 1 1.00 1.00 1.01 1.00 1.00 1.00 0.96 1.00 1745
SB L 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
TR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.92 1.00 1623
PAGE 2 CHRISTOPHER BROWN 11/24/2009
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS NOON
ACTUATED SIGNAL
SCHOFIELD, NOON DATA
DESIGN
CBD ? N
SC055NC
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
T
R
WB L
TR
R
NB L
TR
SB L
TR
120
340
7
67
455
302
22
364
161
0
0
5
0
0
0
0
1708 0.070
1798 0.189
1481 0.005
1693 0.040
1764 0.258
1515 0.199
1675 0.013
1745 0.209
GREEN LN GR V/C
CRIT ? RATIO CAPACITY RATIO
Y
N
N
N
Y
N
N
Y
375 173 3246 0.116 Y
353 0 1623 0.217 N
CYCLE LENGTH : 120.0
LOSS TIME PER CYCLE :
0.125
0.250
0.250
0.125
0.417
0.500
0.083
0.125
213
449
370
212
735
757
140
218
0.563
0.757
0.019
0.316
0.619
0.399
0.157
1.670
0.167 541 0.693
0.083 135 2.615
SUM OF CRITICAL LANES' FLOW RATIOS : 0.653
18 INTERSECTION V/C : 0.768
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB L 0.563 0.125 120 37.6
T 0.757 0.250 120 31.6
R 0.019 0.250 120 25.8
WB L 0.316 0.125 120 36.3
TR 0.619 0.417 120 20.9
R 0.399 0.500 120 14.2
NB L 0.157 0.083 120 38.8
TR 1.670 0.125 120 44.1
SB L 0.693 0.167 120
TR 2.615 0.083 120
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
213 2.5 1.00
449 5.0 0.85
370 0.0 0.85
212 0.3 1.00
735 1.1 0.85
757 0.2 0.85
140 0.0 1.00
218 688.0 0.85
40.1
31.1
21.9
36.6
18.7
12.2
38.8
622.3
E
D
C 35.0 D
D
C
B 17.9 C
D
F 587.5 F
35.8 541 2.6 1.00 38.4 D
49.0 135 3931.5 0.85 3383.4 F 1347.4 F
INTERSECTION DELAY :538.8 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SCO66NC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 1 N 0 0 0.88 0 Y 18.0 3
WB 0 2 N 0 0 0.80 5 Y 18.0 3
NB 0 4 N 0 0 0.87 0 Y 15.5 3
SB 0 2 N 0 0 0.87 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 130 500 132 L 1 12.0 T 2 24.0 R 1 11.0
WB 114 .566 238 L 1 11.0 TR 2 20.0
NB 189 387 83 LTR 2 25.0
SB 313 446 141 LTR 2 27.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L L 20 100
EB 2 T R R 40 80
WB 1 L L 20 100
WB 2 TR R 40 80
NB 3 LTR LR 30 90
SB 4 LTR LR 30 90
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO66NC
SB TOTAL
900
<1
141
.>
313
v
446
W - +- E
ANDOVER PARK WEST
N/S STREET
2
< *>
v
A /\
1
2 - - ->
1 - - -*
v
STRANDER BLVD.
E/W STREET
130 ^
EB TOTAL
762 500
132
A
< *>
2
ANDOVER PARK WEST
N/S STREET
^ 238
WB TOTAL
566 918
114
v•
STRANDER BLVD.
E/W STREET
387
A
189 83
<. .>
NB TOTAL
659
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC066NC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
L 130 148 1.00 148 1.00 0.00
T 500 568 1.00 568 0.00 0.00
R 132 150 1.00 150 0.00 1.00
L 114 142 1.00 142 1.00 0.00
TR 804 1005 1.00 1005 0.00 0.30
LTR 659 757 1.00 757 0.29 0.13
LTR 900 1034 1.00 1034 0.35 0.16
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1710
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
R 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1484
WB L 1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1642
TR 1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.95 1.00 3183
NB LTR 1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.98 0.99 3493
SB LTR 1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98 3579
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, NOON DATA SC066NC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
CAPACITY ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 148 0 1710 0.087 Y 0.167 285 0.519
T 568 0 3600 0.158 N 0.333 1200 0.473
R 150 0 1484 0.101 N 0.333 495 0.303
WB L 142 0 1642 0.086 N 0.167 274 0.518
TR 1005 0 3183 0.316 Y 0.333 1061 0.947
NB LTR 757 0 3493 0.217 Y 0.250 873 0.867
SB LTR 1034 0 3579 0.289 Y 0.250 895 1.155
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.909
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 1.010
LEVEL O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.519 0.167 120 .34.7 285 1.4 1.00 36.1 D
T 0.473 0.333 120 24.1 1200 0.2 0.85 20.7 C
R 0.303 0.333 120 22.5 495 0.1 0.85 19.2 C 23.1 C
WB L 0.518 0.167 120 34.7 274 1.4 1.00 36.1 D
TR 0.947 0.333 120 29.6 1061 12.1 0.85 35.4 D 35.5 D
NB LTR 0.867 0.250 120 32.7 873 6.5 0.85 33.3 D 33.2 D
SB LTR 1.155 0.250 120 36.1 895 84.6 0.85 102.6 F 102.4 F
INTERSECTION DELAY : 50.4 secs /veh
LEVEL OF SERVICE : E
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077NC
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
MEW WM
EB 0 0 N 0 0 0.80 5 Y 17.7 3
WB 0 0 N 0 0 0.80 5 Y 17.7 3
NB 0 2 N 0 0 0.98 2 Y 13.0 3
SB 0 2 N 0 0 0.98 2 Y 13.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 27 1 51 LT 1 11.0 R 1 11.0
WB 4 1 64 LT 1 11.0 R 1 12.0
NB 47 1220 6 L 1 12.0 TR 2 24.0
SB 57 1327 65 L 1 12.0 TR 2 24.0
APP PHASE
S I G N A L P H A S I N G
1ST MV 2ND MV 3RD MV PROT
EB 1 LT R
WB 1 LT R
NB 2 L
NB 3 L TR
SB 2 L
SB 3 L TR
L
L
PMSV
LR
LR
LR
LR
G Y +R
10 110
10 110
5 115
105 15
5 115
105 15
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO77NC
SB TOTAL
1449
<' `>
65 i 57
v
1327
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
A \ /
1 - - *>
1 - - -*
v
S. 168TH STREET
E/W STREET
27 ^
EB TOTAL
79 1
51
v
< * A
*>
1 2
SOUTHCENTER PRKWY.
N/S STREET
^ 64
WB TOTAL
1 69
4
v
DRIVEWAY
E/W STREET
1220
A
47 I 6
<. .>
NB TOTAL
1273
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077NC
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
WB
NB
SB
LT 28 35 1.00 35 0.96 0.00
R 51 64 1.00 64 0.00 1.00
LT 5 6 1.00 6 0.83 0.00
R 64 80 1.00 80 0.00 1.00
L 47 48 1.00 48 1.00 0.00
TR 1226 1251 1.00 1251 0.00 0.00
L 57 58 1:00 58 1.00 0.00
TR 1392 1420 1.00 1420 0.00 0.05
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.93 1624
R 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1484
WB LT 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.90 1571
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
SB L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 0.99 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SCO77NC
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
XMAS NOON DESIGN CBD ? N
ACTUATED SIGNAL
ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
C A P A C I T Y MD
EB LT 35 0 1624 0.022 N 0.083 135 0.259
R 64 0 1484 0.043 N 0.083 124 0.516
WB LT 6 0 1571 0.004 N 0.083 131 0.046
R 80 0 1530 0.052 Y 0.083 127 0.630
NB L 45 3 1693 0.027 N 0.042 71 0.634
TR 1251 0 3564 0.351 N 0.875 3118 0.401
SB L 55 3 1693 0.032 Y 0.042 71 0.775
TR 1420 0 3528 0.402 Y 0.875 3087 0.460
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.486
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 0.525
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.259 0.083 120 39.2 135 0.2 0.85 33.5 D
R 0.516 0.083 120 40.0 124 3.0 0.85 36.5 D
WB LT 0.046 0.083 120 38.5 131 0.0 0.85 32.7 D
R 0.630 0.083 120 40.4 127 6.5 0.85 39.9 D
NB L 0.634 0.042 120 43.0 71 11.1 1.00 54.1 E
TR 0.401 0.875 120 1.1 3118 0.0 0.85 0.9 A
SB L 0.775 0.042 120 43.3 71 25.9 1.00 69.2 F
TR 0.460 0.875 120 1.2 3087 0.1 0.40 0.5 A
35.1 D
38.9 D
2.9 A
3.2 A
INTERSECTION DELAY : 5.2 secs /veh
LEVEL OF SERVICE : B
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO11PC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
S I G N A L IMO OM al=
EB 0 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.88 0 N 0.0 3
NB -2 2 N 0 0 0.98 0 Y 13.0 5
SB 2 2 N 0 0 0.98 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 122 114 37 LT 1 14.0 R 1 14.0
WB 349 0 73 L 1 12.0 LR 1 12.0
NB 0 724 221 T 1 12.0 TR 1 12.0
SB 16 954 0 L 1 12.0 T 2 24.0
P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 LT R LR 30 90
WB 1 L LR LR 30 90
WB 2 L LR L R 20 100
NB 3 T TR R 55 65
SB 3 L T L 55 65
SB 4 L T L 15 105
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCOIIPC
SB TOTAL
970
1
<1 >
0 i 16
v
954
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
/\
A \/
1 - - *>
E/W STREET
122 ^
EB TOTAL
273 114
37
v
SOUTHCENTER PRKWY.
N/S STREET
A 73
WB TOTAL
0 422
349
v
SOUTHCENTER DRIVE
E/W STREET
724
A
0 i 221
<. .>
NB TOTAL
945
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCOIIPC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB LT 236 268 1.00 268 0.52 0.00
R 37 42 1.00 42 0.00 1.00
WB L 284 323 1.00 323 1.00 0.00
LR 138 157 1.00 157 0.47 0.53
NB T 473 483 1.00 483 0.00 0.00
TR 472 482 1.00 482 0.00 1.00
SB L 16 16 1.00 16 1.00 0.00
T 954 973 1.00 973 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 1.00 0.66 1271
R 1800 1 1.07 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1637
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.95 1693
LR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.92 0.86 1410
NB T 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 1800
TR 1800 1 1.00 0.99 1.01 1.00 1.00 1.00 0.85 1.00 1530
SB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.95 1676
T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO11PC
INTERSECTION :
SOUTHCENTER DRIVE @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 268 0 1271 0.211 Y 0.250 318 0.843
R 42 0 1637 0.026 N 0.250 409 0.103
WB L 141 182 1693 0.083 N 0.167 282 0.500
LR 157 0 1410 0.111 N 0.417 587 0.267
NB T 483 0 1800 0.268 N 0.458 825 0.585
TR 482 0 1530 0.315 Y 0.458 701 0.688
SB L 11 5 1676 0.007 Y 0.125 209 0.053
T 973 0 3528 0.276 N 0.583 2058 0.473
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.533
LOSS TIME PER CYCLE : 12 INTERSECTION V/C : 0.592
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB LT 0.843 0.250 120 32.5 318 12.5 0.85 38.2 D
R 0.103 0.250 120 26.3 409 0.0 0.85 22.4 C 35.9 D
WB L 0.500 0.167 120 34.5 282 1.2 1.00 35.7 D
LR 0.267 0.417 120 17.5 587 0.1 0.85 15.0 B 28.9 D
NB T 0.585 0.458 120 18.3 825 0.8 0.40 7.6 B
TR 0.688 0.458 120 19.5 701 2.0 0.50 10.7 B 9.1 B
SB L 0.053 0.125 120 35.1 209 0.0 1.00 35.1 D
T 0.473 0.583 120 10.9 2058 0.1 0.85 9.,3 B 9.7 B
INTERSECTION DELAY : 15.8 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO22PC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
APP
EB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
(%) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
-1 1 N 0 0 0.95 0 N 0.0 3
0 0 N 0 0 1.00 0 N 0.0 5
0 0 N 0 0 1.00 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD . MVM LNS WD
EB 191 0 657 L 1 12.0 R 1 12.0
NB 1347 754 0 L 2 24.0 T 2 24.0
SB 0 752 586 T 2 24.0 R 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L R L R 40 80
EB 3 R R 50 70
NB 2 T 30 90
NB 3 L L 50 70
SB 1 R R 40 80
SB 2 R T R 30 90
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO22PC
W - +- E
SB TOTAL
1338
<' v
586 752
SOUTHCENTER PARKWAY
N/S STREET
1 2
<* v
191 ^
EB TOTAL
848 657 A \/
1 - - -*
v
1 - - -*
v
KLICKITAT DRIVE
E/W STREET
1347 754
<.
A
NB TOTAL
2101
< * A
2 2
SOUTHCENTER PARKWAY
N/S STREET
PAGE 1 CHRISTOPHER- BROWN 11/24/2009
SCHOFIELD, PM DATA SCO22PC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB
NB
SB
L 191 201 1.00 201 1.00 0.00
R 657 692 1.00 692 0.00 1.00
L 1347 1347 1.00 1347 1.00 0.00
T 754 754 1.00 754 0.00 0.00
T 752 752 1.00 752 0.00 0.00
R 586 586 1.00 586 0.00 1.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1530
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
SB T 1800 2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3600
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO22PC
INTERSECTION :
KLICKITAT DRIVE @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 201 0 1530 0.131 N 0.333 510 0.394
R 692 0 1530 0.452 Y 0.750 1147 0.603
NB L 1347 0 3312 0.407 Y 0.417 1380 0.976
T 754 0 3600 0.209 N 0.250 900 0.838
SB T 752 0 3600 0.209 N 0.250 900 0.836
R 586 0 1530 0.383 Y 0.583 892 0.657
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.242
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.343
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.394 0.333 120 23.3 510 0.3 1.00 23.6 C
R 0.603 0.750 120 5.2 1147 0.7 0.85 5.0 A 9.2 B
NB L 0.976 0.417 120 26.2 1380 14.0 1.00 40.2 E
T 0.838 0.250 120 32.4 900 5.0 0.61 22.8 C 33.9 D
SB T 0.836 0.250 120 32.4 900 4.9 0.61 22.8 C
R 0.657 0.583 120 12.8 892 1.3 0.50 7.0 B 15.9 C
INTERSECTION DELAY : 23.2 secs /veh
LEVEL OF SERVICE : C
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO33PC
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
APP
EB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
2 1 N 0 0 0.87 0 N 0.0 3
0 1 N 0 0 0.95 0 N 0.0 5
0 1 N 0 0 0.95 0 N 0.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 0 0 322 R 1 14.0
NB 0 2103 0 T 4 48.0
SB 0 1411 0 T 2 24.0
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC033PC
INTERSECTION :
N.B. 1 -5 OFF RAMP @
SOUTHCENTER PARKWAY
XMAS P.M. PEAK DESIGN CBD ?N
UNSIGNALIZED
- MAJOR STREET RUNS NORTH / SOUTH
U N S I G N A L I Z E D C R I T I CAL GAPS
CRITICAL GAPS (SEC)
APP LEFT TURN THROUGH RIGHT TURN
EB 0.00 6.00
NB 0.00 - --
SB - --
V O L U M E A L L O C A T I O N T O LANES
LANE 1
LANE 2 LANE 3
APP L T R L T R L T R
MIN O. MEP
EB 0 0 322 0 0 0 0 0 0
NB 0 0 0 0 0 0 0 0 0
SB 0 705 0 0 706 0 0 0 0
U N S I G N A L I Z E D
APP LANE 1 LANE 2 LANE 3
EB RESERVE CAPACITY 18
LEVEL OF SERVICE E
NB RESERVE CAPACITY
LEVEL OF SERVICE
SB RESERVE CAPACITY
LEVEL OF SERVICE
MAJOR STREET - NB /SB
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC044PC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & ROADWAY C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
WB 2 3 N 0 0 0.98 10 Y 18.0 4
NB 2 3 N 0 0 0.98 10 Y 18.0 3
SB -2 3 N 0 0 0.98 0 N 18.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
WB 822 0 690 L 1 12.0 R 1 12.0
NB 0 1202 748 T 2 24.0 R 1 12.0
SB 616 946 0 L 2 24.0 T 2 24.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
WB 3 L R LR 60 60
WB 1 R R 20 100
NB 2 T R R 40 80
NB 3 R R 60 60
SB 2 T 40 80
SB 1 T L L 20 100
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO44PC
SOUTHCENTER PRKWY.
N/S STREET
\/
SOUTHCENTER PRKWY.
N/S STREET
SB TOTAL
1562
I I
1
Y .>
946 616
STRANDER BLVD.
E/W STREET
1202
748
A .>
NB TOTAL
1950
v
690
WB TOTAL
822 1512
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SCO44PC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
WB L 822 839 1.00 839 1.00 0.00
R 690 704 1.00 704 0.00 1.00
NB
SB
T 1202 1227 1.00 1227 0.00 0.00
R 748 763 1.00 763 0.00 1.00
L 616 629 1.00 629 1.00 0.00
T 946 965 1.00 965 0.00 0.00
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
WB L 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.85 1500
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
NB T 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 1.00 3528
R 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.85 1.00 1500
SB L 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 0.92 3312
T 1800 2 1.00 0.99 1.01 1.00 1.00 1.00 1.00 1.00 3600
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC044PC
INTERSECTION :
STRANDER BLVD. @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A PAC I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
WB L 839 0 1500 0.559 Y 0.500 750 1.119
R 704 0 1500 0.469 Y 0.667 1000 0.704
NB T 1227 0 3528 0.348 N 0.333 1176 1.043
R 763 0 1500 0.509 Y 0.833 1250 0.610
SB L 629 0 3312 0.190 Y 0.167 552 1.139
T 965 0 3600 0.268 N 0.500 1800 0.536
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 1.727
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 1.867
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
WB L 1.119 0.500 120 25.9 750 68.0 1.00 93.9 F
R 0.704 0.667 120 9.5 1000 1.6 0.71 7.9 B 54.6 E
NB T 1.043 0.333 120 31.1 1176 31.9 0.85 53.5 E
R 0.610 0.833 120 2.6 1250 0.6 0.85 2.7 A 34.0 D
SB L 1.139 0.167 120 39.1 552 82.5 1.00 121.6 F
T 0.536 0.500 120 15.6 1800 0.3 0.40 6.4 B 51.8 E
INTERSECTION DELAY : 45.7 secs /veh
LEVEL OF SERVICE : E
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC055PC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP ( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB -6 1 N 0 0 0.88 0 N 0.0 3
WB 2 0 N 0 0 0.92 0 N 0.0 3
NB -2 1 N 0 0 0.85 3 Y 18.0 3
SB 2 2 N 0 0 0.92 0 N 0.0 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 179 306 4 L 1 11.0 T 1 11.0 R 1 10.0
WB 151 611 197 L 1 12.0 TR 1 12.0 R 1 12.0
NB 32 166 46 L 1 11.0 TR 1 12.0
SB 283 188 432 L 2 24.0 TR 1 12.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L T R LR 20 80
WB 2 R R 15 85
WB 3 R TR L LR 20 80
NB 4 L TR LR 20 80
SB 5 L L TR LR 25 75
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO55PC
<1
432
SB TOTAL
903
>
283
v
188
N
W - +- E
SOUTHCENTER PRKWY.
N/S STREET
^ 197
WB TOTAL
611 959
151
v
S. 180TH STREET
E/W STREET
A /\ v
1
1 - - ->
1 - - -*
v
E/W STREET
179 ^
EB TOTAL
489 306
4.
SOUTHCENTER PRKWY.
N/S STREET
166
A
32 I 46
<. >
i
NB TOTAL
244
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC055PC
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 179 203 1.00 203 1.00 0.00
T 306 348 1.00 348 0.00 0.00
R 4 5 1.00 5 0.00 1.00
WB L 151 164 1.00 164 1.00 0.00
TR 611 664 1.00 664 0.00 0.00
R 197 214 1.00 214 0.00 1.00
NB L 32 38 1.00 38 1.00 0.00
TR 212 249 1.00 249 0.00 0.22
SB
L 283 308 1.00 308 1.00 0.00
TR 620 674 1.00 674 0.00 0.70
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 0.20 360
T 1800 1 0.97 1.00 1.03 1.00 1.00 1.00 1.00 1.00 1798
R 1800 1 0.94 1.00 1.03 1.00 1.00 1.00 0.85 1.00 1481
WB L 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 0.53 944
TR 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1782
R 1800 1 1.00 1.00 0.99 1.00 1.00 1.00 0.85 1.00 1515
NB L 1800 1 0.97 1.00 1.01 1.00 1.00 1.00 1.00 0.20 353
TR 1800 1 1.00 1.00 1.01 1.00 1.00 1.00 0.97 1.00 1763
SB L 1800 2 1.00 0.99 0.99 1.00 1.00 1.00 1.00 0.92 3246
TR 1800 1 1.00 0.99 0.99 1.00 1.00 1.00 0.89 1.00 1570
PAGE 2 CHRISTOPHER BROWN 11/24/2009
INTERSECTION :
S. 180TH STREET @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK
ACTUATED SIGNAL
SCHOFIELD, PM DATA
DESIGN
CBD ? N
SC055PC
C A P A C I T Y
A N A L Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
APP MVM RATE LT FLOW FLW RT RATIO
EB L
T
R
WB L
TR
R
NB L
TR
SB L
TR
Ram wM MIND WO*
203 0 360 0.564
348 0 1798 0.194
5 0 1481 0.003
164 0 944 0.174
664 0 1782 0.373
214 0 1515 0.141
38 0 353 0.108
249 0 1763 0.141
308 0 3246 0.095
674 0 1570 0.429
CYCLE LENGTH : 100.0
LOSS TIME PER CYCLE :
CRIT ?
Y
N
N
N
Y
N
Y
Y
GREEN LN GR V/C
RATIO CAPACITY RATIO
0.200
0.200
0.200
0.200
0.200
0.350
0.200
0.200
72
360
296
189
356
530
71
353
2.819
0.967
0.017
0.868
1.865
0.40.4
0.535
0.705
N 0.500 1623 0.190
Y 0.250 392 1.719
SUM OF CRITICAL LANES' FLOW RATIOS : 1.615
15 INTERSECTION V/C : 1.900
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd
APP MVM RATIO RATIO LEN DELAY CAP DELAY
EB L 2.819 0.200 100
T 0.967 0.200 100
R 0.017 0.200 100
WB L 0.868 0.200 100
TR 1.865 0.200 100
R 0.404 0.350 100
NB L 0.535 0.200 100
TR 0.705 0.200 100
SB L 0.190 0.500 100
TR 1.719 0.250 100
55.8
30.2
24.4
29.4
38.8
18.7
27.2
28.3
LN GR LN GR APP APP
PF DELAY LOS DELAY LOS
72 5228.0 0.85
360 28.6 0.85
296 0.0 0.85
189 22.1 0.85
356 1069.4 0.85
530 0.3 0.85
71 5.7 0.85
353 4.3 0.85
10.5 1623 0.0 0.85
37.5 392 759.3 0.85
4491.2
50.0
20.7
43.8
942.0
16.1
28.0
27.7
F
E
C
E
F
C
D
D
8.9 B
677.3 F
1671.3 F
610.5 F
27.6 D
467.2 F
INTERSECTION DELAY :708.5 secs /veh
LEVEL OF SERVICE : F
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC066PC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS P.M PEAK HOUR DESIGN CBD ?N
ACTUATED SIGNAL
APP
EB
WB
NB
SB
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
( %) ( %) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
O 1 N 0 0 0.95 0 Y 18.0 3
O 2 N 0 0 0.95 5 Y 18.0 3
O 4 N 0 0 0.95 0 Y 15.5 3
O 2 N 0 0 0.95 7 Y 15.5 3
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM 'LNS WD
EB 99 467 60 L 1 12.0 T 2 21.0 R 1 12.0
WB 55 657 170 L 1 11.0 TR 2 20.0
NB 148 437 75 LTR 2 25.0
SB 261 335 114 LTR 2 27.0
S I G N A L P H A S I N G
APP PHASE 1ST MV 2ND MV 3RD MV PROT PMSV G Y +R
EB 1 L L 15 105
EB 2 L T R LR 25 95
WB 1 L L 15 105
WB 2 TR R 25 95
WB 5 L TR LR 20 100
NB 3 LTR LR 30 90
SB 4 LTR LR 30 90
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO55PC
SB TOTAL
903
• <r .>
432 i 283
v
188
SOUTHCENTER PRKWY.
N/S STREET
^ 197
WB TOTAL
611 959
151
v
S. 180TH STREET
E/W STREET
A /\ v
1
1 - - ->
1 - - -*
v
E/W STREET
179 ^
EB TOTAL
489 306
4
SOUTHCENTER PRKWY.
N/S STREET
166
A
i
32 1 46
NB TOTAL
244
1
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC066PC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS P.M PEAK HOUR DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB L 99 104 1.00 104 1.00 0.00
T 467 492 1.00 492 0.00 0.00
R 60 63, 1.00 63 0.00 1.00
WB L 55 58 1.00 58 1.00 0.00
TR 827 871 1.00 871 0.00 0.21
NB LTR 660 695 1.00 695 0.22 0.11
SB LTR 710 747 1.00 747 0.37 0.16
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB L 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1710
T 1800 2 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3420
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
WB L 1800 1 0.97 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1642
TR 1800 2 0.94 0.99 1.00 1.00 1.00 1.00 0.97 1.00 3250
NB LTR 1800 2 1.02 0.98 1.00 1.00 1.00 1.00 0.98 0.99 3504
SB LTR 1800 2 1.05 0.99 1.00 1.00 1.00 1.00 0.98 0.98 3579
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD, PM DATA SC066PC
INTERSECTION :
STRANDER BLVD. @
ANDOVER PARK WEST
XMAS P.M PEAK HOUR DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW
GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB L 99 5 1710 0.058 Y 0.125 214 0.463
T 492 0 3420 0.144 N 0.208 712 0.691
R 63 0 1530 0.041 N 0.208 319 0.197
WB L 53 5 1642 0.032 N 0.125 205 0.259
TR 871 0 3250 0.268 Y 0.375 1219 0.715
NB LTR 695 0 3504 0.198 Y 0.250 876 0.793
SB LTR 747 0 3579 0.209 Y 0.250 895 0.835
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.733
LOSS TIME PER CYCLE : 15 INTERSECTION V/C : 0.838
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
EB L 0.463 0.125 120 37.1 214 1.2 1.00 38.3 D
T 0.691 0.208 120 33.4 712 2.0 0.85 30.1 D
R 0.197 0.208 120 29.8 319 0.0 0.85 25.3 D 30.9 D
WB L 0.259 0.125 120 36.1 205 0.2 1.00 36.3 D
TR 0.715 0.375 120 24.3 1219 1.4 0.85 21.8 C 22.7 C
NB LTR 0.793 0.250 120 32.0 876 3.5 0.85 30.2 D 30.1 D
SB LTR 0.835 0.250 120 32.4 895 4.9 0.85 31.7 D 31.6 D
INTERSECTION DELAY : 28.4 secs /veh
LEVEL OF SERVICE : D
CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077PC
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ?N
ACTUATED SIGNAL
T R A F F I C & R O A D W A Y C O N D I T I O N S
GRADE HV ADJ. PKG LN. BUSES CONF. PEDS PED BUTTON ARR
APP (%) (%) Y/N Nm (Nb) PHF (peds /hr) Y/N SEC TYPE
EB 0 0 N 0 0 0.80 5 Y 17.7 3
WB 0 0 N 0 0 0.80 5 Y 17.7 3
NB 0 2 N 0 0 0.98 2 Y 13.0 3
SB 0 2 N 0 0 0.98 2 Y 13.0 5
G E O M E T R I C S / V O L U M E S
LANE GROUPS
VOLUME 1 2 3
APP LT TH RT MVM LNS WD MVM LNS WD MVM LNS WD
EB 43 1 43 LT 1 11.0 R 1 11.0
WB 3 1 49 LT 1 11.0 R 1 12.0
NB 32 1846 4 L 1 12.0 TR 2 24.0
SB 43 1900 49 L 1 12.0 TR 2 24.0
APP PHASE
aim WO
S I G N A L PHA S I N G
1ST MV 2ND MV 3RD MV PROT
EB 1 LT R
WB 1 LT R
NB 2 L
NB 3 L TR
SB 2 L
SB 3 L TR
L
PMSV
LR
LR
LR
LR
G Y +R
10 110
10 110
5 115
105 15
5 115
105 15
11/24/2009 CHRISTOPHER BROWN
INTERSECTION SCO66PC
SB TOTAL
710
I
<'
114
.>
261
v
335
STRANDER BLVD.
E/W STREET
99 ^
EB TOTAL
626 467
60
N
W - +- E
ANDOVER PARK WEST
N/S STREET
2
< *>
v
A
< *>
2
ANDOVER PARK WEST
N/S STREET
^ 170
WB TOTAL
657 882
55
v
STRANDER BLVD.
E/W STREET
437
A
148 I 75
<. >
I
NB TOTAL
660
PAGE 1 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077PC
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
V O L U M E A D J U S T M E N T
APPROACH LANE GROUP FLOW RATE LANE UTIL ADJ FLOW PROP OF TURNS
MVM VOLUME IN GROUP FACTOR RATE LT RT
EB LT 44 55 1.00 55 0.98 0.00
R 43 54 1.00 54 0.00 1.00
WB
NB
SB
LT 4 5 1.00 5 0.75 0.00
R 49 61 1.00 61 0.00 1.00
L 32 33 1.00 33 1.00 0.00
TR 1850 1888 1.00 1888 0.00 0.00
L 43 44 1.00 44 1.00 0.00
TR 1949 1989 1.00 1989 0.00 0.03
S A T U R A T I O N F L O W
IDEAL # OF ADJUSTMENT FACTORS ADJ.
APP MVM SAT FLOW LANES WIDTH H.V. GRADE PARK BUS AREA RT LT FLOW
EB LT 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1729
R 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1484
WB LT 1800 1 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.87 1519
R 1800 1 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1530
NB L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
SB L 1800 1 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.95 1693
TR 1800 2 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 3564
PAGE 2 CHRISTOPHER BROWN 11/24/2009
SCHOFIELD W /SIGNAL AT DRIVE SC077PC
INTERSECTION :
S. 168TH STREET @
DRIVEWAY @
SOUTHCENTER PRKWY.
XMAS P.M. PEAK DESIGN CBD ? N
ACTUATED SIGNAL
C A P A C I T Y ANAL Y S I S
LN GR ADJ FLOW PMSV ADJ SAT FLOW GREEN LN GR V/C
APP MVM RATE LT FLOW FLW RT RATIO CRIT ? RATIO CAPACITY RATIO
EB LT 55 0 1729 0.032 N 0.083 144 0.382
R 54 0 1484 0.036 N 0.083 124 0.435
WB LT 5 0 1519 0.003 N 0.083 127 0.039
R 61 0 1530 0.040 Y 0.083 127 0.480
NB L 31 2 1693 0.018 N 0.042 71 0.437
TR 1888 0 3564 0.530 N 0.875 3118 0.606
SB L 42 2 1693 0.025 Y 0.042 71 0.592
TR 1989 0 3564 0.558 Y 0.875 3118 0.638
CYCLE LENGTH : 120.0 SUM OF CRITICAL LANES' FLOW RATIOS : 0.623
LOSS TIME PER CYCLE : 9 INTERSECTION V/C : 0.674
L E V E L O F S E R V I C E
LN GR V/C GREEN CYC 1st LN GR 2nd LN GR LN GR APP APP
APP MVM RATIO RATIO LEN DELAY CAP DELAY PF DELAY LOS DELAY LOS
IMP .00 MID
EB LT 0.382 0.083 120 39.6 144 0.8 0.85 34.3 D
R 0.435 0.083 120 39.8 124 1.6 0.85 35.2 D 34.4 D
WB LT 0.039 0.083 120 38.4 127 0.0 0.85 32.6 D
R 0.480 0.083 120 39.9 127 2.2 0.85 35.8 D 35.0 D
NB L 0.437 0.042 120 42.7 71 2.7 1.00 45.4 E
TR 0.606 0.875 120 1.5 3118 0.2 0.85 1.4 A 2.2 A
SB L 0.592 0.042 120 42.9 71 8.5 1.00 51.4 E
TR 0.638 0.875 120 1.6 3118 0.3 0.50 0.9 A 2.0 A
INTERSECTION DELAY : 3.5 secs /veh
LEVEL OF SERVICE : A