HomeMy WebLinkAbout32ND E 12420 CENTRAL VALLEY SD TRAFFIC REVIEW FILES
MEMORANDUM
DATE: September 20, 2000 IN
TO: Scott Engelhard
CC: Ann Winkler, CLC Associates, Inc. .
Tammy Jones, Spokane County Planning "
FROM: Steve Stairs ~a)
~
SUBJECT: Traffic Study for the Central Valley High School
Replacement Project SPOKA4 COLNa
I have completed review of the traffic study for the Central Valley High School construction
project and find that it is complete and conforms to our current traffic study standards. I
recommend that we accept this study for a period of five years, which corresponds with the
build-out timeframe analyzed in the study. If this project substantially changes or has not
obtained the necessary building permits by August 25, 2005, an updated study scoped by
Spokane County shall be provided. The updated study may require additional mitigation.
The site plan, Figure 2 of the Technical Appendix, shows what is labeled as a potential
maintenance/emergency access road. This road extends from Rotchford Dr. on the eastern
property line of CV High School, travels along the northern property line and connects to the
parking lot west of the football stadium. This is the first drawing that I have seen showing any
connection to Rotchford Dr.
While I don't have any real concerns in taking emergency access from Rotchford Dr. in general,
the fact that it connects to the primary parking lots for the school does concern me. It is my
opinion, that if the school wishes to have emergency access off of Rotchford Dr., it should
terminate near the eastern property line and would serve those ball felds on the eastern portion
of the site. The other areas of the site are well covered by the parking lots and entrances along
Sullivan Rd.
Since Spokane County does not have emergency access design standards, I recommend that
the school district meet with Spokane County Engineering and the Fire District to discuss the
access. In the interim, I recommend that we condition any approach permits that request
access to/from Rotchford Dr. with the following:
1. The access shall remain gated except for emergency use.
2. The access shall not connect to any parking lot facilities that have more than 5 car park
spaces.
These conditions will provide emergency access to the site and still protect the residential
neighborhood along Rotchford Dr.
If you have any questions please feel free to bring them to my attention.
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Central Valley Traffic Study
Total Driveway Volumes
AM Trips In Trips Out
Existing Counted 549 221
Existing in Figure 3 652 214
Trip Generation (Table 3) 159 65
Total at Completion Counted 708 286
Total at Completion Figure 3 811 279
Total from Figure 15 698 308
DISMISSAL Trips In Trips Out
Existing Counted 134 349
Existing in Figure 4 190 418
Trip Generation (Table 3) 42 98
Total at Completion Counted 176 447
Total at Completion Figure 3 232 516
Total from Figure 16 217 537
PM Trips In Trips Out
Existing Counted 111 187
Existing in Figure 5 118 127
Trip Generation (Table 3) 33 55
Total at Completion Counted 144 242
Total at Completion Figure 3 151 182
Total from Figure 17 129 190
08/08/00 13:28 FAX 509 458 6844 CLC Associates. Inc. 0001
AUG-08-200 09:15 FRO1~ l~W ARCHITECTURAL SPOKANE T0: 4586844 P.01/01
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Jim Milgard CoJDeptsp~ co• GL~
Spokane County Planning Deparnnent Phone ~ yi.:l ^-14ck?- ~Phone #
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_ 1026 west Broadway Fax 0 ~ ~ 4 ( Fax # y CA
Spokane, WA 99260 ~ - KC:entrdl Valley k~,igh Schvol, 1-9yU{~l -4C.B ~'~'~:5ory J. ybck. r.A
Parking at Central Valley Iiigh Sc$ool (CVHS) r,ornas E. cdd. r., AIn
• Dano t. Ha~acgF, /uA
8~enr G. Harcira, AJA
novaios G• HvyomtAO. AIA
Dear Jim; M;d,o<< P_ o'rvq~ley. Ma,
Guy J. Over(pon. AtA
As you consider the parking reQuirements for Ccntral Va1Ie Hi School, I would like to make Wl'I,om W. Rcrh, AIn
y ~ 8ruce B. Turzcr, K
yau aware of a recent hearinb held in thc latter part of 7uly regardang tr,`afFc at the CVHS site.
This hcaring wus a residual obligation of !he SEPA Cheelclist held nt the requect of County
Tr.a.f.fic Fnginee.rs who wcro also representEd at the hearing.
~
Thc issuc af ti-affic is broad and criconipassca cvcrything from pcrimctcr strccts to on-sitc
it►gressr'egress and parking. Having notified aII groperty owne,rs around the site perimeter, wc
cxpected conimentary oII all potential issues, including parking adequacy and the question of
parking uvcrIIuw inLo IhC x.fl'culccl iiCxghvurliuuc.6i.
Unly 3 people turned up for Yhe hcaring. T'he most significant issuc raistd was by Sheliey Lake
residents, east of the CVHS site. ?hey asked abouc tha potential fur ra lta.Cliv liglit Ut RutL1lfuld
Road which made little sense when CVHS might only usc Roichford for occasional
mainte,aance access.
Our point is that the hearing attractcd minimal turn-out and parking was not a public concern.
Wc wcnt into the hearing expecting that yve might strike a public ncr~e on parldno or tra£fic
issues. But ouz expectations proYed unfounded. '1'his sugggests to us (and we hope to County
Planning) that our expanded parking eapaeity sbou]d be acceptable to our neighbors because, in
our view, we are 5igniftcantly irnproving the oveTall site capacity. Pubtcly, it appears Lo be a
non-issue. For furcher information about this recent hearing, contaet Anne W inkler of Iniand
I'acific Engineering (509-45$-6840) or Mike Peatson of Central '`Valley School Distriet
(509-922-6745), or contact the County Engineer.
Thank you for your considelation.
Sinccrely,
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Stevc.~n J. McNutt, AYA ~ spokow, s-xrb
und Cos'r c'Al,rc
cc: Mike Peesson, CenEtal Valley Sehoal nistriet 1203 wP,, k„ws;,ir
Davc Jackrtzan, Central Valley SEhoo[ District Spo'fmw. W_-+in210-1
Ann Winkler, Iniand Pacific Eneineerin~ °rc,-"o'
Fred Kincy, Torn GoldetZ, Dana Harbaugh, Northwest Architectural Company tEi 501;-83&5740
iAX 509•836•8261
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NOTICE TO INTERESTED PARTIES
Meeting Date: July 26, 2000 Time: 7:00 pm
Place: Central Valley High School
S. 821 Sullivan Road
To: Property Owners, Taxpayers, and Occupants within 400 feet of application as listed
on County Assessor's Records or interested parties.
Subject: Specific traffic related discussion and scoping of traffic impacts for the
Removal and Replacement of the Central Valley High School
Applicant: Central Valley School District
Location: The east side of Sullivan at 8th Ave
Total Area Involved: 54 acres
Zoning: UR-3.5 (Urban Residential - 3.5 Units per Acre)
Proposal: Removal and Replacement of Existing Central Valley High School
Contact Person: Ann Winkler, P.E., CLC Associates, Inc., 707 West 7th Ave.,
Suite 200, Spokane, WA 99204 (509) 458-6840
All interested people are invited to attend the meeting. The purpose of the meeting is to
explain and define the proposed project and to receive comments from the neighborhood
which will identify the neighborhood's concerns related directly to traffic impacts. If you are
unable to attend the meeting, your written comments received no later than the date and
time scheduled for the meeting will be given careful consideration.
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PRELIMINARX SCOPE
EXCSTING CONDITIONS AN.D AFFECTS OF ADDITIONAL
TRA.F:FIC ON T-HE INTERSECTION OF:
• 8th & Sullivan
• Site Driveways & Sullivan
•
OTH:ER AREAS WHICH VVILL BE EXAMINED:
• Changes to access due to site plan
• Changes to 8th & Sullivan due to making it a full movement access
• Bus access concerns
•
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NOTIC D PARTIES
E TO I NTE RESTE FFq
Meeting Date: July 26, 2000 Time: 7:00 pm
Place: Central Valley H igh School C ~4~c. ~
S. 821 Sullivan Road
To: Property Owners, Taxpayers, and Occupants within 400 feet of application as listed
on County Assessor's Records or interested parties.
Subject: Specific traffic related discussion and scoping of traffic impacts for the
Removal and Replacement of the Central Valley High School
Applicant: Central Valley School District
Location: The east side of Sullivan at 8th Ave
Total Area Involved: 54 acres
Zoning: UR-3.5 (Urban Residential - 3.5 Units per Acre)
Proposal: Removal and Replacement of Existing Central Valley High School
Contact Person: Ann Winkler, P.E., CLC Associates, Inc., 707 West 7th Ave.,
Suite 200, Spokane, WA 99204 (509) 458-6840
All interested people are invited to attend the meeting. The purpose of the meeting is to
explain and define the proposed project and to receive comments from the neighborhood
which will identify the neighborhood's concerns related directly to traffic impacts. If you are
unable to attend the meeting, yourwritten comments received no laterthan the date and time
scheduled for the meeting will be given careful consideration.
~~~~t ~
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Traffic Study Scope Worksheet
5rocqf Ga,~Ur Transportation Engineering
4
Name of Project: C~ Vc- ~ ~.0-o VS, 'e-e-wA.-o CU 5~A-4151a_n
. ,
Planning File Number: S-T-R: 4- - Lead Planner:
Date of Scoping Meeting: Z/Z4/crn Attended By:
Ta ~ t~l ~ i yo(Jje ~ r~-~. c~~✓fC~
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Description of Project: ~eVVIoC-k/ 61 e,,et s4-„n c,
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Land Uses(if known):
Project Phasing: Build Out Year:
Public Scoping Meeting Date: Time: : PM ce:
Scope of Study ❑ Environmental Impact Statement gTraffic Study ❑ Other Study/Review
Intersections to Study: S4t b rI ve.r..ruy~.!1-s .
~ v
Background Development Projects:
Background Growth Rate: Pass-by Traffic Rate: n/~o~e_
Site Distance Analysis: JL( dh e-
Area Transportation Improvement Projects (Planned/Scheduled): $ r,.Q6i c-.1 '(1 "32"`f~
GJ-Fn`c~ t~n ~~t~~~,~ ~`~a> ~ve,rti~-~► ~~c.
Anticipated Directional Distribution of Project Traffic:
Other Comments: Ac~~~ ,/,m P-0ic, 4 4,•d' dr. d i Se- r,ze.cj
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1J e e~4 . t't e i ~~JW kt acr ~4 N't ~ c~G► .~i,~ Gw✓,~ 2~ ~ s-~ U G,~cl s.
~ ✓ + Final scope will be established after the first public meeting anci upun receipt of a distribution letter and map from the project's traff'ic engineer.
* This scoping document fulfills the mquirements set forth by Spokane County Engineering. Additional analysis may be required by other
reviewing agencies.
6/O 1/98
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CLC .
Associates Inc.
! ORMERLY . . mdr. arc.b.~ REC.~IVE L.m c~,.
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February 7, 2000 ~'`9 ~ 7 200# 5
`07 West 7th Suite 200
)pokane,
WA 99204 8P~MNE CoU~TY ENG W.O. No. 98579 1NEFR
;09-458-6840 i09-458-6844 Fax
;pokane, WA - Denver, CO ~
Tammy Jones
~
' Spokane County Planning
1026 W. Broadway
Spokane, WA 99260
. RE: Traffic Distribution Letter for Central Valley High School Expansion
Dear Tammy:
I have been contacted by the Central Valley School District, to prepare the
necessary traffic information for the expansion of Central Valley High School
located at Sullivan Road and 8`h Avenue. This trip distribution letter will be the
first of two documents submitted for review and approval and will be formatted
using the draft traffic distribution letter criteria created by the Spokane County
engineering department.
Sife Description
The present Central Valley High School (CVHS) facility occupies a site east of
Sullivan Road. The intersection of Sullivan & 8`h is located approximately at the
midpoint of the site's Sullivan frontage. The site is bordered on the east by the
proposed Shelley Lake PUD and to the north and south by existing multi-family
and single family residential areas. Sullivan Road borders the site on the west,
, with residential areas located to the west of Sullivan.
. The proposed high school expansion calls for a complete replacement of the
current facility providing increased classroom space, athletic fields and expanded
student parking. This expansion will accommodate an increase in student
population from the current enrollment of 1360 students to 1600 students.
The site will access Sullivan Road via three existing driveways; a driveway at
Sullivan & 8`h and two additional driveways to the south of 8`h. The driveway at
' Sullivan & 8`h will enjoy the benefit of an already existing signal while the other
; .
two driveways will remain unsignalized. The existing driveways to the student
, parking lot will be closed.
Expansion of Central Valley High School will occur all at one time. During
construction, the students will attend class in the existing facility. This study will
~ianninq address traffic impacts associated with the expanded facility and its anticipated
=n9ineering _ enrollment of 1600 students.
Vchitecture
_andscape Architecture
:and Surveying
=ormerly IPE
Traffic Distribution for Central Valiey High School Expansion
February 7, 2000 _
Page 2 _
A vicinity map is included as Figure 1 and a site plan is included as Figure 2. These figures, as
well as all other tables referenced within the text, may be found in the Appendix attached to this
letter. The site plan shows substantial increases to parking areas and to the ability for cross-
access on site compared with the existing situation.
Trip Generation
Trip generation information for this land use is included in the Trip Generation Manual, 6th
Edition (TGM) published by the Institute of Transportation EnQineerinQ under land use category
530 - High School. Field data was also collected during the past year and a comparison of the
two was done to determine locally applicable trip generation rates. This comparison indicated
that the Central Valley High School generates approximately 35% more traffic than the TGM
predicts. Table 1 summarizes this comparison. Adjustment of the trip-generation rates, in
order to model the local situation, was therefore necessary. The same adjustment was used for
each of the peak hours under consideration, and consisted of the following:
• Determine the difference between actual vs. theoretical ingress volumes and
actual vs. theoretical egress volumes in percentage terms relative to the TGM
rate
• Calculate the average of the differences determined above •
• Factor the TGM rate by the calculated average
• Directional distribution was determined as an average of the actual and
theoretical distributions.
The calculations behind this adjustment are given on pages 3 and 4 of the Appendix.
According to the TGM, the expanded Central Valley High School will generate trips according to
land use code 530 - High School. For the purposes of this analysis the trip generating
characteristics of the AM peak hour will be based on the generator. Furthermore, two different
PM peak hours (2 PM and 5 PM) have been considered in order to reflect the respective
impacts of the generator during the mid-afternoon dismissal (2 PM) and the adjacent street
during rush hour (5 PM). The trip generation characteristics of this proposal, based on the
adjusted TGM rates described above, are shown in Table 2 for the AM and early PM peak
hours and in Table 3 for the later PM peak hour and ADT.
A substantial portion of the traffic going to and from this facility is expected to be made up of
students, faculty and staff. Visitor and delivery vehicle traffic will account for a smaller portion.
Bus traffic must also be accounted for, especially during the AM peak hour and mid-afternoon
dismissal time. The ability of bus traffic to safely, and efficiently, access the site is an important
issue and will be specifically addressed in any more detailed document. The net increase in
traffic due to the increase in student enrollment is summarized in the following table. For details
concerning the trip generating characteristics of the expanded high school, please refer to the
tables in the Appendix.
,
,
' Traffic Distribution for Central Valley High School Expansion
February 7, 2000
Page 3 .
Net Increase in Traffic Volumes due to Increase in Student Enrollment from Current
Enrollment of 1360 to 1600 Students
AM Peak Eariy PM Peak, 2 PM L'ater PM Peak, 5 PM
(Dismissat Time) (Rush Hour)
In Out In Out In Out
Current Counts 549 221 134 349 111 187
Predicted
Volumes upon 640 262 166 386 131 215
Expansion
Net Increase upon 91 41 ' 32 37 20 28
Expansion
Expansion of the high school will result in a general traffic increase of about 15%. Extensive
residential development in the vicinity of the school will account for much of this growth, with the
Liberty Lake area expected to generate many of the new vehicle trips. These additional trips
will affect the levels of service at the school driveways, although the aforementioned cross-
access on site will minimize any impacts.
Trip Distribution
The main purpose of this letter is to address the expected distribution of traffic from this site
onto the surrounding transportation system. Due to the location of the facility in relation to the
areas served by CVHS, it is estimated that approximately 25% of the traffic would go to/from
the west, 25% would go to/from the south and that 50% would go to/from the north. It is
anticipated that a significant portion of the traffic going to/from the north will originate in the
Liberty Lake area, and will use either I-90 or Sprague/Appleway as the primary route to Sullivan
Road.
Conclusions and Recommendations
The portion of the Spokane valley which is served by Central Valley High School continues to
grow. Student population at CVHS will increase with or without this project. The site plan
included as a part of this study shows a vasf improvement for traffic circulation within this site
and to/from this site when compared to the current situation. This is brought,about in two major
ways, first by closing the student driveway and second by providing cross-access between
various parking areas on site.
It is recommended that every effort be made to capitalize on the presence of the signal at 8th &
Sullivan by providing as much opportunity for traffic exiting the site to use this signal as
possible. Impacts to the immediate transportation network will remain unchanged or increase
slightly at peak times. However, impacts to the wider transportation system are expected to be
negligible.
Please let me know if you have any questions about this information. I believe this project
provides better site access and on site circulation than the existing site and will be a benefit to
Traffic Distribution for Central Valley High School Expansion
February 7, 2000
Page 4 .
the community. Traffic impacts to the immediate area are not increased above the levels which
should be anticipated without the project.
Sincerely,
CLC Associates, Inc.
.
.
Ann L. Winkler, P.E.
ALW/jls
cc: Scott Engelhard, Spokane County Engineers (delivered to Tammy Jones for forwarding)
Mike Pearson, Central Valley School District
Stan Schultz, Witherspoon, Kelley, Davenport and Toole Steve McNutt, Northwest Architects
file
~wI
o~
F'~~~ . • • o
y ~
J l L '~1~
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IDNAL~ .
Traffic Distribution for Expanded Central Vailey High School at 821 S. Suilivan Road
February 7, 2000
Appendix .
Page 1
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- ~ Figure 1 - Vicinity Map _
Traffic Distribution for Expanded Central Valley High School at 821 S. Sullivan Road
February 7, 2000
Appendix . "
Page 2 _
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~ SITE PLAN - OPTION A . s ,
+so'
Figure 2 - Site Plan
Traffic Distribution for Expanded Central Valley High School at 821 S. Sullivan Road
February 7, 2000
Appendix
Page 3 Tab/e 1- Comparison of Existing Actual Traffic Counts with Volumes as Predicted
by the Trip Generation Manual for the Existing Condition
AM Peak Early PM Peak, 3 PM Later PM Peak, 5 PM
(dismissal time) . (rush hour)
In Out In Out In Out
Actual Counts 549 221 134 349 111 187
TGM Prediction 405 166 126 282 82 122
, Difference 144 55 8 67 29 65
,
% Difference
above TGM 35.50% 33.10% 6.35% 23.80% 35.40% 53.30%
volume*
difference is relative to the TGM predicted volume
Traffic Distribution for Expanded Central Valley High School at 821 S. Sullivan Road
February 7, 2000
Appendix
Page 4
Tab/e 2- Trip Generation Rates Based on the Generator - Expanded Central
Valley High Schoo/
,
AM Peak Early PM Peak
. (Mid-Afternnon Dismissal)
Students Directional - - Directional
Rate - 0.564 Distribution Rate - 0.345 Distribution.-
trips/student 71% 29% trips/student 30% 70%
_ In Out In Out
1600 902 640 262 552 166 386
Table 3- Trip Generation Rates Based on the Adjacent Street - Expanded Central
Valley High School
5 PM Peak
(Rush Hour) Students Directionai -
Rate = 0.216 Distribution .
trips/student
38% In 62% Out
1600 346 131 215
_ Average Daily Trip Ends
Students Rate Total ADT.
1600 1.79 2864
Traffic Distribution for Expanded Central Valley High School at 821 S. Sullivan Road
February 7, 2000
Appendix
Page 5
Calculation of the adjustment factors used in determininq modified trip
qeneration rates.
1. Determine numerical and percentage differences between actual counts
and TGM predicted volumes.
• AM Peak
Numerical differences-
, In = (Actual In) - (Predicted In) = 549 - 405 = 144
Out =(Actual Out) -(Predicted Out) = 221 - 166 = 55
Percentage differences-
In = (Difference) / (Predicted In) = 144 / 405 = 0.355 = 35.5%
Out = (Difference) / (Predicted Out) = 55 / 166 = 0.331 = 33.1 %
• Early PM Peak (3 PM)
Numerical differences-
In =(Actual In) -(Predicted In) = 134 - 126 = 8
Out =(Actual Out) -(Predicted Out) = 349 - 282 = 67
Percentage differences-
In = (Difference) / (Predicted In) = 8 / 126 = 0.0635 = 6.35%
Out = (Difference) / (Predicted Out) = 67 / 282 = 0.238 = 23.8%
• Later PM Peak (5 PM)
Numerical differences-
In =(Actual In) -(Predicted In) = 111 - 82 = 29
Out =(Actual Out) -(Predicted Out) = 187 - 122 = 65
Percentage differences-
In = (Difference) / (Predicted In) = 29 ! 82 = 0.354 = 35.4%
Out = (Difference) / (Predicted Out) = 65 / 122 = 0.533 = 53.3%
2. Calculate adjustment factors
• AM Peak
Adjustment factor Difference In Difference Out) / 2
_ (0.355 + 0.331) / 2 = 0.343
• Early PM Peak (3 PM)
Adjustment factor Difference In Difference Out) / 2
_ (0.0635 + 0.238) / 2 = 0.1508
• Later PM Peak (5 PM)
Adjustment factor =(0.354 + 0.533) / 2= 0.4435
. , .
Traffic Distribution for Expanded Central Valley High School at 821 S. Sullivan Road
February 7, 2000
Appendix
Page 6
3. Apply adjustment factors to original TGM rates
• AM Peak
New rate = Original TGM rate *(1 + adjustment factor)
= 0.42 * (1.343) = 0.564
• Early PM Peak (3 PM)
New rate = Original TGM rate "(1 + adjustment factor)
= 0.30 (1.1508) = 0.345
• Later PM Peak (5 PM)
New rate = Original TGM rate "(1 + adjustment factor)
= 0.15 " (1.4435) = 0.216
4. Determine directional distribution
• AM Peak
Actual counts: 71 % In, 29% Out
TGM Prediction: 71 % In, 29% Out
Adjusted distribution: 71 % In, 29% Out
• Early PM Peak (3 PM)
Actual counts: 28% In, 72% Out
TGM Prediction: 31 % In, 69% Out
Adjusted distribution:
Adjusted In =(Actual In + Predicted In) / 2
= (0.28 + 0.31) / 2 = 0.30 = 30%
Adjusted Out =(Actual Out + Predicted Out)12
- _ (0.72 + 0.69) / 2 = 0.70 = 70%
~ Later PM Peak (5 PM)
Actual counts: 37% In, 63% Out
_ TGM Prediction: 40% In, 60% Out
Adjusted distribution:
Adjusted In =(Actual In + Predicted In) / 2
= (0.37 + 0.40) / 2 = 0.38 = 38%
Adjusted Out =(Actual Out + Predicted Out) / 2
=(0.63+0.60)/2=0.62=62%
1
PROJECT: CV 8 U-Hi TIA
JOB N0. 98579 ~
INTERSECTION; Sprague 8 Conklin
DATE OF COUNT: 11117198 AM PEAK HOUR BREAKDOWN
APPROACH IMOVEMENT 1 7:15 1 7:30 1 7:45 ~ 8.00 1
I lPass I trk lpass I trk lpass I trk_- .Pass trk #TOTAL
_~an i _1 1 z1 f . .i I . -~3
Eestbound Through 1 871 51 821 91 92 61 851 4' 3501
Right 1 0
:pnVT3W!=I sr~~s<~~Il~s',III~Cszl~s, VAMeOl Wa~~as
Pd Trudcs ~ 1 6,94J 1 9.681 1 _ 6,121 1 4.44 6.79887
LeR - - ~ - i-~- 41 I 11 -----F 71- 12
Westbound ThrouAh 1 1401 61 1021 91 140i 61 1121 101 525
Right 1 1~ 1 21 1 1 21 B 51
n",VTMl
:1] ~s',iM1211,1l~i:o;J~.rsezl
~PctTnidcs ~ 1 408 1 1.691 F 4.081 1 7.6315.119561
left I 21 1 21 I 31 4 71
NoAhbound Through I I lI I I I I i I
Right 81 11 11l I itl 11 121 44
I Pct Tnx;ks I 1 11.111 1 0.001 1 7.141 1 0.00 13.84615
Left I I I I 11 I 21 I I ~ 4
Sauu,bound Thrm,gh i I 11 11 I I ~ 3
Right 1 11 1 41 1 21 1 31 , 10
AS7ot~l~~ 2 0 40 jQ17
Pcl TNCks ~ 0.00 1 14.291 1 0 00 l 1 0.00 ' 5.88235
I I - I I I I I
TotallntersectionVolume ` 2181 121 2121 191 2511 131 2251 14;VK96l1
IntersectionPctTrucJcs ~ 1 5•221 I 8.231 1 4•921 1 5•861 ~
P,H,F.= 0.91288
~
,
u~~~ es
~
PROJECT: CV & U•HI TIA
JOB N0, 98579 ~
INTERSECTION: Sprague 8 Conklin
DATE OF COUNT: 11J17198 TRAFFIC COUNT REDUCTION WORKSHEET AM PEAK HOURS
1 15 MinuSe Period Beginning C I
APPROACH IMOVEMENT 1 8:30 1 6:45 1 7;00 1 7:15 1 7:30 1 7:45 I 8:QO I 8:15 I 8:30 1 8:45 1 9:00 1 9:15
I IPass Itrk pass Itrk Ipass Ibk Ipass Itrk Ipass IUk Iaess Itrk IRass IUk lpass Itr1c [pass Ivk Ipass Itrk pass luk Ipasa Iuk
Ileft ~ 11 ( 1 41 Y ( i 2f I I I 11 f I I I r I I r
Eastbound Through ~ 421 11 441 51 581 21 671 51 821 91 921 81 851 41 701 31 1 1 1 1 1 1 I
Right I I I 11 I~ I I I I I I 21 I I I I I I I
A.i ..T,"otel *12.271MI T,TN~~ I 11 I 1+ 10221 g+ 4,621 1 8,941 1 9.681 f6.121 r~ 4.441 I 4,00 I ERRI I ERRj I ERRJ. I ERR
,i r r ai 1 11 1 71 i 31 r__ ~ 1- 1 t.. i i_i
LeR
Westbound Through 1 301 41 621 41 t001 91 7401 61 1021 91 1401 61 1121 10l 11121 21 1 1 1 1
IRignt I ( I 21 I 1 I 11 1 21 I I I 21 I 11 11 I I I I I I
r.'o~~l~a~, 41~a61~Ee1I~106I~10I~1~tI~8I~tOdl~al~t4~l o~al~al'JNtoi ol~ol~of~o
I ERRI I ERRI I ERR
PGTrucks J 11.431 8.451 ~ 8.62~ 4 08~ 1 7.691 1 4.081 ~ 7.63I ~ 2.52~ ~ ERR~
ILeft I 11 I 41 I 21 I 1 21 I 21 I 31 I 31 I ~ I I I I I I
Nonnbouna I Through I 11 I 11 I I I I I 11 I I I I I 11
I I I I I I I I
I Righl 1 31 1 81 1 101 1 8! tI 11l I 11l 11 121 1 61 1 1 1 1 1 1 1 1
IWM 141 "'0~ 3~~1~'".-Ih1b d~0+ Waal , Ol~Cl~i Q I,Ul~Di~oli~o l+~Olt''a~tYo
PGTrucks ~ 1 0.001 1 0.001 I 0•00I I 11•11I I 0•00I I 1•14I 0.001 I 0•00I I ERRI I ERRI I ERRI I ERR
iLeft i I i i 1 1i ,i i 21 i I i zi i
Southbound Through I I I I I i l 1 I 1 l I I I I I
Right I 1 ~ 31 1 3i 11 1l 1 41 1 21 1 31 1 61 1 1 1 1 1 1 1 1
;A"'STOtalMl1~01MM[01~3=Mo.IMWalilMMzl0Wolftwksla4w~il*,-4Wsl@Wtt-olW*t'~A=slm"jWah eIlNmal II~-o
PdTrucks _ERR~ I OOOI. I. 20.OOI i O.OOI i 14.29i i 0'~I I~ I OOOI I, ERRi-_-_I ERRi -I---ERRI---I`..ERR
I
Totel Utersedion Votume ` 79 51 1231 11l 1841 141 2181 121 2121 191 2511 131 2251 141 2061 81 0 0l 0l 0l 01 01 0l a
Intersecllon Pct Trudcs ~ 5.951 I 8.211 1 7.071 1 5,221 I 8.231 1 4.921 1 5861 1 2.631 ERR I I ERR I ~ ERR I I ERR
Intersection ToWI Pclnr IntersecUon Total Pd
One Hour Valumes Tcks One Haur Volume Tnucks
6:30 I 646I 6.502 7:45 1 7151 4.615
6:45 1 7931 7.062 8:00 ~ 4511 4,435
7:00 I 9231 6.284 8:15 ~ 2121 2.630
7:15 1 9841 6.017 8:30 ~ 01 ERR
7:30 1 9461 5.497 ~ 1
PROJECT: CV & U+li TIA
•
JOB N0. 98579
INTERSECTION: Sprague & Conidin
DATE OF COUM: 11117/98
PM PEAK HOUR BREAKDO'NN
APPROACH IMOVEMENT 1 4:00 I 4*15 I 4:30 I 4:45 ~ I
~ lPass lUk ip899 I Vk ipass I Nc lpass I Ufc ITOTAL
left I 51 I 41 I al I 11 II 14
Eastbound Through 1 1771 51 1331 51 1321 21 1471 2d 603
Right 21 N 9
'A ,''"~.,ta°~i
ParNCks 1 2.601 1 3.501 1 1.441 1 1.32 y2.23642
lefl ~ 71 I 111 I 51 I 41 Y 27
WesibounC Through 1 1291 21 1591 11 1341 21 1681 31 598
Right 1 81 1 51 1 3 1 51 0 19
U14:2: PCTrucks~ 1 1.391 1 0,571 1 1.391 1 1.8711.24224
Lefl I 61 I 11 I I I 1 I B e
Northbound Through I I I 21 11 I I I tl 3
Right I 10l 31 91 11 11l 11 61 11 41
;~P~r.'o~~~18'.~~a'~~:2~rE2,~~i19~:! 1~~'0~~52 •
Pd Tacks 1 15.791 1 14.291 1 8.331 1 0.60 11115385
Ileft I 11 I I I 21 I 1j ._.---_II 4Southbound IThrough I I ~ 11 1 21 1 i d 3
1 Riqhi I » I 1 21 I 41 I 24
Pd Trucks ~ 0.00 ~ 1 0.00 0.00 1 0.001 0
I I I I I I- I- f 4W-
Totallntersedion Valume 3571 101 3331 8I 2981 51 3391 511383 ,
IntersectionPdTrucks ~ 1 2•721 1 2.351 I 1.661 I lash
P.H.F. = 0 92166
s
0
~
~
,
PROJECT' CV 8, U-Hi TIA
JO8 N0. 98579 ~
INTERSECTIOM Spregue 8 Conkiln
DATE Of COUNT: 11117/98
TRAFFIC COUNT REDUCTION WORKSHEET PM PEAK HOURS
~ 15 Minute Penod Beginning @ I
APPROACH IMOVEMENT 1 4'00 1 4:15 1 4:30 1 4.45 1 5:00 1 5.15 1 5:30 1 5•45 1 6:00 1 6:15
~ 1 Pass Itrk lpass I trk lpass I Uk lpass I Uk lpass Vtc lpass I trk lpass I Uk lpess I Uk I pass I Uk I pess I tric
Len I 51 I 4j j 41 1 tf 1 5 I 41 I 71 1 31 11 51 I el
Easlbound Through 1 1771 51 1331 51 1321 21 1471 21 1491 11 1471 21 1401 1 1331 21 1231 41 1201 1
Right 1 51 1 11 1 11 1 11 1 51 1 41 1 41 1 11 1 41 1 1
a7p-p-jrotal M l=1:e.r~(~a Ii,?e'i~1=i_az 1~2 ;1 N Mt:dol~z iA MI seki, li'~S s IM W2 1i.5i1o1Mi n l~' IYii1s.la.ll Wi z.si~f
PctTrucks 1 1 2,60J 1 ---3.501 1 1.441 1 1.321 1 0631 1 1.271 _10,00 1 2J41 1 2.941 1 0.79
Lefl 7 7~ I 111 I 51 I 41 I 91 I 51 I 71~ 51 I e1 I BI
Westbound Thraugh 1 1291 21 1591 11 1341 21 1681 31 1651 61 1621 21 1371 41 1171 21 1141 I 891 1
Right 1 6i 1 51 1 31 1 51 1 31 1 2i 1 31 1 1 1 1 1 11
1 APPjT6%11MI=1,12 1~2IAU1751~7I~.,fi42JEW2 INK171f J177„19OW6I'#W1i88lf0W2Intl4,7aj~4C~112I 2I~fT4,'I~1 .961~1
_ ~Pc1TNCks I 1 1.39 ~0,571 1 1.391 1 187 3.28 1 1•171 2.651 1 1.61I 1 0.001 1 101
I Lett ---1- sI I 1 I -T I-- - f._ 1 I f 21 I I I 31 I 1+ I 21
Northbound I Through ~ 1 1 21 11 I 1 1 31 1 i
I Right ~ 10l 31 91 11 1ll 11 61 1 11 1 51 1 41 1 61 1 ill 1 41
APp~TdWM~ W1s1 s"41zj z~ 1-,1~ iL . i~:~al~:w'~~I~tol~f7d ol 41 0l 4'{ ImmIIIIiIIIiiiM
sl o
Pci Trudcs ~ 1 15.79 1 14 291 1 e.331 1 0001 I 0.001 I 0.001 I 0.001 j 0.001 j 0.001 1 0.00
Left I 11 I I I.._._Z.I....._. .I ~I I ~I I 31 I 21 I 11 1 3' _ r 1 I
Southbound Through 11 I 21 I I I I I I zl I I I I I ZI
Right 1 71 1 21 1 4 1 51 1 41 1 21 1 71 1 11 1 31
':~&wotaImI12Iliiiiiiiiml:i 1*w-- 8I0~01WW81aw01MM6 14"6i DI 31 0I*M,'G~
Pctrruacs 1 0.001 1 o.ooI 1 0,001 1 0.001 1 0.00 ~ I 0.001 I 0.001 1 0.001 1 0.001 i I 0.00
_ ~ ~ I I I I -I I I ~ I I I-1 I I I I I
Totallntersection Volume 3571 101 3331 81 2961 51 339i 51 3431 71 3381 41 3081 41 2771 51 271~ 41 2361 2
Intersecilon Pct Trudcs ~ 1 2.721 1 2.351 1 1661 1 1451 1 2.001 1 1.171 1 1,281 1 1771 1 1.451 ~ 0 114
Intersettion Total Pd InterseGion Total Pd
One Hovr Volumes Trucks One Hour Volume Tnucks
4:00 ~ 1353 2.069 5'15 1 12111 1.404+
4:15 ~ 1336 1.8711 5 30 1 11071 1.355
4:30 ~ 13371 1.5711 5,45 i 7951 1.384
4.45 ~ 1348i 1.484 6'00 1 5131 1.170
S:QO ~ 12861 1.555 ~ ~
CLC
_ Associates, Inc. FIE1V ED - - - _ - ~ .
M A=~Oe W Colvutlo LnnG fptptCtany, lne.
- AuU 2 ~ ~ooo
' SPOKARIE Cvuild I y tPdGiNEER
; 707 W. 7Ih Ave., Ste. 200 2000
Spokane, WA 99204 August 25,
- (509) 458-6840
(509) 458-6844 Fax W.O. NO. 98579
- Spokane, WA - Denver, CO
Tammy Jones
Spokane County Planning Department
1026 W. Broadway
Spokane, WA 99260
Re: Threshold Traffic Study for the Removai & Replacement of Central
Valley High School
Dear Tammy:
Based upon our project understanding through conversations with you, Scott
Engelhard, Steve Stairs, and Central Valley School District, the project sponsor, we
have prepared a brief trafficthreshold studyforthis project. This threshold studyhas
~ been required as supplemental information for a SEPA checklist which was
prepared for processing a building permit. The proposed project is the removal and
replacement of the existing Central Valley High School on its existing site in order to
update the existing facility and accommodate an additional 400 students, thus
increasing the student enrollment from 1,200 to 1,600 students. Associated traffic
revisions include routing all traffic to the student parking lot through the signalized
~ intersection of 8' and Sullivan, routing all special needs and athletic buses through
_the intersection of 8`h and Sullivan, replacing the circle drivewaywith a single access
to the pick-up/visitors lot and routing all faculty and bus traffic to the south parking lot.
_ THRESHOLD DETERMINATION
I. INTRODUCTION
The vicinity map, Figure 1 which is attached to this letter, shows more specifically
- where this site is located. A site plan is enclosed as Figure 2. The site, when
developed as planned, will have three access points to Sullivan rather than the
;
existing four. The access to the current student driveway will be closed. These
access points serve (from north to south, respectively) the student parking lot, the
pick-up/visitors lot, and the faculty parking / bus pick up lot. The planned single
access point to the pick-up/visitors lot will replace the current circle driveway.
Student buses will be routed through the south parking lot. Buses serving special
needs students and athletes will enterthe site via the intersection of 8"' and Sullivan.
~Each of these access points will allow right and left turning movements, but only the
_ intersection of 8`h and Sullivan will allow westbound through movements as it is the
Planning only four legged intersection. Please referto the site plan fordetails regarding these
Engineering access points.
Architecture
Landscape Architecture
~ Land Surveying
i
~
i
i
- Threshold Traffic Study for Removal and Replacement of Central Valley High School
August 25, 2000
, Paqe 2
~The project consists of a high school removal, replacement, and expansion with associated parking,
- ballfields, drainage, landscaping, and other amenities. Based upon the scope of the study, this
report will focus on the capacity and levels of service of the planned access points to Sullivan.
!l. PUBL/C IIVVOLVEMENT
On July 26, 2000, a neighborhood traffic scoping meeting was held at Central Valley High School
in the multi-purpose room. Several issues were brought up, including parking for the auto shop
class, accommodating for a bus turning radius at the driveways, adequate parking for the additional
, students to eliminate existing off-site parking problem, and pedestrian access to east side of
~ campus during the construction of the new building. These issues were addressed at the meeting
and do not affect the scope of the study. A sign-in sheet from the meeting is attached.
Ill. EXlST/NG CONDITIONS
The scope of this traffic study includes the existing intersection of 8`h and Sullivan as well as all
~ driveway connections to Sullivan. Therefore, this report will determine the project's impact on the
signalized intersection of 8"' and Sullivan, and unsignalized access points to Sullivan, in terms of
the future level of service during the AM peak hour, dismissal hour, and PM peak hour.
8`" Avenue is a 35 mph, two-way minor arterial which runs east-west across the central portion of
the Spokane Valley, from Dishman-Mica Road to Sullivan. East of the 8`h/Sullivan signalized
intersection is an exit only driveway from the Central Valley High School site. The southwest corner
of 8t" and Sullivan is currently occupied by a church while the northwest corner of the intersection
is occupied by a residence.
Sullivan Road is a 35 mph, two-way four-lane principal arterial which runs north-south through the
eastern portion of the Spokane Valley, east of the City of Spokane. Sullivan Road runs through an
- extensive commercial area in the vicinity of I-90. However, Sullivan Road south of Sprague runs
through a primarily residential area in the vicinity of Central Valley High School.
IV. EX/STING COND/TION - Levels of Service (per HCM)
- Traffic counts were taken at 8'h and Sullivan, the student parking lot driveway, the south parking lot
, driveway and both ends of the circle drive on December 1-3,1998 by CLC personnel. The AM peak
hour and two PM peak hours were established from these counts and were used to evaluate the
traffic effects of the proposal. These counts were increased at a 6% growth rate to model current
traffic volumes and are shown on Figures 3, 4, and 5.
The existing traffic volumes and characteristics were evaluated using standard methods as outlined
in the Highway Capacity Manual, Third Edition, 1997for the intersections in the study area. Level
of service calculations were performed using the Highway Capacity Software, version 3.2. The
~ existing levels of service at the 8ih/Sullivan intersection and the present access points along Sullivan
during the AM peak hour, dismissal hour, and PM peak hourare summarized in thefollowing table.
i
Threshoid Traffic Study for Removal and Replacement of Central Valley High School
August 25, 2000
Page 3
Table 1- Existinq Levels of Service at Central Valley Hiqh School
~
EXISTING LEVELS OF SERVICE
Intersection AM Peak Dismissal Hour PM Peak
- ' (S)ignalled
(U)nsignalled Delay LOS Delay LOS Delay LOS
, I
~ Student's Driveway U 14.7 sec B 14.6 sec B 12.9 sec B
8'h and Sullivan S 15.4 sec B 12.5 sec B 13.1 sec B
Circle Driveway, South U 12.2 sec B 9.5 sec A 8.5 sec A
South Driveway U 15.0 sec B 12.4 sec B 10.6 sec B
,
~ Level of service D is a minimum acceptable level of service for Spokane County signalized
- intersections while level of service E is a minimum acceptable level of service unsignalized
~
~ intersections in Spokane County. Therefore, all of the intersections within the study area are
currently operating well within acceptable levels of service.
V. BACKGROUND PROJECTS
A number of background projects were identified for inclusion in this analysis, consisting primarily
of residential subdivisions. The background projects considered for this analysis include Rocky
_ Top, Chapman Meadows, Morningside, Saltese Meadows, CelticAddition, Remington Hills, Shelley
Lake, and Timberlane Terrace. The anticipated traffic volumes from these projects have been
included in the level of service analyses for the AM peak hour and later PM peak hour, since these
~ times reflecttypical commutertravel periods. Furthermore, a 1.0% peryearcompound growth rate
was used for existing traffic for the next five years, to build out of the project to account for ambient
growth in the area.
;
Vl. FUTURE CONDITION without PROJECT - Level of Service
; The completion of these background projects are anticipated to be complete by the year 2005 with
the exception of RockyTop, which is anticipated to be finish in 2010. However, for the puposes of
- this report Rocky Top will be considered fully developed by 2005. Although the completion of the
' replacement and expansion of Central Valley High School is anticipated in 2002, the traffic situation
~
examined forthis traffic threshold study consists of the year 2005 condition. The analysis includes
an ambient increase in traffic of 1.0% per year over the next five years, along with a 6.0%
' adjustment to the traffic counts to account for growth since the counts were taken. The levels of
service expected for the intersection of 8th and Sullivan and the existing access points along
Sullivan, under the condition with the high school in operation as it currently is, in 2005 are shown
i on the following table. The traffic volumes which the levels of service in the table are based on, are
_shown in the technical appendix on Figures 9, 10, and 11.
~
i
' Threshold Traffic Study for Removal and Replacement of Central Valley High School
August 25, 2000
' Paqe 4 ~
Table 2- Future Levels of Service in 2005 without pro%ect
INTERSECTION: AM Peak Dismissal Hour PM Peak
; Year 2005 w/o Project Delav LOS Delav LOS Delay LOS
Student's Driveway U 16.9 sec C 15.6 sec C 13.4 sec B
8t'' & Sullivan S 15.5 sec B 15.8 sec B 16.5 sec B
- Circle Driveway, South U 15.0 sec B 10.0 sec B 9.0 sec A
South Driveway U 17.0 sec C 14.3 sec B 11.9 sec B
~ Table 2 shows that all intersections will remain at acceptable levels of service in the future without
- the project or the anticipated 400 additional students.
, Vll. TR/P GENERATION
The trip generation characteristics of the expanded Central-Valley High School are best described
;using the Trip Generation Manual, 6th Edition, land use category 530, High School.
;
A summary of the trip generating characteristics of the site, accounting for the additional 400
students, is shown in Table 3.
Table 3- Trip Generation Rates for the Expanded CV Hiqh School's Additional 400 Students
~ AM Peak Hour Dismissal Hour (2 PM)
Number of Vol @ 0.56 Directional Vol @ 0.35 Directional
Students trips per Distribution trips per Distribution
student student
71 % In 29% Out 30% In 70% Out
400 224 159 65 140 42 98
-Number of Peak Hour (5 PM) Average Daily Trip Ends (ADT)
Students
Vol @ 0.22 Directional Students Rate Total
- trips per Distribution ADT
' student
38% In 62% Out 400 1.79 716
, 400 88 33 55
i
Threshold Traffic Study for Removai and Replacement of Central Valley High School
August 25, 2000
; Page 5
' Peak hour rates have been adJusted from the avera9e rates dePicted in the TriP Generation Manual.
;
_The actual rates for Cental Valley were found to be higher than the average rates in the Trip
Generation Manual. Calculations of the adjustment factors used in determining modified trip
~ generation rates can be found in the appendix.
There are four driveways existing. The new parking layout will combine the circle driveways, used
for pick up / drop off trips, into one driveway and move it south of 8`h Street. A new driveway and
parking lot will be constructed for the students (north lot) and will enter/ exit at the 8t'' Street signal.
All bus traffic will be relocated to the expanded south lot. Busses for special needs, sports, and
activities will enter / exit through the pick up / drop off driveway.
Vlll. TRlP DISTRIBUTION
Based upon traffic counts gathered at the intersection of 8t"/Sullivan, 4th/Sullivan and Sprague/
Conklin and the boundaries of Central Valley High School, the distribution of traffic to and from the
_ site was determined. Traffic will approach the site in the following manner: 25% from Liberty Lake
~ (east of the site) will use westbound Sprague to southbound Sullivan, 25% north of the site and north
of Sprague will also use southbound Sullivan, 25% from the west will use 8`h, 25% from the south
will use northbound Sullivan. Note that a total of 50% will use southbound Sullivan from Sprague
' to the site. Traffic is expected to leave the site as follows: 50% northbound on Sullivan, 25%
westbound on 8', 25% southbound on Sullivan. Traffic assignment for the new students at the new
driveways are shown on figures 12, 13, and 14.
IX. FUTURE CONDlTION with PROJECT - Level of Service
The expansion of Central Valley High School is anticipated to be complete by the year 2002. The
traffic situation examined for this traffic threshold study consists of the year 2005 condition. Figures
15, 16, and 17 show the traffic volumes from Figures 9, 10, and 11 redistributed at the new
driveways.* The levels of service expected for the intersection of 8'h and Sullivan under this
condition in 2005 are shown on the following table. The traffic volumes which the levels of service
in the table are based on, are shown in the technical appendix.
Table 4- Future Levels of Service at 8'hand Sullivan in 2005 with projecf
INTERSECTION: AM Peak Dismissal Hour PM Peak
; 8tn and Sullivan Delay LOS Delay LOS Delay LOS
Year 2005 Condition 29.8 sec C 32.6 sec C 26.6 sec C
Table 4 shows that the level of service at this intersection will remain at an acceptable level of
, service in the future. Also, note that the traffic to/from the student parking lot is routed through the
intersection of 8th and Sullivan. The following table shows the anticipated levels of service at each
of the site's access points.
* Figures 15, 16, and 17 show the total traffic volumes expected at completion of the project with the additional traffic
from the 400 additional students
, i
-Threshold Traffic Study for Removal and Replacement of Central Valley High School
August 25, 2000
~ Paqe 6
' Table 5- Future Levels of Service at Project Access Points in 2005 wifh project
AM Peak Dismissal Hour PM Peak
ACCESS POINT
' Delay LOS Delay LOS Delay LOS
Pick-UpNisitors Lot 33.7 sec D 13.3 sec B 12.9 sec B
~ South Parking Lot 17.4 sec C 13.5 sec B 11.6 sec B
- Table 5 shows that the level of service at each access point will be acceptable. This shows that
, the proposed access points for Central Valley High School with the added 400 students will
adequately accommodate the increase in vehicles.
X. SAFETYANALYSIS
_ Accident summaries available for the most recent four years from Spokane Countyforthe Sullivan
~ road segment in the study area were assembled. Generally accidents are documented by type of
-occurrence, such as property damage (PDO) or injury (INJ). A total of 14 accidents have been
reported and documented on Sullivan within the study area during the last four years per County
records. Accidents are measured based on frequency per million vehicles miles (MVM). This ratio
is a function of the average daily traffic using this section of the road and the annual frequency of
accidents. A summary of the accident data for this 1,100 ft. segment of Sullivan is shown in the
. following table.
Table 6- Accidenf Data for Sullivan Road at Cenfra/ Valley High School
; ACCIDENT STATISTICS
1996 1997 1998 1999 per
, Intersection
PDO INJ PDO INJ PDO INJ PDO INJ MVM
Sullivan & C.V.H.S. 3 3 4 0 1 1 2 0 0.648
,
The accident rate along Sullivan in the vicinity of Central Valley High School is well below the 2.00
accidents per million entering vehicles threshold for safety improvements. Therefore accident
~ history should not be considered a problem now or in the future and no safety problem is associated
with this portion of Sullivan.
; Xl. CONCLUS/ONS
~Based upon the information contained in this report, which includes current traffic counts, a
, reasonably conservative traffic growth rate, additional traffic from background projects, and the
, additional traffic from the proposed replacement and expansion, it is shown that the intersection of
8'n Ave. and Sullivan Rd. is functioning at acceptable levels of service now and will remain at
- acceptable levels of service at project build out. The driveways are anticipated to function at
; acceptable levels of service when established. No safety problems or capacity issues were
identified.
Threshold Traffic Study for Removal and Replacement of Central Valley High School
August 25, 2000
, Paqe 7
, Xll. RECOMMENDA T/ONS
Based upon the conclusions reached in this threshold determination, it is recommended that the
; site plan be developed as shown on Figure 2, including revisions to the existing signal at 8'h &
Sullivan and closing the existing driveway to the student parking lot. Although not specifically
mentioned, it is recommended that the signals at 8' & Sullivan and 16th & Sullivan be interconnected
, and timed during the dismissal hour to facilitate bus traffic exiting the site.
;
After review of this threshold determination please let me know if you have any questions, or if
, additional analysis will be necessary.
Sincerely, W
CLC Associates, Inc.
_ ~ • ~
o
~ x
Ann L. Winkler, P.E.
~ 31398 k~
ALW/cam/jls
ONALti ~ 2S OC~
encl. -Vicinity Map
-Site Plan (EXPIRES 5/1/ p
-Traffic Volumes
-Trip Generation Rate Adjustment Factors
-Level of Service Calculations (HCS)
-Sign in sheet from neighborhood traffic scoping meeting of July 26, 2000
cc: Scott Engelhard, County Engineering (via Tammy Jones)
Stan Schultz, Witherspoon, Kelley, Davenport and Toole
Steve McNutt, Northwest Architects
Mike Pearson, Central Valley School District
file
. T r
t IL ~ _
L_ im ~ L iw
- - L -'t f -
t T t
411116- =
~ Planning, Englnee+ing, Architccturo. Landscaping AreAftecturo, Land Surveyfng
C LC ASSOCIATES, I NC.
TECHNICA►L APPENDIX
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_ ~ REMOVAL & EXPANSION
- - ` - L YEAR 2005
= a y= W1TH PROJECT
CLC Associates, Inc. TRAFFlC IMPACT ANALYSIS DI SM I SSAL H OU R
SPOKANE. WA - KNVII2. CO
,o, Wnt ,u . su;te 200 c509> 458-6M PROJECT N0. s980579
TRAFFIC VOLUMES
Spokane, WA 99204 Fpx; (Spg) 458-6B44
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,
Calculation of the adjustment factors used in determininq modified trip
qeneration rates.
' 1. Determine numerical and percentage differences betweeri actual counts-
and TGM predicted volumes.
.
~ • AM Peak
Numerical differences-
- In = (Actual In) - (Predicted In) = 549 - 405 = 144
~ Out = (Actual Out) - (Predicted Out) = 221 - 166 = 55
Percentage differences-
. In = (Difference) / (Predicted In) = 144 / 405 = 0.355 = 35.5%
- Out = (Difference) / (Predicted Out) = 55 / 166 = 0.331 = 33.1 %
• Early PM Peak (3 PM)
: Numerical differences-
In = (Actual In) - (Predicted In) = 134 - 126 = 8
- Out = (Actual Out) - (Predicted Out) = 349 - 282 = 67
- Percentage differences-
In = (Difference) / (Predicted In) = 8 / 126 = 0.0635 = 6.35%
Out = (Difference) / (Predicted Out) = 67 / 282 = 0.238 = 23.8%
. • Later PM Peak (5 PM) ,
Numerical differences-
In =(Actual In) -(Predicted In) = 111 - 82 = 29
Out =(Actual Out) -(Predicted Out) = 187 - 122 = 65
Percentage differences-
~ In = (Difference) / (Predicted In) = 29 / 82 = 0.354 = 35.4%
. Out = (Difference) / (Predicted Out) = 65 / 122 = 0.533 = 53.3°/a
2. Calculate adjustment factors
• AM Peak
Adjustment factor Difference In Difference Out) / 2
_ (0.355 + 0.331) / 2 = 0_343
• Early PM Peak (3 PM)
Adjustment factor Difference In Difference Out) / 2
_ (0.0635 + 0.238) / 2 = 0.1508
' . • Later PM Peak (5 PM)
Adjustment factor =(0.354 + 0.533) / 2= 0.4435
• T T
~
3. Apply adjustment factors to original TGM rates
• AM Peak New rate Original TGM rate (1 + adjustment factor)
=0.42*(1.343)=0.564
~ .
- - • Early PM Peak (3 PM) .
New rate = Original TGM rate "(1 + adjustment factor)
= 0.30 * (1.1508) = 0.345
• Later PM Peak (5 PM)
' New rate = Original TGM rate *(1 + adjustment factor)
= 0. 15 * (1.4435) = 0.216
4. Determine directional distribution
• AM Peak
Actual counts: 71 % In, 29% Out
TGM Prediction: 71 %{n, 29% Out
Adjusted distribution: 71% In, 29% Out
• Early PM Peak (3 PM)
Actual counts: 28% In, 72% Out
TGM Prediction: 31 % In, 69% Out
Adjusted distribution:
Adjusted In =(Actual In + Predicted In) / 2
=(0.28+0.31)/2=0.30=30%
Adjusted Out =(Actual Out + Predicted Out) / 2
= (0.72 + 0.69) / 2 = 0.70 = 70%
- Later PM Peak (5 PM)
Actual counts: 37% In, 63% Out
TGM Prediction: 40% In, 60% Out
Adjusted distribution:
Adjusted In =(Actual In + Predicted !n) / 2
= (0.37 + 0.40) / 2 = 0.38 = 38%
Adjusted Out =(Actual Out + Predicted Out) / 2
' =(0.63+0.60)/2=0.62=62%
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- Planning, Englrwering. Archllecture, lendacaping Arthitecture, Lend Survoylny
~ - CLC ASSOCIATES, 1 NC.
~
~
- LEVELS OF SERVICE
'i
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~
-
- ~
. ~
~
AM PEAR HOUR-EXISTING
' HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: North Parking Lot & Sullivan
Analyst: CAM
Project No.: 980579
Date: 8/11/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
i Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
' Movement 1 2 3 ~ 4 5 6
~ L T R ~ L T R
Volume 822 240 83 401
Hourly Flow Rate, HFR 913 266 92 445
Percent Heavy Vehicles 0
Median Type TWLTL
• RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R I L T R
Volume 5 5
Hourly Flow Rate, HFR 7 7
Percent Heavy Vehicles 0 0
Percent Grade (s) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
' Delay, Queue Length, and Level of Service
Approach NB SB westbound Eastbound
- Movement 1 4 ~ 7 8 9 ~ 10 11 12
. Lane Config L ~ L R ~
v (vph) 92 7 7
' i C(m) (vph) 670 265 660
_v/c 0.14 0.03 0.01
95% queue length 0.48 0.00 0.00
Contro]. Delay 11.2 19.0 10.5
LOS B C B
-Approach Delay 14.7
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
, E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
' Intersection: North Parking Lot & Sullivan
' City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
~ Time period Analyzed: AM Peak
- Date: 8/11/00
East/West Street: NORTH PARKING LOT
, North/South Street: SULLIVAN
' Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
• L T R L T R
Volume 822 240 83 401
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 228 67 23 111
Hourly Flow Rate, HFR 913 266 92 445
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
- Minor Street Movements 7 8 9 10 11 12
L T R L T R
' Volume 5 5
Peak Hour Factor, PHF 0.70 0.70
Peak-15 Minute Volume 2 2
Hourly Flow Rate, HFR 7 7
Percent Heavy Vehicles 0 0
Percent Grade (s) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
---RT Channelized? No
~ Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
;
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
; walking Speed (ft/sec) 4.0 4.0 4.0 4.0 ,
_ Percent Blockage 0 0 0 0
~ Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn 141 1700 3 26 90 35 50
• Through 809 1700 3 57 90 35 50
S5 Left-Turn 15 1700 3 20 90 35 1200
Through 432 1700 3 62 90 35 1200
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes: .
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7- 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
' t(3,1t) 0.00 0.70 0.00
, t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
' 2-stage 4.1 5.8 6.9
~
- Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
' L L L T R L T R
, t(f,base) 2.20 3.50 3.30
' t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
' P(HV) 0 0 0
t (f) 2.2 3.5 3.3
- Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
. Movement 2 Movement 5
V(t) V(l,prot) V(t) v(l,prot)
V prog 809 141 432 15
Total Saturation Flow Rate, s(vph) 3400 3400 3400 3400
- Arrival Type 3 3 3 3
Effective Green, g(sec) 57 26 62 20
Cycle Length, C(sec) 90 90 90 90
Rp (from table 9-2) 1.000 1.000 1.000 1.000
Proportion vehicles arra.ving on green P 0.633 0.289 0.689 0.222
g(ql) 7.9 2.7 3.6 0.3
9(q2) 2.5 0.1 0.5 0.0
g(q) 10.3 2.8 4.1 0.3
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) v(l,prot)
alpha 0.350 0.350
beta 0.741 0.741
Travel time, t(a) (sec) 0.972 23.324
Smoothing Factor, F 0.799 0.142
Proportion of conflicting flow, f 0.686 0.120 0.804 0.028
Max platooned flow, V(c,max) 2333 402 1269 4
Min platooned flow, V(c,min) 2000 2000 2000 2000
Duration of blocked period, t(p) 9.2 0.0 0.0 0.0
Proportion time blocked, p 0.102 0.000
Computation 3-Platoon Event Periods Result
,
' p(2) 0.102
p (5) 0 . 000
: p (dom) 0 . 102
p (subo) 0.000
Constrained or unconstrained? U
~
~
. Proportion
~ unblocked (1) (2) (3)
~ for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p(4) 0.898
- p(7) 0.898 0.898 1.000
p (8)
P(9) 0.898
_ p(10)
p(11) ~ p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 1179 1452 590
S 3400 3400 3400
' Px 0.898 0.898 0.898
V c,u,x 926 1230 269
C r,x 746 173 735
, C plat,x 670 155 660
Two-Stage Process
; 7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 1046 406
S 3400 3400
P(x) 0.898 1.000
V (c,u,x) 777 406
C(r,x) 419 647
C(plat,x) 376 647
Worksheet 6-Impedance and Capacity Equations
Step l: RT from Minor St. 9 12
Conflicting Flows 590
Potential Capacity 660
- Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 660
Probability of Queue free St. 0.99 1.00
. ~
~ Step 2: LT from Major St. 4 1
~ Conflicting Flows 1179
Potential Capacity 670
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 670 ,
~ Probability of Queue free St. 0.86 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.86 0.86
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1452
Potential Capacity 155
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.86 0.86
Maj. L, Ma.n T Adj. Imp Factor. 0.89 4.89
Cap. Adj. factor due to Impeding mvmnt 0.89 0.89
Movement Capacity 139
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 368 478
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.86
Movement Capacity 368 412
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows '
, Potential Capacity 478 314
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.86 1.00
I Movement Capacity 412 314
Part 3 - Single Stage
Conflicting Flows
~ Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.86 0.86
~ ' Movement Capacity
. f ~
Result for 2 stage process:
- a 0.91 0.91
`Y
' C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 1046
~ Potential Capacity 376 499
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.86
Movement Capacity 376 430
Part 2 - Second Stage
Conflicting Flows 406
Potential Capacity 647 806
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Tmpeding mvmnt 0.86 0.99
Movement Capacity 558 797
Part 3 - Single Stage
Conflicta.ng Flows 1452
Potential Capacity 155
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.86 0.86
Maj. L, Min T Adj. Imp Factor. 0.89 0.89
Cap. Adj. factor due to Impeding mvmnt 0.89 0.89
Movement Capacity 139
Results for Two-stage process:
a 0.91 0.91
y 0.57
C t 265
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
~ L T R L T R
Volume (vph) 7 7
~ Movement Capacity (vph) 265 660
Shared Lane Capacity (vph)
~
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
i; C sep 265 660
Volume 7 7
Delay
Q s ep
; Q sep +1
- round (Qsep +1)
n max "
' C sh
SUM C sep
. n
~ C act
Worksheet 10-Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 92 7 7
C(m) (vph) 670 265 660
v/C 0.14 0.03 0.01
95% queue length 0.48 0.00 0.00
Control Delay 11.2 19.0 10.5
LOS B C B
Approach Delay 14.7
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.86
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 11.2
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
i .
HCS: Signalized Intersections Release 3.2
' Inter: Sullivan & 8th City/St: Spokane, WA
Analyst : CAM Proj 99579
~ Date: 6/27/00 Period: AM Peak Hour Exising
'E/W St: 8th N/S St: Sullivan
SIGNALIZED INTERSECTION SUMMARY
Eastbound ~ Westbound ~ Northbound ( Southbound ~
I L T R ~ L T R ~ L T R ( L T R I
' No. Lanes ! 0 0 0 ~ 0 1 1 ( 1 2 0 ~ 0 2 0 ~
LGConfig ~ LR ~ LT R ( L T ~ TR ~
;'Volume 1141 36 151 39 111 122 809 ( 383 18 (
Lane Width ~ 12.0 ~ 12.0 12.0 112.0 12.0 ( 12.0 ~
RTOR Vol ~ 0 ~ 0 0 ~
;Duration 0.25 Area Type: Al1 other areas
Signal Operations
Phase Combination 1 2 3 4( 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X ~ Peds
WB Left P ~ SB Left
Thru P ~ Thru P
Right P ( Right P
Peds X ( Peds
NB Right ~ EB Right
SB Right ~ WB Right
Green 26.0 15.0 40.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
~
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LR 358 1240 0.55 0.289 33.0 C 33.0 C
, Westbound
LT 534 1847 0.19 0.289 24.8 C 25.6 C
R 454 1570 0.27 0.289 26.2 C
~ Northbound
L 301 1805 0.08 0.167 32.2 C
- T 2326 3610 0.39 0.644 8.1 A 8.7 A
Southbound
TR 1594 3586 0.28 0.444 16.3 B 16.3 B
Intersection Delay = 15.4 (see/veh) Intersection LOS = B
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200
Spokane, WA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
E-Mail.
OPERATIONAL ANALYSIS
Intersection: Sullivan & 8th
City/State: Spokane, WA
Analyst: CAM
Project No: 99579
Time Period Analyzed: AM Peak Hour Exising
Date: 6/27/00
East/West Street Name: Sth
~ North/South Street Name: Sullivan
VOLUME DATA ~ Eastbound ~ Westbound ~ Northbound ~ Southbound ~
L T R ( L T R ( L T R ~ L T R I
Volume 1141 36 151 39 111 122 809 ~ 383 18 ~
'PHF 10.90 0.90 10.90 0.90 0.90 10.90 0.90 ~ 0.90 0.90
~ PK 15 Vol 139 10 114 11 31 16 225 1 106 S ~
xi Ln vot I I I I f
; o Grade ~ 0 ~ 0 1 0 ~ 0 (
Ideal Sat ~ 1900 ~ 1900 1900 11900 1900 ~ 1900 (
ParkExist ( ~ ~ ( (
NumPark
' o Heavy Veh ( 0 0 10 0 0 10 0 ' 0 0 ~
No. Lanes ( 0 0 0 1 0 1 1 ~ 1 2 0 1 0 2 0 ~
LGConfig ` LR ~ LT R ~ L T ~ TR ~
Lane Width ~ 12.0 ( 12.0 12.0 112.0 12.0 ~ 12.0 ~
RTOR Vol ( 0 ~ 0 ( ~ 0 (
Adj F1ow ~ 197 ~ 100 123 124 899 I 446 ~
oInSharedLni I
Prop Turns 10.80 0.20 10.57 ~ 1 0.04 (
NumPeds 1 50 1 50 ~ ( 50 1
NumBus 1 0 1 0 0 10 0 1 0 1
oRightsInProtPhase 0 1 0 1 1 0 1
Duration 0.25 Area Type: All other areas
OPERATING PARAMETERS
Eastbound ~ Westbound ~ Northbound ~ Southbound ~
~ L 'x' R ~ L T R I L T R ~ L T R (
Init Unmet ~ 0.0 ~ 0.0 0.0 10.0 0.0 ~ 0.0 I
Arriv. Typel 3 1 3 3 13 3 ~ 3
_ Unit Ext. 1 3.0 ~ 3.0 3.0 13.0 3.0 ~ 3.0 ~
I Factor ~ 1.000 ( 1.000 1 1.000 ~ 1.000 (
, Lost Time ~ 2.0 ~ 2.0 2.0 12.0 2.0 ~ -2.0 ~
Ext of g ~ 2.0 ~ 2.0 2.0 12.0 2.0 ~ 2.0 ~
Ped Min g ~ 3.0 ~ 3.0 ' 3.0 ~ 3.0 (
PHASE DATA
Phase Combinatzon 1 2 3 4 1 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X ~ Peds WB Left P ~ SB Left
Thru P ~ Thru P
Right P ~ Right P
Peds X ~ Peds
NB Right ~ EB Right
~
SB Right ~ wB Right
~
. ~
Green 26.0 15.0 40.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
Y t -y' Y
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
~'Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 141 0.90 157 0
Thru 0 LR 197 0.80 0.20
, Right 36 0.90 40 0 0
Westbound
-Left 51 0.90 57 0
Thru 39 0.90 43 1 LT 100 0.57
Right 111 0.90 123 1 R 0 123
Northbound
Left 22 0.90 24 1 L 24
Thru 809 0.90 899 2 T 899
Right 0
Southbound
Lef t 0
Thru 383 0.90 426 2 TR 446 0.04
Right 18 0.90 20 0 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat:
LR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.868 0.752 1240
' Westbound Sec LT Adj/LT Sat:
, LT 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.972 1847
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.826 1570
, Northbound Sec LT Adj /LT Sat :
~ L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
~
Southbound Sec LT Adj/LT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.993 1.000 3586
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound ~
Pri.
Sec.
Lef t
- Thru LR 197 1240 # 0.16 0.289 358 0.55
~ Right
Westbound
Pri.
Sec.
Left
Thru LT 100 1847 0.05 0.289 534 0.19
Right R 123 1570 # 0.08 0.289 454 0.27
Northbound
Pri.
Sec.
Left L 24 1805 0.01 0.167 301 0.08
Thru T 899 3610 # 0.25 0.644 2326 0.39
Right
Southbound Pri.
Sec. -
Le f t .
Thru TR 446 3586 0.12 0.444 1594 0.28
Right
Sum (v/s) critical = 0.49
Lost Time/Cycle, L= 6.00 sec Critical v/c(X) = 0.52
LEVEL OF SERVICE WORKSHEET
;Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
- Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LR 0.55 0.289 27.1 1.000 358 0.50 6.0 0.0 33.0 C 33.0 C.
Westbound
LT 0.19 0.289 24.1 1.000 534 0.50 0.8 0.0 24.8 C 25.6 C
R 0.27 0.289 24.7 1.000 454 0.50 1.5 0.0 26.2 C
:Northbound
L 0.08 0.167 31.7 1.000 301 0.50 0.5 0.0 32.2 C
T 0.39 0.644 7.6 1.000 2326 0.50 0.5 0.0 8.1 A 8.7 A
~ Southbound
TR 0.28 0.444 15.9 1.000 1594 0.50 0.4 0.0 16.3 B 16.3 B
Intersection Delay = 15.4 (sec/veh) Intersection LOS = B
~
. ~ y. ~
- Z-
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g .
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
- Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp(- a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(9o/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf ) /2 , n>=0
Ptho=1-Plto Pl*=Plt [l+{ (N-1)g/ (gf+gu/E11-E4.24)
E11 (Figure 9 - 7 )
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 ( l+Plt ) /g or fmin=2 (1+P1) /g
gdiff=max(gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+P1 (Ell-1) , (min=fmin;max=1.00)
flt=fm= [gf/g] +gdiff [1/(1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
flt
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WORKSHEET
~ for shared lefts
.APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G 0.0
Effective Green Time for Lane Group, g 26.0
Opposing Effective Green Time, go 26.0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-Turn Flow Rate, Vlt 157
Proportion of Left Turns in Lane Group, Plt 0.80
Proportion of Left Turns in Opposing Flow, Plto 0.57
Adjusted Opposing Flow Rate, Vo 100
Lost Time for Lane Group, tl 0.00
Left Turns per Cycle: LTC=V1tC/3600 3.93
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo 2.50
- Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00
gf= [Gexp(- a*(LTC b) ) J-tl, gf<=g 3.4
Opposing Queue Ratio: qro=1-Rpo(go/C) 0.71
gq, (see Eq. 9-16 or 9-20) 6.92
gu =g-gq if gq>=gf, =g-gf if gq<gf 19.08
n= (gq-gf ) /2 , n>=0 1.76
,
Ptho=1-Plto 0.43
Pl*=Plt [1+{ (N-1) g/ (gf+(3u/E11+4 .24) ) ) 0.80
E11 (Figure 9- 7) 1.53
E12=(1-Ptho**n)/Plto, E12>=1.0 1.36
fmin=2 (1+Plt )/g or fmin=2 (1+P1) /g 0.14
gdiff=max(gq-gf, 0) 3.51
fm= [gf/g] + [gu/g) [1/{l+Pl (E11-1) , (min=fmin;max=1.00) 0.75
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
flt Primary 0.752
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
i
f F • ~ 't
_ 'J-
~
' SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu Cycle length, C 90.0 Red =(C-g-gq-gu), r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu) /(gu*3600) , ss
XPerm
XProt •
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
l J ~
_ ~ -
.
Westbound ;
r
i
Northbound
,
~
~
~ i
Southbound
sf
- Intersection Delay 15.4 sec/veh Intersection LOS B
+ ~ r
- ERROR MESSAGES
No errors to report.
.
~
. ~ s
' AM PfiAR HOUR-$XISTING
HCS: Unsignalized Intersections Release 3.2
' TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Circle Driveway & Sullivan
Analyst: CAM
Project No.: 980579 Date: 8/11/00
_ East/West Street: South Circle Driveway
North/South Street: Sullivan
Intersection Orientation: NS Study period (hrs): 0.25
vehicle Volumes and Adjustments
Major Street: Approach . Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 831 54 162 307
Hourly Flow Rate, HFR 923 60 180 341 •
Percent Heavy Vehicles 5
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R I L T R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade M 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
_ Delay, Queue Length, and Level of Service
: Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L
v (vph) 180
C (m) (vph) 680
v/c 0.26
95% queue length 1.17
Control Delay 12.2
LOS B
Approach Delay
Approach LOS
i
+ -Y r
HCS: Unsignalized Intersections Release 3.2
Phone : F'ax :
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Circle Driveway & Sullivan
City/State: Spokane, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: AM Peak - Existing •
Date: 8/11/00
East/West Street: South Circle Driveway
North/South Street: Sullivan
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Vo].umes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 831 54 162 307
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 231 15 45 85
Hourly Flow Rate, HFR 923 60 180 341
Percent Heavy Vehicles 5
Median Type TWLTL
RT Chanzielized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street P4ovements 7 8 9 10 11 12
L T R L T R
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
, Percent Heavy Vehicles
~ Percent Grade 0 0
• Median Storage 1
Flared Approach: Exists?
, Storage
RT Channelized?
Lanes
i Configuration
_ r r
~
, Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage o 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
_ • Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn 51 1700 3 26 90 35 300
Through 383 1700 3 39 90 35 300
worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critica]. Gap Calculation
Movement 1 4 7 8 9 10 'll 12
L L L T R L T R
t(c,base) 4.1
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) S
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t (3, lt) 0.00
.
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
, 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.2
2-stage 4.2
4 r
~
Follow-Up Time Calculations
' Movement 1 4 7 8 9 10 11 12
L L L T R L T R
' t (f,base) 2.20
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 5
t(f) 2.3 •
worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) v(l,prot)
V prog 383 51
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3 .
Effective Green, g(sec) 39 26
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriva.ng on green P 0.433 0.289
g(ql) 5.7 1.0
g(q2) 0.7 0.0
g(q) 6.5 1.0
Computation 2-Proportion of TWSC Tntersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
TravEl time, t(a) (sec) 5.831
Smoothing Factor, F 0.398
Proportion of conflicting flow, f 0.735 0.098
Max platooned flow, V(c,max) 2406 130
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 3.7 0.0
Proportion time blocked, p 0.000 0.041
Computation 3-Platoon Event Periods Result
p (2) 0.000
' p (5) 0.041
p(dom) 0.041
p(subo) 0.000
Constrained or unconstrained? U
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
, movements, p(x) Process Stage I Stage II
i
p(1)
, p (4) 1 . 000
~ p(7) .
- p(8)
P(9)
p(10)
p(11) ,
p(12)
Computation 4 and 5
Single-Stage Process
Movement • 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 983
s 3400
Px 1.000
V c,u,x 983
C r,x 680
C plat,x 680
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
v (c, x)
s
P(X)
V(c,u,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
--jr
_ •
Step 2: LT from Major St. 4 1
Conflicting Flows 983
' Potential Capacity 680
, Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 680
i Probability of Queue free St. 0.74 1.00
; Maj L-Shared Prob Q free St. •
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
, Cap. Adj. factor due to Impeding mvmnt 0.74 0.74
Movement Capacity '
Probability of Queue free St. 1.00 1..00
Step 4: LT from Minor St. 7 10
Conflicting Flows
Potential Capacity .
Pedestrian Impedance Factor 1.00 1.00
- Maj. L, Min T Impedance factor 0.74 0.74
Maj. L, Min T Adj. Imp F'actor. 0.80 0.80
Cap. Adj. factor due to Impeding mvmnt 0.80 0.80
Movement Capacity
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 340 480
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.74
Movement Capacity 340 353
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 480 329
Pedestrian Impedance Factor 1.00 1.00
' Cap. Adj. factor due to Impeding mvmnt 0.74 1.00
Movement Capacity 353 329
' Part 3 - Single Stage
Conflicting Flows
, Potential Capacity
~ Pedestrian Impedance Factor 1.00 1.00
I Cap. Adj. factor due to Impeding mvmnt 0.74 0.74
Movement Capacity
~ Result for 2 stage process:
~ a 0.91 0.91
Y
- - C t
~ Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows
Potential Capacity 340 504
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.74
Movement Capacity 340 371
Part 2 - Second Stage
Conflicting Flows
Potenta.al Capacity 620 607
Pedestrian Tmpedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.74 1.00
N9ovement Capacity 456 607
Part 3 - Single Stage
Conflicting F].ows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.74 0.74
Maj. L, Min T Adj. Imp Factor. 0.80 0.80
Cap. Adj. factor due to Tmpeding mvmnt 0.80 0.80
Movement Capacity
Results for Two-stage process:
a 0.91 0.91
Y
C t
worksheet 8-Shared Lane Calculations
Niovement 7 8 9 10 11 12
L T R L T R
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
- -r =
~
~ worksheet 9-Computation of Effect of Flared Minor Street Approaches
~
Movement 7 8 9 10 11 12
' L T R L T R
C sep
. Volume
Delay •
' Q sep
Q sep +1
, round (Qsep +1)
~n max
C sh
, SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Serva.ce
Movement 1 4 7 8 9 10 11 12
Lane Con£ig L
v (vph) 180
C (m) (vph) 680
v/c 0.26
95% queue length 1.17
Control Delay 12.2
LOS B •
Approach Delay
Approach LOS
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.74
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6 •
P* (oj )
' d(M,LT), Delay for stream 1 or 4 12.2
_ N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
' AM PEAK HOUR-FXISTING
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Driveway & Sullivan
Analyst: CAM
Project No.: 980579 .
_ Date: 8/11/00
East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Ora.entation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 885 29 84 224
Hourly Flow Rate, HFR 1041 34 98 263
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR ,L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ( L T R
Volume 1 2
Hourly Flow Rate, HFR l. 2
Percent Heavy Vehicles 0 0
Percent Grade M 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
, Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ LR ~
v (vph) 98 3
C (m) (vph) 656 364
v/c 0.15 0.01
95% queue length 0.54 0.00
Control Delay 11.4 15.0-
LOS B B
Approach Delay 15.0- _
Approach LOS B
- ~ r
- - ~
HCS: Unsignalized Intersections Release 3.2
. Phone: Fax:
E-Mail.
- TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: AM Peak
Date: 8/11/00
East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
vehic].e volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 885 29 84 224
Peak-Hour F'actor, PHF 0.85 0.85 0.85 0.85
Peak-15 Minute Volume 260 9 25 66
Hourly Flow Rate, HFR 1041 34 98 263
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Vo].ume 1 2
Peak Hour Factor, PHF 0.85 0.85
Peak-15 Minute Volume 0 1
Hourly Flow Rate, HFR 1 2
Percent Heavy Vehicles 0 0
Percent Grade 0 0
Meda.an Storage 1
_ Flared Approach: Exists? No
, Storage
RT Channelized?
Lanes 0 0
Configuration LR
' Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
; Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 51 1700 3 26 90 35 600
Through 383 1700 3 39 90 35 600
, Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculata.on
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00 -
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
I
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0 0 0
t (f) 2.2 3.5 3.3 •
Worksheet 5-Effect of Upstream Signals
Computatzon 1-Queue Clearance Time at Upstream Signal
Nlovement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 383 51
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 39 26
Cycle Length, C(sec) 90 90
Rp (from table 9-.2) 1.000 1.000
Proportion vehicles arriving on green P 0.433 0.289
g(ql) 5.7 1.0
g(q2) • 0.7 0.0
g(q) 6.5 1.0
Computation 2-Proportion of TWSC Intersection Time blocked
, Movement 2 Movement 5
V(t) v(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t (a) (sec) 11.662
Smoothing Factor, F 0.249
Proportion of conflicting flow, f - 1.000 0.141
Max platooned flow, V(c,max) 2865 117
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 4.9 0.0
Proportion time blocked, p 0.000 0.054
Computation 3-Platoon Event Periods Result
p (2) 0.000
p(S) 0.054
p(dom) 0.054
p(subo) . 0.000
-Constrained or unconstrained? U
Y ~
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
,
- p(1)
p(4) 1.000
p(7) 0.946 1.000 0.946
p(8)
p(9) 1.000
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 1075 1385 538
s 3400 3400 3400
Px 1.000 0.946 1.000
V c,u,x 1075 1270 538
C r, x 656 163 493
C plat,x 656 154 493
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Sta9e2 Stagel Stage2 Stagel Stage2
V(c,x) 1058 327
s 3400 3400
P(x) 1.000 0.946
V(c,u,x) 1058 151
C(r,x) 299 867
C(plat,x) 299 820
Worksheet 6-Impedance and Capacity Equations
- Step 1: RT from Minor St. 9 12
Conflicting Flows 538
Potential Capacity 493
Pedestrian Impedance Factor 1.00 1.00
, Movement Capacity 493
Probability of Queue free St. 1.00 1.00
.,t ,
Step 2: LT from Major St. 4 1
~
Conflicting Flows 1075
Potential Capacity 656
' Pedestrian Imp~-dance Factor 1.00 1.00
Movement Capacity 656
Probability of Queue free St. 0.85 1.00
Maj L-SharEd Prob Q free St. •
Step 3: TH from Minor St. 8 11
Conflicting F'lows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.85 0.85
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Mxnor St. 7 10
Conflicting Flows 1385
Potential Capacity 154
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.85 0.85
Maj. L, Min T Adj. Tmp Factor. 0.89 0.89
Cap. Adj. factor due to Impeding mvmnt 0.89 0.88
Movement Capacity 136
Worksheet 7-Computation of the Effect of Two-stage Gap Rcceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 304 638
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.85
Movement Capacity 304 543
Probability of Queue free St. 1.00 1.00
.
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 638 298
~ Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.85 1.00
Movement Capacity 543 298
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.85 0.85
Movement Capacity
Y 1
Result for 2 stage process:
a 0.91 0.91.
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 1058
Potential Capacity 299 699
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.85
Movement Capacity 299 595
Part 2 - Second Stage
Conflicting Flows 327
Potential Capacity 820 567
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.85 1.00
Movement Capacity 698 565
Part 3 - Single Stage
Conflicting Flows 1385
Potential Capacity 154
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.85 0.85
Maj. L, Ma.n T fidj. Tmp Factor. 0.89 0.89
Cap. Adj. factor due to Impeding mvmnt 0.89 0.88
Movement Capacity 136
Resu].ts for Two-stage process:
a 0.91 0.91
y 0.29 '
C t 239
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 1 2
Movement Capacity (vph) 239 493
, Shared Lane Capacity (vph) 364
_ 4 6
. ~y~.
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 239 493
Volume 1 2 .
Delay
Q sep
Q sep +1
round (Qsep +l)
n max
C sh 364
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 98 3
C(m) (vph) 656 364
v/c 0.15 0.01
95% queue length 0.54 0.00
Control Delay 11.4 15.0-
LOS B B
Approach Delay 15.0-
Approach LOS B
worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.85
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj ) . •
d(M,LT), Delay for stream 1 or 4 11.4
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
• 'l
x
D1SMISSAL HOUR-EXISTING
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: North Parking Lot & Sullivan
Analyst: CAM •
Project No.: 980579
Date: 8/11/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 604 40 3 697
Hourly Flow Rate, HFR 635 42 3 733
Percent Heavy vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 116 117
Hourly F'low Rate, HFR 136 137
Percent Neavy Vehicles 0 0
Percent Grade ('s ) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
. ~ Lane Conf ig L ~ L R ~
~
v (vph) 3 136 137
_ C (m) (vph) 993 394 801
v/c 0.00 0.35 0.17
95% queue length 0.00 1.58 0.66
Control Delay 8.6 18.9 10.4
LOS A C B
Approach Delay 14.6
Approach LOS B
• ~ .
- - - '
, i
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TtidO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: North Parking Lot & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: Dismissal Hour
Date: 8/11/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 604 40 3 697
Peak-Hour F'actor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 159 11 1 183
Hourly Flow Rate, HFR 635 42 3 733
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
ConFiguration T TR L T
Upstream Signal? Yes Yes
' Minor Street Movements 7 8 9 10 11 12
i
'L T R L T R
. Volume 116 117
Peak Hour Factor, PHF 0.85 0.85
Peak-15 Minute Volume 34 34
Hourly Flow Rate, HFR 136 137
Percent Heavy Vehicles 0 0
-Percent Grade 0 0
Median Storage 1
; Flared Approach: Exists?
, Storage .
RT Channelized? No
, . Lanes 1 1
' Configuration L R
s+ r
i
~ Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane width (ft) 12.0 12.0 12.0 12.0
walking Speed (ft/sec) 4.0 4.0 4.0 4.0
! Percent Blockage 0 0 0 0 •
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn 57 1700 3 17 90 35 50
Through 583 1700 3 66 90 35 SO
S5 Left-Turn 26 1700 3 20 90 35 1200
Through 610 1700 3 62 90 35 1200
worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ].n volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles:
Number oF inajor street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critica]. Gap Calculation .
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
, t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 .
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
, 2-stage 4.1 5.8 6.9
1 ~
, Follow-Up Time Calculations
Niovement 1 4 7 8 9 10 11 12
L L L T R L T R
~
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
, P (HV) 0 0 0 •
_ t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5 •
V(t) V(l,prot) V(t) V(1,prot)
V prog 583 57 610 26
Total Saturation Flow Rate, s(vph) 3400 3400 3400 3400
Arrival Type 3 3 3 3
Effective Green, g(sec) 66 17 62 20
Cycle Length, C(sec) 90 90 90 90
Rp (from table 9-2) 1.000 1.000 1.000 1.000
Proportion vehicles arriving on green P 0.733 0.189 0.689 0.222
g(q1) 4.1 1.2 5.0 0.5
9(q2) 0.9 0.0 1.1 0.0
g(q) 5.0 1.2 6.1 0.5
Computation 2-Proportion of TWSC Intersection Time blocked*
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha , 0.350 0.350
beta 0.741 0.741
Travel time, t(a) (sec) 0.972 23.324
Smoothing Factor, F 0.799 0.142
Proportion of conflicting flow, f 0.861 0.084 0.829 0.035
Max platooned flow, V(c,max) 2927 247 1714 10
Min platooned flow, V(c,min) 2000 2000 2000 2000
Duration of b].ocked period, t(p) 4.6 0.0 0.0 0.0
Proportion time blocked, p 0.051 0.000
Computation 3-Platoon Event Periods Result
' p (2) 0.051
p (5) 0.000
p(dom) 0.051
p(subo) 0.000
~ Constrained or unconstrained? U
I
, Proportion
,
unblocked (1) (2) ~ • (3)
- for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
- P(1) .
•
p (4) 0.949
p(7) 0.949 0.949 1.000
p(s)
P(9) 0.949
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 677 1028 338
s 3400 3400 3400
Px 0.949 0.949 0.949
V c,u,x 532 902 175
C r,x 1046 281 844
C plat,x 993 267 801
Two-Stage Process
7 8 10 11
Stagel Sta9e2 Stagel Stage2 Stagel Stage2 Stagei Stage2
V(c,x) 656 372
s 3400 3400
P(x) 0.949 1.000
V(c,u,x) 510 372
C(r,x) 574 673
C(plat,x) 545 673
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 338
Potential Capacity 801
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 801
Probability of Queue free St. 0.83 1.00
i - ~
~ Step 2: LT from Major St. 4 1
Conflicting Flows 677
Potential Capacity 993
- Pedestrian Impedance Factor 1.00 1.00
_ Movement Capacity 993
, Probability of Queue free St. 1.00 1.00 •
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
- Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 •
Niovement Capacity
Probabil.ity of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1028
Potential Capacity 267
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.40 1.00
Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.83
Movemenr Capacity 266
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 514 427
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 514 426
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 427 502
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
- Movement Capacity 426 502
~
Part 3 - Single Stage
Conflicting Flows
Potential Capacity - '
- Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
~ -r r
Result for 2 stage process:
a 0.91 0.91
_ y
C t
-Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10 .
Part 1 - First Stage
Conflicting Flows 656
Potential Capacity 545 438
Pedestrian Impedance F'actor 1.00 1.00 •
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 545 437
Part 2 - Second Stage '
Conflicting Flows 372
Potential Capacity 673 821
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.83
Movement Capacity 671 681
Part 3 - Single Stage
Conflicting Flows 1028
Potential Capacity 267
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 1.00
Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.83
Movement Capacity 266
Results for Two-stage process:
a 0.91 0.91
y 0.69
C t 394
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 136 137
Movement Capacity (vph) 394 801
Shared Lane Capacity (vph)
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
- Movement 7 8 9 10 11 12
' L T R L T R
C sep 394 801
Volume 136 137 •
- Delay
Q sep
Q sep +1
, round (Qsep +1)
n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Leve1 of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 3 136 137
C(m) (vph) 993 394 801
v/c 0.00 0.35 0.17
95% queue length 0.00 1.58 0.66
Control Delay 8.6 18.9 10.4
, LOS A C B
~ Approach Delay 14.6
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
' d(M,LT), Delay for stream 1 or 4 8.6
N, Number of major street through lanes
,d(rank,l) Delay for stream 2 or 5
, - _ ' '•-s~i ~ HCS: Signalized Intersections Release 3.2
, Inter: Sullivan & 8th City/St: Spokane, WA
Analyst: CAM Proj 99579
- Date: 6/27/00 Period: Dismissal Hour Exising
: E/W St: 8th N/S St: Sullivan -
SIGNALIZED INTERSECTION SUMMARY
Eastbound ~ Westbound ~ Northbound ~ Southbound
( L T R ~ L T R ~ L T R ~ L T R ~
No. Lanes ~ 0 0 0 ~ 0 1 1 ~ 1 2 0 ~ 0 2 0 ~
LGConf ig ~ LR ~ LT R ~ L T ( TR ~
Volume 154 29 113 37 36 120 554 ~ 736 59 ~
Lane Width 1 12.0 I 12.0 12.0 112.0 12.0 ~ 12.0 ~
RTOR Vol ~ 0 ~ 5 ( ~ 0 (
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4( 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X I Peds X X
WB Le f t P ~ SB Le f t
Thru P ~ Thru P
Right P ~ Right P
Peds X ( Peds X
NB Right ~ EB Right
SB Right WB Right
Green 18.0 15.0 48.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
' . .r • s,' ~
I
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
' LR 273 1363 0.32. 0.200 33.9 C 33.9 C Westbound
LT 375 1875 0.14 0.200 30.4 C 30.3 C
R 314 1570 0.11 0.200 30.1 C
Northbound
L 301 1805 0.07 0.167 32.1 C
T 2647 3610 0.22 0.733 4.0 A 5.0 A
Southbound
TR 1901 3564 0.44 0.533 13.6 B 13.6 B
Intersection Delay = 12.3 (sec/veh) Intersection LOS = B
HCS: Signalized.Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200 Spokane, WA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
E-Mail.
OPER.ATIONAL ANALYSIS
Intersection: Sullivan & 8th
City/State: Spokane, WA
Analyst: CAM
Project No: 99579
Time Period Analyzed: Dismissal Hour Exising
Date: 6/27/00
East/West Street Name: 8th
North/South Street Name: Sullivan
. ~ r' T
VOLUME DATA
~ Eastbound ~ Westbound ( Northbound ~ Southbound ~
( L T R ~ L T R ~ L T R I L T R (
Volume 154 29 113 37 36 120 554 ( 736 59 ~
PHF 10.95 0.95 10.95 0.95 0.95 10.95 0.95 ~ 0.95-0.95 ~
PK 15 Vol 114 8 14 10 9 15 146 ~ 194 16
Hi Ln Vol I I I ~ I
o Grade ~ 0 ~ 0 1 0 ~ 0 (
Ideal Sat ~ 1900 ~ 1900 1900 11900 1900 ~ 1900 ~
ParkExist
NumPark
% Heavy VehlO 0 10 0 0 10 0 ~ 0 0 ~
No. Lanes ~ 0 0 0 1 0 1 1 1 1 2 0 ' 0 2 0 ~
LGConf ig ~ LR ( LT R I L T ~ TR ~
Lane Width ~ 12.0 ~ 12.0 12.0 112.0 12.0 f 12.0 ~
RTOR Vol ~ 0 ~ 5 ( ~ 0 ~
Adj Flow I 88 ~ 53 33 121 583 ( 837 I
olnSharedLni
Prop Turns 10.65 0.35 10.26 0.07 1
NumPeds ( 50 1 50 50 (
NumBus 1 0 1 0 0 10 0 ( 0 ~
oRightsInProtPhase 0 1 0 1 ( 0 ~
Duration 0.25 Area Type: All other areas
s s
• 'T r
_ • ~1~
7
OPERATING PARAMETERS
~ Eastbound ~ Westbound ~ Northbound ( Southbound ~
- ~ L T R ~ L T R ( L T, R ( L T R ~
Init Unmet ~ 0.0 ( 0.0 0.0 10.0 0.0 ~ 0.0 (
Arriv. Typel 3 1 3 3 13 3 ( 3 ~
Unit Ext. 1 3.0 1 3.0 3.0 13.0 3.0 ~ 3.0 ~I Factor ~ 1.000 1 1.000 1 1.000 ~ 1.000 (
Lost Time ( 2.0 1 2.0 2.0 12.0 2.0 ~ 2.0 ~
Ext of g ~ 2.0 ( 2.0 2.0 12.0 2.0 ~ 2.0
Ped Ma.n g ` 3.0 1 3.0 1 3.0 ~ 3.0 I
PHASE DATA
Phase Combination 1 2 3 4 1 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X ~ Peds X X
WB Le f t P ~ SB Le f t
Thru P ~ Thru P
Right P ~ Ra.ght P
Peds X ( Peds X
NB Right ~ EB Right
(
SB Right ~ WB Right .
~y
( -
Green 18.0 15.0 48.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
. ,T- i • :r
~ .
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
- Eastbound
Left 54 0.95 57 0 '
Thru 0 LR 88 0.65 0.35
Right 29 0.95 31 0 0
Westbound
Left 13 0.95 14 0
Thru 37 0.95 39 1 LT 53 0.26
Right 36 0.95 33 1 R 5 33
Northbound
Left 20 0.95 21 1 L 21
Thru 554 0.95 583 2 T 583
Right 0 °
Southbound
Left 0
Thru 736 0.95 775 2 TR 837 0.07
Right 59 0.95 62 0 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
- Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat:
LR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.844 0.850 1363
Westbound Sec LT Adj/LT Sat:
LT 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.987 1875
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.826 1570
- Northbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
- T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
Southbound Sec LT Adj/LT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.987 1.000 3564
. .i+ a+. -r r
- CAPACITY' ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
- Pri.
Sec. Lef t
Thru LR 88 1363 # 0.06 0.200 273 0.32
Right
Westbound
Pri.
Sec.
Le f t
Thru LT 53 1875 # 0.03 0.200 375 0.14
Right R 33 1570 0.02 0.200 314 0.11 '
Northbound
Pri.
Sec.
Left L 21 1805 # 0.01 0.167 301 0.07
Thru T 583 3610 0.16 0.733 2647 0.22
Right
Southbound
Pri.
Sec.
Le f t
Thru TR 837 3564 # 0.23 0.533 1901 0.44
Right Sum (v/s) critical = 0.34
, Lost Time/Cycle, L= 9.00 sec Critical v/c(X) = 0.38
. T tY Y
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LR 0.32 0.200 30.8 1.000 273 0.50 3.1 0.0 33.9 C 33.9 C Westbound
LT 0.14 0.200 29.6 1.000 375 0.50 0.8 0.0 30.4 C 30.3 C
R 0.11 0.200 29.4 1.000 314 0.50 0.7 0.0 30.1 C
Northbound
L 0.07 0.167 31.6 1.000 301 0.50 0.4 0.0 32.1 C
T 0.22 0.733 3.8 1.000 2647 0.50 0.2 0.0 4.0 A 5.0 A
Southbound
TR 0.44 0.533 12.8 1.000 1901 0.50 0.7 0.0 13.6 B 13.6 B
Tntersection Delay = 12.3 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g '
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp a * (LTC b) ) ) -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (9q-9f ) /2, n>=0
Ptho=1-Plto
P1*=Plt [l+t (N-1) g/ (gf+gu/E11+4 . 24 )
E11 (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt )/g or fmin=2 ( l+Pl ) /g gdif f =max (gq-gf , 0)
fm= [gf /g] + [gu/g} [1/ { l+Pl (E11-1) } ] , (min=fmin; max=1 . 00 )
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0.91 (N-1) ] /N**
flt
For special case of single-lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
, or when gf >gq, see text.
. T s
•a
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB wB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G 0.0
Effective Green Time for Lane Group, g 18.0 Opposing Effective Green Time, go 18.0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-Turn Flow Rate, Vlt 57
Proportion of Left Turns in Lane Group, Plt 0.65
Proportion of Left Turns in Opposing Flow, Plto 0.26
Adjusted Opposing Flow Rate, Vo 53
Lost Time for Lane Group, tl 0.00
Left Turns per Cycle: LTC=V1tC/3600 1.43
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo 1.33
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00
gf= [Gexp(- a * (LTC b) ) ] -tl, gf<=g 6.1 .
Opposing Queue Ratio: qro=1-Rpo(go/C) 0.80
gq, (see Eq. 9-16 or 9-20) 4.83
gu =g-gq if gq>=gf, =g-gf if gq<gf 11.85
n= (gq-gf ) /2, n>=0 0.00
Ptho=1-Plto 0.74
P1*=Plt [1+{ (N-1)g/ (gf+gu/E11+4.24) ) ) . 0.65
Ell (Figure 9-7) 1.46
E12=(1-Ptho**n)/Plto, E12>=1.0 1.00
f min=2 (1+P1 t)/g or fmin=2 (1+P1) /g 0.18
gdiff=max (gq-gf , 0) 0.00
fm= [gf/g] + [gu/g] [1/{1+P1 (Ell-1)}] , (min=fmin;max=1.00) 0.85
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (l+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary 0.850
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
; For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
w~
I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from vol Adjustment Worksheet, v
- v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet), gu
Cycle length, C 90.0 Red =(C-g-gq-gu), r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(9q+9u)/(-9u*3600), ss
XPerm -
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu .
Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Larie
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds d1 sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 12.3 sec/veh Intersection LOS B
ERROR MESSAGES
, No errors to report.
i
~
- ' ~
~ - DISMISSAL HOUR-EXISTING
, HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersecti.on: S. Circle Driveway & Sullivan
' Analyst: CAM
Project No.: 980579
Date: 8/11/00
East/West Street: SOUTH CIRCLE
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 575 28 83 694 .
Hourly Flow Rate, HFR 638 31 92 771
Percent Heavy Vehicles S
Median Type TWLTL
RT Channelized? Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal.? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ( 10 11 12
L T R ~ L T R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists? Storage
RT Channelized?
Lanes
Configuration
~ Delay, Queue Length, and Level of Service
- Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
; Lane Config L
v (vph) 92
~ C(m) (vph) 897
' v/c 0.10
95% queue length 0.30
, Control Delay 9.5
LOS A
! Approach Delay
Approach LOS
.r ~
, HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Circle Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579 °
Time period Analyzed: Dismissal Hour
Date: 8/11/00
East/West Street: SOUTH CIRCLE
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 575 28 83 694
Peak-Hour Factor, PHF , 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 160 8 23 193
Hourly Flow Rate, HFR 638 31 92 771
Percent Heavy Vehicles S
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
~ Volume
' Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade M 0 0
Median Storage 1
' Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane width (ft) 12.0 12.0 12.0 12.0
, Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
' Percent Blockage 0 0 0 0 Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow F].ow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 13 1700 3 17 90 35 300
Through 773 1700 3 48 90 35 300
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 5
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.2
~ 2-stage 4.2
. ~
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t (f,base) 2.20
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 5
t(f) 2.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
' Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 773 13
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 48 17
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.533 0.189
g(q1) 9.5 0.3
g(q2) 2.8 0.0
g(q) 12.4 0.3
Computation 2-Proportion of TWSC Intersection Ta.me blocked
Movement 2 Movement S
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 5.831
Smoothing Factor, F 0.398
Proportion of conflicting Flow, f 0.896 0.015
Max platooned flow, V(c,max) 3040 7
Min platooned flow, v(c,min) 2000 2000
Duration of blocked period, t(p) 11.4 0.0
Proportion time blocked, p 0.000 0.127
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.127
p(dom) 0.127
p(subo) 0.000
Constrained or unconstrained? U
~ r
' ' -•---~~C
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
P(1)
p(4) 1.000
P (7)
p(8)
p (9)
p(10)
p(11)
p (12)
Computati.on 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
' V c,x 669
s 3400
Px 1.000
V c,u,x 669
C r,x 897
C plat,x 897
Two-Stage Process
7 8 10 11
~ Stagel Stage2 Stagel Stage2 Stagel Sta9e2 Stagel Stage2
V (c, x)
s .
P(X)
v (c, u, x)
C (r, x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step l: RT from Minor St. 9 12
- Conflicting Flows
Potential Capacity . '
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity .
Probability of Queue free St. 1.00 1.00
i_ T r
' ~,.--►_'.i1C'
Step 2: LT from Major St. 4 1
' Conflicta.ng Flows 669
Potential Capacity 897
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 897
Probability of Queue free St. 0.90 1.00 Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. Eactor due to Impeding mvmnt 0.90 0.90
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows
Potential Capacity
PEdestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.90 0.90
Maj. L, Min T Adj. Imp Factor. 0.92 0.92
Cap. Adj. factor due to Impeding mvmnt 0.92 0.92
Movement Capacity
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Nlinor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 466 431
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.90
Movement Capacity 466 387
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 431 459
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.90 1.00
ihovement Capacity 387 459
Part 3 - Single Stage
Conflicting Flows
Potential Capacity Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.90 0.90
Movement Capacity
. >
_
Result for 2 stage process:
a 0.91 0.91
~ y
C t
Probability of Queue free St. 1.00 1.00
' Step 4: LT from Minor St. ' 7 10 Part 1 - First Stage
Conflicting Flows
Potential Capacity 485 451
Pedestrian Impedance F'actor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.90
Movement Capacity 485 405
Part 2 - Second Stage
Conflicting F'lows
Potential Capacity 751 710
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.90 1.00
Movement Capacity 674 715
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.90 0.90
Maj. L, Min T Adj. Imp F'actor. 0.92 0.92
Cap. Adj. factor due to Impeding mvmnt 0.92 0.92 '
Movement Capacity
Results for Two-stage process:
a 0.91 0.91
Y
C t
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph) .
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep
~ Volume Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L
v (vph) 92
C(m) (vph) 897
v/c 0.10
95% queue length 0.30
Control Delay 9.5
LOS A
Approach Delay •
Approach LOS
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.90
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj ) .
d(M,LT), Delay for stream 1 or 4 9.5
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
• T r
DISMISSAL HOUR-EYISTINC
, HCS: Unsignalized Tntersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Driveway & Sullivan
Analyst: CAM
Project No.: 980579 '
Date: 8/11/00
East/West Stre°t: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersecta.on Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R -
Volume 602 8 28 667
Hourly Flow Rate, HFR 633 8 29 702
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ( 10 11 12
L T R ~ L T R
Volume 24 75
Hourly Flow Rate, HFR 25 78
Percent Heavy Vehicles 0 0
Percent Grade (s) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ( 7 8 9 ~ 10 11 12
' Lane Config L ~ LR ~
~
v (vph) 29 103
C(m) (vph) 953 588
' v/c 0.03 0.18
95% queue length 0.00 0.67
, Control Delay 8.9 12.4
LOS A B
Approach Delay 12.4
Approach LOS B
:
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSSS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: Da.smissal Hour - EXISTING
Date: 8/11/00
East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Rdjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 602 8 28 667
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 158 2 7 176
Hourly Flow Rate, NFR 633 8 29 702
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2 .
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 24 75
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 6 20
Nourly Flow Rate, HFR 25 78
Percent Heavy Vehicles 0 0
Percent Grade ( °s ) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
. Pedestrian Volumes and Adjustments
_ Movements 13 14 15 16
, Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow E'low Type Time Length Speed to Signal
vph vph sec sec mph `eet
S2 Left-Turn ,
Through
55 Left-Turn 13 1700 3 17 90 35 600 Through 736 1700 3 48 90 35 600
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles: •
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 0 0 0
' t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10•
Grade/100 0.00 0.00 0.00 0:00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P( I-N ) 0 0 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) v(l,prot)
'
V prog 736 13
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 48 17
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.533 0.189
g(q1) 9.1 0.3
g(q2) 2.5 0.0
g(q) 11.6 0.3
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 11.662
Smoothing Factor, F 0.249
Proportion of conflicting flow, f 1.000 0.018 •
Max platooned flow, V(c,max) 3277 5
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 10.9 0.0
Proportion time blocked, p 0.000 0.122
Computation 3-Platoon Event Periods Result
, p(2) 0.000
p(5) 0.122
p (dom) 0 . 122
p ( subo) 0 . 000
Constrained or unconstrained? U
~
-
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
! p(1) .
' p(4) 1.000
p(7) 0.878 1.000 0.878
P(8)
p(9) 1.000
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 641 1046 320
s 3400 3400 3400
Px 1.000 0.878 1.000
V c,u,x 641 720 320
C r,x 953 367 682
C plat,x 953 322 682
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 637 409
- s 3400 3400
P(x) 1.000 0.878
V(c, u, x) 637 0
C (r, x) 494 1029
C(plat,x) 494 904
worksheet 6-Impedance and Capacity Equations
Step l: RT from Minor St. 9 12
Conflicting Flows 320
Potential Capacity 682
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 682
Probability of Queue free St. 0.89 1.00
,
-
- -
Step 2: LT from Major St. 4 1
Conflicting Flows 641
Potential Capacity . 953
Pedestrian Zmpedance Factor 1.00 1.00
Movement Capacity 953
Probability of Queue free St. 0.97 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.97 0.97
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT f rom Minor St. 7 10
Conflicting F1ows 1046
Potential Capacity 322
Pedestrian zmpedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.97 0.97
Maj. L, N1in T Adj. Imp Factor. 0.98 0.98
Cap. Adj. factor due to Tmpeding mvmnt 0.98 0.87
Movement Capacity 315
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 475 534
Pedestrian Zmpedance Factor 1.40 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.97
Movement Capacity 475 518
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 534 473
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.97 1.00
Movement Capacity 518 473
Part 3 - Single Stage
~ Confla.cting Flows
~ Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.97 0.97
Movement Capacity
~ r
. ' C
Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 637
Potential Capacity 494 576
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.97
Movement Capacity 494 558
Part 2 - Second Stage
Conflicting Flows 409
Potential Capacity 904 718
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.97 0.89
Movement Capacity 876 636
Part 3 - Single Stage
Conflicta.ng Flows 1046
Potential Capacity 322
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.97 0.97
Maj. L, Min T Adj. Imp Factor. 0.98 0.98
. Cap. Adj. factor due to Impeding mvmnt 0.98 0.87
, Movement Capacity 315
Results for Two-stage process: .
a 0.91 0.91
y 0.32
C t 411
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) . 25 78
Movement Capacity (vph) 411 682
Shared Lane Capacity (vph) 588
- Y ~
~
worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 411 682
Volume 25 78
Delay
Q sep
Q sep +1
round (Qsep +1)
n max '
C sh 588
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 29 103
C(m) (vph) 953 588
v/c 0.03 0.18
95% queue length 0.00 0.67
Control Delay 8.9 12.4
LOS A B
Approach Delay 12.4
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
_ p(oj) 1.00 0.97
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 B.9
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5 ,
~
~ I'M PEtLK HOUR-EXiSTIiVG
~ HCS: LTnsigna].ized Tntersectians Release 3.2
TWO-WRY STQF CONTRO]L SCTMKARY
, Intersection- North Parking Lot & SulYivan
, Analyst: CAM
Project No. : 980579
L}ate: 8/11j00 I East/West Street : hTURTH PARKIIVG LOT _
- Narthf SoutYl Street : SLTLLIVAN
Intersection Orientatian: Ns Study perxod (hrs): 0.25
VeYzicle vo].umes and Adjustments
Major Street: Approach Northbound Southbound
Movement I 2 3 ~ 4 5 6
L 'Z" R I L 'I' R
_ Valume 572 D 37 999
f-Iourly Flow Rate, HFR 602 0 38 1051
Percent Heavy Vehieles - - - - 0 - -
Median Type TWLTL
- RT Channeli.zed?
, Lanes 2 0 1 2
Canfiguration T TR L T
, Upstrearn Sa.gnal? Yes Yes
,
Minor Street: Approach westbound Eastbound
Movement 7 a 9 ~ 10 11 12
, L T R L T R
VQ1 ume 18 18
' HouY1y Flow Ftate, HFR 22 22
; Percent Heavy Vehicles 0 0
Percent Grade M 0 0
. redian Storage 1
Flared Approach: Exists?.
Storage
RT Channelized? No
' Lanes 1 1
C4nfiguratian L R
Delay, Queue Length, and Level of Service
Approach NB SS Westbound Eas~~o-aad
Movement 1 4 ~ 7 8 9 1-0 11 12
Lane Corif ig L ~ L R I
- -v (vph) 38 22 22
' C(m) (vph) 1024 351 775
~ v/c 0.04 0.06 0.03
95t queue length 0.00 0.07 0.00
Contro7. Delay 8.7 15.9 9.8
LOS A C A
- Approach Delay . 12.9
Approach LOS 3
'
- T ~
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: North Parking Lot & Sullzvan
City/State: SPOKANE
Analyst: CAM
Project No.: 980579
Time period Analyzed: PM Peak
Date: 8/11/00
East/6Vest Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Ora.entation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 572 0 37 999
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 151 0 10 263
Hourly Flow Rate, HFR 602 0 38 1051
Percent Heavy vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
~
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 18 18
Peak Hour Factor, PHF 0.80 0.80
Peak-15 Minute Volume 6 6
Hourly Flow Rate, HF'R 22 22
Percent Heavy Vehicles 0 0
Percent Grade M 0 0
Median Storage 1
~ Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
. Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn 38 1700 3 16 90 35 50
Through 432 1700 3 67 90 35 50
S5 Left-Turn 25 1700 3 20 90 35 1200
Through 944 1700 3 62 90 35 1200
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 A9ovement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt veha.cles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00 t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
~ -rt r
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
' L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0 0 0
t(f) 2.2 3.5 3.3
worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement S
V(t) V(l,prot) V(t) v(l,prot)
V prog 432 38 944 25
Total Saturation Flow Rate, s(vph) 3400 3400 3400 3400
Arrival Type 3 3 3 3
Effective Green, g(sec) 67 16 62 20
Cycle Length, C(sec) 90 90 90 90
Rp (from table 9-2) 1.000 1.000 1.000 1.000
Proportion vehicles arriving on green P 0.744 0.178 0.689 0.222
g(ql) 2.9 0.8 7.8 0.5
g(q2) 0.4 0.0 3.0 0.0
g(q) 3.3 0.8 10.8 0.5
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350 0.350
beta 0.741 0.741
Travel time, t(a) (sec) 0.972 23.324
Smoothing Factor, F 0.799 0.142
Proportion of conflicting flow, f 0.718 0.063 0.867 0.023
Max platooned flow, V(c,max) 2428 158 2380 6
Min platooned flow, V(c,min) 2000 2000 2000 2000
Duration of blocked period, t(p) 2.4 0.0 5.2 0.0
Proportion time blocked, p 0.027 0.057
Computation 3-Platoon Event Periods Result
, p(2) 0.027
p(5) 0 . 057
p(dom) 0.057
p(subo) 0.027
Constrained or unconstrained? U
-f~rQ
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p (4) 0.973
p(7) 0.929 0.973 0.943
p(B)
p(9) 0.973
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 602 1203 301
s 3400 3900 3400 .
Px 0.973 0.929 0.973
V c,u,x .525 1035 215
C r,x 1052 231 796
C plat,x 1024 215 775
Two-Stage Process
7 8 10 17.
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 602 601
s 3400 3400
P(x) 0.973 0.943
V(c,u,x) 525 430
C(r,x) 564 629
C (plat , x) 549 593
worksheet 6-Impedance and Capacity Equations
Step l: RT from Minor St. 9 12
Conflicting Flows 301
Potential Capacity 775
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 775
Probability of Queue free St. 0.97 1.00
~
Step 2: LT from Majar St, 4 1
Conf 1iCting Flows 602
' Potential Capacity 1024
Pedestrian Impedance Factor 1.00 1.00
Moveznent Cagac i. ty 1024
; Probability of Queue free St. 0.96 1.00
Maj L-Shared Prob Q free St.
' Step 3: TH fram Minor St. 8 11
Confla.ctzng P1ows
, . Potential Capacity
_ Pedestrian Impedance Factor 1.04 1.00 .
Cap. Adj. factar due to Zmpeding mvmnt 0.96 0.96
: Movement Capacity
~ Probabx1.~ty of Queue free 5t . 1.00 1.00
5tep 4: LT from Min.ar St. 7 30
; ~ -
- ConfI3cting Flows 1203
Potential Capaui~~ 215
Pedestrian Impedance Factar 1. ()Q 1. 00
Maj. L, Min T Impedance factar 0.96 0. 96
Maj. L, Min T Adj. Imp Factnr. 0.97 0.97
Cap. Adj. factor due to Impedzng mvmnt 0.97 0.94
, . Movemen~ CapaCity 209
Worksheet 7-Computation of the Rffect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 3.1
' Part 1 - First Stage
Gonflieting F1aws
Potential Capacity 519 308
Pedestrian Impedance Factor 1.00 1.00
- - Cap. Adj. factar due to Tmpeding mvmnt 1.00 0.96
Movement Capaca.ty 519 297
~ Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
, Conflieting Flo;as
Potential capacity 308 519
Pedestrian Ympeclance Factor 1.00 1.00
Ca'p. Adj. factar due to Impeding mvmnt 0.96 1.00
' Movement capacity 297 519
Part 3 - Sa.ngle Stage
Conflictin.g Flaws
Potential Capacity
Pedestrian TrRpedance Factar 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0196 0. 95
~ Movement Capacity
_ ^-^tr.w~IG •
~
Result f-vx 2 stage 'process:
a 0.91 0.91
. y
C t
Probalai.l i ty af Queue f ree St. 1.00 1.00
, 5tep 4; LT f rom Ma.nor St. 7 10
Part - First Stage
Conflicting Flows 502
Potential Capacity 549 306
Pedestrian TmpedanCe Factar 1.00 1.00
Cap. Adj. factor clue to Tmpeding mvmnt 1.00 0.96
Maverrient Capacity 549 295
Part 2 - Secflnd Stage
Conflicting Flows 601
Potential Capacity 593 784
Pedestrian Irnpeda,nce F'actor 1.00 1.00
Cap. Adj. f actor cliae to Impeding mvmnt 0.96 0.97
Movement Capacity 571 762
Part 3 - Single Stage
; Conflicting FlovTS 1203
Potential Capacity 215
Pedestrzan Ympedance Eacto'r 1.00 1.00
~ Maj.Lr Min TImpedarrce factor 0.96 0.96
PV13j . L, Min TAdj , I[np FaCtor. 0.9-7 0.97
_ Cap. Adj.factor due ta Impedirag mvrrnt 0.9,7 0.94
, Movemerit Capacity 209
Results for Two-stage process:
a 0.91 0.91
y 0.94
c t 351
- Warksheet B-Shared Lane Calculations
Movement ? 8 9 10 11 12
, Z T R L T R
- v01 ume ( vph ) 22 22
Movement Capacity (vph) 351 775
Shared Lane Capacity (vph)
-i .
: ~
- T r
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
_ L T R L T R
C sep 351 775
Volume 22 22
Delay
Q sep
Q sep +1
round (Qsep +l)
n max
C sh
SUM C sep
n
C act
worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 38 22 22
C (m) (vph) 1024 351 775
v/c 0.04 0.06 0.03
95s queue l.ength 0.00 0.07 0.00
Control Delay 8.7 15.9 9.8
LOS A C A
Approach De1ay 12.9
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay
~ Movement 2 Movement 5
p(pj) 1.00 0.96
v(il), Volume For stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 8.7
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
HCS: Signalized,Intersections Release 3.2
~
Inter : Su11 ivan ~ Sth Cityf St: Spokane, WA
Analyst : CAM Proj # : 99579
' Date : 5 f 27 /00 Pex-iad : PM ~~ak Hour Exist-ing
E/w St: 8th Nf S St : Sullivan
SIGNALI ZEU IIV'TERSECTYQN SUN1MARY
Eastbound ~ Westbourid ~ YiTorthbound ~ 5outhbound f
~L 7' R ~L T R ~ L T R ~ v T R I
~ No. Lanes ~ a a o } 0 1 1 ~ 1 2 o ~ o 2 0 ~
LGConfig ~ LR ~ LT R ~ L `3' ~ 'I'R I
~ 'Volume 133 29 123 11 22 119 432 938 G9 ~
Lane width ~ 12.0 12_0 12_0 112_0 12.o ~ 12_0 ~
RTOR Vol 5
~ -
; Duration 0.25 Area Type : A11 nther areas
Signal Operations
Phase Cambination 1 2 3 4 ~ 5 6 76
ES Left F ~ NB Left P
Thru I '7'h,ru P P
Rignt p ~ Right
Peds x ~ Peds
WB Lef t P ~ SB Le f t
Thru. F ~ 'X`hru P
j Right p Right P
' Peds x Peds
N8 Right ~ EB Right
- SB Right ~ WB Right
; Green 16.0 15.0 50.0
°Yellow 3.0 3_0 3_0
A1 l Red 0.0 0.0 0.0
. Cycle Length : 90_ 0 secs
i -
i
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Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LR 249 1401 0.29 0.178 34.9 C 34.9 C .
Westbound
LT 327 1839 0.11 0.178 31.7 C 31.5 C
R 279 1570 0.06 0.178 31.2 C
Northbound
. L 301 1805 0.07 0.167 32.0 C
T 2728 3610 0.17 0.756 3.2 A 4.4 A
Southbound
TR 1985 3573 0.53 0.556 13.7 B 13.7 B
Intezsection Delay = 12.5 (sec/veh) zntersection LOS = B
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200 Spokane, WA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
E-Mail.
OPERATIONAL ANALYSIS
Intersection: Sullivan & 8th
City/State: Spokane, WA
Analyst: CAM
Project No: 99579
Time Period Analyzed: PM Peak Hour Existing
Date: 6/27/00
East/West Street Name: 8th
North/South Street Name: Sullivan
V OLV1'l~ ~~TA
I
~ Eastbotarzd ~ Westbaund ~ Northbound ~ Sauthbound !
~ L T R L T ~ ~ ~ ~ ~ ~ ~ T P, ~
Volume 138 29 123 11 22 119 432 938 69
PxF 10.95 0_95 10.95 0.95 0.95 10.95 0.95 d 0_95 0.95
~ 13 Vol lio s 16 3 6 15 114 247 zs
Hi Ln Vol I I I ! f
Grade ~ a ~ 0 9 0 ~ o ~
~
zdeal sat ~ 1900 ~ 1900 1900 11900 1900 ~ 1900
~arkExist
. NumPark
. ~ ~~avy Ven la a 10 0 o 10 0 1 ~ o ~
No. Lanes ~ o a a ~ o 1 1 ~ 1 2 o ~ a 2 o ~
LGconfi 9 ~ ZR ~ z~~ R ~ ~ ~ ~ TR ~
~
~ Lane width N 22.0 ~ 12.0 12.0 112.0 12.0 1 -12.0
- RTOP, Vol 0 s i I 0 ~
Adj Flow 71 ~ 36 18 120 455 1 1060 ~
, oInshareaLnl I I I ~
~
Prap Turn~ 10. 5 6 0.44 10 _ 67 I ~ 0.07
~
,'NurnP'eds ~ 50 f 50 I ~ 50
NumBus 0 0 10 0
gRightsInProtPhase Q ~ C) I
Duratian 0.25 Area 'I'ype : A11 ather areas
'
I
z
,
i -
OPERATING PARAMETERS
( Eastbound ~ Westbound ~ Northbound ~ Southbound ~
( L T R I L T R ~ L T R ~ L T R ~
Init Unmet I 0.0 I 0.0 0.0 10.0 0.0 ~ 0.0 (
Arriv. Typel 3 1 3 3 13 3 ~ 3
Unit Ext. 1 3.0 1 3.0 3.0 13.0 3.0 ( 3.0 ~
I Factor ~ 1.000 ~ 1.000 1 1.000 ~ 1.000 (
Lost Time ~ 2.0 ~ 2.0 2.0 12.0 2.0 I 2.0 (
Ext of g ~ 2.0 ~ 2.0 2.0 12.0 2.0 ~ 2.0 ~
Ped Min g~ 3.0 ~ 3.0 1 3.0 ( 3.0 ~
PHASE DATA
Phase Combination 1 2 3 4( 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X ~ Peds
WB Le f t P ~ SB Le f t
Thru P ~ Thru P
Right P ~ Right P
Peds X ~ Peds
NB Right ~ EB Right
~
SB Right ~ WB Right
~
~
Green 16.0 15.0 50.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound .
Left 38 0.95 40 0
Thru 0 LR • 71 0.56 0.44
Right 29 0.95 31 0 0
Westbound
Lef t 23 0.95 24 0
Thru 11 0.95 12 1 LT 36 0.67
Right 22 0.95 18 1 R S 18
Northbound Left 19 0.95 20 1 L 20
Thru 432 0.95 455 2 T 455
Right 0
Southbound
Lef t 0
Thru 938 0.95 987 2 TR 1060 0.07
Right 69 0.95 73 0 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f .f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat:
LR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.831 0.888 1401
Westbound . Sec LT Adj/LT Sat:
LT 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.968 1839
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.826 1570
Northbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
Southbound Sec LT Adj/LT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.990 1.000 3573
~.~f• r`a
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri. •
Sec.
Lef t Thru LR 71 1401 # 0.05 0.178 249 0.29
Right
Westbound
Pri.
Sec.
Lef t
Thru LT 36 1839 # 0.02 0.178 327 0.11
Right R 18 1570 0.01 0.178 279 0.06
Northbound
Pri.
Sec.
Left L 20 1805 # 0.01 0.167 301 0.07
Thru T 45S 3610 0.13 0.756 2728 0.17
Right
Southbound
Pri.
Sec.
Lef t
Thru TR 1060 3573 # 0.30 0.556 1985 0.53
Right
Sum (v/s) critical = 0.38
Lost Time/Cycle, L= 9.00 sec Critical v/c(X) = 0.42
~ • ' - - --°~a _'at.
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
, Lane Del Adj Grp Factor Del Del
' Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LR 0.29 0.178 32.0 1.000 249 0.50 2.9 0.0 34.9 C 34.9 C
Westbound
LT 0.11 0.178 31.0 1.000 327 0.50 0.7 0.0 31.7 C 31.5 C
1Z 0.06 0.178 30.8 1.000 279 0.50 0.4 0.0 31.2 C
Northbound
L 0.07 0.167 31.6 1.000 301 0.50 0.4 0.0 32.0 C
--T 0.17 0.756 3.1 1.000 2728 0.50 0.1 0.0 3.2 A 4.4 A
Southbound
TR 0.53 0.556 12.6 1.000 1985 0.50 1.0 0.0 13_7 B 13.7 B
Intersection Delay = 12.5 (sec/veh) Intersection LOS = B
i
r+• -f s
• T
r'~ •
'
l
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
' APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
,Actual Green Time for Lane Group, G ,
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing .Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp a * (LTC b) ) ) -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(9o/C) -
gq, (see Eq. 9-16 or 9-20) ,
. gu =g-gq if gq>=gf, =g-gf if gq<gf .
n= (gq-gf ) /2 , n>=0
Ptho=1-Plto
Pl*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24 ) } J
; E11 (Figure 9 - 7 )
' E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 ( l+Plt ) /g or fmin=2 (1+P1 )/g -
gdif f =max (gq-gf , 0)
fm= [gf/g] + [gu/g] [1/{1+P1 (Ell-1) , (min=fmin;max=1.00)
flt=fm= [gf/g] +gdiff [1/t1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1)] /N**
flt
For special case of single-lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lanz approach
or when gf >gq, see text.
~
" _
I SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
' APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G 0.0 .
Effective Green Time for Lane Group, g 16.0
Opposing Effective Green Time, go 16.0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-'Curn Flow Rate, Vlt 40
, Proportion of Left Turns in Lane Group, Plt 0.56
Proportion of Left Turns in Opposing Flow, Plto 0.67
Adjusted Opposa.ng Flow Rate, Vo 36
Lost Time for Lane Group, tl 0.00
Left Turns per Cycle: LTC=V1tC/3600 1.00
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo 0.90
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g 6.8
Opposing Queue Ratio: qro=1-Rpo(go/C) 0.82
gq, (see Eq. 9-16 or 9-20) 3.71
gu =g-gq if gq>=gf, =g-gf if gq<gf 9.23
n= (gq-gf ) /2, n>=0 0.00
Ptho=1-Plto 0.33
Pl*=Plt [l+{ (N-1)g/ (gf+gu/E11+4.24) ) ) 0.56
Ell (Figure 9-7) 1.43
E12=(1-Ptho**n)/Plto, E12>=1.0 1.00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.20
gdif f=max (gq-gf , 0) 0.00
fm= [gf/g] + [gu/g] [1/ { l+Pl (Ell-1) } ] , (min=fmin; max=1 . 00) 0.89
flt=fm= [gf/g]+gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (l+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0.91 (N-1) ] /N**
flt Primary 0.888
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
. _
, _
. i
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
. Cycle length, C 90.0 Red =(C-g-gq-.gu), r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr .
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
westbound
Northbound
Southbound
Intersection Delay 12.5 sec/veh Intersection LOS B
. :
- ~ .
ERROR MESSAGES
No errors to report.
- l
- PM PEAK HOUR-EXISTING
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
, Intersection: S. Circle Driveway & Sullivan
; Analyst: CAM
Project No.: 980579
Date: 8/11/00
East/West Street: SOUTH CIRCLE DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientata.on: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
' L T R ~ L T R
_ Volume 452 16 50 940
Hourly Flow Rate, HFR 475 16 52 989
Percent Heavy vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
, L T R ~ L T R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L
v (vph) 52
, C (m) (vph) 1083
' v/c 0.05
95% queue length 0.00 Control Delay 8.5
LOS A
Approach Delay
Approach LOS
-Y r
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Niail. •
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Circle Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Ana'lyzed: PM Peak .
Date: 8/11/00
East/West Street: SOUTH CIRCLE DRTVEWAY
North/South Street:, SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 452 16 50 940
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 119 4 13 247
Hourly Flow Rate, HFR 475 16 52 989
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2'
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
• -Y P
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
F1ow Flow Type Time Length Speed to Signal
, vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 23 1700 3 16 90 35 300
Through 938 1700 3 49 90 35 300
worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
- Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
' P(hv) 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t (3, lt) 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
_ t(c) 1-stage 4.1
2-stage 4.1
-
~
1
Follocv-Up Time Calculations
_ Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t (f,base) 2.20
, t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(HV) 0
t(f) 2.2
worksheet S-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
_ Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 938 23
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 49 16
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.544 0.178
g(q1) 11.3 0.5
g(q2) 4.3 0.0
g(q) 15.6 0.5
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
, beta 0.741
Travel time, t(a) (sec) 5.831
Smoothing Factor, F 0.398
Proportion of conflicting flow, f 0.901 0.022
Max platooned flow, V(c,max) 3062 17
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 14.8 0.0
Proportion time blocked, p 0.000 0.165
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.165
p(dom) 0.165
; p(subo) 0.000
_ Constrained or unconstrained? U
. T r
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
, P(l) .
; p(4) 1.000
- p(7)
P(8)
P(9)
p (10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c, x 491
s 3400
Px 1.000
V c,u,x 491
C r,x 1083
C plat,x 1083
Two-Stage Process
7 8 14 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V (c, x)
s
P (x)
V (c, u, x)
C(r,x)
C (p].at , x)
worksheet 6-Impedance and Capacity Equations '
Step 1: RT from Minor St. 9 12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
' Conflicting Flows 491
Potential Capacity 1083
Pedestrian Impedance Factor 1.00 1.00
~ Movement Capacity 1083
Probability of Queue free St. _ 0.95 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 0.95
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows
Potential Capacity
, Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.95 0.95
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 556 396
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.95
Movement Capacity 556 377
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 396 552
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 1.00
Movement Capacity 377 552
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 0.95
Movement Capacity
T p
I , ' -_.3[C
Result for 2 stage process:
a 0.91 0.91
i y
i
' C t
Probability of Queue free St. 1.00 1.00 •
Step 4: LT from Minor St. 7 10
, Part 1 - First Stage
Conflicting Flows
Potential Capacity 592 413
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.95
Movement Capacity 592 393
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 816 786
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 1.00
Movement Capacity 777 780'
Part 3 - Single Stage
, Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.95 0.95
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
Results for Two-stage process:
a 0.91 0.91
Y
C t
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
~Y F
i .
~
i •
Warksheet 9-Computation of Effect of Flared I'4inor Street Approaches
~ Movement 7 8 9 10 11 12
L T R L T R
, . C sep -
' tTOlume
DeYay
Q sep -
~ Q sep +1
round (Qsep +1)
~ n max
C sh
SUM C sep -
n
C act
~
Worksheet 10-Delay, Queue Length, and Level of Servace
~
Movement 1 4 7 8 9 10 11 12
- Isane Canf ig L
v (vph) 52
i C(m) (vph) 1083
-
; V/c 0.05
950 queue length 0.00
COritrol Qela.y 8.5
LOS A
~ Approach Delay
Approach LQS
~
wvrksheet 11-Shared Major LT impedance and Delay
I
~ Mavernent 2 P+lovement 5
I
p(oi) 1.00 0.95
; v(il), Valume Lot stream 2 or 5
' v(i2 Volurne for stream 3 or 5
s(i1), Saturation flow rate for stream 2 or 5
s(i2), Saturation flaw rate for stream 3 or 6
~ P* (aj )
d{M,LT}, Del.ay far stream 1 or 4 8.5
N, Number of major street thzough lanes
d( rank, 1) Del ay for at ream 2 or 5
' • __~~Y'
PAZ PEAK HOUR-EXISTINC
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Driveway & Sullivan .
, Analyst: CAM
Project No.: 980579
- Date: 8/11/00
; East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN .
Intersection Orientation: NS Study period (hrs): 0.25
, Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6 -
L T R ~ L T R
Volume 467 4 11 930
Hourly Flow Rate, HFR 491 4 11 978
Percent Heavy Vehicles 0
Median Type TWLTL RT Channelized?
, Lanes 2 0 7. 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 8 27
; Hourly Flow Rate, HFR 8 28
, Percent Heavy Vehicles 0 0
Percent Grade M 0 0
Median Storage 1
Flared Approach: Exists? No Storage
RT Channelized'
' Lanes 0 0
Configuration LR
, Delay, Queue Length, and Level of Service
Approach NB SB westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ LR (
v (vph) 11 36
C(m) (vph) 1079 674
v/c 0.01 0.05
95% queue length 0.00 0.02
Control Delay 8.4 10.6
' LOS A B
Approach Delay 10.6
Approach LOS B
. T .y
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: PM Peak Exist
Date: 8/11/00
East/West Street : SOUTH DRIVE6VAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 467 4 11 930
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Vo].ume 123 1 3 245
Hourly Flow Rate, HFR 491 4 11 978
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
' Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 8 27
Peak Hour Factor, PHF 0.95 0.95
Peak-15 Minute Volume 2 7
Hourly Flow Rate, HFR 8 28
Percent Heavy Vehicles 0 0
Percent Grade (s) 0 0
Median Storage 1
' Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
rt r
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 .
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn 23 1700 3 16 90 35 600
Through 938 1700 3 49 90 35 600
- worksheet 3-Data for Computing Effect of Delay to Major Street vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehic].es:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9 .
t(C,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
.r r
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0 0 0
t (f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movernent S
V(t) V(l,prot) V(t) V(l,prot)
V prog 938 23
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 49 16
- Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.544 0.178
g(ql) 11.3 0.5
g(q2) 4.3 0.0
g(q) 15.6 0.5
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement S
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
, beta 0.741
; Travel time, t(a) (sec) 11.662
Smoothing Factor, F 0.249
Proportion of conflicting flow, f 0.948 0.023
Max platooned flow, V(c,max) 3188 11
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 14.8 0.0
Proportion time blocked, p 0.000 0.164
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.164
p(dom) 0.164
p(subo) 0.000
Constrained or unconstrained? U
. r .
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1) .
p(4) 1.000
p(7) 0.836 1.000 0.836
- p(8)
P(q) 1.000
p(10)
p(11)
p(12) .
Cocnputation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 495 1004 248
s 3400 3400 3400
Px 1.000 0.836 1.000
V c,u,x 495 533 248
C r,x 1079 482 758
C plat,x 1079 403 758
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 493 511
s 3400 3400
. ~ P(x) 1.000 0.836
V(c,u,x) 493 0
C(r,x) 585 1029
C(plat,x) 585 860
worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 248
Potential Capacity 758
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 758
Probability of Queue free St. 0.96 1.00
~
J_ .f p
~
Step 2: LT from Major St. 4 1
• Conflicting Flows 495
Potential Capacity 1079
Pedestrian Impedance Factor 1.00 1.00
i Movement Capacity 1079
' Probability of Queue free St. 0.99 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capaca.ty
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1004
Potential Capacity 403
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.96
Movement Capacity 400
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance .
Step 3: TH from Minor St. 8 11
• Part 1 - First Stage
Conflicting Flows
Potential Capacity 550 444
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 550 439
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 444 549
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 439 549
Part 3 - Single Stage
, Conflicting Flows , Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
, Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity
~ r
Result for 2 stage process:
a 0.91 0.91
. y
• C t
Probability of Queue free St. 1.00 1.00
• Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 493
Potential Capacity 585 470
_ Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Tmpeding mvmnt 1.00 0.99
' Movement Capacity 585 465
Part 2 - Second Stage
Conflicting Flows 511
Potential Capacity 860 779
Pedestra.an Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.96
Movement Capacity 851 750
, Part 3 - Single Stage
Conflzcting Floc,►s 1004
Potential Capacity 403
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap.• Adj. factor due to Tmpeding mvmnt 0.99 0.96
Movement Capacity 400
Results for Two-stage process:
, a 0.91 0.91
Y 0.41
C t 485
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 8 28
Movement Capacity (vph) 485 758
Shared Lane Capacity (vph) 674
.T f.
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 485 758 '
Volume 8 28
Delay
Q sep
Q sep +1 .
round (Qsep +1)
n max
C sh 674
SUM C sep
n
C act
worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Conf a.g L LR
,
v (vph) 11 36
C(m) (vph) 1079 674
v/c 0.01 0.05
95s queue length 0.00 0.02
Control Delay 8.4 10.6
LOS A B
Approach Delay 10.6
Approach LOS B
Worksheet 11-Shared Major LT Impedance and Delay •
Movement 2 Movement 5
p(oj) 1.00 0.99
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il.), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6 P* (oj )
d(M,LT), Delay for stream 1 or 4 8.4
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
~ r
AM PEAK HOUR-YEAR 2005 VVITHOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: North Parking Lot & Sullivan
Analyst: CAM
Project No.: 980579
Date: 8/14/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 S 6
L T R ~ L T R
Volume 1034 252 87 472
Hourly Flow Rate, HFR 1148 280 96 524
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
, Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 6 6
Hourly Flow Rate, HFR 8 8
Percent Heavy Vehicles 0 0
Percent Grade M 0 0
Median Storage 1
Flared Approach: Exists? _
Storage
RT Channelized? No .
Lanes 1 1
Configuration L R
De].ay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Conf ig L ~ L R • ~
v (vph) 96 8 8
C(m) (vph) 550 208 632
v/c 0.17 0.04 0.01
95% queue length 0.66 0.00 0.00
Control Delay 12.9 23.0 10.8
LOS B C B
Approach Delay 16.9
Approach LOS C
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: North Parking Lot & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: AM Peak-2005 w/o Project
Date: 8/14/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
- Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 S 6
L T R L T R
Volume 1034 252 87 472
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 287 70 24 131
Hourly Flow Rate, HFR 1148 280 96 524
Percent Neavy Vehicles 0 Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes •
Minor Street Movements 7 8 9 10 11 12
• L T R L T R
Volume 6 6
Peak Hour Factor, PHF 0.70 0.70
Peak-15 Nlinute Volume 2 2
Hourly Flow Rate, HFR 8 8
Percent Heavy Vehicles 0 0
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
~ .
_
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
, Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Ti.me Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn 148 1700 3 26 90 35 50
Through 1021 1700 3 58 90 35 50
S5 Left-Turn 19 1700 3 20 90 35 1200
Through 540 1700 3 62 90 35 1200
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
' Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Nurnber oE major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calcu].ation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 . 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
~ r
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
,-t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0 0 0
t(f) 2.2 3.5 3.3
,
worksheet 5-Effect of Upstream Signals
, Computation 1-Queue Clearance Time at Upstream Signal
~ Movement 2 Movement 5
V(t) V{l,prot} V(t) v(l,prot)
V prog 1021 148 540 19
Total Saturation Flow Rate, s(vph) 3400 3400 3400 3400
Arrival Type 3 3 3 3
Effective Green, g(sec) 58 26 62 20
Cycle Length, C(sec) 90 90 90 90
Rp (from table 9-2) 1.000 1.000 1.000 1.000
Proportion vehicles arriving on green P 0.644 0.289 0.689 0.222
g(ql) ' 9.6 2.8 4.4 0.4
g(q2) 4.1 0.1 0.8 0.0
g(q) 13.7 2.9 5.3 0.4
Computation 2-Proportion of TwSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350 0.350
beta 0.741 0.741
Travel time, t(a) (sec) 0.972 23.324
Smoothing Factor, F 0.799 0.142
Proportion of conflicting flow, f 0.715 0.104 0.871 0.031
Max platooned flow, V(c,max) 2431 349 1643 6
- Min platooned flow, V(c,min) 2000 2000 2000 2000
Duration of blocked period, t(p) 12.8 0.0 0.0 0.0
Proportion ta.me blocked, p 0.143 0.000
Computation 3-Platoon Event Periods Result .
p(2) 0.143
p (5) 0 . 000
p(dom) 0.143
p(subo) 0.000
Constrained or unconstrained? U
_ ~
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
-Ptl> .
' p (4) 0 . 857
p(7) 0.857 0.857 1.000
P(8) .
P(9) 0.857
p(10)
p(11)
p(12)
Computata.on 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V C,x 1428 1742 714
s 3400 3400 3400
Px 0.857 0.857 0.857
V c,u,x 1100 1466 267
C r,x 642 121 737
C plat,x 550 104 632
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stage7. Stage2 Stagel Stage2
V (c, x) 1288 454
s 3400 3400
P(x) 0.857 1.000
V(C, u, x) 937 454
C(r,x) 346 612
C(plat,x) 297 612
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 714
Potential Capacity 632
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 632
Probability of Queue free St. 0.99 1.00
-
Step 2: LT from Major St. 4 1
Conflicting Flows 1428
Potential Capacity 550
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 550
Probability of Queue free St. 0.83 1.00 Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.83 0.83
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4_ LT from Nlinor St. 7 10
Conflicting Flows 1742 Potential Capacity 104
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.83 0.83
Maj. L, Ma.n T Adj. Imp Factor. 0.87 0.87
Cap. Adj. factor due to Impeding mvmnt 0.87 0.85
Movement Capacity 90
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 297 437
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.83 Movement Capacity 297 361
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 437 249
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.83 1.00
Movement Capacity 361 249
Part 3 - Single Stage
Conflicting Flows
' Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.83 0.83
Movement Capacity
T r
~
Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 1288
Potential Capacity 297 450
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.83
Movement Capacity 297 371
Part 2 - Second Stage
Confli.cting Flows 454
Potential Capacity 612 784
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.83 0.99
Movement Capacity 505 774
Part 3 - Single Stage
Conflicting Flows 1742
Potential Capacity 104
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.83 0.83
Maj. L, Min T Adj. Imp Factor. 0.87 0.87
Cap. Adj. factor due to Impeding mvmnt 0.87 ' 0.85
Movement Capacity 90
Results for Two-stage proce5s:
a 0.91 0.91
y 0.50
C t 208
worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 8 8
Movement Capacity (vph) 208 632
Shared Lane Capacity (vph)
. T t
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 208 632
Volume 8 8 Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 96 8 8
C(m) (vph) 550 208 632
v/c 0.17 0.04 0.01
95% queue length 0.66 0.00 0.00
Control Delay 12.9 23.0 10.8
LOS B C B
Approach Delay 16.9
Approach LOS C
- worksheet 11-Shared Major LT Impedance and Delay
Movement 2 N9ovement 5
p(oj) 1.00 0.83
v(il), volume for stream 2 or 5
v(i2), volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 12.9
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
. ~ s • T T
HCS: Signalized Intersections Release 3.2
Tnter: Sullivan & 8th City/St: Spokane, WA
Analyst: CAM - Proj 99579
Date: 8/14/00 Period: AM Peak-2005 w/o Project
E/W St: 8th N/S St: Sullivan
SIGNALIZED INTERSECTION SUMMA.RY
( Eastbound ( Westbound ~ Northbound ~ Southbound ~
I L T R I L T R ' L T R ( L T R ~
No. Lane s ~ 0 0 0 ~ 0 1 1 ~ 1 2 0 ~ 0 2 0 (
LGConfig ~ LR ~ LT R ~ L T ~ TR ~
Volume 1148 43 153 41 117 128 1021 ~ 453 19 ~
Lane Width ~ 12.0 ~ 12.0 12.0 112.0 12.0 ~ 12.0 ~
RTOR Vol ~ 0 ~ 20 0 ~
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4( 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru . ( Thru P P
Right P ( Right
Peds X ~ Peds X X
WB Le f t P ( SB Le f t
Thru P ~ Thru P Right P ~ Right P
Peds X ~ Peds X
NB Right ~ EB Right
SB Right ~ WB Right
Green 26.0 15.0 40.0
Yellow 3.0 3.0 3.0
Al1 Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
. -Y s-. s
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach ,
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
. LR 355 1230 0.60 0.289 34.7 C 34.7 C
Westbound
LT 534 1848 0.20 0.289 24.9 C 25.3 C ,
R 454 1570 0.24 0.289 25.7 C
Northbound
L 301 1805 0.10 0.167 32.5 C
T 2326 3610 0.49 0.644 9.0 A 9.7 A
Southbound TR • 1593 3585 0.33 0.444 16.8 B 16.8 B
Intersection Delay = 15.5 (sec/veh) Intersection LOS = B
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200
Spokane, WA 99204
Phone: (509) 459-6840 Fax: (509) 458-6844
E-Mail.
OPERATIONAL ANALYSIS
Intersection: Sullivan & 8th '
City/State: Spokane, WA
Analyst: CAM
Project No: 99579
Time Period Analyzed: AM Peak-2005 w/o Project
Date: 8/14/00
East/West Street Name: 8th
North/South Street Name: Sullivan
. .r r
VOLUME DATA
~ Eastbound ~ westbound ~ Northbound ~ Southbound ~
L T R ~ L T R I L T R ~ L T R `
Volume 1148 43 153 41 117 128 1021 ~ 453 19 ~
PHF 10.90 0.90 10.90 0.90 0.90 10.90 0.90 ~ 0.90 0.90
PK 15 Vol 141 12 115 11 33 18 284 ~ 126 5 (
Hi Ln Vol I I I I
o Grade ~ 0 ~ 0 1 0 ~ 0 (
Ideal Sat ( 1900 ~ 1900 1900 11900 1900 ~ 1900 ~
ParkExist
NumPark
o Heavy VehlO 0 10 0 0 10 0 ~ 0 0 ~
No. Lanes ~ 0 0 0 I 0 1 1 1 1 2 0 ~ 0 2 0 ~
LGConfig ~ LR I LT R I L T ~ TR (
Lane wi.dth ~ 12.0 1 12.0 12.0 112.0 12.0 ~ 12.0 (
RTOR Vol ~ 0 ( 20 ( ' 0 ~
Adj Flow ~ 212 ~ 105 108 131 1134 ~ 524 ~
%InSharedLni
Prop Turns 10.77 0.23 10.56 0.04 (
NumPeds ( 50 1 SO 50 ~
NumBus 1 0 1 0 0 10 0 1 0 ~
oRightsInProtPhase 0 1 0 ' 1 0 ~
Duration 0.25 Area Type: All other areas
'•'~~'-Y r
I
OPERATING PARAMETERS
~ Eastbound ~ Westbound ~ Northbound ~ Southbound ~
I L T R ~ L T R ~ L T R ~ L T R (
Init Unmet ~ 0.0 ~ 0.0 0.0 10.0 0.0 ~ 0.0 ~
Arriv. Typel 3 1 3 3 13 3 ( 3 (
Unit Ext. 1 3.0 ( 3.0 3.0 13.0 3.0 ~ 3.0 (
I Factor ~ 1.000 ~ 1.000 1 1.000 ~ 1.000 ~
Lost Time ~ 2.0 ~ 2.0 2.0 12.0 2.0 ~ 2.0 ~
Ext of g ~ 2.0 ~ 2.0 2.0 12.0 2.0 ~ 2.0 I
Ped Min g ~ 3.0 ~ 3.0 1 3.0 ~ 3.0 ~
PHASE DATA
Phase Combination 1 2 3 4 1 S 6 7 8
EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X ~ Peds X X
WB Le f t P ~ SB Le f t
Thru P ~ Thru P
Right P ~ Right P
Peds X ( Peds X
NB Right ~ EB Right
~
SB Right ~ WB Right
~
(
Green 26.0 15.0 40.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
. T •l. ~
'VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound .
Left 148 0.90 164 0
Thru 0 LR 212 0.77 0.23
Right 43 0.90 48 0 0
Westbound
Left 53 0.90 59 0
Thru 41 0.90 46 1 LT 105 0.56
Right 117 0.90 108 1 R 20 108
Northbound
Left 28 0.90 31 1 L 31
Thru 1021 0.90 1134 2 T 1134
Right 0
Southbound
Le f t 0
Thru 453 0.90 503 2 TR 524 0.04
Right 19 0.90 21 0 0
* Value entered by user.
SATUR.ATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f t f f f f f Sat
, Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat:
LR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.864 0.749 1230
Westbound Sec LT Adj/LT Sat:
LT 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.973 1848
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.826 1570
Northbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
Southbound Sec LT Adj/LT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.993 1.000 3585
. ~
CAPACITY,ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound -
Pri.
Sec.
Lef t
Thru LR 212 1230 # 0.17 0.289 355 0.60
Right
Westbound
, Pri.
Sec.
Le f t
Thru LT 105 1848 0.06 0.289 534 0.20
Right R 108 1570 # 0.07 0.289 454 0.24
Northbound
Pri.
Sec.
Left L 31 1805 0.02 0.167 301 0.10
Thru T 1134 3610 # 0.31 0.644 2326 0.49
Right
Southbound
Pri.
Sec. '
Le f t
Thru TR 524 3585 0.15 0.444 1593 0.33
Right
Sum (v/s) critical = 0.56
Lost Time/Cycle, L= 6.00 sec Critical v/c(X) = 0.59
• T ~
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LR 0.60 0.289 27.5 1.000 355 0.50 7.2 0.0 34.7 C 34.7 C
Westbound •
LT 0.20 0.289 24.1 1.000 534 0.50 0.8 0.0 24.9 C 25.3 C
R 0.24 0.289 24.4 1.000 454 0.50 1.2 0.0 25.7 C
Northbound
L 0.10 0.167 31.8 1.000 301 0:50 0.7 0.0 32.5 C.
T 0.49 0.644 8.3 1.000 2326 0.50 0.7 0.0 9.0 1a 9.7 A
Southbound
TR 0.33 0.444 16.3 1.000 1593 0.50 0.6 0.0 16.8 B 16.8 B
Intersection Delay = 15.5 (sec/veh) Intersection LOS = B
T t
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lef ts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Vo1c=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
-
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, ,=g-gf if gq<gf
n= (gq-gf ) /2, n>=0
Ptho=1-Plto
Pl*=Plt [1+{ (N-1)g/ (gf+gu/E11+4.24)
E11 (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt ) /g or fmin=2 (1+P1) /g
gdi f f =max (gq-gf , 0 )
fm= [gf/gJ + [gu/g] [1/{1+P1 (E11-1) , (min=fmin;max=1.00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 .0) or flt= (fm+0.91 (N-1) ) /N**
~ flt ,
For special case of single-lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
i '
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G 0.0
Effective Green Time for Lane Group, g 26.0
Opposing Effective Green Time, go 26.0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-Turn Flow Rate, Vlt 164
Proportion of Left Turns in Lane Group, Plt 0.77
Proportion of Left Turns in Opposing Flow, Plto 0.56
Adjusted Opposing Flow Rate, Vo 105
Lost Time for Lane Group, tl 0.00
Left Turns per Cycle: LTC=V1tC/3600 4.10
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo 2.63
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g 3.2
Opposing Queue Ratio: qro=1-Rpo(go/C). 0.71
gq, (see Eq. 9-16 or 9-20) 7.18
' gu =g-gq if gq>=gf, ,=g-gf if gq<gf 18 . 82
n=(gq-9f)/2, n>=0 1.98
Ptho=1-Plto 0.44
Pl*=Plt [1+{ (N-1)g/ (gf+gu/E11+4.24) ) ) 0.77
Ell (Figure 9-7) 1.54
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1.43
fmin=2 (1+Plt )/g or fmin=2 (1+P1) /g 0.14
gdiff=max (gq-gf , 0) 3.96
fm= [gf/g] + [gu/g] [1/ { 1+P1 (Ell-1) } ] , (min=fmin; max=1 . 00) 0.75
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (Ell-1) ) , (min=fmin;max=1 . 0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary 0.749
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
' left-turn lane and redo calculations. For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
. -s+ r
I
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT tiJBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 90.0 Red =(C-g-gq-gu), r
Arrivals : v/ (3600 (max (X, 1 . 0) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, d1
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet llnmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
,
Southbound
Intersection Delay 15.5 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report.
' AM PEAK HOUR-YEAR 2005 WITHOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Circle Driveway & Sullivan
; Analyst: CAM
Project No.: 980579
Date: _ 8/14/00
East/West Street : South Ca.rcle Driveway
- North/South Street: Sullivan
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 1049 57 170 379
Hourly Flow Rate, HFR 1165 63 188 421
Percent Heavy Vehicles 5
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ( 10 11 12
Lane Config L
v (vph) 188
C(m) (vph) 547
v/c 0.34
' 95% queue length 1.63
- Control Delay 15.0-
LOS B
Approach Delay
Approach LOS
HCS: Unsignalized Intersections Release 3.2
- Phone: Fax:
E-Mail.
TW0-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Circle Driveway & Sullivan
City/State: Spokane, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: AM Peak - 2005 w/o Project
Date: 8/14/00
East/West Street: South Circle Driveway
North/South Street: Sullivan
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 S 6
L T R L T R
Volume 1049 57 170 379
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 291 16 47 105
- Hourly Flow Rate, HFR 1165 63 188 421
Percent Heavy Vehicles 5
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T '
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade M 0 0
Median Storage 1
Flared Approach: Exists?
Storage RT Channelized?
Lanes
Configuration
' Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
- Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 53 1700 3 26 90 35 300
Through 453 1700 3 40 90 35 300
worksheet 3-Data for Computing Effect of Delay to Major Street vehicles
Movement 2 Movement S
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
- Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1
t(c,hv) 2.00 2.00 2.04 2.00 2.00 2.00 2.00 2.00
P (hv) 5
. t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t (3, lt) 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.2
2-stage 4.2
' Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
, L L L T R L T R
t (f,base) 2.20
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(HV) 5
t (f) 2.3
Worksheet 5-EfFect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) v(t) v(l,prot)
V prog 453 53
Total Saturation Flow Rate, s(vph) 3400 3400
Arra.val Type 3 3
Effective Green, g(sec) 40 26
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.444 0.289
g(ql) 6.7 1.0
g(q2) 1.0 0.0
g(q) 7.7 1.0
Computat5.on 2-Proportion of TwSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 5.831
Smoothing Factor, F 0.398
Proportion of conflicting flow, f 0.744 0.087
Max platooned flow, V(c,max) 2478 119
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 5.1 0.0
Proportion time blocked, p 0.000 0.057
Computation 3-Platoon Event Periods Result
p (2) 0.000
p(5) 0.057 .
p(dom) 0.057
p(subo) 0.000
Constraa.ned or unconstrained? U
- Proportion •
unblocked f1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(l)
p(4) 1.000
_p(7)
P(8)
P(9)
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
• L L L T R L T R
V C,x 1228
s 3400
Px 1.000
V c,u,x 1228
C r,x 547
C plat,x 547
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Sta9e2 Stagel Stage2
V(c,x)
s
P (x)
V(c,u,x)
C (r, x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 1228
, Potential Capacity 547
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 547
, Probability of Queue free St. 0.66 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.66 0.66
Movement Capacity
Probability of Queue £ree St. • 1.00 1.00
Step 4: LT from Minor St. 7 10
ConElicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.66 0.66
Maj. L, Min T Adj. Imp Factor. 0.73 0.73
Cap. Adj. factor due to Impeding mvmnt 0.73 0.73
Movement Capacity
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 262 446
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.66
Movement Capacity 262 293 Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 446 253
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.66 1.00
Movement Capacity 293 253
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.66 0.66
Movement Capacity
Result for 2 stage process:
a 0.91 0.91
Y
i C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows
Potential Capacity 253 464
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.66
Movement Capacity 253 305
Part ? - Second Stage
Conflicting Flows
Potential Capacity 603 527
Pedestrian Tmpedance Factor 1.00 1.00
Cap. Adj. tactor due to Impeding mvmnt 0.66 1.00 •
Movement Capacity 396 527
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.66 0.66
Maj. L, Min T Adj. Imp Factor. 0.73 0.73
Cap. Adj. factor due to Impeding mvmnt 0.73 0.73
Movement Capacity
Results for Two-stage process:
a 0.91 0.91
Y
C t
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
, L T R L T R
Volume (vph)
Movement Capacity (vph)
Shared Lane Capaczty (vph)
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
~ Movement 7 8 9 10 11 12
L T R L T R
C sep
Volume
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh
SUM C sep
n
C act
worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L
v (vph) 188
C (m) (vph) 547
v/c 0.34
95% queue length 1.63
Control Delay 15.0-
LOS B
Approach Delay
Approach LOS
' Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.66
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or S
s(i2), Saturation flow rate for stream 3 or 6 •
P* (oj )
d(M,LT), Delay for stream 1 or 4 15.0-
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
i
_ f1M PEA.K HOUR-YEAR 2005 WITHOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Driveway & Sullivan
Analyst: CAM
Project No.: 980579
Date: 8/14/00
East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN •
Tntersectzon Qrientation: NS Study period (hrs): 0.25
Vehicle volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 1106 30 88 291
Hourly Flow Rate, HFR 1228 35 103 342
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lane s 2 0 1. 2
' Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 1 2
- Hourly Flow Rate, HFR 1 2
' Percent Neavy Vehicles 0 0
- Percent Grade 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ LR ~
v (vph) 103 3
C (m) (vph) 557 303
v/c 0.18 0.01
95% queue length 0.72 0.00
Control Delay 12.9 17.0
LOS B C
Approach Delay 17.0
Approach LOS C
~ HCS: Unsignalized Intersections Release 3.2
I---
Phone: Fax:
E-Mail:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: AM Peak-2005 w/o Project
Date: 8/14/00
East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 S 6
L T R L T R
Volume 1106 30 88 291
Peak-Hour Factor, PHF 0.90 0.85 0.85 0.85
Peak-15 Minute Volume 307 9 26 86
, Hourly Flow Rate, HFR 1228 35 103 342
~ Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 1 2
Peak Hour F'actor, PHF 0.85 0.85
Peak-15 Minute Volume 0 1
Hourly Flow Rate, HFR 1 2
Percent Heavy Vehicles 0 0
Percent Grade (o) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 , 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 53 1700 3 26 90 35 600
Through 453 1700 3 40 90 35 500
worksheet 3-Data for Computing Effect of De1ay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,xv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0 0 0
t(f) 2.2 3.5 3.3
worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 453 53
Total Saturata.on Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 40 26
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.444 0.289
g(ql) 6.7 1.0
g(q2) 1.0 0.0
g(q) 7.7 1.0
Computation 2-Proportion of TwSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 11.662
Smoothing Factor, F 0.249
Proportion of conflicting flow, f 1.000 0.119
Max platooned flow, V(c,max) 3022 102
Min platooned flow, v(c,min) 2000 2000
Duration of blocked period, t(p) 6.4 0.0
Proportion time blocked, p 0.000 0.071
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.071
p(dom) 0.071
p(subo) 0.000
Constrained or unconstrained? U
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p(4) 1.000
p(7) 0.929 1.000 0.929
P(8)
p(9) 1.000
p(la)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 1263 1623 632
s 3400 3400 3400
Px 1.000 0.929 1.000
V c,u,x 1263 1488 632
C r,x 557 117 428
C plat,x 557 109 428
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 1246 377
s 3400 3400
P(x) 1.000 0.929
V(C,u,x) 1246 147
C(r,x) 238 871
C(plat,x) 238 809 -
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 632
Potential Capacity 428
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 428
Probability of Queue f ree St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 1263
Potential Capacity 557
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 557
'Probability of Queue free St. 0.82 1.00
' Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Zmpedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.82 0.82
Movement Capacity .
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1623
Potential Capaca.ty 109
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.82 0.82
Maj. L, Min T Adj. Imp Factor. 0.86 0.86
Cap. Adj. factor due to Impeding mvmnl 0.86 0.85
Movement Capacity 94
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Confl.a.cta.ng Flows
Potential Capacity 248 603
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.82
Movement*Capacity 248 491
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Con£].icting Flows
Potential Capacity 603 243
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.82 1.00
Movement Capacity 491 243
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.82 0.82
Movement Capacity
I
Result for 2 stage process:
a 0.91 0.91,
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 1246
Potential Capaczty 238 655
Pedestrian Impedance Factor 1.00 1.00 °
Cap. Adj. factor due to Impeding mvmnt 1.00 0.82
Movement Capacity 238 535
Part 2 - Second Stage
Contlicting Flows 377
Potential Capacity 809 508
Pedestrian Impedance Factor ]..Oo 1.00
Cap. Adj. factor due to Impeding mvmnt 0.82 1.00
Movement Capacity 659 506
Part 3 - Single Stage
Conflicting Flows 1623
Potential Capacity 109
Pedestrian Zmpedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.82 0.62
Maj. L, Min T Adj. Imp Factor. 0.86 0.$6
Cap. Adj. factor due to Impeding mvmnt 0.86 0.85
Movement Capacity 94
Results fox- Two-stage process:
, a 0.91 0.91
, y 0.25
i
' C t 191 Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 1 2
Movement Capacity (vph) 191 428
Shared Lane Capacity (vph) 303
worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 191 428
Volume 1 2
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh 303
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 103 3
C(m) (vph) 557 303
v/c 0.18 0.01
95% queue length 0.72 0.00
Control Delay 12.9 17.0
LOS B C
Approach Delay 17.0
Approach LOS C
- Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.82
, v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 12.9
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
i
~ DISM1SSAl. HOUR-YEAR 2005 NVITHOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: North Parking Lot & Sullivan
Analyst: CAM
Project No.: 980579
Date: 8/14/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Nlovement 1 2 3 ( 4 5 6
L T R ~ L T R
Volume 703 42 3 836
Hourly Flow Rate, HFR 740 44 3 880
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
Minor Street: Approach westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 121 123
Hourly Flow Rate, HFR 142 144
Percent Heavy Vehicles 0 0
Percent Grade (s) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ L R ~ v (vph) 3 142 144
C(m) (vph) 941 366 825
v/c 0.00 0.39 0.17
95% queue length 0.00 1.84 0.68 .
Control Delay 8.8 20.9 10.3
LOS A C B
Approach Delay 15.6
Approach LOS C
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: North Parking Lot & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: Dismissal Hour-2005 w/o Proj
Date: 8/14/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 S 6
L T R L T R
Volume 703 42 3 836
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 185 11 1 220
Hourly Flow Rate, HFR 740 44 3 880
Percent Heavy Vehicles 0
Median Type TWLTL •
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 121 123
Peak Hour Factor, PHF 0.85 0.85
Peak-15 Minute Volume 36 36
Hourly Flow Rate, HFR 142 144
Percent Heavy Vehicles 0 0
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage RT Channelized? No
Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn 58 1700 3 26 90 35 50
Through 651 1700 3 58 90 35 50
S5 Left-Turn 34 1700 3 20 90 35 1200
Through 805 1700 3 62 90 35 1200
Worksheet 3-Data For Computing Effect of Delay to Major Street vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
- Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0 0 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 651 58 805 34
Total Saturation Flow Rate, s(vph) 3400 3400 3400 3400
Arrival Type 3 3 3 3
Effective Green, g(sec) 58 26 62 20
Cycle Length, C(sec) 90 .90 90 90
Rp (from table 9-2) 1.000 1.000 1.000 1.000
Proportion vehicles arriving on green P 0.644 0.289 0.689 0.222
g(q7.) 6.1 1.1 6.6 0.7
g(q2) 1.5 0.0 2.1 0.0
g(q) 7.6 1.1 ' 8.7 0.7
Computation 2-Proportzon of TWSC Intersection Time blocked
Movement 2 Movernent 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350 0.350
beta 0.741 0.741
Travel time, t(a) (sec) 0.972 23.324
Smoothing Factor, F 0.799 0.142
Proportion of conflicting flow, f 0.830 0.074 0.912 0.039
Max platooned flow, V(c,max) 2823 209 2279 13
Min platooned flow, V(c,ma.n) 2000 2000 2000 2000
Duration of blocked period, t(p) 7.1 0.0 3.2 0.0
Proportion time blocked, p 0.079 0.036
Computation 3-Platoon Event Periods Result
p(2) 0.079
p(5) 0.036
p(dom) 0.079
p(subo) 0.036
Constrained or unconstrained? U
i
Proportion
unblocked (1) (2) (3)
, for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(l)
p(4) 0.921
p(7) 0.903 0.921 0.964
p(8)
p (9) 0.921
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 784 1208 392
s 3400 3400 3400
Px 0.921 0.903 0.921
V c,u,x 560 974 135 •
C r,x 1021 253 895
C plat,x 941 229 825
Two-Stage Process
7 8 10 11
Stagel Sta9e2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 762 446
s 3400 3400
, P(x) 0.921 0.964.
V(c,u,x) 536 337
C(r,x) 556 701
C(plat,x) 512 676
Worksheet 5-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 392
Potential Capacity 825
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 825
Probability of Queue free St. 0.83 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 784
Potential Capacity 941
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 941
Probability of Queue free St. 1.00 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1208
Potential Capacity 229
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 1.00
Maj. L, Min T Adj. Tmp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.82
Movement Capacity 228
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 485 389
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 485 386
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 389 474
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 388 474
Part 3 - Single Stage
, Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity
i
i
' Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 762
Potential Capacity 512 396
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 512 395
Part 2 - Second Stage
Conflicta.ng Flows 446
Potential Capacity 676 836
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.83
Movement Capacity 674 690 _
- Part 3 - Single Stage
Conflicting Flows 1208
Potential Capacity 229
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 1.00 1.00
Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.82
Movement Capacity 228
Results for Two-stage process:
a 0.91 0.91
y 0.64
' C t 366
worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 142 144
Movement Capacity (vph) 366 825
Shared Lane Capacity (vph)
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 366 825
Volume 142 144
Delay
Q sep
Q sep +1
round (Qsep +1)
n max C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 3 142 144
C (m) (vph) 941 366 825
v/c 0.00 0.39 0.17
95% queue length 0.00 1.84 0.68
Control Delay 8.8 20.9 10.3
LOS A C B
Approach Delay 15.6
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or S
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
' P* (oj )
d(M,LT), Delay for stream 1 or 4 8.8
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
HCS: Signalized Intersections Release 3.2
Inter: Sullivan & 8th City/St: Spokane, WA
Analyst: CAM Proj 99579
Date: 8/14/00 Period: DH Peak-2005 w/o Project
E/W St: 8th N/S St: Sullivan
- SIGNALIZED INTERSECTION SUMMARY
~ Eastbound I Westbound ~ Northbound ~ Southbound ~
I L T " R J L T R ~ L T R I L T R I
No. Lanes ~ 0 0 0 ~ 0 1 1 ~ 1 2 0 ~ 0 2 0 ~
LGConf ig ~ LR ( LT R ( L T ~ TR (
Volurne 158 36 113 39 38 124 651 1 895 62 (
Lane Width ~ 12.0 ~ 12.0 12.0 112.0 12.0 1 12.0 I
RTOR Vol ~ 0 ~ S 1 1 0 ~
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 ~ 5 6 7 8
EB Lef t P ~ NB Lef t P
Thru ~ Thru P P
Right P ~ Right
Peds X ( Peds X X
WB Lef t P I SB Lef t
Thru P ~ Thru P
Right P ~ Right P
Peds X ~ Peds X
NB Right ~ EB Right
SB Right ( WB Right
Green 26.0 12.0 43.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
- ~ _
_ . ~
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
LR 391 1352 0.27 0.289 26.3 C 26.3 C
Westbound
LT 542 1877 0.11 0.289 23.9 C 23.8 C
R 454 1570 0.08 0.289 23.7 C
Northbound
L 241 1805 0.11 0.133 35.3 D
T 2326 3610 0.31 0.644 7.5 A 8.5 A
Southbound
TR 1705 3569 0.62 0.478 19.2 B 19.2 B
Intersection Delay = 15.8 (sec/veh) Intersection LOS = B
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave. Suite 200
Spokane, WA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
_ E-Mail.
OPER.ATIONAL ANALYSIS
Intersection: Sullivan & 8th City/State: Spokane, wA
Analyst: CAM
Proj ect No : 99579
Time Period Analyzed: DH Peak-2005 w/o Project
Date: 8/14/00
East/West Street Name: 8th
North/South Street Name: Sullivan
t' r
VOLUME DATA
,
~ Eastbound ( Westbound ~ Northbound ~ Southbound ~
~ L T R ~ L T R ~ L T R ~ L T R ~
Volume 158 36 113 39 38 124 651 ~ 895 62 ~
PHF 10.90 0.90 10.90 0.90 0.90 10.90 0.90 ~ 0.90 0.90 ~
PK 15 Vol 116 10 14 11 11 17 181 ~ 249 17 I
Hi Ln Vol I I I
% Grade ~ 0 ~ 0 1 0 ~ 0 (
Ideal Sat I 1900 ~ 1900 1900 11900 1900 ~ 1900 ~
ParkExist
NumPark
o Heavy VehlO 0 10 0 0 10 0 1 0 0 ~
No. Lanes ~ 0 0 0 1 0 1 1 1 1 2 0 1 0 2 0 ~
LGConfig ~ LR ~ LT R I L T ~ TR (
Lane Width ~ 12.0 ~ 12.0 12.0 112.0 12.0 ~ 12.0 ~
RTOR Vol ~ 0 ~ 5 1 ~ 0 ~
Adj Flow I 104 ~ 57 37 127 723 1 1063 ~
oInSharedLni
Prop Turns 10.62 0.38 10.25 0.06 1
NumPeds 1 50 ( 50 50 (
NumBus 1 0 1 0 0 10 0 1 0 1
oRightsInProtPhase 0 ( 0 1 ( 0 1
Duration 0.25 Area Type: All other areas
. ~
OPERATING PARAMETERS
~ Eastbound ~ Westbound ~ Northbound ~ Southbound (
~ L T R ( L T R ~ L T R I L T R ~
Init Unmet ~ 0.0 ~ 0.0 0.0 10.0 0.0 ( 0.0 ~
Arriv. Typel 3 1 3 3 13 3 ~ 3 (
Unit Ext. -1 3.0 1 3.0 3.0 13.0 3.0 ~ 3.0 (
I Factor ~ 1.000 1 1.000 1 1.000 ~ 1.000 ~
Lost Time ( 2.0 1 2.0 2.0 12.0 2.0 1 2.0 ~
Ext of g ~ 2.0 1 2.0 2.0 12.0 2.0 1 2.0 ~
Ped Min g( 3.0 1 3.0 1 3.0 1 3.0 ~
PHASE DATX1
Phase Combination 1 2 3 4 1 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X ~ Peds X X
WB Lef t P ~ SB Lef t
Thru P ~ Thru P
Right P Right P
Peds X ( Peds X
NB Right ~ EB Right
~
SB Right ~ WB Right
~
' I
Green 26.0 12.0 43.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
' .
VOLUME ADJUSTMENT WORKSHEET
- Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
- Eastbound
Left 58 0.90 64 0
Thru 0 LR 104 0.62 0.38
Right 36 0.90 40 0 0
Westbound
Left 13 0.90 14 0
Thru 39 0.90 43 1 LT 57 0.25
Right 38 0.90 37 1 R 5 37 Northbound
Left 24 0.90 27 1 L 27
Thru 651 0.90 723 2 T 723
Right 0
Southbound
Le f t 0
Thru 895 0.90 994 2 TR 1063 0.06
Right 62 0.90 69 0 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal. Adj
- Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat:
LR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.839 0.848 1352
Westbound Sec LT Adj/LT Sat:
LT 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.988 1877
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.826 1570
Northbound Sec LT Adj/LT Sat: L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
Southbound Sec LT Adj/LT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.989 1.000 3569
-f °
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
Sec.
Lef t
Thru LR 104 1352 # 0.08 0.289 391 0.27
Right
Westbound
Pri.
Sec.
Lef t
Thru LT 57 1877 # 0.03 0.289 542 0.11
Right R 37 1570 0.02 0.289 454 0.08
Northbound
Pri.
Sec.
Left L 27 1805 0.01 0.133 241 0.11
Thru T 723 3610 0.20 0.644 2326 0.31
Right
Southbound
Pri.
Sec.
Le f t
Thru TR 1063 3569 # 0.30 0.478 1705 0.62
Right
,
Sum (v/s) critical = 0.42
Lost Time/Cycle, L= 9.00 sec Critical v/c(X) = 0.47
• '
. LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LR 0.27 0.289 24.6 1.000 391 0.50 1.7 0.0 26.3 C 26.3 C
Westbound
LT 0.11 0.289 23.5 1.000 542 0.50 0.4 0.0 23.9 C 23.8 C
R 0.08 0.289 23.3 1.000 454 0.50 0.4 0.0 23.7 C
Northbound
L, 0.11 0.133 34.3 1.000 241 0.50 0.9 0.0 35.3 D
T 0.31 0.644 7.1 1.000 2326 0.50 0.3 0.0 7.5 A 8.5 A
Southbound
TR 0.62 0.478 17.5 1.000 1705 0.50 1.7 0.0 19.2 B 19.2 B
Intersection Delay = 15.8 (sec/veh) Intersection LOS = B
A- -r r
_ ' .-"►..:.5
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
! APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Tux'ns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Vo1c=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Rati.o: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf ) /2 , n>=0
Ptho=1-Plto
Pl *=P1 t [ 1+ ( (N-1) g/ (gf+gu/E11+4 . 24 ) } ]
E11 (Figure 9-7) E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+P1 t)/g or fmin=2 ( l+Pl )/g
gdiff=max(gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+P1 (Ell-1) , (min=fmin;max=1.00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0.91 (N-1) ] /N**
flt
For special case of single-lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
-For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
_.SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G 0.0
Effective Green Time for Lane Group, g 26.0
Opposing Effective Green Time, go 26.0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-Turn Flow Rate, Vlt 64
Proportion of Left Turns in Lane Group, Plt 0.62
Proportion of Left Turns in Opposing Flow, Plto 0.25
Adjusted Opposing Flow Rate, Vo 57
Lost Time for Lane Group, tl 0.00
Left Turns per Cycle: LTC=V1tC/3600 1.60
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo 1.42
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00
gf= [Gexp a * (LTC b)) ] -tl, gf<=g 8.2
Opposing Queue Ratio: qro=1-Rpo(go/C) 0.71
gq, (see Eq. 9-16 or 9-20) 4.51
gu =g-gq if gq>=gf, =g-gf if gq<gf 17.82
n= (gq-gf) /2, n>=0 0.00
Ptho=1-Plto 0.75
Pl*=Plt C1+{ (N-1)g/ (gf+gu/E11+4.24) ) ) 0.62
E11 (Figure 9-7) 1.46
E12=(1-Ptho**n)/Plto, E12>=1.0 1.00
fmin=2 (1+Plt )/g or f min=2 ( l+Pl )/g 0.12
gdiff=max(gq-gf, 0) 0.00
fm= [gf/g] + [gu/g] [1/ { 1+P1 (E11-1) } ] , (min=fmin;max=1. 00) 0.85
flt=fm= [gf/g]+gdiff [1J{1+Plt (E12-1) }I
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0.91 (N-1) ] /N**
flt Primary 0.848
For special case of single-lane approach opposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
- s r
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 90.0 Red =(C-g-gq-gu), r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt .
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 15.8 sec/veh Intersection LOS B
ERROR MESSAGES
- No errors to report.
DIS171SSA.L HOUR-YEAR 2005 WITI-IOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY ,
Intersection: S. Circle Driveway & Sullivan
Analyst: CAM ,
Project No.: 980579
Date: 8/14/00
East/West Street: SOUTH CIRCLE
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 675 29 87 858
Hourly Flow Rate, HFR 750 32 96 953
Percent Heavy Vehicles 5
Median Type TWLTL .
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ( L T R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L
v (vph) 96
C (m) (vph) . 812
v/c 0.12
95°s queue length 0.38
Control Delay 10.0+
LOS B
Approach Delay
Approach LOS
HCS: Unsignalized Zntersections Release 3.2
, Phone: Fax:
E-Mail.
TWO- WAY STOP CONTROL ( TWSC ) ANALYS I S
Intersection: S. Circle Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: Dismissal Hour - 2005 w/o Proj
Date: 8/14/00
East/West Street: SOUTH CIRCLE
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Niovements 1 2 3 4 5 6
L T R L T R
Volume 675 29 87 858
Peak-Hour F'actor, PHF 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 188 8 24 238
Hourly Flow Rate, HFR 750 32 96 953
Percent Heavy Vehicles 5
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Sa.gnal? No Yes
Ma.nor Street Movements 7 8 9 10 11 12
L T R L T R
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
' Percent Heavy Vehicles
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Conf igurat ion
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 13 1700 3 26 90 35 300
Through 895 1700 3 43 90 35 300
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehic].es:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat fXow rate, major rt vehicles:
Number of major street through lanes:
worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
' Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) . 4.1
t(c,nV) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 5
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.2
2-stage 4.2
i Fo11ow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
' L L L T R L T R
t (f,base) 2.20
~ t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 5
' t (f) 2.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue C].earance Time at Upstream Signal
Movement 2 Movement 5
V(t) v(l,prot) V(t) V(l,prot)
V prog 895 13
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g (sec) 43 26
Cyc1e Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.478 0.289
g(ql) 12.4 0.2
~ 9(q2) 4.4 0.0
g(q) 16.8 0.2
Computation 2-Proportion of TwSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) v(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 5.831
Smoothing Factor, F 0.398
Proportion of conflicting flow, f 0.853 0.012
Max platooned flow, V(c,max) 2900 5
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 15.6 0.0
Proportion time blocked, p 0.000 0.173
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.173
p(dom) 0.173 ~
p(subo) 0.000
Constrained or unconstrained? U
~ Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
. p(1)
, p(4) 1.000
p(7)
p(8)
, p(9)
_ p(10)
p(11)
p(12)
I Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 782
s 3400
Px 1.000 .
v c,u,x 782
C r, x 812
C plat,x 812
Two-Stage Process
7 8 10 11
Stagel Sta9e2 Stagel Sta9e2 Stagel Sta9e2 Stagel Stage2
V(c,x)
s
P(X) V(c,u,x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows
Potential Capacity
, Pedestrian Impedance Factor 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
i
~ Step 2: LT from Major St. 4 1
Conflicting Flows 782
Potential Capacity 812
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 812
Probability of Queue f ree St. 0.88 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.88 0.88
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Confla.cting Flows
Potential Capaca.ty
- Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.88 0.88
Maj. L, Min T Adj. Imp Factor. 0.91 0.91
Cap. Adj. factor due to Impeding mvmnt 0.91 0.91
Movement Capacity
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage -
Conflicting Flows
Potential Capacity 415 378
Pedestrzan Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.88
Movement Capacity 415 333
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 378 408
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.88 1.00
Movement Capacity 333 408
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.88 0.88
Movement Capacity
~
I
Result for 2 stage process:
a 0.91 0.91
y
; c t
Probability af Queue free St. 1.00 1.00
? 5tep 4: LT from Minor St. 7 10
_Fart 1 - First Stage
Conflicting F1Qws
Potential Ca-paca.ty 425 392
Pedestrian impedance Factor 1.00 1.00
Cap_ Adj. factor clue to Impeding mvrrEnt 7.. (Y) 4.88
Mcavement Capacity 425 346
Part 2 - Second Stage
: Conf licting Flouls
~ Potential Capacity 763 671
Pedestrian Impedance Factor 1.40 1..00
Cap. Adj. factar due to Impeding mvmrft 0.88 1.00
; MDveTT1eI7t CapaGlty 672 671
, Part 3 - Sing3e Stage
, Conflicting Flows
Potential Capacity ,
Pedestrian ImQedance Factar 1.00 1.00
~ Maj. L, Min T 3mpedance factor 0.28 0.88
~ Maj. L, Mir1 T Adj.Imp Factor. 0.91 0131
Cap. Adj. factor due t❑ Impeding mvrnrit 0. 91 0.91
Movement Capacity
Results for Two-stage process:
a a. 91 0.91
~
y
' c t
warksheet 8-Shared Larie Calculations
Mov~me~t 7 8 9 10 11 12
~ L T R L T R
Volume (vph)
, Mo-vement Capaczty (vph)
- Shared Lane Capacity {vph}
.
, i ,
i ,
_Worksheet 9-Computation of Effect of Flared Minor Street Approaches
- Movement 7 8 9 10 11 12
, L T R L T R
_ C sep
; Volume
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L
v (vph) 96
C (m) (vph) 812
v/c 0.12
95% queue length 0.38
Control Delay 10.0+
LOS B
Approach Delay •
Approach LOS
tivorksheet 11-Shared Major LT-Impedance and Delay ~
Movement 2 Movement 5
p(oj) 1.00 0.88
v(il), Volume for stream 2 or 5
' v(i2), volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 10.0+
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
; DISMISSAL HOUR-YEAR 2005 VVITHOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Driveway & Sullivan
Analyst: CAM
Project No.: 980579
Date: 8/14/00
, East/West Street: SOUTH DRIVEWAY
~ North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 S 6
L T R ~ L T R
Volume 704 9 29 829
Hourly Flow Rate, HFR 782 10 34 921
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
; Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 26 79
Hourly Flow Rate, HFR 30 92
Percent Heavy Vehicles 0 0
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ LR ~
v (vph) 34 122
C(m) (vph) 838 509
v/c 0.04 0.24
95% queue length 0.00 1.00
Control Delay 9.5 14.3
LOS A B
Approach Delay 14.3
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, wA
Analyst: CAM
Project No.: 980579
Time period Analyzed: DH Peak-2005 w/o Project
Date: 8/14/00
East/Plest Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Vol.ume 704 9 29 829
Peak-Hour Factor, PHF 0.90 0.85 0.85 0.90
Peak-15 Minute Volume 196 3 9 230
Hourly Flow Rate, HFR 782 10 34 921
~ Percent Heavy Vehicles 0
' Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
- L T R L T R
Volume 26 79
Peak Hour Factor, PHF 0.85 0.85
Peak-15 Minute Volume 8 23
Hourly Flow Rate, HFR 30 92
Percent Heavy Vehicles 0 0
Percent Grade (o) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
~ Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
, Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph , vph sec sec mph feet
;
S2 Left-Turn
Through
S5 Left-Turn 13 1700 3 26 90 35 600
Through 895 1700 3 43 90 35 600
worksheet 3-Data for Computing Effect of Delay to Major Street vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Nurnber of major street through lanes:
worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
- Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 •
P(hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
. Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
' P(HV) 0 0 0
t(f) 2.2 3.5 3.3
worksheet 5-Effect of Upstream Signals
- Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 895 13
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 43 26
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriva.ng on green P 0.478 0.289
g(ql) 12.4 0.2
g(q2) 4.4 0.0
g(q) 16.8 0.2
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 11.662
Smoothing Factor, F 0.249
Proportion of conflicting flow, f 0.937 0.014
Max platooned flow, V(c,max) 3160 3
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 15.8 0.0
Proportion time blocked, p 0.000 0.175
Computation 3-Platoon Event Periods Result
p(2) 0.000
P(5) 0.175
p(dom) 0.175
p(subo) 0.000
Constrained or unconstrained? U
Proportion
unblocked (1) (2) (3)
- for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p(4) 1.000
p(7) 0.825 1.000 0.825
P(8)
, p(9) 1.000
p(10)
p(11)
. P(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 792 1315 396
s 3400 3400 3400
Px 1.000 0.825 1.000
V c,u,x 792 872 396
C r,x 838 294 609
C plat,x 838 243 609
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 787 528
s 3400 3400
P(x) 1.000 0.825
V(c, u, x) 787 0
C(r,x) 414 1029
C(plat,x) 414 849
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 396
Potential Capacity 609
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 609
Probability of Queue free St. 0.85 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 792
Potential Capacity 838
Pedestrian Impedance Factor 1.00 1.00
. Movement Capacity 838
' Probability of Queue free St. 0.96 1.00
-Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
, Potential Capacity'
' Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1315
Potential Capacity 243
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min 'I' Impedance factor 0.96 0.96
Maj. L, Min T Adj. Imp Factor. 0.97 0.97
Cap. Adj. factor due to Tmpeding mvmnt 0.97 0.82
Movement Capacity 235
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 406 461
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt, 1.00 0.96
Movement Capacity 406 442
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 461 404
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 1.00
Movement Capacity 442 404
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
Result for 2 stage process:
a 0.91 0.91
Y
~ C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
' Conflicting Flows 787
' Potential Capacity 414 492
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.96
Movement Capacity 414 472
Part 2 - Second Stage
Conf licting FZOGIS 528
Potential Capacity 849 659
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.85
Movement Capacity 815 559
; Part 3 - Single Stage
Conflicting F'lows 1315 '
' Potential Capacity 243
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.96 0.96
Maj. L, Min T Adj. Imp Factor. 0.97 0.97
Cap. Adj. factor due to Impeding mvmnt 0.97 0.82
Movement Capacity 235
Results for Two-stage process:
- a 0.91 0.91
y 0.31
C t 339
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 30 92 •
Movement Capacity (vph) 339 609
Shared Lane Capacity (vph) 509
worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
~ L T R L T R
~ C sep 339 609
Volume 30 92
Delay
Q sep
Q sep +1
. , round (Qsep +1)
n max
, C sh 509
SUM C sep
n -
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
, Lane Config L LR
I v (vph) 34 122
C(m) (vph) 838 509
v/c 0.04 0.24
95% queue length 0.00 1.00
Control Delay 9.5 14.3
LOS A B
Approach Delay 14.3
Approach LOS B
• Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.96
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5 .
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 9.5
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
i i
PM PEAK r10UR-YEAR 2005 WITHOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
I
TWO-WAY STOP CONTROL SUMMARY
Intersection: North Parking Lot & Sullivan
Analyst: CAM
' Project No.: 980579
Date: 8/14/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 712 0 39 1245
Hourly Flow Rate, HFR 749 0 41 1310
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream SignaJ.? Yes Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R I L T R
Volume 19 19
Hourly Flow Rate, HFR 23 23
, Percent Heavy Vehicles 0 0
Percent Grade 0 0
Median Storage . 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ L R ~
v (vph) 41 23 23
C(m) (vph) 941 323 782
v/c 0.04 0.07 0.03
95% queue length 0.00 0.12 0.00
Control Delay 9.0 17.0 9.7
LOS A C A
Approach Delay 13.4
Approach LOS 8
j HCS: Unsignalized Intersections Release 3.2 Phone: Fax:
E-Mail.
' TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: North Parking Lot & Sullavan
City/State: SPOKANE
Analyst: CAM
Project No.: 980579
Time period Rnalyzed: PM Peak-2005 w/o Project
Date: 8/14/00
East/West Street: NORTH PARKING LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
• L T R L T R
Vol.ume 712 0 39 1245
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 187 0 10 328
Hourly Flow Rate, HFR 749 0 41 1310
Percent Heavy Vehicles 0
median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? Yes Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R .
Volume 19 19
Peak Hour Factor, PHF 0.80 0.80
Peak-15 Minute Volume 6 6
Hourly Flow Rate, HFR 23 23
Percent Heavy Vehicles 0 0
Percent Grade (o) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane width (ft) ` 12.0 12.0 12.0 12.0
, walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn 42 1700 3 24 90 35 50
Through 565 1700 3 60 90 35 50
SS Left-Turn 32 1700 3 20 90 35 1200
Through 1213 1700 3 62 90 35 1200
6dorksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 •
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(HV) 0 0 0
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 565 42 1213 32
Total Saturation Flow Rate, s(vph) 3400 3400 3400 3400
Arrival Type 3 3 3 3
Effective Green, g(sec) 60 24 62 20
' Cycle Length, C(sec) 90 90 90 90
Rp (from table 9-2) 1.000 1.000 1.000 1.000
Proportion vehicles arriving on green P 0.667 0.267 0.689 0.222
g(ql) 5.0 o.$ 10.0 0.7
9(q2) 1.0 0.0 5.5 0.0
g(q) 6.0 0.8 15.5 0.7
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350 0.350
beta 0.741 0.741
Travel time, t(a) (sec) 0.972 23.324
Smoothing Factor, F 0.799 0.142
Proportion of conflicting flow, f 0.754 0.056 0.898 0.024
Max platooned flow, V(c,max) 2565 140 2769 8
Min platooned flow, V(c,min) 2000 2000 2000 2000
Duration of blocked period, t(p) 5.2 0.0 12.6 0.0
Proportion time blocked, p 0.058 0.140
Computation 3-Platoon Event Periods Result
p(2) 0.058
p(5) 0.140
p(dom) 0.140
p(subo) 0.058
Constrained or unconstrained? U
;
_Proportion
unblocked (1) (2) (3)
; for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(l)
p(4) 0.942
p(7) 0.831 0.942 0.860
P(8)
P(9) 0.942
p(10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 749 1486 374
S 3400 3400 3400
Px 0.942 0.831 0.942
V c,u,x 586 1097 187
C r,x 999 211 830
C plat, x 941 175 782
Two-Stage Process
7 8 10 11
Stagel Sta9e2 Stagel Sta9e2 Stagel Stage2 Stagel Stage2
V(c,x) 749 737
s 3400 3400
P(x) 0.942 0.860
V(c,u,x) 586 305
C(r,x) 525 727
C(plat,x) 495 625
worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 374
Potential Capacity 782
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 782
Probability of Queue free St. 0.97 1.00
Step 2: LT fzom Major St. 4 1
Conflicting Flows 749
, Potential Capacity 941
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 941
Probability of Queue free St. 0.96 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity ,
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1486
Potential Capacity 175
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.96 0.96
Maj. L, Min T Adj. Imp Factor. 0.97 0.97
Cap. Adj. factor due to Impeding mvmnt 0.97 0.94
Movement Capacity 169
-Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
~
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 471 259
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Tmpeding mvmnt 1.00 0.96
Movement Capacity 471 248
- Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 259 471
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 1.00
Movement Capacity 248 471
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 749
Potential Capacity 495 256
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.96
Movement Capacity 495 245
Part 2 - Second Stage
Conflicting Flows 737
Potential Capacity ' 625 784
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.97
Movement Capacity 598 761
Part 3 - Single Stage
Conflicting Flows 1486
Potential Capacity 175
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.96 0.96
Maj. L, Min T Adj. Imp Factor. 0.97 0.97
Cap. Adj. factor due to Impeding mvmnt 0.97 0.94
Movement Capacity 169
- Results £or Two-stage process:
a 0.91 0.91
y 0.76
C t 323
worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 23 23
Movement Capacity (vph) 323 782
Shared Lane Capacity (vph)
~ worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 323 782
Volume 23 23
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 41 23 23
C(m) (vph) 941 323 782
v/c 0.04 0.07 0.03
95% queue length 0.00 0.12 0.00
Control Delay 9.0 17.0 9.7
LOS A C A
Approach Delay 13.4
Approach LOS B
worksheet 11-Shared Major LT Impedance and Delay Movement 2 Movement 5
p(oj) 1.00 0.96
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 9.0
N, Number of major street through lanes
- d(rank,l) Delay for stream 2 or 5
HCS: Signalized Intersections Release 3.2
; Inter: Sullivan & 8th City/St: Spokane, WA
Analyst: CAM Proj 99579
Date: 8/14/00 Period: PM Peak-2005 w/o Project
; E/W St: 8th N/S St: Sullivan
SIGNALIZED INTERSECTION SUMMARY
~ Eastbound ( Westbound ~ Northbound ~ Southbound ~
~ L T R ( L T R ~ L T R ~ L T R ~
No. Lane s ~ 0 0 0 ~ 0 1 1 ~ 1 2 0 ~ 0 2 0 ~
LGConf ig ~ LR ~ LT R ~ L T ~ TR (
Volume 142 41 125 11 23 124 565 1 1182 72 ~
Lane Width ~ 12.0 ~ 12.0 12.0 112.0 12.0 ~ 12.0 (
RTOR Vol ~ 0 ~ 5 1 ~ 0 (
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 ~ 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru ( Thru P P
Right P ~ Right
Peds X ~ Peds X X
WB Le f t P ~ SB Le f t
Thru P ~ Thru P
Right P ( Right P
Peds X I Peds X
NB Right ~ EB Right
SB Right ~ WB Right
Green 24.0 10.0 47.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
Intersection Performance Summary
; Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound LR 370 1388 0.25 0.267 27.6 C 27.6 C
Westbound
LT 490 1836 0.08 0.267 25.1 C 25.0 C
R 419 1570 0.05 0.267 24.7 C
Northbound
L 201 1805 0.13 0.111 37.5 D
T 2407 3610 0.26 0.667 6.3 A 7.6 A
Southbound
TR 1866 3574 0.75 0.522 19.6 B 19.6 B
Intersection Delay = 16.5 (sec/veh) Intersection LOS = B
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200
Spokane, WA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
E-Mail. OPERATIONAL ANALYSIS
Intersection: Sullivan & 8th
City/State: Spokane, WA
Analyst: CAM
Project No: 99579
Time Period Analyzed: PM Peak-2005 w/o Project
Date: 8/14/00
East/West Street Name: 8th
North/South Street Name: Sullivan
- ~
' VOLUME DATA
( Eastbound ~ Westbound ~ Northbound ~ Southbound ~
L T R ~ L T R ~ L T R I L T R I
Volume 142 41 125 11 23 124 565 ~ 1182 72 I
PHF 10.90 0.90 10.90 0.90 0.90 10.90 0.90 ~ 0.90 0.90 ~
PK 15 Vol 112 11 17 3 6 17 157 ~ 328 20 ~
Hi Ln Vol ! I I (
°s Grade ( 0 ~ 0 1 0 ~ 0 ~
Ideal Sat ~ 1900 ~ 1900 1900 11900 1900 ( 1900 !
ParkExist
NumPark
o Heavy VehlO 0 10 0 0 10 0 ~ 0 0 ~
No. Lanes ~ 0 0 0 1 0 1 1 1 1 2 0 ~ 0 2 0 ~
LGConf ig ( LR ~ LT R I L T ~ TR ~
Lane Width ~ 12.0 ~ 12.0 12.0 112.0 12.0 ( 12.0 ~
RTOR Vol ~ 0 ~ 5 1 ~ 0 (
Adj Flow ~ 93 ~ 40 20 127 628 ~ 1393 ~
oTnSharedLnI I
Prop Turns 10.51 0.49 10.70 1 0.06 1
NumPeds 1 50 ~ 50 1 ~ 50 (
NumBus 1 0 ~ 0 0 10 0 1 0 ~
%RightsInProtPhase 0 ~ 0 1 1 0 ~
Duration 0.25 Area Type: Al1 other areas
. -F s
OPERATING PARAMETERS
~ Eastbound ~ Westbound ~ Northbound ~ Southbound ~
~ L T R ~ L T R ( L T R ~ L T R I
Init Unmet ( 0.0 1 0.0 0.0 10.0 0.0 ~ 0.0 I
Arriv. Typel 3 1 3 3 13 3 ~ 3 I
Unit Ext. 1 3.0 1 3.0 3.0 13.0 3.0 ~ 3.0 I
I Factor ~ 1.000 ~ 1.000 1 1.000 ~ 1.000 ~
Lost Time ~ 2.0 ( 2.0 2.0 12.0 2.0 ~ 2.0 ~
Ext of g ( 2.0 ~ 2.0 2.0 12.0 2.0 ~ 2.0 ~
Ped Min g ~ 3.0 ( 3.0 1 3.0 ~ 3.0 ~
PHASE DATA
Phase Combination 1 2 3 4( 5 6 7 8
_ EB Le f t P ~ NB Le f t P
Thru ~ Thru P P
Right P ~ Right
Peds X ~ Peds X X
WB Left P ~ SB Left
, Thru P ~ Thru P
Right P ( Right P
Peds X ~ Peds X
NB Ri.ght ~ EB Right
~
SB Right ~ WB Right
~
~
Green 24.0 10.0 47.0
Yellow 3.0 3.0 3.0
All Red 0.0 0.0 0.0
Cycle Length: 90.0 secs
yr
I ~~C
; VOLUME ADJUSTMENT WORKSHEET
~
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 42 0.90 47 0
Thru 0 LR 93 0.51 0.49
Right 41 0.90 46 0 0
Westbound
Left 25 0.90 28 0
Thru 11 0.90 12 1 LT 40 0.70
Right 23 0.90 20 1 R 5 20
Northbound
Left 24 0.90 27 1 L 27
Thru 565 0.90 628 2 T 628
Right 0
Southbound
Lef t 0
Thru 1182 0.90 1313 2 TR 1393 0.06
Right 72 0.90 80 0 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat:
LR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.821 0.889 1388
Westbound Sec LT Adj/LT Sat:
LT 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.966 1836
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.826 1570
Northbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
Southbound Sec LT Adj/LT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.990 1.000 3574
i
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
Sec.
Lef t
Thru LR 93 1388 # 0.07 0.267 370 0.25
Right
Westbound
Pri.
Sec. Lef t
Thru LT 40 1836 # 0.02 0.267 490 0.08
Right R 20 1570 0.01 0.267 419 0.05
Northbound
Pri.
Sec.
Left L 27 1805 # 0.01 0.111 201 0.13
Thru T 628 3610 0.17 0.667 2407 0.26
Right
Southbound
Pri.
Sec.
Lef t
Thru TR 1393 3574 # 0.39 0.522 1866 0.75
: Right
~ Sum (v/s) critical = 0.49
Lost Time/Cycle, L= 9.00 sec Critical v/c(X) = 0.55
~ .
LEVEL OF SERVICE WORKSHEET
__Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
LR 0.25 0.267 25.9 1.000 370 0.50 1.6 0.0 27.6 C 27.6 C
Westbound
LT 0.08 0.267 24.7 1.000 490 0.50 0.3 0.0 25.1 C 25.0 C
R 0.05 0.267 24.5 1.000 419 0.50 0.2 0.0 24.7 C
Northbound
L 0.13 0.111 36.1 1.000 201 0.50 1.4 0.0 37.5 D
T 0.26 0.667 6.1 1.000 2407 0.50 0.3 0.0 6.3 A 7.6 A
Southbound
TR 0.75 0.522 16.8 1.000 1866 0.50 2.8 0.0 19.6 B 19.6 B
Intersection Delay = 16.5 (sec/veh) Intersection LOS = B
. yr' s
~ SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
, APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G .
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp(- a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf ) /2 , n>=0
Ptho=1-Plto
Pl*=Plt [1+{ (N-1)g/ (gf+gu/E11+4.24)
E11 (Figure 9-7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt ) /g or fmin=2 (1+P1) /g
gdiff=max(gq-gf, 0)
fm= [gf /g] + [gu/g] [1/ { 1+P1 (Ell-1) } ] , (min=fmin; max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1) ] /N**
flt
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
r SUPPLEMENTAL PERMITTED LT WORKSHEET
. for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G 0.0
Effective Green Time for Lane Group, g 24.0
Opposing Effective Green Time, go 24.0
Number of Lanes in Lane Group, N 1
Number of Opposing Lanes, No 1
Adjusted Left-Turn Flow Rate, Vlt 47
Proportion of Left Turns in Lane Group, Plt 0.51
Proportion of Left Turns in Opposing Flow, Plto 0.70
Adjusted Opposing Flow Rate, Vo 40
Lost Time for Lane Group, tl 0.00 .
Left Turns per Cycle: LTC=V1tC/3600 1.18
Opposing Flow per Lane, Per Cycle: Vo1c=VoC/3600f1uo 1.00
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g 9.3
Opposing Queue Ratio: qro=1-Rpo(9o/C) 0.73
gq, (see Eq. 9-16 or 9-20) 3.56
gu =g-gq if gq>=gf, =g-gf if gq<gf 14.74 -
n= (gq-gf) /2, n>=0 0.00
Ptho=1-Plto 0.30
P1*=Plt [1+{ (N-1)g/ (gf+gu/E11+4.24) ) ) 0.51
E11 (Figure 9-7) 1.44
E12=(1-Ptho**n)/Plto, E12>=1.0 1.00
f min=2 ( l+Pl t)/g or fmin=2 (1+P1 )/g 0.13
gdiff=max(gq-gf, 0) 0.00
fm= [gf /gl+ [gu/g] [1/ { l+Pl (E11-1) } ] , (min=fmin; max=1 . 00) 0.89
flt=fm= [gf/g] +gdif f [1/ { l+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary 0.889
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
♦ Y .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
, Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 90.0 Red =(C-g-gq-gu), r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
, Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 16.5 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report.
i
' PM PEAK HOUR-YEAR 2005 WITHOUT PROJECT
- HCS: Unsignalized Intersections Release 3.2
~
TWO-WAY STOP CONTROL SUMMARY
Intersection: S. Circle Driveway & Sullivan
Analyst: CAM
_ Project No.: 980579
Date: 8/14/00
East/West Street: SOUTH CIRCLE DRIVEWAY North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Vo].ume 589 17 52 1198
Hourly Flow Rate, HFR 620 17 54 1261
Percent Heavy Vehicles 0
Median Type T4dLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehic].es
Percent Grade (o) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
- Lane Config L
v (vph) 54
C (m) (vph) 956
v/c 0.06
' 95s queue length 0.04
Control Delay 9.0
LOS A
Approach Delay
Approach LOS
, i
, HCS: Unsignalized Intersections Release 3.2
Phone: Fax: •
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: S. Circle Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM '
Project No.: 980579
Time period Ana].yzed: PM Peak- 2005 w/o Project
Date: 8/14/00
East/West Street: SOUTH CIRCLE DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R .
Volume 589 17 52 1198
Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95
Peak-15 Minute Volume 155 4 14 315
Hourly Flow Rate, HFR 620 17 54 1261
' Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street P+lovements 7 8 9 10 11 12
L T R L T R
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (o) 0 0
Median Storage 1 '
Flared Approach: Exists?
Storage
RT Channelized?
Lanes
Configuration
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
~ Flow (ped/hr) 0 0 0 0
- Lane Width (ft) 12.0 12.0 12.0 12.0
walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn 25 1700 3, 24 90 35 300
Through 1182 1700 3 47 90 35 300
worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement S
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
- Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
- Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1
2-stage 4.1
I
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
, L L L T R L T R
i
t (f,base) 2.20
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0
t (f) 2.2
worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(1,prot) V(t) V(l,prot)
V prog 1182 25
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type • 3 3
Effective Green, g(sec) 47 24
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.522 0.267
g(q1) 14.9 0.5
g(q2) 8.0 0.0
g(q) 22.9 0.5
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 5.831
Smoothing Factor, F 0.398
Proportion of conflicting flow, f 0.899 0.019
Max platooned flow, V(c,max) 3056 14
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 22.3 0.0
Proportion time blocked, p 0.000 0.248
Computation 3-Platoon Event Periods Result
p(2) 0 . 000
P(5) 0.248
p(dom) 0.248
p(subo) 0.000
Constrained or unconstrained? U
i
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p(4) 1.000
p(7)
p(8)
P(9)
p(10)
p(11)
p(12)
- Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 637
s 3400
Px 1.000
_ V c,u,x 637
C r,x 956
C plat,x 956
Two-Stage Process
7 8 10 11
, Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
~ v(c,x)
s
P(X)
V (c, u, x)
C(r,x)
C(plat,x)
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity
Probability of Queue free St. 1.00 1.00
; Step 2: LT from Major St. 4 1
Conflicting Flows 637
Potential Capacity 956
Pedestrian Impedance F'actor 1.00 1.00
Movement Capacity 956
Probability of Queue free St. 0.94 1.00
_ Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 .1.00
Maj. L, Min T Impedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 479 334
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 479 315
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 334 475
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 315 475
Part 3 - Single Stage ,
Conflicting Flows
, Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 0.94
Movement Capacity
~ Result for 2 stage process:
a 0.91 0.91
~ Y
, C t
' Probability of Queue free St. 1.00 1.00
~ Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows
, Potential Capaca.ty 500 345
Pedestrian Impedance Factor 1.00 1.00
- Cap. Adj. factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 500 326
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 774 723
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 730 723
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Zmpedance factor 0.94 0.94
Maj. L, Min T Adj. Imp Factor. 0.96 0.96
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
- Movement Capacity .
' Results for Two-stage process:
a ' 0.91 0.91
Y
C t
Worksheet 8-Shared Lane Calculations
- Movement 7 8 9 10 11 12
L T R L T R
Volume (vph)
Movement Capacity (vph)
Shared Lane Capacity (vph)
worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 il 12
L T R L T R
C sep
Vo].ume
v
Delay
Q sep
Q sep +1
round (Qsep +1) n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L
v (vph) 54
C(m) (vph) 956
v/c , 0.46
95% queue length 0.04
Contro]. Delay 9.0
LOS A
~ Approach Delay
Approach LOS
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.94
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 9.0
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
PM PEAK HOUR-YEAR 2005 VVITHOUT PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Driveway & Sullivan
~ Analyst: CAM
Project No.: 980579
Date: 8/14/00
East/6Jest Street: SOUTH DRIVEWAY ,
, North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
~ Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R I L T R
Volume 605 4 lI 1184
Hourly Flow Rate, HFR 672 4 12 1286
Percent Heavy Vehicles 0
Meda.an Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
- L T R I L T R
Volume 9 28
Hourly Flow Rate, HFR 10 32
Percent Heavy Vehicles 0 0
~ Percent Grade 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
De7.ay, Queue Length, and Level of Service
Approach NB SB westbound Eastbound
Movement 1 4 ~ 7 8 9 I 10 11 12
Lane Config L ~ LR I
v (vph) 12 42
C(m) (vph) 925 564 '
v/c 0.01 0.07
95% queue length 0.00 0.14
Control Delay 8.9 11.9
LOS A B
Approach Delay 11.9
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax: '
E-Mail.
i
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: PM Peak-2005 w/o Project '
Date: 8/14/00
East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 605 4 11 1184
, Peak-Nour Factor, PHF 0.90 0.85 0.85 0.92
Peak-15 Minute Volume 168 1 3 322
Hourly Flow Rate, HFR 672 4 12 1286
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 9 28
Peak Hour Factor, PHF 0.85 0.85
Peak-15 Minute Volume 3 8 •
Hourly Flow Rate, HFR 10 32
Percent Heavy Vehicles 0 0
Percent Grade M 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog,. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 25 1700 3 24 90 35 600
Through 1143 1700 3 47 90 35 600
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles: Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
' Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
_ P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
, P (HV) 0 0 0
t(f) 2.2 3. 5 3.3
worksheet 5-Effect of Upstream Signals
Computationl-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 1143 25
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 47 24
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.522 0.267
g(q1) 14.5 0.5
g(q2) 7.3 0.0
g(q) 21.8 0.5
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement S
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 11.662
Smoothing Factor, F 0.249
Proportion of conflicting flow, f 0.881 0.019
Max platooned flow, V(c,max) 2988 9
Min platooned flow, v(c,min) 2000 2000
Duration of blocked period, t(p) 20.3 0.0
Proportion time blocked, p 0.000 0.226
Computation 3-Platoon Event Periods Result
p (2) 0 . 000
p (5) 0.226
p(dom) 0.226
p(subo) 0.000 Constrained or unconstrained? U
, Proportion .
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
imovements, p(x) Process Stage I Stage II
p(1)
; p(4) 1 . 000
~ p(7) 0.774 1.000 0.774
P(8)
p(9) 1.000
p (10)
p(11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 676 1341 338
s 3400 3400 3400
Px 1.000 0.774 1.000
V c,u,x 676 740 338
C r,x 925 357 664
C plat,x , 925 276 664
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Sta9e2
V(c,x) 674 667
s 3400 3400
P(x) 1.000 0.774
V(c,u,x) 674 0
C(r,x) 473 1029
C(plat,x) 473 797
' Worksheet 6-Impedance and Capacity Equations
Step 1: RT f rorn Minor St. 9 12
Confli.cting Flows 338
Potential Capacity 664
Pedestrian Impedance Factor . 1.00 • 1.00
Movement Capacity 664
Probability of Queue free St. 0.95 1.00
Step 2: LT from Major St. 4 1
, Conflicting Flows 676
Potential Capacity 925
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 925
Probability of Queue free St. 0.99 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
, Potential Capacity
Pedestrian zmpedance Factor 1.00 1.00
-Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1341
Potential Capacity 276
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.94
Movement Capacity 273
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
, Part 1 - First Stage
_Conflicting Flows
Potential Capacity 457 344
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 457 340
Probability of 4ueue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 344 456
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 340 456
Part 3 - Single Stage
Conflicting Flows .
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity
Result for 2 stage process:
a 0.91 0.91
- Y
C t
-Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 674
Potential Capacity 473 355
Pedestrian Impedance Factor 1.00 1.00
_ Cap. Adj. factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 473 350
part 2 - Second Stage
Conflicting Flows 667
Potential Capacity 797 702
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.95
N9ovement Capacity 787 668
Part 3 - Single Stage
Conflicting Flows 1341
Potential Capacity 276
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.99
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.94
Movement Capacity 273
Results for Two-stage process:
a 0.91 0.91
y 0.39
C t 381
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
. L T R L T R
Volume (vph) 10 32
, Movement Capacity (vph) 381 664
Shared Lane Capacity (vph) 564
, Worksheet 9-Computation of Effect of Flared Minor Street Approaches
- Movement 7 8 9 10 11 12
L T R L T R
C sep 381 664
' Volume 10 32 . ,
_ Delay
Q sep
Q sep +l
round (Qsep +1)
_ n max
C sh 564
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
' v (vph) 12 42
C(m) (vph) 925 564
v/c 0.01 0.0?
95% queue length 0.00 0.14
Control Delay , 8.9 11.9
LOS A B
Approach Delay 11.9
Approach LOS B
~ Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.99
v(il), volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 8.9
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
- ~
t
HCS: Signalized Intersections Release 3.2
Inter: 8th & Sullivan City/St: Spokane, WA
Analyst: CAM Proj 98579
Date: 6/28/00 Period: AM PEAK Build out w/ proj
E/W St: 8th / North Lot N/S St: Sullivan
SIGNALIZED INTERSECTION SUMMARY
~ Eastbound ~ Westbound ~ Northbound ~ Southbound ~
' I L T R ( L T R ~ L T R ~ L T R I
No. Lanes ~ 1 1 0 ~ 1 1 0 ~ 1 2 0 ~ 1 2 0 ~
LGConfig ~ L TR ~ L TR ~ L TR ~ L TR ~
Volume 122 145 63 15 4 9 184 1007 145 1124 487 21 ~
Lane GJidth 112.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 ~
RTOR Vol ~ 0 1 0 1 0 ~ 0 ~
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 ~ S 6 7 8
EB Le f t P ~ NB Le f t P
Thru P ~ Thru P
Right P ( Right P
- Peds X ~ Peds X
WB Lef t P ~ SB Lef t P
Thru P ~ Thru P
Right P ~ Right P
Peds X ~ Peds X
NB Right ~ EB Right
SB Right ( WB Right
Green 5.0 16.0 17.0 38.0
Yellow 3.0 3.0 4.0 4.0
All Red 0.0 0.0 0.0 0.0
Cycle Length: 90.0 secs
i ' ~T...-
,Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
- L 100 1805 0.24 0.056 46.3 D
' TR 320 1800 0.72 0.178 48.1 D 47.9 D
Westbound
L 100 1805 0.06 0.056 41.4 D
TR 296 1664 0.05 0.178 31.0 C 34.1 C
Northbound
_L 341 1805 0.27 0.189 33.2 C
TR 1491 3531 0.86 0.422 30.2 C 30.4 C
Southbound
L 341 1805 0.40 0.189 35.6 D
TR 1513 3584 0.37 0.422 18.5 B 21.9 C
Intersection Delay = 29.8 (sec/veh) Intersection LOS = C
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200
Spokane, wA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
E-Mail.
OPER.ATIONAL ANALYSIS
Intersection: 8th & Sullivan
City/State: Spokane, WA
Analyst: CAM
Project No: 98579
Time Period Analyzed: AM PEAK Build out w/ proj
Date: 6/28/00
East/West Street Name: 8th / North Lot
North/South Street Name: Sullivan
~
i i
VOLUME DATA
~ Eastbound ~ Westbound ( Northbound ~ Southbound ~
L T R ~ L T R ( L T R ~ L T R I
~I i f I I
;
Volume 122 145 63 15 4 9 184 1007 145 1124 487 21 PHF 10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 ~
PK 15 Vol 16 40 18 12 1 3 123 280 40 134 135 6 I
Hi Ln Vol I I I ( I
o Grade 1 0 1 0 1 0 1 0 ~
Ideal Sat 11900 1900 11900 1900 11900 1900 11900 1900 ~ .
ParkExist
NumPark
o Heavy VehlO 0 0 10 0 0 10 0 0 10 0 0 ~
No. Lane s ~ 1 1 0 1 1 1 0 1 1 2 0 1 1 2 0 (
LGConf ig ~ L TR I L TR I L TR I L TR ~
Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 ~
RTOR Vol 1 0 1 0 1 0 1 0 ~
Adj Flow 124 231 16 .14 193 1280 1138 564 I
°sInSharedLni
Prop Turns ~ 0.30 ~ 0.71 ( 0.13 ~ 0.04 ~
NumPeds ~ 50 ~ 50 ~ 50 ~ SO (
Numsus 10 o 10 o 10 o 10 o ~
oRightsInProtPhase 0 1 0 I 0 1 0 (
Duration 0.25 Area Type: All other areas
~
• Y' T
~
OPER.ATING PARAMETERS
~ Eastbound ~ Westbound ~ Northbound ~ Southbound ~
~ L T R ~ L T R ~ L T R ~ L T R ~
Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 10.0 0.0 I
Arriv. TypeJ3 3 13 3 13 3 13 3 ~
Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 13.0 3.0 (
I Fact-or 1 1.000 1 1.000 1 1.000 1 1.000 (
Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 12.0 2.0 I
Ext of g 12.0 2.0' 12.0 2.0 12.0 2.0 12.0 2.0 ~
_ Ped Min g 1 18.0 ( 18.0 ~ 12.0 ~ 12.0 ~
PHASE DATA
Phase Combination 1 2 3 4~ 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru P ( Thru P
Right P ~ Right P
Peds X ~ Peds X
WB Le f t P ~ SB Le f t P
Thru P ~ Thru P
Right P ~ Right P
Peds X ( Peds X
NB Right ~ EB Right
~
SB Right ~ WB Right
~
~
Green 5.0 16.0 17.0 38.0
Yellow 3.0 3.0 . 4.0 4.0
All Red 0.0 0.0 0.0 0.0
; Cycle Length: 90.0 secs
s r
. .
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
-Appr./ Mvt Flow No. Lane Flow Rate Lef t Right
~ Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
_ Eastbound
~ Left 22 0.90 24 1 L 24
Thru 145 0.90 161 1 TR 231 0.30
Right 63 0.90 70 0 0
Westbound
Left 5 0.90 6 1 L 6
Thru 4 0.90 4 1 TR 14 0.71
, Right 9 0.90 10 0 0-
Northbound
Lef t 84 0.90 93 1 L 93
Thru 1007 0.90 1119 2 TR 1280 0.13
Right 145 0.90 161 0 0
Southbound
Left 124 0.90 138 1 L 138
Thru 487 0.90 541 2 TR 564 0.04
- Right 21 0.90 23 0 0
* Value entered by user.
SATUR.ATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat: .
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.947 1.000 1800
Westbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.876 1.000 1664
Northbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.978 1.000 3531
Southbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000' 1.000 1.000 1.00 0.95 0.993 1.000 3584
• T r
I _ r~c
, CAPACITY ANALYSIS WORKSHEET
~ Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
Sec.
Left L 24 1805 # 0.01 0.056 100 0.24
Thru TR 231 1800 # 0.13 0.178 320 0.72
Right
Westbound
Pri.
Sec.
- Left L 6 1805 0.00 0.056 100 0.06
Thru TR 14 1664 0.01 0.178 296 0.05
Right
Northbound
Pri.
Sec. •
Left L 93 1805 0.05 0.189 341 0.27
Thru TR 1280 3531 # 0.36 0.422 1491 0.86
Right
Southbound
Pri.
Sec.
Left L 138 1805 # 0.08 0.189 341 0.40
Thru TR 564 3584 0.16 0.422 1513 0.37
Ri.ght
Sum (v/s) critical = 0.58
_ Lost Time/Cycle, L= 14.00 sec Critical v/c(X) = 0.69
_I
LEVEL OF SERVICE WORKSHEET
,Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0.24 0.056 40.7 1.000 100 0.50 5.6 0.0 46.3 D
; TR 0.72 0.178 34.9 1.000 320 0.50 13.2 0.0 48.1 D 47.9 D
Westbound
L 0.06 0.056 40.3 1.000 100 0.50 1.1 0.0 41.4 D
TR 0.05 0.178 30.7 1.000 296 0.50 0.3 0.0 31.0. C 34.1 C
Northbound
L 0.27 0.189 31.2 1.000 341 0.50 2.0 0.0 33.2 C
TR 0.86 0.422 23.6 1.000 1491 0.50 6.6 0.0 30.2 C 30.4 C
Southbound
L 0.40 0.189 32.1 1.000 341 0.50 3.5 0.0 35.6 D
TR 0.37 0.422 17.8 1.000 1513 0.50 0.7 0.0 18.5 B 21.9 C
Tntersection Delay = 29.8 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
--for exclusive lefts
~ APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
7adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf ) /2 , n>=0
Ptho=1-Plto
Pl*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) } ]
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1. 0
fmin=2 ( l+Pl t)/g or f min=2 (1+P1) /g
gdi f f =max (gq-gf , 0 )
fm= [gf /g] + [gu/g) [1/ { 1+P1 (Ell-1) } ] , (min=fmin; max=1 . 00) '
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (1+Plt (Ell-1) ] , (min=fmin;max=l.0) or flt= [fm+0.91 (N-1) ] /N**
flt
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
. ~ r
~ SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
~APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Propoxtion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600 .
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf=[Gexp(- a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf ) /2 , n>=0
Ptho=1-Plto
P1*=Plt [1+((N-1)g/ (gf+gu/E11+4.24) ) )
El l( Figure 9- 7)
E12=(1-Ptho**n)/Plto, E12>=1.0
fmin=2 (1+Plt ) /g or fmin=2 ( l+Pl ) /g
gdiff=max(gq-gf, 0)
fm= [gf /g] + [gu/g] [ 1 / { 1+P1 (El l -1) } ] , (min=fmin; max=1 . 00 )
flt=fm= [gf/g) +gdiff [1/{l+Plt (E12-1)
~ + [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
~ flt Primary
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
. -r r
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment worksheet, v
v/c ratio from Capacity worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 90.0 Red =(C-g-gq-gu), r
7arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures: s/3600, sp Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
-Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
. Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 29.8 sec/veh Intersection LOS C
~ ERROR MESSAGES
No errors to report.
. •
AM PEAK HOUR-YEAR 2005 WITH PROJECT
HCS: Unsignalized Intersections Release 3.2
, TWO-WAY STOP CONTROL SUMMARY
Intersection: Pick Up/Drop Off & Sullivan
Analyst: CAM
Project No.: 980579
Date: 12/02/98
East/West Street: PICK UP/DROP OFF
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 1070 71 210 403
Hourly Flow Rate, HFR 1188 83 247 474
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Ma.nor Street: Approach 6destbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 67 199
Hourly Flow Rate, HFR 78 234
Percent Heavy Vehicles 0 0
, Percent Grade M 0 0
Median Storage 1 Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ L R ~ v (vph) 247 78 234
C (m) (vph) 553 133 425
v/c 0.45 0.59 0.55
95% queue length 2.38 2.57 3.20
Control Delay 16.7 64.7 23.4
LOS C F C
Approach Delay 33.7
Approach LOS D
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL (TTASC) laNALYSIS
Intersection: Pick Up/Drop Off & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: AM PEAK
Date: 12/02/98
East/West Street: PICK UP/DROP OFF
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 S 6
L T R L T R
Volume 1070 71 210 403
Peak-Hour Factor, PHF 0.90 0.85 0.85 0.85
Peak-15 Minute Volume 297 21 62 119
Hourly Flow Rate, HFR 1188 83 247 474
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Nlinor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 67 199 ,
Peak Hour Factor, PHF 0.85 0.85
Peak-15 Minute Volume 20 59
- Hourly Flow Rate, HFR 78 234
Percent Heavy Vehicles 0 0
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
' Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn S 1700 3 S 90 35 200
Through 445 1700 3 40 90 35 200
worksheet 3-Data for Computing Effect of Delay to Major Street vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles: .
Shared ].n volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number o£ major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
. P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
~ Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
- t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
' P (HV) 0 0 0
t(f) 2.2 3.5 3.3
. Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement S
V(t) V(1,prot) V(t) . V(1,prot)
V prog 445 5
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 40 5
Cycl.e Length, C(sec) 90 90
Rp (from tab].e 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.444 0.056
g(ql) 6.5 0.1
g(q2) 1.0 0.0
g(q) 7.5 0.1
Computation 2-Proportion of TwSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(1,prot) V(t) V(1,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 3.887
, Smoothing Factor, F 0.498
Proportion of conflicting flow, f 0.617 0.007
Max platooned flow, V(c,max) 2087 2
Min platooned f1ow, V(c,min) 2000 2000
Duration of blocked period, t(p) 3.2 0.0
Proportion time blocked, p 0.000 0.035
Computation 3-Platoon Event Periods Result
p (2) 0 . 000
p(5) 0.035
p(dom) 0.035
p(subo) 0.000
Constrained or unconstrained? U
Proportion
- unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
; movements, p(x) Process Stage I Stage II
p(1)
, p(4) 1.000
' p(7) 0.965 1.000 0.965
P(8)
p (9) 1 . 000
p(10)
p(ll)
p (12)
Computation 4 and 5
Single-Stage Process
P9ovement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 1271 1961 636
s 3400 3400 3400
Px 1.000 0.965 1.000
V c,u,x 1271 1909 636
C r,x 553 61 425
C plat,x 553 59 425
Two-Stage Process
7 S 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 1230 731
s 3400 3400
P(x) 1.000 0.965
V(c,u,x) 1230 634
C (r, x) 243 496
C (plat , x) 243 479
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12'
Conflicting Flows 636
Potential Capacity 425
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 425
Probability of Queue f ree St. 0.45 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 1271
, Potential Capacity 553
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 553
Probability o£ Queue free St. 0.55 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
- Cap. Adj. factor due to Impeding mvmnt 0.55 0.55
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1961
Potential Capacity 59
Pedestrian Zmpedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.55 0.55
Maj. L, Min T Adj. Imp Factor. 0.65 0.65
Cap. Adj. factor due to Irnpeding mvmnt 0.65 0.29
Movement Capacity 38
Worksheet 7-Computation of the Effect o.E Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 252 355
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.55
Movement Capacity 252 196
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 355 241
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.55 1.00
Movement Capacity 196 241
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.55 0.55
Movement Capacity
~
~Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
~
Part 1 - First Stage
Conflicting Flows . 1230
Potential Capacity 243 358
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.55
Movement Capacity 243 198
Part 2 - Second Stage
Conflicting Flows 731
Potential Capacity 479 520
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.55 0.45
Movement Capacity 265 234
Part 3 - Single Stage
Conf licting Flocas 1961
Potential Capacity 59
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.55 0.55
Maj. L, Min T Adj. Tmp Factor. 0.65 0.65
Cap. Adj. factor due to Impeding mvmnt 0.65 0.29
Movement Capacity 38 ' Results for Two-stage process:
a 0.91 0.91
y 0.90
C t 133
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 78 234
Movement Capacity (vph) 133 425
Shared Lane Capacity (vph)
i -
; worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 133 425
Volume 78 234
' Delay
Q sep
, Q sep +1
round (Qsep +1)
n max
' C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 247 78 234
C (m) (vph) 553 133 425
v/c 0.45 0.59 0.55
95% queue length 2.38 2.57 3.20
Control Delay 16.7 64.7 23.4
LOS C F C
Approach Delay 33.7
Approach LOS D
~
worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.55
v(il), Volume for stream 2 or S
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
p* (oj )
d(M,LT), Delay for stream 1 or 4 16.7
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
AM PEAK HOUR-YEAR 2005 WITH PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Lot & Sullivan
Analyst: CAM
, Project No.: 980579
Date: 12/02/98
East/West Street: SOUTH LOT
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 1139 38 110 307
Hourly Flow Rate, HFR 1198 44 129 361
Percent Heavy Vehicles 13
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound ' Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 2 . 22
Hourly Flow Rate, HFR 2 25
Percent Heavy Vehicles 0 50
Percent Grade ( °s ) 0 0
Median Storage 1
Flared Approach: Exists? .
Storage
RT Channelized? No Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 ll 12
Lane Config L ~ L R ~
v (vph) 129 2 25 '
C(m) (vph) 500 184 •331
v/c 0.26 0.01 0.08
95% queue length 1.10 0.00 0.14
Control Delay 14.7 24.8 16.8
LOS B C C
Approach Delay 17.4
Approach LOS C
HCS: Unsignalized Tntersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
. '
Intersection: South Lot & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 980579
Time period Analyzed: AM PEAK
Date: 12/02/98
- East/West Street: SOUTH LOT
North/South Street: SULLIVAN
Tntersection Orientation: NS Study period (hrs): 0.25
vehicle Vol.umes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 1139 38 110 307
Peak-Hour Factor, PHF 0.95 0.85 0.85 0.85
Peak-15 Minute Volume 300 11 32 90
Hourly Flow Rate, HFR 1198 44 129 361
Percent Heavy Vehicles 13
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 2 22
Peak Hour Factor, PHF 0.85 0.85
Peak-15 Minute Volume 1 6
Hourly Flow Rate, HFR 2 25
Percent Heavy Vehicles 0 50
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 . 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Tzme Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn 5 1700 3 5 90 35 600
Through 445 1700 3 40 90 35 600
worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
' worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 13 0 50
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t{c,T}: 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.4 6.8 7.9
2-stage 4.4 5.8 7.9
' Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 13 0 50
t (f) 2.3 3.5 3.8
worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 445 5
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 40 5
. Cycle Length, C(sec) - 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.444 0.056
g(ql) 6.5 0.1
g(q2) 1.0 0.0
g(q) 7.5 0.1
Computation 2-Proportion of TwSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
- alpha 0.350
beta 0.741
, Travel time, t(a) (sec) 11.662
, Smoothing Factor, F 0.249
Proportion of conflicting flow, f 0.908 0.010
Max platooned tlow, V(c,max) 2729 1
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 5.2 0.0
Proportion time blocked, p 0.000 0.058
Computation 3-Platoon Event Periods Result
p (2) 0 . 000
p (5) 0 . 058
p(dom) 0.058
p(subo) 0.000
Constrained or unconstrained? U
i
, Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p (4) 1 . 000
p(7) 0.942 1.000 0.942
P(8)
p(9) 1.000
p(10)
p(11)
p(12)
- Computation 4 and S
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 1242 1658 621
s 3400 3400 3400
Px 1.000 0.942 1.000
V C,u,x 1242 1551 621
C r,x 500 106 331
C plat,x 500 100 331
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V (c, x) 1220 438
s 3400 3400
' P(x) 1.000 0.942
V(c, u, x) 1220 257
C(r,x) 246 768
C(plat,x) 246 724
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 621
Potential Capacity 331
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 331
Probability of Queue free St. 0.92 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 1242
Potential Capacity 500
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 500
Probability of Queue free St. 0.74 1.00
Maj L-Shared Prob Q free St.
Step 3: TH frorn Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Tmpeding mvmnt 0.74 0.74
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT frorn Minor St. 7 10
Conflicting Flows 1658
Potential Capacity 100
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Zmpedance factor 0.74 0.74
Maj. L, Min T Adj. Imp Factor. 0.80 0.80
Cap. Adj. factor due to Impeding mvmnt 0.80 0.74
Movement Capacity 80
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
, Part 1 - First Stage
' Conflicting Flows
Potential Capacity 255 543
Pedestrian Tmpedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.74
Movement Capacity 255 403
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 543 249
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.74 1.00
Movement Capacity 403 249
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.74 0.74
Movement Capacity
. Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 1220
Potential Capacity 246 580
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.74
Movement Capacity 246 430
Part 2 - Second Stage
Conflicting Flows 438
Potential Capacity 724 517
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.74 0.92
Movement Capacity 537 478
Part 3 - Single Stage
Conflicting Flows 1658
Potential Capacity 100
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.74 0.74
Maj. L, Min T Adj. Imp Factor. 0.80 0.80
Cap. Adj. factor due to Impeding mvmnt 0.80 0.74
Movement Capacity 80
xesults for Tiao-stage process:
a 0.91 0.91
; y 0.36
• C t 184
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 2 25
Movement Capacity (vph) 184 331
Shared Lane Capacity (vph)
; Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 184 331
Volume 2 25
Delay
Q sep Q sep +1
round (Qsep +1)
n max
' C sh
. SUM C sep
n
, C act
Worksheet 10-Delay, Queue Length, and Leve1 of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R`
v (vph) 129 2 25
C (m) (vph) 500 184 331
v/c 0.26 0.01 0.08
95% queue length 1.10 0.00 0.14
Control Delay 14.7 24.8 16.8
LOS B C C
Approach Delay 17.4
_ Approach LOS C
bdorksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.74
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 14.7
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
HCS: Signalized Tntersections Release 3.2
Inter: 8th & Sullivan City/St: Spokane, WA
Analyst: CAM Proj 98579
Date: 6/28/00 Period: Dismissal Hr Build out w/ proj
E/W St: Sth / North Lot N/S St: Sullivan
SIGNALIZED INTERSECTION SUMMARY
~ Eastbound ~ westbound ~ Northbound ( Southbound (
L T R ~ L T R L T R I L T R I
No. Lane s ~ 1 1 0 ~ 1 1 0 ( 1 2 0 ~ 1 2 0 (
LGCon f i g ~ L TR ( L TR ( L TR ~ L TR ~
Volume 137 24 44 173 72 148 175 654 24 18 798 53 ~
Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 ~
RTOR Vol ~ 0 1 0 1 0 0 ~
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4( S 6 7 8
EB Le f t P I NB Le f t P
Thru P ~ Thru P
Right P ( Right P
Peds X ~ Peds X
WB Le f t P ~ SB Le f t P
Thru P ~ Thru P
Ra.ght P ~ Right P
Peds X ~ Peds X .
NB Right ~ EB Right
sB Right ~ wB Right
Green 10.0 19.0 17.0 30.0
Yellow 3.0 3.0 4.0 4.0
Al1 Red 0.0 0.0 0.0 0.0
Cycle Length: 90.0 secs
r r
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound ,
L 201 1805 0.20 0.111 38.7 D
TR 356 1687 0.21 0.211 30.7 C 33.5 C
Westbound
L 201 1805 0.40 0.111 43.1 D
TR 354 1678 0.69 0.211 43.3 D 43.2 D
Northbound
L 341 1805 0.24 0.189 32.7 C
TR 1196 3588 0.63 0.333 27.9 C 28.3 C
Southbound
L 341 1805 0.03 0.189 29.9 C
TR 1190 3571 0.79 0.333 32.7 C 32.7 C
Intersection Delay = 32.6 (sec/veh) Intersection LOS = C
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200
Spokane, WA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
E-Mail.
OPER.ATIONAL ANALYSIS
Intersection: 8th & Sullivan
City/State: Spokane, WA
Analyst: CAM
Project No: 98579
Time Period Analyzed: Dismissal Hr Build out w/ proj
Date: 6/28/00
East/West Street Name: 8th / North Lot
North/South Street Name: Sullivan
s
- --r::.-
VOLUME DATA
~ Eastbound ~ Westbound ~ Northbound ~ Southbound ~
I L T R ( L T R ( L T R I L T R ~
Volume 137 24 44 173 72 148 175 654 24 18 798 53 ~
PHF 10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 10.90 0.90 0.90 ~
PK 15 Vol 110 7 12 120 20 41 121 182 7 12 222 15 I
Hi Ln Vol I I I I '
o Grade 1 0 1 0 1 0 1 0 ~
Ideal Sat 11900 1900 11900 1900 11900 1900 11900 1900 (
ParkExist
NumPark
o Heavy VehlO 0 0 10 0 0 10 0 0 10 0 0 ~
No. Lane s ~ 1 1 0 1 1 1 0 1 1 2 0 1 1 2 0 ~
LGConfig ~ L TR ( L TR ~ L TR ~ L TR ~
Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 ~
RTOR Vol 1 0 1 0 1 0 ( . 0 ~
Adj Flow 141 76 181 244 183 754 19 946 ~
oInSharedLni I I I I
Prop Turns 1 0.64 1 0.67 ( 0.04 ( 0.06 ~
NumPeds 1 SO 1 50 1 50 1 50 ~
NumBus (o o 10 o 10 o 10 o ~
oRightsInProtPhase 0 1 0 ` 0 1 0 ~
Duration 0.25 Area Type: All other areas
. t+ r
i I
OPERATING PARAMETERS
Eastbound ~ Westbound ~ Northbound ~ Southbound (
~ L T R ~ L T R ( L T R ~ L T R I
Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 10.0 0.0 I
_ Arriv. TypeJ3 3 13 3 13 3 13 3 I
Unit Ext. 13.0 3.0 13.0 3.0 J3.0 3.0 13.0 3.0 '
I Factor 1 1.000 1 1.000 1 1.000 1 1.000 ~
Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 12.0 2.0 ~
Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 12.0 2.0 ~
Ped Min g 18.0 ~ 18.0 ~ 12.0 ~ 12.0 ~
PHASE DATA
Phase Combination 1 2 3 4 ~ 5 6 7 8
EB Le f t P ( NB Le f t P
Thru P ~ Thru P
Right P ~ Right P
Peds X ( Peds X
WB Le f t P ~ SB Le f t P
'Thru P ~ Thru P
Right P ~ Right P .
Peds X ( Peds X
NB Right ~ EB Right
~
SB Right ~ wB Right
(
. ~
Green 10.0 19.0 17.0 30.0
Yellow 3.0 3.0 4.0 4.0
All Red 0.0 0.0 0.0 0.0
Cycle Length: 90.0 secs
-Y r
i
VOLUME ADJUSTMENT WORKSHEET
~
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
' Left 37 0.90 41 1 L . 41
. Thru 24 0.90 27 1 TR 76 0.64
Right 44 0.90 49 0 0
Westbound
Left 73 0.90 81 1 L 81
Thru 72 0.90 80 1 TR 244 0.67
Right 148 0.90 164 0 0
Northbound
Left 75 0.90 83 1 L 83
Thru 654 0.90 727 2 TR 754 0.04
Right 24 . 0.90 27 0 0
Southbound
Lef t 8 0.90 9 1 L .9 Thru 798 0.90 887 2 TR 946 0.06
Right 53 0.90 59 0 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT . LT Flow
Eastbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.888 1.000 1687
Westbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.883 1.000 1678
Northbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.994 1.000 3588
Southbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.989 1.000 3571
~ T r
I
I
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
-Eastbound
Pri.
Sec.
_ Left L 41 1805 0.02 0.111 201 0.20
Thru TR 76 1687 0.05 0.211 356 0.21
Right
Westbound
Pri. .
Sec.
Left L 81 1805 # 0.04 0.111 201 0.40
Thru TR 244 1678 # 0.15 0.211 354 0.69
Right
Northbound Pri.
Sec.
Left L 83 1805 # 0.05 0.189 341 0.24
Thru TR 754 3588 0.21 0.333 1196 0.63
Right ,
Southbound
Pri.
Sec.
Left L 9 1805 0.00 0.189 341 0.03
Thru TR 946 3571 # 0.26 0.333 1190 0.79
Right
Sum (v/s) critical = 0.50
Lost Time/Cycle, L= 14.00 sec Critical v/c(X) = 0.59
,
~
. i _ ' .-...k~
LEVEL OF SERVICE WORKSHEET
~ ApPr/ Ratios Ur~f- Px'og vane Incremental Res Laarne Group Approach
~ Larze Del Adj Grp ;F`actor Del Del
Grp v/c 9/C c~l Fact Cap k cl2 d3 Delay LQS Delay I}OS
~
Eastbound '
L 0.20 0.111 36.4 1.000 201 0.50 2,3 0,0 38_7 D
' Tx 0.21 0.211 29.3 1.000 3s6 0.50 1.4 0.0 30.7 c 33_5 c
~
i
Wes t bou~d
L 0.40 0.111 37.2 1.000 201 0_50 5_9 0.0 43_1 I]
TR 0.69 0.211 32.8 1_000 354 0_50 10_5 0.0 43_3 D 43.2 D
Northbound
L 0,24 0.189 31.0 1.000 341 0.50 1.7 0.0 32.7 c
"TR 0.63 0.333 25.3 1.000 7196 0.50 2.5 0.0 27,9 c 28.3 C
i Sauthbaund
L 0.03 0.189 29.8 1.000 341 0.50 0.1 0.0 29.9 c
- TR 0_79 a.~~~ 27.2 1.000 1190 0.50 5.5 0,0 32_7 -c 32.7 c
;
_ Intersecti.on Delay - 32 _ 6 (sec/veh) Intersection LOS - C
i
~
i
~
P
~ SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Vo1c=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp(- a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf ) /2 , n>=0
Ptho=1-Plto
P1 *=Plt [ 1+ { (N-1) g/ (gf+gu/E11+4 . 24 ) } ]
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 ( l+Plt ) /g or fmin=2 (1+P1) /g
gdiff=max(gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+P1 (E11-1) , (min=fmin;max=1.00)
flt=fm= [gf/g) +gdif f [1/ { 1+Plt (E12-1) } ]
+ [gu/g] [1/ (l+Plt (E11-1) ] , (min=fmin;max=1.0) or flt= [fm+0. 91 (N-1) ] /N**
flt
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
~
- -
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(9o/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf n= (gq-9f ) /2 , n>=0
Ptho=1-Plto
Pl*=Plt [1+{ (N-1)g/ (gf+gu/E11+4 .24) ) )
E11 (Figure 9-7)
E12= (1-Ptho**n)/plto, E12>=1.0
fmin=2 (1+Plt)/g or fmin=2 (1+P1) /g
gdi f f =max (gq-gf , 0 )
fm= [gf /g] + [gu/g] [1/ { l+Pl (Ell-1) } ] , (min=fmin; max=1 . 00)
flt=fm= [gf/g)+gdiff [1/{l+Plt (E12-1)
+ [gu/gj [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 .0) or flt= [fm+0. 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane appzoach,
see text. * If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations. .
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
~ r
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 90.0 Red =(C-g-gq-gu), r Arrivals : v/ (3600 (max (X, 1 . 0) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
DEL,AY/LOS WORKSHEET WITH INZTIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 32.6 sec/veh Intersection LOS C
~
ERROR MESSAGES
No errors to report.
AISV[iSSAL HOUR-YEAR 2005 WiTH PROJECT
,
HCS: UnsS.gnalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Pick Up/Drop Off & Sullivan
Analyst: CAM
Project No.: 980579
Date: 12/02/98
East/west Street: PICK UP/DROP OFF
North/South Street: SULLIVAN
zntersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 5 6
L T R ~ L T R
Volume 696 35 106 874
Hourly Flow Rate, HFR 773 38 117 971
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R I L T R
Volume 19 96
Hourly Flow Rate, HFR 21 106
Percent Heavy Vehicles 0 ' 0
Percent Grade o 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ L R ~
v (vph) 117 21 106
C(m) (vph) 824 291 600
v/c 0.14 0.07 0.18
95% queue length 0.51 0.12 0.68
Control Delay 10.1 18.3 12.3
LOS B C B
Approach Delay 13.3
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Pick Up/Drop Off & Sullivan
City/State: SPOKANE, WA
Analyst: CAM ,
Project No.: 980579 -
Time period Analyzed: Dismissal Hour BO w/ proj
Date: 12/02/98
East/West Street: PICK UP/DROP OFF
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 696 35 106 874
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 193 10 29 243
Hourly Flow Rate, HFR 773 38 117 971
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 '9 10 11 12
L T R L T R
Volume 19 96
Peak Hour Factor, PHF 0.90 0.90
Peak-15 Minute Volume 5 27
Hourly Flow Rate, HFR 21 106
Percent Heavy Vehicles 0 0
Percent Grade 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
walking Speed (ft/sec) 4.0 4.0 4.0 4.0 ,
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn ,
Through
S5 Left-Turn 73 1700 3 10 90 35 200
Through 783 1700 3 30 90 35 200
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
i Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(HV) 0 0 0
' t (f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement S
V(t) V(l,prot) V(t) V(l,prot)
V prog 783 73
Tota1 Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 30 10
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.333 0.111
9(q1) 13.8 1.7
g(q2) 4.1 0.0
g(q) 18.0 1.8
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
v(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 3.887
. Smoothing Factor, F 0.498
Proportion of conflicting flow, f 0.720 0.067
Max platooned flow, V(c,max) 2447 160
; Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 15.9 0.0
proportion time blocked, p 0.000 0.176
'Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.176
p(dom) 0.176
p(subo) 0.000
Constrained or unconstrained? U
Propartion
unblocked (1) (2) {3}
far minar Single-stage Two-Stage Process
movements r p(x) Process Stage I 5tage II
I
p(i)
- p(4) 1.000
' p(7) 0.824 1.000 0.824
p(s)
P(9)
, . p(lo)
-p
p(12)
Camputatian 4 and 5
Sing].e-Stage Process
Movement 1 4 7 $ 9 10 11 12
• L L L T R L T R
V Cf x sil 1511 406
s 3400 3400 3400
Px 1.004 0.824 1.400
-v c,U,X siz 1.106 406
c r,x 824 208 600
c plat,x 824 171 600
~ Two-Stage Process
' 7 8 10 11
Stage1 Stage2 Stage7. Stage2 Stagel Stage2 Stagel Sta9e2
;
V(c,x) 792 719
s 3400 34{?0
P(x) 1.000 0.824
~ V(C, U, x) 792 145
C(r,x) 412 873
C(plat,x) 412 719
Worksheet 6-Impedance and. Capacity Equatians
Step 1: RT fram Minar St. 9 12
Conflicting FYaws 406
Potential Capacaty 600
Pedestrian Impedan,ce Factor 1.00 1.00
Movement Capacity 600
Probabi lity of Queue free St. 0.82 1.00
, Step 2: LT from Major St. 4 1
Conflicting Flows 811
Potential Capacity 824
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 824
Probability of Queue free St. 0.86 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
. Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.86 0.86
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting F1ows 1511
Potential Capacity 171
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.86 0.86
Maj. L, Min T Adj. Imp Factor. 0.89 0.89
Cap. Adj. factor due to Impeding mvmnt 0.89 0.73
Movement Capaczty 152
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capaca.ty 404 352
Pedestrian Tmpedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.86
Movement Capacity 404 302
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 352 396
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.86 1.00
Movement Capacity 302 396
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.86 0.86
Movement Capacity
Result for 2 stage process:
' a 0.91 4.91
Y C t
Frobability of Queue free St. 1.00 1.00
Step 4: LT fram Minor St. 7 10
~ I
' Part 1 - First Stage
Conflicting Flows 792
' Potential Capacity 412 362
~ Pedestrian Impedance Factor 1.00 1,00
Cap. Adj. factor due ta Impeding mvmnt 1.00 0.86
Movetnent Cagacity 412 311
- Part 2 - second stage
Carsflicting Flows 719
Potential Capacity 719 662
Pedestra.an Impedance Factor 1. . 40 1.00
Cap. Adj. factar due to Impeding mvmnt 0.86 0.82
, Mavement Capacity 617 545 •
- Part 3 - Single Stage
Conflicting Flows 1511
Patential Capacity 171
' Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0,86 0.36
Maj. L, Min T Adj. Imp Factor. 0.$9 O.B9
' Cap, Adj.~actor due to Impeding mvmnt - 0. B9 0.73
Movement Capaeity 152
~ Results for Two-stage process:
I- a 0.91 0.91
y 0.56
~ C t 291
worksheet B-Shared Lane Calculations
NToveFnent ? 8 9 lo 11 12
, L 'T' R L T R
- 'VD].ume (vprl) 21 106
Mavement Capaci.ty (vph) 291 600
Shareci Lane Capacity {vgh}
i
Worksheet D-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
I, T k L T R
- C sep 291 600
Volume 21 106
delay
C~ Sep
c~ Sep f 1
xounci (Qsep *1)
n max
- c sh
SLTM C s ep
- n
C act
Wor}csheet 10-De1ayF Queue Length, arzd Level of Service
Movement 1 4 7 8 9 10 11 12
Zane Conf ig L L R
' . v(vph) 117 21 146
C(m) (vph) 824 291 600
V,rC 0.14 0.07 0.18
95% cjxeue Zength 0.51 0.12 0. 68
j Control Delay 10.1 18.3 12.3
LOS a c B
- Approach C3elay 13.3
Approach v0S ~
' Worksheet 11-Shared Majox L'T Tenpedance and Delay
Movement 2 NPovement 5
p (ai) 1.00 G.86
v(il) , Volurrte for stream 2 or 5
v (i2),voZume for starearn 3 ar 6
~ s(il), Saturation flow rate for stxearn 2oz` 5
s(i2), Saturation flow rat-e for stream 3 or 5
P* (oj )
d(Mr'LT) , aelay for stream 1 or 4 1~,1
N, Num.ber af major stareet through lanes
d(rank, 1) ❑elay for stream 2 0r 5
DISMISSAL HOUR-YEAR 2005 W1TH PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: South Driveway & Sullivan
Analyst: CAM
Project No.: S980579
Date: 8/14/00
East/West Street: 'SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Ora.entation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 • ~ 4 S 6
L T R ~ L T R
Volume 713 11 33 847
Hourly Flow Rate, HFR 750 12 36 891
Percent Heavy Vehicles 5
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2 '
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 32 97
Hourly Flow Rate, HFR 35 107
Percent Heavy Vehicles 10 10
Percent Grade 0 0
Meda.an Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Rpproach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ L R (
v (vph) 36 35 107
C(m) (vph) 827 333 595
v/c 0.04 0.11 0.18
95% queue length 0.00 0.29 0.69
Control Delay 9.6 17.1 12.4
LOS A C B
Approach Delay 13.5
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: 5980579
Time period Analyzed: Dismissal Hour 2012 w/ proj
Date: 8/14/00
East/west Street: SOUTH DRIVEwAY
North/South Street: SULLTVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume .713 11 33 847
Peak-Hour Factor, PHF 0.95 0.90 0.90 0.95
Peak-15 Minute Volume 188 3 9 223
Hourly Flow Rate, HFR 750 12 36 891
Percent Heavy Vehicles S
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
a
Volume 32 97
Peak Hour Factor, PHF 0.90 0.90
Peak-15 Minute Volume 9 27
Hourly Flow Rate, HFR 35 107
Percent Heavy Vehicles 10 10
Percent Grade (o) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
- Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn 73 1700 3 10 90 35 600
Through 783 1700 3 30 90 35 600
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement S
Shared ln volume, major th vehi.cles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through ].anes:
Worksheet 4-Critical Gap and Foll.ow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P(hv) 5 10 10
t(c,g) . 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.2 7.0 7.1
2-stage 4.2 6.0 7.1
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(HV) 5 10 10
t(f) 2.3 3.6 3.4
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 783 73
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 30 10
Cycle Length, C(sec) 90 90
Rp (from table 9-2) . 1.000 1.000
Proportion vehicles arriving on green P 0.333 0.111
g(ql) 13.8 1.7
9(q2) ' 4.1 0.0
g(q) 18.0 1.8
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement S
V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
- beta 0.741
Travel time, t(a) (sec) 11.662
Smoothing Factor, F 0.249
Proportion of conflicting flow, f 0.845 0.079
Max platooned flow, V(c,max) 2855 106
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 15.5 0.0
Proportion time blocked, p 0.000 0.172
Computation 3-Platoon Event Periods Result
p (2) 0 . 000
p(5) 0.172
p(dom) 0.172
p (subo) 0 . 000
Constrained or unconstrained? U
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p (4) 1 . 000
p(7) 0.828 1.000 0.828
P(8)
P(9) 1.000
p(10)
p(11)
p(12) .
Computation 4 and 5
Single-Stage Process
Movement 4 7 8 9 10 11 12
L L L T R L T R
V c,x 762 1273 381
s 3400 3400 3400
Px 1.000 0.828 1.000
V c,u,x 762 830 381
C r,x 827 293 595
C plat,x 827 243 595
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 756 517
s 3400 3400
P(x) 1.000 0.828
V(c,u,x) 756 0
C(r,x) 404 1000
C(plat,x) 404 828
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 381
Potenta.al Capacity 595
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 595
Probability of Queue free St. 0.82 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 762
Potential Capacity 827
Pedestrian Impedance Factor 1.00 1.00
- Movement Capacity 827
Probability of Queue'free St. 0.96 1.00
Maj L-Shared Prob Q free St.
. Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Tmpeding mvmnt 0.96 0.96
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Con£licting Flows 1273
Potential Capacity 243
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.96 0.96
Maj. L, Min T Adj. Imp Factor. . 0.97 0.97
Cap. Adj. factor due to Impeding mvmnt 0.97 0.79
Movement Capacity 235
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity 419 473
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.96
Movement Capacity 419 452
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 473 416
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 1.00
Movement Capacity 452 416
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.96
Movement Capacity
Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 756
Potential Capacity 404 506
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due Co Impeding mvmnt 1.00 0.96
Movement Capacity 404 489
Part 2 - Second Stage
Conflicting Flows 517
Potential Capacity 828 671
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.96 0.82
Movement Capacity 792 550
Part 3 - Single Stage
Conflicting Flows 1273
Potential Capacity 243
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Ma.n T Impedance factor 0.96 0.96
Maj. L, Min T Adj. Imp Factor. 0.97 0.97
Cap. Adj. factor due to Impeding mvmnt 0.97 0.79
Movement Capacity 235
Results for Two-stage process:
a 0.91 0.91
y 0.30
C t 333
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 35 107
Movement Capacity (vph) 333 595
Shared Lane Capacity (vph)
worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 333 595
Volume 35 107
Delay
Q sep
Q sep +1
round (Qsep +l)
n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 36 35 107
C(m) (vph) 827 333 595 v/c 0.04 0.11 0.18
95% queue length 0.00 0.29 0.69
Control Delay 9.6 17.1 12.4
LOS A C B
Approach Delay 13.5
Approach LOS . B
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 0.96
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5 .
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 9.6
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
. r
HCS: Signalized Intersections Release 3.2
Inter: 8th & Sullivan City/St: Spokane, WA
Analyst: CAM Proj 98579
Date: 6/28/00 Period: PM PEAK- Build out w/ project
E/W St: 8th / North Lot N/S St: Sullivan
SIGNALIZED INTERSECTION SUMMARY
~ Eastbound ~ Westbound ( Northbound ( Southbound ~
~ L T R I L T R ~ L T R I L T R ~
No. Lanes ~ 1 1 0 ~ 1 1 0 ~ 1 2 0 ~ 1 2 0 ~
LGConfig ~ L TR ( L TR ~ L TR ~ L TR ~
Volume 140 3 48 113 14 26 145 581 3 113 1121 67 ~
Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 ~
RTOR Vol ~ 0 1 0 1 0 I 0 ~Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 ~ 5 6 7 8
EB Le f t P ~ NB Le f t P
Thru P ~ Thru P
Right P ~ Right P
Peds X ~ Peds X
WB Le f t P ~ SB Le f t P
Thru P ~ Thru , P
Right P ( Right P
Peds X ~ Peds X
NB Right - ~ EB Right
SB Right ( wB Right
Green 12.0 15.0 10.0 39.0
Yellow 3.0 3.0 4.0 4.0
All Red 0.0 0.0 0.0 0.0
Cycle Length: 90.0 secs
Intersection Performance Summary
Iappr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 241 1805 0.18 0.133 36.3 D
TR 265 1587 0.21 0.167 34.2 C 35.1 D
Westbound
L 241 1805 0.06 0.133 34.5 C
TR 281 1687 0.16 0.167 33.3 C 33.6 C
Northbound
L 201 1805 0.25 0.111 39.5 D
TR 1563 3607 0.42 0.433 18.4 B 19.9 B
Southbound
L 201 1805 0.07 0.111 36.5 D
TR 1549 3575 0.85 0.433 29.0 C 29.1 C
Intersection Delay = 26.6 (sec/veh) Intersection LOS = C
HCS: Signalized Intersections Release 3.2
Craig A. MacPhee, EIT
CLC & Associates Inc.
707 West 7th Ave.
Suite 200
Spokane, WA 99204
Phone: (509) 458-6840 Fax: (509) 458-6844
E-Mail.
OPERATIONAL ANALYSIS
Intersection: 8th & Sullivan
City/State: Spokane, WA
Analyst: CAM
Project No: 98579
Time Period Analyzed: PM PEAK- Build out w/ project
Date: 6/28/00
East/West Street Name: 8th / North Lot
North/South Street Name: Sullivan
. .r
VOLUME DATA
~ Eastbound ~ westbound ~ Northbound ~ Southbound ~
~ L T R ~ L T R ~ L T R ~ L T R ~
Volume 140 3 48 113 14 26 145 581 3 113 1121 67 ~
PHF 10.90 0.90 0.90 10.90 0.90 0.90 (0.90 0.90 0.90 (0.90 0.90 0.90 I
PK 15 Vol I11 1 13 (4 4 7 (13 161 1 14 311 19 I
Hi Ln Vol I I I I I
o Grade 1 0 1 0 1 4 1 0 I
Ideal Sat 11900 1900 11900 1900 11900 1900 11900 1900 ~
ParkExist
NumPark ( ( ~ ~ (
% Heavy VehlO 0 0 10 0 0 10 0 0 (0 0 0 ~
No. Lane s ~ 1 1 0 1 1 1 0 1 1 2 0 ( 1 2 0 (
LGConfig ~ L TR I L TR I L TR I L TR ~
Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 112.0 12.0 ~
RTOR Vol ( 0 1 0 1 0 1 0 ~
Adj Flow 144 56 114 45 150 649 114 1320 ~
%InSharedLnI I I ( ~
Prop Turns ~ 0.95 ~ 0.64 ~ 0.00 ( 0.06 ~
NumPeds ~ 50 ~ 50 ~ 50 ~ 50 (
Numaus 10 o 10 o 10 o 10 o ~
oRightsInProtPhase 0 1 0 1 0 ` 0 ~
Duration 0.25 Area Type: All other areas
• T r
'rs_~•
OPERATING PARAMETERS
~ Eastbound ~ Westbound ~ Northbound ~ Southbound (
L T R I L T R ~ L T R ~ L T R ~
Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 10.0 0.0 ~
Arriv. TypeJ3 3 13 3 13 3 13 3 I
Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 13.0 3.0 I
I Factor 1 1.000 1 1.000 1 1.000 1 1.000 (
Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 12.0 2.0 ~
Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 12.0 2.0 ~
Ped Min g ~ 18.0 ~ 18.0 ~ 12.0 ~ 12.0 ~
PHASE DATA
Phase Combination 1 2 3 4 ~ 5 6. 7 8
EB Le f t P ~ NB Le f t P
Thru P ~ Thru P
Right P ~ Right P
Peds X ~ Peds X
WB Le f t P ~ SB Le f t P
Thru P ~ Thru P
Right P ~ Right P
Peds X Peds X
. NB Right ~ EB Right
~
sB Right ~ wB Right
Green 12.0 15.0 10.0 39.0
Yellow 3.0 3.0 4.0 4.0
All Red 0.0 0.0 0.0 0.0
Cycle Length: 90.0 secs
T F
'~s.~•
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop.
Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 40 0.90 44 1 L 44
Thru 3 0.90 3 1 TR 56 0.95
Right 48 0.90 53 0 0
Westbound
Left 13 0.90 14 1 L 14
Thru 14 0.90 16 1 TR 45 0.64
Right 26 0.90 29 0 0
Northbound
Left 45 0.90 50 1 L 50
Thru 581 0.90 646 2 TR 649 0.00
Right 3 0.90 3 0 0
Southbound
Left 13 0.90 14 1 L 14
Thru 1121 0.90 1246 2 TR 1320 0.06
Right 67 0.90 74 0 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal . Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000- 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.836 1.000 1587
Westbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.888 1.000 1687
Northbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.999 1.000 3607
Southbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 0.990 1.000 3575
yr
_
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri.
Sec.
Left L 44 1805 # 0.02 0.133 241 0.18
Thru TR 56 1587 # 0.04 0.167 265 0.21
Right
Westbound
Pri.
Sec.
Left L 14 1805 0.01 0.133 241 0.06
Thru TR 45 1687 0.03 0.167 281 0.16
Right
Northbound
Pri.
Sec.
Left L 50 1805 # 0.03 0.111 201 0.25
Thru TR 649 3607 0.18 0.433 1563 0.42
Right
Southbound
Pri.
. Sec.
Left L 14 1805 0.01 0.111 201 0.07
Thru TR 1320 3575 # 0.37 0.433 1549 0.85
Right
Sum (v/s) critical = 0.46
Z,ost Time/Cycle, L= 14.00 sec Critical v/c(X) = 0.54
- - ~
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
- Eastbound
L 0.18 0.133 34.6 1.000 241 0.50 1.7 0.0 36.3 D
TR 0.21 0.167 32.4 1.000 265 0.50 1.8 0.0 34.2 C 35.1 D
Westbound
L 0.06 0.133 34.1 1.000 241 0.50 0.5 0.0 34.5 C
TR 0.16 0.167 32.1 1.000 281 0.50 1.2 0.0 33.3 C 33.6 C
Northbound °
L 0.25 0.111 36.6 1.000 201 0.50 2.9 0.0 39.5 D
TR 0.42 0.433 17.6 1.000 1563 0.50 0.8 0.0 18.4 B 19.9 B
Southbound
L 0.07 0.111 35.8 1.000 201 0.50 0.7 0.0 36.5 D
TR 0.85 0.433 22.9 1.000 1549 0.50 6.1 0.0 29.0 C 29.1 C
Intersection Delay = 26.6 (sec/veh) Intersection LOS = C
~
- T t
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 90.0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Vo1c=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp a * (LTC b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo(go/C)
gq, (see Eq. 9-16 or 9-20)
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf ) /2, n>=0
Ptho=1-Plto
Pl*=Plt [l+{ (N-1)g/ (gf+gu/E11+4.24)
E11 (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
f min=2 (1+P1 t)/g or f min=2 (1+P1 )/g
gdiff=max (gq-gf , 0)
fm= [gf/g] + [gu/g] [1/ { 1+P1 (Ell-1) } ] , (min=fmin; max=1 . 00)
flt=fm= [gf/g]+gdiff [1/{1+Plt (E12-1)
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt= [fm+0.91 (N-1)] /N**
flt
For special case of single-lane approach opposed by multilane approach,
, see text. .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
- - -
~
I I -
SUPPLEMENTAL PERM IT"TED L'7' WORKSNEET
- - for shared lefts
~ APPROACH EB WB NB SB
Cycle Length, C 90_ 0 sec
Actual Green Time f or Lane Group, G
' Ef fective Green Tzrne for Lane Grou,p, g
Opposing Effective Green Time, go
'Number of Lanes in Lane Group f N
, Number of Opposing Lanes, No
' Adjusted Left-`'urn Flaw Rate, Vlt
Pxoportian of Left Turns in Lane Group f Plt
Propor-t ion af Lef t Turns in Oppos ing F7 ow, Pl to
, Adjusted Opposing F-low Rate, Vo
Lost Time for Lane Group, t1
Left Turns per Cycle : LTC-VItC/3640
' Opposing Flow per Lane, Per Cyc].e _ Vol~=VoC/3600fluo
Opposi~~ Platoon Ratiof Rpo {'Table 9-2 or,Eqn 9=7)
, gf= [GexP(- a * (LTC b))l -tl, r gf<=g
C)pposing Queue Ra,tio : qro=1-Rpo {qo/C}
- gq► {see Eq_ 9-15 0r 9--20) -
gu =g-gq if gq>=gf, =g-gf if gc~<gf
n= {qq-qf} f 2► n>,(]
--Ptho=i- Flto , P1 * -Plt [ l+ ((N-I)-g1 (gf+gu/El1+4. 24)))
-
E11 (F'igure 9- 7 )
' E12= (1-Ptho**n)/P1to, E12>-1 . 0
fmin=2 (1+P1 t)fg or fmin=2 (1+Pl)/g
; qdif.f=max{gq-gf, 0}
tmR [gf/9] + [9ui'gl [1/ {1+P1 (E11-1)}] , {mzn-fmin;max=1. DD}
flt=frrt= [gf/g] +gdiff [1 f (1+P1t(El2-1))]
--j + [gu/9l L1/{l+Plt (Ell-1)] , (min=fmin;max=1 . 0) or flt= ffm+0. (N-1)l fN**
! flt Frimary
~
For specxal case of single-lane approach opposed by multilane approach,
see text.
~ If Pl>=1 for shared 1eft-turn lanes with N>1, then assuFrte de-facto
i; 1e.f t-turn 1 ane and redo calcul at i ons .
- For per-mitted left-turns with rnul-tiple exclusive lett-turn lanes,_ flt=frn.
- For special case of multa.lane approach oppasecl by single-lane approach
or when gf>gqf see text.
.
i
- -
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 90.0 Red =(C-g-gq-gu), r
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa
Primary ph. departures: s/3600, sp
Secondary ph. departures: s(gq+gu)/(gu*3600), ss
XPerm
XProt '
XCase
Queue at beginning of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl .
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec-
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 26.6 sec/veh Intersection LOS C
~ ERROR MESSAGES No errors to report.
; PM PEAK HOUR-YEAR 2005 WITri PROJE, CT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
°Intersection: South Driveway & Sullivan
Analyst: CAM
Project No.: 5980579
Date: 8/14/00
- East/West Street: SOUTH DRZVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
; Vehicle Volumes and Adjustments
' Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 S 6
L T R ~ L T R
Volume 612 5 14 1195
Hourly Flow Rate, HFR 665 5 15 1257
Percent Heavy Vehicles 0
Median Type T6aLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R I L T R
~
Volume 13 38
Hourly Flow Rate, HFR 14 42
Percent Heavy vehicles 0 0
Percent Grade M 0 0
Median Storage 1 '
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes ' 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ( 7 8 9 ~ 10 11 12
Lane Config L ~ L R ~
v (vph) 15 14 42
C(m) (vph) 930 402 667
v/c 0.02 0.03 0.06
95% queue length 0.00 0.00 0.08
Control Delay 8.9 14.3 10.8
LOS A B B
Approach Delay 11.6
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax: '
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: South Driveway & Sullivan
City/State: SPOKANE, WA
Analyst: CAM
Project No.: S980579
Time period Analyzed: PM BO w/ proj
Date: 8/14/00
East/West Street: SOUTH DRIVEWAY
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicl.e Volumes and Adjustments
Major Street Movements 1 2 3 4 S 6
L T R L T R
Volume 612 5 14 1195
Peak-Hour Factor, PHF 0.92 0.90 0.90 0.95
Peak-15 Niinute Volume 166 1 4 314
Hourly Flow Rate, HFR 665 S 15 1257
Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 13 38
Peak Hour Factor, PHF 0.90 0.90
Peak-15 Minute Volume 4 11
Hourly Flow Rate, HFR 14 42
Percent Heavy Vehicles 0 0
Percent Grade M 0 0
Median Storage 1
Flared Approach: Exists?
Storage
;
RT Channelized? No
Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
F'low Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
SS Left-Turn 13 1700 3 12 90 35 600
Through 1106 1700 3 36 90 35 600
worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
i
worksheet 4-Critical Gap and Follow-up Time Calculation
, Critical Gap Calculation
_ Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P (HV) 0 0 0
_ t (f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
V prog 1106 13
Total Saturation Flow Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 36 12
Cycle Length, C(sec) 90 90
- Rp (from table 9-2) 1.000 1.000
Proportion vehicles arrzving on green P 0.400 0.133
g(ql) 17.6 0.3
g(q2) • 8.5 0.0
g(q) 26.0 0.3
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement S
, V(t) V(l,prot) V(t) V(l,prot)
alpha 0.350
beta 0.741
Travel time, t(a) (sec) 11.662
_ Smoothing Factor, F 0.249
Proportion of conflicting flow, f 0.869 0.010
Max platooned flow, V(c,max) 2955 3
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 24.4 0.0
Proportion time blocked, p 0.000 0.271
Computation 3-Platoon Event Periods Result
p(2) 0.000
p(5) 0.271
p(dom) 0.271
p(subo) 0.000
Constrained or unconstrained? U
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p(x) Process Stage I Stage II
p(1)
p(4) 1.000
p(7) 0.729 1.000 0.729
P(8)
p(9) 1.000
p(10)
p (11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 670 1326 335
S 3400 3400 3400
Px 1.000 0.729 1.000
V c,u,x 670 556 335
C r,x 930 466 667
C plat,x 930 340 667
Two-Stage Process
7 8 10 11
, Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2
V(c,x) 668 658
s 3400 3400
, P(x) 1.000 0.729
'V(c, u, x) 668 0
C(r,x) 477 1029
C(plat,x) 477 750
Worksheet 6-Impedance and Capacity Equations
Step l: RT from Minor St. 9 12
Conflicting Flows 335
Potential Capacity 667
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 667
Probability of Queue free St. 0.94 1.00
; Step 2: LT from Major St. 4 1
Conflicting Flows 670
Potential Capacity 930
Pedestrian Impedance Factor 1.04 1.00
Movement Capacity 930
Probability of Queue free St. 0.98 1.00
Maj L-Shared Prob Q free St.
Step 3: TH from Minor St. 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 1326
Potential Capacity 340
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.93
Movement Capacity 336
worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St. 8 - 11
' Part 1 - First Stage
_ Conflicting Flows •
Potential Capacity 459 397
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 459 391
Probability of Queue free St. 1.00 1.00
Part 2 - Second Stage
Conflicting Flows
Potential Capacity 397 459
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 391 459
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.98
Movement Capacity
I i
' Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 668
Potential Capacity 477 422
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 477 415
Part 2 - Second Stage
Conflicting Flows 658
Potential Capacity 750 705
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 0.94
Movement Capacity 738 661
Part 3 - Single Stage
Conflicting Flows 1326
Potential Capacity 340
Pedestra.an Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.98 0.98
Maj. L, Min T Adj. Imp Factor. 0.99 0.99
Cap. Adj. factor due to Impeding mvmnt 0.99 0.93
Movement Capacity 336
Results for Two-stage process:
a 0.91 0.91
y 0.35
C t 402
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 14 42
Movement Capacity (vph) 402 ' 667
Shared Lane Capacity (vph)
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 LO 11 12
L T R L T R
C sep 402 667
Volume 14 42
' Delay
Q sep
Q sep +1
round (Qsep +1) ,
n max
C sh •
SUM C sep
n
C act
worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L L R
v (vph) 15 14 42
C(m) (vph) 930 402 667
v/c 0.02 0.03 0.06
95$ queue length 0.00 0.00 0.08
Control Delay 8.9 14.3 10.8
LOS A B B
Approach Delay 11.6
Approach LOS B
~
Worksheet 11-Shared Major LT Impedance and Delay
Movement Z Movement 5
p(oj) 1.00 0.98
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P* (oj )
d(M,LT), Delay for stream 1 or 4 8.9
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
PNI PEAK HOUR-YEAR 2005 WITH PROJECT
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: Pick Up/Drop Off & Sullivan
Analyst: CAM
Project No.: 980579
Date: 12/02/98
East/West Street: PICK UP/DROP OFF
North/South Street: SULLIVAN
Intersection Orientati.on: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ~ 4 S 6
L T R ~ L T R
Volume 590 23 71 1202
Hourly Flow Rate, HFR 655 25 78 1335
Percent Heavy vehicles 0
Meda.an Type TWLTL •
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 ~ 10 11 12
L T R ~ L T R
Volume 32 54
Hourly Flow Rate, HFR 35 60
Percent Heavy Vehicles 0 0
Percent Grade ( °s ) 0 0
Median Storage 1
- Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
, Configuration L R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 ~ 7 8 9 ~ 10 11 12
Lane Config L ~ L R ~
v (vph) 78 35 60
C(m) (vph) 922 356 662
v/c 0.08 0.10 0.09
95s queue length 0.20 0.26 0.23
Control Delay 9.3 16.2 11.0
LOS A C B
Approach Delay 12.9
Approach LOS B
HCS: Unsignalized Intersections Release 3.2
Phone: Fax:
E-Mail.
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Intersection: Pick Up/Drop Off & Sullivan
City/State: SPOKANE, WA •
Analyst: CAM
Project No.: 980579
Time period Analyzed: PM BO w/ proj
Date: 12/02/98
East/West Street: PICK UP/DROP OFF
North/South Street: SULLIVAN
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
- Volume 590 23 71 1202
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90
Peak-15 Minute Volume 164 6 20 334
Hourly Flow Rate, HFR 655 25 78 1335
~ Percent Heavy Vehicles 0
Median Type TWLTL
RT Channelized?
Lanes 2 0 1 2
Configuration T TR L T
Upstream Signal? No Yes
Minor Street Movements 7 8 9 10 11 12
- L T R L T R
, Volume 32 54
Peak Hour Factor, PHF 0.90 0.90
Peak-15 Minute Volume 9 15 •
Hourly Flow Rate, HFR 35 60
Percent Heavy Vehicles 0 0
Percent Grade (s) 0 0
Median Storage 1
Flared Approach: Exists?
Storage
RT Channelized? No
Lanes 1 1
Configuration L R
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane 4aidth (f t) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prag. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
. i vph vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn 13 1700 3 12 90 35 200
Through 1106 1700 3 36 90 35 200
Worksheet 3-Data for Computing Effect of De1ay to Major Street Vehicles
Movement 2 Movement 5
Shared ln volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
; Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
~ Critical Gap Calculation
Movement 1 4 7 8 9 10 11' 12
L L L T R L T R
~ t(c,base) 4.1 7.5 6.9
t(c,hv) 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00
P (hv) 0 0 0
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 .
' Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,1t) 0.00 0.70 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 6.8 6.9
2-stage 4.1 5.8 6.9
J
' Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30 .
_ t(f,HV) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
~ P(HV) 0 0 0
t(f) 2.2 3.5 ' 3.3
worksheet 5-Effect of Upstream Signals
- Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(].,prot) V(t) V(l,prot)
v prog 1106 13
Total Saturation F'low Rate, s(vph) 3400 3400
Arrival Type 3 3
Effective Green, g(sec) 36 12
Cycle Length, C(sec) 90 90
Rp (from table 9-2) 1.000 1.000
Proportion vehicles arriving on green P 0.400 0.133
g{ql) 17.6 0.3
g(q2) 8.5 0.0
g(q) 26.0 0.3 -
Computation 2-Proportion of TwSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
i
alpha 0 . 3 50
beta 0.741
' Travel time, t(a) (sec) 3.887
Smoothing Factor, F 0.498
Proportion of conflicting flow, f 0.783 0.009
Max platooned flow, V(c,max) 2661 6
Min platooned flow, V(c,min) 2000 2000
Duration of blocked period, t(p) 24.7 0.0
Proportion time blocked, p 0.000 0.274
Computation 3-Platoon Event Periods Result
p (2) 0.000
p(5) 0.274
p(dom) 0.274
p(subo) 0.000
Constrained or unconstrained? U
i ~ Proport1on
UnbIoCked (1) (2) (3)
- for mznor Single-stage fiwa-Stage Process
movementsr P(x) Process Stage I Stage 11
P~~~
~ p (4) 1.000
o.726 iAoo 0_726
p(7)
p(B)
- P(9) 1.000
P(io)
p(ii)
p(12)
Comput ation 4 and 5
Single-stage Fracess
Movement 1 4 7 8 9 10 11 12
~ L L L T R L T R
V CrX 6Di1 1491 340
s 3400 3400 3400
Cx 1 . 000 0.726 1.000
V Cr Ur}r. 6C}V 770 340
' C rtx 922 341 662
C p1at,x, 922 247 662
Two-Stage Process
'T 8 10 11
Stagel Stage2 5tagel Stage2 Stage1 Staqe2 Stage1 Sta9e2
Vlcrx! 668 823
s 3400 3400
P(x) 1.400 0.726
V(CrUrX) 668 0
i c(rtx) - 477 1029 _
C(PlatR Yi) 477 747
works;heet 6-Impedance and Capacity Equations
step 1: RT from Mirror St. 9 12
Conflicting Flows 340
Potential Cagacity 662
Pedestrian Impedance Pactor 1.00 1.00
Maveme,nt Capacity 662
PrO~ab111ty of Queiie free St. 0.91 1.00
~ Step 2: LT ,frOr(1 Major St. 4 1
, CoI3fl3Ct1I1g Flf}LtiTS 680
i POtet7t].al CapaCity 922
• Pedestrian Impedan~e Factor 1. 00 1.00
Movemen,t Capacity 922
Probability of Queue free St. 0.92 1.00
,
_!'+1aj L- Shared Frvb Q f ree 5t .
, Step 3: TH from Mznor St. 8 11
ConfliCting Flckws
Potential Capaci'ty
~ Pedestra.an Impedance Factor 1.00 1.00
Cap. Adj. f actoz due ta Impetling mvmnt 0.92 0. 32
I~ovement Capacity
; Probabi].a.ty of Queue faree St. 1. . o0 1 . o0
~
Step 4: LT from Mxnor St. 7 10
, i Conflicting Flows y 1491
Patential Capacity 247
_ 'Pedestziarx Impedance Factor 1.00 1.00
' l'1aj- i1F l'1111 1 ImpC.danL.e facLSfr 0.92 0.92
_ Maj. L, Min T Adj. Imp Factor. 0.94 0, 94
Cap. Adj. factor due to Impeding mvmnt 0.94 0.$5
, Movement Capacity 231
Worksheet ?-Computatian af the Effect of Two-stage Gap ACceptance
I'
i;
Step 3: from MIT10r St. ~ 11
~ Part I - First Stage
I ; Conflicting Flows
Potential Capacity 459 300
. Pedestrian Img°dance Pactar 1.00 1.00
~ Cap. Adj_ factcr due to Impeding mvmnt 1.00 0.92
- MOvement Capacity 459 275
F'robability of Queue free St. 1.00 1.00
Fart 2 - Second Stage
Conflicting Flows
. Potential Capacity 300 454
, Pedestrian 3mpedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.92 1.00
Mavement Capacity 275 454
Paart 3 - Single Stage
Conflicting Flows
Potential Capacity
. Pedestxxan Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmret 0.92 0.92
Movement Capacity
; Result for 2 stage process:
a 0.91 0.91
Y
C t
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Part 1 - First Stage
Conflicting Flows 668
Potential Capacity 477 307
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 0.92
Movement Capacity 477 281
Part 2 - Second Stage
Conflicting Flows 823
Potential Capacity 747 709
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.92 0.91
' i Movement Capacity 684 645
Part 3 - Single Stage
~ Conflicting Flows 1491
Potential Capacity 247
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.92 0.92
Maj. L, Min T Adj. Imp Factor. 0.94 0.94
Cap. Adj. factor due to Impeding mvmnt 0.94 0.85
, Movement Capacity 231
Results for Two-stage process:
a 0.91 0.91
y 0.54
_ C t 356
worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 35 60
Movement Capacity (vph) 356 662
Shared Lane Capacity (vph)
. ,
Worksheet 9-Compu'tation af Effect of Flared Minor Street Approaches
Movement 7 8 9 IO 11 12
L T R L T R
C sep 356 652
i ~ Volume 35 60
De7.ay
4 Sep
I^Q sep +1
round (Qsep .+J.)
i n maac
C sh
I- SUM C sep
n
C act , Worksheet 14-Delay, 4ueue Length, azxd Level of Sezvice
Movement 1 4 7 8 9 10 11 12
, Lane Con,Eig L L R
v (vph) 7$ 35 60
C(m} (vph) 922 356 662
; v/c 0.08 0.10 0.09
95% Veue 1engt-h 0.20 4.26 0.23
Coy.itrol De1ay 9.3 15.2 11.0
, .LyOS A c S
Approach Delay 12.9
' Apgroach LQS B
worksheet 11-Shared Majar LT Impedance and Delay
- Movement 2 Mavement 5
p(oj) 1.00 0.92
_v(il Volume for stream 2 or 5
v(x 2), volume for st xeam 3 or 6
•-s(il Saturation flow rate for stream 2 or 5 `
s(i2), Saturation flavr rate for strcam 3 ar 6
, P*~O] )
d(MrL`Z° Delay tor at ream I Or 4 9.3
N, Number af major stre.et thra-ugh lanes -
d(rank, 1) De].ay for stream 2 or 5
)$574
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