26147 PE-1872 CAELEN PLACE
q9I07/2003 16:06 FAX 509 328 8224 Taylor Engineering Iric Q001/002
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TAYLOP, ENGMERLN+G, MC,
~ ciWi Deskp md r.aud MaAV
1i15 W. Mlssfan Ave MEMO YIA FA+CSIMILE
- Slnkaee~ WA 99Z(il-2322
Yoice F'hane (509) 32S-3371 FIECE/VPD
I~ax: (5{
~9) 3Z8-$Z:24
t~iCatayylareng~`r.oo~n -
APR 0 T ZTA3 .
TO: City af Spakame Valley (549~ 1008
Rabert M+rDonald ~0~0
iic1fley
IRO1VZ: Sandra Anthany FAX: (509) 328-8224
sandraanth€suvCa-taW[anenur_com PHONE: (509) 32$-3371
RE: Caelen Place . mATE: Apri17, 2003
Seg ltd & 1Vlsin Ave
Na. GF FAGE5: Z {including c4ver} TIlME: 4:03 PM
~obert:
Soatt Busch asked that I fax yvu a copy of fhe correspandenr,e we had with Spakane
County regarding the road inspection. Nothing was documentec3 in writing, but attached is
acapy caf my phone lag. A surnmary of phane calls is lisfeal'below.
• We ralled Jahr► Hahnan asking abaut the status of the Cvunty isspecting the raads
and drainage {left a vaice mait message}
a John Hohman caUed ba+ck arid smd that tte County wnuld be handling the
inspecfion He said he spakc 'with Etic AtIdnson, the County inspectar, aad we
shauld contact him (Received this it3f'omiatnan in a vaice mail messsge, )
+ We ca.Ued Eric Atidnsvn and tald him the eontractvr w$s preparing siabgrade and
per John Hohman, we would aot be inspecting anykhing fitrther an roads and
drainage (1eft a vafce mail message).
* Eric called back and tald us he wauld have Permy (County iaspector) laak at the
project.
• Dur insgec#ar in,fflrmed us ttpat Pentry qvas on-site at least ane time when he was
there.
Hope tbis he3ps. Please call with any questions.
0"aVL-.._
Cc. Fiie
Q4/07/2003 16:06 FAX 509 328 8224 Ta;ylor Engineering dnc Q0021002
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Gotdamide, WA • 228 W. Columbus. SuttQ 1134. 9a6m .[50 - i
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~ PUBLIC WORKS DEPARTMENT
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April g, 2003
~
Tvd Lasley
TJ Landcv, LLC 41:5-099 ~
1200 N Fairwoad ❑t` ~,~r •4 q
5pakane,1NA 99218
Hi TQd,
f Very+ much appreciate the spirit of coaperation and comprornfse you displayed
with the existing residents of Best Raad, I thinEc the solutians we came ta were
fair and reasanable. As I understovd the outcome, yvu waufd be pursuing
separate bids Far the driveway appraaches at the Parter°s and fhe Radriques'
residences, and arranging ta splFt the cost witn fhe property owners.
Enclvsed is tlae document we discussed, thaf canVeys the drainage easement,
and presumabty, at least by implicatiQn apprvves the cvnfiguration of the swale
at the end of Best Road.
UVe've taiked w6fh the Fire Marshalf, and he will be praviding us a letter for aur
#ifes, vifcially stating that the access from the errd of Best Rvad is not required. i
will forward a copy of #hat letter to yau when I get it.
I haVe the ccmcurrence of the City Engineer that a shallow ditch draining to the
drywe[I already in place in front of the Porter residenee is an accepfable and
safer a[temative ta the swale proposed in the approved drawings. I'Il tafk with the
contractor on-site thPs aitemoan ahvut making that change.
1 will afsv be contaeting Whitewa#er Gonstruction to discuss the means by which
they intend tv effect a ciasure of access to Best Road fram the south.
Thanfcs again for meeting with me and with the residents. If yau have any
quesfivn5, pfease feel free ta give me acall.
' ce e ly
~
Robert A. M❑ l~I
Pubiic Works Supt.
City of Spolcane Valley 11707 E Sprague Avenue 5pakane Valley, WA 99206
Phnne (509) 921-1400 Fax (509) 921-1008 41912003
Scm? 0"
o V PUBLIC ■ ]DEPARTMENT
P voey
4;01
April 9, 2003
Tod Lasley
TJ Landco, LLG
1204 N Fairwood Dr
Spvkane, WA 99218
Hi 7od,
I very much appreciate the spirit of cooperatian and compromise you displayed
with the existing residents of Best Raad, I think the solutivns we came to were
fair and reasonabfe. As Iunderstoad the autcame, yau wvufd be pursuing
separate bids fior the driveway approaches at the Porter's and the Rodriques'
residences, and arranging ta split the cost wifh the pmperty vwners.
Enclvsed is the dacument we discussed, that canveys the drainage easerr-9ent,
and presumahly, at least by implica#ivn appraVes the confguration of the swafe
at the end of Best Road.
We've talked with the Fire Marshall, and he wilP 4e providirrg us a letter far vur
files, offcially stat€ng that the access from the end of gest Road is not required. I
wifl farward a capy of that letter to yvu when I get it.
f haVe the coneurrence of the City Engineer that a shallow ditch draining to the
drywell afready in place in front of the Portsr residence is an acceptabie and
safer afternatiVe to the swale prapvsed in the approved drawings. I'fl tafk with the
cantractvr vn-site this aftemvan abaut making that change.
I wilf alsv be cantacting Whitewater Canstruction to discuss the means by which
they cntend ta effect a closure of access tv Best Ftoad from the svufh.
Thanks again far meeting with me and with the resFden#s. If yvu have any
questiQns, please feef free ta give me a cafi.
' ce ly
~
Rcahert A. MCD nal
Pubiic Wvrks Supt.
City of Spokane Valley 91707 E 5prague AVenue Spokane Valley, WA 99206
Phone {509} 921-1000 Fax (509) 921-1008 4/9/2003
~ W0$/2003 09:50 Fnx 5094777655 sPOKnnIE COIINTY ENGTNEERS 16001
" . . ~ 4729504
eai+2~OQ of
$pp~4HE o1HIY u, OEPf EAS '~-oo
Past-1t° Fax No#e 7671 ~ p',j I~°~ Lf
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A~er Recr~rdiug l~etu rn "To: Spokane CnnBty Lng~.neer To Frs~m'~~ ~1 Ti0 ~~'~`I G# ~1
Atiu.: Ftight o$ Wap I?epartmenf on At f~. ~sEb
-
Phona p I Rhwie tl :Fq ~
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a~anwWF xicle: rnainagc $~sement
Grantua(s)• lYatinnai Chnrch Residenccs aESnrssue- ZLC
(}rflt1tEC(8); GpvertaYC1tt, Cp11nLy 6f Spokane
Lega11]tscsiptiaa Pariian af Ei6, of 3W SG af 5EC_ lA_ TOVi+T 251u_ RC3H. ddB.. W_M.
A,dd¢tiQaal Legal Dsseription. See gagc 1
Assessoes Tnn Parcel Numher(e)a 45143.9249
Refer== YYssmhcr
Lag Tn Hate: Map 15.1052 P.Nuwted by"• §Liahtfhot Prepaxrd by: Q.tbdaw
Ptupose• S02026 RF No[s).. JE4 Road Name(s). Br-tt Rnsd
SFOKANE COLNTY I3IVI5ION OF ENGRiEERING Spokane Cvunty, Washin;gton
I7RAINAGE EASENTNT
IN THE ivIATTER OF Best Raad , RF Aio. 1994
KNC)W AL.L 1VIEN 13Y TFTESaFs PRESEM, that the Crrsator{s}, Natianal Church Residences af
ac,raaue. LI.C_ a Washingtan Liruited Liebiliiv Cax o iotY_. for and in eartsiderafion of llhutuai
8encfits, rhe recaipt of wla.ich is herehy aeknuwledgect, Vmnt(s) to Spokane Couni], a paGflicsl
subclivision af the 5tate of Washingtan, a T3raiuage Easement over, under, upon and acrasa tho
fvilovvang desmibed rel pmperty situatecl iu the Gaunry nf Sgakane, Stata of Wastungton:
AFFEL'I"S AS5E5SDR5 PARCET. NQfS1.: 45143.9244
As legally daecribed in Exhi$rt "A„ and showss nm Sxubrt "B°,, henein
affixed and made part of thhzs document.
FZ fi " '~=Exenipt
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Thc Arsinage Easemeslt, es described hereinabor+e, is for the purl.ose nf iustalling, ogez'aYing, and
main#asniug a cirainage swale aud dryweIl used to stom, Ircat, ard dispvsc of nmvff from BesE
Rnud, a County roacl This Daainage F-asement fvnctianally and fialiy replaces ihe existing
drainage easeauent originW3y dedicated by the pIat of Ceelen Place. P-1680. This Drainaga
Fasercicat is nec"sary ta erxclose the znad swale that wi11 have w be zeshaped in order tv be in
canfarrnity r.+it.h t$e agprQved srte develapment p3an far the Spr guc Senigr Hvusing praject.
The praperpy owner sha.U ma' ain the draieage area and dminage swales with a permanent live
cvver of dryland type grasses accegtsbfe to the office af the Spokane Couixty l}irisian of
Engincedng, wzth crptional shrubbery anda'or tracs, whiah dn not ahshrcict the flaw and percvIation
of storm drainage vrater in the c3rainaga area as 3ndicated by the appxaved p1ans.
i
~ 04./08/2003 09.54 FAX 5094777655 SPOKANE COUNTY ENGII'dEERS Q062
4729504
P~ago : 2at 4
~ft11M m54P
mk 0W R.N. tUT EAS 10•00 "n 00, VA
T'he C7ran#ar(s) wiil eanstruct ur rccanstxuct the drainage facilities in confarmsnce vvith 3'be
revised '208" lot plan grepared 6y Storhaug Engineering and aow approvecl fnr Lot 12, BZaek 1
on file in ihe a~'iee of[ the Sgokane Couniy Uivisiou af Engnppring,
1"he individual tat awners or their successors in interesir shall maintain the draina,ge facilitie.s in
c.onnformance Rnth tb.a appxovBd plans.
Th$ praperty vwner or his rcpresentativa shali infarm each succee[Iiqg purchaser of sll Drainage
$asemenfs an thc ProPertY and his rtsponsi~bility for maintaiuing drsinsge factlitrss within said
Easements.
Tlm Drainage F.aseunent describei hereina'6ove is tv an.d shall tvn witIa fkiehnd. Ido modif'ic$tivn
af the horundaries of said Essemant cera be made withoui the p.riar appruval of Spalcane Caunty.
Whenever the individual la# ovrneas or fheir succemars in interest fail ta rtaintafin the drainage
faeilitL$s in coxifmrmarLse with thc apprvved D_ ;aW PZan„ s norice will bc giVen to the
indav€deial lot vwners vr their suacesscrrs in intemt hy the County. If aot conected a€ier fen {14}
days, the County has the right to cnrrect tbe msintenarice failuae ar ha►+e it carrected at the
expense of the individueV' 1vt owners ar their successars in interest.
Spokane Cowaty sioes nat 8ecept the rwponsibilify af maintainiag the dramage cauase nn griuate
]¢sts wnthin D?'nin?Q Eascmexfs or flaadplain areas, nor the responsihiZ'sty fnr any daraage
whatsoever, including, laut not lunitccl tv. in►+ersa cond'emnation tfl auY proAertie.s due ta defieient
cansh-uctiaa andlat maintensnce of drainege cv►rses in Lneinage Easenents on priVate psoperty.
5poicane County dves acr4ept #he respnnszhility fnr the parpetual maintenance of the drytaell
Iocated within tfi,is Draiaage Easement.
IN WTIWESS WMMF. ..,,ZZ have hereuutoset V-r-W _ haud(s) aad seai(s) this
20 $Y.
Titie: U".UAt~' Ncvt.` 'S5 -
STATE pF WASHINGTVN )
CDC)NT'Y' OF SPQKANE } ss
Icerti£y that I lanaw vr tsave satisfactory evidence that
~
(islare) the isidividuaI(s) w118 appearAd bef&k me, and said indivi s) aeknawIe,d,ged that
(hetshelthey) ssgncd this instruunent, end acknowFedged it to be (hislEierhbeir) fr" and voluntary
act, for the eism ernd purpvaes raentirned in the inshumenk.
1
Aatad this 1 day of~--AAa_~ , 20fjL\ ,
OPFiCL4[. SFAL .7Af"!IS E. FC71`WH1C
3TA D~L~YR53iI1`LL3T'd11Y ~
mSf C:C7F7P7R;3$1[]tY E7SPIl'9 ARY PUBLiC '
8EP'TEM13ER 1 t . 2045
In zmd fOYt1e StSte af W89}SIIIgtoIl,
IcSIding flt SFIoILSIIe. 1
M]I 8ppo771tIP1CIIt C7Cpllti"8
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7u 44-/06l2003 09:51 FAX 5094777655 SPOT{r1NE COU1VTY ENGINEERS ~003
~ ~4729504
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om om R.I. DEPT FA5 $0.D0 Spkanv Cc, la
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Stnrm Drain Enen"# An ease:u~ fbr pI=rpaswwer uunder and U13" a certam puoel ot`kDd
2ooed in Loi 12, BkK* I of aFiNAL PLAT& CAEI.ffiN PLA(M as fdcd ia Pht Bonk
29, Fage 62, 5pnkaae Cvuaty, Wasb~08tan said emuew bcing mnre partieuluiy
ducAbW ss °6ogows: •
Bqginmiug st the Svuthwesk Cvmer a£I.crt 11, alocle l of aaid Plat of GAP.LlEN Fi.ACE
' #}imle ,^3otdh 3803014r $8s4 A di9f8IIGG ri{31.$6 fimt; tbaICG $Quth 71643`W WGqt, a
distance af 64.40 f604 thesm 5auth 89i034'11" Wwkk adiubwe of 1165 fed ta the LtV$st ,
lima of 1RACT "X' as "wn an ald k'7et of't`AELEN PI..ACCB; t9== along said We-A
dine Alvttbi A[3OM'W Basx a diUance of 25.OD f'bet m the Snuth xight ofwag Jim efa$$"t'
AOAC]; thenaa alegg mid 5uuth tigk afway HnB the (3) fs~nwzng r.avrm and dfM=es;
Sduth MTO6" Best, a cbstu= of 38.00 f1eet;'dw= North 0ti°a2°54" East a d.Wanct o£
0.25 fm to t.ha gnim af cmawe of s $0.00 fuat tadiue nan-tstt8ed ogv$ oncave ta tha
Nfihr~ a rent~al ,ffigI S ~ North 45di3tance of beet to iha Paart RP
Begknkg
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SPOIiA~1E COUNTY ENGINEFRS
,04+l08/2003 09:51 FAX 5094777655
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' FROM : FR}C NO. : Apr. 07 2003 10:12PM P2
SRO1CAIVE VALLEY FIRE DE'FARTMENT
~ Spokane Cvunty Fire Dr'sfricf l
1 Q3]9 &A5Y 5Pi2kGl]E AVE. • 5POlCANE. WA 49206-3676 •{5[39} 928•17DD •FR}C (5Q9) 892•4125
Mork Grovev
Ghief
N4]VefTlt7er 13, 2002
Tod La5rey .
I ,i Lartaco CLG
12405 N. Fairwood Drive
Spokane, WR 99218
Re: Final Plat of Caelen Place Dear Mr. Lasley:
The Spokane Valiey Fire Departmerat does nat need to ma1ntaEn an emergency access ~
along the south prvperty lirae vf [ots 1-8, and the north side of lots #9 and #92. 'VVe
hsve suifcient access to }ot #1 2 vEa #he Sprague entrance, anc# at the ernergency gate
an the south end 4f Sest Road at the Cuf de sac.
5incerely,
~
au l chase
Fire M'arshal'
Aitachment
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SPOKANE VALLEY FIRE DEPARTMENT
~
• ■ ~ Spokone CQUnty Fire DistrrGt ]
~ 10319 EAST SPRAGIJE WVE, • SFOftf1NE, WA 99206-3576 •(504) 928-1700 • FA7C (509) 892-4125
M'ark Graver
Ch[ef
ApCiE 17, 24303
❑ick ThEel, PE
Interim City Engineer
City of Spokane Valley
11707 E Sprague Avenue Suite # 106
Spokane Ualley, WA 99206
Re: Access tv Caelen Place and 5prague Cr❑ssing
(14303 E. Sprague Avenue)
Dear Mr. Thie1:
Based vn design ienpravernent, the 5pvkarae Valley Fire Department will only need the
one existing aecess paint to Sprague Crassing. Spragu+e Grossing a# 14303 E.
5prague has adequate access fram Sprague Avenue. We wi1l no longer need the
secandary emergency access to Best Road to the west and north vf the prvjec#.
Sincerelyr
-(~?&'e
Pauk Ghase
Eire Marshal
JF'CIdc
010,
s (In~ e PUBLIC .
p
;OoVaHey
April 25, 2003
Tod Lasley
7J Landeo, LLC
1200 N Fa i rwvod ar
S,pokane, WA 99218
Dear Mr. Lasley,
During this morning's walk through inspectian of the Caefen PPat (5pokane Cvunty Eile #
PE-1872) with you, Mike Schimmels, Dick ThPeY and me, we discussed the fviiowing
deficiencies and items tfl be completed:
1. Sidewalks vn Main Street and driveway approaches thrvughout are ta be
installed by home builders per your agreement with them (please pravide a capy
of the agreement{s} fvr aur fils);
2. Water valve ta hydrant in frQnt of 121 Best needs to be raised to fnished grade;
3. Prfluide tvpsvil, grading, and hydro-seeding in swale at South end of Best;
4. RemoVe fence sectivn bfocking sidewalk ta senicar hausing near swale to imprave
pedestrian mobility;
5. Complste instalfa#ivn of fencing araund svuale and driveway;
6. Shalivw ditchlswaPe in fronf of 105 8est will require firrish gradong with minirnal
sfvpe to drywell, topSOfC aild Il]IdTo-SeP.CIkCIC];
7. Svme settlement of #he curb at the 5vuth end of Best was eVident, uvhich has
caused spme slight cracking of the curb, and apparent separatian fram the
asphait. Further deterioration in this area prior tv the expiration of the
perfiormance band will require repPacement of that sectian of curb. Yvu may want
to consider repiacing it nvw. In any case, the gap between the s#reet surFace and
gufter lip must be flled with an aspha9t sealant.
I have also recetved the engineer's rep❑rts for cvmpactivn and density of the street
construction. The project is acceptable at this pvint, and yQu may proceed with obtaining
a mamtenance bond per vur discussion Thursday, for a period of two years frvm the
date of cornpletion of the abave items and our acceptance of the plat.
The usual caveats apply, in that vve make nv guarantee that defects nof inentivned may
became eVident and require action on your part during the eer°naintfer of the band perivd.
If you have any questions, piease fieel free to give me a call.
' ef RyC.
Rvbert A. Mc ana d
Pubfic Wvrks 5upt.
LfC: DICIS Th1El
Caelen File
City of Spokane V'alley 11707 E 5prague Rvenue Spakar€e Valley, WA 99206
Phone (509) 921-1000 Fax (503) 921-9 Q08 412812003
FROPV : FAC W. : fipr. 28 2M3 69:31FNi P2
1 }
~r13 AQDENoUnn :
QE+sL10~ ~'ri°`:
kC]C?ENbU3N to ihat Real Estate Purcriasa and Sale Agreement dated IZ- 20 r)
betweeri,- Cm hereinaTTer knowm es the
5eller; and ~ . hareinafter fcnc3wm a5 fhe
PurcNaSer of the prvpert]+ monly Imown a5 ip
and legally descei#od as:
ss#uatsd in the Couniy of ~ • State of Washingtnn.
SAID AGREEMEhIT is heteby annended te read as inflows.
~d -
~
•\7 ~~G~ .e.r.r~ ~ ` ~-•,-~=YP; ..GGS~'
. . 56 L-.e-)
LS IL'~T ~
tJ
-0-' C--
~_rfOZ- l2-
Rf_L OTHER terms and cvndiflons of sa3d Fteal Estete Purchase and 5ale Agf'gernerst shall remafn the same.
TME A@OVE has been raad and is sgresd to by the ursdersigned fhis:
--4~2 144 day oi Z-::-~A " day t~ JELn2joM 0-2,
~ T_Y
urchaser 5sller
~urch&wr
C4W9~ a by SPokam A¢codaftn cO FtFALTOR5O FC+m 516-4101
►vHrrE - ssft o+nce aRCEN • uoV cffice vaLOrw -P-O-ds 2ra cM wNx • smWz% capy GaLs -Pwrmmft in aoM
MElll ORAl ■l! ~1T1 ~
DATE: June 12, 200[] - - : . . _ , _ ~ _
TO: ScattEngelhard - .
CC: . Tammy .qones, S,pvkane Gounty Planning ,
Bryan Westby, Adams:and Clark, Inc.
Gregg Figg, Was hingtvn State aepartment of Transpvrtatign ~
FROM: ' Steve StairS (j ~75-) SUBJECT: - Supplemental Traffic Impact Information for West Terrace
PLlD {PW-1856} Dated May 22, 2000 .
I have. Gompleted review af the supplemental traffic infvrmativn, referenced abvve and find that it
adequately addresses the comrraents from my HAarch 13,. 2 . DDO; memoran'dum. Based on my sreview, I recvrnmend that we accept thls report and additivnal infvirmativn as complete and
allow #his proje6t to 'proceed through the approvaP prvicess.
- This report shall be cvnsidered valid "until Qecember 31,` 2OQ3, the harazan year a# t~e study.
Affer that date, ar~ capdated st~+dy"that-updates the assumptions and.ar~y adc~itional'rnitigativn -
shall be prqvidetl ta Spokane Cour~ty,ar~d WSQaZ for reView.. ' ,
1f yau have any questicans or corn men#s cnncerning my review of this_dvcument, please dvn't
_ hesitate to bi~ng them to my attention.. , , ° •
~ .
~
~
C,ltemqlwest terrace PL10 4.doc
06/09J2000 10:51 FAC 3248190 PE.ANNUNG-TRAFIG ~jOE
. ' f
~'~at~ ~~6ges~ ~ '
W21sh!ng!o?1 State PQSt-!t" Fex Nat9 7671
P F~'+• ~
~ Department of Transportation voz
SI~ 'liRirrison L C.O. 58tretary oi Transportation
P1ona 0 ~R9~M8 ~ 3 2~f 'r ~
F~ ~ 7,'•7- , I
Iunt 2040 ~
Ms. Tarramy lones
Spvkane CounCy Building and Planning Qept.
1026 W. Broadway Ave.
Spokane, WA 99260;0220
Re: Wesi Terraee PUD
I7ear Ms. .fones;
The Washington State Department of Tcanspurrt$ticsn is in receipt crf the May 22, 20[}[]
letter from Ada.ms and Ciark regarding mitigation for the abcrve development prraposat.
After reviewing this proposat we fnd that the informatian submitted adc3resses vur
concems with the project. Consequently, we fxar+c tto abJectians t8 this praject being -
sChedu)ed far a public hearing.
We would ask that the mitigation proposed in the agplicants Ietter be a mitigating
fneasure under the pcojects SEPA dacumentation. The fo4lawing langu$ge reFiects the
needed SEFA fmitigatavn fuc SR 902. ,
• Priar to n frnad pFot being recorded which saoutd exeeed 96 lots ctrmuIatively in tkis
develo,pment, the applicaPrC shald enter rnco uWSDO7'develQpers agreemenifor the
d'esign, fa.rnding. cand corr.siruction af a deft turrr lane adong witfa all relared rrems at the
south rtamp terminol of the I-90ISr4 9172 interchange. This left turrr lane shald he far
soutTabound h-a f e an SR 902 ut the souPh romp aormirraT. This tw'n tar:e wi!1 need to
be batidt ta WSDdT'spec f crrriorrs and be reviewedlappravecf ~y WSDi7T= .
In adr#itsan ta the abave requested iEYA rrsitigativn we will aIsa send yqn the rest aFvur
conditions of agproval for this prvject when neecled for yout 5taff repart.
If you shcauld have any questian5 regard"rng this matter please #'res tv contact rne at 324-
6k 99.
Sincereiy,
Cireg Figg
Transportatinn ?ianrser
cc: Hrian Westby. Adarns and Ctark, tnc.
SceVe Sta'srs, Spokanc Caursty Engineers -
P:asccf Fi4e 494 -296-1?
3 • .
Adams & Clar~r ~ DAMEL B. CLP►RI~ P.L.S.
A , I.ESLEE D. KILLINGSWOHTH, PE.
Civil Engmeers • I,and Surveyors • Land Plannerr, •Landscage ArchiWcts 5'I'UART A. DEY5E1VROTH, A.S.LA
RECEIVED
May 22, 2000 Ay 2 4 20oa
~~kA ~NE CoU1VTy ENGPNF~R
Greg Figg
Wasl7itigtati 5tate DepartmePit of Transportatian
Eastein i2egioi1 OfFice
2714 N. Mayfair 5k. ,
Spokaaie, WA 992(]7
RE: West Terrace PLTI?, Addendum ta FAt°th 'Pech Traffic 5kudy of December 1999.
A8cC Project Nv. 96-149
Dear Greg:
~
Iia respanse fo yoLir lctter af March T, 2000, regarding the above mentiancd develapnlerit propOSal and
issues tliat ttie Depattttient of Trazisparkation has with the reVised Traffic Study prepared by Earth Tcch,
subzzzilked I)ecettiber 1999, we are subtniitiiig att addendum ta the Traffic Study, citing f11e
- modificatipns that you requested;
- I.A pliased breakdow*n of the projeet thak can be acconzplished by the 2003 Harizon-year
of xFie Traffic 5kudy.
2. 'Clic r~csuTts of a gap study perfornled at the intersecrxon of State Rvute 904 and iVIclVillc
Raad.
3. A i7iitigatiori proyosal for the Medical Lake liatercliatige.
We havc prepared a pliased breakdowza of the West Terrace PUD Project, at1d tivw it telates ta the kitzze
linc of the projcck lauildout. We aiiticipale khat with klie pliases proposed for this dcveloptzlciit, and the
assciI7iPtiotl thak aach pliase will occur on an aalii tiiaR basis, it will }ie- necessary tD update the traftic
sta.idy Following the conlpletioTti of Plzasc 3-B in the tater part oF 2003 ak the carlicst. We expect a 5 ta
T 0-yeaz• windQw fvc prvject build out, depertdirag otz tnai•ket cortditiatls.
Attacheci is a suitiiiiaty af a Vehicular Gap 5ite 5titdy that was conducted by Ada.rns & C14rk fitc., April
63 2000, at the intersectiaii oF 5tafe Aaute 904 aaid Melvillc Road ia1 Four Lakes, WA. `i'lizs study was
cotidetcted drat'ietg botkx a.n1 aiid p.tir. pcak period Finurs.'d`he figures dea-ived froiti this study 'Vvere
substaiatiafiy less thati the approxizgiafe delay calculated usiaig the HCS saftware iri Decetitber 1999
'I't•aff"sc Study-
,Quriilg the 5ludy, ik was rrbserved that the rzrrr. pedkpericdcaunt was appraxiitiate,ly 150 percetlt
higlicr total roIumc tliari that observed during the pnr pea~ponbd, 1loivevex, the delay in each
respectivc siudy was extreiziely clase to tiie ten secoaid tiiiie fxanie. We hope that tfiis time franie may
be inflLiential iti detei7iiiiiit-ig the mitigatian, if any, required at ttie izitersectiatl of State Route 904 aild
Meluiile Road.
1kc
1720 W. Fvurth Ave. • Spokane, WA 99204p1702 + (509) 747-4600 •Fax (509) 747-8913
1 ac@adairisandctark.corn
.
Bryan Westby '
;May 4, 2000
In regard to our conversation of May 2, 2000, and our ineeting of May 15, 2000, we are proposing the
attaclied drawing specifying the projected improvements, accommodating Phase I of the project at the
Medical Lake Interchange. We are proposing to widen the existing road surface and add a left turn
lane from Aero Road onto the eastbound on-ramp of Interstate 90.
The feasibility of this improvemeitt is due largely in pai-t of the impact to the Aero Road intersection and
the eastbound on-ramp by increased traffic volumes partly as a result of the West Terrace PUD. We
believe tliat these improvements would be necessaty and would need to be implemented by the 2003
Horizon year of the Tcaffic Study. We propose construction following the development of the first 96
lots and before the development of Phase 3B, or the buildout of 191 dwellings units within the West
Terrace PUD.
If you have any questions or require further informatiou, please contact me at (509) 747-4600.
Siclcerely,
Adams X- Clark, /nc.
\
Bryan estby, -r .
Land Planner ~
BW/Im
- Enclosure(s)
Cc: Steve Stairs, Spokane County Engincers - Tattitiiy Joties, Spol:ane County Div. Of Planniiig
icu~,at G~P ~'ae Stuay F~rm~t ,
' ~ i ~?t~ - t~'~~ • ~ . '
LOCat~f]n: ~'r "~ifT►8 . ~
' t~?RYSHEET
pELA ~ ~
~
pate ~T~P~EGT~U., .6 Neh►cl~~
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TABLE 3-3
Vehicular Gap Size Study Farmat
.4o
I 4 I z I~ I I I I 1~~ I~ I~ I I I
~I ~ 4 t I~ I I I
Tl ~ a I o ~ I F
~ 40
~ ~~p o ~ ~ ~r I f I
49 o 1 1 I_ M I
_j 1 0 1
o I I e I I ~
1 .sa_
rt s~ I~ ! c~ I~ I I I I
~~I o I ti I I 9 I
~rt I o ,a I D ~ I I I
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I I ~ 1 4 I ~
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I i I I I
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'F'ABLE 3-3
Vehicular Gap Size Study Format
~
Lacation 4A °f 04 ' Y17r L~-a , L-Liff-
Date. -4 • co Time. 1~15 Ta 1-1I 5- GitY &If-LAJJF-rS
~ INTERSECTIQN ❑ELAY WCDRf£SHEET
IVumber af Stopped Vehicles
seconds
Pin. 5ec. ~ 6 ~ 20 ~ 40 tl I I I I I C I
I I I I I I I
I I I I I I
d~~1 I ~ I E I
4 t,41 r f I 1 I ~
~ 6,q ! E I I ~ I ~
--4 nf,.,f I I I I I I
4 o-i l I ~ I I
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~~I I I F' I
4 i,LI I I I I I I
I J 1 I ~ I
,4 a2-1
4 IsI I i I ~ I
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4 Ecop n PI-n I I I I
x -L11 1 0) I c~~ I7 I I I
4 181 0 I I n ~ I
A ign- ~ ~ ~ ~1 I I
4 10I ~
p c~ ~ I I I I I
21
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ra I~ In I ~ I I
~n
yZ51 ~ ~ ~ I ~ I I I I
~I ~ P ~ I I I I I
I ~ I ~ l I P I
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4 19 I~ 1 ~ E a f I I I
4 2e I t) q~ I r) I I 1 I
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r~ I i I n ~ ! I I
~ I~ I a ~ I I I
A ~ I n I I F
dzK r~ I I I
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4~I ~ ~ f s I I 1 I
_ ~1 I~ I~ I a f I
wt ntr w{
P,'-eLE 3-3
. 1~ular GaF `'ti~e St,~dy ~~rnzat
. ~I eh r
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Washingtan State Eesrern Region
jDepartment of Transportation 2714 N Mayfair 5treet
t' sfa MoR;son SRokane, wA 99207-2aso
Sacretary of 7ranspvrtatian (509) 324_6000
Septernber 30, 1999
~EID
Ms. Tammy 7ones ~ OCSpokane C~ Planning ~ ~ ~
1626'~'s:~13'madway Ave.
Spdk e, WA 99250-0240
-
RF: SR 902 West Terrace PLID Traffic Study (i'W 1856-98)
Dear Ms. Jones:
The Washingtan State I3epartnnent of Transpcartation (VVSD[3T) has received a►nd reviewed
the applicant's July, 1399 tr-affic stady for the above development. This study has
significant errors which will need tv be Gorrected in a revised siudy.
1`he Leve1 of ServiGe (LOS) criterea listed on page 4 is incvrrect. The criteria listed is
from the 1994 Highway Capacity Manual (HCM). This study utilized the capacit,y
analysis methodalogy from the 1997 HCM (HCS 3.1 as based on the 1997 HCM
methadologY), and therefvre needs ta use the updated LClS criteria frarn the same editiQn
of the HCM (attached).
This study included the lbackground deaelopmertts recugnized as necessary during the
scoping process, but then asswnes that these backgrvund prvjeefis wi11 have mitigated alI
capaeity const-aints in the study aaea. WSD[1T currently has nv funding ar plans tv
construet any of the background mitigativn prrajecfis listed in the study. Al1 backgrvtind
prajects assuned to be in place fvr the purposes of the study will need tv te in piace privr
to approva1 vFthe final plats for this graaect. If the applicant does not wish to condition
this development on the comgletion of a111isted improVements, then the fvllowing
changes will need to he made.
The buildaut scenario for this project needs to descrihe the praject irnpacts both with and
without already agTeed-to background mitigation. The study needs to determine which of
the background mitigatian projects need to be in place prior 1a this develapment mvving
forward. This prvject should also be responsib4e for participating with ather approued
developments to canstruct these background rraitigation projects.
This list of improvements may be cvnsidered backgrvtiand mitigatian projects, but should
still be analyzed independently of this prvject to deterrnine their fair share participatifln:
~
)
■The RC5 industrial developmenf has agreed to design and the Jv$t industrial
deuetopment ha.s agreed to garttic"vpate in fwnding of constauction of a
narthbound left tum Pane and a signai at the SR 9(]2JEa.stbvund ramp terminal
intersectivn • The ]olt industrial develapment has agreed tv participate to ensure that a
signal is designed and canstructed at ths intersectian of SR 902 and the
westbound ramp terminals.
The next list of improvemerit projects are thase that this study included as background
mitigatian prnjecis but are nvt actually mitigating measures or conditions of any currently
prvpcased or appsoved develvptnent. These should nvt be included in the study unless the
appiicant bs grepared to fiilly fund and canstruct each improvemernt that is includesi.
■ Narthbound left tum lane at the intersecxivn of SR 902 and the west6ound
ramp terninals.
• Additional narthbound tYzrough lane at the intersection of SR. 902 and the
westbound ramp terminals. This wauld require construction of a nevv bridge
over crossing of I-90.
iEastbound sepacate Ieft and right tum 9anes at the intersection of SR 902 auad
the eastbound ramp terminaLs. C3nly orae shared lane exists at this lvcation.
• NorthbQUnd tight tum lane at the intersectian of SR 902 and the eastbound
ramp temminafls.
• Additaonal southbound through lane at the intersectgon of SR 902 and the
eastbaund ramp terminals. T'his would require constructian of a new bridge
4VeT Cl"'oS5Frig of 1-90.
• Signal at the intersectivn of SR 904 and Melville Raad. This is an
unacceptable lvcation for a signal due tv the high speed intersfiate ramp traffic
and reTatedl safery issues. If mitigativn is needed at thas intersection the
applicant will need to propose cvnstructian of alternate mitiigation that is
acceptable to WSDC}T.
~
~
~i -
If yvu have any fiu-ther questians, piease cantact Matt Albrecht at (509) 324-6 196 or
myseYf ak 324-6199.
Sincerely, ! c
~
Greg F%gg
Transpartativn Planner
MA
cc: Paf Harper, Spokane Gaunt}+
'
aa~~r^SI a K, anqUVn ~_t,y,
Brian Westby, Adams and Clark
Project File [}90-274-02
Day file
~
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S P O K A N E C O U N T Y
/
CURRENT PLANNING A DMSION OF THE PUBC.IC WORKS DEPARTMENT
Gary Oberg, Director
RECEIVED
MEMORANDUM F E B Ob ZOOO
SPOKANE CAUMY ENGINEER
TO: S~ol~ane -oun .ty D,i'v~`ision o=nei~ne.ering and Roads:, Sco ~-n~e~lihard andy
KimbaU -
Washington State Department of Transportation; Mazk Rowher'
FROM: Tammy Jones, Associate Planner 1~
U
DATE: February 3, 2000
SUBJECT: Preliminary plat of West Terrace; PW-1856-98
Attached is a copy of the Traffic Study for the preliminary plat of West Tenace; PW-1856-98.
Please review and forward comments to me by February 18, 2000. If you need any additional
information, or have any questions, please contact me at 477-7200.
1026 W. BROADWAY • SPOKANE, WASHINGTON 99260-0220
PHONE: (509) 477-7200 • FA?C: (509) 477-2243 • TDD: (509) 477-7133
MEMORlNi! UM
QATE: March 13, 2000
TO: Scott Engelhard &Vr
GC: Tammy Jvnes, Spokane Goun#y Planning Bryan Westby, Adarr~s and Clark, Inc. Gregg Figg, Was'~ington State flepartment of Transportativn FRD~AN: 5teve 5tairs 510 StJBJECT: Traffic lm pact r ysis for West Terrace PUQ ('1JV -1855) SPWilf QUNTY
Qated aecember, 1999
i have campleted review of the abvve referenced documen# and have nated the fvlivwing
comments
1. The aligrament of ,January Drive deviates slightly from what is showrr in the Arkerial Road
Pfan and the West Terrace Neighbarhood Plan The plat alsa daes not allaw for the
connectian of #he locai access roads shown in #he plan. Is the deviation allowed? Will the
alignments have to be moVed to conform to the plan or wifl the applicant need to go through
a public process to modify the plan to match their proposed afignment?
2. We do not disagree that changes in the traffc flava+ stability will vccur (likely 4v 4acome more
stable, resulting in higher peak hour factors, PHF) as develapment of the praject area
- continues. Generally, when changes to peak hour fac4vrs are mad+e, we ask to be informed
_ of the change and the ratianale behind it. Based an the discussivn pravided in the Jast
paragraph of page 11, I recvmmend that the sponsors determine a specifc number of Iots
which can be developed withaut manipulating the PHF ta achieVe acceptable levels of
service.
3. f recomrnend that the sponsors de►►elvp a phasing plan which can reasonably be cvmpleted
by 2003. By December 31, 2003, the sponsors shall submit an updated repart which shall
verify the assumptians and trafific distrihution used in the study.
Bask that the traffic cvnsuitant for the West Terrace PUD project address the cvmments noted
abvve and provide a reaFsed study for review prior to scheduling this project fvr a hearing. If
you have any questians or comments cvncerning my review of thbs document, please don"t
hesitate to bring them ta my attentavn.
C lternplwest terrace PItD 3 dQe
~
AdMIL
Wa5F11i1gtot'# 5tate Eastern Regisn
~ IDepartmer+t of Transpartativn 231 aN Mayrair st«ct
Sid Morreson Spokane. WA 59207-2090
Secretary of Traraspartation •(509) 324-6000
^
Meii'Ch 1, 2000
&jl~y ~ ~
~A~
3
Ms. Tarnmy Jones '9potwe
Sgakane County Building and Planning Dept. CQU/+rYENGj/vIca".
1426 W. Broadway Ave.
5pokane, WA 94264-0220 ,
Re: West Terrace PUD
Dear Ms. ]ones;
On 1vlonday of this week WSDC]'f and Spaicane Cvunty met with the applicants
representative, Mr. Brian Westby of Adams and Clark, regarding the above deveIopment
prflposal. At this meeting we discussed with Mr, 1~V'esiby issues we have with the revised
traffic study that was submi€ted in L7ecember of 1999. At this meeting it vsras agreed that
the following issues with the study would be looked and madified as necessary:
1. The applicant wi11 break the praject down into a phase which can be accomplishea by
Lhe 2003 horazan year oFthe study. After the selected number of hornes have been
buiZt or after the 2003 harizon year the traffic study will need to be updated.
2. As we had stated in Qur previous careespondence the intersection of Melville Road
and SR 904 is not an acceptable location for a traff c signal, t9ue tr the praximity of
tra£##ic exiting I-90 at high speeds. 7'he signa] propased at this 9cscatian will need ta be
removed from ihe analysis and afield investigaCiarr performed tu deterrriine the actual r
deTay in the field. Unce this is done the anatysis wifI need to be madified to reflect
the field condit'rvns plus the traffic far future Phase 1. Tf mitigatiora is necessaiy such
improvements as caised curbinglmedian to restrict left turns at this location wilI be
necessary.
3. I'he app2icant vaiill laok at improvements necessary to accammadate Phase l of this
project at the Medical Lalce Interchange. dnce this is investigated the applicant wi11
need to propase any mitigation needed to accommodate this 1'hase 1. Since neither
WSpO1" or Spokane County have any project scheduled in this area any mitigation
proposed will have ta be accomplished by the applicant.
~
~ Ms. Jones
Maurch 1, 2000
r Page 2 ,
If you shoulrl have any questions regarding thds requested extension of time p[ease feel
free to Contact rrLe at 324-6199. -
Soncerely, .
Gregg Figg
Transportatian Planner
cc: Brian Westby, Adams and C1ark, Tnc.
NISJ ~a~r , ~ a~n - ~auntay ngi~ne~~r~,
Project Fiie 090-296-17
f
I Truffic Study Updale
~
I West Terrace
-
Tral't'ic Study
1
~
~
~
Prepared far:
West Terrace Joint Venture
8218 E. r]ePeadena Urive
Scottsdaie, AZ 8525$ ~
~
~ w
o~' sm~'~~°
~ Prepared by: rrAL
Earth Tecla, Tnc. .
14840 N. E. 8h Strcet, 7~' Floor ~ExPiREs 2► tU ra l ~
Bellewue, WA 98004
~
December, 1999 '
a■
Sta i rs, Steve
Frnrrr. Stairs, Steve
Sent: Thursday, February 17, 2000 8 01 AM
Ta: 'Bnyan Westby'
5ubject: RE: West Terrace PIJO1Traffic Study
I"ve been reviewrng the study. I hawen'f found anything of major cancern that would cause serious delay. There
are a couple of issues, one being the Arterial Road Plan and Aero Rd I haven't received any guidance from the
Long Rarrge Planning folks an that I uvi11 check with them agafn today Tamrny Jones has asked for camments
by clase of business tomorrow and f should have them done by then.
7ftanks,
Steve ,StQirs
Trensportcr#lan Engineer
4TT-T492
From: Bcyan Westby[SMTR bwestby,7a adarrssandclark com]
5ent: Wednesday, February 16, 2000 9 01 F,M
To. 5tairs, Steve
5ubject: INest Terrace PUalTraffic Study
Sterre,
Any word on yovr review of the kraffic study far the above referenced
praject? Is there anything that we wdl need t~ addres~ thrau~h ~arth-tech~
I'rn sure that you are welV aware that we are anxivusly awaiting technical
completeness and we ►nroufd like to address any cancerns possrble during the
public hearing phase of the applicatian process.
Thanks for help.
Bryan Westby -
Adams and Clark
Page 1
ws)% 121 0 1 1 1
PHASING PLAN r~------. ; - - - - : ~ ~ c,~ ~ 1
WEST TERRACE
` 1''• , U ' L • I~ 1
MAY. 1999 1"~ ' . r~- ~ v ~ 1 n ~ y ~ .
G
A PORiION OF SECitONS 7 Q ta,
TOWNSHIP 24 NORTH, RANCE 42 EAST, W.M.
6 ' ~ (
SFOKANE COUNTY, WASHINCiON ` -.✓~1~, ' + ~
OWNfR/APPUCAHT, WEST TERRACE JOINT VENiURE
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e wrsr. iJ+ ~aryae L~i ,.,n~ ~L~~ ylv 5,.4
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Site Plan
West Terrace Traffic Study
Spokane, Washington
Figure 2
i ~ E a R 7 H@ T e c H /
~ ~
AdamsI+ tllai kInL. DANTEL B. CIuhRK, P.L.S.
L.ESLIE D. HII,LINGSWORTH, P E.
Civil Exgincem • L~ind Surveyora • T,and Plannera o Landacape A,rc15itecU STL7ART A, DEYSE1VROi`H, A.S.L.A.
PF-c--IVED
Bt : 2 %9
SPOKA~JC~P •~~NT'y tNGINEER
aeceznber 17, 1999
SteVe Stairs
5pokane County
DiV. af En$ineerirag and Rvads
I026 W. Broadway
5pokane, WA 99260-0170
H,E: West Terrace Frelaminary Platf P.ll.I?, - Traffic Impact Analysis
County FiTe Na. PW-IS56-981Pi1D-I -98 ,
A&C Froject No. 96-I49
1Dear SfieVe:
7'his Iekter is in response to yozcr JuIy 7 999, review and coninierits of the Traffic Tmpac#
Analysis far the abode-referenced FUL) praposal. We would like to address az1d cParify an itent
that was addressed in your review cQmments, specificaPly, ttem Na 5, vvhich reads as follovvs:
5. 777c drscus.siarr ofAeiv Rd, dn page 0 seerrr.s fa canflicE ulifh fhe arlerrrtl Ro-adPlaw and .he
Nfesf 7'errace Neigh6ancoo`lPJan: Acm Rd Pa'' Sh0WC1117 tIdose doCL!lTlet7l8 f0 ndI"1 e$SffwoSt
}'r~am i!s currenf tei-mmus to Thamas N+allo.n 1Pd, alorrg- flae cenfer secfiorr lifle. Tlre ,reparf
states Aero Rd wr`ll extendedtv the nai-th west carrJer snd fherr ptoceed .raufh ward
an addilrraaaal4.1 miles to fJae we.st a`ermfr7us nff"lfhel pivposedsife madfanualyxd"
Folloraaing areView af this seckian of khe traffic study, we feet that this information tives nvt
entireYy concur with the proposed deWelopment plans fvr Aera Rd, The repart as carrec# in
stating that, "For the propvsed development to have access via Aera Rd. to the Medical Lake
Interchange, Aera Rd wnuld need to be extended frorn the present dead end terminus a
distance of apprpx. 0.25 mlie5 to the project's northwest carraer". Hvwever, it is at thts point
that vve feel that clarifacakivn is needed.
The prvposed plari is not fvr the road "tv then proceed sauthward an additivnal 0.1 niile to the
west texminus vf proposed site rvad January I7rBve", but rather, intersect wrth TigeY• Drive, a
nvrth-sauth road that is prvpvsed to run parallel to the nQrkheast bvundary af the Fie7D.
FoPlowing the intersection with Tiger Dr, Aera Rd will veer slightly to the northeast, then
praceed eastward running paiallel wifih the center-section line (nvrth bvundary of Ivest
Terrace PLID), eventually intersecting with Thomas Mallon Drive.
1~~1
1720 W. F6urth Ave. 9 Spokane, WA 99204-1702 •(549) 747-4600 •Fax (509)747-8913
aciGadamsandclark.oom
Steve Stairs
December 17, 1999
P'age Z
This prvposal remains consistent with bvth fhe Aiterial Rvad Plan and West Terrace
Nexghborhaad Plan. These improVenienks will likely happen when the prvperty directly north
and adjacent to West `i'errace PC.1D is eventually developed.
If yau have any questivns, please call me.
5incereIY,
A darrrs X- Cla rk,In c:
~
.
~
~
Bryan Westby, Land Flanner
Cc: Scott Engelhard, Spakane Cauniy Qept of Engxneering and Aoads
Tarnmy Janes, 5gakane Couraty Plannrng Depk.
Gregg Figg, Washingtvn Sfate Depfi af Transportatian
Dave Zieliraski, EarthTech, Inc.
BW1F,O
West Terrace Traffie Study - Update - Rev. 12199
F .
~
This report updates a pxevivus (1997) arialysis of traff'~c impacts ❑f the proposed Wesf Terarace
! develvpment lacated in Spokane, Washingtan. `T`his update is a complete daeument, adc£ing
additianal sections to the prior report and updating the traffic valumes and related analysis.
Chartges account far:
~ • an upward revision to the size o£ the proposed developnaent;
, • resetfiing the base year #ca 1999 for exisEing canditianss: and
• inclusivn of a broad list vf ather proposed devetapments in the background cvnditivns
fvr buildout year (2403).
• an alternative future based an existin~ conditions withaut g-rawth. and Qther revisions,
~ zeauested bv SpQkane Cauntr~.
' Chanizes with a wavv rznderline were added in the December, 1999. vers'rnn ta resnond to the
comments of Snokane Cauntv on the June, 1999. versiora.
~
~ PRUJE CT I]ES+CRTPTION
~ The proposed praject has been revised upward to a tot.aI vf 327 single-fainily dwellirrg units. The
praject is Iocated just ncarth af Melville Road and west of ThQmas Mallen Ii.mad, near fihe Medical
Lake interchange on 1-90. Anticipated project completivn is by the year 2403, in five annual
phases starting in 1999. The xevised phasing plan shoGVS annual increments af 96, 43, 52, 80,
and 56 uni#s. Since the rn'ect is stilP under reView as of Uecember 1999. the assumed start date
wiii not he realized. but the comtaletivn date of 2003 is still feasibxe.
~
Figrue I (vicinity tnap) shaws the praject lacation with respeet tv the surraunding street system.
IntersectiQns in the Vacinity which would be mast impacted by the proposed development and
thaC wikl be analyzed in tiis report Fncludc:
~ • Melville Rvad/Hayford Road
~ • Hayford RoatVAerv Road
■ SR 942,fI-90 EastbDUnd Ramps
; • SR 902II-90 Westbound Ramps • SR-904 J Meluille Road (added at the request af WSDC]T).
~ Primary access to and f'rvm the developrnent will be via Me1ville Road and Aero Road. A minor
access is provides3 anto Thvmas iVVYallen Ftoad. Figure 2 shvws the revised site plan,
i
l
~
I WcstTerruceT5 ilpdaie ReW 1299 dnc 12]16199 Eaf'tfl TeCfl p L
~
a
EXTSTING CC1NAITION5
,
` Existing Roadrvays
• MeTville Road is a twv-lane arteriat running east-west, with a gasted speed timit of 35
mpfi and no parking in the vicinity af the develapment. It cantinues westerly ta a
' tertrainus with 5R 904, where its pasted speed Iimit is 45 mph.
• Hayford Road is a two-lane arterial nmning in a nvrth-south direction The pvsted
speed Iirnit an Hayford Road is 25 mph, with no parking. At i#s intersection with
Me1wi19e Road, Hayfvrd Road traffic stvps for through-txaffic on MelviFle Road,
North af A,ero Raad, Hayfard Road becomes Hallet Raad.
■ Aerv Road is the extensicrn ❑f 5R 902 southeasterly fram the Medical Lalce
, Interchartge as a two-lane collector rQad. The pasted speed limit on Aerv Road is 30
' mph, with no parking. Aero Road dead ends apprvximateiy .25 miles southeast af
Hay€ord Road l Hailet Road.
! ■ SR 902 (Medical Lake Raad) is a twa-flane highway running in a narth-sauth
direction. The posted speed limit on SR 902 is 35 rnph, with nv parkirag. Ae,t its
intersection with 1-90 eastbaund and westbound ramps, stop signs aze installed on
, bath the ramps.
~ +SR 904 (Cheney Road) is a iwo-lane ttighway rwnning in a north-souih direction. The
pasted speed lianit an SR 904 is 45 rnph, with na park.ing. At its intersection with
Mclville Road, the latter is subject to stvp controI
~ 'I'raf_fic Volumes
f
i Current 1993 AM and PM peak hvur traic voiumes were obtained fram actual counts made by
Adarns & Clark, Inc, ir► 1999 af a11 five lacations of interest. These are shawn in Figure 3.
Fvr an approximate measure of recent grornth in the area, cvmparisons to previvus years' counts
are summazxzed as follows. The 4:15-5: i 5 hour is tFie current FM peaik hour at the Medical Lake
' interchange (Aero Raad, SR 902), while at SR 9041 Me1Ville the PM peak hvur currently occurs
at 4:45-5:45. The exact tirne af the 1998 pealc hour walurnes is nak krtown.
T.ocation 1997 (a) 199$ (b) 1999 (c)
SA 9a2 nlo I-9(] 719 607 610
Aera Rd s1o I-10 306 235 303
, SR904 nl4 Melville 1,175 1,220 892
u} WSDCJT
b} lnlcrnd Pacific Errgrneerrrrg Company, JlJLT Truffic S1udy rev. 219$ for,SR902;
~ c} hresho[r! Trajrie Sdudy far Hrarres Four-Lakes Cominercial5rte (Paxaer Chevrr]let} 619$
d) dcrnrs cYc C'iarlce„ li7c., 5199, for currerrt update
I
WcsYTenaceTS Update Rcv 1299.doc 12146199 Earth Tech g2
r
These counfs indicate substantial discvntinuity fcom yeax tv year, and an oVerall Iack of tangible
growth in the area. The WSDOT-supplied counts fram 1997 are for summer cvnditians, while
che 1999 caunts were taken in May. The 15°/0 - 30% decline that is apparent between .Tuly, 1997,
and May, 1999, on the state highways may simply reflect the impaet of recreational travel rather
than an actual decrease in year-round activity. The 1999 counts are therefvre rnost reliable as
' indicatvrs of annual average canditions. The declines from privr counts will be disregarded.
_ Peak Hour Factars
i
Manv of the counted locatians have ouite 1ow Volumes at oresent. Some such mavements are
, p-enerated bv a limited number of existnne land uses and acfivities, and show verv uneven tra~fic
distributivns wathin the veak haur. Most neak hour facivrs (PHF) are between .50 and .90, with
the hiahest va1ue at 0.96. For some vcr-v srnall volumes (belaw 14 trins in the neak haur) the
PHF is hetween .25 and .60. A chart of ihe observed PHF values aersus volurrte is included in
the appendix. The chart shows that afternocrn PHF values averaqc ataout 0.10 hiaher than
marninu PHF values. AbaVe 30 triosltxour, volume oer se has little correlation ta FHF.
This rnix of actiVitv nattems is sraeeested as the best exulanatorv factor for PHF. The morning
peak haur rs rn4re sjnate-~ose Fn nature. WVl[il a StTonQ I71a1Dr1t4' of tT1n5 be1Ilg GoI71IC1ti.1xPIs tO
work. Marninia eammutes are higbiv schedulcd arkd based an sneczfic start timcs. It is
reasonabDe fvr the momine traff c flovv to include distinct bursts of travel in some I 5-rr►inute
periads and rnuch less traff c in otlier i 5-ininute veriods. im contrast is the mvre snread-aut and
less oolarizcd naiure of hame-hound commutine in thc afternoon. Hame-bound c4mmuters are
usuallv nok committed tv a scheduled arrival ti3ne. and vften aa sha~t~in1z ar da ather thines on
the wav homc. The afternoan raeak hQUr also includcs as nauch home-based shaaping and
cvrnmercial travel as commutinQ trauel. Tllerefare the afternoon trzvs tend tv be more evenlv_
distributed within the neak haur and PHF values are hip-her.
i Most existina counts will g-rvw mare diuerse in activifwlypes as well as [areer in volume, as the
~ backeround izrawth in empLovment is combined with the residential Qrowth of the nosed
develoDment. Those ehanp-es will iead tn hiizher va9ues of PHF than at ❑resent. Nevertheless, in
thc follawiniz analysis of variaus future al[cmative conditicrns, the existine PHF" values fiaae bcen
retained, fvr simolicitv, exceot wl7erc ara adiustmenti was warranted. In iust one instance (which
is further discussed at the aprapriate sectian) the PHF values were raised from existine leWels to
' provide the mast realistic vrescntation of future conditions. In all other cases. the retention of
existinf-,, F'FII{ valucs cQnstitutes a contineenev xeserve that aroVides further nlannyna flexibilitv.
,
I
■
WesCi'enaaeTS Llpdate iiev 1299.dae i 2J l G199 ~~rth Yech p 3
~ Level af Scrwice
Level of service describes the efficiency of traffic flvw an a roadway system. The 1997 Highway
Capacity Manual def`ines six 1eVels of service, which are briefiy described beParv:
- ■ Level af Service A: Light traff c an approach; short, stable queues existing dtuing red •
i signal phase; Tittie or na de1ay for unsignalized intersectivns.
•Level of Service B: Maderate traffic an approach; stable queues; lattle additivnal
delay fvr signalized interseckivns; 5hQLr delr,'iy at 111151gIlaIlzed 1I1teISeCtIOI15.
' ■Level ofServiee C. Moderately heavy traffic an approach; mvderately iong but stable
_ quetzes; maderate but acceptable delay at signalized intersectians; average 1 0- tv 20-
secvnd delay far unsignalixed intersectians.
■LeveL af Service I1: Heavy ir~ic on approach; Iong, u.nstable queues; delays
sametimes becorne excessiue at signal; long deFay to rninor street traiFfic at
unsignaiiaed irrtersections.
• Leuel of .Service E. Heavy flaw (capaciiy) on apprcaach; long queues at signal,
; suffering long delays; very lang traffic delays at unsignalized intersectians.
• Levet of Seruice F. Heavy congested traffic conditions; mare traffic demand than
1 roadvvay capacity; at unsignalized intersectivns, queues may cause congestivn that
affects ❑ther traffic movements.
Tn urbanized areas, the common minimum acceptable levei of service is Lfl5 Dfor signalized
iratersectians and L(]S Efor unsignalized intersections.
~ AM and PM peak hour LOS far the 1999 counts and existing lane canfiguratiQns arid controls at
five interseckians was determined using analysis procedures based on the 1994 Highurcry
C'crpcrcity Manuul, as updated in 1997. HCS Saftware Release 3.1 was used. Table 1 shows ihe
- delay Values used by the s4ftware to evaBuate conditions cansistent with these LC]S definitians.
Thc existing LC3S for all five intersections was based on unsigMalized intersection LOS criteria.
Fvr the specific I.DS calculations, refer to the Appendix of this repvrt.
Table 2 shows the existang overall LO5 at each intersectian for the AM and PM pealc periods.
; There is currently one LQS deiciency, at Sfft904 intersectian with Pvlelville Raad.
~
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WestTcrracc7'S Update kev 1299 doc 12116f99 Earth Tech p 4
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; Table I:Level ojService De~trilior~s
SIGNAiIIZED INT'E175ECTIflNS
Lewel af Setwice Y}elay Per Vehicle (serlveh)
A C=1 D
- B >10 and C-20
C >20 auad <--35
D >35 and <=55
~ E >55 and <=80
F > 80
i-
UNSIGNALrzED IN'TERS~CTTONs
~ Level of Sez-vzce Avg. Delay Per Vehicle
(scclveh)
A <=10
B ] 1 0 and <=15
C >15 and C-2S
i ~ D >25 and <=35
~ E >35 and e=50
~ F . >50
1
~ Source: Hr-ehwcrv Capacitv Manuai. 1997 u,vdate
I
f
I I _ I
; Tab[e 2; Exxislilag Level of Service
~
, ~ 'g A►~erage I7etay(seel,~hy ~ j Servi~e
Mclwillc RoacVHayford Road ~ 10.01 -9, I A'. I• A
~ Hayford RoadlJlero Road I 11.21 12,5 B I B
_ SR 9421I-90 Easth4undRamps I 22.9 I 20.2 C I C
5R 90211-90 UVestbound Aamps 16.01 13.3 I C I B
SR 9041Me1viEle Road 51.41 24.0 1 F I C
~ i-
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wcscTcrraceTa upaate Rev 1299 dQC 17116199 Earth Tech p
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FTJTURE CONDFTTONS WITHOUT PRDJECT
This section has been added to establish a non-project fiature baselane which adds to the existing
traffic caunts the trips generated by known or expecied background grawth. As xequested by
WSL7DT and SpQkane County, these backgraund conditions include the fallowing propased or
in-construction deVelopments:
• 3DLT Indusrrial Park, per 2198 traffic study by Tnland Pacifc Engineering Company
• Background grvwth described in dOLT traffic study, for the area south of Medical Lake Interchange
0 West Tcrrace Business Park, Phase Tper traffc study by Earth Tcch, Inc.
, ■ Harris Four Lakes Cvmmrraercial Site (F'awer Chevr4let) per 6198 traffic study by
Inland Pacific Engineering Cnmpany
• B FGoodrich manufacturing pla°►t can Hayford Road, per direct interview with plant
rnanager.
The location of these developrraent proposaLs is shvwnl in Figure 4.
~
, A further allowance for other nonespecific backgrou.nd grawth in the Vicinity of the Medical
Lake interchange was camputed per WSDOT guidelines at I°/elyear added to the existing counts.
Sirriilarly, travel growth an SR 904 between Cheney and I-90 is increased by a 2% 1 year growth
factor as referenced in khe Harris Faur Lakes Commercial Site traffic study.
Trip Generafion
r' Trip generativn foP each hackground growth condition was taken directly from the referenceti
' traffic studies, wxth the exception vf the B F Goadrich plant for which no traffic study exists.
The business manager af that plant described a twaashift manufacturing operation which opcrates
cvntinuausly year-rvund. Mariufacturing shifts are twetve hours, from 7 am to 7 pm, and 7 pm to
7 atn. Administrative warkers are on-site frotn ? am to 3:30 pm, This schedule wvas established
for husiness reasons, buf it also serraes a significant trarrel demand ananagement purpose by
1ocating al1 cvmmute trips ❑utside the peak hpur of surrcaunding area traffic. Existing
empIayrnent is 26 workers. The ultimate buildaut pian for this manufacturing site is 250
employees in about S years. For ihe nuMoses of this traffic studv. nonc of the SF Goodrich
comrrruter traffic fails within the um neak haurs of intearest. On1V the outhound nortion of site
traffic fa11s witiiin the am ocak l3our. Fram a review of existing counts that include plant traffic,
there daes nat agpear to be any measurahle tion-cflmniuter traffic iolfrQrn this site in peak liours,
either.
Table 3 summarizes the AM and PM peaYc hour trip generation for t.he background develapments.
~ f3nlv the erawth increment of B. F. Goodrich traffic is shown, since existinq aGtlV1tV 15 Iri Lhe
exisfiinp- traffic ccsuzits. Site impacts outside the oeak hour are not shawn.
~
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4 WcstTerrareTS Updale Rcv 1299.dac 12/65/99 EaIth TeCh P6
Table 3: B'ackground Grprvtl'i Trip Generation
I $E ntcFijig Trip A I aExifing TriP,"s,~I Total 'r'iIM
Frnpo"sed{IlevclopM~ent AM
- * , o • ` • ,RyPM AM NO A;M FsM
JOLT Industraal Park ( nln I-90) ~ 1,190 772 ~ 245 1 1,497 1 1,435 I2,269
JOLT Saclcground Growth (sla I-90) I 434 374 I Z$G I 4581 720 I $32
West Terrace Phase I Business Park 102 23 20 78 122 101
, - (north of I-90)
BF Gaodrich Plant (slo [-90) ~ 1~ 0 48 ~ 0 I 99 I 0
Marris Four Lalces (Power Chevrofet) 60 42 22 62 $2 104
_ Cammerciap Site (at SR9041Melaifle)
Trip Distaributian and Traffic Assignment
The trip distributions £ar background prvjects were taPcen frnm the source traffic studies.
The JOLT traffic study prcavided a growth projectiora from 199$ tn the year 2003 for the sum of
yOLT, JOLT"s backgraund growth, and non-specific background grovvth af 1°fa pcr year added fio
existing cauzits, at the Medical Lalce Interchange ramp intersectians. `Y°o obtain just the grvwth
~ farecast, the 199$ counts in the JOLT study were subtracted fram the 2003 farecast. A11 future
volumes tak.en from the JOLT study include an adjustmenf for reiocativn of sorrae firips tD a
proposed wesibound taff~ ratrtp to Geiger Blvd, as explained in the JOLT traffic study.
' At the two other intecsections vf interest vn Hayford Road a 1°I'o per year increase was added to
- the 1999 counts to establish thc 2003 volumes plus nvn-speciftc hackground grvwth, befare
I, adding other laackground develvpments' irnpacts. At the SR 904 1 Me1Ville Road antersectivn a
2°fo per year gr+nwtli rate was used, cansistent with the rnefhods of the Harris Four Lakes
Connmercial Sate traffic study.
~ The impacts of the West "Ferrace Business Park Phase I and tlie Harris Four Lalces Cammercial
, Site were each added according ta thvse respective traff c studies.
~
The cQmhined traffic distributian for aIi background prajects including the five ycars vf non
specific increases is shavm in Figure 5.
Future Traf~c Vvtumes withaut Project
Future baseline tra~'~c volumes vvithuut the praposed praject were crbtained by adding the tra£fic
generated by the backgraund develvpments (Figure 5) tv the existing traf~'ic valumes (Figure 3).
Figure d slinws the future Al'vI and PM peak traftc valunzes wit9iout tlie project.
WestTerraceTS Update Rev 1299.doc 12116199 Earth Tech p 7
r
C Fufure Level of Setviee Without PrUject
`X'he future LQS without the project was determined at the f ue intersectians of interest by
applying thc vaPumes in Figure f to the eacistang intersection canfigurations. Table 4 shows the
results of this LC]S analysis. For detailed L[l5 calculativns, refer t~ Appendix.
, Tabde 4: Future Level nf S'ervice witliaut Project
'I~ , i' A,vsr.a""g~DelaY,~(secJ,~e~i} ~ ~`,$~e el of S,'"""`r~vice _
~ I 3
~
Iintersecti~n , ~M;;~eak . PM P.eak ,±#M P~eak NPORPr:ak~
Melville Rd.! Hayfvrd 17d. 10.1 ~ 2--1 B ~ A
Hayfard Rd.l Aero Rd. 1 2179.6 ~ 2022.5 1 F ~ F
SR 902r1-90 EB Ramps ~ 7223.2 ~ 123.9 1 F ~ F
~ SR 9021I-90 WB FLamps ~ 3354,9 ~ 5318.6 1 F ~ F
SFZ-9041 Melville Rd ~ ~ I F* ~ F*
* LC]S in 1999 existing counts
From Table 4, it can be seen that the effect of a91 propased background growth projects which
precede the West Terrace PUT] deVelerprnent will cvmbine to produce 51gI1RfiG3flt1y aduerse
traff'ic conditions at all intersections studied, based on the existing physical intersection
ccrnditians.
Mitigation Requiremcnts for Background Growth withnut the Prajcct
The irxxpacts of the large amaunt of backgrouncY grawth in the pipeline ahead of West Terrace
PLlD will require signifiGant imprauements to the studied intersectivns. At a mirumum, faur vF
the five intersections rnust be signalized, and channelized fior 1eft tums arid right turns.
At the SR 902 overcrossing of I-90 at the Medical Lalce Interck7ange, in order that each
izntersectiQn's full capacity be utilized, additionaI traVel lanes between closely connected
interseetians shvuld be cansidered ta provide for weaving and queuing on the appraach fo each
tw`n iane. Lane cant"iguration assumptiQns that produce an adequate Peuel of service at caeh
interesecCion are documented in capacity workshcets in the appendix. L7esign studies should
review and ref ne these assumptions, taking inta account other ageratianai needs of the
signif cant n►ymber of large andlvr heavy trucks using the Medical Lake Infierchange, ariid shvuid
cansider cvrarr3inated signalizatian for the adjacent state and county intersections.
If these general suggestions are folIvvved thraugh afrarmal design pracess, an adequate IeVel of
service will be obtained f'rorn the resulting improVemenis, with capacity remaining for vther
growth thereafter. The forecast of future level of serrrrice far the background grcawtl-i scenari4
assumes these irnprovements to be in ptace priar to consideration of the propased West Terrace
- deuelopment praject, coiisidered next.
WestTcrraecTS Uprlatc Ftcv 1299.dac 12116199 Earth Tech P8
f FU'I`URF, CO1VDTTIDNS WITH PR[]JE, CT
This sectian adds the traps generated by ihe praject to the future conditi❑ns with background
growth as previvusly caIculated. All phases ❑f the project a.re cambined far the analysis of tatal
buildout condgtions leading to mitigatian requiremerats.
~ - Trip Generatian
Trip generatian rates pcr dwelling unit were detercnined using t.he Institute of Transportatian
Engincers' Trip Generution Manual, G" Edition. The analysis is included in ihe Appeandix. Table
5 summarizes the AM and PM peak trip generation far the proposed developrnent as revised.
Table5. Project Trip Gerteration
` - _ Tip Rate IlEntering'i'rips IREuiting Trip;s~1 Tia,tal~'"r,ips
Vfr'eek- C~~°~Q Q5a°1a aS°!o p36 W!~ek-
, PirnJect~,~nd!Use FAMW ~'~M , day AM Pl►d~ AM M A.._. PLM day -
96 Dweilings Phase I I 0.75 I 1.01 9,57 I 161 611 52 I 341 68 1 95 f, 91$
43 Llwellings Phase 2 I 0.75 I 1.01 9.57 I 9 28 I 24 ~ 16 I 33 ~ 44 ~ 412
52 Dwellings Phase 3 I 0.75 I 1.01 9.57 I 1(] 35 31 19 ~ 41 I 54 498
80 Owellings Phase 4 I 0.75 I 1.01 9,57 I 15 ~ 52 45 29 60 I 81 766
SG Dwellings Phase 5 I 0.75 I1.01 9.57 ~ 11 ~ 36 ~ 32 I 20 43 I 56 I 536
~ 327 QrveBiings Total I 0.75 I 1.01 I 9.57 1 61 I 2121 1841 118 245 I 330 I 3,130
i Trip Dzstr=ibutian and ',i'ra£~`ic Assignment
At the request of WSDDT and Spokane Cvunty, the project trip distribution used in the 1997
; traffic repeart was reviewed. The review cvnsidered histvrical pattems af dcpendency vn Spokane
' in balance with ttae busines5 marketing plan provideri by tlae praject prvponent.
k Thc applicant's marketing pian is designed to respQnd to tFie current trend af employrnent growth
4utside the City of Spakane, with emphasis on sales of dwelling units to new vvarkers in Cheney,
Medical Lak+e, Geager Field area, arad the nearby B FGoadriGh plant, as welI as employees of
busincsses lacated in Spokane. The proponent firpnly believes that 213 of sales will be to workers
in the newly developing areas west of Spokane. Tlie backgrourad growth assumptions of the
JOLT traffic study seem to suppart fhat view. The large refail cartapQnent of the Ji]LT site
proVides additionai reasan to cxpcct norc-wQrk trips to remain in the study area vicinity, rather
than go to Spokane. Alsa, as the residential population west af Spakane increases, there will be
+ rnarc non-commuting trips between rcsidences that remain autside af Spokane. Nevertheless,
_this analysis recains a 50% eastward vrientation to Spvkane fvr the a.f'temonn geak hour, in
considerativn of histvrical cenditions.
i' A secvndary analysis of the likeIy orienfiation af project-genearated trips far work-cornmuting
{40°/o af prn peak hvur crips; SO% of arn peak hvur trips} versus aPl mther nvn-wvrk trips vvas
WestTercaeeTS IJp€Satc RcV 1299.dvc 12a16r99 Earth Tech n 3
i
' perfarmed. The a'bjective was to reasanably allv,cate trips tolfram alI directians of travel based
vn the realistic oppomuiities to satisfy work and non-wQrk travel desires in each direction, while
also matching in total the directional splits and trip rates at the site from ITE as giVen in Tab1e 5.
Based partly on the business plan vf the prraponent, and partly vta historical patterns, the resulting
trraffic distribution to all dizectivns are shown in Table G.
~
_ Table G. Trip Distribution
P~reent c~£ r~ct-_G~~,enc,~r~a.:~d ~rafftc
~AM P~cak H~o~r 1 P Pcak H~ux
an I' Fr~m Ta ~Fror~a ;~~'T.~o
- - I)irecti
r.~. _ _ I i I . K E
Norih v'ra SR 902 - MedicaI Lake, 20% ] 6% 14°/0 19%
Fairchild AFB, Geiger Field industrial area
_ Svuth via SR 904 - Gheney p zo% ~ 16pr4 ~ 14% 17%
East via 190 - Spokane ~ 40% I 47°Jo ~ 50°/o I 44%
$F .~"i[]bdriC~ ~lant (}ri HayfQrd Rd I 0°/n I 12°/o I 13% I 3%
I West vta 190 - Nlvses Lalce, etc. I 20°/¢ ~ 9°/a I 9% ~ i 7°/a ~
'I'I]TAL I 100°/a I 100°/q ~ IOD°I~ ~ 100%
Traffic volumes were then assigned to ali routes from the trip distribution shvwn in Table 6 and
the appropriate access raute for each phase af the development per the site plan in Figure 2.
Apprnximately 12[] dwelling units v►+ill use Aero Road to reach SR 902 to gcr north, east, ar west,
and to reach Hayford IZoad to ga south to Me1ville RQad. e4ppraximateIy 207 units will rase
; MeiVilie Raad fvr their trips, and follow Hayfard Road to 190 for trips to the ncrrth, west, and
cast. `T'hey will continue on Ilrlelaille Raad to SR 904 far trips southvv+ard. The AM and PM peak
hour prpject-generated traffic assignrnent is shawn in Figure 7, for the five intersections caf
interest to this study.
Some peak hvur trips ~~.r.re alivcated to the B F Gaodrich plant, since that empLoyer is relevant to
the appiicant's marketing plans. The actual work shi~'t schedule for the plant would place thvse
trips outside the actual pealc hvurs ❑f adjacent street traff"ic. Ta be consmative, those trips have
nat becn remaVed fram the peak hour trips for imgact arialysis purpases.
Fvr this prQject to have access to the MedicaL La.ice Interchange via Aerv Road, that raad wvuld
be extended frvna its present dead-end a distance of about 0.25 males to the project's norkhwest
camer., ThiS extensivn would be constructed to Gounty standards as a naral minor cvllector.
~11P,P ffiram there, a new site access road wouid t)rvceed svuthward an additivnal 0.1 rnile to the west
tcrminus af praposed site raad 3anuaty Drive. January Drive prvceeds thrvugh the site to
~
WestTcrraccTS Updu[c Rev 1299 dac 32/16/99 Ear#h Tech p 1o
f
cQnnect with Thornas Ma1len Road at the east boundary of the project site. These subdivis'ron
~ roads wouid be canstrucfed to Cauntv standards as Residential Access Rvads,
Future'I'raffc Volnmes with Backgrauad Grawffi and Projeet (aZT phases)
The apprvximate completion date is 2003. Tric valumes with the project were abtained by
adding praject-generated traffic (Figure 7) to t.he future traffic valumes prewivusly detertnined
with all vther background growth (Figure 6). Figu.re $ shaws the resulting future AM and PM
- - peak traffic vo1umes with the project.
Future Levcl of Scrviee Witb Background Growth and Prnjcct (a11 ghases)
' The future LOS vvith praject was deterrnined at the five intersections hy adding #he project°s
-volumes to the pICV1C}uS r.'1nal]1515 W1tr1oL1t Th~ pr[]]eGt. Tab1e 7 shows the resrxlts of this LC]S
analysis. Fvr cornparison pwrpases, the futttre LOS without the project is alsa included in Tab1e
7, from Table 4. Far detailed L05 calculatians, refer to Appendix.
,
Table 7; Future Level of Ser°uice wfth Backgrau►sd Growtli anr1 Praject (all plsures)
I
Le~el~'"'nf~Se
Ai~cr,ag~D!e[ay {
p~ll~pak ~ J'PLcak J ~1~M,~,~' ak I Pa
1:D) Pro~~I Wll rroA
In#ersection: r~6i~17W
Melail4c Rd.l 10.1 11.7 9.9 32.5 Fi B A T3
~ 1-layford Rd.
Hayford Rti.l 25.0 44.6 27.8 32.8 c D C C
Aera Rd.
i 5R 902l1-90 30.9 33.7 48.5 54.8 C C D D
Ea Rasnps
SR 902I1-90 21.5 22.8 22.3 27.4 C . C C C
f ' WB Aamps
5R-904 1 18.9 25.7 6:3 6.7 8 C A A
Melville Rd
~
' V A satisfaGtorv fi.zture LDS resulted 'rn a11 cases. N'Tost mowernents will have hi~zher PHF values ir►
the future than now exist: however. a conscrvative ap,nrnach vvas taken to minimize the reliance
on PHF adiustments. C)nlv one situatian actualiv reauired a sma1l chanQe of PHF to meet the
LOS D standard. The SR 902 11-9D E$ Ratn~ itttersection in the PM veak hour w~au1d haVe
shown an avera~e delav af 1.4 secvnds beyand the Iimit a#' LC3S D. using the existine F'HF
values. A slip-ht increase of PHF for anV of seVeral movements at this locatiQn wauld resolvc
that issue. However, in the wvrksheets mnlv thc PHF for t'he nQrthbound ri(-,ht tum to the on-
ramt) was raased. from 0.83 to 0.85, to establish LOS D. The desiqn volume decreased ba onlv $ \0
vehicleslhour. Aconsiderablv larper increase in PHF is likelv to accur in tYie future for this and crS
- other rnovements. sa substantial marein sti11 rernains fcrr other continQencies. It is clearlV not
warranted to cvnsider an exraensiVe desian salution based vn riizid adherence to existina PHF
values. soleiv to remedv the sliaht amount of excess delav carnnuted bv that aQproach . r~
ON
~
WestTerraecTS Ugdatc Rev 1299.dac 12116I99 Eal'th TeCh P 11
From Table 7, the praject adds only slightly to aVerage delay in niaast cases. Tt dves nQt reduce
the peak hour delay nr LOS below standaxds at any intersectian, based an the assumption #.hat the
imgravements ha►+e already been provided concurrently with backgrvund grawth that were
dernanstrated tv be necessary far an adequate LO5 with the backgraund growth alone.
~ i From Figaares 7 and 8, the magnitude of the project's impacts at each intersectivm is calculated as
' follvws fvr the greater of the twa peak hours at each laeatian:
7$% of the Melville Road 1 Hay£ard Raad intersectivn;
'21% of the Hayfard Road 1 Aera Road intersectgon;
, 8% of the Medica1 Lake interchange's westbaunti raznp intersection;
IIZ% of t1e MedLCc9.l Lake 1I1teTGhallge'S ea.5tbDL1nd TaITlp lI1LETSLCt1oIh; and
7% of the SR904 J MeLville rvad intersectian.
LeveT af Service With Existine Volurnes Flus Project daIl Dhasesl
' This a7ternatiwe view vf the futttz'e anticiTiates that nane vf the other kaackqrorand izrvwth will
occur befare khe West Terrace develovment is camoIeted. The near-future LOS with iust the
West Terarace nroiect was determined at the fiVe intersectians by addinQ the rv oiect's Vvlumes ta
the existinp- counts. Fieure 9 shaws thc direct imvacts vf the Droiect, and Fip-ure 10 shaws the
sum af those imraacts and the existina valumes £rom Fieure 3. VQlumes in Fieure 9 differ
slip-htlv From the distribution in Fiiiure 7. to account for the absence of Qrawth at the B. F.
~ Cioc+drich nlarbt. `I`ric~~ nreviouslv allocated ta that ernovvment site were re-aiiocated to I-90 east
tcr renresent travel talfrvm em lvvment in the Snoicane area.
i' "TabTe S shaws the results nf the L~S analvsis usinp- Fieure I 0's volumes. `1lhwxexisfia~~gv~
aonfleuradns aa~,elwetainedsi~n■all.,casesaexcerD:tothe7I~.~.{~lwesibounsdLr.a~rrnn~i~nter~se0ian's.~M11case- Ig
,,wchertewlan eAah, annei~iaationwwasmadde-d■tomn'c,,.@.C,~Sl&., Nn PHr char►izes were made, since
existing conditions still daminate. For camTjarison oumvses. the existine LOS without the
Loject is alsa included in Table 8. For detailed LC3S calculations. refer ta AQDendix.
Tabde 8: Levet of Servieefor Exrcting Canditiratrs plrrs Projecl (all pltases)
m~~r~~,eTra"gc l)ela"~y (se~ehti) ~ L~el~ais~er.v,~~e . ~
i~ AIVI~PAe~k , I _ ~;~,~Pemk _ ~ .~M Fcak"~R~PM ~Qak ~
~~C1~CCS~Cfl~xl_. ~WP~~Pr~~~I~WI,:PfC3~~I+~g.WIq~~CU~~I5~14±I~P~.C,~1JV,~~~~f;4VI~.P-rC,4fwl~`w1~P~r=oJwIva1-OIF,r jgIww'r~oJo
Mclwillc R+d.1 10.0 11.4 9..7 11.9 A 13 A B
Hayfard Rd.
Hayfard Rd.1 11.2 16.5 12.5 22.6 8 C B C
flero itd.
~ SR 90211-94 22.9 32.1 20.2 3.2 C D C IJ
; EB Ramps
- SR I021I-90 16.47 24.3 13.3 16.6 C C B C
; WB Rarnps
SR-904 ~ 51.4 112.1 24.0 28.7 F F C D
Mef►+'slle Rd
~
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WestTerrnceTS Update Rcr 1299.tlae 12/16199 Earth Tech p12
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~ Mitigativa Requirements
As a re5ult of increases in iraffic valume frorn the backgrgund developments alone, without t,he
~ West Terrace project, the existing rvad syslem wi11 be Very inadequate with LQS of Eor F at
four of the five intersections eva9uated. As described preVivusly, improVing the LQ5 tv T7 ar
better wouLd require signalization at thase fvur intersections, expanding the I90 averpass to f ue
la.nes, and adding channelized turn packets at each of thvse intersectivns. The fift'h intersecfxan,
of Hayfoxci Rnad with Me1vi1Pe Road, requires no improvetlaents aver the existi,ng twtr-1ane by
twca-Iane unsignalized confAguratian at huildout euen ificluding the 4Vest Tea-race P[.II? praject,
even thvugh the prvject wi11 substantiaLly increase the use of that lvcatian over the existing very
small base volurne.
Asswning those backgrvrand road improVements are placed an service coneurrently with the
backgrvund developments, the proposed project's tric wil1 not sagnificantly impact any of the
intersectians analyzed. No adciiti❑nal mitigatian is required for the small additianal impacts of
this praject in that cnntext.
~ Assuming tlzat na backQrnund arornrt.h occurs and na raad imnrovements are iDlaced in service
I before the nropased nrraiect is accunied, sliahtly more mYtiQation is required. Canacrh+ analVSis
shows that with existinp- confieurations, fiY[e 1eVel of 5eI"V1GF' St7]ldall`d of "L?" is maintained at onl,~r
three of ihe ive iritersections.
~ At t,he the existina Ievel of service is "F"
~ £or the Ieft turn moVement from Melville Road westbound to SR 904 sQUthbound, with or
witFtout the deVelooment. but the vaIumes are koa lvw to wart'ant siQrealizatian. Ohne
~ rrklooc,n~MF cn m GTltmtC1rW.,aA'idmaefatareirs-i~n~liir~ion ini a)-ro~v.e MenThis
,D ,rhevePor)ment's utilizat'ran oF the intersection ,-D-7 Fip-ures 9 and 10, is 4.0°/0. An intersectivn
-picali►r cast about $150.000. A4°'o share of that basis is $6,000.
,A~ saanalizati4n pLoiect would tv
At the unsienalized i~~fierse~fi~-i,~nWofioIG9.@jkw,estb.@,undorai,~nps:at*SiR4L!i02A the deVelanment's
additional 1eft tums vvould 1Qwer the LQS to "E„ with the existinq sing-le-lane aff-rama. r-~
' re~.c~~n~ %is•towhannokzeithh.-sram ~nifvriseparateir[~i!,h~t~tums an d ~e~-i f~--'~ t~~""s: ~
,T~c-,onn eet the northerly portion ❑f the Qn-site rvad system a ~he- cRtaff, W-1010-rilgivsy,stm, ti~1UIDS
~ ~Jp~&JJ;ec ~a 12S cO1a:s,[r~act an extensira~n Acr~"fllRoad "p re-gcla ag's narthwest gv er , a distance of
' appraxima teIy 0.35 miles. That extcnsion is consxstent with the t~.rterial Road PIan and the West
,~u"" ~ Tet`race Ne1alibarl~ood Plan. The remainder of A,ero Raad frvtn that ~r~ia~f eastward tv Thomas
~t Mallen ~tvad is not r~eeded bv ihe deVCl~eoment. From the extension vf Aero Rvad, access tr~ the
ould be v'ia site circulation roads built tv coun~ standards. The t~ero Itaad aGcess
velvnmcnt rh+
04\Y
ute should bc constructed at thc samc tirne as thc pr4ject's Fhase 1, so thax the tra~'ic talfrorn
at phase will not be routed circuitc~usly thraugh the development's ather phases ta reach the
erial system at Melaille Road.
i.
WcsiTcrcaccTS [lpdale Rcv 1299 doe 12I16149 EaCtf7 TECh p 13
~
I
~CIA
~ (197) 208 ~ 67 (79)
(N ° (141) 10E 90 (70)
c~ `J
cq cF)
CI4 n ~ cq
r I L 90
^ ^
(2~❑~y2~~ ~ ~ ~~g (1 i ~ 8) ~ ~
~
(D Hailet Rood
902
~v
~ CV N ~
r o
x
~
e
4
(73) 15 ~ 1 (3)
(Zfi) 30 ~ 18 (34) ~
Aero Road ,n
(51) 70 ~ ~ } ~ - E
Project ~
LQCOtivn
~ 0 r a
o
~ ~0 ~
QG ' a 1
i. -
a
2 y
~r
rr7
Rp¢d
CD f~ ~t *~11e`~y r--.~ c~ '
~ ~ ~
J
LO
(10) 0 Q lr01 l J ~ ~
~
(a) p 26 (2d} 10 7 38 (18)
e ~ (26) 11 26 (21}
(p) ❑ 0 (0)
CD ~ ~ Existing Traffic Vo1umes
0 't 0 West Terrace Traffic Study
Spokane, Washington
~r 0 -t- o
Leaend Figure 3
"
`
?(X~AM Peak (7• 00--8.40 except 7:45-8 45 0 SR904/rvlelvilie Rd)
~(%X) PM Peak (4• 15-5 15 except 4:45-5:45 @ 5R904/'Melville Rd) E{1 R 7 H~ T E C H ~
Ai
r Leaend
M B F Goadrich Plant
10 Jolt"s BaGkground Projects
~ Power Chevrolet A---..
. ►Nest Terrace 8usiness Ppr4c Thorpe Road go
! Jolt tlndustriol F'ark
~
a
v
0
~
a
2
Fifllle# RoQd
d ~Q~
~oa ~
~ekE
~eat,~al
~ Aero Rood a
.n CX
0
,n Q • f'~~~/~~ ~ v
0
Of E
a
V)
c`a R~ad
~ i
~ Project Lacafion
~
6
Sdver Lake ~ ■ 0
7
~ N
~
'r q
~ Q
[ 904
BackgrQUnd Projec'ts
West Terrace Traffic Study
Spakane, Washington
Figure 4
~ E A R T H @ _ N C H ~
RC26. i9
(496) Sfi 208 (218)
' CIO (350) 400 ~ 176 (259)
m CN ~0- to
~ L 9❑
(644) 284 ~ 222 (2 79) (111) 22 36 (49)
~
soz Hallet Road
p p
r`7
N p C3 °
v
o
L w
~
(37) 148 fl (0)
(6) 19 4(20) Aero Rvad o
o
(144) 272 o (o)
Pro ject ~
Location
n CD 0 a
E[ 7 ❑
r~y D
C] O CC ~
~ vv 0 -
0 .a
co
6~ ~
CV ~~n ~ ~
o ~
t~o 0 ~
~ g 1 o ~
(21) 14 J 0 (fl)
(D) Q C) (0) L
T ~
(41) 8 15 (2) (0) 0 12 (8)
(2) 1 2 (Z)
(D) p C]
E3ackground Traffic Growth
C) 0 0 West Terrace Trraffic Study
=--P..-..-. Spoltane, Washington
coo
Leaend Fmgure 5
xx AM Peok
\,JX7C) Plvl Peok E A R 7 H@ T E C H ~
"~C2§ ~i - _ - - - - - r' - ~ ~ ~
~
(666) 294 J ~ 275 (297)
(491) 506 265 (329)
cv na
cv cv U) Ln
L r 9❑
(894) 511 ~ 361 (397)
(186) 76 62 (60) ~
r-~
Lp 9Q~ Nnllet Road
P~
f- NN a
~
L o
v
(114) 165 1 (3)
(33) 51 23 (56) Aera Rood o
(198) 346 n
Prv ject ~
LACatiOrr
a» r
~
0
~ °
Ln ~
rn ;
LO
rn
~ Rq4d I
o ~ ~ ~
p a CD
-.011 L
I
(21) 14 2 (0)
(0) 4 0 (Q) L ~
(41) g 45 {24} (11) 7 52 (27)
_ ~ (29) 13 ~ 29 (24) Existing & Backgraund
(o) 0 o (0)
Q (D C) TraffiG Volumes
N ¢ T ~ ~ ~
Q~~ Wesf Terrace Trvffic 5tudy
5pokone, Washington
° ~ °
Leoend Figure fi
}(X AM Peok
\~'{x}f} PM Peak E A R T W@ `P E C H ~
w5T-4 rl,
/
(0) 0 86 (52)
o ° (135) 30 ~ 56 (50)
„00
o~ oc~
-J L eo
o~
(30) 12 ~ 29 (22) " c°'•, .
(0) 0 27 (28) "
Hallet Rood
000
000 o
'o
~ ~ ~
0
~
(0) 0 ~ c0 (0) ~
(66) 19 f 58 (42) 66 (43) ~
~ Aero Road v,
(98) 25 8 (1) ~ E
-
(76) 21 Pro ject ~
O N co M Locotion
~
co I o
1 ~
00 (10) 2 ._1' 0
j
0 B.F.G.
~ (19) 5~ o r~ )
00
tn -c- _ ^ l
. ~ pp LO
i-.
rn O ~
co C.0
c't Roo,d_
^ v ~
O v O
(66) 19
oc"j o
~ I (70) 21 ~
~ oo~
l' N
(O) O ~ ~ O (O) o o n
(p) p r- p (p) L
(p) p 19 (12) (p) p 99 (63)
~ t rr- (19) 8 --r 19 (12)
o(D co (o) o~ ~ o(o) Project Generated Traffic
Assuming Background Growth
CY) ' 00 Q West Terrace Traffic Study
°
v~' Spokane, Washington Leaend o 0 o Figure 7
XX AM Peak
\,,,,(XX) PM Peak E A R T H@ T e C H J
- - - - - - - - _ ~ _ _ . - - - - - _ _ i
''HC~~`• ^ ^ _ - ~ - - - - - - _ ~ \
/ N M (666) 294 361 (349)
~ v (626) 536 - 322 (379)
rn rn
N ~
N N ~ M
I ~ in ^ 90
(924) 523 390 (419)
(186) 76 89 (88) ~ ~
:
~
~ 902 Hailet Road
~ cD O
~
t - N N ~
0
o
~
~
(114) 165 J ~ 1 (3) 66 (43) °
(99) 70 81 (98) Aero Road H
(296) 371 9 (2) o (76) 21 ► o
Pro ject -C
tn oto oor) Location
~ 0
`O
rn 0
(10) 0- ~
B.F.G.
~
~ (19) o~~ ~ o ~
M
'S.
r.
o J
-1 ~ 00
to d' _ r- 1
~ 00 to v
n n~ ~
M M p (D
~ N
°0 cD Rood ~
N v.-.
o ~\e (66) 19
~ -
I (70) 21 ~
° ~ ~
(21) 14 2 (0) o
(p) p 0 (0) L
(41) 8 64 (36) (11) 7 151 (90
~ ~ (48) 21 48 (36) .
(0) 0 ~ -0 (0)
~ ~ N Buildout Traffic Volumes (2003)
(.0 o~ o West Terrace Traffic Study
~N~ Spokane, Washington
Un o ~ o
Leaend Figure 8
XX AM Peak
\,,(XX) PM Peak E A R T H` T E C H /
5T-TE U I
/ ~
(0) 0 109 (56)
~
~ (164) 37 56 (50)
o v ~ ~
LO
O N p cp
~ 90
(30) 12 + 29 (22) ~ ca'v
J
(0) 0 27 (28)
. 902 Hollet Rood
000
1-1.i._.
000 ~
0
~ ~
~ + o
(0) o ~ 0 (0) 66 (43) °
(76) 21 --o- 66 (43) nero Road o
(117) 32 8 (1) ~rn (76) 21 o
~ " Project ~
Locotion
rnoo . orl) °
(3) o
J
~o o (0) 00
n B.F.G.
4LD v
(o) o --j- T .2 ~
T M
pp (
O 4m
m UO v
~
O M I ~
cD ~J I
00 ~
cv Rood ~
v
o ~ o ~~~e ~ (66) 19
o No
I L (70) 21 ~
oo~
(0) 0 J Co (0) 00 'o
(p) p -.4- p (0) J + L
(p) p 19 (12) (p) p 99 (63)
(19) 8 --4-19 (12)
o~~ (o) o ~ o(o) Pro ject Generated Traffic
Assuming No Background Growth
~ 0) I--, West Terrace Traffic Study
N" 000
Spokane, Washington
000
LeQend Figure 9
XX AM Peok
\,_(XX) PM Peok E A R T H@ T E C H ~
rRcz ~ . - - - - - - - - -
N o (197) 208 J ~ 176 (135)
v ~ (305) 143 = 146 (120)
o
N p
N - r7 Op
J L r- N 90
i-.
(280) 239 168 (140) (N CN
(75) 54 53 (39)
0
C'j 902 Hallet Road
~ cfl O
t.(') N N ~
0
L o
v
(73) 16 J ~ 1 (3)
(102) 51 84 (77) ~
(168) 102 1 (1 ~ Aero Rood o
E
Project ~
oo- Location
CY) 10
o
O 0
o 0
~
~
Rood
0 e
o ~ o
~ ~e~'~
J + L (D~v
co o ~
((p) ~ p 0 (0) ~ L
1
(p) p 45 (32) (10) 7 137 (81 •
~ (45) 19 --a- 45 (33) Existin + Development Only
(o) o o (a) 9
Traffic Volumes
o
N o~ o West Terrace Traffic Study
Spokane, Woshington
~r o 't o
Leaend Figure 10
XX AM Peok (7:00-8:00 except 7:45-8.45 @ SR904/Melville Rd)
\,,,(XX) PM Peok (4:15-5:15 except 4:45-5:45 @ SR904/Melviile Rd) E A R T H@ T E C H - ~
1 2 - - - - - T ~ - - ~ ~ - = ~ ~
l
Thorpe Rvad gp
~ i
v
a
a
~
v
ti
D
a
~
~ ~ k~oliet Road
~oa~
~~ke
1
Mea'c~
~
Aero Road a
n
❑ o
;E
0
E° o
rn
~n
a
° u gond
~
~ Praject Location J
~
0
5ilver Loke • °
ar
c
(9aa') a
Vlcinity Map
West Terroce 7raffic Study
Spokane, Washingtorr
0 Intersections Under Analysus Figure 1
E A R 7 H@ T E C H ~
` -
wi 1~~ - • ' ~r- - .,t- ~ ~ ~
PHA5ING PLAN 1;--~_ n_ _ ; - , ; ~ -
WEV ~ CE } '~~Y,w n . i a r ~ ~ ' r
~ H N a % » 2 ~
MAY, 1999 ;
i
A P4RTIOH QF SCCRtOHS i!t FB. ° J~f . f ~ ~ r' r
T pY1H5HIP 24 NfSRTH, RRHGE 42 FhST, W,fi
SP4KAH£ CQllHT1F, MlASMlNGTON
OWNER/APPLICAHT NlEST TERRACE JS31Ni VENTURE `
E r-~ , ;
_ , .
~ ~~=P
e
~Y
1 r
• ,r ,IP` r~*v
CIL
PRtlI[CT DtiL
.~,wow w+~ wK+t i. iaee~ wn in e 'in r` x~W ~o*iK ~a "°~'~'4• ° _ ~ 'n v. L~ f
' ~y ~T'~`. , ~ ` ~~Stpi~~~ . w.at s iPf° i~ im w ,e ~ # ~w Ita • • ' - - 1 { S ♦ ' .
.~..x . ~ Mii . .c 'Ke °~`'f.°
w ` ' ~'•yi • • ~ j ] 1 4' ~ i J ` P
'KN+4 s • • ` 41 If/~' V r , ~T =F~ ~ y n ' F..~. ~
m~~. `n va~a~~ p ff~ fo[ ~da~ WA la~ 4MV~ t I~ i~~ ,F~ ~n a ~
xr {11rv__
f.,, n
f e1 c ~ ~ 0 j ~ J F ~ A ~ ~ H • ~ / /
• xs J rr~, ~ ~ ''°7 ~ ~
~ ~ , , ~ ,
m
~a$ ~ n ° n a' r s, ° s'~ ■ a ~0 s ~~Q~~ •-i~~.~ e •}'?ti.'~_-
p_ry__r~
V r~'2 ~ 14 ~
C7 C=~ L_J C_D Sr ' ~ ' ``i 'a • ~ p t r
-L ;
La-j'
a !r_~
~ TS L
l~~ i ~ 1 •
- - - - - - -
~ . r-
e-
I r"
sy ~
nR I ~ " ~ s ~ r ~ ~ .
~
ce
~ -•i " -
Site Plan
West Terrace Traffic Study
Spokane, Woshington
Figure 2
I ~ E a R r H~ r E c FI ~
I
i
r
I
i
~ Appendix
I
.
~
WcstTcrraccTS Updatc Rcv 1299.doc
i
V
~
~ -
~
1
~
Existing 'I'xaffYC Caunts
1 ~
i ,
~
~
I
i
!
~
~
;
WcstTeeraceTS Updase Rcv 1249.doe
(
i
1
_ . 4I
. • ~
Traffic Volume Analysis [~1-90 at '~edical Lake R~aac~
South vf Freeway (interchange #272)
a i.
Authar: Kevin L. 5tuss,.E.I.T
E" ~r
F Date : Tra~fic vo{ume fc~r May 5,1999 , 0
~ Each number listed represents a single vehicle.
A.M. Ti me P e rivd
t Lacatian of TraKic 9bservation Time Left 7urn Thru R'sght Tataf ,
I-90'.Last 6oursd {]fframp , 7:00 to 7:15 12 0 5 ~4~
' 7':'l5 to 7:30' 19 0 .
7:3(] to 7:4 a 22 0 0 22 '
7:45 to 8.00 20 0 3 23
. a 8:00 to 8:15 19 a 1 20 ~
• 8:15 to 6:30 12 4 4 16
8:30 to 8:45 14 0 2 16
• 8.45ta9:00 fl '1.L a
~ ~~I
9 ' -
Yiane Left Turn Thru Ftight 7o#a!
5auih Baund From Medical Lake 7:00 to 7:15 53 29 0 82 ~
7:15 to 7:3(] 46 15 O 61
e ~
7:30 to 7:45 71 28 - 0 99
7:45 to 8:00 38~----_.---- 34-_----m- 0 72
~ --8:00 to 8:15 34 30 d 64
' 8:15 to 8:30 35 20 0 55
8:30 to $:45 26 16 Q 42
8°45 to 9:00' 21 22 , ~ 0 4311
Q~~ D
~
Tirne Left Turn Thru Right Total
North Bound vver 1-90 ~7:00 to a:'i 5 Q 30 15 45
7:15 to 7.30 0 23 99 42 ►:3[J to 7.45 D 22 10 32 ,
7:45 to 8:00 0 '15 23 38
---~j 5 14
_ ~'15 to 8:30 0 10 • 12 22
- 8:30 to 8:45 0 12 F 18
8.45 to 9:00 D 15 10 25
~ • 0,1~ 0, D
1
,
. ~
4 ~
~ ~ r~ua~ r,r rrro~[cr ;
i
4 AU nnnNrs ~ csa~r~~t. inc.
sp.n..... v. so:9~-raox [u.tl Page 9
V [~1 741 -ecva 1°as leoa) 7-r-eoia 6a DY 11c0l NO
~x nr
~
~
'Traffic Votume Anajysis r I-90 at Medieal Lake Road
South of Freeway (inYerchange #272)
Author : Kevin L. Stsass,-F.1.T
i ❑ate : Traffic voiume (ar may 5, 9999
. Each rrumber listed represents asingle vehicle.
P.M. Time Periad
_ Lacatior~ of Traffic Ol~servatinr~ Tirne Left Turn Th~ru Ri~ht T1O$I
I-90 East Bound Of€rarr~p 4:~D tD 4:15 'I4 1 4 ~6
4:15 to ~4:3C1 1 ' 4:30 to 4:45 19 0 4 23
- 4•45 to 5:(]0 24 1 3 28
, , t • L4 71 5:00 to 5:15 18 7 2 ~27 `
~
~ 5:15 to 5:30 `i0 1
1 • 5:34 to 5:45 27 0 3 30
5•45 to 6:(}0 13 ~ 1,31 15 • ~ q
~
I a ~
`Time Left um Thru Fight Tatal .
South Bound Frvm Medical Lake 4:00 to 4:15 _ D 26 21 47
~ 4:15 to 4:30 fl 36 . 59
i 4.30 to 4:45 0 34 50 ~4
4:45 to 5:C1D 0 38 50 88
5:(3fl to 5:15 0 33 38 71
L- 5:15 to 5.30 0 24 38 62
5:30 to 5:45 (l i 8 38 56
" 5:45 to 6:00 0 25 27 52
a , ,J~ Q.~~ 0 .
~ Tirne Left Turn Thru Right Totai
North Bound vver 1-90 4.00 to 4,15 0 23 33 54 / ~
4:15 to 4:30 ^ 0 17 ~ 20 37
' 4:30 to 4:45 0 21 14 35
16 14 30
'
i ; 4:45 to 5:00 ~ ,
S:Da to 5•150 '16 31 47 5•15 to 5:30 22 33
5:30 to 5:45 Cl 13 16 29
5.45 to 6100 0 38 15 33
~ ~ ~ t~ ~
~ .
r ~g ti
/ •
~
~ ~ti 't
~ T" MAF1E OF i'FIOJCLI. 9 ,r .
~ ATBM1XiS 6. CLhY2h. iNC. -
n
IT=A 1F.[h frr. age C 6V•xn. Y.. ovac°lxox 0'll - T
I ~J09] Y-600 1A% j5n0~ R11-6Y] nn n~ ,TOff0 ~ '
' - - ~`a
' Traffic Vvlurhe Anal si For 1-90 at I~edica~ake F~aad
N~arth of Freeway, SaLa~ test of Texaco (Interchange #272)
, Author : Kevin L. Stuss, E.f.T 00
❑ate : Traffic volume f4[ May 5, 1999
' Each number listed reRresents a singfe vehic4e.
A. M. 7 i rn e Pe r i a d
Loc-4tlon of Traffic Qbservation,, 7ime Left Turn `fhru Right TotaC
1-90 West 8ound OYf~mp '"7:00 to l:'~ 5 ~3 0 55 78 ~
• ~49 7:15 to 7:30 T Q 54 61
7:30 to 7:45 21 0 43 64 ~
' - 7:45 to 8:{]0 28 a 68 96 ~
' - . 8;00 to 8:1 5 " -'19~__~ 23 42
8:15 to 8:30 • 13 4 38 51
' 8'30 to 8:45 18 0 27 45
t- 8:45 to 9:0010 D 23 33
~ A
. 0,1 016
Time Left 7urn Thru Right Tota1
5outh 8ound Frorff Medical Lake ~ 7:00 to 7:15 0 59 9 68 r~ 7:15 to 7:30 0 48 8 56
7:30 to 7:45 76 ,22 98
7:45 to 8:00 D 44 15 59
B:OC} to 8:1 5 0 44 11 55
, 8: 15 to 8:30 D 38 11 49
' 8.30 to 8:45 0 28 16 44
8:45 to 9.00 0 26 13 39 ,
~.61
Time Left Turn Thru Right Tolaf 43
C]aer I-90 Fresway, Nnrth Svund 7:00 to 7.1 5 7 36 ~ r'{
0° 7:'S 5ta 7:30 3- 38
7:34 to 7:45 9 35 D 44 ~
7:45 to 8:00 7 30 0 37
~ 8.40 to 8:15 29 o 30
8-15 to 8:30 2 18 0 20
,
8:30 to 8:45 5 22 0 27
i 8:45 to 9.00 5 17 (l 23
i 0 ~i 0.14
,
~
1 ,
~ Y HrMr oF f=rzQJEcr l .
nnnrss & cLaRh, xr+C Page 'f
7E0 Y V-1 Lh Aef ;
FAanf. 1s C1196-I7P]
FaT [ev9} i7-o9i] ~DN 6T {I"ZOJ !t0 ^ ~ ~
~
Traffic Volume Analys9s Far I-90 at MediGal Lake Raad
North of Freeway, 5outhwest of Texaca (fntercharrge #272)
~
_ Author : t(evin L. 5tuss; E.i.T
Date : Tratfic vo4ume foE May 5, 1999 Each number listed relpresents a single Vehicle.
P.M. 7ime Peri4d
f_ Location af Traffic Observat9ari Time Left 7urn Thru Righi Tatal
I-W West Bound OTframp 4:00 to 4:15 8 0 38 46
' 4:15 to 4:30 14 4 46 61
4.30 to 4:45 19 0 37 5c
4:45 to 5:00 17 5 40 62
+ , i:Of] to 5:9 5 20 0 ~ 44 64
j ' S:'t S to 5:3C~ 11 56 68
' 5:30 to 5:45 13 0 37 50
{ • 5:45 to 6.00 15 2 47 64 '
l ~ • , D.39
° - _ Time Left Tum 7hru Right Tota1 .
5auth Bound Fram Medical Lake 4:00 to 4:15 0 43 17 69
, 4:15 to 4:30 - 0 68 17~
4:30 to 4:45 f] 64 18 82
4:45 to 5:00 0 66 23 89
S:OD to 5: 15 0 52 17 E9
5:1r to 5:30 44. 14 ~ 5$ -
5:30 to 5.45 0 39 15 54
5:45 to 6:00 0 37 7 ~ 44
a•~~ 'D (sr 0-11
Time Left Turra Thru REght Tota1
Dver 1-90 Freeway, Nvrth Bound 4:00 to 4:15 7 30 0 37 -
- 4.15 to 4.30 ' . ~ 22 _ Q -----24
4:30 to 4:45 4 36 40
4:45 t0 5:00 9 34 0 35
` 5:[]0 to 5.15 4 26 0 30 ra':'f5 tD'5:30 - ..8 - _ _ Q_- _ 2~~ -
5:30 to 5;45 2 34 0 36
5:45 to 6:00 3 24 0 27
~ ~ p-~S~ ~ •8f ~y dl ,
% ' ] yCl
i '
i ~ PrM1l; f1t Pf~OJFCi. .
AC AflADiS ~z CLARSC, 11dC. Ca ,
T6x Pa❑e'1
SPL.n.. f. YixQi-I {E+.1L " • ~
I (aA97 T'+-oOD fx f4ua) YsY°oe3 OH RY _
LY, IlY'
I'nll n Y~..~
~
I 7raffic Valume Analysis F r 1-90 at Medical Lake aad
'5outh of Fre'eway Intercha e#272, 1Nestbow at Aero
r
~ Author : Kevin L. Stusg, E.l.T ~ ~ g•'
❑ate : TrafFic volurne f6r May 5, 1999 -7. ~ .
Each nurnber Gstsd represents a siragle vehicle.
A.M. Time Perivd
! Location of Traffic Observation Time Left Turrt Thru Right Tvfal
- 1 9
'Wes~t 8ound Fresm West6ow 'R 7:00 to 7:15 D 1 18 _
- 7:15to7:30 1 1
Z7 7:30 to 7:45 1 d 10 11
7:45 to 8.00 o o r 7
8•00 to 8:15 a D 5 5
' - ' 8:15 to 8:30 ' a 2 T 9
• 8:30 to 8:45 0 1 7 ~
$:45 to 9:00 U 1 4
CE" o
~
Tirs-ie Lsft Turn `1`heu Right Tgtal
East 6ound Fram wstbow 7:0[] to 7,15 24 0 1 ~ 5
7:15 to 7:30 20 0 0
1:30 3a 7:45 '69 a .
7:45 #o S:flO 28 0 0
~ 8:00 to 8:15 14 --0 3
~
8:15 to 8:30 15 4 a
8:30 to 8-45 s o 0
~
8.45 to 9:00 15 0 0
f
Time Le#t Tracn Thru Right iotal
Qver 1-9{} Freeway, South Bound 7:00 to 7:15 2 9 24 35
Fram Medical Lake {Asro} 7:15 to 7:30 6 6 14 26 ~
' 7:3[] to 7:45 5 10 12 27 ~
~
7:45 to 8:100 3 5 20 28
•
40 ,
8.00 to $:15 ~ 10 12 Is
8:15 to 8:30 4 7 12 23
8:30 to 8:45 3 4 9 '{B
i $•45 to9:aQ 3 7q~ 014gg 24 ,
i ~p' Time Left Turn Thru Right Total
North Bound fram Aera 7:00 to 7.15 0 6 0 6~
7.15to7:30 Q 7 0 7 7:30 to 7:45 fl 4 0 4
' 7:45 to 8:04 1 1 1 3 .
i 5:00 to 8.15 0 3 2 v5 ' 8.15 to 8'30 0 2 0 2 8:30 to 8;45 0 3 0 3
I 2 ;
; 8.45 to 9:00 0 2 0
- 0
~ NM1E QF f'ROJECt
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~ I ,
1; , ♦ ~C Traffic Volume AnalY$is For I-90 at Medical Lake Road
Svuth vf FrQ eway Interchange ##272, Westbow at Aero
Author : Kevirr L. Stuss; E.1.T ~f
G Qate : TrafFic vofume for May 5, 1999
! • Each number listed cearesents a single aehicle. ,
. P.M. Tirne ~erind
- 'Lacition of Tra4fic ❑bservativn Time Left Turn Thru Right T~~ 1 ,
We~f Baund From Westbow 4:00 to 4:i 5 ~ _ _ -o ia - - -
. . 4:15 kg 4:30 ~ -a 3 f 1~;
4•30 to +~:45 0 3 9
E
• \ ^ 4:45 to 5:00 f] 1 v 16:
. . G' 5.00 to 5:15 ' 0 2 3 ~ 5,
f ° 5:15 to 5:30 p 1 1
' -'5:30 to 5:45 0 0 1 ~
' 5.45 to 6:00 0 0 ~4 4
Time Left 7urn Thru Right Total
East 6aund From Westb❑w _ 4:00 to 4:i 5 _ 3$ 2 . 1 _ _ ~ ~
~ +~:i 5 #a 4:30 0 , -p
4:30 to 4:45 21 9 4
1 `1 ~ f ~ J
~
- 1~~"~' '•`r 4:45 to 5:00 18
5:00 to 5:1 5 29 1 0
5-15 to 5:30 ---v 17 0 0
l ~
5•30 to 5:45' 16 0 0 .
~ ~ 1 ,
5.45 to 6:00 16 o 0
t
TEme Left Turn Thru Right j Tatal
O^ver I-90 Freeway, Sauth Sound 4:00 to 4:15 Y 17 2 -y- - 6 25
From Medica1 Lake (Aero) 4.15 to 4.30 38 4 15~ -37
4:30 t[3 4:45 18 11 11 40 ,
4:45 to 5:00 19 4 14 37 '
. ,
~ 5:00 to 5:15 18 7 11 . 36
5.15 to 5:30 73 2 11 26
5.30 to 5.45 21 4 G 31
, 5:45 to 6.0017 2 4 23 d o
Tirrse Left Turn Thru R'sght Total North Sourrd fram Aera 4:00 to 4:95 f] 12 fl 12'~ 4.15 to 4:30 1 8 0 ~
' 4:30 to 4:45 Q 9 1 10 '
4:45 to 5:04 0 9 i} 9
' S Oa to 5' i 5 0 ~ 2 14 . r
5:15 to 5:30 0
5:30 to 5:45 0 5 0 6 {
5.45 to 5 00 0 10 0 10
~
~,u~r ar rrro~rcr-
~ kT71iAiS dt C1.ARK. 7hkL F i
rxae r r+.n ~
cR.., x.. os:o<-roa ora~ ' p2oE 6
iypqj 1fT-iQOFFi Rfi99r lli/l7 oa f~ '~0r~ •
-
.
+ Traffic Volu' e AnalYsis Ha~ . ord Rvad at ~~ifle '~Qad ~ ,
Svuth of Freeway Interchange #272
Author : Kevin L. Stus's, E.1.T
Date : Traf#'ic volurrie ior May 6, 1999 o~
' Each nurnber listed represents a single vehicie. .
- -
- • ►4.M. Tim e Pe r i o d
~ Lo~ itsri ofTraffic Obseryati❑ri Time Le#tTum Thnu Righk Tatal
~ s`t BQUnd Fram hhhelville 7:0[} to 7.15 4 2 0 2
7:15 to 7:30 Z 2 [l 4
7:30 to 7:45 1 4 0 5
~ 7:45 to 8:OC1 4 3 0 7
i~ ~ 8:00 to 8:15 1 4 0 'k
8:15 to 8:30 1 5 a 6
8:30 to 8:45 3 7 0 10
8:45 to 9:00 1 10 Q 11
; >~Zund Time Left Turn Thru E~tight Total Frarr~ Melville 7:[10 to 7:15 0 5 8 13
7:151D 7:3(] 0 7 '15 22
7:30 to 7:45 0 91 , 5 16
7:45 to 8:00 0 3 10 13
- 8:00 to 8:15 0 7 10- -`-1 7j-
8:1 a to 8:30 0 2 5 `T
8.30 to 8:45 0 i 1 2
` 8:45 to 9:00 4 3 5 8
i 0 5 (A 0•
Time Left Turn 3hru Right Total
, Sau4h Bvund from I-90 Freeway 7:00 to 7:15 5 0 2 7
~ 7:15to7:30 3 0 2 5
7:30 to 7:45 4 0 0 4
7:45 t0 8.[}0 3, 0 2 5
~ 8:00 to 8:15T 4 0 1 5 .
8:15 iv 8.30 4 0 . 2 fi
8.30 to 8:45 3 0 4 7
8:45 to 9'00 7 8 3 10
5
1 . . a
Time Le## Tum Thru FZigh1 Total Norfh BQUnd fram HayFflrd 7:00 to 7:15 0 0 (l 0
7: i 5 to 7:30 0 1 f] 1
T_30 to 7:45 0 1 Ll 1
7:45 to 8'00 0 2 _ ...~-0 - - 2 .
; - 8:00 to 8:15 Q 0 D~ 0 ~ .
• 8: 15 to 8•30 0 a 0 0
i 8:30 to 8:45 a 0 0 0 ;
~ 8:45 to 9,0[} 0 Q Cf 0 9
~ h p 5 ,
I ,
4
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4 ~ ADAMS 1L• GSAnf:, INc. Page 9
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'Traffic,VoI~ame ~4nalysis fvar l~aqford Ro~►d at 1VI~ v~illeRoad
' ,,5vu#h vf Freeway 1 nterchange #272
Author : Kevin L. StusS,E.f.T
bate : Traffic aolume (ar May fi, 1999 4. 1; - r ~
Each nurnber listed represents a sing9e vehicle.
Time P erivd
l,ocAtian a# Traffic Observatian Time Left Tum Thru Ftsght T~af
~f~ound 'From Melville 4:00 to 4:15 0 3 Q
~ ~ • 4.15 to 4:30 2 T 0 J
4:30 to 4:45 3• 5 0 8
, 4:45 to 5:00 3 8 4 11
5:00 to 5:15 2° 6 0 _
~ . -
j ; . 5: 15 to 5:30 - 1 5 0 6
-
5:30 to 5;45 4 3 a T
" 5:45 to 6.00 2 11 Q 139,7
, 31 0.~( m ~
-
Time Left 7um Thru Right 7rtta1
3 4 7 Sound From Melville 4:00 #a 4:9 5 0 _ . 8
; 4.15 to 4:30 ~U .
~ 4 30 to 4:45 0 6 7 13~ -
- 4.45 to 5'00 Q 3 .4 T'
5:00 to 5:9 5 ~ '7 4 ~ 1 ~
5•15 to 5:30 --0__.--------Y-~ 8
5:30 t0 5:45 Q T 6 13
5:45 to 6:00 4 2 5 .
O . a • ~ ~ C] •
Tims Left Turn Thru Righ# 7otal
' -
' South Bound fram 1-90 Frseway 4:00 to 4:15 _ 2 1 - 17 .
- ~
4.15 to 4:3C1 7 0 4 ~ 0 7
• 4:30 to 4:45 15 0 1 16 .
4:45 to 5:00' 8 0 3 11 .
t .
i ~ 5.00tv 5:15 13 9 . 2 16
5:15 to 5,30 7 0 1 s J
5:30 to 5:45' 10 o 2 12
5'45 to 5:00 9 1 2 12~ r~
. o.~ ~ .
T'sme Left Turn Thru Right Total .
I North Baund from Hayfard 4.00 to 4:1 5 D 0 d 0
^ 4I:1 5 to 4•30 0 0 0 t}
• 4:30 to 4:45 0 3 0 3 '
4:45 to 5.00 0 1 0 1 ' 5.(}0 to 5 15 0 0 ~ 0 U
5:15 to 5-30_ o a o o ,
f 5;30 to 5:45 0 0 d 0 '
E
i 5'45 t0 6:00 0 0 0 0
~
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l7ah fr 1`.nsfi +ri. YualE Page 1 °
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TraffiG _VaLu~ne Analysis For I-90 at Cheney/Four Lakes
: South of Freeway, (Interchange #270) Aufhor : Kevin L. Stus~, E.I.T ' Date : Traffic volume',for. May 6, 1999 L,cS
Each number listed represents a single vehicle. A.M. T i m e P e r i o d
~ .
~ Lodation of Traffic Observation : Time Left Turn Thru Right Total
Nohhbound to I-90 From Cheney 7:00 to 7:15' 0 103 6 109 j
7:15 to 7:30 0 118 2 120 ,
' 7:30 to 7:45 0 120 3 123
. 7:45 to 8:00 0 ~ 130 ~ 3 ~ 133
8:00 to 8:15 • 0 96 1 97 -
8:15 to 8:30 0 104 7 171 ' 8:30 to 8:45 0 103 5 108 .
8:45 to 9:00 0 76 4 80
Time Left Turn Thru Right Total
Southbound from 1-90 7:00 to 7:15 0 93 0 93
7:15 to 7:30 0 118 . 0 118
7:30 to 7:45 1 240 0 241
' ~ 7:45 to 8:00 0 217 - - 0-- ----217
, 8:00 to 8:15 0 131 0 131
' 8:15 to 8:30 0 136 0 136
8:30 to 8:45 4 270 0 274
8:45 to 9:00 1 176
' . ' .
Time Left Turn Thru Right Tofal .
' und from Melville Road 7:00 to 7:15 8 0 1 9 7:15 to 7:30 10 0 0 10 ~
7:30 to 7:45 8 0 0 8
- - - •
7:45 to 8:00 10 0 2 12
8:00 to 8:15 8 0 0 8 8:15to8:30 2 0 0 2
, 8:30 to 8:45 • 6 0 0 6
8:45 to 9:00 6 __.O. . . ---0-ry ~•_.------6._-----
~
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17i0 Y. /-IL A- '
j 6,..... Y.. 09104-170= Page 1
(l09I i7-1600 7AY (609) 741-0913 oR or
CY, IIY: , I.TqI 110
1 ~ Y ~
' Llysis Traffic Volume For 17-90 at Cheney/Four Lakes ,
'South of Freeway, (Interchange-#270) Author : Kevin L. Stuss, E.I.T
- Date : Traffic volume for May 6, 1999
. • Each number listed represents a single vehicle.
P.M. T i m e P e r i o d
' . .
i Location of Traffic Observation Time Left Turn Thru Right Total .
Northbound to I-90 From Cheney ' 4:00 to 4:15 0 104 2 106
' 4:15 to 4:30 0 125 0 125 , _4:30 to 4:45 0 121 5 126~
. 4:45 to 5:00 0 96 5, 101 `
5:00 to 5:15 0 109 . 1 110 . . 5:9 5 to 530 0 128 11 139
5:30 to 5:45 0 i 14 6 120 ~ 5:45 fo 6:00 0 81 5 86 .
0.87 D52
Time Left Tum Thru Right Total
Southbound from I-90 4:00 to 4:15 1 130 0 131
i 4:15 to 4:30 1 125 0 126
' 4:30 to 4:45 2 129 • 0 131
4:45 to 5:00 0 - 108 4 0 108)
5:00 to 5:15 3 136 0 139 .
5:15 to 5:30 0 152 0 152 _ 5:30 to 5:45 __3-- _~143 0 146)
~ 5:45 to 6:00 0 107 ~ 0~ 107
- ~ 5 D•8~ .
Time Left Turn Thru Right Total
Easib6b-nd from Melville Road 4:00 to 4:15 3 0 0 3
4:15 to 4:30 3 0 0 3
4:30 to 4:45 6 0 0 6
4:45 to 5:00 30 0 3
5:00 to5:15 5 0 0 5`t
5:15 to 5:30 6 0 0 6
; 5:30 to 5:45 6 0 0 6 ;
5:45 to 6:00 3 0 0 3
0.
.
,
~
~ . ,
.
~
AUAMS CLARI:, INC. wuL~c~- 1176[cr.
,F10 Y leurlh b- ~ Page 1
ALC Fy.t.n.. 1. 99204-17o2
(009) 747-4500 fAL (009) Y47-0917 ON OY. {I~^C✓. OY II'l0J It0 ~
♦ _ l
~
'I 1
' 0.95
0.9 r `
085 ~
~ •
0.8 `
s ❑.75
(].7 ~
0.65 i Moming Peak Hour Factors
~ 0.6 for Intersection Turning Movernents ~
055 ~ near West Terrace QeVelopment
0.5
~ a 700 200 300 aoo 500 soo 700 soo
' Hourly Yalume
0
; 1 ~
0.95 - ~ •
• ~
~ 0.8
♦
i . 0.85 - -
4 ♦ •
0.8
~ a [}.75
~ 0.7 I •
0.65 i ~ AftemAOn Peak Hour Factars -
~ 0.6 far interseotion Tuming MoVements -
fl,55_1 near West Terrace De►►elopment
- 0 5
I a 100 200 300 400 500 600 700 SDO
I
Woutly Vnlume
~
~
I
i
1
0•9 i
0.8 0.7
i~ ♦
♦ +
0.6 U.
x 0,5 I . . ~ ~
a '
04 ~
0.3 ~ -
Peak Hour Factors (AM & F'M)
0.2 fvr Low-ValumeTurning Mavemer+#s -
~
0.1 I ~ near West 7errace Develapment -
a, . . , . ,
0 5 10 15 20 25 30
HourEy Valume
■
PkHrFectura xls Eart,h Tech iVM9
f
~
{
~
Hayfard Rd. l MelVille Rd.
Ca,paciiy Analysis
~ - -
f
6
f-
~
i
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k
WestTcrraceTS ilpdate Rcv 1249.dor.
I
i
HGS: Unsignalized Intersection Release 3.1
TWD-WAY STOP CONTROL(TWSC) ANALYSZS
Analyst: LINI7A SALi3AH
Tnteraection: IiAYFQFtD RDIMELVILLE RI]
Count Date: 1999
~ Time Pexi9d: AM PI{ HR
2ntersectican Orientation: East-West Majvr SY.
i -
!i Vehicle Vvlume Data:
{ -
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 7 11 0 D 26 38 D 4 0 15 0 6
HFR: 1€ 16 Q 0 44 50 0 8 0 20 0 8
PHF: 0.44 0.68 0.90 0.90 0.59 4.63 0.50 0.50 0.90 0.75 0.90 (}.75
~ PHV; 0.00 0.00 0.00 0.00 0.00 0.00 [].40 0.00 0.00 0.00 0.00 0.00
I ------------Y----------------___----------------_--_--_-----------°----------------__--__---------
~ Pe[3estrian Volume Data:
I
MovemenGs :
Flow:
~ Lane width:
Walk speeei:
Slvckage:
loedian Type: None
# of ❑ehieles: 0
~ Flared approach Nlvvements:
~
~
# of vehicles: Northbvund 0
, # af vehicles : Sauthbaund 0
Lane usage far movements 1,263 approach: ~
Lane I Lane 2 Lane 3
L T R F, T R L T R
x y y tv rr N N rr N
Channeli.xed: N
Grade: 0.00
Lane usage fivr mvvements 4,5&6 appraach:
Lane 1 Lane Z Lane 3
L T R L T R I, T R
,
~ Y Y Y Rl N N N N i+l
Channelixed: N
Grade: 0.00
ane usage for mavements 7.8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
-----°°___°----------------w---------------------__-MW--------___------------__d--------------
y y Y N N N N N N
Channelized: N
Grade: 0.00
- Lane usage for movements 10,11&12 agprvach;
Lane 1 Lane 2 Lane 3
' L T R L T R L T R
I -----------»_-------------T------------------_----------------^------------_°--------------°^--
~ Y Y Y N N N N N N
Channelazed: N
i Grade: 0.00
r
~ Data for Camputing Effect vf Delay tv Major 5treet Vehicles:
---rr-_----------___
Easfbvund Westbound
Shared ln volume, major th vehicles: 11 26
f 5hared ln volurne, major xti vehicles: 0 38
~ Sat flvw rate, ma7ar th vehicle5: 1700 1740
5at flow rate, ma]or rt vehicles: 1700 1700
i Number of majar street through lanes: 1 Z
I
_ Length of study period, hrs: 1.00
~ _____------------a-_----------------r_---------------°_--------_--_------------__-------------
f
Wprksheet 9 Critzcal Gap and Follaw-up time calculation.
~ Critxcal Gap Calcuiations:
~ Mqwement 1 4 7 8 9 10 11 12
t c,base---------4.1 4.1 7.1 5.5 6.2 7.1 6.5 5.2
t c.hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hu 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 4.00 0.00 0.00 8.00 0.00 0.00
e 3,it 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
rG
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 5.5 6.2
Fo11aw Ldp Time Caleulations:
Mavement 1 4 7 8 9 10 li 12
t f,base 2.2 2.2 3.5 9.0 3.3 3.5 4.0 3.3
t f.HV 0.9 0.9 4.9 0.9 0.9 0.9 o.9 0.9
P hv 0.00 0.00 0.00 0.40 0.00 0.00 0.00 0.00
t f 2.2 2.2 3,5 4.0 3.3 3.5 4.0 3.3
~ Worksheet 6 Impedance and capacity equat.ions
~tep 1: RT frrm Minor 5t. 9 12
.
I
I
r
~ -------------_--------------rwo-------------YP-----------------»^_-------------W--------------m
` onflictzng Flvws 16 74
Dtential Capacity 1069 993
redestrian Impedance Factor 1.00 1.00
Movement Capacity 1069 993
' Probability of Qusue free St. 1.00 0.99
I
5tep 2. LT from Ma]or St. 4 1
~ --_----------------w---------------__--------------------_°_---------_-A-----------------_-----
Conflicting Flows 16 104
• Fotential Capacity 1614 1500
i Pedestrian Impedance Factor 1.04 1.00
~ Movement Capacity 1614 1500
Probability af Queue free St. 1.00 0.99
Ma7. L Shared ln. Prvb. ¢ueue Free St. 1_40____ _0_99__-
Step 3: TH £rom Minor St. g 11
r ---_-r--------------°__-------------g°_----------------_-_-----------_-°------------°_4
i ~
Conflzctinq Flows 152 122
' Potential Capacity 743 772
Pedestrian zmpedance Factor 1•00 1•00
Cap. Adj. factor due to Zmpeding mvmnt 0.99 0.99
~ Movement Capacity 735 764
~ ProbabiliYy of Queue free St. 0.99 1.00
Stiep 4: LT frvm Minor 5t. 7 10
Conflicting Flaws 126 126
, otential Capacity 852 852
edestrian Impedance Factvr 1.00 1.00
Ma7. L, Min T Impedance factvr 0.99 0.98
Maj. L, Min T Adj. imp Factor. 0.99 0.98
~ Cap. Adj, factor due ta Impedxng mvmrit 0.98 0.98
i Movement Capacity $3$ 838
f
i
! Wvrksheet S Shared Lane Calculations
' Shared Lane Calculations
Mavement 7 8 9 14 11 12
~__---___r____ EI I
I II I
a II I
w(vpr,) n e a zo o a
Movement Capacity 838 735 1063 839 764 993
Shared Lane Capacity 735 $77
Wvrksheet 10 c3elay,queue Iength, and LOS
Movetsienti 1 4 7 8 9 10 ii 12
' 1---------------------II----------------__--9
i II !
I II I
vtYphy 1s 8 2e
C m{vph} 1500 1614 735 877
•Ic 4.01 0.01 0.03
f r
95$ queue length
~ ontrvl De1ay 7.9 10.0 ~ 5.2
DS A A A
apgroach oelay 10_0 9.2 '
Approach L05 A A
~ -------------------_--------------------__w----------------------_°---------------_°_----------
E
i ~
' Worksheet 11 Shared Major LT Ampedance and Delay
Rank 1 Delay CalculatiQns
i Movement 2 5 '
~
P oj 0.99 1.00
v ii 11 a~
V 1.2 v 3e
s ii 1700 1700
s 12 1700 1700
p* Qj 0.59 1.00
D maj lefr 7.4 0.0
N nllIiber Thd]DL 5t lanes i i
Dela]+, rank 1 mvznts 0.1 0.0
I
,
~
,
I
~
I
HCS: UnsignaXized Intersectxvn Release 3.1
TWO-WP,Y STL?F C6NTRDY, (TWSC) ANALYSIS
I ~ Analyst : LINDA SPsLk1P.H
Intersectian: HAYFORD RD1MELVILLE RD
Caurst Aate: 1999
~ Time Periad: Pm PK HR
Intessection OrienCation: East-West hiajor 5t.
~ Vehicle Volume T7ata:
I
Mvvements: 1 2 3 A 5 fi 7 $ 9 10 11 12
_-_----------_..,._-----____---------------t.,-------------
vaXume: 10 26 0 Q 21 18 0 9 0 43 1 6
i HE'R: 12 32 0 0 28 28 U 12 0 50 4 12
PHF: 0.83 Q.B1 0.90 0.90 0.75 0.64 0.90 0.33 0.90 0.72 0.25 ❑.50
FHV: Q.D(] 0.00 0.00 0.00 0.00 0.00 [l.[]Q 0.00 0.00 0.00 0.00 0.00
i -__--------__-_-------------------------------------e-..--------_--------....r---------__-_--------
I
i
Pedestrian Volume Data:
Mvvements :
F].aw:
Lane width:
Walk speed:
, - ° Blvekage:
~dian Type: Nvne
# af Vehacl.es: U
~ Flared approach i"1DUements:
~
# vf vehicles: Narth3aound 0
` tk vehicles: 5outhbvund 0
La¢ae usage £vr msavements 1r 2&3 approacYe:
Lane 1 Lane 2 Lane 3
i, fi R L T R L T Ft
~ _°--------------v....---------------..-r------------roo-__--------_°^---------,-s-------------a---
lr 7C Y N N N N N I+1
Channelized: N
Gsade: 0.00
r
Lane usage fvr gnvvements 4,566 agprbach:
Lane 1 Lane 2 Lane 3
T, T R L T R L T Ft
X Y X N I3 N N N N
Channelized: N
Grade: Q.(]4
"ane usage for mvvements 7,8&9 approach:
~
Lane 1 Lane 2 Lane 3
Z T R Z T R L T R
,
Y Y Y N N N N N N
i
~ Channelxzed: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane I Lane ~ ~ane 3
' L T R L T €t L T R
~ Y Y Y N N N N N N
Channelized; N .
Grade: ❑.40
~ Data far Computing Effect v£ Delay to Ma]or 5treet Velhicles:
Eaatbound Westbound
5hared ln aolume, majvr th Ve}Lic1.es: 26 21
Shared ln volume, majvr zt ❑ehicles: 0 18
5at flow rate, ma]or th vehiclea: 1700 1704
5at flraw rate, majar rt vehicles: 1704 1700
Number ❑f majvr sYreet thratlgh lanss: 1 1
~
- r.ength ❑f study periad` hrs: 1.00
~ ---------------°--------°---------------------°_--------v__------_-__-------------------_.._----
i
- Worksheet 4 Critical Gag and Follow-up tYme calculatxvn.
Critical Gap CalculatYOris:
Mrsvement 1 4 7 8 9 10 11 12
----ww_°---------°------------
t c, base 41 4.1 7.1 6.5 6.2 7.1 6.5 6.2 '
t c,hv 1.0 1.0 1.0 1.0 1.4 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.170 (Y.OQ 0.00
t c'g ' 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.40 0.00 0.40 0.40
t 3'1r 0.0 0.0 0.0 0.0 0.0 4.0 0.0 O.l]
' t c.T:
z Stage 0.00 0.00 0.40 0.00 0.00 0.00 0.00 0.00
ec
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Foilaw Up Time Calcu].atzvns:
Mouement 1 4 7 8 9 14 11 12
t f 2.2 3.5 4.0 3.3 3.5 9.0 3.3
.k~ase _-_-Y--~- z --°T
t f,liV 4.9 0.9 0.5 0.9 0.9 0.9 ❑.9 0.9
P hv 0.00 0.40 0.00 0.00 0.00 0.04 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
~ Worksheet 6 Ixnpedanee and capaeity equatiorzs
tep 1: RT from MinDr St. 9 12
I~
~ ---_-M_-----------------------------------r---------------------------____--------------------w
' onflicting Flnws 32 42
rmo ten tial Capacity 1047 1434
destrian Impedance Factor 1.00 1.00
vement Capacity 1047 1039
, Probabality af Queue free 5t. 1.04 0.99
i
I Step 2: LT frvm Ma]or St. 4 1
~
Cvnflicting FAvws 32 56
Potential Capacity 1593 1562
Pedestrian Impedance Factor 1•00 1•00
Movement Capacity 1593 1562
Prvbabi2ity of Queue free St. 1•00 0•99
Ma}. L Shared ln. Prob. Queue Free 3t. 1.00 0•99
Step 3: TH fxom Minor St, B 11
-----_-_--------_-----------°_----------G-------------------------796
i
{ Cvnflfcting Flows 112 98
~ Potentiial Capacity 7$2
Pedestrian Impedance Factor 1.00 1.00
1 Cap. Adj. factor due ta Impeding mvmnt 0.99 0•99
Movement Capaciry 775 789
~ Prababxlxty of Queue free St. 0•98 0•99
i
I Step 4: LT from Minor St. T 10
f -__--------------------------------°-°--------------_----------_-----------_w_-----------------
Conflicring Flows 106 104
atential Capacity 878 880
I ?destrian Impedance Factor 1.00 1.00
~ L,aa. L, Min T Tmpedance factor 0.99 0.98
Maj. L, Min T Adj. Imp Factvr. 0.99 0.98
Cap. Adj. factor due tv Tmpeding mvmnt 0.9$ 0.98
Movement Capacity $59 $65
~ wvrksheet 8 5hared Lane Galculations '
5hared Lane Calculataons
, Movement 7 B 9 14 11 12
~ -----------_------------------------------------------_R-----------____------------------------
~ ~-------------------II-------_W_---------!
I II ~
; f Il I
v(vph) 4 12 0 60 4 12
~ Movement Capaczty 859 775 1047 865 789 1034
Shared Zarie Capacity 775 803
, Wvrksheet lp flelay.queue length, and LO5
Movement 1 4 7 S 9 10 11 12
------_T_---------w ~ ---------------y__I1-------------------~
I il I
~ 6f I
v(yph) 12 12 76
C mtvphl 1552 1553 775 $$3
Ic 4.01 0.02 0•09
95$ gueue length
Control Delay 7.3 5.7 9.5
•i]S F~ A A
.lpproach Delay 9.7 9.5
ApProach LOS A P'
i Wvrksheet 11 Shared Ma7vr LT Impedance and nelay
Rank 1 DeJ.ay Calculations
` Mvvement Z 5
j ------------------°R---------------------0.99---1-a4----_-°------_--_-------__--------------------
P oj
V il 26 21
V i2 0 18
g iA 1700 1700
S 12 1700 1700
p* pj 0.99 1.00
❑ maj left 7.3 0.0
N numher majvr st lanes I 1
Belay, rank X mVmts 0.1 0.0
f
~
I ~ .
~
~
■
i
HCS. ❑nsignalized Intersaction Relsase 3.1
' TWD-WAY ST❑P C4NTR4L(TWSG) ANAT.YSIS
Analyst: LINOA SALHFUi ,
Intersection: HAYFt]RD RT}IMELVILI E RD
4 CounG ❑ate: 1999 nv buiZd
Time Feriqd: AM PK HR
Intersection OrientatiQn: East-West Major St.
Vehi.Gle VQlume Data:
f
Niavement s: 1 Z 3 4 5 C 7 8 9 10 11 12
~
i voiume: 7 19 o 0 45 137 v 4 0 47 0 6
` HFR: 16 2e a a 76 217 o s a 63 o s
PHF: 0.44 0.68 0.90 0.90 0.59 tl. £3 9Q 0.5(} 0.90 0.75 0.90 ❑.75
~ PHV: 0.00 0.00 0.00 0.[]0 [1.0[7 ❑.00 0.00 O.QC? 0.00 0.60 0.00 0.00
+ °----°----------------°-__-----------------°-_---------------_..___°------------_....P-------------
Pedestrian Valume Bata:
Movements:
~ ----------------°°__-------------°------..-4_------------------°--------------------_°4Y-_------
' Flow;
Zane width:
Wa1k speed:
~ Bl.ockage : -
Median Type: Nvne
N vf vehicles: 0
~ Flared approach NFoUements:
# of vehicles: Narthbvund 0
{ {k vf vehicles: 5outhbound a
,
Lane usage fvr mavements 1,20 appraach:
i Lane 1 Lane 2 Lane 3
~ L T R L T R L T R
--------------------------------------------_--__--°--°-------------o---------------------__------
Y Y Y N N u N N N
Channelixed: N
GTade: O.[3O
Lane usage for movemsnts 9.5&6 approach:
Lane 1 Lane 2 Lane 3
L T H L T R L T R
i
~
P Y Y Y N 1V N N N N
~
Channelized: N
Grade: 0.00
flane usaqe far mavements 7t8&9 appraaeh:
Lane I Lane 2 Lane 3
L T R L T R Z ` T" R
Y 7C Y N N IV N N id
- Channelized: N
Grade: 0.00
' Lane usage for moVemsnts 10,11&12 approach:
Lane 1 Lane 2 Lane 3 ,
L T R L T R L T R
--°--------------°_------------_°_-----------__d-r--------------__-----------_--,-_°-----------
- Y Y Y N td N N N N
; Channelkzed: N
Grade: 0.00
~
1 Data far Computing Effect of T]elay to Major 5treet VehYCles:
' ----.._Y---------_..----------------___.,----------_---------_..__-------------°-
Eastbound westbound
Shared ln valume, majox th vehicles: 19 45
I 5hared ln vralume, major rt vehicles: 0 137
' Sat flaw rate, major th ❑ehS.cles: 1700 1700
Sat flow rate, ma]ox r't vehicles: 1700 1700
tdumber of ma7vr street through lanes: 1 1
Length of study period, hrs: 1.00
Warksheet 4 CriEical Gap and Follow-up time calculataon.
' Critical Gap Calculations:
~ NSvvement 1 4 7 8 9 10 11 12
t~,base--------'4.3 4.1 7,1 5.5 6.2 7.I 6.5 6.2
t c.hv 1.0 1.0 i.fl 1.0 1.0 1.0 l.C] 1.4
P hsr 0.40 0.00 0.00 4.00 0.00 0.00 0.00 4.04
t c,9 0.2 0.2 0.1 0.2 0.2 0.1
~ c 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
x 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ❑.o
;
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
~
' t c
~ 1 stage 4.1 9.1 7.1 5.5 6.2 7.1 5.5 6.2
Fpllow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f2.2 2.2 3.5 9.0 3.3 3.5 4.0 3.3
YC,base
t f, HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hV 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
i t f 2.2 2.2 3.5 4.0 3.3 3.5 4,0 3.3
Worksheet 6 Ympedance and capacity equations
'step 1: RT from Minvr St. 9 12
I~
~
I
}
Confia~ctin~^F1awsW-------_--s_ 28 185
PotenYial Capacity 1053 862
Pedestrian Impedance FaGtor 1.04 1.00
Movement Capacity 1053 862
Prvbability ❑f Queue free St. 1•00 0•99
Step 2: LT from Ma]or 5t. 4 1
-----------------w.,---------°
Conflicting E'Xvws 28 294
PatentiaP Capacity 1599 1275
Pedestrian Impedance Factor 1.00 1.00
Movement Capacitiy 1599 1279
PrQhability vf Queue free St, 1.00 0.94
Maj.L Shared ln. Prob. Queua Free St. 1.00 0.99
5tep 3: TH from Minor 5t. $ 11
Gorifli.cLing Flows----_r_-^ 353 245
Potential Capacity 575 661
'
Per.iestrian Impedarace Factpr I.00 1.00
Cap, Adj. factor due tv Impeding mvmnti 0.99 0•99
Movement Capacity 568 652
grvbability of Queue free St. 17.99 1.00
5tep 4: LT from Mi.nor St. 7 10
Cvnflicting Flaws'-------° 249 243
Potential Capacity 703 709
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Tmpedance £actor 0.99 0.97
Maj. L, Msn T Adj. Imp Factor. 0•99 0•9$
Cap. Adj. factvr due to Impeding mvmrLti 0.99 0.98
Movement Capaca.ty 696 695
Worksheet $ Shared Lane CalGUlativns
Shared I,ane Caleulativns
Movement 7 8 9 10 11 12
--------°--°------------------------------r-
I II I
I al I
❑{vph1 0 8 0 53 0 $
• Movement Capacity 696 568 1053 695 652 862
5hared I,ane Capacity 568 710
Worksheet 10 delay.queue kength, and LDS
Movement 1 4 7 $ 9 14 ii 12
i--------------------ii-----------n-------~
i Il I
❑ { vph ) 16 8 71
C m(vph) 1279 1539 56$ 710
V/c 0.01 0.01 0.10
f
,
958 queue length
rontrol Delay 7.8 11.4 ' 10.6
L05 A B g
ApprqaCh ❑elay 11.4 10.6
Approaeh La5 B S
Wvrksheet 11 Sharesi Majvr LT Impedance and Delay
Rank 1 belay Ca].cuiations
Mvvement 2 5
p oj 0.99 1.00
V il 19 45
V i2 0 137
S il 1700 1700
S iZ 1700 1700
p« pj 0.99 1.00
D maj left 7.8 0.0
N number ana7ar st lanes 1 1
nelay, rank 1 mvmts 0•1 0•0
G -..-..-----------"_--------_-...or------------r.-...-------------------------..v------------""---------°
~
~
HCS: Unsignalized Intersectxon Release 3.1
TWd-WAY STOP CQNTROL(TWSC) ANALYSIS
Analyst: L2N❑A SALHAF3A
Intersection: Fip,YFdRLt RDIiHELVILLE FtD
- Cvunt Date: 1999 na bui1.d
Time Period: PM PK HR
Int[.rsection l7rxentation: East-West Major St.
Vehicle Vvlume Data:
Movemersts : 1 Z 3 4 5 6 7 8 9 14 ll 12
Volume: ].d 45 a Q 33 81 [J 9 0 160 1 6
HFR: 12 56 0 0 44 127 4 12 D 222 4 12
PHF: 0.83 0.81 0.90 0.90 0.75 0.64 0.94 ❑.33 0.50 0.72 0.25 0.50
PHV: 0.00 0.00 0.60 0.00 0.04 0.00 0.00 0.04 4.00 0.00 0.00 O.fJa
Pedestrian Vol.ume Data:
~
Movements:
Elow:
Lane width:
Walk speed:
Slookage:
Median Type: h]one
# of vghiclesc 0
Flared appxoach Movements:
$ vf vehicles: Northbvund 0
# of vehicles: Southbound 0
Lane usage fvx movements 1, 2&3 approach:
Lane 1 Lane 2 Lane 3
L 'P R L T R L T R
Y Y Y N N N N N N
Channelized: N
• Grade: 0.00
Lans usage for mvvements 4,5&6 appraach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
3C Y Y I3 N PI N N N
Channelixed: N
Grade: 0.04
Zane usage for movements 7,8&9 appraach:
J
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11612 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
, Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared ln volume, major th vehicles: 45 33
Shared ln volume, major rt vehicles: 0 81
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 1.00
~
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 9.1 9.1 7.1 6.5 6.2 7.1 6.5 6.2 .
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1 •
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t C,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .
t C
1 stage 9.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 9 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 9.0 3.3 3.5 9.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 9.0 3.3 3.5 9.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Canflxcting-F3aws r a^ 56 107
Yotentlal Capaeity 1017 952
Pedestrian Impedance Factor 1.00 1.00
Movement Capaeity 1017 952
Probability of ¢ueue free St. 1.00 0.99
Step 2: LT fram Ma3ar St. 4 1
-
COnflicting Flaws r'-^ 56 171
Potential Capacity 1562 1419
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1562 1419
Probabilzty ❑f Queue free St. 1•00 0•99
Maj. Z Shared ln. Prab. Queue Free St. 1.00 0.99
Step 3: TH fram Minor St. 8 11
Conflieting Flows--------- 250 187
Potential Capacity 655 711
Pedestrxan Impedance Factor 1.00 1.00
Cap. Ad]. factar due to Tmpedzng mvmnt ❑.49 0,99
Movement Capacity 650 705
_ PrQbability o€ Queus free 5t. 0.98 0.49
Step 4: LT from Minor 5t. 7 10
Con£licting Flows' - 195 193
- Pvtential Capacity 769 771
Pedestrian ImpedancQ Factvr 1.00 1.40
Maj. L, Min T Impedance factor 0.99 0•97
Maj. L, Min T Adj. Imp Factar. 0.99 0.9$
Cap. Adj. factor due to Impeding mvmnt 0.98 0.99
Movement Capacity 751 755
' Worksheet 8 Shared Lane Calculations
5hared Lane Calculations ~
Movement 7 B 9 10 11 12
~4Y--------------°--Il-------------------i
v(vPh) ❑ 12 0 222 4 12
Movement Gapacity 751 650 1017 755 705 952
Shared Lane Capacity 65[] 762
Worksheet lfl delay, queue ].ength, and J.OS
Movement 1 4 7 8 9 10 11 12
~--------------------II---_---------------I
~ I II !
I II ~
v(vph) 12 12 238
~ C m(vph) 1419 1562 650 762
VIc O1 0.02 0.31
~
95$ queue 1engCh
Cvntrol Delay 7.6 10.5 ' 11.9
LOS A B B
Appraach Aelay 10.5 11.9
Apprvach L05 B B
Worksheet 11 Shared Major LT Impedance and Delay
' Rank 1 Delay Calculations
~ Mvvement 2 5
pToj 0.99 1.00
V il 45 33
V i2 0 81
" 5 il 1700 1700
S i2 1700 1700
p* oj 0.99 I.00
D maj left 7•6 0•0
N numher major st lanes 1 1
❑elay. zank 1 mvmts 0.1 0.0
~
~
HCS: Unsignaliaed Tntersectzon Release 3.1
TWQ-WAY STOP CQNTROL4TW5Cf FiNALYSIS
~ Analyst: LINDA SALZiAH
IntersecGion: I-1AYFORD RD/MELVTLLE RD
Cvunt Date: 2003 EX & BACKGR4UND
I; Tkme Peri.od: AM PK HR
Intersection ariealtation: East-West Nlajor SY.
Vehicle Valunse I7ata:
Mflvements : 1 2 3 4 5 6 7 $ 5 ].f] 11 12
----------------_--------..-_---------_-_-_----------_«r
Volume: 7 13 D a 29 52 0 9 fl 20 0 20
HFR: 16 19 4 0 49 83 0 8 0 27 0 27
PHF": 0.44 [].68 0.40 0.90 0.59 0.63 0.90 0.50 0.90 0.75 0.30 0.75
' PHV: 0.00 0,00 (].40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04
Pedestrian Volume Data:
Mavements:
, Flaw:
i Lane width:
Walk speed:
- % Blackage:
Median Type: None
# of vehicles: f}
I Flared approach Mvvements:
s
# vf vehicles: Northbound 0
# of vehicles: 5outhbound 0
Lane usage fvr mQVements 1,2&3 agpzoach:
Lane 1 Lane 2 Lane 3
i, T R L T Ft L 'I" It
Y Y Y N N N N N N
Channelized: N
1 Grade: 0.00
Lane usage fvr movements 4,5&6 approach_
Lane 1 Lane 2 Lane 3
~ L T R L T R L T R
Y Y Y N N N N bl N
Channelizeds N
Grade: 0.00
Lane usage £or mavements 7,$&3 apprvach:
~
Lane 1 Lane 2 Lane 3
L 't" R L T R L ~ T R
' Y Y Y N N N N N N
ChanneAxzed: N
Grade: 0.OL1
Lane szsage for movements 10,11&12 apprvach:
Lane 1 Lane 2 T,ane 3
L T R L T R L T R
Y Y Y N h] N N N TI
Channelized: N
Grade: 0.00
~ Data for ComFuting Effect of ❑e].ay to N3ajvr Strest Vehicles:
----°°-------------v.._-_
EasChound Westbpund
Shared ln vvlume, major th vehicles: 13 29
5haged ln volume, ma7or rt vehACles: 0 52
Sat fl.ow rate, maiar th Vehicles: 1700 1700
Sat flow rate, majox rt vehicles: 1700 1700
Number of major street through lanes: 3. 1
_ Length vf study periad, hrs: 1,00
Worksheet 4 Critical Gap and Follow-up time calculatian.
Critical Gap CalGUlations:
~ Movement 1 4 7 8 9 10 11 12
--------------°---------------_°---------------__..~--v-------------__-------____-..-_------------
t c,base 4.1 4.1 7.1 6.5 5.2 7.1 6.5 6.2
t Crhv 1.0 1.0 1.0 1.17 1.0 1.0 1.0 1.0
~ P hv 0.00 O.OfJ 0.00 0.40 0.00 0.00 0.00 4.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G (}.QO 0.00 0.00 0.00 0.04 {}.00 O.(}D 0.00
t 3,zt ❑.o 0.0 0.0 0.0 0.0 a.❑ 0.0 0.0
t c.T:
i 5tage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
' I stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
-----°_°---------------------------------------------__--°_-------------_P_------------------°----
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f.HV ❑.9 0,9 0.9 4.9 0.9 0.9 0.9 0.9
P hu 0.0{} 0.00 6.00 0.00 0,04 0.00 0.04 0.00
- t£ 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Imgedance and capacity equati.vns
Step 1: RT from Minar 5t. 9 12
~ .
Conflicting Flows 19 90
Potential Capacity 1065 973
~ Fedestrian Smpedance Factar 1.00 1.00
Movement Capacity 1055 973
Probability mf Queue fres St. 1.00 0•97
5tep 2: LT from Major St. 4 1
• -------------r-------------_---------
Canflicting Flaws 19 132
Pvtential Capacity 1610 1466
Pedestrian impedance FacGor 1.00 1.06
- Mavement Capacity 1610 1466
Probabality af Queue free St. 1.00 0.99
Maj. L Shared 1n. Prob. Queue Free St. 1•00 0•99
Step 3: TH from Mxnor 5t. 8 11
CanflictYng Flaws 183 141
Potential Capacity 715 753
Pedestrian Impedance Factvr 1.00 1.00
Cap. Adj. factox due to zmpeding mvmnt 0,99 0.99
Movement Capacity 707 745
Prabability of Queue free 5t. 0.99 1.00
5tep 4. LT gram Minor St. 7 10
i --T_______--______mr-__-__-r______-r__-___ere__-____-o-_____-v______w--______-______ar_____-r__
_ Cvnflictzng Flaws 155 145
Potential Capacity 817 828
Pedestrian impedance Factor 1.00 1.00
Maj. L. Min T Impedance factor 0•99 0•98
Maj, L, Min T Ad3. Imp Factor. 0.99 Q.g$
Cag. Adj. factor due tv Tmpeding mvmnt ❑.96 0.98
Mavement Capacity 788 814
Worksheet 8 5hared Lane Calculations
Shared Lane Calculatians
Movement 7 8 9 10 11 12
--------------------_----------p--------------------------II------------------ I
I II I
I II I
V{uph} 0 8 a 27 4 27
' Mvvement Capacity 788 767 1055 814 745 973
Shared Lane Capacity 707 $86
Worksheet 10 delay.queue length, and LQS
Movement k 4 7 B 9 10 11 12
-----------------------------------------------------e----I1------------_------Y
~ 61 I
I II I
vfvphS 15 8 53
C m(vph) 1456 1510 707 886
vAC 0.01 0.01 0.05
a
■
95% queue length
Control Delay 7.5 10.1 5.3
L05 A B A
, APpsoach Delay 10.1 9.3
Appraach Lo5 B
--°-------__-°--------_-PP-----------_°------------------------------~___-_------------_-------
- Worksheet il Shared Majflr LT Imgedance and De1ay
Rank 1 Delay Calculatians
' Movement 2 5
- 0.59 1.40
v iY 13 29
V 12 0 52
5 il 1700 1700
S 12 1700 1700
p* 03 4.99 1.00 . .
D maj left 7.5 4.0
- N number ma]or sC lanes 1 1
❑elap, rank 1 mvmts 0.1 4.0
,
~
,
. HCSs Unsignalized Intersection Release 3.1
~ TWfl-WAY STDP CONTROL[TWSC1 ANALYSIS
An3lyst: LINDA SALHAIt
Intersectxon: HAYFQRD RDIMELVILLE RD
Caunt Date: 2003 Ex & BACKGROUN❑
Tame Period: PN3 PFt HR
In'tezsectian Qrientatian: East-West Niajor St.
Vehicle Volume ❑ata:
Movements: 1 2 3 4 5 5 7 8 5 10 11 12
-_--------°-------------------------------°------------_r
alolrune: 11 25 0 0 24 27 0 4 0 58 i 5
HFR: 13 35 0 0 32 42 0 12 0 81 9 12
PHF: 0.83 0.81 0.90 0.90 4.75 0.64 0.90 0.33 0.90 0 72 0.25 0.50
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 6.00 0.40 0.0(} 4.t3D 0.00 0.00
Pedestrian Volume Data:
Movements:
Flaw:
_ Lane width:
Walk speed:
% Blvckage:
Meda.an Type: None
# of vehicles: Q
Flared approach Movements:
~ of Wehzcles: NarthBvund 0
0 af vehicl.es . 5authbvund 0 -
Lane usaqe for movements 1, 2&3 appraach:
Lane A Lane 2 Lane 3
Z T R L T R L T R
Y Y Y d+I N N l+] I+i N
^
Channelized: N
, Grade: 0.00
Lane usage for movernents 4.5&5 approach:
Lane 1 Lane 2 Lane 3
L T R Z T R L T R
7I Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage far mvvements 7,B&3 approach:
.
Lane 1 Lane 2 Lane 3 -
L T R L T R L T R
----°-°-------------°°_------------------°_---------------_--------_°_--------------_6Y0-------
~ Y Y Y N 11 N N N N
Channelized: N
Grade: 0.00
Lane usage £vr movements 14,11&12 apprvaeh:
Lane I Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channeli2ed: N
Grade: 0.00
Data fvr Camputing Effect of aelay tv Major Street Vehxcles:
d_°--------__-tl^ Eastbound Westbound
Shared In ❑olume, majar th aehicles; 29 24
Shared In vvlume, major rt vehicles: 0 27
, Sat €lvw rate, ma7or th uehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Nusnber of ma7or street through lanes: 1 1
Length vf study period, hrs: 1.00
Worksheer 4 Critacal Gap and Follow-up ti.me ealculation.
Critical Gap Calculatians:
, Movement 1 4 7 8 9 14 11 12
t c,base}' 4.1 4.1 7.1 6.5 6.2 7.1 6.5 5.2
' t c.hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.4
P h❑ 0.00 0.00 [}.40 0.00 0.00 0.00 0.00 0.00
t c.9 0.2 0.2 17.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3.1t 0.[} 0.0 0.0 0.0 ❑.0 O.f] 0.0 0.0
t C,T:
i stage 0.00 ❑.Q❑ 0.00 0.00 0.00 0.00 0.00 0.00
tc
. 1 stage 4,1 4.1 7.1 6.5 5.2 7.1 6.5 5.2
Evllvw Up Time Calculations:
Mavement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 9.0 3.3
t f,HV 0.5 0.9 0.9 0.5 0.9 0.9 0.9 0.3
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.40 0.00
t f 2,2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
, Worksheet 6 Tmpedance and capacity equations
$tep 1: RT from Ma.nor St. 9 12
~
Conflicting@Flvws 36 53
Potential Capacity 1043 1020
Pedestrian Impedance Facrvr 1.00 1.00
~ Mavement Capacity 1093 1020
Probability af Queue free St. 1.00 0,99
Step 2: LT from Majvr St. 4 L
Conflicting Flows 36 79
Pptential Capacaty 1588 1538
Pedestrian Impedance Factor 1.00 1.04
Movement Capacity 15$8 1538
Probability of Queue free St. 1.00 0•99
Maj. L 5hared ln. Prab. gueue Free St. 1.00 0.99
Step 3: TH fram Mxnor St. g 11
Conflicting Flows 136 115
Pptential Capacity 758 779
Pedestrxan Impedance Factor 1.00 1.00
Cap. Adj. factvr due tv Tmpedinq mvmnt 0.99 0•99
Movement Capacity 751 772
Prabability of Queue free 5t. 0.98 ' 0.99
Step 4: LT frvm Minox St. 7 10
Cvnflicting^Flows 123 121
- Patsntiial Capacity 856 858
Pedestrian Tmpedanee Factar 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0•98
Maj. L, Min T Ad3. Imp Factor. • 0.99 0.98
Cap. Adj, factor due to Impeding mvannt 0.98 0•98
Movement Capacity 837 842
Worksheet $ Shared Lane Calculations
Shared Lane Calculativns
Movement 7 B 9 10 11 12
~----------------Y9_----------°--------~
I II I
I II E
v(vph) 0 12 4 81 4 12
Mv❑ement Capacity 637 751 1093 842 772 1020
Shared Lane Capacaty 751 $$7
-----------------------------------_-___-----°--------=-d--------______--------------°___-----
Workshest la delay,queue length, and Ld5
Mvvement 1 4 7 $ 9 10 11 12
-----_-w II
-_ti_y------------- 4
I II I
- I II I
v{vph} 13 12 97
' C m(uph) 1538 1588 751 $57
- uIc 0.01 0.02 0,11
■
958 queue length
Cvntrol Delay 7.4 9.9 9.7
LO5 A A A
Approach IIelay 9•9 9•7
~ Apprvach LOS
p°----------------_-°__-_-_-°------------------
Wvrksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculativns ,
Movement 2 5
P aj----- 0.99 1.00
- V il Zg 24
v i2 0 27
_ S ii 1700 1700 ,
S i2 1700 1700
p+ pj 0.99 1.00
D ma3 left 7,4 0.0
N numlber majox st laneS I I
Delay, rank 1 mvmts 0•1 0•0
~
~
HCS: Unsignalized Intersectivn Release 3.1
TWp-WAY STOP CONTRDL{TWSC} PNALY525 AnalysG: LIh36A SALiiAi3
Intersectiott: HAYE'flRD RDIMELVILLE RD
Count Aate: 2003 HUILDQUT .
Ti.me Perloci: AM PK HR
InYersectian C?rientatbon: East-West Major St.
Vehicle Vvlume Data:
Mavements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 7 21 0 0 48 151 0 4 a 52 4 5
~ HE°R: 16 31 0 0 81 240 4 8 0 59 0 8
PHF: 0_ 44 0.68 4.90 0.90 0.59 0.63 0.90 4.50 0.90 O~75 0.90 0.75
PHV: 0.00 4.00 0.00 0.00 Q.OE] 0.00 0.00 (l.[]D 0.00 0.00 ❑.04 0.04
Fedestrxan Vol+ame I3ata:
Hlovements :
Flc+w:
~ L1i7e widttl:
Walk speed:
~ 8 Slackage::
` Median Type: Nane
# of Uehicles: 0
Fiared approach lylovements:
# af vehicles: Narthbound 0
# of vehicles. SvuthHaund i}
Lane usage for xnovements 1.2&3 approach:
Lane 1 Lane 2 Lane 3
i, T R L 'F Ft L sI' R
~ ---_--_°..--------_-"^-------------------------.,vYP-^---------_---------,.__----------_....--------
Y Y Y N N N N N N
Channelaaed: N
Grade: 0.00
Lane usage fvr mvvements 4.5&5 approach:
i Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N A1 N
Chanaaelkzed: N
Grade: 0.00
i
Lane usage for movements 7,8&9 approach:
~
Lane 1 Lane 2 Lane 3
, L T R L T R L - T R
Y Y Y N N N Ai N N
Channelized. N
Gra[ie: 0.00
Lane usage for mcrveisssnts 10, 11&12 apprvach:
Lane 1 Lane 2 Lane 3
L T FL I, T R L T R
Y Y Y N N N N N N
Channelized: A1
'
, Grade : 0.00
, I7ata for Computinq Effect af Delay to Ma7or Street Vehacles:
Edstbound Westbvund
Shared ln voJ.ume, major th vehicles. 21 48
Staared In va].une, magor rt vehicl.es: O 151
Sat flow rate, maaor th vehic].es: 1700 1700
Sat flflw rate, major rt vehicles: 1700 1700
NumYier af majvr street through lane5: 1 1
LQngth ❑f study perivd, hrs: 1.04
b ----------------------.,-------------------°-----------------°_-------------»---------------__-p_
Wmxksheet 4 CriticaJ. Gap and F'allow-up time calculatiarz.
Critical Gap Calcu3.ations:
Movement 1 4 7 8 9 14 11 12
t c.base 9.1 4.1 7.1 6.5 6,2 7.1 5.5 6.2
t CehV 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
, e nv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ov
t C.g 0.2 0.2 0.1 o.z 0.2 0.1
G ❑.ao 0.00 v.aca 0.00 0.00 0.00 0.00 0.00
t s.zt 0.0 0.0 0.0 0.0 ❑.e 0.0 0.0
, t c,T:
I $taye 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t C
1 stage 4.1 4.1 7.1 5.5 6.2 7.1 6.5 6.2
Fallvw Up Tirne Calculativns:
Atavemesit 1 4 7 $ 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
I
t f,HV 0.9 0.9 0.9 0,9 0.9 0.9 0.9 0.9
P hv 0.00 Q_ D[3 0.00 0.00 0.00 0.00 0.00 0.00
tf 2.2 2.2 3.5 9.0 3.3 3.5 4.0 3.3
Worksheet f Impedance and capacity equativns
5tep 1: RT from Minar St. 9 12
~
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
' Conflicting Flaws 31 201
Patential Capacity 1049 845
Pedestrian Impedance Factor 1.00 1•00
Movement Gapacity 1049 845
Frvbabilxty af Queue free 5t. 1.00 0.99
' ---------___°r--------------------------------------__@_----------_-w------------------------_-
Step 2: LT from Major St. 4 1
' Conflicting Flows 31 321
Patential Capacity 1595 1250
Yedestrian Impedance Factvr 1.00 1.00
Movement Capacity 1595 1250
Fromability of Queue firee St. 1.00 0.99
Ma7. L Shared ln. Prvb. Queue Fxee St. 1.00 0.94
~ Step 3: xH £zom Minor St. 8 11
Conflicting Flows 384 264
Fotential Capacity 553 645
Pedestrian Impedanee Factor 1.04 1-00
Cap. Adj. factor due tv Impeding mvmnt 0.94 0.99
Movement Cagacity 546 635
Prvbability of Queue free St. 0.95 1.00
~ -----------_-_-_---------------------------°-------------_-------------rr-_nP--------------o--,
Step 4: LT from Mznor 5t. 7 10
Conflicting FlQws 26$ 268
Potential Capacity 689 689
~ Pedestrian Impsdance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.97
Maj, L, Min T Adj. Imp Factor. 0.99 0.98
Cap. Adj. factvr due to Impeding rnvmnt 0.98 0•98
Movement Capacity 576 674
~
Worksheet $ 5hazed Lane Calculatians
5hared Lane Calculatians
Movement 7 $ 4 10 11 12
------..n-
~ ---------II----------a--------I
k I lA I
I Id I
v(vph) 0 8 0 63 0 8
Movement Capacity 676 596 1099 674 536 845
~ Shared Lane Capacity 545 689
Wvarksheet lfl delay.queue length, and LOS
Movement 1 4 7 8 3 10 11 12
f----_--_--____-------II-°-----------------I
~ I II I
I Il 9
V ( G17Y1 ) 16 $ 77
C m(vph) 1250 1595 546 689
f v/c 0.01 0.01 0.11
~
95% queue length '
Cvntral nelay 7.9 11.7 10.9
Lfl5 A 8 8
ApprvaGh Delay 11.7 10.9
Approach LOS B B
Workshest 11 5hared Major T,T Impedance and Del.ay
r
Rank 1 Delay CaJ.culaGxarss
~ Movement 2 5
~ -------------s-------------------------------------..--_..-----------~----e-----------------------
~ P oj 0.99 1.00
V il 21 98
~ V iZ 0 151
S il 1700 17Q@
' S i2 1700 1700
P* 4j 0.99 1.00
D maj left 7.9 17,0
N numk3er majar st lanes 1 1
~ Ilelay, rank 1 mvnts 0.1 0.0
1 _
k
~
. ~
~ I
i ~
HCS: Unsignaiiaed Intersectian ReleaSe 3.1
TWO-WAY STOP CONTROL{TwSC} APIALYST3
Artalyet: LYNBA 5ALHAfi
Intersection: fiAYFOAD RI71NlELVILi,'E RD
Cvunt l7ate: 2043 BUTLDOUT
, Tsme Feriod: PM PT{ P{R
intersectivn Orientation: East-West Major St.
Vetsicle VQlume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
'vbluine: rl 48 0 0 36 94 0 4 4 175 1 6
' Hk`ft: 13 59 0 0 48 141 0 12 0 243 4 12
FHF: 0.83 0.81 4.90 0.90 0.75 0.64 0.90 0.33 0.94 0.72 0.25 0.50
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00 0.{]0 0.00
Pedestrian Volume Data:
+ - NFoWements:
F7.ow:
Lane width :
~ Wa],k speed:
% Blockage.
~ Meda.arr Type: None
# of vehicles : D
E'lared approach Nlovements;
# of vehicles: Nvgthbound
# of vehicles: 5vuthbvund 0
• Lana usage far mavements 1.2&3 appsvach:
Lane 1 Lane 2 Lane 3
T, T R L T R L T R
---------------------------------------------W~--_..A-_-----___-----_.,..____--------°____--------
Y Y Y N Id N N I+f I+i
Channelized: N
Grade: Q_6p
~
~ Lane usage fvr maVements 4,5&6 appraach:
Lane 1 Lane 2 Lane 3
~ L T Ft L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
s Lane usage far movements 7.8b9 approach:
~
, Lane 1 Lane 2 Lane 3 ,
~ L T R L T R L T' R
Y Y Y id N N td N N
' Channelized: N
Grade: 0.00
Lane aasaqe for movements 10,11&12 appraach:
~ Lane 1 Lane 2 Lane 3
L 'I" R L 'I' F3 L T ft
- _-__......_-----------------------------------------------.._y-__----------------------------------
Y Y 5f N N N N N N
Channelized: N
- Grade: 0.00
Data fvr Computing EfPect pf belay to Major 3treet Vehicles:
-----------------_--6-_..-___F-oa-a___°_----------------------____-_----------------------------
Eastbvund Westbvund
5hared ln volume, major th rrehicles: 98 36
Shared ln wolume, majar rt vehieles: 4 90
Sat f1Qw rate, major th vehicles: 1700 1700
, Sat flvw xa&e, inajor rt uehicles: 1700 1700
Nurnber of majar street through lasaes: I I
, Length of study periad, hrs: 1.60
~ -----------_-______..v___-a-.._-oaPeeP_---r-----------------------------------------------__-----
Workst¢eet 4 Criti.ca1 Gap and Foll.ow°up time calculation.
Critical Gap Calcul.ations:
Movement 1 4 7 8 9 10 11 12
---------------------------------------------__--__°-°__-----------------_..-A_-------------------
t c.base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t C,nV 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P nu 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
~ t c,gr 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t3,it 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
I Stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
I stage 4.1 4.1 7.1 6.5 5.2 7.1 6.5 5.2
9
Fo11aw Up Ta.me Ca].culations :
Mavement 1 4 7 S 9 10 lr 12
n__„=----------------------°-----------------------------------_°°__--°------------°__----------
, t t,base 2.2 2_2 3.5 4.0 3.3 3.$ 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
~ P hv 0.00 {].00 0.00 , 0.00 0.00 0.00 0.617 0.40
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
~
worksheet 6impedance and capacxty equations
, Step 1: RT froin H3imor St. 9 12
~
i
Cvnflicting Flows 59 118
Fotential Capacity iaia 939
Pedestrian Impedance Factor 1.00 1.00
Mvvement Capacity 1012 939
~ Erabability of Qusue free St. _~1 _Q0 -___0-~~
_
Steg 2: LT fram Majpr St. 9 1
_-__------------------------------------------------------------°______-_e°___-_a--_----------_
Conflicting Flows 59 189
Potential Capacity 1557 1398
Pedestrian Impedance Factor 1_00 1.00
Movement Capacity 1557 1398
Probability of Queue £ree St. 1.06 0.95
Mej, L Shared ln. Prob. Queue Free St. 1.00 0.99
, Step 3: TH Prom Minvr St. 8 11
--------------------------------------------------------------4-_____o_--_oa___-----------_-°__
Conflicting F1aws 274 209
Patential Capacaty 635 696
, Pedestrian Imgedance Factor 1.00 1.00
Cap. Adj. factor due t❑ Impeding mvmnt 0.99 0.99
Movement Capacity 630 689
Prabability of Queue free St. 0.98 0.99
Step 4; LT fram MinQr St. 7 10
-------------------------------------------------------------------°-----------__-h_-v_-_------
, Cvnflictxng Faaws 212 210
Pvtential Capaczty 749 751
Pedestrian Impedance Factor 1.00 1.40
~ Ma~. L, Min T xmpedance factvr 0.98 0.97
Maj. L, Min T Adj. Imp FaGtvr. 4.99 0.9$
Cap, Adj. factax due to Imgeding mvmrat 4.98 0.98
Movement Capacity 731 735
Worksheet $ Shared Lane Calculations
. Shared Lane Calculatzons
Movement ' 7 8 9 10 11 12
___-__-_______-w-___-o-----------------------------------------------_---__-______-----------_-
I-------____r__-____I~-------------------I
~ C II I
1 II I
v(Vpri) 0 12 0 293 4 12
Movement Capacity 731 530 1012 735 599 339
Shared Lane Capacity 530 742
Warksheet 10 delay.queue length, and LpS
~
Mavement 1 4 7 8 9 10 11 12
~-------------------II_d--a-A6-__--------I
, i II I
Y II !
v(vph) 13 12 259
C m(vph) 1358 1557 630 792
, v1c 0.01 0.02 0.35
~
1
95% queue length ,
Cantrdl Delay 7.6 10.8 12.5
LOS A B B
Apgxvach Delay 14.8 12.5
Apprvach LOS B B '
Warksheer 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculatipns
Movement 2 5
- P oj 0.99 1.40
V il 48 36
V i2 A $0
s ii 1700 1700
s i2 1700 1700
P• 6j 0.99 1.00
D maj left 7.6 0.0
N nwnber major st lanes 1 1
, oelay, rank i mvmts 0.1 0.0
c_
~
I
I
~
~
l. _
~
~
, ~
~
~
~
' Hayfard Rd, l Acro Rd.
, Capaeity Analysis
i.
{
. 1
l_
1 _
1
~ WestTen-ate,cTS Updaic Rcv 1299,d4e
I
3
HCS: Uns3gnalixed Intersectxfln Release 3.1
TWD-WAY STDP CONTROL (TWSC) ANALYSTS
Analyst: LINDA, SALHAH ~
Intersectaon: IiAYF4}RD RD./ AERO RD. ~
Count Date: 1999
- Time Peripd: AM AK HR
Intersection Orientation: lVorfhpSouth Major St.
Vehicle Vnlume ❑ata:
Movements : 1 2 3 +1 a 6 7 S 9 10 11 12
----__-_--T-----------------------------------------------°__--------------------_w_°-__---------
Volume: 7, 18 1 16 30 TO 2 2 51 51 0 1
HE'A: 4 28 4 24 40 80 4 4 72 112 0 4
&'HE'; 0.25 0.64 0.25 0.67 0.75 0.88 0.50 0.50 0.71 0.81 0.90 0.25
PHV: 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 a.Od] 0.00 0.00 4.00 0.00
~
Pedestraan Vvlume Data:
Movernersts :
E'low:
Lane width:
, Walk speed: 4
% Biackage: ' .
i+4edian Type : Nvne
# of ❑ehicles: fl
Elared apprvach Movements:
, # of vehicles, EastbAUnd D
# af ❑ehicles: Westbound i]
~ Lane usage for mQvements 1,20 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
-«.__s....___--r--_--°--------------------------------------------------------..ra.._-------__......_-
, y Y Y N N N h1 N N
Channelizer3: N
Grade: 6.00
Lane usage fvr movements 4,5&5 approach:
Lane k Larse 2 Lane 3
~ L T R L T R L T R
Y Y Y N N N N N N
CYsanneli2ed: N
Grade: Q_Op
Lane usage far movements 7,8&9 appcoach:
j
~ Lane 1 Lane 2 Lane 3 ~
L T Et L T R L T R
Y X Y I+1 N N N D2 N
~ Channelized: N
, Grade: 0.00
Lane usage far movements 10,11&12 apprvach:
Lane r Lane 2 Lane 3
L T R L T R L T R
y Y Y 1V N N AZ Z+t A1
Channelized: N
Grade: 0.00
Daka far Comguting Effect af oelay to Major Street Vehicles:
~
Northbvund Svuthbound
Shared In volume, major th ❑ehicles: 1$ 30
5hared 3n volume, major rt vehicles: 1 70
Sat flow rate, major th vehicles: 1700 1700
A 8at flow rate, major rt vehicles: 1700 1700
Number of ma5or streQt through lanes: ' 1 1
, Length vf study period, hrs: 1.07
4 wvrksheet 4 CacitxGal. Gap and Fallow-up tzme calcu].ativn.
CritieaJ. Gap Ca1.culativns :
MoVement ! 4 7 8 9 10 11 12
t G.Yaase 4.1 4.1 7.1 6.5 6.2 7,1 5.5 6.2
t C,hrr 1.6 1.0 1.0 1.0 1.0 1.4 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 O.iJO (].00 0.00
t c,9 0.2 0.2 4.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0.00
t 3,7.t 0.0 0.0 0.0 0.0 0.0 0.0 0.4 O.CY
t iC,T:
, i stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Fv13ow Up T1me Calculatians:
MvVement 1 4 7 8 9 10 11 12
-----------------------------------------------------------------------------_-__-_--------_-g_
t f.base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f.HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
PhV a.OC] 0.00 0.00 ,0.00 0.00 0.00 0.04 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 9.0 3.3
~
, wvrksheet 6 Impedance and capaGxty equativns
Step 1: RT from H3invr St. 9 12
~
~
~
Cvnflictang Flows 30 80
, Patentia3 Capacity 1050 986
Pedestr3an Tmpedance Factor 1.04 1.00
Movement Cagacity 1054 9$6
Probability of Queue free St. q~93~-- --__~1_QD_
~ ---------------_E~_------
Step 2: LT frvm Ma7or 5t. 9 1
~ Canflicting Flows 32 120
Fvtential Capacity 1593 1481
- Pedestrian Impedance FaGtor 1.00 1,00
. Movement Cagacity 1593 14$1
_ Prvbability af Queue free 5t. 0.99 1.00
Maj. L Shaxed ln. Psob. Queue Fzee St. 0.98 1.00
-------------------------__-_-----------_-___°_----------------------------__A-»_--------------
5tep 3: TH from Minor St. 8 11
---a__vY-Y__°-------------------_---------------------________°-----__-___----------r-sm,_°__°_
Cnnflicting Flaws 205 168
Potential Gapacity 695 729
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due tv Impeding mvmnt 0.98 0.98
Movement Cagacity 682 715
Probability af Queue free St. 0.59 1.04
_-_°_------------------------------------------------------------------------------__w_--__----
5tep 4: LT from Minar St. 7 10
, Cvnflicting Flaws 168 204
Pvtential Capacity 801 759
Pedestzian Impsdanee Faetvr 1.00 1.00
~Ma]. L. Min T Impedance faGtox 0.98 4.98
_ Maj. L. Min T Adj. Imp Factor. 0.93 0.98
Cap. Ad]. factor due to Impeding mvmnt 4.98 0.91
- Movement Capacity 786 694
___ad-d_°-------------------_r------------------P-_--------------------------------------------
Worksheet 8 Shared Lane Calculations
Sharsd Lane Calculations
Movement 7 8 J 10 il 12
I-------R_-----------li-------------------I
I II I
I II I
v(vpn) a a 32 112 a 4
Movement Capacity 786 682 1050 694 715 965
, Shared Lane Capacity 1006 701
Wvrksheet 10 deJay.queue length, ancl LQS
Movement 1 4 7 S 9 10 11 12
~ I-------__-_--------19-------------------I
, I Ia I
I Il !
v(vph) 4 24 Bd 116
C zn(vph) 1481 1593 1005 701
vJc 0.00 0.01 0.88 0.17
~
9
i
95% queue length ,
Contsol i7elay 7.4 7.3 8.9 11.2
yOS A A A B
Approach Delay 8.9 11.2
Approach T,QS g, g
,
i
Wozksheet 11 5hared Majar I,T Impedance and ❑elay
~ Rank 1 pelay CalcuAstions
MQvement 2 5
Ati--------------------------------
P oj 1.00 0.93
V ir l8 30
V z2 1 70
s xl 1700 1700
S i2 1700 1700
g'" 07 1.00 0.98
D rnaD left 7.4 7.3
N number major st lanes 1 1
I]elay, rank 1 mirmts 0.0 0.1
i
0
. i
~
~
,
,
HCS: ilnsagnalized intersection Reiease 3.1 ~
PWf]-WAY STOP CONTROL (T4+ISC) ANA,LYSIS
AnalySt: I,INDA SALHAH
Intersection: HAYFt]R❑ Rb.1 AERO RD.
Count Date: 1999
Time Periad: PM PIC HR
Iratersection Orieratation: Narth-South Major St.
, Vehic3e VvJ:ume Data:
HFovements. 1 2 3 4 5 6 7 9 9 lp 11 12
°------------------------------e--------------------
Valume: 1 39 3 73 26 51 c] 6 20 87 3 0
HFR: 4 36 8 76 49 60 d 12 35 116 4 Q
PHF: 0.25 0.94 0,38 0.95 0.59 0.85 0.90 0.50 0.55 0.75 0.75 0,90
PHV: 0.40 [].00 0.00 0.00 0.04 0.00 4.00 0.00 0.00 l?.OD 17.00 0.00
Pedestrian Volume Data:
, Mavements t
vw: °'~-------------ea-----------,-..---------_..------
~'~.Lane width :
, Wa1k speed:
% Slockage:
Median Type: Nvne
# of ❑ehicles: p
Flared approach Mavements:
, # of vehicles : EasrYaound p
# of aehicles: Westbaund 0
Lane usage for movements I,2&3 approach:
Lane 1 Lane 2 Lane 3
Z T R L 'F R L T R
, Y Y Y N N td N dV N
Chdrrnel a.zed: iV
Grade: 0.40
Lane usage for movementis 4,5&6 appraach:
Lane 1 I.ane Z Lane 3
+ L T R L T R L T R
__s-__________e_____-___-_-_____
7C Y Y N iV , N N A1 N
Channeki.zed: tI
Grade: fl.4CJ
, Lane usage far mvaements 7,8&9 approach:
~
i
Lane 1 Lane a Laae 3
'L T R L T R L T R
, Y Y Y N N N N N N
~ Channelized: N
~ Grade: 0.00
Lane usage for mvvemenrs 10,11&12 approaEh:
Lane 2 Lane 2 Lane 3
L T R L T R L T R
_-_°------------_y--------------
Y Y Y N N N N N N
~
Channelized: N
GTade: 0.00
Data far Computing Effect of Delay to Major 5treet Vehicles:
Northbound Sauthbound
Shared ln v81ume, majbr th vehicles: 34 26
5hared ln vvlume, major rt aehicles: 3 51
Sat flow rats, major th vehicles: 1700 1700
Sat Eiow raxe, major rt vehicles: 1700 1704
Number ❑f maJar street through lanes: 1 1
Length of study periad, hrs: 1.00
Worksheet A Critical Gap and Fvliow-up time calculation.
Critical Gap Calculations:
Movement i 4 7 $ 9 10 11 12
_v--_------- «------------P--------------ev-----------
t c.base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 5.2
t c,h❑ 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.04 0.00 0.00 0.00 0.00
t c.5 0.2 0,2 0.1 0.2 0.2 0.1
G a.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t s,it 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
~ 1 stage 4.00 0.04 0.00 0.(}0 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 5.5 6.2 7.1 6_5 6.2
FalZow Gp Time CaJ.culativns:
Movement 1 4 7 8 9 14 11 12
------------°-------°y_--------------------------------------
i t f.base 2.2 2.2 3.5 4.0 3.3 3.5 9.0 3.3
t f. HV 0.9 0.9 0.9 0.9 0.9 0.9 0_ 9 0.9
P hv ❑.04 0.047 0.00 0.00 0.(]0 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 impedance and capacity equatians
Step 1: RT frvm N3inor St. 9 12
~
1
Conflicting Flows 40 79
Potential Capacity 1037 993
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1037 993
' Probability of Queue free St. 0.96 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 99 109
• Potential Capacity 1577 1500
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1577 1500
Probability of Queue free St. 0.95 1.00
Maj. L Shared ln. Prob. Queue Free St. 0.95 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 309 278
Potential Capacity 612 633
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.95 0.95
Movement Capacity 580 600
Probability of Queue free St. 0.98 0.99
Step 9: LT from Minor St. 7 10
Conflicting Flows 276 298
Potential Capacity 680 658
- Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.93
Maj. L, Min T Adj. Imp Factor. 0.95 0.99
Cap. Adj. factor due to Impeding mvmnt 0.95 0.91
Movement Capacity 699 599
Worksheet 8 Shared Lane Calculations
' Shared Lane Calculations
Movement 7 8 9 10 11 12
t-------------------II-------------------I
I II I
I II ' I
v(vph) 0 12 36 116 9 0
Movement Capacity 699 560 1037 599 600 993
Shared Lane Capacity 867 599
Worksheet 10 delay,queue length, and LOS
Movement 1 9 7 8 9 10 11 12
,
I-------------------II-------------------I
I I~ I
I II I
v(vph) 4 76 48 120
C m(vph) 1500 1577 867 599
v/c 0.00 0.05 0.06 0.20
~
- 95% queue Iength
Cvntxvl gelay 7.4 7.4 9.9 12.5
LQS A A A H
Apgrvach Delay 9.4 12.5
Apgzoach LOS A B
1 `------------4--------------------------------------------s---_____--_,------------------------
Warksheet 31 Shared Majar LT Tmpedance and Delay
, Rank I Delay Calculations
MoVement 2 5
---_---------E-------______--__-___v-------y-----------------------------------------__--~-__--
r P 03 1.00 0.95
V ii 34 26
, V i2 3 51
5 il 1700 1700
_ 5 i2 1300 1700
P* pj 1.00 0.95
' D m3j left 7.4 7.9
~ N number major st lanes 1 1
Delay, rank 1 mrrmts 0,0 0.4
,
~
HCS: Unsignalized Intersection Release 3.1
f TWQ-WAY STbP CONTROL(TWSC) ANALYSIS
, Analyst: LSNI]A SALHAH
Entersection; HAYFpRD fiD./ AERO RD.
Count Date: 1999 no build
Ti,me Perivd: g1M PIC HR
Intersection Oraentation: Narth--Soutih Alajor St.
Vehicle Valume Bata:
Movements: 1 2 3 4 3 5 7 8 9 10 11 32
----------------e------------------a--------
Vvlurae: 1 84 1 16 51 102 2 2 51 190 4 T
HFR: 4 131 4 24 68 116 4 4 72 235 R 4
, PHF: 4.25 0.64 0.25 0.67 0.75 0.68 0.5[} 0.50 0.71 0.81 0.90 0.25
PHV: 0.40 0.00 0.00 a.QfJ 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00
°°__--__-------------------------------T---°-----------------------------------------------o----
i
Pedestxian ValumQ Data:
Mavements:
: - ------------a--------------o------_____------
FlowLane wxdth;
Waik speed:
$ sivckage;
, Median Type: None
# a£ vehicles: tJ
Flared approach MovemQnts:
# uf veh.icles: Eastbound a
# of vehicles: Westbound 0
Lane usage for movements 1,20 approach:
Lane 1 Lane 2 Lane 3
- L T R L T 1{ L T R
r y Y N N N N N N
- Channelized: N
Grade: 0.00
Lane usage fvr m¢vements 4,5&6 approach:
Lane 1 Lane 2 Garse 3
L T R L T Ft L T R
4 ^-_____:..--q-------°----------°--
Y Y Y N N . N 1+1 iV td
ChanneZized: N
Grade. 0.00
_ Lane usage fvr mavements 7,8&9 approach:
~
Lane 1 Zane Z Lane 3
L T R L T R L T R
Y y Y N N N N N N
~ Channelized: N
Gxade: 0.00
Lane usage for movements 10,11412 approach:
Lane 1 Lane 2 ' Lane 3
L T R L T R L T R
_--T Y Y Y N N N N N N
Channelized: N -
~ Grade: 0.0❑
' Qata for Computing Effect o€ Delay t❑ IHajor Street Vehicles:
. Northbound Southbound
5hared ln v❑]ume, majvr th vehicles: 84 51
Shared ln volume, majar rti vehicles. Y 142
5at flow rate, major th vehicles: 1700 1700
Sat glow rate, majar rt vehic]les: 1700 1700'
Number ❑f major stzeet thrvugh lanes: 1 1
,
Length af study period, hrs: 1.00
wvsksheet 4 CritYcal Gap and Fo11ow-up tzme calculativn.
Critical Gap Calculati.ons:
Movement 1 4 7 8 9 10 11 12
t~c,base e-- 4,1 4.1 7.3 6.5 6.2 7.1 5.5 5.2
t c.hv 1.0 l.m 1.0 1.0 1.0 1.0 1.0 l.tl
P hW 0.00 0.00 0.00 0.00 0_00 0.00 0.00 0.00
tc,q 0.2 0.2 0.1 0.2 0.2 0.1
G [].O{l 0.00 0.00 0.00 0.00 0.00 0.00 0.04
t 3.1ti 0.0 0.0 0.0 0.0 0.0 0.0 0.0 a.m
t C,T:
I stage 0.00 0.00 0.00 ❑.ao 0.00 0.00 0.00 0.00
1 t c
1. stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Fa31aw Up Time Calculatiorts: `
Movement 1 4 7 $ 9 10 11 12
--------------------__----------°Y---------------°--°___--------------_---------------°°_--------
t£.base 2.2 2.2 3.5 4.0 3.3 3.5 4,0 3.3
t f.HV 0.9 0.9 0.9 0.9 0.5 ❑.9 0.9 0.9
1' Ysv 0.00 0.00 0.00 0.00 0.00 0.00 0a 0.00
t f 2_2 ;2.2 3.5 4.0 3.3 3.5 4.6 3.3
~ Wvrksheet 6 Zmpedance and capacity equations
Step 1: R'P frvm Minor St. 9 12
~
f
~
Cvnflicting Flnws r-`}' 133 126
'otential Capaeity 921 930
'edestrian Impedance Factor 1.00 1•00
~ m . aVement Capacity 921 930
Prnbabz.lity af Queue free 5C. 0.92 1.00
; Step 2: LT from Majvr 5t. q ~
Cvnflicting F'lows 135 184
Pvtential Capacity 1952 1443
~ Pedestra,an Impedance Factor 1.00 1•00
' Mavement Capacity 1462 1403
Pxobability of Queue fre2 5t. 0•9$ 1•00
Maj.L Shared lrr. PrQb. Queue Free St. 0.98 1.00
5tep 3: TH from Minor St. 8, 11
Contlicting Flows 373 317
Pvtential Capacity 551 602
Fedestrian Impedance Factor 1.00 1.00
Cap. Adj. factar due ta Impeding mvmnt 0.98 8,58
Mvvement Capacity 549 590
Probability af Queue free 5t. 0.93 1.00
5tep 4: Lt' frvm Manor St. 7 ltf
Canf].zctingNFiows 317 353
D tetttial CapaCity 640 605
edestrian Impedance Factor 1.04 1.Q0
bi a5. L, Nlin T Impedance factar 0.98 0.97
Maj. L, Min T Adj. Imp Factor. 0.98 0.98
Cap. Adj. factor due to Impeda.ng mvmrst 0.98 0.90
Mvvement Capacity 627 547
Worksheet 8 Shared Lane Calculativns
$hared Lane Calcsalatians
Movement 7 8 9 10 11 12
I-----_aa____-------il-------------°_----I
` I CI I
E II I
v(vph) 4 9 ?2 235 0 4
Movement Capacity 527 599 921 547 590 930
5hared Lane Capacity 671 55[]
Worksheet TQ delay.queue kength, anci I,OS
Nfovement 1 4 7 a 4 10 11 ' 12
-o_.,
~-------------------1V-_r----------------I
I II I
I II I
v(Wph) 4 24 80 239
C m(vph) 1403 1962 871 550
V!c 0.00 0.02 0.09 • 0.43
{
95% queue lenqth
Cantrol be1ay 7.6 7.5 9.5 16.5
ps A A A C
ppraach 3]elay 9.5 16.5
' ~PArvach L8S
i
Wvrksheet rl 5hared Major Lm Impedance and Qe1ay
Rank 1 Delay Calculations
i Mvvement 2 5
- ..a_.,_-------°------------°°-------o--_-------..__----------------°--------_rr----------_--_-------
- P oj 1.00 0.98
* 11 84 51
* i2 1 102
s ik 1704 1700
S 12 1700 1700
p* pj 1.00 0.98
~ a ma7 left 7.6 7.5
Ai number mrrjor st 1anes 1 1
DeJ.ay, rank 1 mvmts 0.0 0.1
I ~
HCS: Unsignalixed Intersection Release 3.1
TWO-WAY STDP C4NTROL(TWSC) ANALY525
Analyst: LINDA SALRAH
xntersection: f3AYF'DRD RD.I F1ERO Rls.
Cvunt Date: 1999 no bua.ld Time PeriDd: PM PK HR
Intsrsection prientatkmn: North-5auth Major 5t.
Vehicle Volume Data: Movements: 1 2 3 9 5 f 7 $ 9 li] 11 12
----°°----------P----------_-_
Volume: 1 77 3 73 102 168 0 6 20 150 3 0
HER: 4 BF 8 76 173 198 Q 12 36 200 4 0
pHF: 0.25 0.94 0.36 4,96 0.59 0.85 0.90 0.50 0.55 0.75 0.75 0.90
PHVc 0.00 ❑.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.00
~ _-_-----__-__-----_-_°_--------_°__°_----------F_fe------------------ar-t--------------_-°-°-_-
~
Per]estriars Vvlune Data:
Mt]vements :
F1C3w :
LanQ wxdth:
Walk speed:
% Blockage:
b edian Type: None
# tsf vehaGles : a
F].ared appraach Mavements :
# ❑f ve3aicles: Eastbound 0 _
$ of vehicles: West}aaund
i,ana usaqe for movements 1,2s3 apprvach:
Lane 1 Lane 2 Lane 3
L Ti R L T R L T R
Y Y Y N N N N N N
Channelazed: N
Grade: 0.00
Lane usage for mvvements 4,5s6 apprvach:
Lane X Lane 2 Larse 3
L T R L T R L T R
~ _~..__P--------
Y N N PF N N N --°-b--°---------..-_a-:_t--------__
X Y
Channelaxed: N
Grade: (].0fl
Lane usage forr movements 7,9&9 approach:
~
Zane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N iV N Ai N N
hannelized: N
rcerade- 0.00
Lane usage for movements 10,11&12 approach:
Lane ] Lane 2 Lane 3
L T R L T Et L T R
Y Y Y N N N N N N
Channelized: N -
Grade : 0.00
.
pata £or Computing Ef£ect vf Delay to Major Street Vehicles:
Northhound Svuthbvund
5hared ].n volume, major th vehicles: 77 102
'$hazed ln aolume, major rt vehicles: 3 16$
~ 5at f].ow rate, major th uQhicies; 1700 1700
Sat fJ.ow rate, major rt Vehicles: 1700 1700
Number esf major street through lanes: 1 1
ILength of study period, hrs: 1.04
11 ---__°-----------------------_r_-------------___..-_----------------__-°__
Worksheet 4 Critical Gap and Fallow-up tzme calcuiativrs.
Critical Gap Calculations:
' Movemerst 1 4 7 8 9 la 11 12
~ c.base 9.1 9.1 7.1 6.5 6.2 7.1 6.5 6.2
P
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 OD 0.00 0.00 0.00 0.00
t c.g 0.2 0.2 4.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 O.CY 0.0 0.4 0.0 0.0
t c.T:
istage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t C
1 stage 4.1 4.1 7.1 6.5 6.2 7.7 5.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.(} 3.3 3.5 4.0 3.3
t£.HV 0,9 0.9 0.9 0.9 0.9 0.9 0.3 0.9
P hv 0.40 0.()0 0.00 D.Of] 0.00 0.00 0.00 f].Qt}
t f 2.2 2.2 3.5 4.0 3.3 3.5 9.0 3.3
, Woeksheet 6 Impedance and capacity equatians
5tep 1: RT from Minor 5t. 9 12
r-
Conflicting F1vws 85 272
Potential Capacity 97$ 772
edestrian Impedance Factor 1•00 1•00
avement Capacity 978 772
rp_ robability af Queue free St. 0.96 1•00 '
, 5tep 2: LT from Majvr 5r. 4 T
Cvnflicting-Flvws 90 371
Patential Capacity 1518 1195
Pedestrsan xmpedance Factvr 1.00 1.00
Movement Capacity 1518 1199
~ Probabzlity ❑f Queue free 5t. 0.95 1.00
Maj. L Shared 1n. Prab. Queve Free St. 0.94 1.00
- 5tep 3: TH frvm MinQr 5t. $ 11
Conflieting Flows 516 522
PoGential Capacity 408 962
Fedestrian Impedance Eactor 1.00 1.00
Cag. Adj. faCtor due to Impeding mvmnt 0.94 0.94
~ Movement Capacity 383 433
I Frabability of Queue tree St. 0.97 0.99
°°-------------v---------------------------°-----------_-aP-e--------_--__-------------------_-
Step 4: LT £rom Minor St_ 7 10
Conflacting Flows 520 542
Pvtential Capacity 470 454
~ _^edestrian Impedance Factor 1.00 1.00
laj. L, Min T Impedane2 factor 0.93 0.51
,!aj, L, Min T Ad]. Imp Factox. 0.95 0.93
Cap. Adj, facCor due to Impeding mvsunt 0.95 0.89
Movement Capacity 444 407
Wvrksheet B 5hared Lane Calculativns
i
Shared Lane Calculati4ns
M❑vement 7 B 9 10 11 12
------b--_---------aA_-------------------------------------------------------------------------
--------------------------_°°__°------F
- 9 II w
~II 1
- ❑(vPh) 0 12 36 200 4 a
Mvvement Capacity 494 383 978 407 433 772
Shared Lane Capacity 706 407
Wpxksheet 10 delay,queue length, and LDS
Movement 1 4 7 8 9 10 11 12
~ 0-----------------w-ll°------------°-----~
` i II I
I Ib f
' y(vph) 4 76 48 209
~ G m{yph} 1199 1518 70E 407
vIc O.Qa 0.05 0.07 0.50
■
958 queue Aength
Control Delay 8.0 7.5 10.5 22.6
t 5A A ~ C
proach i)elay 10.5 22.6
prvach L05 a c
WVrksheeti 11 Shared MajQr LT Impedarece and Delay
Rank 1 Ilelay Calculations
Mvvsment 2 5
-------__-------_°T--------__°--------__-----------------_---------..s__--------------__--------
' P oj 1.00 0.95
y ii 77 102
V z2 3 168
a Y1 17Q0 1704
g iz 1700 1700
p* aj 1.00 0.94
I7 maj left 8.0 7.5
N number majar st lanes 1 1
- Delay, rank 1 mvmts 0.0 0.4
~ • . .
t
~
HCS: Signals Release 3.1 ]
f
~
PnQne. FaX:
E°Mai1:
OPERATIDNAL FINALYSIS
, -
- Intexsection:
; CitylState : SPOECAIVE CC3L7NTY
i Analyst : LINDP. SAT,HAH
Project No: 33912
--i Time Periad Analyzeei: 2003 EX & BKGR❑ AM PK HR
I]ate: 6l24199
EastlWest 5treet Name: HALLE'T RD.1 HAYFOR[] RD.
- NarthISouth Street Name: SR9021 A'ERO RD.
~ VDLLIME QATA
I Eastbvund I Westbaund ~ Nflrthbaund 9 5outhbraund 4
I I, T R I L T R F L T R 6L T R I
- ~ 6 I I I
Vvlume 1949 0 1 17 2 77 11 23 1 1165 51 346 I
PHF 10.81 0.90 0.25 10.50 0.50 0.71 14.25 0.64 0.25 10.67 0,75 0.88 I
PFC 15 Vol 1139 D 1 11 1 27 {1 9 1 t62 17 98 1
Hi Ln Vol I 1 I I
% Grade I 0 , P 0 I 0 I 0 I
Ideal 5at 11900 1900 11500 1900 I 1960 I 1940 1900 I
ParkExxst ` I a I I
NumPark I I l I d
I
HeaVy veh IO ~ 0 10 Q ~1 Q 10 d a 10 0 0-1
~ No. Lanes I~1 a 1 1 0 I 0 1 0 I Q 1 1
LGCorifx g I TR ITR I LTR I LT I
Lane Width 112.0 12.0 112.0 12.0 1 12.0 I 12.0 12.0 I
' RTOR Vol I 0 ! Q 1 0 l Q 1
Adj Flow 1554 9 BA 132 1 94 I 314 393 I
%TnSharedLnl I ~ I I I
Prvp Turns I 1.00 I 0.96 10.09 0.09 10.78 I
NumPeds I d I Q I d 1 0 1
1vum8us 10 0 10 0 I 0 i 0 0 I
Duration 1.00 Axea Type: All other areas
C7PEhATING PARA"!ETER5
; 9 Eas'tbaund I Westbound I Narthbound I 5vuthbvund I
I L T R I L T R IL T R I L T R I
~ ~ I I I
i Tnit Clnmet I0.0 0.0 10.0 0.0 I 0•0 I 0.0 0•0 1
Arriv. Typel3 3 13 3 E 3 I 3 3 1
Unit Ext. 13.0 3.0 {3.0 3.0 I 3.0 1 3.0 3.0 I
a■
- I Factor ~ 1.000 ~ 1.000 ~ 1.000 ~ 1.000 1
Last Time I2.0 2.0 I2.0 2.0 ~ 2.0 6 2.0 2.0 f
~ Ext of q 12.0 2.0 12.0 2.0 I 2.0 1 2.0 2.0
~
Ped Min g~ 0.0 4 0.0 I 0.0 I 0.0 ~
PHASE DATA
phase Combinativn 1 2 3 4 I 5 6 7 8
EB Left A P ~ NB Left A "
Thru A 1 Thru A
Right A 9 Right A
Peds X ~ Ped X
WB Left p ~ SS Left A
Thru P I Thru A
Right P ~ Right A
Feds I Ped X
NB Right K EB Right
•1
5& Right I WB Right
I
- I
Gx'eera 40.0 15.0 90.0
Yellow 3.0 3.0 3.0
Al l Red 1.0 1.0 1.0
Cycle Zength : 107.0 secs - Vt?ZUME ADJ[ISTMENT WDAKSHEET
- ' Adjsasted Prop. Frqp.
Appx.,A Mvt Flaw No. Lane F].aw Hate Left Right
- - h5ovemen,t Valume PHF Rate Lanes Greup RTOR In Lane Grp Turns Turns
- Eastbound
- Left 449 0.81 554 1 L, 554
Thru C} 0.90 0 1 TR 4 1.00
Right 1 0.25 4 0 d
Westtacsund
Left Z 0.50 4 1 L 4
- Thru 2 0.50 4 1 TR 112 0.96
Right 77 0.71 108 Q 0
~ t'3orthbouraci
Left 1 0.25 4 Q
Thru 23 0,64 36 1 LTR 44 0.09 0.09
' Right 1 0.25 4 4 0
Southlaaund
Left 165 0.67 246 p
Thru 51 6.75 58 1 LT 314 0,78
Right 345 0.88 393 1 R 0 393
~ Va1ue enterect by user.
~ '
I 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: 0.453 860
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 0.850 1.000 1615
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 1.00-0 1.00 1.00 0.855 1.000 1625
- Northbound Sec LT Adj/LT Sat:
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.668 0.981 1655
Southbound Sec LT Adj/LT Sat:
LT 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.730 1387
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
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. 554 1805 # 0.31 0.383 692 0.80
Sec. 0 860 0.00 0.168 145 0.00
Left L 554 0.551 837 0.66
Thru TR 4 1615 0.00 0.379 604 0.01
Right
Westbound
Pri.
Sec.
Left L 9 1805 0.00 0.140 253 0.02
Thru TR 112 1625 # 0.07 0.190 ' 228 0.49
Riqht
Northbound
Pri.
Sec.
' Left
Thru LTR 49 1655 0.03 0.379 619 0.07
Right
-
; Southbound
~ Pri.
Sec.
~
.
, Left
Thru LT 314 1387 0.23 0.374 519 0.61
Right R 393 1(515 # 0.29 0.379 604 0.65
~ Sum [v1s] critical = 0.62
Lvst TimelCycle, L = 9.00 sec Critical v{c(X) = 0.68
- LEVEL fl F SERVICE WDRKSHEET
' Appr/ Ratios Unf Prag Lane Incxemental Res Lane Graup Approach
Lane Del Adj Grp Factor Del Del
, Grp vIc g1C dk Fact Cap k d2 d3 Delay LDS Delay LaS
Eastbound
L 0.66 0.551 15.8 1.000 837 0.24 2.0 0.0 17.8 B
TR 0.01 0.374 21.0 1.000 604 0,11 0.0 0.0 21.0 c 17.8 B
Westbound -
L 0.02 ❑.140 39.6 1.000 253 0.50 0.1 0.0 39.8 D
TR 0.49 0.140 42.5 1.000 228 0.50 7.6 0.0 54.0 D 49.7 D
Northbound
LTR 0.07 0.379 21.5 1.000 619 0.11 0.0 0.0 21.6 C 21.6 C
Svuthbound
LT 0.61 0.374 27.1 1.000 519 0.19 2.0 0.0 29.1 C 29.1 C
R 0.65 0.379 27.7 1.000 604 0.23 2.5 0.0 30.2 C
Intersectivn Delay a 25.4 (sec/veh) Intersectian LO5 = G
j
i
I`
I ,
1r
HCS: Signals Release 3.1
Phone: Fax:
E-Mail:
OPERATIONAL ANALYSIS
Intersection:
City/State: SPOKANE COUNTY .
Analyst: LINDA SALHAH
Project,No: 33912
Time Period Analyzed: 2003 EX & BKGD PM PK HR
Date: , 6/24/99
East/West Street Name: HALLET RD./ HAYFORD RD.
North/South Street Name: SR902/ AERO RD.
VOLUME DATA
~ Eastbound I Westbound I Northbound I Southbound I
~ L T R I L T R ~ L T R I L T R ~
I I I I I
Volume 1395 3 0 10 6 163 11 56 3 1114 33 198 I
~ PHF 10.75 0.75 0.90 10.90 0.50 0.55 10.25 0.99 0.38 10.96 0.59 0.85 I
PK 15 Vol 1132 1 I 3 74 11 15 2 130 14 58 I
Hi Ln Vol I I I I I
% Grade I 0 I 0 I 0 I o I
Ideal Sat 11900 1900 11900 1900 I 1900 I 1900 1900 I
ParkExist I I I I I
NumPark ~ I I I I
% Heavy Veh10 0 0 10 0 0 10 0 0 10 0 ~ I
No. Lanes I ri 1 0 I 1 1 0 I 0 1 0 I 0 11 I
LGConfig I~ TR I TR I LTR I LT lR/ I
Lane Width 112.0(12.0 112.0 12.0 I 12.0 I 12.0 12.0 I
RTOR Vol I 0 I 0 I 0 I 0 I
Adj Flow 1527 9 10 308 I 72 I 175 233 I
%InSharedLnl I I I I
Prop Turns 1 0.00 1 0.96 10.06 0.11 10.68 I
NumPeds I 0 I 0 I 0 I 0 I
NumBus 10 0 10 0 1 0 I 0 0 ~
Duration 1.00 Area Type: All other areas
OPERATING PARAMETERS
~ Eastbound ~ Westbound ~ Northbound I Southbound ~
~ L T R I L T R I L T R I L T R I
I I I I I
Init Unmet 10.0 0.0 10.0 0.0 I 0.0 I 0.0 0.0 I
Arriv. Typel3 3 13 3 I 3 I 3 3 I
Unit Ext. 13.0 3.0 13.0 3.0 I 3.0 I 3.0 3.0 I
~
' I Factvr 6 1.000 I 1.000 6 1.000 C 1.000 I
I
Lost rime 12.0 2,0 I2.0 2.0 I 2.0 I z.o 2.0
Ext of g 12.0 2.0 12.0 2.0 I 2.0 1 2.0 2.0 ~
Ped Min g 1 0.0 I 4.0 1 0.0 I 0.0 I
i
FHASE DATA
, i Phase Cambinativn 1 2 3 4 1 5 6 7 8
EH Uefit A INB Left A
Thru A I Thru A
~ Right A . I Right A
Peds x I Fed x
ws Left A I ss Left A
Thru A l Thru A
Rignt A I Right A
- Peds X I Ped X
NS Ri.ght ~ EH Right
I
SH Right ~ WB Right
I
I
creen 90.0 10.0 40.0
' Yellow 3.0 3.0 3.0
Al l Red 1.0 1.0 1.0
Cycle Length: 102.0 secs
VOLi]ME AL}JUSTtNEiVT WORKSHEET
' Adjusted Prop. Prop.
i Appr.1 Mvt Fiow No. Lane Flaw Rate Left Right
N3ovement Valume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 395 0.75 527 1 L 527
Thru 3 [].75 4 1 TR 4 0.00
. Right J 0.90 0 a 0
Westbound
Left 0 0.90 0 1 L 0
Thru 6 0.50 12 1 TR 308 0.96
Right 163 0.55 296 tJ ❑
- Nvrthbvund '
Left 1 0.25 4 4
' Thru 56 0.99 Gfl 1 LTR 72 0,06 0.11
. Right 3 0.38 $ 0 0
, SvuthbQUnd '
- Left 119 0.56 119 Cl
- Thru 33 0.59 56 1 LT 175 0.68
Right 198 0.85 233 1 R a 233
* Value entered by user.
j~ ,
~ SATURATIaN FLOW ADJUSTMENT WORKSHEET
Appri Ideal Ada
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P HS A LU RT LT Flaw
Eastbound SeC LT Adj/LT S3t:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 4.950 1805
TR 1900 1.000 1.000 1.000 3.000 1.000 1,00 1.40 1.000 1.000 1900
Westbound 5ec LT AdjILT Sat:
L 1900 1.000 1.000 1.000 1.600 1.000 1.00 1.00 0.950 1805
, TR 1500 1.000 1.000 I.000 1.000 1.000 1.00 1.00 0.856 1.000 1626
Northbvund See LT AdjILT Sat:
. LTR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.04 0.885 0.991 16E7
~ Southbaund 5ec LT AdjILT Sat:
LT 1900 1.000 1.000 7.000 1.000 1.000 1.00 1.00 1.040 6.772 1468
- R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flaw Green --Lane Grvup--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity ❑Ic
Mvmt Graup (v) {s} (Uls) [glCl ic1 Ratia
Eastbvund
Pri.
S@C.
Left L 527 1805 #0.29 0.392 708 0.74
Thru TR 4 1900 0.00 0.392 745 0.01
Right
Westbound
Pri.
Sac.
]Geft L a 1805 ❑.00 0.098 177 0.00
! Thru TR 308 1626 #0.19 0.098 159 1.94
~ Right
Narthbound
Pri.
Sec.
Left
; Thru LTR 72 1667 0.04 0.392 654 0.11
xight
S❑uthbvund
~ Pri.
Sec.
r ,
~f
Left
Thru LT 175 1968 0.12 0.392 576 0.30
Right R 233 1615 # 0.19 , 0.392 633 0.37
Sum (v/s) critical = 0.63
Lost Time/Cycle, L= 9.00 sec Critical v/c(X) = 0.69
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 0.74 0.392 26.6 1.000 708 0.30 4.4 0.0 31.0 C
TR 0.01 0.392 18.9 1.000 795 0.11 0.0 0.0 18.9 B 30.9 C .
Westbound
L 0.00 0.098 91.5 1.000 177 0.11 0.0 0.0 91.5 D
TR 1.99 0.098 96.0 1.000 159 0.50 0.0
Northbound
LTR 0.11 0.392 19.7 1.000 654 0.11 0.1 0.0 19.8 B 19.8 B
. Southbound
LT 0.30 0.392 21.9 1.000 576 0.11 0.3 0.0 21.7 C 21.7 C
R 0.37 0.392 22.0 1.000 633 0.11 0.9 0.0 22.9 C
Intersection Delay = 27.8 (sec/veh) Intersection LOS = C
l
r-•
I
I Factor I • 1.000 1 1.000 I 1.000 I 1.000 I
Lost Time 12.0 2.0 12.0 2.0 I 2•0 12•0 2.0 2.0 I
Ext of g 12•0 2.0 12•0 2.0 I 2.0 12.0 2.0 2.0 I
Ped Min g I 0.0 ~ I 0.0 I 0.0 I 0.0 I
PHASE DATA
Phase Combination 1 2 3 9 1 5 6 7 8
EB Left A ~ NB Left A
Thru A I Thru A
Right A ~ Right A
" Peds X I Ped X
WB Left A I SB Left A ~~S Sk
Thru A I Thru A t
Right A I Right A
Peds X I Ped X ~
NB Right I EB Right
I
SB Right I WB Right
I
I -
Green 45.0 15.0 38.0
Yellow 3.0 3.0 3.0
All Red 1.0 1.0 1.0
Cycle Length: 110.0 secs
N 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 553 0.81 683 1 L 683
Thru 0 0.90 0 1 TR 12 1.00
Right 3 0.25 12 0 0
Westbound
Left 2 0.50 4 1 L 4
Thru 2 0.50 4 1 TR 112 0.96
Right 77 0.71 108 0 0
• Northbound
Left 9 0.25 36 0
Thru 81 0.69 127 1 LTR 167 0.22 0.02
Right 1 0.25 4 0 0
r-
~ Southbound
Left 165 0.67 246 1 L 296
„ Thru 70 0.75 93 1 T 93
: Right 371 0.88 922 1 R 0 922
i
* Value,entered by user.
~
i
I.
sATo~TION FLOw AnJasTMENT WoRxsxEET APP~1 Td~al Ad]
Lane Sat f f f f f f f £ f Sat
GrQUp Flvw W HV G p SS A LU RT LT Flow
Eastbound Sec LT AdjlLT Sat:
' L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
TR 19oo 1.400 1.000 1.000 1.000 1,000 1.00 1.00 0.850 1.000 1615
' Westbound 5ec LT AdjILT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.554 1805
TR 1900 1.000 1.004 1,000 1.040 1.000 1.00 1.00 0.855 1.000 1625
- Narthbvund Sec LT RdjILT 5at:
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.897 0.931 1586
Southbnund Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.060 1.000 1.060 1.00 1.00 0.516 980
T 1900 1.040 1.000 1.000 1.000 1.040 1.00 1.00 1.000 1.000 1900
R 1900 1.000 1.000 1.000 1.000 1,000 1.00 3.00 0.850 1615
CAPACITY ANALYSSS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Apprj Lane Flow Rate Flaw Rate Rati❑ Ratio Capacity~ V]c
_ mvmt Group (v) Csl (Vls) (91C) (c) Ratio
Eastbaund
Pri.
Sec.
Left L 683 1805 #0.38 0.405 738 0.93
Thru TR 12 1615 0.01 0.409 661 0.02
Right
Westbound
Pri.
5ec.
Left L 4 1805 0.00 0.136 246 0.02
Thru TR 112 1625 # 0.07 0.136 222 0,50
Right
Nvrthbaund
Pri.
5ec.
Left
Thru LTR 157 1586 0.11 0.345 548 0.30
Ra.ght
5outhbound
' Pra..
5ec.
r-
~ ,
r
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 0.850 1.000 1615
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 0.855 1.000 1625
Northbound Sec LT Adj/LT Sat:
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.897 0.931 1586
Southbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.516 980
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 1.000 1900
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
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 683 1805 # 0.38 0.409 738 0.93
Thru TR 12 1615 0.01 0.909 661 0.02
Right
Westbound
Pri.
Sec.
Left L 9 1805 0.00 0.136 296 0.02
Thru TR 112 1625 # 0.07 0.136 222 0.50
Right
Northbound
Pri.
Sec.
Left
Thru LTR 167 1586 0.11 0.395 598 0.30
Right
' Southbound
. Pri.
Sec.
r-
L
Left L 246 980 0.25 0.345 339 0.73
Thru T 93 1904 4.05 0.345 656 4.14
Right R 422 1615 # 0.26 0.345 558 0.76
` Sum (vIs) Gritzcal = 0.71
~ Last TimeJCycle, L= 9.00 sec Czitica1 ❑/c(X) = 0.77
LEVEL OF SERVICE WORKSHEET
i
i
- Appr,l Ratios Llnf Prog Lane Incremental Res Lane Group Approach
. Lane Del Adj Grp Factor Del Del
Grp vlc g/C d7. Fact Cap k d2 d3 ❑elay ZaS ~7ela~ ~,05
Eastbound
L 0.93 0.4[]9 30.9 1.000 738 0.49 22.9 0.0 53.8 D
i TR 0.02 0.409 19.3 3..000 561 0.11 0.0 0.0 19.4 B 53.2 D
Westbound
' L 0.[]2 0.136 41.1 1.000 245 0.11 fl.(l 0.0 41.1 D
-TR 0.50 0.13E 44.1 1.000 222 0.11 1.9 0.0 45.9 D 45.8 D
Northbound
LTR 0.30 0.395 25.3 1.460 548 0.11 0.3 0.0 26.7 C 26.7 C
Southbound
~ L [}.73 0.395 31.4 1.000 339 0.29 7.9 0.0 39.4 D
`F 0.14 0.345 24.8 1.000 556 0,11 0.1 0.0 24.9 C 35.4 D
R 0.76 0.345 31.9 1.000 558 0.31 5.1 0.0 38.6 0
Intersectzon Delay = 44.6 (seclveh) Intersection Z,05 = 1]
i
HCS: Sagnals Release 3.1
~
Phone: Fax:
E-N3ai1:
aPERATI4NAL ANALYSZS
Intersectian:
I Gi.ty]5tate : SPC7KANE COUNTY
Analyst: LINI}A SALHAH
Project No: 33912
Ti.me F'erivd Analyzed; 20(]3 BUILDDLIT PM PF{ HR
I Date: 6124199
EastIWest Street Name: HALLET R[].1 HAYFQRD Rf].
Narth,ISouth Street Name: SR902f AERO RD.
VOLUME 1JATA
I Eastbourad 1 Westbound I Northbvund I Southbound I
I L T R E Z T R IL T R 1L T R I
i I 1 l 1
Vvlume 1455 3 30 10 6 163 [2 98 3 1114 99 296 I
~ PHF 10.75 0.75 0.90 10.90 0.50 0.55 10.25 0.94 0.38 10.96 0.59 0.85 I
FK 15 Vol 1152 1 3 I 3 74 12 26 2 130 42 87 I
Hi Ln Vo1 j I I 1 I
~ % Grade I fl I b ! 0 1 a I
Ideai sat 11900 1900 11900 1900 1 1900 I 1900 igaa 1
ParkExist I I I I f
NumFark I ! I I I
% Heavy Vehlfl 0 D lQ 0 0 ID 0 10 0 17 !
No. Lanes 1 i a. o I i 1 D q 0 1 0 1 0 1 1 f
LGConfig 0 L `FR I L TR I LTR I LT R 1
Lane width 112.0 12.0 112.0 12.0 I 12.0 I 12.0 12.0 I
RToR Vo1 ! 0 1 4 I D I 0 I
Adj Flvw 1607 15 1[] 30$ I 120 I 2$7 348 I
%InSharedLn I I 1
I
Prop Turns 1 0.73 ~ 0.96 10.07 0.07 10.41
NumPeds I 0 ! 0 I 0 I 0 I
raUMaus 10 a 10 o I o I o a q
❑urativn 1.00 Area Type. All vther areas
❑PERATING PP,RAMETERS
~ Eastbaund I Westhound i Narthbound ISauthbound I
~ T, T R ~ L T R I L T R IL T R ~
l I I 1 1
I
rnit vnmet lo•a o•o 10.0 0.0 i 0•0 i 0.0 0.0
Arriv. Type I3 3 13 3 I 3 I 3 3 I
S
Unit Ext. 13.0 3.0 13.0 3.0 1 3.0 1 3.0 3.0
C
4~ .
I
T Factor I 1.000 G 1.000 I 1.000 I 1.000
I
, Lvst Time 12.0 2.0 12.0 2.0 ~ 2.0 1 2.0 2.0
Ext af g 12.0 2.0 12.0 2.0 1 2.0 I 2.0 2.0 I
Ped Min g I 0.0 ~ 0.0 ~ 0.6 I 0.0 I
~ PHASE DATA
Phase Cambination X 2 3 4 i 5 6 7 8
EB Left A INB Left A
Thru A I Thru A
Ri,ght A I Right P,
peds x I Ped x
WB Left A 1 SH Left A °
Thru A Q Thru A
' Right A I Right A
Peds X Ped X
NB Right I EB Right
• I .
SB Right 1 WB Right
I
o ,
Green 4[].0 10.0 40.0
Yellow 3.0 3.0 3.0
i A1L Red 1.0 1.0 1.0
Cycle Length: 102.0 secs
~ VOLUME x117JL1STMENT WORKSHEET
Adjusted Prop. Prvp.
Appr.] Mvt Flow No. Lane Flaw Rate Left Right
1Hovement Vo1ume PHF Rate Lanes Group RT4R In Lane Grg Turras Turns
' Eastbound
Left 455 0.75 607 1 I, 607
Thru 3 0.75 4 1 TR 15 0.73
Right 10 0.90 11 0 0
Westbound
Left 0 ❑.90 0 1 L 0
Thru 6 ❑.5a 12 1 TR 308 0.96
Right 163 0.55 296 O 0
, Northbound
Left 2 0.25 8 D
Thru 98 0.94 104 1 LTR 120 0.07 0.07
Right 3 0.38 8 O D
Southbound
' Left 119 0.95 119 0
Thxu• 99 0.59 168 1 LT 2$7 0.41
Right 296 0.85 348 1 R 0 398
I * Value entered by user.
SATUFtATION FLOW ADJUSTMENT WORKSHEET
Apprl Ideal Ad7
~ Lane Sat f f f f f f f f f Sat
Grvup Flaw W HV G P HB A LL) RT LT FZaw
~ Eastbound Sec Lx 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 0.890 1.000 1691
' westbound Sec LT AdjILT Sat;
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.40 0.950 1805
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.856 1.000 1526
. Narthbound Sec LT Adj1LT Sat:
LTR 1900 1.004 1.000 1.000 1.000 1.000 1.00 1.00 0.891 0.982 1662
Southbound Sec LT AdjILT 5at:
LT 1900 1.000 1.000 1.000 1,000 1.000 1.00 1.00 1.000 0.804 1528
R 1900 1.000 1.000 1.006 1.000 1.000 1.00 1.00 0.850 1615
CAPACYTY ANALYSIS WORKSHEET
Adj Adj Sat FZaw Green --Lane Group--
' Appx1 Lane FlQw Rats Flow Rate Ratio Ratio Capacity v1c
Mvnt Group (v) [s] [VIs) Cg/c} icf Ratio
r-
' Eastbound
Pzz.
Sec.
Left L 607 1805 4 0.34 0.392 708 0.86
Thru TR 15 1691 0.01 0.392 663 0.02
Right
, Westbaund
Pri.
5ec.
Left L 0 1805 0.00 0.098 177 0.00
Thru TR 308 1626 # 0.19 0.098 159 1.94
Right
Northbound
pri.
5ec.
Left
i Thru LTR 120 1662 6.07 4.392 652 0.18
Right
-
~I 5authbound
[ Pri.
SeC.
, Left
i Thru LT 287 1526 0.19 0.392 599 0.48
Right R 348 1615 # 0.22 0.392 633 0.55
5urn {v/s} criGica1 = 0.74
Lost Time,lCycle, L _9.0a sec Critacal vlc(x) = 0.81
LEVEI, aF SERVICE WQRFSSHEET
Appr] Ratios Unf Prog Lane Incremental Res Lane Group Flpproach
Lane ❑el Adj Grp Factor C7al Del
, Grp v]c gIC d1 Fact Cap k d2 d3 C7elay LO5 ❑elay LDS
Eastbound
- L 0.86 0.392 28.4 1.000 708 0.39 11.9 0.0 39.8 D
; TR 0.02 0.392 19.0 1.000 563 0.11 0.0 C}.Q 19.0 B 39.3 I]
- Westbvzand
L [],00 f}.OgB 91.5 1.000 177 0.11 U.L} O.i] 41.5 D
- TR 1.94 0.098 46.0 1.000 159 0.50 0.0
~ Narthbound
LTR 0.18 0.392 20.3 1.000 552 0.11 0.1 0.0 20.4 C 20.4 C
~
Southbound
- I,T 0.98 0.392 23.2 1.000 599 0.11 0.5 0.0 23,8 C 23.8 C
Fc 0.55 0.392 24.0 1.000 633 0.1.5 1,0 0.0 25.1 C
Interse~tion Delay = 32.8 {seclveh} 2ntearsection Lf]S = C
,T
~
~
190 ~13 Ramps e sR-902
Capa~ity anatysis
;
~
WestTesrnceTS Update Rev 1299 dna
l
~ HCS: t3nsignal.ized Intersecti4n Release 3.1
TWU-6sTAY STC1P COtdTHOL (TWSC) At+IALYSIS
ua__ rst: LTNDA SAI„HAtI
tntersecti.9n: 5R90 EH oFF RAMPf5R902
u -,c ❑ate: 1999
'I Periati: RM PI{ HR
rntersection Drientatian: Nvrth-South Majflr St.
icle Volune Data: ,
mnvements: 2 3 4 5 10 12
~ iume: 90 67 208 lflfi 73 12
120 92 ass 736 sa 20
. FHF: 4.75 0,73 0.73 0.7e 0.83 4.60
~ N: 0.00 0.00 fl, D(F 4. o(] 0.00 0.00
...--_____-_---__r__P___.._-_-___..-.._____--_______-___r____--________________..-_..__-_..__________ ;
--;edestrian Volume Data:
- MCiVE.'iZ1eT1t8:
.--__-...-_-_-_r.,..-_..._.._.....r-__....__....-_-...-...._..__r.....____..--.....-_-.....-_...-.__-._-_--..
R DW;
- ne wiClth:
Walk apeeti:
, • % Hlvckage;
Median Type: None
# af vehicles: 0
Flared approach Movements:
# of vehicles: Eastbound d
# af vehicles: Westbound 0
- Lane usaga far movernenLs Y,2&3 appraaeh:
Lane 1 Lane 2 Lane 3
L 'i"" R L T Ft L T R
N Y Y N N N N N N
Channelized: N
Grade: O.l]0
Lane usags fvr movements 4,5&6 approach:
Lane 1 Lane 2 T,ane 3
L T R L T R L T R
-_________.._________-____-..__r__..a____--_-___-_r___________-_____--____-___________
Y Y N t3 N N N N N
Channelazed: N
Grade: 0.00
Lane usage fox° movemer,ts 7,80 approach:
- Lane 1 Lane 2 Lane 3
i L T R L T R L T R
N N N N N N N N N
~ Chxnneliaed: N
Gxade: D.90
Lane usage far movements 10.11&12 approach:
Lane 1 Lane 2 Lane 3
I. T R L T A L T R
Y N Y N ld t+i N i3 N
Channelizsd: N
- Grade: 0.00
~ - d3ata far Computinq Effeet of Belay ta Major Street Vehicles:
' ------------------------__----------..z_.._____------------_-w-__-_--------------°__-_°_-_-------
~ Nvrrthhound 5outhbound
5hared ln volume, rrajor th vehicles: 0 106
Shared 1n valume, major rt vehicles: D 0
Sat flaw ratier majvr th vehicles: 1700 1704
Sat flow rate, majar rt vehicles: 1700 1700
Number o£ major stxeet through Ianes: 1 1
- Length af study period, hrs: 1.00
-Drksheet 4 Critica] Gap and Follow-eap time calculativn.
Critica3 Gap Calculativns:
Mavement 4 10 12
_ t c,base 4.1 7.1 6.2
t c,hv l.i] 1.0 1.0
Phv 0.00 0.00 0.00
t c.4 0.2 0.1
G 0.00 0.04 Q.OCI
- t 3,1t 0.0 0.7 D.(}
, t c.T:
- 1 stage 0.00 0.00 0.00
t c
L stage 4.1 6.4 6.2
Fv11vw Up Time Calculatians:
Movement 4 30 12
t f,base 2.2 3.5 3.3
t f. 4iV 0.9 0,9 0.9
P hv 0.00 0.40 0.00
t f 2.2 3.5 3.3
Worksheet 6 TmpQdance and capacity equatinns
i
Step 1: RT from Mizaor St. , 9 17
~
Canflicting Flows 135
--)tenYia1 Capacity 918
-destrian Impedance Factor 1.00
)Vement Capacity 91$
Probability of Queue free St. 0.9$
- 5tep 2: LT frvm Majar 5t. 4 1
Conflicting F1ows 212
Pvtential Capacity 1371
Pedestrian Impedance Factor 1.00
Movement Capacity 1371
PrQbabiZity of Queue free St. 0•79
Maj. L Shared 1n. Prvb. Queue Free St. 0.7$
, i
' Step 4: LT from Minor St. 7 10
Cvnflicting^Flvws 8'72
Pvtential Capacity 324
- Pedestrzan Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.78
Maj. L, Min T Ad7. Tmp Factor. 0.83
Cap, Adj. factor due tv Impeding mvrnnt 0.83
Movement Capacity 269
Worksheet 8 Shared Lane Caleulations
- - -'zared Lane Calculations
~Dvement 7 8 5 10 ll 12
I II-------
I II I
I li I
❑(vPh) 88 20
Mvvement Capacxty 269 918
5hared Lane Capacity 349
_ Warksheet 10 delay,queue J,ength, and LO5
~ iHsavemenf 1 4 7 8 9 10 11 12
il------ -----_9
I II I
I I! I
' W (vph) 285 109
C m (vph) 1371
vIC 0.21 0.35
~ 95% queue length
CoratrvZ F7elay 8.3 22.9
LOS A C
~ Apprvach Delay 22.9
Approach LOS ~
- Wvrksheet 11 5hared Majvr LT Impec£ance and Delay
, - nk 1 Delay Calculations
,vement 2 5
1.00 0.79
P Oj
V il 0 106
V i2 0 0
S il 1700 1700
S i2 1700 1700
p+ pj 1.00 0.78
D maj left 0.0 8.3
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 1.8
I
~ HCS: Unsignalized Tntersectian Release 3.1
TWO-WAY STOP CONTRpL(TWSC) ANALY52S
Analyst: LINDA SALI-M
Intersection: 5R90 ES OFF RAMPJSR902
Cvunt 1]ate: 1959
Time Period: PM PI{ HR
Intersectivn Grientation: Nvrtih-SQuth Maaor 5t.
Vehicle Volume 1]ata:
Movements: 2 3 4 5 10 12
Vvlume: 70 79 197 141 72 13
HFR: 84 125 237 152 96 15
PHF: 0.83 0.53 0.83 0.93 0.75 0.81
PHV: 0.00 0.06 0.00 [3.(30 0.00 0.00
- Pedestrian Vvltame l7ata:
Mvvements:
FlC]W :
' Lane width:
Walk speed:
% HZockage:
ok edian Type : Nc7ne -
# of vehzcles: D
Flared appxaach Mavements:
# ❑f ❑ehicless Eastbound fl
# of veha.cles : Westbound
Lane usage for mvvsments 1,2&3 approach:
Lane 1 Zane 2 Lane 3
L T F{ L T R L T R '
AT Y Y N N N N N i+I
Channelized: N Grade: 0.06
Lane usage for mavements 9,5&6 appraach;
Lane 1 Lane 2 Lane 3
L T R L T R T, T R
Y Y N N N N N N N
- Channelized: N
- Grade: 0_00
iFaae usage £or movements 7,$&4 apprvach:
i
, Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11612 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound • .
Shared ln volume, major th vehicles: • 0 141
Shared ln volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: • 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 1.00
~ Worksheet 9 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 9 10 12
t c,base 9.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
t c
1 stage 9.1 6.4 6.2
Follow Up Time Calculations:
Movement 9 10 12
t f,base 2.2 3.5 3.3
t f, HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
"tep 1: RT from Minor St. 9 12
Cvnflicting F1aws 152
❑tential Capacity 900
, edestrian Impedance FactQr 1•00
Mvvement Capacity 900
Prabability af Queue free St. 0.98
Step Z: LT fram Major St. 4 1
- Conflicting Flows 210
'
Pvtential Capacity 1373
, Pedestrian Impedance Factor 1•00
Mavement Capacity e 1373
Probabxkity o€ ¢ueue £ree 5t. 0.83
Maj. L Shared ln. Prob. Queue Fxee St. 0.81
5tep 4~_ LT from Minvr St. 7 10
Conflicting FZows 773
Potential Capacity 370
Pedestrian Impedance Factor 1•00
Maj. L. Min T zmpedance faCtor 0•81
Maj. L, Min T Adj. Imp Factor. 0•$6
Cap. Adj. factor due to Impeding mWmnt 0-$6
Movement Capacity 316
i
~ Wpxksheet $ Shared Lane Calculations
~hared Lane Calculatians
ovement 7 8- 9 10 11 12
I [I-----A ------I
! II I
I II I
- vivPha Rfi 16
Movement Capacxty 316 900
Shared Lane Capacity 349
- Wvrksheet 147 delay,queue Yength, and LOS
Movement 1 4 7 8 9 10 11 12
9 I~------ ------I .
- 1 II I
I II I
❑(yph) 237 112
C m(vph) 1373
vlc 0.17 0.32
95'& queue 1ength
Contral. Delay 8.2 20.2
, La5 p+ c
+T Apgroach Delay 24.2
~ Apprvach LaS C
Wvrksheet 11 Shared Major LT Impedance and Delay
6Rank 1 Delay Calculations
ovement 2 5
P oj 1.00 0.83
V il 0 141
V i 2 0 0
S il 1700 1700
S i2 1700 1700
P* Oj 1.00 0.81
D maj left 0.0 8.2
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 1.5
~
~
I '
, HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: LINDA SALHAH
Intersection: SR90 EB OFF RAMP/SR902
Count Date: 1999 no build
Time Period: AM PK HR
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 9 5 10 12
I Volume: 146 176 208 143 73 28
i HFR: 195 291 265 183 88 97
~ PHF: 0.75 0.73 0.73 0.78 0.83 0.60
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
edian Type: None
~ # of vehicles: 0
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,20 approach: _
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 9,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Tane usage for movements 7,8&9 approach:
r-
~ I,
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
- Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
' Y N Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
~ Northbound Southbound
Shared ln volume, major th vehicles: 0 193
Shared ln volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 1.00
10
Worksheet 9 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 10 12
t c,base 9.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
t c
1 stage 9.1 6.9 6.2
Follow Up Time Calculations:
Movement 4 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
: t f 2.2 3.5 3.3
r
j Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
kdestrian
nflicting Flows 193
tential Capacity 864
Impedance Factor 1.00
Movement Capacity 869
Probability of Queue free St. 0.95
Step 2: LT from Major St. 9 1
Conflicting Flows 436
Potential Capacity 1135
Pedestrian Impedance Factor 1.00
Movement Capacity 1135 •
Pzobability of Queue free St. 0.75
Maj. L Shared ln. Prob. Queue Free St. 0.73
Step 9: LT from Minor St. 7 10
Conflictinq Flows 1068
, Potential Capacity 297
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.73
Maj. L, Min T Adj. Imp Factor. 0.79
~ Cap. Adj. factor due to Impeding mvmnt 0.79
Movement Capacity 195
Worksheet 8 Shared Lane Calculations
hared Lane Calculations
ovement 7 8- 9 10 11 12
I II------ ------I
I II I
I II I
v(vph) 88 97
Movement Capacity 195 864
Shared Lane Capacity 267
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II------ ------I
, I II I
I II I
v(vph) 285 135
C m(vph) 1135
v/c 0.25 0.50
95% queue length
Control Delay 9.2 32.1
LOS A D '
Approach Delay 32.1
Approach LOS D
~ 'iorksheet 11 Shared Major LT Impedance and Delay
i
6Rank 1 Delay Calculations
ovement 2 5
p oj 1.00 0.75
V il 0 143
V i2 0 0
S il 1700 1700
S i2 1700 1700
p« pj 1.00 0.73
D maj left 0.0 9.2
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 2.5
,
r-
,
\
~
~ HCS: Unsignala.zed Intersection Release 3.1
TWCS-WAY 5TL]P GOFdTROL (TWSC) AN1:L,Y3I5
Analyst: LINDA SALHAH
Fntersecti.on: SR90 ES dFF RAMP/SR302
Caunt Date: 1999 no build
Time Perivd: PM PK HR
Intersectien Orientativn: North-South Major St.
Vehicle Vvlume Data:
•
--Movements : 2 3 4 5 1(] 12
Valume: 120 135 197 305 72 42
HF'R: 145 214 237 328 95 52
PHF: 0.83 0.63 0.83 0.93 0.75 0.81
PHV: 0.00 0.00 0.00 0.04 0.[]0 0.00
Pedestrian ❑vlume Data:
Mpvements :
F'low:
Lane width:
Walk speed: ,
Blockage:
~ ..edian 'Fype : None
# pf vehic7.es: 0
' F'lared approach Movements:
# af vehicles: Eastround 0
# Qf vehicl.es: Westbound 0
Lane usage faz mortements 1,2&3 approach_
" Lane I Lane 2 Lane 3
' L T R L T R L T R
N Y Y i+] N A1 N T+I N
Channe3,ized: N
Grade: 0.00
Zane usage for movements 9,5&6 appraach.
Zane 1 Lane 2 Lane 3
L T R L T Ft L T R
i ---------_-----------------°------------°_----------_-°---------°----------_-wN------------°----
~ Y Y N Td N fF N N N
Channelized: N
Grade: 0.00
,ane usage for mpvements 7,8&9 approach;
Lane 1 Lane 2 Lane 3
L T R L T R L T R
- N N N N N N N N N
~ Channelized: N
- ' Grade : 0.00
Lane usage far mavesnents 10,11&12 approach:
Lane 1 Lane 2 Lane 3
- T, T R L T R L T R
~
Y N Y N N ' N N N N
Channelixed: N "
Grade: t7.0❑
i bata for Computing Effect af Belay tv Major 5treet Vehicles:
Northbaund Southbound
5hared 1n volume, major th vehicles: 4 305
Shared 1n volume, major rt vshi.cles: D a
~ 5at flow ratie, major th ❑ehicles: 1700 1700
Sar flaw rate, major rt vehicles: 1700 1700
~ Number vf major street through lanes: 1 1
Length ❑f study peri.vd, hrs: 1.00
--------°-------------..r---------_°_----------------_--------------°------------------_-.._---
Worksheet 4 Critical Gap and Follow°eag time calculatian.
' CriticaJ. Gap Calculata.ons:
Movement A 10 12 ~
--------_°_--------_-_°------------------------.,-P_----------_-_°----------___°----------------
t c.base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hW 0.60 0.00 0.00
- t c, g 0.2 0.1
G 0.00 0.40 0.0{}
t 3.1t 0.0 4.7 0.0
t C,T:
1 stage 0.46 0.00 0.00
t c
1 stage 4.1 6.9 6.2
Fol.low Up TZme Calculataons:
MovQment Q 10 12
-------___-,_-°-----------°_--------------°-----------------,v_-----------------°--
t f,base 2.2 3.5 3.3
t f.HV 0,9 [}.9 0.5
~ P hv 0.00 0.00 0.06
f~ Gf 2.2 3.5 3.3
' Worksheet 5 Tmpedance and capacity equations
~
Step 1: RT from Minor St. 3 12
~ R-------__°------------------------------------------------------- 328tl^------------_-----------
_ ~~~~lictyng Flows
7tential Capacity 718
- `2destrian Impedance Factor 1.04
Mvvement CagacYty 718
Probability of Queue free St. 0•93
Step 2: LT fxom Major St. ` 4 1
CvnfAicting Flows 359
Potenrfal Capacity 1211
Pedestrian Tmpedance Factor 1•00
Movement Capacitiy 1211
Prvbability vf Queue free St. 0.80
Maj. L Shared In. Prob. Queue Free 5t. 0.76
I Step 4: LT from Minor St. 7 10
Conflzcting F1Qws-----°Y 1054
Fotential Capacity 2$2
Pedestrian Tmpedance Factvr 1.00
Maj. L, Min T Impedance factvr 0•76
Maj. L. Min T Adj. Imp Factpr. ❑.82
Cap. Adj. factor due tv Imgeding mvmnt 0•$2
Mpvement Capacity 246
Worksheet 8 5hared Lane Calculations
hared Lane Calculations
ovement 7 8 9 10 11 12
---------wr--------------------w- I II------
I Il I
I !I I
~(vph) 96 52
Movement Capacity 2176 718
Shared Lane Capacity 275
Worksheet 10 delay,queue lenqth, and LOS
Movement 1 4 7 8 9 10 11 12
! II--°_°- ------I
1 II 1
I II I
❑{vph} 237 148
C m{vph} 1211
v{c 0.20 0.54
95% queue length
Contrvl Delay 8_7 33.2
. Las A n
Approach aelay 33.2
Approach LD5 D
'lorksheeY il Shared Major LT Tmpedance and iJelay
E
~
, -znk X Delay Calculations
)vement ~ 2 S
p oj 1.00 0.80
V i1 0 305
V i2 a 0
S xl 1700 1700
S z2 1700 17p❑
p- pj 1.00 0.76
~ D ma~ left 0.0 8.7
N numlaer ma7or st lanes 1 1
De1ay, rank 1 mvmts 0•0 2•1
~
i
~
~
i ~
~
. HCS: Sxgnals Release 3.1
- Phone: Fax:
E-Mail:
QPERATIONAL ANALYSIS
Intersectivn:
CitylState; SPDFCANE CpUNTY
- Analyst: LTNDA SALHAH ,
- Project No: 33912
Time Perivd Analyzed: 2003 EX & BKGRD RM PK HR
Date: 6123199
East/West 5treet Name: 194 EB OFF RAMP
NorthlSouth Street Name: SR902
I VOLDME DATA
~ Eastbound ~ Westbound ~Nvrthbound ~ Southbound ~
IL T R I L T R I L T R IL T R !
~ I I ~ A
Volume 13-54 57 j . I 265 275 1294 506 I
PHF 10•83 0.60 C I 0.75 0.73 10.73 0.78 I
~PK 15 Vvl 146 29 I I 89 94 1101. 162 I
xi Ln Vol I I l I I
~ % Grade ~ 0 I E 0 1 0 I
'Ideal Sat 11900 1900 I I 1900 1900 11900 1900 8
ParkExist I 1 I I ~
NumPark I C I I I
% Heavy Veh IO D I 9 fl 0 10 0 I
Ncr. Lanes 1 1 0 I I o 0 0 I a 1 1 I 1 2 a I
LGCanfig I L R I I T R I L T I
1
' Lane Width 112.0 12.0 I P 12.0 12.0 112.0 12.0
RTOR Vo1 I 0 I I 0 i I
Adj Flow 1186 95 1 f 355 377 1403 699 €
$InSharedLnl E I I I
Prop Turns I I i I I
' NumPeds I 0 I 0 I o I I
- NumBus ID a I I 0 0 ld q I
puration 1.00 Azea Type: All other areas
C]PERATIi*IG PARAMETERS
p Eastbvund ~ N7estbaund I Northbound I Southbound I
- IL T R I L T R 1L T R IL T R I
I I I 1 1
~
- Init onmet 10.0 0.0 I I 0•0 0•0 10.0 0.0
Arriv. Type I 3 3 1 I 3 3 13 3 I
I
Unit Ext. I3.0 3•0 i 1 3.0 3.0 I3.0 3.0
`
I
I Factor I 1.000 I I 1.000 9 1.000
Lost Time 12.0 2.0 1 ~ 2.0 2.0 12.0 2.0 3
Ext of g 12.0 2.0 I I 2.0 2.0 12.0 2.0 I
Pea mzn g 1 0.0 i ' 0.0 ~ 0.0 ~
PHASE DATA
, Phase Cambinatian 1 2 3 4 g 5 6 7 8
I I ES Left A , e NB Left
Thru I Thru A
Right A I Right A
Peds x I Ped
- WS Left ! SB Left A
Thru 1 Thru A
Right I Right
Peds I Ped X x
I NB Right I EB Right
I
sB Rzght 1 wS Right
I
- i
Green 20.0 33.0 38.0 kellow 3.0 3•0 3•0
A1.1 Red 1.0 1.0 1.0
~ Cycle Length: 103.0 secs
VQLUME P,DJLiSTMENT Wf3RKSHEET
P.djusted Prop. Pxop.
, Appr.1 Mvt Flaw No. Lane Flaw Rate Left Right
Movement Volume PHF Rate Lanes Group RTaR 7n Lane Grp Turns Turns
! Eastbvund
i Left 154 0.83 1$6 1 L 186
Thru 0
Itaght 57 0.60 95 1 R 0 95
Westbound
_ Left 0
' Thru 0
' Right 0
Northbound
, Zeft 0
Thru 266 0.75 355 1 T 355
Right 275 0.73 377 1 R 0 377
~ Southbound
- Left 294 0.73 903 1 L 903
- Thru 506 0.78 649 2 T 649
I Right 0
I
* Value entered by user.
,a I SATURATION FLOW ABJUSTMENT WORKSHEET
_ Rpprf Ideal Ad7
Lane Sat f f f f f f f f f Sat
_ Group Flaw W HV G P BS A LU RT LT Flow
Eastbound SeC LT AdjILT 5at:
' L 1900 i.ooo 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
- R 1900 1.000 1.000 1.000 1.000 1.000 1.04 I.00 O.850 1615
~ Westbound Sec LT AdjILT Sat:
~
Northbaund Sec LT AdjILT Sat:
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1,40 1.000 1.000 1900
R 1900 1.000 1.000 1.000 1.040 1.000 1.00 1.00 0.850 1515
Southbaund Sec LT AdjILT Sat:
L 1900 1.000 1.000 1.000 1.000 1.006 1.00* 1.00 -W-- 0.950 1805
T 1900 1.000 1.000 1.000 I.QaO 1.000 1.00* 0.95 1.000 1.000 3510
CAPACITY ANALYSIS WORKSHEET
' Adj Adj 5at Flow Green --Lane Group--
Appx/ Lane Flow Rate Flow Rate Ratio Ratio Capacity VIc
Mvmt Group (v) tsy (vls) fg1Ca {c} Ratio
Eastbound
-Pri.
Sec.
Left L 186 1805 #0.10 0.194 35{} 0.53
Thru
Right R 55 1615 0.06 ' 0.194 319 0.30
Westboun.d
Pri.
5ec.
, Left
Thru
Right
Northbvund
P-ri. Sec.
Left
' Thru T 355 1900 0.19 0.369 701 0.51
Right R 377 1615 #0.23 0.369 596 0.63
i-
i , Sauthbound
Pri.
- SeC.
,
Left L 403 1$05 # 0.22 0.320 578 0.70
Thru T 699 3610 0.18 0.320 1157 0.56
Right
Sum (v/s) critical = 0.56
Last TimelCycle, L = 9.00 sec Critical ❑Ic(X) = 0.61
LEVEL QF SEHVICE WORKSHEET
- Appr1 Ratias Unf Prog Lane Incremental Res Lane Group Approach
Lane ❑el Adj Grp Factor Del Del
Grp v1c gIC dl Fact Cap k d2 d3 Delay Lo5 ❑elay LQS
Eastbvund
L 0.53 0.194 37.3 1,000 350 0.13 1.6 0.0 38.9 ❑
- 38.5 D
R 0,30 0.194 35.5 1.000 314 0.11 0.5 0.0 36.1 D
Westbound
Northbound
_ T 0.51 0.369 25.2 1.000 701 0.12 a.s 0.0 25.8 c 25.$ c
R 0.63 0.369 26.8 1.000 596 0.21 2.2 0.0 29.0 c
- 5vuthbound
L 0.70 0.320 30,6 1.[}00 578 0.25 3.8 0.0 39.9 C
~ T 0,56 0.320 29.0 1.[]40 1157 0,16 0.6 0.0 29.6 C 31.4 C
Intersection De].ay = 30.9 (seclveh) Intersectivn LDS = C
o ;
I
t
-
, HCS: Sxgnals Release 3.1
phone; Fax:
E-Mail:
C)PERITIQNAL ANP,LYSZS
, Intezsection:
CitylState : SPflTCANE CQLTNTY
Analyst: LINDA SALHAH
Project No: 33912
i Tzme Period Analyzed; 2003 E%. & BKGRD PM PK HR
i Date: 6123199
EastlWest 5treet Name: 190 EB OFF RAMF
NvrthlSouth 5treet Name: Sfi902
VOLUNIE DATA
~ Eastbaund ~ Westbvund I Nozthbound ~ 5outhbound l
~ L T R EL T R G L T R I L T R I
I I I i I
Vvlume 1142 53 I I 329 297 1665 491 I
PHE' 10.75 0.81 1 ! 0.83 0.63 10.83 0.93 !
PK 15 Vol 197 16 1 99 118 1201 132 1
Hi Ln Vol { 6 I I I
% Grade 1 n 1 ~ a 1 Q 1
i
' raEal sat 11900 1900 i ~ 1900 1900 I1904 1900
' ParkExist I I I ~ ~
NumPark I i 1 I !
% Heavy Veh I D 0 ~ I 0 0 10 4 I
No. Lanes I 1 0 1 I 0 a a I 0 1 1 I 1 2 a I
LGConfi.g I L R I I T R I L T I
I
Lane wxatn 112.0 12.0 I I 12.0 12.0 112.0 12.0
RToR Vol t Q 1 1 0 C I
' Adj Fiow 1189 65 396 471 1802 52$ i
%InSharedLnl i ~ I I
Prop Turns I I I I I
NumPeds ; ❑ I 0 I 0 1 ~
NumBus Id 0 ! 1 0 d 10 0 I
Duration 1.00 Area Type: All athez areas
C]FERATING PARAME'I'ER5
~ Eastbound I Westbound J Northbound ~ Sauthbound I
~ L x R l v T R IL T R I L T R I
I I I I I
Init Unmet I0•0 0•0 I I 0.4 0.0 10.0 0.0 f
~ Arriv. Type J3 3 ! 1 3 3 13 3 I
L]nit Ext. 13.0 3.0 I ~ 3.0 3.0 [3.0 3.0 I
~ L, ~
~
zFactor 1•000 1.000 ~ 1•000
~
Lost Time 12.0 2.0 1 1 2.0 2.0 12.0 2.0
I
Ext vf g 12.0 2.0 1 1 2.0 2.0 12.0 2.0
Ped Min g I 0.0 I k 0.4 ! 0.0 ~
PHASE DATA
Phase Combinatian 1 2 3 4 i 5 6 T 8
EB Left A ~ NB Left
Thru I Thru A
Right A I Right P A
Peds X I Ped
WH Left ~ SB Left A
~ Thru { Thru P
- Right I Right
Peds I Ped x X
~
ght
, NS Right ES Right
!
5a Right l WS Right
I I
_ I
Green 18.0 52.5 30.0
Yellow 3.0 3.0 3.0
i A].1 Red 0.5 6.5 0.5
Cycle Length: 111,0 secs
~ V0I,UME ADJUSTMENT WORKSHEET
Adjusted Prvp. Prap.
Appr.1 Mvt Flow No. Lane F1ow Rate I.,eft Right
- Mavement Volume PHF Rate Lanes Group FtTOR In Lane Grp Turns Turns
Eastbaund
I Left 142 0.75 1$9 1 L 189
Thru 0
Right 53 0.$1 65 1 R 0 65
. I
_ Westbounti
Zeft 0
Thru ~
I Right 0
Northbound
Left 0
Thru 329 0.83 396 1 T 395
Right 297 0.63 471 i R D 471
I Southbound
Left 666 0.83 802 1 L 842
Thru 491 0.93 528 2 T 528
, i Right o
* Value entered by user.
, SATURP,TIDN FbQW ADJUSTMENT WQRKSHEET
t ApprO Ideal Adj
Lane Sat f f f £ f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flaw
i Eastbaund SEC LT Adj]LT Sat:
; L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
i
~ Westbvund Sec LT AdjILT 5at:
Noxthbaund Sec LT AdjILT Sat:
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 1.000 1900
R 1900 1.000 1.000 1.000 1.000 1.400 1.00 1.00 0.850 1515
Sauthbound 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 1.060 1.000 3610
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green -YLane Graup--
Apprl Lane Flaw Rate Flow Rate Ratio Rati❑ Capacity vlc
Mvmt Group fvJ (s) fvlsa (glC) {c) Rativ
~ Eastbound
' Pri.
5ec.
~ Left L 189 1805 # 0.10 0.162 293 0.55
Thru
Rzght R 65 1615 0.04 0.152 252 0.25
Westbaund
Pri.
sec.
r-
L@ft
ThY'41 -
R].ght
rilorthbvund
Pri.
SeG.
Left
Thru T 396 1900 # 0.21 0.270 514 0.77
Right R 971 1515 0.29 0.775 1251 0.38
' Southbcaund
~ Pr.i. -
Sec.
I`_ ~ -
Left L 802 1805 # 0.44 0.473 854 0.99
Thru T 528 3610 0.15 0.270 976 0.54
Right
~ Sum (v!s) critical = 0.75
Lost TimelCycle, L= 9.00 sac Gritical vlc(X) _0.82
LEVEL OF SERVICE WORKSHEET
- Appr/ Ratios Unf Prag Lane Incremental Res Lane Group Approach
Lane nel Adj Grp Factvr Del De1
Grp v/c gIC dl Fact Cap k d2 d3 Delay LoS Delay LOS
Eastbound
L 0.55 0.162 43.5 1.000 293 0.22 4.9 0.0 48.5 D
48.5 0
~ R 0.25 0.152 90.6 1.000 262 fl.J.l 0.5 0.0 41.1 D
Westbound
- Northbaund
'A T 0.77 0.270 37.3 1.000 514 0.32 7.4 0.4 44.7 D 44.7 I7
R 0.38 0.775 9.0 1.000 1251 0.7.1 0.2 0.0 4.2 A
Southbvund
L 0.94 0.973 27.7 1.000 854 0.45 24.1 0.0 51.8 D
T 0.54 0.270 34.6 1.000 976 0.50 2.2 0.0 36.8 ❑ 45.3 D
~ Intersection Delay = 37.7 (secOveh) Intersectivn LQS = D
r
~
-
~
HCS: 5ignals Release 3.1
~
--Phvne: Fax:
E-Mail:
I OPERATIDNAL ANALYSIS
Tntersection:
CitylState: SPOKANE COUNTY
- Analyst: LINDA SALHAH
Pzoject No: 33912
Time Perivd Analyzed: 2003 BLDOUT AM PK HR
Date: 6123l99
EastlWest Street Name: I90 EB OFF RAMP
, NorthlSouth Street Name: SR902
_ VOLUME DATA
' g Eastbaund ~Westbound ~ Northbound E Southbaund I
~ IL T R I L T R I L T x I L T R I
I I I I I
_ vvlume 1159 73 1 I 322 361 1294 536 r
PHF 10.83 0.60 4 - I 0.75 0.73 10.73 0.78 6
PK 15 Vol 146 30 E I 107 124 1101 172 I
xi Ln Uv1 1 I 9 I I
% Grade t 0 I 1 0 l d I
I
' Ideal Sat 11900 1900 I ~ 1900 1900 61900 1900
ParkExxst I I I I I
NumPark I ! I I I
% Heavy VehlO 1 I 0 0 10 0 I
No. Lanes 1 1 D 1 E 0 0 0 I 0 1 1 I 1 2 0 I
LGConfig I L R I 1 T R 1 L T I
' Lane width I12•0 12•0 I E 12.0 12.0 [12.0 12.0 I
FtToR Voi I 0 I I 0 I ~
` Adj Flow 1185 122 1 ~ 929 995 1403 687 ~
%InSharedZnl 1 I f I
Frvp Turns I I I I I
NumQeds 1 a I 0 I 0 I I
- NumBus 10 0 I I 0 0 [0 0 I
Duration 1.00 Area Type: All ather areas
C7PERATTNG PAR.ANfETERS
I Eastbaund I Westbound I Northbound i 5outhbound d
~ L T R ~ L T R I L T R I Z T R I
9 I I I I
~Init Unrnet 10.6 0.0 I 1 0.0 'O.L} Ib.C} 0.0 G
~ Arriv. Typep3 3 I ! 3 3 E3 3 I
Unit Ext. 13.0 3.0 1 I 3.0 3.0 13.0 3.0
f
~
k.
~ I Factor I 1.000 I I 1.000 I 1.000 I
Lvst Time 12.0 2.6 I ¢ 2.0 2.0 12.0 2.0 I
Ext of g [2.0 2.0 I & 2.0 2.0 I2.0 2.0 I
~
Ped Min g I 0,0 I I 0.0 I 0.0
~ PHASE DATA
Phase Combinatien 1 2 3 4 I 5 6 7 8
- EB Left A ENB Left
Thru ! Thru A
Right A I Rzght A
_ Feds X I Ped
WB Left I 5B Left A
Thru ~ Thru A
~ Right I Right
- Peas I Pea x x
~
NB Right ~ ES Right
9
SB Right I WB Riqht
~
I
Green 20.0 33.0 38.0
' Yellaw 3.0 3.0 3.0
All Red 1.0 1.0 1.0
- Cycle Length: 103.0 secs
_ VDLUME ADJUSTMENT WORKSHEET
, Adjusted Prop. Pxap.
Appr.1 Mvt Flaw Nv. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbvund
Left 154 0.83 185 1 L 1$6
Thru fl
Right 73 0.60 122 1 R 0 122
- Westbound
veft v
Thru D
Right
° NQrthbvund
Left 0
Thru 322 0.75 429 1• T 429
r- FtlCfht 361 0.73 495 J. £T G 495
,
I
Southbound
Left 294 0.73 443 1 L 903
Thru 536 0.78 687 2 T 587 •
I Right 0
i
* Value entered by user.
SATURAmION FLflW AAJUSTMENT WORKSHEET
Appr! Ideal Adj
Lane Sat f f f f f f f f f 5at
Group Flaw W HV G P SB A LU RT LT Flaw
Eastbound 5ec LT Adj1LT 5at:
; L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.40 0.950 1805
R 1900 1.000 1.000 1.000 1.000 1.004 1.00 1.00 0.854 1615
Westbound 5eG LT AdjILT Sat:
i
Narthbound Sec LT AdjILT 5at:
~ T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 1.000 1900
R 1900 1.000 1.000 1.000 1.000 1.000 1.60 1.00 0.850 1615
~ 5outhbound 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
- CAPAGITY ANALYSTS WORKSHEET
~ Adj Adj Sat FlQw Green --Lane Group--
Appri Lane Flvw Rate Flaw Rate Ratio Ratio Capacity V/c
Mvmt Group ivi (s) {v/s} (gIC) [c) Rativ
Eastbaund
Pri.
Sec.
Left L 185 1805 # 0.10 0.194 350 0.53
Thru
Right R 122 1615 0.08 0.194 314 0.39
, westbound
Pri.
SeC.
Left
Thru
- Right
j Nvrthbcsund
' Pri.
Sec.
Left
TYaru T 929 1900 0.23 0.369 701 0.51
Right R 495 1615 # 0.31 0.369 596 0.83 °
5outhbound
Pz'i..
Sec.
R
Left L 403 1805 # 0.22 0.320 578 0.70
Thru T 687 3610 0.19 0.320 1157 0.59
Right
Sum (v/s) critical = 0.63
Lost Time/Cycle, L= 9.00 sec Critical v/c(X) = 0.69
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Qrog 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 0.53 0.199 37.3 1.000 350 0.13 1.6 0.0 38.9 D
38.9 D
R 0.39 0.199 36.2 1.000 314 0.11 0.8 0.0 37.0 D
Westbound
- Northbound
T 0.61 0.369 26.5 1.000 701 0.20 1.6 0.0 28.1 C 28.1 C
R 0.83 0.369 29.6 1.000 596 0.37 10.5 0.0 40.1 D
- Southbound
L 0.70 0.320 30.6 1.000 578 0.26 3.8 0.0 39.9 C
T 0.59 0.320 29.9 1.000 1157 0.18 0.8 0.0 30.2 C 31.8 C
Intersection Delay = 33.7 (sec/veh) Intersection LOS = C
i~
! !
I Factor ~ 1.000 ~ a 1.000 I 1.000
I
Lost Time 12.0 2,4 E ~ 2•0 2•0 12.0 2.0 I
~
Ext of g 12.0 2.0 1 ~ 2.0 2.0 12.0 2.0
I
Ped NFin g € 0•0 I I 0.0 9 0.0
, PHASE IlATA
Phase Combinativn 1 2 3 4 I 5 5 7 8
I
- EB Left A ~ t38 Left
- 'Fhru } Thru A
'i
Right A , l Right A
Peds X l Fed
wB T.eft I SB Left A
' `Phraa i Thru A
Right ~ Right
E'eds 9 Fed }C x
~ I
NB Right I ES Right
I
i SS Right , I WH Right
I
Green 20.0 55.0 33.4
Yel16w 3.0 3.0 3.0
A1l Red 1.0 1.0 1.0
Cyele Length: 120.0 secs
VOLUME ALlJ[ISTMENT WaRKSHEET
Adjusted Pxop. Prvp.
Appr.1 Mvt Flow No. Lane Flaw Fiate Left Right
Mvvement Volume PHF Rate Lanes Grvup RTDR Zn Lane Grp Turns Turns
, EasGbounc3
Left 142 0.75 189 1 L 189
Thru 0
Right 82 0.81 101 1 R 0 101
Westbound
- , Left o
~ Thru 0
Right 0
- hlQrthbound
Left 0
Thru 379 Q.83 457 1 T 957
Ttight 349 0.65 911 R i] 911
~ Southbound
Left 666 0.83 802 1 L 802
Thru 625 0.93 673 2 T 573
' Right 0
~ Value entered by user.
,
.
SATpRATION FLOW ADJUSTMENT WORKSHEET
, Apprl Ideal AdJ
Lane 5at f f f f f f f f f 5at
Graup Flow w HV G P" BB A LO RT L'T Flow
Eastbound Sec LT Ad71LT 5at;
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.e50 1615
~
~
'-Westbound Sec LT AdjILT 5at:
~
NorthbQUnd Sec LT AdjlLT Sat:
T 1900 1.000 1.000 1.000 1.406 1.000 1,00 1.00 1.000 1.000 1900
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
i i Southbaund Sec LT AdjlLT 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
CAPAGTTX ANALY5I5 WORKSHEET
' Adj Adj 5at Flaw Green --Lane Group--
Appr/ Lane Flow Rate FlQw Rate Ratia Rativ Capacity vlc
Mvmt Graup (v) [s) (vIs) (gIC) Qc) Rativ
' Eastbound
Pri.
SeC.
' Left L 189 1805 # 0.10 0.167 301 0.63
_ Thru
Rignt R 101 1615 0.06 0.167 269 0.3e
i westbaund
Pri.
Sec.
Left
Thru
Right
. Nvxthhaund
Prl.
SeC.
Left
, Thru T 457 1900 0.24 0.275 523 0.87
Right R 411 1615 # 0.25 0.275 449 0.93
5authbaund
' Pri,
5ec.
Left L 802 1805 # 0.44 0.458 827 0.97
Thru T 573 3610 0.19 0.458 1655 0.41
Right
5um (vIs) critical = 0.$0
LQSt TimelCycle, L= 9.00 sec Critical nlc(x) _0•87
I LEVEL OF SERVICE WDRKSHEET
I Apprl Ratios Unf Prog Lane Zncremental Res Lane Group Approach
Lane DeT Adj Grp Factar Bel Del
i Grp v/c g/C dl Fact Cap k d2 d3 Delay LQS Delay LO5
~
Eastbvund
-L 0.53 0.157 96.5 1.000 301 0.21 4.2 0.0 50.7 D
50.7 o
- R 0.38 0.167 44.4 1.000 269 0.11 0.9 0.0 45.3 D
westbound
I
I
~ Narthkaound
T 0.87 0.275 91.5 1.000 523 0.90 17.8 0.0 59,3 E 59.3 E
~ R 0.93 0.275 42.3 1.000 444 0.49 35.3 0.0 77•6 E
Southbaund
L 0.97 0.458 31.7 1.000 827 0.98 38.8 0.0 70.5 E
T 0.41 0.458 21,6 1.000 1655 ❑.11 0.2 0.0 21.8 C 98.3 I]
Intersection Delay = 54.8 (sec/veh) InterseGtian LDS = D
I
;
` i
--I
r°--
i
~
i
' _
190 WB Ramps 1 M02
Capacity Analysis
Wcst7'erraccT3 Update Rew 1299 doc
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALY52S
, Analyst: LINDA SALk3AH
Intersectian: SR9021 290 WB OFF RAMf'
Count ❑ate: 1999
Tzrne Period: ANi PK HR
Intersection orientation: North-5vuth Major 5t.
Vehi,Gle VvJ.ume Data:
llovements c 1 2 5 6 7 9
VolumesP 26 139 227 54 79 ' 220
HgR; 36 153 303 89 113 272
PHF: 0.72 0.31 0.75 0.61 0.70 0.81
PHw: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Valume Data;
Mavements:
Flow:
Lane width:
Wxlk speed:
~ % Blockage:
edian Type: None
,r of vehicles c CS
Flared approach Mouements:
# ❑f vehicles : Eastbvund f]
# pf vehicles: Westbound 4
Lane usage fvr mvvements 1.2&3 appzoach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
]C Y N N N N N id Dl
Charrnelrzed; N -
Grada. 0.00
Lane usage fvr m4vements 4,5&5 approach:
' Lane 1. Lane 2 Larse 3
L T R L T R L T R
• N Y Y N t3 N N N N
i
Channelzzed: N
- Grade: 0.00
€
Lane usage far movements 7,869 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
' Channelized: N
Grade: 0.0❑
Lane usage fvr movements 10.11612 apprvach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Ctsannelized; N
Gtads: 0.00
Qata far Camputing Effect af Delay to Major Street Vetnicles:
No rthbound Southkaaunc3
5hared ln vvlume, major Lh vehicles: 139 fl
5hared In volume, major rt vehicles: 0 0
Sat flvw rater major th vehxcles: 1700 1700
Sat flow rate, major xt vehieles: 1700 1700
Number of major street thrcrugh lanQS: 1 1
Length of stsady peaciod, hrs : 1.00
Drksheet 4 CriYical Gap and Fvllow-up time calculativn.
Critical Gap Calculations:
Mavement 1 7 9
t e,base 9.1 7.1 6.2
t Cvt'iV 1.0 1.0 1.0
P hv C].Ofl 4.00 O.fla
t G.g 0.2 0.1
c 0.00 0.00 0.00
t 3,iti 0.0 0.7 0.0
t C, T:
i stage 0.00 0.00 0.00
t c
1 stage 4.1 6.9 6.2
Follaw Up Time Calculations:
, Mvvemeart 1 7 9
------------°_br_°-----------------------°_R-°-------------------____-_-__------------------___
t f,loase 2.2 3.5 3.3
t f.KV 0.9 a.s 0.9
p nV 4.00 0.00 0.00
' t f 2.2 3.5 3.3 '
~ woxksheet 6Impedance and capacity equations
1
" Step 1: RT from Minvr 5t. 9 12
Conflicting FlowS 153
-atentiial Capacity 899
adestrian Irnpedance Factor 1.00
)vement Capaczty 893
~ Prababxlity Queue free St. ----~-7Q-
Step 2: LT frarn Majvr St. 4 1
Conflicting Flows 391
Fotential Capacity 1178
Pedestrian Impedance Factar 1.00
Mavement Capacity 1178
Probability of Queue free St. 0.97
Maj. L Shared In. Prvb. Queue Free St. 0.97
Step 4: LT from Minor St. 7 10
Conflicting Flows 572
Fvtential Gapacity 405
Pedestxzan rmpedance Factor 1.00
Maj. L, Min T Impedance factar 0.97
Maj. L, Min T Adj. Img Factor. 0.97
Cap. Adj. factar due to Impeding mvrnnt 0.97
Movement Capacity 473
Worksheet 8 5hared Lane Calculations
b-hared Lane CalcuAatians
ovement _ 8 9 10 11 12
I------ ------il 9
I II f
I II I
v(vph) 113 272
Mavement CapaGity 473 899
Shared Lane Capacity 711
---------------.._-------------------___--..____-w..,.r_r___,..F.,_____------------------------------
Warksheet 10 delay.queue length, and Lfl5
h5vvement A 7 B 9 10 11 12
------------------....__------------..---o-_-_----------------°--e..__-----------------_-..-..v_-----
_ ~
, I II l
! 11 k
,
v(vpn) ss 3e4
C m{vph} 1178 1440
vlc 0.03 4.54
95% c;iaeue length
Control Delay 8.2 16.0
LdS A C
Appzoach De1ay 15.0
ApproaCh LpS C
. _---FH..__P_..--------------------_--------------------------------------------------------------
Worksheet 11 Sharer3 major LT Ianpedance and Delay
,
' Rank 1 Delay Galculations
'"7vement 2 5
pj 0.97 1.00
' V x1 133 0
V xz o 0
s ii 1700 1700
s i2 1700 1700
p" pj 0.97 1.00
D maj left B.2 0.0
N numher major st lanes 1 1
De1ay, rank 1 mvmts 0•3 p•fl
,
I
r -
~
HCS: Unsignalized Intersectian Release 3.1
TWD-WAY STOP GpNTADLITWSC1 ANALYSIS _
Arlalyst: LINDA SALI3AH
Interseetion: 5R3021 290 W8 ❑FF RAMP
, Count Date: 1999
Time Period: Pl9 PK HFt
~ Ingersection Orientation: North-5outh Major 5t.
❑ehicle Valume Data:
Movamentis: 1 Z 5 fi 7 9
Volume: 11 119 250 75 70 293
HE'fi: 16 144 272 91 80 267
- PHF: 57.69 0.02 0.92 0.82 0.88 0.91
PHV: 0.00 fl. df] 0.00 0.40 6.00 0.00
Fedestrian Volume Data:
hiovements :
E'lvw :
T,ane width :
Walk speed:
% Hlockage:
adian Type: NQne -
„ of ❑ehicles: 0 -
F1ared apprvach Movements:
0 [af vehicles: Eastbound 4
# of vehicles: Westbound 0
- Lane usage fvr mauements 1,20 apprvach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
- Y Y dV N N N AI N N
Channe]ized: N
' Grade: 0.00
' Lane usage Evr mvvements 9,5&6 approach:
T,ane 1 Lane 2 Lane 3
L T R L T R L T R
N Y y N td N N N N
' Channel.ized: N
Grade: 0.00
I,ane usage for rnoaements 7,869 apprpach:
L~
,
Lane 1 Lane 2 Lane 3
L T R L T 'A L T R
Y N Y N AI N N N N
~ Channelized: N
Grade: [Y.Oa
, X,ane usage far movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R F, T R L T R
_ _ N N N N N ld N N N
Channelized: N
Grade: 0.00
Data for Camputing Effect af ❑eiay t❑ Major Street Vehicles;
NorthbAUnd 5outhbaund
Shaxed ln volume, major th ❑ehicles: 118 0
SharQCi ln ❑olume, ma]vr rt vehic].es: 0 o
5at fPow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 17[}0 1700
Nrsmber of major street through lanes: Z 1
T,ength vf study peri.od, hrs : 1.00
norksheet 4 Critical Gap and Fvilow-up time Gal.culation.
Critical. Gap Calculata.orss:
Movement Y 7 g
G c.base 9.1 7.1 6.2
' t CrhV 1.0 1.0 1.0
r r,v 0.00 0.00 0.00
t C'g 0,2 0.1
c 0.00 0.00 0.00
L 3,1t 0.0 0.7 O.CY
t CtT:
1. 3tdC1e 0.00 0.00 0.00
t c
1 stage 4.1 6.4 6.2 Fol.low rIp Time Calculatians :
Nfovement X 7 9
t f,base 2.2 3.5 3.3
t €.HV 4.9 0.9 0.9
P hv 0.0(} 0.00 0.04
t f 2.2 3.5 3.3
Wox7ssheet 5 Impedance and capacity equations
- 5tep 1: RT €rom Miraor St. 9 12
~
f
--------------------------------__----------------_-_p_-___---------------_A-------------------
Cvnflicting Flvws 144
4tential Capacity 909
edestrian Impedance Factor 1.00
Movement Capacity 909
Prabability of Queue free St. 0.71
Step 2: ZT fram Ma]vr St. 9 i
Gonflicting Flows 363
Potential Capacity 1207
~ Pedestzian Impedance Factor ' 1.100
~ Movement Capacity 1207
- PrQbabilzty of gueue free St. 0.99
Maj. L Shared 1n. Prob. Queue Free 3t. 0.99
__o-------------°------------__------------__-__-_-__°_-----------------°----------------------
5tep 9: LT frvm Minvr 5t. 7 10
Cvnflicting Flows 493
Potentzal Capacity 539
Pedestrian Tmpedance Factor 1.00
Maj. L, Min T Imgedance factvr 0•99
Maa. Lr M1n T Adj. Imp FdCtOr. 0.99
Cap. Adj. factor due to Impedang mvmnt 0.99
Mowement CapaEity 533 _
Warksheet 8 Shaxed Lana Calculatxons
r-
i hared Larse Calculata.ons
~ avemersiC 7 8- 9 10 11 12
~ f I !
' ~ !I 9
I II !
v(vph) $a 267 '
Mavement Capacity 533 9{]9
Shared Lane Capaca.ty 7$2
Worksheet 10 delay,queue length, and LOS
Mvvement l 4 7 8 9 lfl 11 12
------II I
~ I II I
' I 11 I
v [vph) 16 347
C m(vph} 1207 1451
V1c 0.01 4.49
95% queue length
Cantrvl Delay 8.0 13.3
L{]S A B
Apprvach delay 13.3
Apprvach ZOS B
- Werksheet 11 5hared Major L3' Impedance and Delay
r
110
Rank I aelay Calculatians
9vaement 2 5
, ; 07 0.99 1.00
V i1 118 0
V i2 0 ❑
S i1 laaq 1740
5 i2 1700 1700
P" Oj 0.99 1.40
- D ma7 ieft 8.0 0,0
N nsamber majvr st lanes i i
❑elay, rank 1 mvnts 0.1 0.0
r-i
,
HCS: Unsignaliaed Intersection Release 3.1
TWD-WAY STflP CONTROL (TWSC) p,T1,qT,YSI3
~ Analyst: LINOA SALHAH
In"tersection: SR9021 190 WB QFF AAMP
Cflunt ❑ate: 1999 nv build
' Time Period: AP7 PK HR
Intersectlvn Orientation: NQrth-South [Ka]or St.
~ Vehicle VoIume 17ata:
NTovement s: 1 2 5 5 7 9
❑alume: 53 168 239 59 104 220
HFR: 74 185 319 89 149 272
PHF: 0.72 0.91 0.75 0.61 0.74 0.81
PH4': 0.00 0.00 ❑.Oa 0.00 D.CJU 0.00
Per3estrian Vol.ume Data :
iHovement s :
-
Elow:
Lane width:
Wa1k speed:
8lackage:
edian Type: Nons
~ of vehic],es:
F1ared approach Movements:
# ❑f vehicles: gastbound 0
- # vf vehicles: Westbound 0 '
Lane usage for mvvements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T ,R L T R L T R
-------_F^..----------------------..,.-_--------------------------_____---------------------------
Y Y N N t+l N N ?+1 N
Channelized: N
Grade: 0.00
Lane usage fvr mavements 4,5&5 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
f-
j; N x y u ra rr N N N
Channelized: N
- Grade: 0.00
~
Lane usage fvr movements 7,8&9 apprdach:
r -
Lane X Lane 2 Lane 3
L T R L T R L T R
~ -r--------------H--^----------°°_---------------so--^------------°----------------bwK----s---,--
Y N Y N N N i+I N N
r -"Channelized: N
Grade: 0.00
Lane usaqe for movements 1{].13&12 apprQach:
I,ane 1 Lans 2 Lane 3
T, T R Z. T R L T fi
N N N N N N N N N
Channelized: N
i Grade: 0.00
Data for Computang E£fect af Delay tv Majar 5treet VehicJes:
-_____H-_.. Narthbound - 5vuthbound
Shared ln vvlr.ame, major th vehi.cles. 16$ D
5hared ln vvlume, majar rt vehicles: a a
5at flraw rate, mayor th vehicles: 1704 3700
Sat flow rate, majvr rt vehicles: 1700 1700
Number oP majvz street through ].anes: 1 1
Length o£ study period, hrs: 1.00
workshest 4 Critical Gap and Fo11vw-up ta.ma calcvlation,
Cri.tipal Gap Calcu]ations:
, Movement 1 7 9
t c.base 4.1 7.1 6.2
t c,hv 1.4 1.0 ]..D
P hu 0.00 0.00 0.00
t c,g 0.2 0.1
c 0.00 0.00 0.00
t 3,lr 0.0 0.7 0.0
t c,T:
I stage 0.00 ❑.O(] 0.00
I t G
1 stage 4.1 6.4 5.2
Fpll ow up Time Calcu.lativns :
Movement 1 7 J
P-----------------------------------_---__-----------------------------------------------_-_----
t f. base 2.2 3.5 3.3
t f'HV 4.9 0.9 0.9
P hv 0.90 0.06 0.00
, t f 2.2 3.5 3.3
Wazkshest 6Impedance and capacity equativns
I 5tep 1: RT frvrn Minor St. 9 12
.
~
,
Conflicting Flows 185
otential Capacity 863
edestrian Impedance Factvr 1.00
M ovement Capacity 863
Probabality of Queue free St. 0.69
5tep 2: LT fram Majos St. 9 1
- Conflictinty Flvws 407
Potential Capacity 1152
Pedestri.an Impedance Factor l,DO
Mvvement Capacity 1162
Probabilzty o+F Queue free 5t. 0.94
Maj, L 5hared ln. Proh. Queue Free 5t. 0.93
-
~ Step 4: ZT from Mirsar 5t. T 10
------------..v-o_--------°---__..-r-n-----------------------------___..__g_---------------------
~ Conflicting F1aws 595
, Potentxal Capacity 411
Pedestzian Ianper3ance Factvr 1.00
Maj. L, Min T Impedance £actor 0.93
Maj. L, Mi.n T Adj. Imp Factorr. 0.95
Cap. Adj, factor due to Impeding mvmnt 0.95
r3ovement Capacity 389
. .,voo---------------°----------------------_-___-__--r_..RAVS-------------------------------__-_-
Worksheet 8 Shared Lane Cal.cuJ.ativns
hared Lane Calculations
ovement 7 8 9 10 ]J. 12
------°__p_-,_------------------_-°-----------------------------------___w-..------r------------
I------ ------I1 I
, S II I
~ i If I
W (vph ) 149 272
movement Capacity 389 853
, Shared Lane Capacity 603
Warkshset 10 delay,dNeue length, and LOS
Mpvement 1 4 7 8 9 10 la. 12
-------_ti..-_-:t-----------------..d-v-v_-_-----------------------------------.._,---..-----_..__..__
~ -.._ooo I I 9
' I II I
' I II I
v{vph) 74 420
_ C m(Wph) 1162 1902
vIe 0.06 0.70
95% queue length
Control. DeJ.ay 6.3 29.3
~ Lc]S A C
Approach f]elay 24.3
A,pproach L{]5 C
Worksheet 11 Shared Major LT Impedance and De1ay
r
~
l_
,
Rank I Delay Calculations
ovement 2 5
p pj 0.94 1.00
V i1 168 0
V i2 0 0
s ii , 1700 _17aa
s iz 1700 1700
p+ pj 0.93 1.00
- D maj leEt 8.3 0.0
N raumber anajvr st lanes Y 1
' Delay, rank 1 mvmts 0.6 0.0
I
_I
~
f-
i
HCS: Unsignalized InterssGtivn Release 3.1
TWO-WAY STpP CQNTROL {Z`W5C} ANALYSIS
fA,alyst: LINDA SALHAH
lCntersecti.vn: SR902J 194 v1B DFF R.AMF -
Count Laate: 1999 no build
Time Period: PHF PK HR
gntersecti.on Orientation: North-Sauth Majar St.
Vehicle Volume I7ata:
Movemsnts : 1 2 5 6 7 9
----------_-__°--------------------va-_-r------------------------d-.,_______--------------------
Volume: 39 194 280 75 204 293
HE`R: 57 171 304 91 232 267
PxF: 0.69 0.e2 0.92 0.82 a.e$ 0.91
. Pxv: 0.00 0.00 0.00 0.00 0.00 0.00
Eedestrian Volume Data:
Movements :
F].crw:
Zane width:
Walk speed:
% Blockage:
bedian Type: Nane
# of vehicles: D
F'Yared appzoach Mavements.
# vf vehicles : Eastbound 0
# of vehicles: westbound 0
Lane usage fvr movements 1.20 appxoach:
Larae 1 Lane 2 Lane 3
~ L T R L T R L T R
- Y Y N N N id N N N
~ Channelized: N
~ Grade: 0.00
Lane sasage fos mvvements 4,5&5 apprvach:
Lane 1 Lane 2 Lane 3
L T R I, T R I, T R
-----------_-r------------------eP....,.._-------------------------_ra-----------------------_..--_
id Y Y N N N N N N
Channelized: N
i Grade: 0.00
,
{
Lane usage for mnvements 7,$&9 approach:
■ .
~
I
' Lane 1 Lane 2 Lame 3
L T R L T R L T A
~ __-_°___°°_----------_°_°--------------°_-a_°_--------------____--------------------°-___xP
% Y N I@ N N Y f+I N N
~ Channe3ized; N
Grade: 0.40
' Lane usage far movements 10.11&12 approach:
Y ane 1 Lane C Lane 3
_ L T R Z T R L T R
N N N N N N N N N
Ch3nnelazed.: N
Grade: 0.00
~❑ata far Computing EffeGt of Delay to Majar Stzeet Vehicles:
' i ---------------T-------------_-r------------------a.._-_--------------___--___-__---------------
dVOrthbound 5outhbound
Shared ln voiuxne, majar th vehicles. 140 fl
5hared 1n volume, ma7ax rt vehicles: 0 0
' Sat flow rate, major th vehicles: 1700 1700
;ak flow rate, majvr rt vehic3es: 170(} 1700
Nwnber o£ major stzeet thr❑uqh lanes: '1 1
Zength ❑f study period, hrs: 1.00
Warksheet 4 Gritical Gap and Fallow-up Yime eaJ,culation.
CriticaJ. Gap Caiculations:
h3vvement 1 7 9
, t c.base 4.1 7.1 6.2
~ t c,hv 1.0 1.4 1.0
' P hv fl. d(] 0.00 0.00
t c,g 0.2 0.1
- c 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t CiT:
1 stage 0.00 0.00 0.00
t c
1 stage 4.1 5.4 6.2
Follaw Up Tiine Calculations:
, NTovement 1 7 9
-----------------R----°-----------------_R-4_-_---------------------------____-_-m-------------
t f,base 2.7 3.5 3.3
t f,fiV 0.9 0.9 4.9
P hv 0.00 0.04 0.00
t f 2.2 3.5 3.3
-----------------T_-------------------_--_u_-------------------------------__;____--..--___-----
; TFTorksheet 6 Impedance and capacity equataons
Step 1: AT frvm Minvr St. 9 12
CvnfliGtxng F1ows 171
-atential Capacity 878
adestrian Impedance Factor 1.00
~ __avemeMt Capacity 878
~ Probability af Queue free St. -----0~70
Step 2: LT fram Majar 5t. 4 1
Conflicting Flows 396
Potential Capacity 1174
~ Pedestrian Impedance Factar 1.40
Mavement Capacity ~ 1174
- Probability of Queue free St. 0.95
Maj. L Shased ln. Psob. Queue Free St. 0.95
- 5tep 4: ZT fr@m Minor 5t. 7 10
oo@__R----------------°_____----------------------s___ti_--_-__--------------------------___-__°
Conflicting Flvws 634
Pptential Capacity 446
Pedestrian Smpedance Factor 1.00
Maj. L, Min T Impedance factor 0.95
Maj. L, Mzn T Adj. Imp Factvr. 0.96
~ Cap. Adj. factor due to Impeding mvmrit 0.96
M❑Wement Capacity 429
---------__-_--v-------------------------------------------------°-°°--------------------------
Warksheet 10 delay,queue length, and Lfl5
vvement 1 4 7 6 9 YO 11 12
I------ ~I I
~ , I ll I
❑iVPhl 57 232 267
C m[vph] 1174 1419 878 249 378
VIc 0.05 0.59 0.30
, 95$ queue 1ength
; Caritrol Delay 8.2 23.2 10.9
LaS P, C 8
Apprvach Delay 16.5
' Apprvach LOS C
warksheet ].l. 5hared Major LT Impedance and Delay
Rank i Delay Calculations
~ Mveaement 2 5
' °_E--------------------__°-°------------------_-__-Ym_v_vao-----------------------------_--_----
P oj [].95 1.00
. V il 140 0
V 12 0 0
S il 1700 1700
S 12 1700 1700
P* D} 0.95 ]..QQ
D maj left 8.2 0.0
N number majar st J.anes 1 1
0e1ay, rank 1 tnvmts 0.9 0.0
i
HCS: Signals Release 3.1 7 -
,
~J
I
. .
Phane: Fax:
E-Mail.
i
i QPERATIONAL ANALY5I5
Intersectivn:
CitylState. SPOKANE COUNTY
_ Analyst: LINDA SALHAH
_ Project Ncr: 33912
i Time Peri.c7d Analyaed: 2003 EX & BKGRD AM PFt HR
Date: 6124199
- EastlWest Street Name: I90 wB QFF R.AMP
NorthlSauth Street Name: SR902
' VDL[9ME DATA
~ Eastbound p westbound I Narthbound I 5outhbound f
~ L T R e L T R a L T R IL T R I
I P ~ 1 I
voiume ~ 1281 229 e62 361 511 76 ~
PkiF I I 0.88 0.91 10.69 0.82 I 0.92 0.82 I
i PK 15 Va1 I 180 63 122 110 ~ 139 23 I
Hi Ln Vvl I I I I I
$ Grade I I a I 0 I a I
' Ideal 5at I 119()0 1900 11900 1900 I 1900 I
ParkExist I I I I ~
tVumPark I i a l I
~ % Heavy Veht 10 0 10 0 9 a 0 I
No. Lanes I 0 a d 9 1 0 1 1 1 2 0 1 0 2 a I
LGCvnfig I I L R I L T I TR I
I
Lane Width I 112.0 12.0 112.0 12.0 I 12.0
R`rOR Val i I D I I 0 9
Ad] Flow C 1319 252 190 440 I 648 1
%InSharedLnl I I I I
I
Prag Turns I i 1 I 0.14
NumPeds I 0 I 0 I 1 0 1
rrUM$US i 10 a 10 o e o F
Duration 1.00 Area Type: A1i vther axeas
DPERATZNG PARAMETER5
Eastbound IWestbaund I Northkavund ~ Southbound I
~ L T R IL 2 R IL T R I L T R I
1 1 9 I I
~
Init unmet d 10.0 0.0 10.0 0.0 ~ 0.0
i, Arriv. Typel 13 3 13 3 ~ 3 i
~
❑nit Ext. 1 13.0 3.0 13.0 3.0 ~ 3.0
I Factor E I 1.000 I 1.000 I 1.000 I
Last Time I 12•0 2.0 12.0 2.0 I 2•0
I
I
Ext of g I 12.0 2.0 12.0 2.0 I 2.0
' Ped Min q I I 0.0 I 0•0 I 0.0 I
~ PHASE DATA
Phase Cvmhination 1 2 3 9 I 5 6 7 8
ES Left I NB Left A
Thru I Thru A
' Right I Right
Peds X I Ped x x
WB Left A p SB Left
Thru 6 Thru A
Right A I Right A
Peds I Ped x
' NB Riqht ~ EB Right
I
, i 5S Right ~ WB Rzght
,I
Green 25.0 42.0 10.0
- Yellaw 3.0 3.0 3.[]
Ali Red 1.0 1.0 1.0
Cycle Length: $9.0 sec5
VaLUME ADJUSTMENT T+dDRI:SHEET
Adjusted Prpp. Prop.
! Appr.1 Mvt Flow No. Lane Fiow Rate Left Right
Movement Vvlume PHE Rate Lanes Group R'TOR In Lane Grp Turns Turns
, Eastbaund
Left a
Thru 0
Right 0
- Westbound
Left 281 0.88 319 1 L 319
Thru 0
Right 229 0.91 252 1 R 0 252
t+lorthbound
~ Left 62 0.69 90 1 L 90
- Tnru 361 0.82 440 2 T 440
Right 0
' Southtaaund
Left 0
Thru 511 0.92 555 2 TR 698 0.14
Riqht 76 4.82 93 0 Q
" Va].ue entered by user.
i
SATURATION FLOW ADIUSTMENT WORKSHEET
` APPr1 Tdeal Adj
~ Lane 5at f f f f f f f f f Sat
Group Flvw W HV G P B8 A LU RT LT Fiow
I Eastbound 5ec LT AdjILT Sat:
I I ^ `
_ Westbound Sec LT AdjILT 5at:
L 1900 1.440 1.000 1.000 1.000 1.000 1.00 1.04 0.850 1615
i
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
Northbvund Sec LT Adj/LT Sats
L 1900 1.000 1.000 1.000 1.000 1.400 1.00 1.00 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 3.000 1.000 3610
i I 5outhbound Sec LT AdjILT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00* 0.95* 0.978 1.000 3532
CAFRCYTY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
_ Appr/ Lane Flaw Rate Flaw Rate Ratio Ratio Capacity vic
Mvmt Group (v) (s) (vls) 4g/C) {c} Ratia
' j Eastbound
- Pri.
5ec.
I ' Ise f t
~ Thru
Right
~ Westbound
Pri.
SBC.
I Left L 319 1615 # 0.20 0.281 959 0.70
Thru
Right R 252 1615 4.16 0.281 454 0.55
, Nvrthbound
Pri.
Sec.
Left L 90 7.805 0 0.65 0.112 203 0.44
Tnru T 440 3610 0.12 0.472 1704 0.26
Rignt
sauthbound ,
Pri.
Sec.
~ I
F,eft
Thru TFi 648 3532 # 0.18 4.972 1657 0.39
Right
~ Sum {v]s) critical = 0.43
Last TimelCycle, L= 9.00 sec Critical vic(X) _ 0.48
LEVEL OF SERVICE WQRF;SHEET
Appr] Ratios Unf PrQg Lane Incremerstal Res I,ane Group Approach
, I,ane Del Ad3 Grp Factor Dsl Del
, Grp VOc gIC dl Fact , Cap k d2 d3 Delay LOS Delay LO5
Eastnounci
Westbound
Z 0.74 0.281 28.7 1.040 454 0.27 5.0 e.0 33.6 G
33.6 C
R 0.56 0.281 27.3 1.000 454 0.15 1.5 0.0 28.8 C
Northbound
_ L 0.44 0.112 36.9 1.000 203 0.11 1.6 17.0 38.5 I}
T 0.26 0.472 14.1 1.000 1704 0.11 0.1 0.0 14.2 B 18.3 B
- 5vuthbnund
TR 0.39 [].972 15.2 1.000 1667 0.11 0.2 0.0 15.3 B 15.3 B
'Intersectian Delay = 21.5 (seclveh) 3ntexsection L05 = C
~
-
;-S I
HCS: 5ignals Release 3.1
~
Phane: Fax:
' E-Mail.
OPERATIONAL ANRLYSIS
Intersectaon:
CitylState: SPOKANE CQUNTY
Analyst: LINDA SALHAH
Project No: 33912
Time Period Analyzed: 2003 EX. &BKGRD PM PK HR
❑ate: 6172I99
EastfWest Street Name: 190 WH Q~F RANSP
NorthlSouth Street Name: SR902
VDLUME DATA
~gastbound I Westbvund BNorthbound I 5outhbound I
IL T R 1L T R IL T R I L T x I
I [ I ! I
- Valume I 1249 251 IFD 397 1 894 186 1
PHF I 10.88 0.91 10.69 0.82 1 0.92 0.82 I
PFC 15 Vol I 171 69 122 121 $ 293 57 ~
_ Hi Ln 'vvk f I I E I
- % Grade 6 I 0 I Q I 0 1
Ideal 5at f 11904 1900 11900 1900 I ].900
1
PazkExist I I I I I
NumPark i I I I !
% Heavy veh{ ID 0 10 D I 0 0
I
No. Lanes p D 0 0 I 1 a ~ ~ 1 2 o I o 2 a I
LGConfig I I L R I L T I TR I
Lane width I 112.0 12.0 112.0 12.0 I 12.0
I
RTOR Vol I l 0 I I 0 I
Adj Flow I 1283 276 187 484 7 1199 I
%InSharedLnl I I l G
PrQp Turns I I I i 0.19 I
NumFeds I o I 0 I I o I
NumBus I IQ 0 10 D I 0 I
Duration 1.00 Area Type: A11 pther areas
t}PERATING 1'P,RAMETER5
, I Eastbaund IWeStbaund I Northbaund I Sauthbound I
~L T R IL T R IL T R I Z T R I
I 1 I I a
Ynit Unmet I f0.0 0.0 10.0 0.0 i 0.0 I
' Arriv. Typel 13 3 13 3 ~ 3 ~
C]nit Ext. 1 13.0 3.0 13.0 3.0 ~ 3.0 I
.
I' ~
~ IFactvz I I 1.000 I 1.000 I 1.000 I
, Lost Time I 12.0 2.0 12.4 2.0 9 2•0 I
Ext of g I I2.0 2.0 12.0 2.0 $ 2.0
I
Pea Min g i ~ 0.0 i 0.4 i 0.0 i
' PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
ES Left ~ NB Left A
Thru ~ Thzu A
; Right ~ Right
Peds x I Ped K X
WB Left A I SB Left
Thru I Thru A
Right A ~ Right A
Peds I Fed X
NB Right f EB Right
!
SB Right 9 WB Right
~
f
Green 25.0 92.0 10.0
Yellaw 3.0 3.0 3.0
AI1 Red 1.0 1.0 1.0
Cycle Length: 89.0 secs
~ VOLUME ADJUSTMENT WflRKSHEET
Adjusted Prop. Prop.
; Appr./ Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbaund
' Left a
Thru D
Right 0
Westbound
Left 249 0.88 2$3 1 L 283
Thru 0
Right 251 0.91 276 1 R Q 276
Nflrthbound
Left 50 0.69 87 1 L 87
Thru 397 0.82 489 2 T 484
Right 0
' Southbound
Left 6
~ Thru 894 0.92 972 2 TR 1199 0.19
~ Right 186 0.82 227 0 0
~
* Value entered by user.
~
' SATURATION FLflW ADJUSTMENT WORKSH'EET
Appr/ Irieal Adj
Lane Sat t f f f f f f f f 5at
Group Flow W HV G P BB A Li] RT LT F1Dw
- EastbQSand Sec LT F1dj1LT 5at :
i
Westbound Sec L'F AdjILT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
Nvrth}aound Sec LT Adj 1LT Sat :
L 1900 1.000 1.000 1.000 1.000 1.000 1.[]0 1.00 -w__ 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3510
Southbound Sec L"F AdjILT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1.017* 0. 95* 0.972 1.000 3507
CAPACiTY ANALYSIS WDRECSHEE'F
s Adj Adj 5at Flaw Green --Lane Group--
i Appr/ Lane Flflw Rate Flaw Rate Ratio RatiQ Capacity vIc
Mvmt Gxvup (a) (s) 4vls) [gfC) {eY Ratio
Eastbound
- Pri.
5ec.
Left
Th ru
Right
westbound
- Pri.
Sec.
Left L 283 1615 #0.18 0.281 954 0.52
Thru
Rigkzt R 276 1615 0.17 0.281 454 0.61
Northbaund
Pri.
5ec.
Left L 87 1805 # 0.05 0.112 203 0.43
Thru T 484 3614 0.13 0.972 1704 0.28
RYght
Southbound
Pri.
- 5ec.
~ I
~ Left
Thru TR 1199 3507 # 0.34 0.472 1655 0.72
Right
5um (v!s) critical = 0.57
Lost TimelCycle, L= 9.40 sec Critical vIc(X) = 0.53
LEVEL aF SERVTCE WnRKSHEET
Apprl Ratios Unf Prflg Lane Incremental Res Lane Group Approach
- Lane nel Adj Grp Factar DEl Del
Grp ❑Ic gIC dl Fact Cap k d2 d3 Delay LOS De1ay LDS
Eastbound
Westbound
L 0.52 0,281 27.9 1.000 454 0.21 2.7 0.0 30.6 C
- - 30.6 C
R 0.61 0.281 27.8 1.000 454 0.19 2.9 0.0 30.1 C
_ Northbaunri
L 0.43 0.112 36.8 1.000 203 0.11 1.5 0.0 38.3 1]
3" 0.28 0.472 19.3 1.000 1704 0.11 0.1 0.0 14.4 B 18.1 B
Southbaund
~ TR 0.72 0.472 18.9 1.000 1655 0.29 1.5 0.0 20.5 C 20.5 C
xntersection Delay = 22.3 (seclveh) Intersection LOS = C
1 L '
HCS: Signals Release 3.1
Phvne. Fax:
- E-Mail:
_ ❑PERATIC]NAL ANALYSTS
Intersec'tion:
Citylstate: sPOKANE CDUuTY
Analyst : LINDA SALRAH
Prvj ect Ncs : 33912
Time Period Analyzed: 2003 EUILI}DUT AM PK f3R
Date: 6I24199
Eastlwest Street Name: Igo wH OFF RAMP
NorthlSouth Street Name: SR902
VOLUME DATA
0 Eastbound ~ Westbound ~ Northbound I Sauthbound ~
~ L T R ~L T R I L T R IL T R I
I i ! 1 I
Volume I 1299 229 l89 390 I 523 76 I
pHF I 10.88 0.91 10.69 0.82 I 0.92 0.82 I
~ PIi 15 Val ~ 185 63 132 119 ~ 192 23 ~
Hi Ln val l I I I I
% Grade I I D I a I Q I '
I
Ideal Sat I 11900 1900 11900 1900 I 1900
ParkExi,st I Y I I I
NumPark I I I fI
% Heavy Veh I 10 0 $ 4} U g 0 0 I
No. Lanes ! Q 0 0 I x Q 1 1 1 2 0 I 0 2 0 I
LGCvnfig I I L A I L T I TR ~
!
Lane width I 112.0 12.0 112.0 12.0 I 12.0
RTOR vvi I 1 0 I I D I
Aeij Flaw I 1340 252 1129 476 I 661 I
%ZnSharedLn I I I I I
1
Prap Turns 1 I } 1 0.14
NumPeds 1 D I d i 6 0 I
OumBus i 10 0 14 0 I 0 p
Durati.an 1.00 Area Tyge: A11 vther areas
[]F'ERATTNG PAFtAMETEFtS
` Eastbaund 1 WestbQUnd ~ Nvarthbound ~ Southbound I
I L T R IL T R kL T R IL T R 9
I f i I I
xnit Unmet I 10.0 0.0 I0.0 0.0 i 0.0 I
Arriv. Type1 13 3 13 3 I 3 I
C]nit Ext. I 13.0 3.a 93•0 3•0 I 3.(] 1
'
~
zFactor i ~ 1•000 ~ 1.000 ~ 1.000
Last Time I I2•0 2•0 I2•0 2•0 I 2•0 I
Ext of g ~ 12,0 2.0 12.0 2.0 1 z•a ~
ped Min g I I p.O I 0.0 [ 0.0 I
_ PxAsE nRTA
- Phase Combinativn 1 2 3 4 I 5 6 7 8
' EB Left 0 NB Left A
Thxu ~ Thru A
Right ~ Right
Peds x I Ped x x
, WB Left A d SB Left
Thru ! Thru A
Raght A 4 Right A
Peds 1 Ped X
NB Right I ES Right
I
SB Right ~ WS Right
I
I
Green 25.0 42.0 10.0
Yellow 3.0 3.6 3.0
All Red 1.0 1.0 1.0
Cycle Lenqth: 89.0 secs
~ VOLUME ADJUSTMENT WQRKSHEET
Adjusted Prop. Prop.
Appr.l Mvt Flaw No. LanQ Flow Rate Left Right
Movement Vvlume PHF Rate Lanes Group RTDR In Lane Grp Turns Turns
Eastbound
Left 0
Thru ti
Right 4
- Westbound
_ Left 299 {}.88 340 1 L 390
' Thxu 0
~ Right 229 0.91 252 1 R 0 252
Northbound
Left 89 [].69 129 1 L 129
Thru 390 0.82 476 2 T 476
Right Q
5outhbound
' Left 0
Thru 523 0.92 568 2 TR 661 0.19
~ Right 76 0.82 93 0 Q
[
* Value entered by user.
~ SATURATTDN FLQW ADJUSTMENT WQRKSHEET
Appr! Ideal Adj
Lane Sat f f f f f f f f f Sat
Graup Flaw W HV G p B8 A LU RT LT Flow
Eastbound Sec LT AdjILT Sat:
Westbpund Sec LT Adj1LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1515
, R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
Northbound 5ec LT Adj1LT Sat:
L 1900 1.000 1.000 1.040 1.000 1.000 1.00 1.00 0.950 1805
T 1904 1.000 1.000• 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
Southbound Sec LT AdjILT Sat:
TR 1900 1,000 1.000 1.000 1.000 1.000 1,00* 0.95* 0,979 1.000 3539
CAPACTTY ANALYSrS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
~ Agprl Lane Flaw Rate Flaw Rate Ratia Ratio Capacity v{c
Mvmt Group (v) tsy (Vls} (giC) Ic1 Ratio
Eastbaund ,
Fri.
5ec.
Left
Thru
Right
Wastbaund
- Pzi.
5ec.
Left L 340 1615 # 0.21 ❑.281 459 ❑.75
Thru
Right R 252 16615 0.16 0.281 454 0.56
Nvrthbound
Pri.
SOG.
Left L 129 1805 4 0,07 0.112 203 0.69
' Thru T 476 3610 0.13 0.472 1704 0.28
~ Right
Sauthbaund
' Pri.
Sec.
~ ,
Left
Thru TR 661 3539 # 0.19 0.472 1568 0.40
Right
5un [v/s] critical = 0.47
- Lost TimeOCyele. L= 9.00 sec Critical vOc(X) =0.52
' LEVEL C1F SEFfVICE WDRKSHEET
Apprl Ratias Unf Prog Lane Incremental Res Lane Grvup Approach
Lane Qel Adj Grp FaCtor Del C7el
, Gxp Vlc g/C d7. Fact Cap 3c d2 d3 Delay LaS 13elay L❑5
_ Eastbotand
Westbound
L 0.75 0.281 29.1 1.004 954 0,30 7.1 0.0 36.2 D
36.2 D
R 0.56 0.281 27.3 1.000 454 0.15 1.5 0.0 28.8 C
Northbound
_ L 0.54 0.112 37.8 1.000 203 0.22 5.6 0.0 49.4 ❑
T 0.28 0.472 14.3 1.000 1704 0,11 0.1 0.0 19.4 B 20.8 C
5outhbound
' TR 0.40 0.472 15.3 1.000 1668 0.11 0.2 0.0 15.4 B 15.4 B
, Intersectivn Delay = 22.$ (sec0veh) Zntersection LOS = C
;
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I
1
V
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16 HCS: 5ignals Release 3.1
Phone: Fax:
E-Max1:
' OPERATYONAL ANALYSIS
zntersection:
CitylState; SPOTfANE COUNTY
Analyst: LINDA SALHAH
Prvject Nea: 33912
Time Persod AnaZyxad: 2003 HLIILDOI7T PM PK HR
Qate: 6{29199
EastIWest Stxeet Name: 190 WB OFF ftAMP
North/Sauth Street Name; SR902
VaL4]ME L1ATA
~ Easfibound I Westbound I Nvzthbound I Southbound I
~ L T R IL T R I L T R I L T R I
I I 1 ! a
valume I 4359 251 188 419 f 929 186 l
PHF I 10.88 0.91 10.69 0. 82 I 0.92 0.82 6
~ PK 15 Vvl I 1101 69 132 128 I 251 57 I
Ha Ln Vol 9 I I I I
% Grade ~ I 0 I Q I ❑ I
Tdeal~Sat I 11900 1904 11900 1900 I 1900 I
ParkExist I a 1 I I
NumPark I 1 l 1 1
, % Heavy Vehl 10 a ID 0 h 0 Q I
No. Lanes 1 0 Q 0 I 1 0 1 I 3 2 0 I 0 2 4 f
LGConfig 1 I Z R I L T I TR I
I
- Lane wiath I I12.0 12.0 112.0 12.0 I 12.0
I
RTOFt Vol I I 0 I I 0
Adj Flaw I 1402 276 1128 511 ~ 1231 I
%InSharedLn! 9
-Prop Turns 1 I I I 0•1$ I
, NumPeds 1 D I 0 f I o I
NurnBus I 10 0 Ifl ❑ I 0 I
D►aration 1.00 Area Type: 131i athsr areas
C)PEFtATING PARANiETERS
Eastbvund ~ Westbound ~ Northbvund 9 Sauthbound I
I L T R ~ L T R I L `L' R 6L T R I
- I I I I I
, znit Unmet 1 I0•0 0.[] 10.0 0.0 I 0•0 !
Arriv. Typel 13 3 13 3 I 3 i
[3nit Ext. 1 13.0 3.0 13,0 3.4 1 3.0 1
~ I Factor I ~ 1.000 I 1.000 I 1.000 I
Lost Time I 12.0 2.0 12.0 2.0 I 2.0 E
Ext of g l I2.0 2.0 12.0 2.0 9 2.0
6
Ped Min g 9 I 0•0 ~ 0.0 ! 0.0
I
~ PHASE DATA
Phase Cvmbination 1 2 3 4 I 5 6 7 8
Es Left I NB Left A
, Thru i Thru A
Right 1 Right
' Peds x ~ Ped x x
WB Left A ~ SB Left
Thru ` Thru A
Right A F Right A
Peds I Ped x
NB Right I ES Right
I
5B Right I WB Right
I
I
- Green 25.0 92.0 10.0
Yellow 3.0 3.0 3.0
Al1 Red 1.0 ' 1.0 1.0
Cycle Length: $9.0 secs '
~ V4LUME ADJUSTMENT WORKSHEET
' Adjusted Prop. Prop.
, Appr.l Mvt Flow No. Lane Flow Rate Left Right
Movement Vo1ume PHF Rate Lanes Gzoup RTQR Tn Lane Grp Turns Turns
Eastibound ,
Left a
Thru 0
Right 0
Westbound
- Left 354 0.88 402 1 L 902
Thru 0
Right 251 0.91 276 1 R ❑ 276
- Northbvund
' Left 88 0.59 128 1 L 128
Thru 419 0.82 511 2 T 511
Right D
; Southbaund
L,eft c}
Thru 924 0.92 1009 2 TR 1231 0.18
Right 186 0.82 227 0 0
* Value entered by user.
•
SATURATxON FLOW ADJUSTMENT WORKSHEEx
APFr1 Zdea1 Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BS A LU RT LT FZaw
Eastbvund Sec LT AdjlLT Sat:
'
' ' Westbvund Sec LT Adj1LT 8at:
L 1900 1.000 1.000 1.000 1.400 1.000 1.00 1.00 0.850 1515
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1515
Northbound 5ec LT AdjILT Sat:
L 1900 1.060 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
T 3900 1.000 1.000 1.000 1.000 1.000 1.00 9.95 1.000 1.000 3610
Southbound Sec LT AdjlLT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.004 1.00* 0.95* 0.972 1.000 3510
CAPACITY ANALYSIS WORKSHEET
Adj Adj 5at Flow Green --Lane Group--
~ Appr/ Lane Elvw Rate F1Qw RatE Rati❑ Ratia Capacity vIc
Mvmt Group (v) 4s) tv/s) {g/C) (c) Ratav
Eastbound
- Pri.
Sec.
Left
Thru
Right
Westbound
Pri.
Sec.
Left L 402 1615 4 0.25 0.281 954 0.83
Thru
Right R 276 1515 0.17 0.281 454 0.61
Narthbound
Pri.
Sec.
T.eft L 128 1805 # 0.07 0.112 2(]3 0.63
Thru T 511 3610 0.14 0.472 1704 0.30
Right
Southbourld
e Pzi.
Sec.
Lef t
Thru TR 1231 3510 # 0.35 0.472 1656 0.79
Right
Sum {vls) critical = 0.57
' Lost TimelCycle. L = 9.00 sec Critical v/c(X) = 0.75
LEVEL aF SERVICE WaRKSHEET
Appr/ Ratios Unf Pzog Lane Incremental Res Lane Group Apprpach
Lane Del Adj Grp Factor De1 DeI
~ Grp v/c gIC d1 Fact Cap k d2 d3 Delay LDS Delay Lfl5
Eastbound
Westbound
L 0.89 0.281 30.6 1.000 454 0.41 22.7 0.0 53.3 1)
53.3 D
R 0.61 0.281 27.8 1.000 454 0.19 2.9 0.0 30.1 , C
' Northbound
L 0.63 0.112 37.7 1.000 203 0.21 6.9 0.0 94.1 D
T 0.30 0.472 14.5 1.000 1704 0,11 0.1 0.0 14.6 B 20.5 C
Southbvund
~ TR 4.74 0.472 19.1 1.044 1656 0.30 1.9 0.0 21.0 C 21.0 C
Intersection Delay ° 27.0 (secfveh) Yntersection LOS = C
G
~
l
~
16
MeXville Ytd. l S1t904
CapACity Analysis
-
i
WestTerraceTS Update nev 1299 dac
~ HCS: Unsignayized Yntersection Release 3.1
TWO-WAY STOP CQNTAdL{TWSC] AIVALYSTS
AnalySt: LINDA SALHAH
Intersection: 5R9041MELVILLE RD.
Count aate: 1999
Time Period: AM PK HR
Intsrsectivn Orientativn: Narth-Svuth MajAr 5t.
Vehicle Vfllume Data:
mpuements: 2 3 9 5 7 9
___---------------------_-oa-__----r-----------------------------------------------------------
Volume: 433 16 4 759 26 2
HFR: 522 29 15 1077 40 8 ~
' PHF: 0.83 0.57 0.25 0.70 0.55 0.25
PIiV: 0.00 0.00 0.00 0.00 D.+JO 0.00
Pedestrian Volume Data:
~
- Movements:
___-----------------v-.._-_-----------------------------------------_--,.-_----------------------
Flvw:
Zane width:
Walk speed:
° 8lockage:
edian Type: Nvne
# O$ ❑BhiCl.es: f]
F].ared approach Mavements:
- # v£ vehicles: Eastbound 0
# of vehicles: WestbQUnd 0
Lane usage for movements 1,20 appraach:
Lane 1 Lane 2 Zane 3 '
L T R L T R L T R
N '1 Y N t+T N N N N
Channelixed: N
~ Grade: ❑.00
r-
' Lane azsage for mavements 4,5&6 approach:
~ Lane Lane 2 Lane 3
L T R L T R L T R
_---------------bP4----------------------------------------------_.,4_..»------------------------
~ Y Y N N [+1 N N tEl ld
Channelized: N
Grade: 0.00
i
- '.ane usage £ox movements 7.9&9 approach:
~ Lane Y Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage fvr movements 10,11&12 apprvach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
~ N N N N N N N N N
Channelized: N
Grade: 0.00
~ Data fvr Computing Effect of Delay tv Majflr Street Vehicles:
Nosthbvund 5outhbvund
Shaaed ln vvlume, major th vehicles: 0 754
5hared ln vvlume, ma)vr rt vehicles: 0 D
5at £lvw rate, majvr th ❑ehicles: 1700 1700
Sat flow rate, majvx rt vehicles: 1700 1700
Number of majar strest thxQUgn lanes: 1 1
Length ❑f study perYOd, hrs: 1.00
W Worksheet 4 Critical Gap and Fv11ow-up time calculation.
Critiea3 Gap Calculativns:
Mvvement 4 7 9
t c,base 4.1 7.1 6.2
t c.hv 1.0 1.0 1.0
P hv 4.00 0.00 0.40
t c.9 0.2 0.1
G 0.00 0.00 0.40
t 3,1t 0.0 0.7 4.0
t c,T:
1 stage 0.00 0.00 0.40
- t e
~ 1 stage 4.1 6.4 6.2
Fvllow Up Time Calculativns:
M[svement 4 7 9
t base 2.2 3.5 3.3
t f, HV 0.9 0.9 0.9
' P hv 0.00 0.00 0.00
t f 2.2 3.5 3.3
_ __°_°-----------------------------___-s___n__zP_______,_-yv-------------------------------__va_
Worksheet E Zmpedance and capacity equatians
~tep 1: RT fram Mi,nvr St. 9 12
~
~ -----------------------------ya---------------R--------------__-___---------__--_--------------
ranflicting Flows 536
~ Dtential Capacity 549
?destrian Impedance Factvr 1•00
Movement Capacity 599
Prvbabiliky af Queue free 5ti. 0.99
5tep 2: LT from Major St. 4 1
_ CQnfYicring Flaws 550
PotenYial Capacity 1430
Fedestrzan Impedance Factvr 1.00
~ Mavement Capacity . 1430
Prabability o£ 4ueue free 5t. 0.98
Maj. L Shared ln. Prob. Queue Free St. 0.97
___-°--------------gT--------------_°____----------------_°--------__-___-_--------------------
~ Step 4: LT from Minor 5t. 7 10
Cvnflicting Flvws 1645
' Potential Capacity 111
_ Pedestrian Tmpedance Factor 1.00
Maj. L, Min TImpedance factar 0•97
Maj. L. Min T Adj. Imp FaGtDr. 0.98 '
Cap. Adj. factar dua to Impeding mvmnt 0.98
' Move.ment CapaGity 148
Worksheet 8 Shared Lane Calculativns
hared I,ane Calculations
ovement a s 9 sa zi iz
i■ ---------------------------------------------------------------T---------------___--------------
~__i6-- ------1~ ~
I II 1
; I II I
_ v(vph) 40 8
Movement Capacity 108 549 ~
Shared Lans Gapacity 125
i
Werkshe2t lq delay,c;ueue length, and LDS
, Mavement 1 4 7 8 5 10 11 12
~ 11 !
- I Il l
, I II I
v{vph} 16 48
C m(vPh) 1030 125
vlc 0.02 0.38
95% queue length
Contral i7elay $.5 51.4
T.QS A F
Apprvach Delay 51.9
~ Approach LOS F
f4or}csheet il Shared Major LT Impedance and ❑elay
~ ~,ink 1 Delay Calculatians
wement 2 5
P oj 1.00 0.98
V ii D 759
11 i2 0 0
g 11 1700 1700
S i2 1700 17❑0
p. dj 1.00 ❑.97
D maj left 0.0 8.5
N number ma.jor st lartes 1 1
~ Delay, rank 1 mvmts 17.4 0.2
~
.
i
~ HCS: ❑nsignalized Intersection Release 3.1
TWO-WAY STpP CONTROL(TWSG) ANALYSIS
~ Arsalyst: LINi7A SALfiAI-I .
Intersection: SR9041lKELVILLE RD.
Count Date: 1994
Time Feriod: PM FK HR
Tntersectian Orientatzan: North-South Major St.
Vehicle Va].usne Data:
Movements: 2 3 4 5 7 g
Volusne: 947 23 5 539 20 Q
Hk'R: 514 44 12 5[]6 24 0
PHF: 0.87 0.52 0.50 ❑.89 0.83 0.90
exW: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements :
Flow:
Lane width:
Wa1k speed:
$ Blackage:
=_di.an Type: None -
- n of vehiGles: 0
Flareci approach hlovements:
$ ❑f vehicles: Eastbound Q
N af vehic3.es: Westbound n
Lane usage for mavements 1,2&3 apprvach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
~
N Y Y l*I N N N N N
Channelized: N
Grade: ❑.00
, Lane usaqe fpr movements 4,5&5 approach:
Lane 1 ' Lane 2 Lane 3
L T R L T R L T R
-
Y Y N N lV N N Ad N
Channelixed: N
Grade: 0.00
I Lane usaqe for movements 7,8&9 approach:
L~
Lane 1 Lane 2 Lane 3
L L T R L T R Z T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 14,11&12 appraaeh:
Lane 1 Zane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
CYsannelized: N
- Grade: 0.00
Ilata fQr Computxnq Effect of gelay tv Major Street Vehicles:
n HQrttebaund 5outhbaunti
5hared ln volume, majvr th vetticlss: 0 539
Shared In volt2me, majvr rt veYaic:Les: 4 0
Sat flow rate, major th vehicies: 1740 1700
5at f]ow rate, majvr rt vehicles: 1700 1700
Number af majvr street thraugh lanes: 1 1
Lenqth of study periad, hrs : 1.00
P-o-r-k-s-h-e-e-t--4 C----rxti___cal°-Gap------and----Fo11ow-------up--time--~v.~_-cal-----culation----.-------_°--------------------_____.._-_
Critical Gap CaJ.culatians:
Mnvement A 7 9
t c.base 4.1 7.1 6.2
t C,nv 1.0 1.0 1.0
P nu 0.00 0.00 0.00
t c,g 4.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
t c.T:
Z srage 0.00 0.00 0.00
t c
1 stage 9.1 6.9 6.2
E'ollow ❑p Tame Calculativns:
Movement 4 7 9
--------------------------------------------_-___-----------------o-,-------------------r--------
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
- P hV 0.00 0.40 0.00
t f 2.2 3.5 3.3
-
. Worksheet 6 Impedance and capaGity equations
Step 1: 'R`I" from Minar St. 9 12
i
~
Conflicting Flows 536
atential Capacity 549
edestrian Impedance Faetor 1.00
vvement Capacity 549
Prvbability ❑f Queue free 5t. 1.04
Step 2: LT from Majvr St. 9 1
Conflicting FTows 558
Potential Capacity 1023
Pedestrian Impedance Factor 1.00
Movement Gapacity 1023
Prvbability of Queue free St. 0.99
Maj. L 5hared ln. Prob. Queue Free St. 0.98
' -----------------____-_---_z------------------------_____--__°_--------------------------------
Step 4: LT £rom Minvr St. 7 10
------°----------------------------o__°_-------------------------___e-_o___°_-__--__°----a_____
ConflicCinq Flows 1156
Potential Capacity 216
Pedestrian Impedance Factar 1.00
Maj. L, Min T Impedance factvr 0.98
Maj, L, Min T Adj. Imp Factor. 0.99
Cap. Adj. tactar due tv Tmpeding mzmrnt 0.99
Movement Capacity 214
Worksheet B Shared Lane CaAculatians
~ -hared Lane Calculatxons
avement 7 8 9 10 11 12
9N-------------------------------------_r_°---------------------------------------------------
~ ___.._A I I I
I II !
I II !
❑{vph) 24 Q
Mover€€ent Capacity 214 549
~ Shared Lane Capacity 214
Workshest 10 delay,queue length, and LOS
Mvvemera t 1 4 7 B 9 10 11 12
I-°---- ------11 I
I II I
I CI I
VQupha 12 24
C m(vph) 1023 214
w]c 0.01 0.11
95% queue length
Cantxol oelay 8.6 24.0
L{7S A C
, Apprvach Delay 24.0
Appraaeh LOS C
-----_----r------------------------------------___--_--.._-_---°-----------------------------------
- W[arksheet il Shared Majar LT Impedance and Delay
.
-
Rank 1 Delay Calculations
ovement z 5
oj 1.00 0.99
V il 0 539
V i2 0 0
S il 1700 1700
S i2 1700 1700
p* pj 1.00 0.98
D maj left 0.0 8.6
_ N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.1
~
~
HCS: Unsignalized Tntersection Release 3.1
TWO-WAY STOP CONTRDL{TWSC) l3NALY5T5
~ Analyst: LTNDA SALHAH
Intersection: SR9041MEZVrLLE R❑.
Count Date: 1999 no build
Time Periad: AM FK HR
Intersection ❑rientation: North-South Major St.
Vehicle Valume Data:
- M4vements: 2 3 4 5 7 9 Volurne: 449 24 9 781 45 2
Tik"R: 541 92 16 1115 69 B
PHF: 0.83 0.57 0.25 0.74 0.65 0.25
PHV: 0.00 0.00 0.00 0.40 0.00 0.00
Psdestrian Valums Data:
Movements:
--------------------------_-------------_-0..-----------------------_-------------___6_.._r_-----
E'1RW:
Lane width:
Wa].k sgaeed:
% Hlvckaqe:
pdian Type: Alone
„ ❑f vehACles: D
FZared approach MovemenGs:
# ❑f aehicles: Eastbound 0
N pf ❑ehicles: Westbound 0
-Lane usage for movements 1, 2&3 appraach:
- Zane 1 Lane 2 Lane 3
L T R L T R L T R
Ai Y Y I3 AT N N N 1V
Channelized: N
Grade: 0.40
Lans usage for mavements 4,5&6 apprvach:
Lane 1 Lane 2 Lane 3
L T R, L 'F Fd L T Fi
Y Y tJ N N N N t+i AF
Channelized: N
Grac3e: 0.00
1
Lane usage far movements 7,8a,9 approach:
f`
4 '
l~
r~~
Lane I Lane 2 Lane 3
L T R L T R L T R
-----------_»----------------r @
% Y N Y N N N N N N
~ Channelized: N
Grade: 0.00
Lane usaqe far maaements 10,11S12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
' -------------°--------------°_----------------w_mwm-dgs----------___-__-___--------------_°__9_
N N N N N h] N N N
Channelized: N -
Grade: 0.00
❑ata fox Computing Ef£ect of ❑eZay ta Major Street VQhicles:
Narthbound 5outhbvund
Shared ]n volume, major th vehicles: 0 781
Shared ln vvlume, major rt vehic3.es: ❑ 0
Sat flaw rste, major tih uehicles: 1700 170(]
Sat flaw rate, major rt vehicles: 1700 1700
Number of major street thrvugh lanes: 1 Z
T,ength of study periodr hxs : 1.00
„orksheet 4 Cr3tical. Gap and Fa3Llvw-up ti.me ca3culation.
Critical Gap Calculatxvns:
Movement 4 7 9
tic. base 4,1 7.1 6.2
t Cir1V 1.0 1.0 1.0
p hv 0.00 0.00 0.00
t C'g 0.2 0.1
G 4.04 [}.00 o.(}D `
t 3.it 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0,00
t G
1 stage 4.1 5.4 6.2
k'vll.ow Up Time Calculakzvns:
R9pvGment 4 7 9
t f.base 2_2 3.5 3.3
t f,HV 0.9 0.9 0.9
' P hv 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
5tep 1. RT frvm Minvr St. 9 12
-
Conflicting Flows 562
~3tential Capacity 530
• sdestrian Impedance Factor 1.00
, __3vement Capacity 530
Probability of Queue free St. 0.98
Step 2: LT from Major St. 9 1
Conflicting Flows 583
Potential Capacity 1001
Pedestrian Impedance Factor 1.00
Movement Capacity ~ 1001
Probability of Queue free St. 0.98
Maj. L Shared ln. Prob. Queue Free St. 0.97
Step 9: LT from Minor St. 7 10
Conflicting Flows 1710
Potential Capacity 101
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0.97
Maj. L, Min T Adj. Imp Factor. 0.98
Cap. Adj. factor due to Impeding mvmnt 0.98
Movement Capacity 99
•
Worksheet 8 Shared Lane Calculations
~hared Lane Calculations
------8------9-----10 11 12
_ovement --------------------------7
. I------ ------II I
I II I
I II I
v(vph) 69 8
Movement Capacity 99 530
Shared Lane Capacity 108
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I------ ------II I
I II I
I II I
v(vph) 16 77
C m(vph) 1001 108
v/c 0.02 0.72
95$ queue length
Control Delay 8.7 112.1
LOS A F
~ Approach Delay 112.1
~ Approach LOS F
Worksheet 11 Shared Major LT Impedance and Delay
i ~
Rank 1 Delay Calcularions
vvement 2 5
P oj 1.00 0.98
V al 0 781
V i2 - 0 0
S il 1700 11100
s 12 1700 1,700
g" aj 1.00 0,97
- * ma~ zeft O.o 8.7
N numtrer major st lanes l 1
Delay, rank 1 mvmts 0•0 0•3
~
,
HCS: Unsignalized Intersection Release 3.1
TWO-WAY 3TOP CONTROL4TW5C1 ANALYSIS
~ Analyst: LINDA SALHAF3
Intersectivn: SR904/MEZVILLE Rb.
Count Date: 1999 no build
' Time Period: PM PK HR
TnterseGtion arientation: Nvrth-5outh Ma}or St.
VehiCle Vvlume oata:
Mavements: 2 3 4 5 T 9
Volume: 476 42 6 567 32 0
HFR: 547 81 12 637 34 0 (
PHF: 0.87 0.52 0.50 [}.89 0.83 0.90
PHV: 0.00 0.00 4.00 0.00 0.00 ❑.Oa
Pedestrian Voiume Iiatat
Movements:
Flow:
' Lane width;
Wa1k speed:
_ % B1QGkage:
edian Type: None
u of vehicles: D
Fl,ared approach Mouements:
# pf vehicles: Eastbvsand fl
# pf vehicles: Westbound 0
Lane usage fvr movements 1,2&3 approach:
Lane I Lane 2 Lane 3
L T I2 L T Fi L T R
N Y k' N N N AT N N
Channelized: N
Grade: 0.04
. Lane usage fvr movements 4, 5&5 appsoach:
Lane I Lane 2 Lane 3
L T R L '3' Ft Y, T R
Y Y N N AT N N N N
Channelized: N
Grade: 0.00
' Lane usage fos movements 7,8&9 appraaeh:
1
i
Lane I Larse 2 Lane 3
L T R L T R L T R
Y N Y N h1 N N N N
Channelized: N
Grade ; 0.00
Lane usage for movements 10,11&12 apprvach:
- Lane 1 Lane 2 Lane 3
L T R L T R i. T R
Ai N N N N . id N t+F N
Channeli.zed: N • • •
-
Grade: 0.00
Data for Computing Effect caf De1ay ta Majar 5treet vehicles:
_------------------------------------..a..__-------------------_____..r..------------,_o.._°__.._-___
- tdorthbound 5duthbounc3
5hazed ln volume, major th vehicles: 0 567
Shared ln volvme, majar rt vehicles: 0 0
Sat flaw rate, major th vehicles: 1700 1700
Sat flaw rate, majvr rt vehicles: 1700 1700
Numher of majnr street through lanes: 1 1
Length of study period, hxs: 1.00
.:orksheet 4 Critical Gap and FQllvw-up time calculation.
Critical Gap Calculations:
M[avement 4 7 9
t C,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hd 0.00 0.00 0.00
t c.4 0.2 0.1
G 0.00 f).a[] 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.40 0.0[} 0.00
, t c
, i stege 4.1 6.4 6.2
Fvllow Up Time Calculations:
N➢pvement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV [].9 0.9 0.9
P hV (].00 0.00 0.00
t f 2.2 3.5 3.3
' Worksheet 6 Impedance and capaci.ty equativns
Step 1: RT from Minor St. 9 12
~
CQnflzcting Flaws 5$8
)tential Capacity 513
:destrian zmpedance Factor 1.00
~ ,-,ovement Capacity 513
Probability of Queue free St. 1.00
5tep 2: LT from Major SC.. 4 1
Corsflicting Flows 628
Patential Capacity 964
Pedestrian Impedance Factor 1.00
MovemenY Capacity 964
Probability o£ Queue free St. 0.99
E9aj. L Shared In. Prob. Queue Free St. 0.98
Step 9: LT frvm Minor 5t. 7 10
Cvnflicting Flaws 1249
Patential Capacity 193
Pedestrian Impedance E`actor 1.00
Maj. Z, Min T Impedance factor 0.98
Maj. Lf Nkin T Adj. Ymp Factoz. 0.99
Cap. Adj. factor due ta Impeding mvmart 0,99
MQvement Capacity 190
--------------°---------------y-_,----------------------_°___-----------.._-_--_-----------------
Florksheet B Shared Lane Calculatiorts
~ iared Lane Ca].cul,ations
Dveme:nt 7 8 9 10 11 12
I------- ------II 1
I il 1
I II f
V (Vp71) 39 0
Movement Capacity 190 513
5hared Lane Capacity 190
WorkSheet 10 delay. queue ].ersgth, and LO5
MouemQnt I 4 7 8 9 10 11 12
------II I
9 II l
I II I
v (vPh) 12 39
C m{vph} 964 190
VIc 0.01 0.20
95% queue length
Corstrol Delay 8.8 28.7
LCJS A D
Appzoach Delay 28.7
Ap}arvach LQ$ B
4dvrksheet 11 Shared Majar L'I" Impedance ancf Delay
Rank I Delay Calculatians
Dvement z ~
1.00 0.99
V ii a 567
V i2 0 0
S il 1700 1700
s i2 1700 1700
P* oa 1.00 0.98
a maj iefe 0.0 e.e
N nunihez major st lgnes 1 1
Delay, rank I mvmts 0•0 0•2
HCS: Signals Release 3.1
Phone; Fax:
E-Mail:
OPERAT7(]NAL ANALYSIS
Intersectipn:
CitylState: SPC}KANE COUNTY
Analyst: LIN[]fi SALHAEi
Project No: 33912
Time Period Rnalyzed, 2003 Ex & SKGRI] AM PK HR
' Date: 6l24159
EastlWest 5treet Name: MELVILLE RI).
Narthl5outh Street Name: SR904
VULUME DATA
I Easthaund IWestbaund I Nvrthbaund ~ Southbound I
IL T R I L T R I L x R 1 y T R I
- I I G 1 I
voluine 114 4 $ 145 ❑ z 120 476 19 14 830 40 ~
FHF 10.90 0.50 0.90 30.65 0.90 0.25 I0.90 0.83 0.57 E0.90 0.70 0.90 I
PK 15 Val 14 2 [17 fl 2 16 143 8 11 296 11 I
Hi Ln vo1. I i I I I
, % Grade C 0 I 0 I D I D l
~
Ydeal 5at E 1900 I 1900 11900 1900 11900 1900
' ParkExist I I ~ I I
NumPark I I k ! I
% Heavy Veh I 4 C] 0 10 0 10 ~ 0 10 a 0 I
No. Lanes I D 1 4 I 0 1 Q I 1 1 Q ! 1 1 0 I
LGConfig I LTA I LTR I L TA I L TR I
Lane Width ' 12.0 ~ 12.0 112.0 12.0 E12.0 12.0 I
R'rc7R Val I 0 I D I 0 I o !
Adj F].ow i 25 I 77 122 645 14 1230 `
%rn5haredLnl I 1 I I
Prop Turns 10.54 0.36 10.90 0.10 1 0.05 i 0.04 1
NumPeds 1 0 1 Q I o i
NuaBus G o 1 ❑ 10 o 10 o ~
Durativn 1.40 Area Type: Al1 other areas
(?PERATZNG PARAMETERS
, I Eastbaund ~ Westbound I Nvzthbvund I 5ou'thbound ~
- ~ L T R I L T R ~ L T R !L T R I
p S ! 1 I
rnit vnmet f 0.0 i 0.0 10.0 0.0 10.0 0.0
C
Arriv. Type 9 3 I 3 13 3 13 3 I
Unit Ext. I 3.0 I 3•0 13•0 3•0 13.0 3.0
I
t- ,
a
if .
I FactQr j 1.000 ~ 1.000 1 1.000 I 1.000
I
i
, Lost Time ~ 2.0 o z•o 12.0 2.0 12.0 2.0
, EXt of g 1 2.0 I 2.0 [z.o 2.0 12.0 2.0 ~
Ped Mzn g I 0.0 I 0.0 ~ 0.0 ~ 0.0
I
PHASE ❑ATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left A ~ NS Left A
Thru A I Thru A
Rignt A ~ Rignt A
Peds X ~ Ped X
WB Left A ; SH Left A
Thxu A I Thru A
- Right A I Right A
Peds x ~ Ped X
NH Right I EB Right
I
5H Right ~ WB Right
I
I
Green 12.0 45.0
Ye1.l.ow 3.0 3.0
All Red 1.0 1.0
Cycle Lenqth: 65.0 secs
y VOL[3ME ADJUSTMENT WORKSHEET
- Adjusted Prop. Prop.
Appr.1 Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Zanes Graup RTdR Tn Lane Grp Turns Turns
' Eastbounct
Left 14 0.90 15 CY
Thxu Q 0.90 0 1 LTR 25 0.54 0.36
Right 8 0.90 9 G 0
Westbounc£
Left 45 0.65 69 0
Thru 0 0.90 0 1 LTR 77 0.90 0.10
' Right 2 0.25 8 0 {J
Northbound
Left 20 0.90 22 1 L 22
Thru 476 0.83 573 1 TR 606 0.05
Right 19 0.57 33 f]
5cruthbound
Left 4 0.90 9 1 L 4
Thru 830 0.70 1186 1 TR 1230 0.04
Right 90 0.90 44 f] 0
~ Va1ue entered by user.
sATuRATIau FLOw xDJvSTMENT woRKsxEET
Appr] Tdeal AdJ
~ Lane 5at f f f f f f f f f 5at
Group FIDw W HV G P SS A L❑ RT LT F1ow
- Eastbound 5ec LT AdjILT Sat: '
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.851 0.852 1394
IWestbound Sec LT Adj1LT Sat:
LTR 1900 1.000 1.060 1.000 1.000 1.000 1.00 1.00 0,885 4.779 1311
~ i
--o~
I'
Narthbvund Sec LT AdjlLT Sat:
- L 1900 1.000 1.400 1.000 1.000 1.000 1.00 1.00 0.089 169
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.992 1.000 1884
Southbaund Sec LT AdjILT 5at:
L 1900 1.000 1.000 1.000 1,000 1.000 1.00 1.00 0.356 696
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.995 1.000 1890
' CAPACITY ANALY5I5 WaRKSHEET
Adj Adj 5at Flaw Green --Lane Group--
Appr/ Lane Flow Rate Flaw Rate Rataa Ratio Capacity VJc
- Mvmt Group (V) [s) fVls) (glC) [c) Ratio
Eastbound
Pxz.
SeC.
' Left
Thru LTR 25 1394 0.02 0.185 257 0.10
- Right
Westbaund
Pri.
Sec.
Left
Thru L`FR 77 1311 # 0.06 0.185 292 0.32
Right
Narthbound
Prs.
Sec.
"Left L 22 169 0.13 0.592 117 0.19
Thru TR 606 1889 0.32 0.692 1304 0.46
~ Ra,ght
Sauthbaound
~ Pri.
5ec.
Left L a 696 0.01 0.692 482 0.01
I Thru TR 1230 1894 # 0.65 0.592 1308 0.94
Right ,
Sum (v/s) critical = 0.71
Last 'FimelCycle, L= 6.00 sec Critical u1c (X) = 0.78
LEWEL OF SERViCE WORKSHEET
Appr1 Ratios Unf Px'ag Lane Tncremental Res Lane Grbup Approach
Lane Del Adj Grp Factvr De1 Del
Grp v1c qlC d7. Fact Cap k d2 d3 Delay LOS I}elay LOS
Eastbound
LTR 0.10 0.185 22.0 1.000 257 0.11 0.2 0.0 22.2 C 22.2 C
Westbaund
LTR 0.32 0.185 23.0 1.000 242 ❑.11 0.8 6.0 23.7 C 23.7 C
Nvrthbound
L 4.19 0.692 3.5 1,400 117 0.11 0.8 0.0 4.3 A
TR 0.46 0.692 4.5 1.000 1304 (}.11 0.3 0.0 4.$ A 9.8 A
SQUthbound
~ L 0.01 0.692 3.1 1..000 482 0.11 0.0 0.0 3.1 A
TR 0.94 0.692 8.8 1.000 1308 0.45 17,0 0.0 25.8 C 25.7 c
Intersection L7elay ~ 18.9 dsec]uehJ Xntersectian LflS - B
~
~
HCS: Signals Release 3.1
Phone: Fax:
E-Mail. '
OPERATIONAL ANALYSIS
Intersection:
City/State: SPOKANE COUNTY
Analyst: LINDA SALHAH
Project No: 33912
Time Period Analyzed: 2003 EX & BKGRD PM PK HR
Date: 6/24/99
East/West Street Name: MELVILLE RD.
North/South Street Name: SR909
VOLUME DATA
I Eastbound ~ Westbound I Northbound I Southbound ~
I L T R I L T R ~ L T R I L T R I
I I I I I
Volume 121 0 91 124 0 0 119 993 27 17 595 28 I
~ PHF 10.90 0.90 0.90 I0.83 0.90 0.90 10.90 0.87 0.52 10.50 0.89 0.90 I
PK 15 vol 16 11 17 0 0 I9 142 13 I9 167 6 I
Hi Ln Vol I I I I I
% Grade I 0 I 0 I 0 I 0 I
Ideal Sat I 1900 I 1900 11900 1900 11900 1900 I
ParkExist ~ I i I I
NumPark I I I I I
% Heavy Veh I 0 0 0 10 0 0 10 0 0 10 0 0 I
No. Lanes I 0 1 0 I 0 1 0 I 1 1 0 1 1 1 0 I
LGConfig I LTR I LTR ~ L TR I L TR ~
Lane Width I 12.0 I 12.0 112.0 12.0 112.0 12.0 I
RTOR Vol I 0 I 0 I 0 I 0 I
Adj Elow I 69 I 29 116 619 114 700 I
%InSharedLnl I I I I
• Prop Turns 10.33 0.67 I1.00 0.00 1 0.08 1 0.09 I
NumPeds I 0 I 0 I 0 I 0 I
NumBus 1 0 I 0 10 0 10 0 ~
Duration 1.00 Area Type: All other areas
OPERATING PARAMETERS
~ Eastbound I Westbound ( Northbound I Southbound I
~ L T R ~ L T R ~ L T R I L T R ~
. I I I I I
~ Init Unmet I 0.0 I 0.0 10.0 0.0 10.0 0.0 I
Arriv. Typel 3 I 3 13 3 13 3 ~
Unit Ext. I 3.0 I 3.0 13.0 3.0 13.0 3.0 I
L
I
zFactor I 1.000 1 1.000 E 1.000 I 1.000
Lvst Time I 2.0 p 2.0 I2.0 2.0 12.0 2.0 I
Ext vf g I 2.0 ~ 2.0 12.0 2.0 12.0 2.0 1
B
Ped Min g I 0•0 I 0•0 I 0.0 f 0.0
PHASE DATA
Phase Cvmbznatian 1 2 3 4 I 5 6 7 8
ES Left A I NB Left A
Thru A j Thru A
Right A I Right A
Peds x I Ped X
WB Left A I Sg Left A
Thru A I Thru A
Right A 1 Right A
Peds X E Ped X
NB Right ~ ES Right
I
SB Right I WB Rzght
~
6
Green 12.0 45.0
Yellow 3.0 3.0
All Red 1.0 1•0
Gycle Length: 55.0 sscs
~ VQL[TME ADJUSTMENT WORECSHEET
, Ac3justed Prop. Prap.
p,ppx,/ Mvt Flaw No. Lane Flow Rate Left Right
Ms7vernerst Volume FHF Rate Lanes Graup RTOR In Lane Grp Turns Turns
Eastbound
Left 21 0.90 23 a
Thru fl 0.90 {J I LTR 69 0,33 0.67
Right 41 9{7 46 0 0
Westbound
Left 24 0.83 29 0
Thru 0 0.90 fl 1 LTR -29 1.00 0.00
Right 0 0.90 Q p D
Northbaund
Left 14 0.90 16 1 L 16
Thru 993 0.87 557 1 TR 619 0.08
Right 27 0.52 52 4 , 0
' Southbound
Left 7 0.50 14 1 L 19
Thru 595 0.89 669 1 TR 700 0.04
Right 28 0.90 31 d 0
* Va1ue entered by user.
r
~
i
, SATURATIDN FLDW ADJUSTMENT W'QRKSHEET
Apprf Ideai Ad7
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flvw
Eastbound Sec LT AdjILT Sat;
- I,TR 1900 1.000 1.000 1.000 1.000 1. DOC] 1.00 1.00 O. B1D 0.922 1418
Westbound Sec LT Adj/LT 5at:
LTR 1900 1.000 1. oao 1.000 1.000 1.000 1.00 1.00 1.000 0.803 1525
Northb❑und Sec LT Adj ITsT Sat :
' L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.313 599
TR 1900 1.000 1.000 1.040 1.000 1.000 1.00 1.00 4.987 1.000 1875
SQUttsbound Sec LT Adj ILT 5at :
_ L 7900 1,000 1.(}00 1.000 1.000 1.000 1.00 1.00 0.359 681
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.40 0.993 1.000 1887
CAPACITY ANALYSIS WORKSHEET
~ Adj Adj Sat Fl aw Green --Lane Group--
~ Appr/ Lane Flow ftate E'low Rate Rativ Ratio Gapacity Vlc
Mvmt Gxoup (v) [s) fvlsJ (qIC) (c) Ratio
Eastbaund
Pri.
5ec.
, Left
Thru LTR 69 1418 # 0.05 0.185 252 0.26
Right
Westlsound - Pri.
Sec.
Left
Thru LTR 29 1525 0.02 0.185 282 0.10
Right Northbaund
Pri.
Sec.
Left L 15 599 0.03 0.692 411 0.04
Thru TR 519 1876 0.33 0.692 1299 0.48
Right
i
5outhbound
' Fri.
Sec.
r
I ~
i_~
Lett L 14 6e1 0.02 0.692 471 0.03
Thxu TR 700 1887 # 0.37 0.692 1306 0.54
Rignt
Sum (vls) critical = 0.92
Lost TimelCycle, L=6.00 sec Critical vIc(X) =0.45
LEVEL QF SERVICE WQRKSHEET
Apprl Rataos IInf Prog Lane Incremental Res Lane Graup Approach
Lane Del Adj Grp Factor Del Del
Grp VIc gOC dl Fact Cap k d2 d3 De1ay LOS gelay LDS
Eastbound
; LTR 0,25 0.185 22.7 1.000 262 0.11 0.5 0.0 23.3 C 23.3 C
Westbvund
LTR 0.10 6.185 22,0 1.000 282 0.11 0.2 0.0 22.2 C 22.2 C
Narthbound
L 0.04 0.692 3.2 1.000 411 0,11 0.0 0.0 3.2 A
TR 0.48 0.692 9.6 1.000 1299 0.11 0.3 0.0 4.9 A 4.8 A
_ SQUthbaund
L 0.03 0.692 3.1 1.000 971 0.11 0.0 0.0 3.2 A
TR 0,54 0.692 4.9 1.000 1306 0.19 0.9 0.0 5.3 A 5.3 A
Intersection Delay ~ 5.3 (secOveh] Intersectipn LO5 = A
r i
i~
HCS: Signals Release 3,1
~
Phone: Fax:
E-MaiZ:
OPERATIONAL RNALYSTS
Intersection:
CitylState: 5~OKANE COUNTY
_ Analyst: LINDA SALHAH
Project No: 33912
Time Period Arialyzed: 2003 SLDOUT AM PK HR
Date: 6124159
East/West Street Names MELVILLE RD.
Northl5outh Street Name: 5R904
VQLUME DATA
I Eastbaund I Westbvund INQrthbaund ~ Southbound I
IL T R lL T R I L T R IL T R I
- I ti I I I
Volume 114 0 8 164 0 2 120 492 27 14 857 40 ~
PHE' 10.94 0.90 0.90 10.65 0.90 0.25 10.90 0.83 0.57 10.25 0.70 0.90 I
PK 15 Val 14 i 125 CJ 2 - 16 148 12 14 306 11 I
Hi Ln Vo1 I I I I I
% Grade I 0 I 0 I 0 I Q I
raeal sat 1 1900 ~ 1900 11900 1900 11900 1900 ~
ParkExist I I I I !
NumPark ! I I ! 1
% Heavy Veh10 0 D ID 0 0 10 d 0 I❑ 0 0 I
No. Lanes 6 0 1 D C 0 1 0 1 1 1 D I 1 1 0 I
LGCpnfiq I LTR I LTR 1 ZTR I L TR I
Lane Width I 12.0 I 12.0 012.0 12.0 112.0 12,0
I
RTOR Vol I 0 I 0 I o I 0 I
Ad] Flvw I 25 I 106 122 640 IlE 1268 I
%InSharedLnl I I 9 4
Frvp Turns 10.69 0.36 14.92 0.08 I 0•07 1 0.43 I
NumPeds I 0 l 0 1 g I 0 I
- uumBus I 0 I 0 ID 0 ID fl !
Duration 1.00 Area Type. Al1 other axeas
CDPERATING PARAMETERS
; C Eastbvund ~ Westbound ~ Nvrthbaund I Southbound I
I z T R I L T R IL T R B L T R I
I I I I I
1
j Init [7nmet I 0.0 I 0-0 40.0 0.0 10.0 4.0
I Arriv. .Type f 3 I 3 13 3 13 3 I
Unit Ext. I 3•0 I 3,0 13.0 3.0 13.0 3.0
I
i. ~
, I Factar I 1.000 I 1•000 1 1.000 I 1.000 I
vost Time 1 2.0 I 2.0 12.0 2.0 I2.0 2.0 I
Ext of g I 2.0 .I 2.0 12.0 2.0 12.0 2.0 I
~
Ped Mzn g 1 0.0 I 0.0 ~ 0.0 ~ 0.0
PHASE DATA
Phase Combination 1 2 3 4 G 5 5 7 8
EB Left A PNB LefC A
Thru A ~ Thru A
Right A I Right A
; Peds X i Ped X
WH Left A I 58 Left A
I Thxu A I Thru A ,
' Right A I Aight A
Peds X - I Ped x
I
NB Right 1 EB Right
" I
SB Right k WB Right
I
Green 12.0 4$.0
Yellow 3.0 3.0
A17. Red 1.0 1.0
~ Cyc1e Length: 65.0 secs
V4LUME ADJUSTMENT WC}RKSHEET
Adjusted Prap, Prvp.
Appr.1 Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PfiF Rate Lanes Group RTOR Tn Lane Grp Turns Turns
Eastb❑und
Left 14 0.90 16 0
Thru 0 0.90 1 LTR 25 0.64 0.36
Right B 0.90 9 n 0
Westbvund
Left 64 0.65 98 0
Thru 0 0.90 0 1 LTR 106 0.92 0.08
Right 2 0.25 8 D 0
Narthbound
Left 20 0.90 22 1 L 22
Thru 492 0.83 593 1 TR 640 [].07
Riqht 27 0.57 47 0 0
Southbound
Left A 0.25 16 1 L 16
_ Thru 857 0.70 1224 1 TR 1268 0.03
Right 90 0.90 44 a
* Va1ue entered by user.
1
L: ~
i SATURATION FLOW ADJUSTMENT WQRKSHEET
pPPrl Tdeal Adj
Lane Sat f f f f f f f f f 5at
Graug Flow W HV G P $H A LU RT LT F1vW
Eastbound Sec LT Adj/LT Sat:
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.851 0,852 1379
I Westbound Sec LT Adj1LT Sat:
LTR 1900 1.000 1.004 1.000 1.000 1.000 1.06 1.00 0.890 0.774 1308
Noxthbound Sec LT Adj/LT Sat:
L 1500 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.089 169
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.989 1.000 1879
Southbound 5ec LT AdjILT 5at:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.395 E58
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.995 1.000 1890
CAPACITY ANAZYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
ApprO Lane Flow Rate Flow Rate Ratio Ratao Capacity V/c
Mvmt Grpup (v) (s) (VrS) sgrcf (C) Ratia
Eastbaund
Pri.
SeC.
Left
, TYsru LTR 25 1379 0.02 0,185 255 0.10
Right
Westbaund
Pri.
Sec.
Left
Thru LTA 145 1308 4 0.08 0.185 291 0.44 '
Ri.ght
f
Northbraund
' Pra..
Sec.
i Left L 22 169 0.13 0.692 113 0.19
1 Thru TR 54[} 1879 0.39 6.592 1301 4.99
~ Right
r
i Sc]uthkaound
f ~ Pri.
Sec.
_ a
Left L 36 658 0.02 0.692 456 4.04
Thru TR 1268 1890 # 0.57 0.692 1309 0.97
Right
Sum {V/s) critiical = 0.75
Last Time]Cycle, L= 6.00 sec Critical v/c(X) = 0.83
LEVEL DF SERVYCE WDRKSHEET
Apprl Ratios Unf Frvg Lane Incrementai Res Lane Grvup Appraach
Lane Del Adj Grp Factor Del Del
Grp v/c gIC dl Fact Cap k d2 d3 Delay LO5 Delay LOS
Esstbaund
;LTR 0.10 0.185 22.0 1.600 255 0.11 0.2 0.0 22.2 c 22.2 c
Westbvund
LTR 0.44 0.185 23.5 1.000 241 0.11 1.3 0.0 za.s C 24.8 c
Nortnbaund
L 0.19 0.692 3.5 1.000 117 0.11 0.e 0.0 4.3 A
TR 0.49 0.692 4.7 1.000 1301 0.11 0.3 0.0 5.0 A 4.9 A
~ 5outhbaund
L 0.04 0.692 3.2 1.000 456 0.11 0.0 0.0 3.2 A
TR 0.97 0.692 9.4 1.000 1308 0.48 27.7 0.0 37.0 D 35.6 D
' Intersecti4n Delay = 25.7 (secfveh) Intersectian LOS = C
~ .
HCS: 5ignals Release 3.1
- Phvne: Fax:
E-Mazl:
- ,
OPE RP,TI ONAL ANAI,YS IS _
_ Intersection:
i CityAstate : sPOKANE COL1NTY
Analyst: LINT?A SALHAH
Pzoject Na: 33912
Time Peripd Analyzed: 2003 BLDO[IT PLN PK HR
Date: 6A24199
East/West Street Name: MELVILLE RD.
North/South Street Name: SFt904
VQLUME I?FITA
~ Eastbound I Westkaaund I Northbc7und I Southbaund I-
IL T R IL T R IL T R 9 L 2 R I
I I I 1 I
. Volume 121 0 41 136 0 a 114 522 96 17 623 28 I
~ PHF 10.90 0.90 0.90 10.83 0.94 0.90 10.90 0.87 0.52 10.50 0.89 0.90 I
PK 15 Val 16 ii 111 D Q E4 7-50 22 14 1~75 B I
Hi T,n [Iol E { I I I
8 Grade I Q I 0 I 0 I 0 9
adeal sat I 1900 I 190[] 11900 1900 11500 1900 I
_ ParkExist I I I I I
AlumPar9c I I I I I
$ Heavy VehlO 0 a 10 0 0 10 0 0 10 a 1
N0 , Lane s I 0 1 0 I 0 1 0 I 1 1 0 1 1 1 0 I
LGConfig I I,TR ! LTR p L TR p L TR I
1Larae Width I 12.0 6 12.0 I12.0 12.0 112.0 12.0 I
RT[7R Val I 0 I a I D I D 9
_ Adj Flaw I 69 I 43 116 6$8 114 °731 I
%InSharedLnl I I I I
Pr4p Turns 10.33 0.57 11.00 (}.00 1 0.13 1 0.04 I
NumPeds I ' 0 1 a 1 0 E Q 1
taumsus I 0 1 0 60 0 10 0 I
Durataon ]..DO Area Type: All other areas
OPERATING PARAMETERS
F Eastbound ~ Westbound I Narthbound ISvuthbound I
L T R I L T R I L T R 1 ~ T R I
, I I I I 1
f
; Init Unmet I 0.0 ~ 0.0 10.0 0.0 60.0 0.0
Arriv. Type I 3 I 3 13 3 13 3 I
I
Unit Ext, I 3.0 1 3.0 13.0 3.0 13.0 3.0
j
zFactQr ~ i.ooa ~ 1.000 i 1.000 1 1.000
Las~ ~irne ~ 2.0 a 2.0 12.0 2.0 12.0 2.0
~
~ Ext of g I 2.0 j 2.0 12.0 2.0 12.0 2.4 E
Qed Min g I 0.0 ~ 0.0 I 0.0 I o.O !
' PHASE ❑ATA
Phase Cvmbination 1 2 3 4 I 5 5 7 8
EB Left A I NH Left A
Thru A I Thru A
i Right A I Right A
I~ Peds x I Ped x
,
WB Left A I SB Left A -
Thru A q Thru A
Right A 1 Right A
Feds x E Ped X
NB Right I EB Right
I
SS Right I W;B Right
I
Green 12.0 45.0
Yellow 3.0 3.0
All Red 1.0 1.0
Cycle T,enqth; 65.0 secs
VOL[IME ADJUSTMENT WdRKSHEET
Adjusted prop. Prap.
Appr.] Mvt Flow No. Lane Flvw Etate Left Right
Movement Vvlume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
; i Eastbound
Left 21 0.90 23 O
Thru 4 0.90 a LTR 69 0.33 0.67
Right 41 0.90 46 fl p
Westbound
Left 36 0.83 43 0
, Thru D 0.90 D 1 LTR 93 1.00 0.00
Right [J 0.90 0 Q 0
, Northbvund
, Left 14 ❑.90 16 1 L 16
Thru 522 ❑.87 600 1 TR faBB 0,13
Right 46 0.52 $8 0 0
Svuthbvund
_ Left 7 0.50 14 7 L 14
Thru 623 0.69 700 1 TR 331 o,04
i, Right 28 0.90 31 0 0
- * Value entered hy user.
~
~
,
~ 5AT[1RATIQ0 FLQW F1DJ[]STMENT WORKSHEET
APpr1 Idea]. AdJ
~ Lane Sat f f f f f f f f f Sat
Graup Fl.aw W HV G p ]BB A LiJ RT LT Flaw
Eastibound Sec LT Ad)1LT Sat:
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.810 0.918 1413
Westbound sec LT AdjILT 5at:
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.40 1.00 1.000 0.803 1525
Northbound Sec LT AdjILT Sat:
L 1900 1.000 1.000 1.000 1.0170 1.000 1.04 1.00 0.296 562
~ TR 1900 1.000 1.000 1.000 1,000 1.000 1.00 1.00 0.981 1.000 1864
Svuthbound Sec ZT Adj 1LT 5at :
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.319 507
Tfi 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.994 1.000 1888
CP,FP,CITY P,NP,LYSIS WClRFLSHEET
Adj Adj Sat Flaw Green --Lane Group---
P,pprl Lane Flow Rate FlQw Rate Rati❑ Ratio Capacity v!c
Mvmt Group fvy 4s3 (VIs) {gIC) ic1 Ratia
Eastbaund -
Pxi.
Sec,
Left
Thru LTR 69 1413 # 0.05 0.185 261 ❑,26
- Right
Westbound
Fra..
Sec.
Left
Thru LTft 43 1525 0.03 0.385 282 0.15
Right
; Narthbound
Pri.
SeG.
E Left L 16 562 0.03 0.692 389 0.44
~ Thru TR 688 1864 0.37 0.692 1290 0.53
_ Right
Southbound
E'r i .
5ec.
I"
~ Left L 14 607 0.02 0.692 420 0.03
Thxu TR 731 1888 # 0.39 0.692 1307 0.56
Right
~ Sum (vIs) critzca2 = 0.99
Last TimelCycle, L = 5.00 sec Gritical vIc(X) _0.48
LEVEL QF SERVICE WQRKSHEET
Appr/ Ratias Unf Prog Lane Incremental Res Lane Graup Appraach
Lane Del Adj Grp Factor flel Del
Grp vIc g]C dl Fact Cap k d2 d3 Deiay LO5 Delay LDS
Eastbound
LTR 0.25 0.185 22.7 1.000 261 0.11 0.5 0.0 23.3 C 23.3 C
Westbaund -
LTR 0.15 0.185 22.2 1.000 282 0.11 0.3 0.0 22.5 C 22.5 C
~ Narthbound
L 0.04 0.692 3.2 1.000 389 0.11 4.0 0.0 3.2 A
TR 0.53 0.692 9.9 1.000 1290 0.19 0.4 0.0 5.3 A 5.3 A
Southbound
Z 0.03 0.692 3.1 1.006 420 0.11 0.0 0.0 3.2 A
, TR 0.55 ❑.692 5.4 1.000 1307 0.16 0,5 0.0 5.6 A 5.5 R
Intersection Delay = 6.7 (secfVeh) Interseetxon LOS = A
i ■ ,
~
~~~~RECEIVEQ
SP~~''~ SEP 14 1999
s~~E cc~ur~mr Er~Gi~u~
NNp pLP~~N~~~'
~ ~l\1604 o~ Traffic S"tudy Update
West Terra,,e
1
Traffjic Study
~ i
~r
1
Prepared for.
West Terrace ]oint Venture
821$ E. Delcadena Drive
ScottsdaIe, AZ 85258
~
~
Prepared by -
~ Earch 'I'ech, Inc.
~ 10800 N.E. 8th Street, 7th Floor
~
8elieVUe, WA 98004
~
July 1999
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SEi' 1 4 1999
f'
` I' ~7 i~ 1-4 ` ~ ~Ui' ENGINEER
S $171LI]IIVG AhID PLAN6VlAlG A'I31VISIQN DF `I`I-iE Pi3SLIC WORKS L3EPARMENT
James L. Mansan, G.B 0., Du-ectvr Gary f}berg, Dueetar
NTEMORANDL]M
TQ): ~ _
Washington State Department af Transportation; Mark Rovvher
FROM: Tarnmy Jones, AssQCiate Planner ~
DATE. Septernber 14, 1399
RE: Updated Traffic Study far PW- 1856-98
Attached is a capy of the updated traffic study for the preliminary plat of West Terrace;
FW-3856-981F'U]7W'-1-98. Please reVievv and submit camments to me hy September 29,
1999. If you have any questions, please cantact me at 477-3675, ext. 97225.
Enclasure(s)
cc: West Terrace Joint Venture
Adams & Clark, cln $rian Westby
1026 W, BxoAawnY • SFOtcANB, WA51invG'rOK 99260-0050
PHaNE: (509) 477-3675 . FnX: (5W) 477-4703 • TDD: (5D9) 477-7133
_ 1►`lEl►l Oltlll ■DUM
- DATE: OctobeT 4, 1999
TQ: 5cott Engelhard
CC: Uictar 5alemann, Earth Tech, Inc.
Gre99 Fi9g1 Washingtvn State Department vf Transpvrtativn
Tammy Janes, Spokane Cvunty P'Canning A ,
FRflM: Steve 5tai _,15
SUBJECT: Review of July, 9 Traffic Impact Analysis fae West SPU~AK COU-~T'Y
Terrace PUD (PW-1856) ~
I have campleted review of the abvue referenced document and have noted the fv4lawing
cvmments
1. Page 2 contains a table showing traffic cvunt histary and prvVAdes a discussion of the
vvlumes used in the reparf, howeuer, the raw turn mavement caunts are not provided in the
Appendix as required by the traffic study standards.
2. Fages 3 & 4 discuss IeVels of service arrd the prvcedures outlined in the Fiighway Capacity
N'ianGa9 (FICM) and the Highway Capacity Software (HGS). There is some discrepancy
concerning which uersion vf the HCM is used is used in the report. Table 1 shows the LQS
criteria for the 1994 HCM, yet the results in Table 2 use #he 1997 HCM criteo°ia. In additivn,
version 3.1 of the FiCS software evaluates L05 with the 1997 HGM criteria.
3. Na background traffic from tha B. F. Gvodrich site was added to #he scoped infersections,
because their shift vvvrk schedule faffs outside of the reparted peak hours According #a the
report, ❑nly ten percent ot the planned wvrkforce is currently at the site. With the repvrted
shifits ending at 7:00 AM, it would seem reasvnabls to expect same traffic woul'd be exiting
the BF Gvodrich site during the reparted 7-00-8.00 AM peak hvur.
4. This study provides future, build-out fevels of service based on several improvements being
constructed by other devefapments which already have approvals, but have nat yst
dedeloped. With the future impravements ira place, acceptable IeVels of servioe are shvwra
to be ma[ntained, including full build-out of the West Terrare PU'p. However, this study
does not show what impacts to the existing transpeartation sys#em the West Terrace project
+would have and the needed mitigataan to maintain acceptable levels of seruice. This would
Fikely lead to eitFaer af twa canditions. Frrst, the West Terrace PUD cvuld be conditioned to
make all of the imprvvements to the scaped intersecfians which were assumed to be in
place. Or, the study could be revised to show specific project impacts to the existing
transportation system and provide mitiga#ivn to correct those identified deficiencies.
5. The discussion of Aero Rd. an Page 9 seems t❑ conflict +uvith the Artenal Road Plan and the
West Terrace Neighbarhood Plan. Aero Rd. is shown in those documents to run eastlwest
fram its current terminus to Thpmas MalPen Rd. alvng the centee-section 9irae The repork
states Aero Rd wilP, be extended to the nvrthwest corner and then proceed southuvard an
additional 0.1 crnle to th€ west terminus vf [the] proposed site raad January Rd."
6. Several af the HG5 software print-outs have vQlumes that are transposed vr vthenn►ise do
not correspand with the vvlumes shawn in the figures wathira the main body af the report. In
additiara, w+hen prrnting the HC5 prirrt-outs, please use a font that wall aflQw eacfn line of text
~ to print arr a single line. Some vf the ,printaou#s have lines that carry aver to the next line and
are difficult to read.
I ask that the traffc con5ultant for the Wes# Terrace PLlD praject address the comments noted
abave and provide a revised study for review prior ta scheduling this prnject for a hearing. If
you haVe any quesfians or comments concerning my review of this document, please dmn't
hesitafe to bring them tv my attentivn.
G•ltemplwest terrace RUD 2.doc 2
~
~d SPOiCANE ENVIRCIiVMENTAL ORDiiVANCE
(WAC 197-1 I-970) 5ectian 11.1D.23a (3) Mitsgated Determination ofNansignjFicasace(rV1DN5)
MITIGA"TED 1JETE"IiiV,4TI(3IY OF NONSIGiVIFICANCE "NiDNS"
FILE Nq(S): ZW-15-98
DESCRIpTION OF PFtOPQSA,L. Zane reclassificativn Fram Regionat Busirsess (13-3), Industrial Parlc (I-p), i,rght Industrial
(I-2) and Heavy Industrtal (I-3) co Regivnal Business (H-3) on approximaiely 53 87 aeres and Lighc Industrral (I-2) on
appraximately 224.36 acres far those uses allvwed in the Regivnal Business (13-3) and Light Industna! (I-2) ionzs.
PLlBLIC HEARING SCHEIIULED FvR: December 9, 1998 @ 1:34 ,p.m.
PRQgC1NEN'~+~J1m7 =Dpmentrcf,b Diek Edwards, 501 N Aiverpoint $IVd., #305, Spokarre, WA 99205
(509) 838-8500 - -
LOCr1TIDN UF PR[]P[35Ai., INCLUI}iNG 53'IiEET AUDRF-SS, I1F e+~NY Generafly loeated east of Haafard Rvad, sauth
of Electric Ave, wesc of Thora:as Mu13en ~toad, and r~onth of Interstate 9d} ir~ Sectian ~'owrtstsip 24 N., Range4Z EWM,
5poknrie County, WA.
LEA►I] AGENCY: 5PQ'dCAeNE CUUNTY
The lead agencv for thi5 proposa] has dciermine[f lhat it does not ha++e a pEObah£e significant adverse impaci ars the
eriaironment if mitigated as stipulated belaw. Rn EnYtrnnmen4al impact Statement (EIS) L5 not eeguired under RC4V
43.21CA30(2)(c) This decisinn was made afier review nPa completed ersvironmental checklfss and other infarmatian on
fi[e with the lead agency. This information is available tfl the public on requesi.
This ML7NS is iss'ued ursder 1YAC 197-1t-340 (2), the lead agency wiil nnt act on shis
prvposal for at least 15 days from the dafe issued (heivw). Comments regarding this ML7NS must bc suhmitted nu
[ater than 4:00 p m., l~ell''.~+'Yrbel- 9--fi- , 199$, ':f they are intended ta
alter the MDNS
NIITIGATItiG MEASURES-
1. Based ors [he plhastne schedule in ttie `Y'IA, a traffic signa] +yvtll be requsred tv he censtructed by 1olt Industrial Park at
ahe inkee5ectxan of Ioit Drive and Hayford Road priar to the enct of the year 2(10(7. f1t the discre[ion of the Counry
Engineer this tiate may be extendgd based cn signa] studies demonstrating that signal ►+airanu have not been met.
2. Ttie applicans underscands that the TIA far thFs prsaposai d"sscusses the pOssible rnadifieation of the access appraach or
the outrighc acqvtsitian of the AV parklconvenience stQre to the south aF HaIlet Road fvc the purposcs of the
rcaijgnment of tlze weSYbound I-90 aff mmF- 5pokane Cvunty will not participate or be held for mQdificatipns or
acqu'ssitivn of'the RV paccklcanwemence stoce.
3 Privr tv the release of building permits Fnr a particular use in Ph= I aF this development the applicant shal]
prepare a traffic anaiysis ta deterrrmine which of the m9tigatians listed 6elssw (icerrss a through d), if any, are needed
to accommodate that use.
a] The applicant shall design, fund, and constrsict a new westbound vff ramp froms I-90 ta the Hallett
RoadlHayford Rgad intersecti6A. The design asid construction ❑f IIhis netv vff rarnp will need tv he
appraacd by both 4V5Ba'i' and Federal T-iighway Administration as it is pazt of 2he Interstate Iiighevay
System. Shnuld this vFf' rars3p not be via5le based upon cvst cansiderations or review hy Federal
Highways vr WSI]f)T the applicant wi]} need ta propose attemate traffic mitigatian mea,surgs ta er6svre
adequate Cevel of service is rrsainta°sned, '1"his a1temate mitigation will need ta be reviewed and
apQroved by bath W5C]OT and Spafcane Caun[y.
b) The applicant shall design, fisnd and instaEl a trafEfc signa[ at the Hallett Road arid 5R 902 interscttian
when warranted and deemed necessary by WS1]a'V 1'he design of this traffic signa[ system and vther
re[ated eomponents which are Reeded as Rart of the sigr€ali2ntion iflssminatian) will steed to he
desrgned by WSUVT standards and sgtcrfieatians and be approved by WSDOT priQr to its instaf9ation.
c) The applican[ shall design, fsfnd, and canstruct a traFfie signal at the Eastbvund I-90 Ramp 'Cerminals
and SR 902 interseetion. The design of this traffic signal sys[em and ocher related campanents whieh
are needed as part QF the sLgnalization {ie. illumination} will need to tse designed tv WSDDT standasds
and speci f-i cacrvns and be apprvved by WSDOT privrto i€s installaasnn.
d} Based ars Zontinued mernitonng of the feveE of service and accadent rate ai the I-90 Westbvund Ramp
Te rminal an d 5R 902 intersectivn i F a signa] should becvme necessary the applicant shail financially
participate tivith 4VS17[3T to Ehe extent necessary tu ensure this signal will be instailed when needtd,
Thzs analysis wiil afsa need ta document thae 1zVel of serv'sce "D° at signa[ized intersections and "E" at
unsignalized intersectiQns zan be maintained at both the 1-90lSR 902 Kamp Terminals a€ad HaPlett Road15F[ 902
ZW•I5•99 MC]N5
• MI3N5; File No. ZW-15-98 page 2
C)nee thc applicant has completed this analysis it wili need ta be reviewed and appraved 6y WSClCJ7' and Spokane
County, fance this analysis is accepted, a WSI]OT developers agreement wili need to be put into place to prflvide
financial surery f@r any pnrtian of ihe smprovements which rnay be necessary.
4 ARer 5 years from the date this deYelopmcnt is approved by the Hearing Exam'sner or after Phase I of this
development is compPeced hased on 560 F'eak Hour Tnps whieh ever occurs first the applicarst shall updAte this
traffac siudy to reflect current conditians. Thss updated sTudy shall be revieEVed and approved 6y bokh 5pukane
CQUnty and ►NSIIO'F.
5. 5hould Spokane Caunty in conjunctian wiTh W5DQT farm a mi[igation plan for this part of the West Plains, the
applicant shall have the aption pf partecipatmg in this plan for mitigation 'sn 9ieu of the mstigatinR prov ided above
5 5ite drainage plrins which rrtay impact €-90 drainage ar the conVeyance of drainage acros5 I-40 needs to be
reviewed and appro►+ed by WSI70T.
7. All signage visihle from I-JQ fvr ihss develapment will need to conform to the Statc and Federal Seenie Vistas
Aci
8 Any utility crossing of either I-90 oP SR 902 wilI reqvire tllat the approprsate WSQ03' Utility Permits be
abcained.
I ackaowrledge the above mitigating measures tv be attodificalians and adjustments to the abn►+e descnbed prapasal and
warrant that I wi li nat oppc3se, abject tQ ar contesi these measures in the Future
~1~~+~ ~:~e PnntedtF~s Name:
Date: ti 17
Signature: 6',
r~s►~~#r~assss:~~~+s~v~ssu~ra♦ss•*a~•~+es~~a~f~~e***~ass~a*ast~
Responsible Official: 1IM MAN50N by TamrnY danes
PnsitionrTitfe A55acia[e Pfanner Phone: (509)456-3f75
Address: West 1026 Broadway, Spokane, WA 99260
Comments regarding envirvnmental concems are welcome the hearin
Date Tssued: /lQl/. `~~~~i~n~tare:r.~*-!' ~ f r I•
# # * # t # # • a ~ ■ ■ s # # tf■ 1 # s • * s Ri ~ *I • t ■ ~ ~ 1~ S ~ t i~ s i ~ tt ♦ Y's a ~ t s t * # * ■ # i • * I ~
APPEAT, []F THIS DETERi't~INATiON, aftesi~yUecorrses fina[, may be made to the Spokane County Drvision vF
Buiiding & Flanning, West I~D26 Broadway, 5pakane, WA 99260 The appeai dead3ine is the same as the abovc grvposal
appeal deadline, bemg ten (10) ealendat days a~ter the signing of the CJecisivn This appeal must be written and make
specific factual objettionS Cantacc ihe L1ivision of Building & Planning 6vr assistance .dith the specifirs of a SSPA
appeat.
# f # ♦ i # ~R ! t # ► ! ! ■ 1 # i ~ # i # ~ • y # f ~ i ¢ # t i # ■ ~ # # # ■ ■ # # F # • F # # i ~ # i ■ i i R A # i 3 • ~
Rcopy of the MT]NS was mailecl tv:
1. WA 5tate Department of Ec81ogy Z. 5pnkaste Regignaf Health I7isinst
5epa Reviaav, Q3ympta, 98504 Attn: Steve Holderhy
3 5pakane Caunry Division of UtiIities. 4. C ity oF 5pokane °Tmnsportatrvn
At4n: Fim Red Attn: Lau Dnbaerstein
5. 5pakane County Divisian of Eng'sneering 6 5pakaric Counry Fire Prntestifln
Attn: Pat Harper CYistrlct 1€ 3
7 5pokane County Air Pollution CQntral 8. Spakane Courity I3evelopment Engineering Services
Authoriry Attn: Bill Hemmings
9 5pokane Gounty Starmwater Lltility i{}. WA State Baundary Revietiv Board
Attn: Brenda 5ims Attn: Susan WinchelE
11, Spokane Regional Transpnrtation CounctI 12 5pvkane Transia Aufhority
Attn: Glenn Niiles Attn. Christine Fuestvn
I1 `7VA State Department ofTransportation 14 Medieai Lake Schaof Llistrsc4 No 326
ATtn: Mark Rvhwher
ZW-15•98 MDN5
iry 9.
e. Tne praperty owner shall bs respansible for relocating such "interim" irnprovements
at the time Spakane County makes raadway imprQvements after acquinng said future
acquasition area.
10. 'I`he Spokane Caunty AiWisivn of Building and Planning shalf prepare and record with the
County Auditar a Titie Nvtice speeify+ing afuture iand acquisztian area for rvad right-of way and
ut1lities. The Title Nntice shall state the follawing:
a. A. strip of property 5 feet in width from the existing right-vf=way is reserued as a
frature acquisitaon area far additianat road right-of-way width aloncr Hayfnrd Road, Gei;er
Baulevard and Thomas Mallen Raad.
b. Future buildin; and other setbacks required by the Spokane County Zonincr Code
shall be measured frarn the reserved future acquisitivn area.
c. No required landscaping, paFki}ig,'208' areas, drainfield vr allawed signs should be
located withsn the fiuture acquksitinn area for road right-af-way and utiiities. If any of the
abov~ improvements are within tfie area, they shall be relacated at the applicant's expense
when rvadvvay irnprauements are rnade.
d. The fiuture acquisition area, unit acquired, shalZ be priva#e prQpezty and may be used
as allowed in the zane, except that any irnprovements (such as landscaping, parking,
surface drainage, drainfieId, signs or others) shall be consacfered interirn uses.
e. The property owner shall be respansible for relocating such "Interim" irnpravements
at the time Spokane County malces roadway improvements aRer acquirin; said future
acqtiisxtion area.
11. Landscapang rvielths and setfatacks requared by the ZQnirr,; Code rrlond the sautherly f~arr~er
❑f tlae site shall be iracreased by an additianal f ve (5) feer in the parrion ❑f the site zoned
Regioncrl Birsiness (B-30, and by arr adtditzpnal ten (1 0) feet in lhe portron of fhe site =vned Light
Indtistrial (I-2).
SFOKANE caUNTY DYVIsIaN aF ENGIN~ERIrr~ AND ~OADs
Prior tv issuance of a building permit, or at the request of the Caunty Engineer in conjunctivn
with a County Road ProjectlRaad Tmprorrement D'astrict, whtcheuer cames first:
1. The applicant shaIl dedicate 78 feet ❑f right of way for .Tait Avenue.
2. The applicant shall dedicate 8 feet of right of way far that portian of 59th ,Avenue from the
intersection tifHayfvrd Road and 59`h Avenue extendin; approximately 535 feet to the east. The
applicant shall also dedicate 4 feet ofright of way for that partion of 59th Avenue from the
intersection of Center Rvad and 59'h Avenue extendin~ appra~cimately 719 feet ta the ~,vest.
3. The applicant shall granC appiieable bvrder easernents adjacent ta Spakane Caunty Riaht of
Way, per SOokane Countyr 5tandards.
Prior to release of a building perzznit flr use ofthe praperty as propased:
_ 4. Access permxts far approaches to the Caunty Raad 5ystem shall be obtained fram the
County Engineer.
HE Findinas, Conclusicans and Z]ecision ZW'-15-98 p~~~ 24
.
~
5. A Professiorra! Enganeer, 1lcensed in 1the State of Washcngtan, shall submit on the
appIieant's 6ehQ1for acceptctnee 6y the Caunry Engtrreer, fcnal rnad. access trnd drainage
p[ans, u drrzttaage repart and ccclculatinns that canfarrns ta current County storrrrwater
standards. Thefinal plans and drainage repart rnust be accepted by the County Engiraeer prinr
ta redease of a canstructton or 8uilding permit , Qr f hng of a binding site p1an.
6. A parking plaaa and traffic circulatian plan shall be subrnitted and apprvved by the Spokane
Caunty Engineer. 1he design, location and arrangement of parking stalls shall be in aceordance
with stanidard engineering practices. Paving ar surfacing as approved 6y the County Engineer
wi1l be required for arsy portian of the project which is to be accupied ar iraaeled by vehicLes
7. The canstruction of the roadway impravements stated herein shall be accomplished as
appraved by the Spokane County Engineer.
8. The County Engineer has designated a 3Lane Principal Artenal Raadway Section #'or the
improvement of Jait Dt`ive which is to be canstructed wiEhin the proposed develapment. This will
requize the installation of 46 feet of a.sphal't. The construction of curbing and sidewalk is also
required,
9. The County Engineer has designated a 3 Lane Mznor Arteraal R❑adway SectiQn for the
improveznent 6f Electric Avenue which is adj acent to the prvposed develapment. This tivill
require the addition of approxirnately 13-15 feet of asphalt along the frnntage ❑f'the
deveiapmenf. The cvnstructFvn of curbing arcd sidewalk is alsfl required.
10. The County Errgineer has desi;nated a Collector Arterial RoadvE+ay Section fflr the
improaement of Geiger BouleVard tivhich is adjacent to the proposed develQpment. This will f
cequire the additian ❑f approxirnately 6-$ feet of asphalt along the frantage of the development. ~
The installafiian of 40 feet of asphait is reguired for that pvrtion of Geiger BQUlevard which is tv
be constructed within the proposed develvpment. The constructaon of curbing and sidedvalk is
aPsa required.
11. The Caunty Engineer has designated a 3 Lane PrinGipal Arterial Roadway Section for the
irnprDvement of Hay#'ord Raad which is adjacent ta the prapvsed development. This will require
the addition of apgraximately 10-12 feet of asphaPt along the frontage of the development. The
canstruction o#' curbing and sidewalk is also required.
12. The County Engineer has designated a 3 Lane Principal Arterial Roadway Sectiora for the
improvement of Thornas Mallen Raad which is adjacent ta the prapased development. This will
require the additivn of approximately 10-I2 feet o£asphalt along the frontage of the
develvpment. The construction oFcurbing and sidewalk is als4 required.
13. The Caunty Engineer has designated a Local Access Rvad«ay SecCion far the ianprvvement
of Cen#er Raad. 40 feet of asphaIt is required for that pvrtion of Center Road which is to
canstructed within the proposed developanent. 32 feet is required for that portion of Center Raac€
vvhich is adjacent ta the propvsed development. The canst.ruction of curbing and sidewalk is aisa
reguired.
HE Findings, Cvnclusivns and DecisiQn ZW-I5-98 Paae 25
.
14 The County Engineer has designateri aLacal Access Roadway Section far the imprvvement
of 59", Avenue fronn the intersection afHayford Road and 59'' Avenue extending approximately
536 feet to the east which is withirr and adjacent to the prQposed develaprnent. This wilP require
fihe addition of 40 feet of asphalt. The constructivn of curbgng and sidewalk is alsta required.
15. The Caunty Enginseer has designated a Lacal Access Roadway Section far the improvement
of 53' Avenue ham the intersection of Center Road and 59' Avenue extending approximately
719 feet to the west. This wilI require the addiizon of 32 feet of asphalt. The canstnzctivrz of
curbing and sidewatk is alsv required.
16. All private roads shall be construr-ted to Spakane County Standards far private roads.
17 All required irnprovements shall confaz-m to the current State of Washington Standard
Specificattans fmr Road and Br-icfge cons€ructivn, and applicable County standards andlac adopted
resolutions pertainirag to Raad Sta3ndards aiad 5tormwater Management in e4'fect af the date of
constructian, unIess vtherwise appraved by Che County Engineer.
18, The site plan of recard depicts the lacati4n of zoning baundaries and the canceptual
lacatiora fQr future lvts a,nd possible raad cvnfiguration. Additianal review by the GoLinty
Engineer Is required pn'ar ta a.ny graposed connectians ar realign-rne,nt of all roads within thzs
praposal. Aszy petitions to vacatelchange Spokane Coun#y Right of Way rmust be heard and
approved b}+ the Baa.rd of Gounty Cotnmissioners.
19. Roa.dway standards, typacal roadway sectaons and draunage p3an requirements are found in
Spokane County Resolution 95-0498 as amended, and are applicable t❑ this proposal.
20. Na con~truction work is to be performed wifihin the existing or praposed right of vaay unti2
a permzt has been issued by the County Engineer. All work witl2in the public rQad night of way is
subject ta inspectian and approval by the County Engineer.
21. A11 requzred construction wi[hirr the existlng ❑r praposed pubtic right ofway shall be
campletetl prior to the release of abullding pernzt flr abond in an amaunt estimated by the
CountyEngineer tQ cower the cast of cvnskrucfiion or irnprovements shall be filed with the County
En;aneer.
22. After 5 years from the date this developrnent is appraved by the Heanng Exarrziner, ❑r aRer
Phase I of this development is connpZeted based on 560 Peak Haur Trips, whrch ever occurs first,
the applicant shall update the traffic study tcr reflect current candations. The updated study nnust
be reviewed and approved by both Spokane County and W5DC1T.
23. Based on the phasin; schedule an the TIA, a traffac si;nal shall be constnicteti hy the
applicant at the intersectian of Jolt L]rive and Hayford koad pr-ior ta the end of the year 2000. At
the discretian of the County Engineer, this darte rraay be extended based an signal studies
demvnstrating that srgnal warrants have not beert tnet.
24. The TIA prepare,d by the appIicant's engineering consultant far ihis propasal disGUSSes the
possibie madifieation ofthe access appraach ❑rr the autria 7 ht acquisition of the RV
parlclconvenience stQre to the south of HaIlet Road for the purpases of'the realignment of the
HE Findings, Conciusimns and L7ecision ZW-I S-98 Page 26
~
westbaund I-90 aff ramp. Sgakane County currentiy has rrd antentians of particrpatattg cn
modifications ta or acquisition ofthe RV parklcanvenience stare, and wfll not be held _
respon,sible far the scame withaut prior apprQVCxl by the Eoard of G'ouraty CDrramissioners.
25. The County Arterial Road plan identifes Tvlt Drive as a 100 f+oat Principai Arteriai. In
arder to ianplement the Arterial Rvad Plan, a strip ofproperty 11 feet in width along each side of
the right of way shall be set aside in reserve in additivn to zhe required right of way dedication,
as Frovided in Bualsling and Pdarrning condition # 9 above. This property may be acquired by
Spakane County at the time when Arteraal Imprvvements are made to Tolt L7rive.
26. The Gounty Arterial Rvad plan identifies Hayfvrd Raad, Geiger Foulevard and Thpznas
Mallen Road as 70 fvat wide Colleccor Arterials. The existing n'ght of way width of 60 feet far
each road is not cansistent with that specif ed in the Fla.n. In vrder to implement the Arterial
R,vad Plan, a strip of prvperty 5 feet in wrdth alvng each of road frvntages shall be sei aside in
reserve, as provtded in $ufdding and Planraing condition # 10 abave.. This property may be
acquzred by Spokane Cvunty at the time when Arterial Tmprovernents are made to Hayford Road,
Geiger Boulevard and Thorraa.s Mallen R,oad.
27. `Phe applicant is adaised that there may exist utilities either undergannd ar oVerhead
affecting the applicants properry, including property to be dedicated or set aside future
acquisitron. Spokane Cvunty will assume no financaal obligation for adjustrnents or relocatian
regarding these utilities. The applicant shmuld check with the applieabl'e utilities and Spokane
Cvunty Engineer ta detecmine whether the applicant ar utility is resporasible for adjustrnent or
relocation costs and to'make arrangeanents for any necessary wvrk
28. As previorasly mentivned in the roadway imgravements for this prvposa1, sidewalk is required tv be cvnstructed. The applicant may propose a hard surf'ace pathway sysfiem as an
alternative tv sidewalk cvnstnactivn, stibject to review and acceptance of plan by the Caunty
Enginecr, irr accordance with !he Spakane Gotartty Slandarris far I,?oud and Setiver Construction.
29. The results of the traffic strsdy indreate that lalt Drive can be inspaPled as a 3-lane roadway,
instead of the 5-lane roadway section knv►arn as West Terrace Baulevard previously prescribed in
the EIS prepared far the West Terrace Business Park and the adapted Roadway 5ectivn preparect
by the CQunty Engineer. When che iraffc study is updated as required in En;ineering; Condition
#22, the need for the additiQnal two ia:nes wi11 be evaluated at fihat time.
SPQKANE REGTUNAL HEALTH I]ISTRIGT
1. The sewage dispvsal rnethod shall be as authvrized by the City of Spvkane Public Warks.
2. Water service shati be caordinated thsau;h the City o€ Spokane Public Works.
3. Water service sha116e by an existing public water supply when apprvved hy #he Regianal
Engineer (5pakane)3 State Depa.rtrnent of Health.
4. A public sewer systern shali be made awailable for the project and individual service proaided
to each lot. T'he use of individual on-site setiVage disposa3 systems will nvt be autharized. -
HE F'indings, Cvnclusions and L]ecisian 2W-15-9$ Page 27
~
5. The use of priVate tivells and wa,ter systems is prahibited.
SFOKa►NE COUN'I'Y DIVTSIaN DF LFTIY.,I'T'IES
1. This projeQi lies within the Czty of Spokane Sewer 5ervice A,rea. The applicant is required
to notify them of this praposal and canforrn to their requiremenfis.
2. Any water service for this project shaSl be pravided in accordance with the Coordinated
Water 5ystezn Flan for Spokane County, as arnended and as appiicafale.
CI°xY 0F SP[}KANE WATER ANT) HYDR.O SERVICES
1. The project is within the City of Spokane water service area. Water is available with the
approgriate water main extensian(s) Costs fOr the water main extension(s) are the responsibility
of tEae propanent.
2. A vvater plan must'be su}amitted to the City for review and approval prior to wafier service
being provided.
3 The praject canstn.:ctian must be coordinated with the City. Project design and
construction must utilize #he City ofSpokane Desi;n standards.
SP(JKANE C[]UN'I`Y AiR POLLCJTIC3N CC3NTROL AUTHO1UTY
1. All appiicable air palEution regulations must be met.
WASHINGTf7N STA'Y"E T]EPARTMENT 4F TRANSPQRTATTCIN
1. Prior ta the release of building permits for a particular use in Fhase I ofthis develapanent,
the applicant sha11 prepare a traffic analysis to determine which of the rniti;atiQn lFSted belaw
{items a through d} if any, are needed to accomrtaodate that use,
a} The applicant shall design, fund, and canstruct a new westbvund off rarnp
from 1-90 ta the Hallet RoaeVHayfvrd Raad intersectivn. 7he design and
construction of this new vt`f ramp wi4l need ta be approWed by both WSP)qT
and Federal Hxghway Administratian as it is part of the Interstate Highway
SysCem. Should this off ramp nvt be viahle based upon cost considerations or
rev"rew by Federal Highways ar WSD(]T the applicant will need to propase
alternate traffic mitigatian measures to ensure adequate tevel ❑f service is
nnairttained. This altemate rnitigatian will need tobe reviewed and appraVed
by bath VrVSI70T and Spakane CountY-
b} The 1ppIICc'irit SYla}l de51gi1, fund and install a fira.ffic si;nal at the Hallet Road
and SFt 9(}2 intersection when waarranted and deemed necessary by WSDC}T.
The design of this traffic signal system and other related camponents wktich
are needed as part of the stgmalizativn (ie: illumination) will need to be
designed by VVSUOT standards and specifications and be approved by
WSD4]T prior Eo its installatiora.
HE Findings, Conclusions and Decision ZVV-15-93 Pa;e 28
t
c} The ap,plicant shall desrgn, fran~1, and construct a traf~fic signaI at the
Eastbvund 1-90 Rarnp ~'erminals and SR 902 intersectivn_ The design of this
traffic signal system and ovher related components which are needed as part af
the signalizatian (ie: iIlurninativn) will need tv be designed ta WSDOT
standards and specifiea.tions and he approved hy WSDOT priar to its
installatior►.
d} Based on continued rnonitozing of'the level of serwice and aGCident rate at the
I-90 Westbound Ramp Terminal and SR 902 intersection if a signal shauld
become necessary the agplicant shall financially garticipate with WSDOT tv
the extent necessa.7ry to ensure khis signal wi11 be installed when needed.
This analysis wi11 also need to dvcument that level of service "D" at signalized intersecrivns
and "E" at unsigrtaliae i intersections can be maintained at both the 1-94fSR 902 Ramp
Terminals and Hallei RvadISR 902, Once Che ap,Qlicant has cornpleted this a.nalysis zt will
need #v be reviewed and approved by WSDOT and Spokane Caunty. Dnce this analysis is
accepted, aWSGC)T develapers agreement will need to be put into place ta provide financiat
surety far a.ny pvrtivn af the improverrzents which may be necessary.
2. A!E#ter 5 years from the date this developrnent is approved by the Hearing Examiner or
after Phase I of this develvprnent is campleted based on 560 Peak Haur Trips whieh ever
occurs first the applicant sha1L upda#e this traf#ic study ta refEect current canditions. This
updated study sha1L be reviewed and appmved by bath Spokane County and WS17OT.
3. Should Spakane Gounty in eanjunctivn with WSDOT fflr3n a mitigation plan for this
part of #he West Plains, the applicant shall hawe the option of par#icipa#ing in this pIan for
mitigation in iieu of the mi#igatian prvvided above.
4. Site drainage plans which may impact 1-90 drairnage or the conveyance af drainage
across I-94 needs to be reviewed and approved by WSDQT.
5. A1L sienage visible fram 1-90 fvr this deVelvpFnent will need to cvnfotm to the State and
Federal Scen~,c Vistas Act_
b. Any utiiity crvssing of either 1-90 oa SR 902 wilt require thaF the appropriate WSDOT
Utility permits be vbtained.
WASHIiYGTC]N 5TATE DEFARTMENx OF FIS~ AND WILDLTFE
1. The applicant is not required ta submit a habitat rnanagernent plan far land use charPges 6n
the site. The applicant shalt cvnsult with the WDFW for any binding site plan applica#inra
submitted for the site.
2. The applicant is encouraged to protect any remnant high quatity steppe habitat dun'ng
develapment ❑f the pro,ect. The inctrasian of steppe species in Iandscapin; plans is suggested.
HE Findings, CQnciusions and'~ecision ZW-15-98 Page 29
Traf,,,~`~'ic Study Update
t
West Terrace
Traffilc Study
Arepured for.•
West Terrace ]oint Yenture
8218 E. Tlelcadena ❑rive
ScotCsdale, AZ 85258
,1~~
il
Pre,~ared by ~
~
Earth Tech, Inc. ~
14$4(? N.E. 8th Staeet, 7th ~'lonr
~ Hellevue, WA 98004 ■ z ~
~ W
~
O"~,~•+~~,+~r~~~
suly 1999 '~srvrvAL
~
IF~CPIRES 2110!01
~
West Texrace Traffic Stud,y - Update
`I`his repart updates a previous (1997) analysis of traiic i,mpacts vf the prvpvsel West Terrace
develvpment located in Spokane, Washington. This upda#e 'rs a coanplete dvcument, adding
additional seckivn.s tQ the prior report and ugdating the traffic vcalumes aad related analysis.
Changes account fvr:
~
• an upward revisign tv the size o£ the proposed development;
* resetting the ba.se year to 1999 fvr existing cvnditions: and
■ inclusion of abraad list of other prvpvsed developments in the backgraund canditians
' for buildaut year (2003).
The prapnsed projecfi has been revise1 upward to a total af 327 single-fanily dwelling units. The
- project is locatedjust north of Melviile Road and west of Thomas Mallen Road, near the Medical
Lake interchange vn 1-90. Anticipated project campletion is by the year 2003, in five annual
phases starting in 1999. T'he revised phasing plan shows annual increments flf 96, 43, 52, $U,
and 56 units.
]Figure I (vicinity map) shows the projeci locatian with respect tv the surraunding street system.
Intersections in the vicinity which wauld be most impaeted by the proposed development and
~ that vvi1l be analyzed in this repart include:
■ Melvikle RaadlHayf'Qrd Road
■ Hayford RoadlAero Road
- • SR 902II-90 Eastbound Ramps
• SR 9024-90 Westbound Ramps •
~ 5R-904 JMelville Road (added at the request vf WSDOT).
Prima.t'y access ta aud fram the developrnent will be via Melville Road and Aero Road. A. minor
access is pravided anto Thvmas Mallen Road. Figlue 2 sh4ws the revised site plan.
EXTSTING C(3NDITIUNS
Existing Raadways
' • Melville Road is a twv-lane arterial running east-west, with aposted speed limit af 35
~ znph and na parking in the vicinity af the deveiopment. It cvntinues westerly to a
terrninus with SR 904, where its pvsted speed limit is 45 mph,
• Hayfard Road is a twv-lane arteriat running in a north-sauth direction. The pvsted
, speed limit un Hayford Road is 25 mph,with no parking. At its intersectivn with
MelvilYe Ruad, Hayford Road traffic stops fur thraugh-traffic on Meluille Ftoad.
- North of Aeso Raad, Hay#'ard Road becomes Hallet Rvad,
~
WestTeeraceT5 Update 46f28194 1
• Aero Road is the extension of SR 902 southeasterly from the Medical Lake
Interchange as a two-lane collector road. The posted speed limit on Aero Road is 30
~ mph, with no pazking. Aero Road dead ends approximately .25 miles southeast of
Hayford Road / Hallet Road.
• SR 902 (Medical Lake Road) is a two-lane highway nunning in a north-south
direction. The posted speed limit on SR 902 is 35 mph, with no pazking. At its
intersection with I-90 eastbound and westbound ramps, stop signs aze installed on
both the ramps.
• SR 904 (Cheney Road) is a two-lane highway running in a north-south direction. The
posted speed limit on SR 904 is 45 mph, with no parking. At its in`---
C
Melville Road, the latter is subject to stop control v n
N
I
Traffc Volumes
Current 1999 AM and PM peak hour traffic volumes were obtained from actual c
Adams & Clazk, Inc, in 1999 at all five locations of interest. These aze shown in Fi
For an approximate measure of recent growth in the azea, comparisons to previo
aze summarized as follows. The 4:15-5:15 hour is the current PM peak hour at th
- interchange (Aero Road, SR 902), while at SR 904 / Melville the PM peak hour currently occurs
at 4:45-5:45. The exact time of the 1998 peak hour volumes is not known.
Location 1997 (e) 1998 ro~ 1999
SR 902 n/o 1-90 719 607 610
Aero Rd s/o I-90 306 235 303
SR904 n/o Melville 1,175 1,220 892
a) wsDOT
b) Inland Pacific Engineering Comparry, JOLT Traffic Study rev. 2198 for SR902;
c) Threshold Tra,B`'rc Study for Harris Four-Lakes Commercial Site (Power Chevrolet) 6198
d) Adams & Clarke, Inc., 5199, for current update
These counts indicate substantial discondnuity from year to year, and an overall lack of tangible
growth in the area. The WSDOT-supplied counts from 1997 are for summer conditions, while
the 1999 counts were taken in May. The 15% - 30% decline that is appazent between July, 1997,
and May, 1999, on the state highways may simply reflect the impact of recreational travel rather
than an actual decrease in year-round activity. The 1999 counts are therefore most reliable as
indicators of annual average conditions. The declines from prior counts will be disregazded.
Level of Service
Level of service describes the eff'iciency of traffic flow on a roadway system. The 1994 Highway
Capacity Manual defines six levels of service, which are briefly described below:
WestTerraceTS Update 06R8/99 2
• Level nf S'ervice A: I,ight traffic on approach; shvrt, stable queues existing during red
signal phase; little or no deiay fvr unsignaiized intersections.
• Lewel trf S'ervice B: Moderate tr~'ic on approach; stable quaues; Yittle additibnal
delay for signalized intersectivns; shork delay at unsignaPized intersections.
I
■ Level 6fService C. Moderately heavy traffic on appraach; moderately lang but stable
queues, maderate but acceptable delay at signalized intersections; average 10- to 20-
second delay for unsignalized interse,ctions.
• Level af Service D: Heavy traffic on agprgach; lvng, unstahle queues; delays
somet~es become excessiVe at signal; lang delay tv rninor street traffiic at
unsignallized interseGtians.
~
• LeveI nf Servr`ce E: Heavy flow (capacity) on apprvach; long queues at signal,
suffering lang delays; very lang traffic deiays at unsignalized intersectians.
• Level o,/' S'ervke F.• Heavy congesfied traff"ic canditians; mvre tra#fic demand than
~ rvadway capacity; at unsignalized intersections, queues may cause congestian that
affects ather tra~'ic mavements.
In urbanized azeas, t1e CDmlI1OIl II73I]lII]i]m aCCe~'Jta}]le leVeI Gf 5eIV1Ce PS LOS D f411' Slgnalized
antersections and LC]S E for unsignalia.ed intersections.
. A1VI and PM ge Ihvur LOS for the 1999 counts and existing lane configurations and cs3ntrvls at
five intersectians was deterrnined using analysis prtacedures based on the 1994 Hr'ghway
Capacity Mrrnual, as updated. HCS Svftware Release 3.1 was used. Tabie 1shows the delay
' values used by the saftware tv evaluate canditians evnsistent with these Lf)S defuutions. The
existing LOS for a1T five intersections was based on uinsignalizeci intersection LOS criteria. For
the specific LOS calculations, refer to the Appendix vfthis report.
3` 'A ~
- ,
_ i
ii+estTerraceTS [lpdat~ '05128199 3
`I`ab1e 1:Leve1 of 5er►sice Definitions
SIGNALI~ED INTERSECTIQNS
~ Level af Serviee Delay Fer'Vehicle (sechreh)
~ A C5. 0
B >5.0 - 15.0
C >15.0 - 35.0
D >35.0 - 55.0
' E >55.0 - 60.0
F ' 60.0
UNSTGNALIZEI) LNTERSECTIUriS
; Leve1 of Service Avg. Delay Per Vehicle
(secJveh)
A <S.0
B > 5.0 -15.0
C >15.0 - 25.0
D >25.0 - 35.0
E >35.0 - 45.0
F >45.0
Table 2 shvvvs the exiskang overrall LC]S at each intersection for the ANI and Pl'vT peak pefivds.
There is currently vne LQS deficiency, at S~904 irrtersecrian with Me1ville ltaad.
Table 2: Existing Level nJ'Service
A, eraee elay 1se v' ~ e a~ er►F'c ~
nters+ec ion : ' ea~ ~ ~3~# ea ~ P eak
Metaille RaadfHayfvrd Road I 9.51 12.51 A I B
Hayford RoadlAero Road I 11.21 12.51 B I F3
k51t 902f1-I0 Eastbaund Ranps ~ 22.9 1 20.2 ~ C c
SR 902/I-96 Westhaund Ramps 16.01 13,3 C B
51.41 24.0 F I C
' SR 9441Me1►+iile Road
~
We.stTerraceTS ilpdate 06C28I" 4
FUTLRE C[lNDITTUNS'4~THOUT PRO3ECT
' This sectivn has been added to establish a nan-project fnture baseline which adds tv the existing
traffic caunts the Crips generated by knawn or expected background growth. As requested hy
4VSDDT and Spvkane Caunty, these background conditions include the fallov►ing propased or
in-construction develogments:
■ JOLT ~~~ndustrial Park, per 2198 traffic study by Tr~land ~'acific Engine~ering Com,party
• Bac~Cgraund growth described in JQLT traffic study, £ar the area south of Medical
- Lake Interchange
• VVest 7"errace Business Park, Phase T per traffic study by Earth Tech, Itie.
• Harris Faur Lakes Commercial Site (Fower Chevrolet) ger 6198 traffic study by
, Znland Pacific Engineering Cornpany
■ BF [ioodrich manuf'accturing plant on HayFcard Road, per direct interview with plarat
manager.
~
The Iacations oft I hese development proposals is shawn in Figure 4.
A further allowaace f'tar flther non-specific backgrQund growth in the vicinity vf the Medical
Lake intercharige was computed per WSD(]T guidelines at 1°/vlyear added to the eaisting counts.
Similarly, travel grvvvth on SR 944 between Cheney and 1-90 is increased by a2°/o J year growth
~ factar as referenced in the Harris Fvur La9ces +Cominercial Site traffic study.
I
TI'1p GLIICratIflIL
Trip generation fvr each backgrvund grvwth cQndition was taken directly from klae referenced
traffic studies, with the exception af the $F Caodrich plant far which no traffic study exists.
The business manager af that plant described a tvva-shift manufacturi.zzg vperativn which vperates
continuvusly year-round. Manufacivring shifts are twelve hours, fram 7 am to 7 pm, and 7 pm to
7 am. A,clmvnistr'ative workers are on-site frcim 7 am ta 3;30 pma. This schedule vvas established
far business reasflns, but it alsa serves a significant travel dennand management purpose by
locating all commute trips outside fihe peak hour of swrounding area tr'~F'1G. E3r.1S#II1g
ernplayment is 26 workers. The ultimate badout plan for this manuf~cturing site is 250
employees in about 5 years. For the purposes of this traffic study, none of the B F Goocirich
ctrmrnuter traffic fa11s within the am and pm geak hours of interest. From a rewiew af existing
caunts that include plant traffic, there does nat appear to be any measvrabPe non-comrnuter traffic
tolfram this site in pealc hours, either.
I
Table 3 summariaes the AM and PNI peak hvur 6rrip generativn for the background develcapments.
`
~
westTcrraccTs upaate a6129199 5
Table 3: Baekground Grnwth T"rip Generatron
' JW61r►tenang~p;J1EE~x4fi ng 'rips It~Tj,a;ps
~ pased 11e~eiopment
~ ~ FM PM
]pLT dndustrial Parie ( n!a 1-94) ~ 1,1901 7721 245 1 1,497 1 1,435 I2,269
9C7LT Backgraund Growth (s/o 1-90) I 434 ~ 374 ~ 2$6 I 458 I 720 I 832
West Terrace Phase IBusiness Park 102 23 20 78 122 101
(north of I-94) ~
SF Goodfich Plant (slo I-90) ~ 0 I Q I 0 0 0 0
Harris Four Lakes (Pawer Chevt'olet) 60 42 22 62 $2 104
Commercial Site (at SR904/Melville)
Trip Disttibutian and TrafCic Assignmtettt
The trip distrihutiions far backgraund prajects were tacen from the svurce traffic studies.
~
The TC3LT traffie'study provided a grawth projection from 1998 to the year 2003 far the sram vf
TaLT, JOLT's backgraund grQwth, and nanaspecific backgroutzd grQwth of 1°/6 per year added to
existing counts, at the Medical Laice Interchange ramp intersectivns. To abtain just the growth
forecast, the 1998 counts in the .Ff3LT study were subtracted fram the 2003 farecast. AII future
' volumes #aicen from the TOLT study include an adjustment for relvcation af some trips to a
~ proposed westbownd off-ramp to Geiger Blvd, as explained in the ]OLT traffic study.
At the two ather intersections vf interest on Hayfard Raad a 1°la per year increase was a.dded to
the 1999 cvunts to establish the 2003 valutnes plus nvn-specif c backgraund grvwth, before
adding other background develapments' iiinpacts. At the SR 9041 Melville R.vad intersection a
2% per year growth rate was used, consistent with the methvds af the Harris Four Lakes
Commercial Site,traffic siudy.
°Y`he impacts af the West Tererace Business Park Phase I and tfie Harris Four Lakes Commerciai
Site were each added according to those respectiv+e trmffic studies.
The cvmbined tra~f'ic distribufiion for all backgxound prvjects including the fiue years of non
specifc increases is shcewn in Figure S.
Future "fraffic Volumes without Project
Future baseline traffic volumes withvut t1ie proposed prvject were obtained by aiding the tra.ic
generated by the background developrnents (Figure 5) to fhe existing traffic valumes (F'igure 3).
Figure fi sttvvvs the future AM and FM peak traff c walu.mes without the praject.
~
1VesYferraccl'S Update 06a8I94 6
Future LeVeT of Service Withaut Praject
The future L4S without the project was deterrrnyned at the fiue intersections of interest by
applying the volutnes in Figure +6 ta the existing antersection eai,gurations. Table 4 shaws the
results of this LOS analysis. Fvr defailed LOS calculatians, refer to Appendix. _
Table 4: Fufure Level of F5'ervice without FsFject
~iMer~ge Ke[sy I~r,ecl.deA)J= I ►~+el of ' 'errr~ce ' ~
, •,v:
Inter,~~e 'on Peak P eak A Peak ~~'eak
Melville Rd.l Hayford Rd. 1[].1 ~ 12.5 ~ S ~ B p
Hayford Rd.l Aero Rd. 2179.6 ~ 2022.5 F ~ F
5R 902fI-90 EB Rainps 7223.2 ~ 1239 F ~ F
sR 902n-90 wB RAmpS 1 3354.9 ~ 5318.6 F q F
sR-904 / M~lviiie Rd ~ F• ~ F*
* LOS ua 1999 existing cvunts
Fram Table 4, it can be seen that the effect of all propvsed backgraund grQwth prajects which
' grecede the West Terrace FUD develapmenf will coxnbine to praduce signaficantly advexse
trafFic conditions at all intersectiflns studied, based on the existing physical intersectivn
canditions.
tigation Itequirerments fflr Backgrnund Growtb without the Prvject
~ The impacts of the large amaunt of backgroaund grawth in the pipeIline ahead of West Tetrace
PUL] will require significant impravements tv the studied intersections. At a minlmiun, four of
the five intersectii ns must be signalized, and channelized for left iums and right turns.
At the SR 902 trvercrvssing of I-90 at the Medica1 Lace Tnterchange, in order that each
infersection's ftd1 capacity be utiliaed, additivnal travel lanes between closely connected
intersections should be cvnsidered to praVide for weaving and queuing on the apprvach to each
tura lane. Lane configuration assumptians that produae an adequate level ❑f service at each
interesection are d4cumen#ed in capacity vvorksheets in the appendix. Design sttudies should
review and refine these assurnptions, ta.king in#o account other nperational needs of the
signif'rcant number of large andfar hea,v}+ trucks usgng the Medical Lake Interchange, and should
consider coordiina#ed signalizataon for the adjacent state and county intexsections.
If these general suggestions are follovved through a fvrmaT design pracess, an adequate level of
service vvil1 be vbtained from the resulting irnprovernen#s, with capacity rerriaining for other
grawth thereaftei. The farecast of future level of ser►+ice for the background grvwth scenariQ
assumes these improvements to be in place prior to c6nsideratian ❑f the propased West Terrace
development praject, considered rtext.
~ WestTerr8ceT5 []pdate dac 05C28199 7
FUTC1RE CUNI)TTIDNS'WiTId PRUJEE+CT
This sectican adds the trips generated by the projeet to the fut,ue conditions vNaith backgrvand
grvwrh as previously calculated. A11 phases of the project are comb'rned for the analysis of total
buiTdaut conditians leading to mitigaCion retluirements.
Trip Generation Trip generativn rates per dwelling unit were determined using the Institute of Transportatian
Engineers' Trip faeneration Manual, d' Edition. The analysis is included in the Appendix, Table
- 5 sunmarizes the AM and PM peak trrip gener°atian fvr the groposed develapmen# as reVised.
TableS, Prajec! T'r%p Generatinn
LWroJ_Fqc R M ~ ~ y~ p~ Pm~ 7 a.~ ~ ~ - e~Y
96 Dweilings Phase 1 ~ 0.75 I 1.01 ~ 9.57 I 16 ~ 61 52 I 34 I 68 ~ 95 ~ 918
43 7wellinga Phase 2 ~0.75 I 1,01 ~ 9.57 ~ 9 28 I 24 I iC ~ 33 I 44 ~ 412
52 T]wellings Phase 3 0.751 1.01 1 9,57 10 351 31 1 19 41 I 54 I 498
so DWei~~~~ ~hase 4 0.75 1 1.0r~ 9.57 15 52 ~ as ~29 60 81 ~ 766
56 Dweklings Phase 5 I 0.75 1.01 1 9.57 I 11 I 36 ~ 32 20 43 I 56 I 536
~ 327 I]►veilings Tvtal I 4.75 1.41 I 9.57 I 61 I 212 ~ 184 118 I 245 I 330 ~ 3,130 ~
I
Trip Distrihutian and Traffic Assignment
At the request of WSI)OT aund Spokane Coumty, the project trip distribution used in the 1997
traffic repart was reviewed. The review con.sidered historical gatterrs af dependency on Spokane
in balance with the business marketing plan provided by the prvject propvnent.
7'he apglicant's IInarketing plan is designed ta respand to the current trend of erriplayment grvv+,th
cru#side the City of Spakane, with emphasis vn sales of dv►,ellirtg wnits ta new workers in Cheney,
Medical Lake, Geiger Field area, and the nearby B F Ciaadricb plant, as weII as employees of
businesses lacated in Spakane. The propanent ~'irrnly believes thhat 213 af sales wi11 be ta warkers
in the newly developing areas west a£ Spokane. The backgxaund grawtli assumptions of the
Tf_]LT traffc study seem fia suppoat that view. The large retail component of the dOLT site
provides additicanal reas4n tv expect nort-tivork ts°ips ta rema.in in the study area vicinity, rather
than go to Spvkarie. Alsa, as the residential population west af Spokane increases, there ravill be
moxe nvn-canamuting trips between residences that remain autside of Spokane. Nevertheless,
this analysis retains a 50°/o eastward arientativn to Spokane fvr the aftemoon pealc hour, in
cansideratian af historical condit,ions.
_A secondary analysis af the likely oraentativn of project-generated trips for work-carnmuting
(4[1°!0 of pm geak hour trips; 50% of am peak hvur firips) versus a11 other nan-wark trips was
~
wegrr~ffaceTs Upaace ;06ns99
8
per#'orned. The cabjective was to reasvnably allocate trips tolfrom all direckions of trauel based
an the realistic oppartanities to satisfy wark and non-wvrk traVel desires in each direcfiiora, vvhile
alsa matching in total the directionnal splits and tnip rafies at the site fiom ITE as given 'rn Table 5.
Based partly vn tie business plan of the proponent, and partly an histvrica.l patterns, the resulting
traffic distrihution'ta a11 d'rrections are shown in Table 6.
I
~ Table +6: T°rip l]istributicin
- Pe cent vf Proje+~~~C~n,erated ra~ic
ea 11111 1 vur ~ P eak : vr~r
irection ~ From ~~1 ram I Tn
North vta SR' 902 -Medical Lake, 20% 16% 14°.Io 19%
Fairchild AFF1, Oeiger Field industrial area
Sf7uL11 via S.R 904 - 1.15en~y 1 40%I 16%I 1Y%1 17%
East via 190 - SpQkane 1 40°/a I 47%1 50°la 1 44%
BF Gvvdrich Plant on Hayford Rd I 0°l0 1 12% I 13°la I 3°l0
West via 190 - Moses Lake, etc. I 20% 9% I 9°/v I 17%
T[]TAL 1 100°,Io 100°la 1 100°!a 1 100°/Q
~ Traffic vcrlurnes were then assigned to a11 routes frvm the trip distnibution shvwn in Table 6 and
the apprvpriate access route for each phase of the devel6pment per the site plan in Figure 2.
Apprvximately 120 dvvelling units wi1l use Aerv Road to reach SR 902 to go north, east, or west,
and to reach Hayf'f~rd Rvad to gv sQUtTa to Melville Rvad. Appraximately 207 units will use
Meluille Road fvr their trips, and follow Hayford Rvad to I90 far trips to the narth, west, and
east. They will continue cn Melville Road to SR 904 fvr irips sautiward. The ANI and FM pe.ak
hour projeet-generatei braffic assignment is shvwn in Figure 7, fvr the five intersactiQrs of
interes# to this study.
Svme peak hour trips are allocated to the B F Goodrich plant, si.nce that employer is relevarit to
the applicant's rnarketing plans. The actual work shift schedule far the plant wvuld ptace those
trigs vutside the actua.l peak hours af adjacent slreet traffic. To be conservative, those trips have
nof been removed frarn the peak hour trrips for impact analysis purpases.
Far this prQject t'v have access to the Nledical Lalce Interchange via Aera Raad, that road would
_ have to be extended frvrn its. present dead-end a distance vf abaut 0.25 rniLes to the Droject's 7
narthhvves# conaer, and then proceed sauthward an additional 0.1 mile to the west terminus of
- propnsed site road 3a.nuary Drive. J2utttary larive proceeds thraugh the site to connect with
'Fhomas Mallen Raad at the east boundary of the prvject site. This extensian wvuld be
canstructed to County standards as a rural minor GoLlectar. -"C., e,(ovastc
5 b4t,, A" 0
~6 r e4
~ ' •
c.~,~~
WestTerraceTS Ilpdate 06/28199 9
Future Traffic Volumes with BackgrouQd Growth aad Project (all phases)
Ttae apprnximate comgle#ion date is 2003. Traffic valuraies with t.he project were obtained by
adding project-generated traffic (Figu.re 7) ta the futu.re traf~'ic vQlumes praviously deterrnined
with all other background growth (Figure 6). Figure $ shaws the resulting future AM and PM
- peak traffc volumes with fihe prvject.
Future Leve1 of Service With Background Growth and Frvject (all phases)
~ 7"he fizture LQS with project was determined at the five intersectivns by ada'rng the prvject's
Volumes ta the previvus analysis witnvut the project. Table 7shvws the results af this LO5
analysis. For comparisvn purpases, the future LOS vvithvut the project is alsv included in Ta}ale
7, frvm "Table 4. Fnr detailed LOS calculations, refer fio Appendix.
~
Table 7: Future Level of Service with Background Grawth arnd Project (all plrases)
- Irage ~ e1avjseg.vefi'~ ~3f er~ice
~n et;sect'ron !a ro,~ 'WI raj ~ w!a r~`j~~ 1Proj l wlo raj J ! raj^ In Wj l~v! rujm
M$lVi1Ze RCI.I 10.1 11.7 9.9 12.5 B 8 A B
Hayfvrd Rd.
Hayfard Rd.l 44.0 44.0 30.9 34.3 I7 b C D
Aera Rd.
SR 90211-40 38.9 38.9 39.1 42.8 D D I} I]
EB Ramps
~ SR 30211-90 33.5 37.3 30.6 53.3 c I7 C L3
WB Ramps
SF[-904 1 25.5 36.6 23 3 23.3 C D C D
MBIVIIle RCI J
I
From Table 7, the praject adtis arily slaghtly to aVerage delay in mvs# cases. It does nat reduce
the peak hvur delay oP LOS beiaw standards at any intersection, based vn the assvmptian that the
improvements have alzeady been provided concurrently vFrith backgrvund gr4wth that were
demonstrated ta be necessary far an adequate LiCIS writh the background growth alone.
From Figures ? and 8, the magnitude of thc praject's impacts at each in#ersecfion is calculated as
fo1luws for the greater of the tvvo peak hours at each locatifln:
7$% vf t.he Melville Rvad IHayfard Rmad intersectian,
21 °lo Df khe Hayfnrd Raad 1 Aero Road intersectian;
of the Medical Lake interchange's vvestbaund ramp intersectinn;
12% af the Medical Lake interchaarge's easthound ramp intersectian; and
- 7°lo of the 5R9041 N[elville road intersection.
~
West`Perr=TS Llpdate ~46f28I99 i o
Mitigatian ~'iequirements
As a result of increases in tric vcalrume from the background develvpments alvne, without the
West Terrace prvject, the existing rvad system uvill he very inadequate with L(]S of E ar F at
four of the five intetsections evaluated. As described previausly, improving the LOS to D or
, bettez W(]L1Id 1^eqlllte 51gnal1zStlon at thoSe fD1li' 1t1terSeCtIof15i expanding the 190 ovetpass ta fiVe
lanes, arrad adding chantieTized tum pockets at each of those intersecfiions. T'he fifffi intersection,
of Hayfard Raad with Melvalle Raad, requires no impzovements aver the existing twv-lane by
two-Fane unsignalized cvnfiguratian at buildvut even incYucizng the West Terrace PUD project,
even thflugh the project will substantially increase the use of that locatian over the existing very
small base volume.
Assuming thvse background road improvements are placed ira service Gancurrently with the
background dewelopments, the proposed project's braffic will nat significantly impact any ❑f the
intersections analyzed. Nv additional mitigatian is required for the small additianal impacts of
- f.his project.
, HvweVer, tv cannect the norkherTy pQrtian of the on-site raad system ta the county arterial
system, thhis project must evnstruct an extension of Aera Rcaad fv reach it's nortfiiwest earner, a
dista,nce of approximately 0,35 miles. That ex#ensivn should be cansh-ucted at the sacne time as
the project's Phase I, so that #.he traffic tQffrom that phase wilI not be rauted eircuitously f.hhrough
the development's other phases to reach the arterial system at Melville Road.
~
~
WestTerraceTS Update dac 06128/99
~
- - ; - I ~
~reC owc 06JUl94 ~
-
~ I
~
ThorPe Road P0
~
a
0
o ,
~
0
L
0
A
D
I ~
I
902 I Hallet Rpad I
0
9
~ Aera Rvod 0
0
0~ a 0 ~ .
°
,
o
o ~
a Ul
L
~ I
~ Pro j ect L ocat+-(-)n
SpIVer Lake j 0 I
1 ~
L
i "V
- - 904 ;
c I
VIClnl~y MCi~
~ West Terrace Traff i c Study ~
yane, Washin~ton
I. ~ I r~tarsect i on5 LMnder Ana I y5 i s Spa
F i guf e 1 ~
- E AR 7 H0 T E C H ~
~ - - - - - -~.e.~,,~-~„ - - '
PHA5ING PLAN ° • ' ~ . ° ~
1 .F~` ~i '~r• , ~ 3 r ~ .
WFS T TERRA4E
1dAY, 1999 . • r't ' = a ' ` n a aa ~ » ~
A PpRT[pH l7F $ECTIOHS 7 8 '18,
• n :~yr.
7(yWNSHIP ZE kpRTH, RANCE 42 EAST, 1M,Y
5P0KAHE CDIIHTY, WASHINCFON ~ ~ 1
pWNER/APPLICANT; WESY TERRACE ?OIHT 11EHil1RE L--~ 3
a ~ ~ s r ~ ~ ~ w
pe,/ i
..,m ~ '
u ~
,
M1 f~ ~ 1! f ~V~i _
[J ~
+ i r
~ain u►r fr ~ ~ I~~~~ 't
~ ! ~ + f- 5 {
~ . ~ r-+o-.-F~.c ~ ~~ri ~i , • . •a~• e~'~
iw u~ms rw Ic xn.c ~ n.nr a.. . ~ r y. ' tf3-
~.6Sie~~~. . 1 0 wa
/w6C ~ i~ i~ 1~ ]M~L tuo Wl uS 9f0 ' • ~pJ~r~' +
a a~0°~m: w• ra ~ rc. s.g[ rnar r{ rf' ~ . ~ ~l ~ f ' ~'l, ~ ~ 'L_1g s • ~ SGtC soo'
~ Y 100] Y~ 1~HY K ~i~~ K ' ' inxf 4 R 1f
1A-W~R Af1 +~EE! AC ~~~111 1 I~"'~ V+.J_~~ ~ n _ il n A v~ I`
fa # L1 ~ ~'t--- u
rr i x~-~e ~ w~rrrax ~ ru Fir,sne ~ "
t► r ~ P r~ r
I "
~t F Y
; ~s^ ~ ■
0 ~ t y
..y SL • " ~ ` r
r
R.e y ~ A /,(]~J 1] ' ~ ~~'J_` ~
~ • ~ ~ E a;r~~eG i--. ~ ~ ~ ~
.-..,a- - - - - - - -~°c~;
~+i l ~ 4~ uyhl'~ a 1 6 i5 el If
rS A~y
.
1~Ur$
- i ,
F
West Terrace ,Joint Venture
East Bound 190& 5R 902
Project Back Back W1C} WIo With With
Existing Existing Project Traffic gound ground Project Project Project Project
AM PM AM PM RM PM AM PM AM PM
E6L 73 72 81 70 154----142. 154; 142
'EBT.,.
°
EBR. 12 -13 96_- 29 45 40 53, 73 82
• .
SBL 208 197 86 469 294 666
S6T 106 141 37 'C35 399 350 ~ ~'S05 . .
'~491~~:~ . ~626 '
S8R
-
,
WBL }F .
VITBT
W6R .
i
NBL , - - _ _ - - .
NBT 9i] ' 7~I 56 50 1fiZ 259 252 ' 329
NBR 67 79 86 52 ~ 138 x, m29 $.-2 05 297 291 349
The totals in tnese columns are ca9culated
West Bound 190 & SR 902
Project Back Back WID WIQ With Wi#h
Existing Existing Project Traffic gaund graund Project Project Project Project
AM PM AM PM AM PM AM PM AM PM
EBL ~~mµ. , - - - - - - -
~EBT . t w~ ~
0, _ - '
EB R
SBL
.
5BT 227 25612 3(1R~ 284 °6 44" .92414?
-
SB R 54 75 - ZZ 1l1 76 -;186 76 185
f
"a WSL 79 70 25 105 201 179 280 ,249.. 305 354
- , - - - - ,
WB7 ~ _ " . .
_.~251z 229,j e251
wgR - 220 243 s s 229
NBL 26 11 27 28 31 49 57 ' 60,• -84 ` 88
NB7;s,. 139~r~p 29 . 22 213 279 352 . 397=~` - 381
N6R
i
The totals in these columns are calculated
.
West Yerrace Joint Venture
Ha91et & Hayfvrd
Project Back Back Wln W1Q With VIIth
Existing Existing Project Traffic gound ground Project Project Project Project
AM PM AM PM A1VI PM AM PM AM PM
E6L 91 87 84 60 269 304 360 451 €
; EBT 3
E8R _ 1 _ . 10 1 10,
~
SBL 16 73 148 37 ° 164 110 154 110
p
- -
fSBT ,..y 30 - 26, - - - 21 ~ 66 • 19 6 49 32 70
5E3R 70 51 32 98 271 144 341 195 373 ~ ~93
WBL 2 2 2 1lV8T 2 6 f: ~g~ 2 6,
a- °b 9.•
~R . ~ 51 2023 142 '74 ~ ~ ` 1Q 74 162
,
NSL 1 1 8 7 ` 1 9 2
NBT 18 34 58 42 4 20 22 ~%~~8= 95 ,
~ P~NBR 1m m_ _ 1 3 , 1':;:3
The tatals in these columns are calculated
Melville & 5R 904
Project Back Back Wld WIQ With With Existing Existing Project Traffic gound ground Project Project Project Project
AM PM AM PM AM PM AM PM AM PM
NBL 20 14 2(] 'I4 20 14 1
- - -
L
433 447 - p 40
I~BR 16 23 8 19 9 2 17 25 25 ~~~44 °
E6L 14 21 , 14 ' -21 ° 14-. ` - ° 21
EBT o - e.
- - - - - a. -
. . a 9,
.
,'§P°.~^._.L»... __~..z4'.fx&'.iis:.. r.:: N dk`''.'Si' ,ri..d<3,''d':-%ffi,°s;,.~`°r
EBR $ 41 8 41;~y` 8 41 ~
U
SBL 4 6 4 ` 6 4 ` 6 ~
;SBT n 7~4° 7
SBR . 40 28 40 28..: 40 28
V11BL 26 20 19 12 2 2 28 22' °-47
d
r ,a
~~.W.dw..,ux k i.',n_ ~ re _ _ . .i:.a§''-~fi'' : .}~_.,_u _ _ ~wn-r1+- ,s~.Jd d ' e i •
. w.s.f - - ~
WBR 2 ~ 2 2
- - - -
The #otals in these columns are calculated
,C X 5I-I F '
u~~..r
«
West Terrace Joint Venture
Hayford & MelWille
Project 8ack Back W1D VIIIo With WitFr
Existing Existing ProjeGt TrafFc gaund graund Project Projec# Project Project
AM PM AM PM AM RM AM PM AM PM
NSL ~ ~ _
_ .a
~IV~T ,.4 4 4'
ryBR ' . . EBL 7 10 7 =.1D" 7 10
E6T_ 11- - - 1- 26 $b~g'~~~ 1 2 - 12 47 ~
EBR
a A
„
" 5f...
SBL 95 43 32 117 4 13 19 56 511.: 173
,
SBR B 8 fi 6 6, fi
~ WBL
WBT _ 26 21 99 . . ~2 , . 2 2 28 23=,s.-= - `;N4~~. 35 ;
V'1l8R 38 18 99 63 72 8 50 26 149 89
The totals in these columns are calculated
i ~ , - - i- - --i ~
wr~1~E ocrv 06/22/99 ' - - - - -
~ rn ~
~ Q c 197 ~ zas J 67 c 75 a
v ~ - - c141 } 106 (70)
Q~
~ f~ ~+7 N
N L
~ ~
(250) 227 -w- } 139 (118) t 75 l 54 26 4 1 1 J
0
ru 9~z HaI I et Rood
L4 Q
..r ~
tf1 Ctif N ~
L c
~
~ ~1 f3f o
( 25 ) 30 1$ (34) aero Raad ~r
f511 ?[J~ ~1 L13 ~
Prvj eCt ~
~ ~-4 7 ~3~.y o L~GCati on
~ ~536.5265 ~ a
rrr 4D ~
LS 1 N ~ ~L
(A ^ Lh
~ ~ ❑ ~
lf'1 ~
FY V
i L
~-2 ( 0 ) f-26 (20) ~ r
C"er - ~
r
r'] [jo lp -
n - ~
~
r- L ~
'f10] 7 38 [1$]
~eaer~d { i~ia 1 0 ~ ~ o~(a~~ ~ EX i St ing TrC-F-f i c lf 0 Iufl"le5
xx AM Peak[7:00-8:00 exc~pt West Terrace Trcff ic Study
►:45-e: 45 @ sR904/Mei vii ie Rd. ) Spok(jne, Wash i ngton
[XY f PM Peok (4: 1 5-5 :15 except c~Q c~
F i gur~ 3
4: 45-5: 45 @ 5F~9a4/Me I v i 1 I e Rd. )
E A R T H~~°, ] T E C H ~
VwterrpCB dgn 22 JUN 1999
rTERR~D6I - - - - ~ - - ~r - -
~ t egend
~ B.F.Gaodrich pIant
~ Jo I#' s bncKgrourrd projects
PRQ
~
# H[est Terraca 6usiness Park $ #
~
~ Jolt Fndustrpal Park
~ o
z
~d ~902~ Hal a9t Road
,~gd1 00r
Aera Rocd ~
tx
m p
v
d\001ROad ~
~
~
Sflver Lake
~
~ . c
CJfl4 ~ a
Bockgraund proj ects
W'est Terrace Traf-Fr c Study
5pokane, Washs ngton
F i gtare 4
~ 9 A R T H 4Q% T E C H ~
I
I I ~
%.,,.DGN 06,22r99 lw
~ t3n ~
(459) 86 138 c218a
350 3 399 162 (259)
in
{ 644 1 284 213 t 279 } o ~
t111 7 22 ~ ~31 [49} ~
~
~
r 9t?2 HCe E I 9t Roaf9
O t7
i
+~7 O
CV O C7 ❑
C
m
f371 148 ~ ~0 [D] -
[6] 19 4(20) Aerv RoaG rn
4144 } 271 0 t0l 0
Praj ect ~
CD Q 0 ~ Locat iorm
w o
~ n Er
o
m
N
0 . 1
zr ~ C~
a4
.r....._.
[21 ] 14~ ~0 )
(0) 0 ---v- 0 (0) o 0 v
(41) 8~ ~2 I2D y
~ 4Dl 0 ~ 1~ L8D
[2~ 1 2 [2]
(o) o -i i-0 (01 Backgr-aund Traf-f i c Growth
West Terrace Traffic Study
N Leaend Spokane. Wcsh i ngtnn
k7C AM Peak Fi gure 5
` (XX ) PM Peok ° ~ T E C H ~
. 1wt er r oce dgn 22 ~7llN 1999 ~ A R ~ H
~ s
OGN 06/22/99
~ \
N N (666) 294 205 (297)
v`( 491 ) 505 252 ( 329 )
m o
N CO
N N ~ ti
~ 0
~ ~ ~
( 894 ) 511 ; 352 ( 397 ) r~
(186) 76 57 ( 60 l C\j
M
l0
v p p 902 Hallet Rood
ti v v ~
I - N N 0
O
cr
L C
ID
(114) 165 ~ ~1 ~3~
~
( 33 ) 51 i ~ 23 ( 56 ) aero Road y
( 198 ) 345 1 ( 1 ) ~
Pro j ect ~
u, o ~ o L ocat i on
~ o
M 0 V
L ~
Lr) v O
O'1 4-
M O i
tf')
~ Ql
~
N`"~
0 v \e Rood~
0 M
ao v
~
~
(21 ) 14 ~ C2 (0) ~o 0
(0) 0 i ~0 (0)
(41) 8~ f-31 (24) ~iL .
7~ C 52 `27 Ex i st i n 8~ Back round
o~om (29) 13 i ~29 (24) 9 9
. N Q~ (o) o~ ~0 (0' Traff i c Vo I umes
~ M N ~4(~ West Terrace Traffic Study
Leaend Spokane, Wash i ngton
XX AM Peak F i gure 6
XX ) PM Peak ovo
Werroce dgn 22 JUN 1999 E A R T H ~ T E C H ~
v
■r kDON vc.22.e9 - ' ~ - _ -
~ T ~
O (0) Q 86 (52)
° 7: { 135 ] 37 5 6 (50)
0 Ln
N ~
~ ~
~a... ~
(30) 12 t 29 (22 ) 0 m
tC}l 0 ~ ~27 {28) ~ 902 Na I I et Ftaod
~ ❑
❑
GC] C] ❑
L
(0) 0 Q
(66) 21 ~ ~58 (42) ~
(98 Y 32, 8 [ 1] Aerv Rvad ~
~'N Prdj ect ~C
co 0 ~Lacat i on
(1D1 0
19)
~
N ~ ~ ~
0
N 0 010
I ~ F100~' - - I
(66) 1 9J
~79 4423 ~ o Q~
00 ~ 5 ~~rZS~) ~
t ~ r~
~ ~
O ~ ~~-I _
~EOy a ~ C99 (63~ Pra +~ct Cener~~ed
~
~(19 ) 8--~ ~-13 (12)
(0) a~ ~o (0) Trof f i G Vo I umes
--)}fw- West Terrace Tra-Ff i c Study
Leoend PDO 5pokane. Washi ngton
XX AM Psqk F i gure 7
~ (xx ) PM Peak
~ C H
lwlerraee dgn 22 JuN 1999 ' ~ A R 7 -1 0
LO t 666 l 294 291 [ 349 1
(626) 542 308 ( 379 ]
`n
N Q
CV i+') ST M
r r' 0
(924) 523 -w° 381 ( Q19} Ncli
[ 186) 75 84 f B$ } "r °
~
~
~
902 Nalfefi RQad
ti-CO ❑
I~ ❑
f'-(ti1 CV p
~ ^ m
Cp ~
[114 ) 165 1 ~31 m
[ 99 1 72 -p- ~ 81 f 98 ) -~OD R, u,
( 296 } 377 9 [ z J "T Aero Raad I ~ a
CO N FrOj eCi' ~
~ 0 r a ~LDGC]t i [7n
~
. O
^rn ~ ( 19 ) 0 ~6. F G
w
_
co
Ln cp r-
r- ~ 1.n
Ni
i cq p ~
ctJ tD rn 0 I
N ~ ~ •r ~.a. M~I
f FZdti~ rl- CaLt7L (66) 19 ~
Ln (70) 21 ~ -s
` [21 ] 14 ~ ~2 (O) (0) ❑ -Cl (0)
[41l S~ ~50 t3 G,~OK
j 't91 ) 7~ ~ 151 (90)
U'.I I I dol~t Tr~f I~ I G
~ - - (48) 21 4 8 [ 3 ~6 1 ~ (2003)
Ifl) 0 0 [D] UoL.1r1~1eS
West Terrace Traff ic Study
Leaend OT o ~ 5pokoc~e, Wash i ngtan '
x7C AM Peok
F i gure 8
(h~X ) PM Peak ov 0
` ~V~ E A R T H,~) T E C H ~
\wterroce dgn 22 JuN 1999 ~
i
190 wB Ramp5 ~ sR902
Capacity Analysis
~
~
WestTermceTS Llpdete
HCS: Signals Release 3.1
-'>hone : Fax:
,-Mail:
OPERATTONAL ANALYSIS
Intersectian: 190 WB UFF RAMP/SR902
ritylState: SPOI4ANE CQUNTY
knalyst: LINDFi SALHAH ,
?roject No: 33312 -
Time Period Analyzed: 2403 B[IILDOUT PM PK HR
Date: 6f24199
,astlWest Street Name: 190 WB OFF RAMP
Narth/Sauth Street Name: SR902
VOLUME DATA
~ Eastbound ~ Westbaund I, Northbound 1 Southkaound I
~ L 2 R I L T R IL T R IL T R I
~ I I I I
Valume i 1354 251 188 419 1 924 186 I
~ 10.88 0.91 10.69 0.82 I 0.92 0.82 ~
15 vol I 4101 69 132 128 I 251 57 1
9i Ln Vol 9 I I I i
~Grade I I o 1 a I a I
Ideal sat ~ 11900 1900 11900 1900 ~ 1900 i
ParkExist I k I ~ I
VumPark ti 1 I I I
~ Heavy veh1 10 0 10 0 I 0 0 I
No. Lanes I 0 0 0 I 1 a 1 q 1 2 o I 0 2 0 I
LGCanfig I I L R I L T I TR i
Lane Width I 112.0 12,0 112.0 12.0 } 12.0 I
RTDR Vol ~ I a I I 0
B.dj Flow I 1402 275 1128 511 ~ 1231 I
~InSharedLnl I I I I
Prop Tuxns I 1 I I 0.1$ ~
NumPeds 4 0 I Q 6 I 0 I
'NumBus I 10 0 10 0 0 ~
Duration 1.00` Area Type: All other areas
- [7PERA,T ZNG PARAMETERS
~ Eastbaund ~ Westbound ~ Northbgund ; 5outhbound I
~ L T R ~ L T R IL T R ~ L T R I
I 1 9 I f
it Unmet I 10.6 0.0 I0.0 4.0 1 0.0 I
Arriv. Type] . 13 3 13 3 I 3 I
❑nit Ext. ~ 13.0 3.0 13.0 3.0 J 3.0 ~
I Factor j 1 1.000 1 1.000 r 1.000 ~ .
Lost Time ~ 12.0 2.0 12.0 2.0 1 2.0 ~
Ext af g I 12.0 2.0 12.0 2.0 1 2.0 ~
Ped Min g I I 0.0 1 0.0 I 0.0 ~
PHASE QATA
Phase Combination 1 2 3 9 1 5 6 7 8
EB Left ~ NB Left A
Thru J Thru A
Right ~ Right
Peds x Ped x X
WB Left A ISB Left
Thru 1 Thru A
Right A I Right A
Peds ~ Ped X
NB Raght I E$ Right
I -
SB Right ~ WB Right
I
I
Green 25.0 42.0 10.0
Yellow 3.0 3.0 3.0
All Red 1.0 1,0 1.0
Cycle Length: $9.0 secs ~
Vt7LUME ADJUSTMENT WORF:SHEET
Adjusted Prop. Prop.
Appr. f Mvt Flow Nv. Lane Flow Rate Left Right "
Mvvement Vol.ume PHF Rate Lanes Group FtTQR Tn Lane Grg Turns Turns
Eastbaund
Left 0
Thru 0 ,
Right a
Westbound
Left 354 0.88 402 1 L 402
Thru 0
Right 251 0.91 276 1 R 0 275
Northbnund
Left 88 0.69 128 1 L 12$ '
Thru 419 0,82 511 2 m 511
Riqht 0
5outhbound
Left fl
Thru 924 0.92 1004 2 TR 1231 0.18
Right 186 0.82 227 0 C]
~
'
Value entered by user,
SATi]RATIC3N FLOW ADJEJSTMENT WDRKSHEET
or1 Ir1ea1. Adj
, ie Sat f f f f f f f f f Sat
lurvup Flow w Hv G P BS A LiI FtT LT Flow
- ^astbQUnd Sec LT Adj/LT 5at:
.9estk3vund Sec LT Adj 1LT Sat ;
L 1900 1.000 1.000, 1.000 1.000 1.000 1.00 1.00 0.850 1615
A 1940 1.000 1. [?Oa 1.000 1.000 1.000 1.00 1.00 0.850 _ 1615
dor'thbound 5ec LT Adj 1LT Sat :
~ 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 3510
Saauthbvund Sec LT AdjILT 5at:
cR 1900 1.000 1.000 1.000 1.000 1.000 1.00* 0. 95* 0.972 1.000 3510
~ CAPACITY ANALYSIS WORKSHEET
Adj Adj 5at Flvw Green --Lane Group--
~~pr1 Lane Flow Pate Flow Rate Rati❑ RatiQ Capacity v1C
qvmt Graup (v) (s) (v1s) tg/C7 (c) Ratio
- !.astlaound
,Pri.
Sec.
Left
rhru
Right
nTestbound
Pri.
Sec.
,Left L 402 1615 # 0.25 0.281 454 0.89
Thru
,Right R 276 1615 0.17 0. 281 454 0.61
- Nvrthbound
Pri.
Sec.
Left L 128 1805 # 0.07 0.112 203 0.63
ru T 511 3610 0.14 0.472 1704 0.30
loght
~
Southbaund d
Pri. Sec. '
Left -
Thxu TR 1231 3510 0.35 (}.472 1655 0.74
Right
Sum (vls) critical - 0.57 ~
LCJSt T1It1e,IGyC1e, L= 9.00 SeG Cr'it1c11 v1C (X) = 0.74
LEVEL C3F SERVICE W4RKSHEET
Appr] Ratias Unf Prag Lane incremental Res Lane Group Approach
Lane Del Adj Gxp Factor Del Del
Grp vlc glC dl Fact Cap k d2 d3 Delay Li3S Delay LOS
Eastbaund
Westbound
L 0.89 0.281 30.6 1.000 454 0.41 22.7 0.0 53.3 0
53.3 D !
R 0.61 0.281 27.8 1.000 459 0.19 2,4 0.0 30.1 C `
Northbound L 0.53 0.112 37.7 1.000 203 0.21 6.4 0.0 44.1 D e
T 0.30 0.472 14.5 1.0017 1704 0.11 0.1 0.0 14.6 B 20.5 C
Southbound
TR 0.74 0.472 19.1 1.000 1656 0.30 1.9 0.0 21.0 C 21.0 C
~
Intersection flelay = 27.0 (seclveh) IntersectiQn LO5 = C
~
SUPPI,EMENTAi, PERMITTED LT WORY{5HEET
for exclusive lefts
tAPPROAGH EB WB NB SB
Cyc],e Length, C 89.0 sec
Actual Green Time for Lane Group, G
Effective Green Time far Lane Group, g
opposing Effective Green Time, g❑
Number of Lanes in Lane Group, N
Nuznlaer af Qpposa.ng Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Prcrportian of Left Turns in Opprssing Flow, Plto -
Adjusted apposing Flow Rate, Vo
Lost Time far Lane Graup, t1
Left Turns per Cycle: LTC=VltC/3500
Opposing Flow per Lane, Per Cycle: Vo1c=VoC13600fluo
w
~)pposing Plataon Ratio, Rp❑ {Tabie 9°2 0r Eqn 9-7}
jf=[Gexp(- a * fLTC by)]-tl, 9f{°9
Opposing Queue Ratio: qro=1-Rpo(golC)
jq-I4.943Va1c**0.762y[(qro**1.061)-tll. 9qC=9
;u =g-gq if gq>=gf, =g-gf if gqegf
(gq-9f)r2, n>=0
f1ho=l-Plto
*=Plt[l+{(N-1)91(gf+gulEl1+4.24))) • -
E1l (Figure 9-7)
!,12-(1-Ftho**n)lPlto, E12a=1.0
Emin=2(1+Plt)lg ar fmin=2[1+F1)1g -
gdiff=max (gq-gf►
`M=[gflg]+[9u/g] [lI{1+PI(Ell-1} }l. {min=fmin:max=1.00}
Elt=fm= [ gf Igl }gdi f f[ 11 f 1+P1t 4 E12-1y } ]
t-[gulg) [1/(1+Plt (E11-1)], (min=fmin:max=1.0) ar flt=[fm+a. 91 (N-1) )lN**
flt
~I
Far speca.al case of single-lanE appraach opposed by multilane approach,
;ee text.
If P17 =1 far shared left-turn lanes with N]1, then assume de-facto
left-turn lane and redo calGUlations. For permitted left-turns with multiple exc3usive left-turrr lanes, fltafm.
wor special case of multilane approach opposed ay sinqle-lane appraach
or when gf>gq, see text.
SUPPLEMENTAL F'ERMITTEQ LT WaRKSHEET
fc,r shared lefts
Ike PROACH EB WB tdB SB
Length, C 89.0 sec
Ictual Green Time far Lane Grnup, G
~ffective G_reen Time for Lane Graup, g
Opposing Effective Green Time, ga
Number ❑f Lanes in Lane Grnup. N
13umber of Opposing Lanes. No
Adjusted Left-Turn Flow Rate, Vlt
Praportion of Left Turns in Larie Group, Plt
Prflpvrtion of Left Turns in Opposing Flaw. Plto
kdjusted Opposing Flow Rate, Vo
Lost Time fOr Lane Graup, t1
Left Turns per Cycle: LTC-V1tC13600 _
Dpposing Flaw per Lane, Fer Gycle: Volc=VoC13600flua
Opposing Platoan Ratio, Rpo (Table 9-2 or Eqn 9-7 )
--,~f= [GeXp a * (LTC b)))-t1r gfC=g
Dpposing Queue RatiQ: qra-1-RpQ(golC)
gq=(4.943Vo1.c**0.752)[ (qrQ**1.061)-tll. gqC=g
gu =g-gq if gqa-gf. -g-gf if gqCgf
n= (gq-gf } 12, n>-fl
Ftha=1-Plto
P1*=Plt[1+({N-1}g/{gf+gu1E11+4.24})}
E11 (Figure 9-7)
E12=(1-Ptho**n)(Pltfl, E12>=1.0
in=2 (1+P1t) I9 or fmin=2 (1+P1 ),1g
iff=max(gq-gf,O)
lpfm=[gf/gl+[gu/gl[l/fl+Pl(Ell-1))], (min=fmin;tnax=l.00} ,
flt=fm=[gflg]+9ciiff [1/{ 1+Plt (E12-1~)} l
+[9u/g] [Il t1~-Plt {Ellw1} ] . (min=fmir~,max=1. C]) or flt=[fm+a. 91 (N-1)] IN**
flt Prirnary
For special case of single--lane approach ❑pposed by multilane approach,
see text.
* If P1>=1 for shared left-turn lanes with N>1, then assume cPe-facta ,
left-turn lane and reda ealCUlations.
F'Qr permitted left-turns with muBtiple exclusiue left-turn lanes, flt=fm.
Far special case of multilane approach opposed hy single-lane approach
or when gf>gq, see text.
S[]PPLEMEIVTAL i]hiIFDRM DELAY WORI{SHEET
ESLT WBLT NBLT SBLT
Adj. LT Vol fram Vo1 Adjustanent Worksheet, v
vlc ratio from Capacity Worksheet, X
Primary phase effective greenr g
Secondary phase effective green, gq
(Frozn 5upplemental Permitted LT Worksheet), gu
Cycle length, C $9.0 Red =(C-g-9q-gu)■ r
Arrivals: vl(3600(max(X,1.0))). qa -
Pramary ph. departures: s,13600. sp
5scondary ph. departures: s(gq+gu)Ifgu*364]fll. ss
KPerm
XProt ~
xease
Queue at begining of green arrow, Qa `
4ueue at beginning of unsaturated green, Qu 'r
Residual queue. Qr
Uniform Delay, d1
DELAYILOS WORKSHEET WITH iNITIAL QLTE[]E
Initial Dur. i]nifarm ❑elay Inxtial Final Initial Lane
A,ppr1 Unmet Unmet Queue CTnmet Queue Group
Lane demand Demand Unadj. Adj. Param. Demand Delay Delay
Group 4 veh t hrs. ds dl sec u Q veh d3 sec d sec
Eastbflund
Westbaund '
i
~
Northbound
Southbound
, ■
~
Intersectaon Delay 27.0 sec1veh Intersection LaS C
~
~
i
A
HGS: Signals Release 3.1
I
i
~
Phvne: Fax: E-Mail :
OPERATIONAL A]NALl'S I5
Intersection: 190 WB OFF RAMP/SR902
CitylState : SAC3KANE Cl7C]NTY
Analyst : LINDA SALHAH
Froject No: 33912
Time Perioet Analyzed: 2003 BUILDOUT AM EK HR
Date: 6124199
EastlWest Street Name: 190 WB OFF RAMP -
North/5outh Street Name: SR902 -
VC7LUME DATA
~ Eastbound ~ Westbound ~ Narthbaund j Southbound ~
~ L T R I L T R ~ L T R ~L T R I
I I 4 I I
Valume ~ 1305 229 184 381 ~ 76 523 ~
PHF I 10.68 0.91 10. 69 0.82 I 0.92 0.82 ~ -
PK 15 Vol ~ 187 63 130 116 ~ 21 159 ~
Hi Ln Vol I I I I I
% Grade 9 I 0 I o I 0
Ideal Sat I 11900 1900 11900 1900 ~ 1900 f .
ParkExist ! I I 4 ~
NumPark ( I I I f
% HeaVy Vehl 10 0 0 I 0 0 I t
No. Lanes f a Q D 1 1 0 1 ~ 1 2 0 ~ 0 2 0 ~ .
LGConfig I I L R I L T I TR
Lane width ~ I12=0 12.0 I12.0 12,0 I 3-2.0 I'
RTOR Vol I k 0 I I 0 I -
Adj F1aw ~ 1347 252 1122 465 ~ 721 I
%InSharedLnl I I I ~
1
Prap Turns 9 I 1 I 0.88
NumPeds I 0 I 0 I ! a 6
NumBus I 10 4 IO a 1 0 I
Duration 1.00 Area Type: Al1 other areas
QPERATTNG FARAMETERS
1 Eastbound I Westbound q Narthbound ~ Southbound I
I L T R I L T R I L T R ~ L T R I
I l I l I_
rnit vnmet I 10.0 0.0 10.0 0.0 ~ 0.0 I
Arriv. Typel 13 3 13 3 ~ 3 I~
]nit Ext. ~ 13.0 3.0 13.0 3.0 I 3.0 ~
LFactor I I 1.000 I 1.000 1.000 4
L65t T1me 12.0 2.0 12.0 2.0 ~ 2.0 ~
-!,xt Of g l 12.0 2.0 12.0 2.0 ~ 2.0 ~
Ped Min g i i 0.0 ~ 0.0 I 0.0 I
PHASE DATA
~
Phase CQmbination 1 Z 3 41 5 6 7 8
,s Left I NB Left A
7
Thru I Thru A
Right I Right
Peds x I Ped x x
WB Left A ~ SH Left
Thru I Thru A
--Ri ght A I Ri ght A Peds I Ped x
QB Right ~ E8 Right
I
•3B hight ~ WB Right •
I
I
3reen 25.0 42.0 10.0
Yellaw 3.0 3.0 3.0
Al1 Red 1.0 1.0 1.0
:le Length: 89.0 secs
VQLUME A17JUSTMENT WORKSHEET
Adjusted Prop. Prap.
kppr. ,1 Mvt Flow No. Lane Flow Fiate Left Right
qovement Volume PHF" Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbaund
Left 4 "
Thru 0
Right r d
destbvund
Left 305 0.88 347 1 L 347
- Thru 0
Right 223 0.91 252 1 R D 252
Northbound
Left 84 0.69 122 1 L 122
Thru 381 0.82 465 2 T 465
Right 0
Southbaund
Left a
Thru 76 0.92 83 2 TR 721 0.88
- Right 523 0.$2 6638 O 0
. ~
* Value entered by user.
SATURATIDN FLaW ADJUSTMENT wQRKSHEET
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 5ec LT AdjILT 5at:
WestbQUnd Sec LT Adj ILT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
R 1900 1.000 1.000 1.000 7..000 1.000 1.00 1.00 0.850 1615
Narthbvund 5ec LT AdjILT 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
Southbourad 5ec LT Adj/LT Sat:
TR 1900 1.000 1.000 1.000 1.000 1.000 1. QO* 0. 95* 0.867 1.000 3131
~
GAPACITY ANALYSIS W4JRK5HEET
Adj Adj Sat Flow Green --Lane Group--
Appr,l Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Graup (v) (s) (v/s) (g/c) (c) Ratio ,
Eastbaund Pr i .
Sec.
Left
Thru Right , -
Westbound
Pri.
Sec. _
Left L 347 1615, # 0.21 0.281 454 0.76
Thru
Right R 252 1615 0.15 0.281 454 0.56
Northbaund
Pri.
Sec.
,
Left L 122 1805 # 0.07 0.112 203 0.60
Thru T 465 3610 0.13 0.472 1704 0.27
Right ~
>outhbound
?ri.
Sec.
'Aft
Phru TR 721 3131 # 0.23 0.472 1478 0.49
jht
Sum (v/s) critical = 0.51
Lost Time/Cycle, L= 9.00 sec Critical v/c(X) = 0.46
LEVEL OF SERVICE WORKSHEET
71ppr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
:,ane Del Adj Grp Factor Del Del
,3rp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
:astbound
Westbound
J 0.76 0.281 29.3 1.000 454 0.32 8.0 0.0 37.3 D
37.3 D
R 0.56 0.281 27.3 1.000 459 0.15 1.5 0.0 28.8 C
dorthbound
L 0.60 0.112 37.6 1.000 203 0.19 5.0 0.0 42.6 D
T 0.27 0.472 14.2 1.000 1704 0.11 0.1 0.0 14.3 B 20.2 C
Southbound
rR 0.49 0.472 16.1 1.000 1478 0.11 0.3 0.0 16.4 B 16.4 B
Intersection Delay = 23.0 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
:ycle Length, C 89.0 sec
kctual 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
st Time for Lane Group, tl
ft Turns per Cycle: LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (TableI 9-2 or Eqn 9-7)
gf=[Gexpt- a * (LTC b)yI-tl, gt, I C=g
❑ppasing Queue Ratio: qro=1-Rpo(9v1C)
gq=(4.943Vo1c**0.762)C(9ro**1.d61)~-tl3► gq[=g
qu =g-gq af gq>=gf. =g-gf if gq<9f,~
n=(gq-gf)12r n]=O
Ptho=I-P1ta
Pl*=P1t[1+{(N-l)g/(gf+gu/E11+4.24))y
E11 (Fiqure 9-7)
E12=(l-Ptho**n)IPlto, E12]=1.0
fmin=2 (1+Plt)Ig or fmin=2 (l+pl)/g
gdiff=max (Jq-gf, O)
fm=[gflg]+Lqulgl [11{1+Pl(E11-1)} ] . (min=fmin;rnax=l. 0a)
flt=fm= [gflg] +gdiff [1/{ 1+Plt (E12-1)} ]
+ Lgueg1 [ l1 (I+Plt (El1-l)l . (min=fmin: max=1. 0) or f1t= [ frn+0. 91 (I3-1 IN**
fit
FQr special case of single-larae approach rapposed by multilane approach,
see text.
* If Pl]=1 for shared lEf~-turn lanes with N71t then assume de-facto
left-turn J.ane and redo calculations.
For perrnitted left-turns with multiple exclusive left-iturn lanes, f1t-fm.
For specia1 case af multa.lane approach opposed by single-lane approach
r,r when gf.gq, see text.
SUPPLEMENTAL PERMITTEL} L'I' WORKSHEET
far shared lefts
SB ~
,APPROACH EB WB NB
Cycle Length, C $9.{] sec
Actual Green Titne for Lane Grcaup. G
Effective Green Tims for Lane Graup, g Opposing Effective Green Time, go '
Nu.mber vf Lanes in Lane Group. N
IVumber of Opposing Lanes, Na ,
P,djusted Left-Turn Flow Rate, Vlt '
Prapartion of Left Turns in Lane Graup, Plt
Prvpartion af Left Turns in Opposing Flaw, Plto
Adjusted Opposing Flow Rate, Va Lost Time far Lane Grcaup, tl
Left Turns per Cycle: LTC=VltC13600 _
Opposing Flow per Lane. Per Cycle: Vo1c=VaC13600fluo
Opposing Platoan Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf=[Gexp[- a * (LTC b))]-tl, gfC=g
Opposing Queue Ratio: qro=1-Rpa(gvlC)
9q=[4.943Vo1c**0.762)[(qro**1.a61}i-t1]► gq[=g -
gu ~g-gq if gq3=gf, =g-gf if gq<gf
ra=4gq-9rf712, n>=O
Ptho=1-Plto
P1*= Plt [1+{ {N-l)g1' (gf+gu1El1+4.24)} }
E1l (Figure 9-7)
E12=(1-Pttto**n) IPl.ta, E12a=1.0
frnin=2 (1+Plt )Ig or fmin=2 t 1+F1 } Ig
gdiff=max (gq-9f, 0)
~
fm=[gflg]+[gu19] (li{1+P1 (E11--1) } ] , (rnin=fmi.n:max=1.00)
Elt=fm= [gf1gl+gdiff [le { l+Plt (El2-1))]
~ [gufg] [1l 41+P1t (Ell-1)] . ~min=fmin;rnax-l. 0J or f1t=Lfm+0.91 (N-1) l /N**
flt Primary -
special case af single-1ane approach oppcased by multilane appxaach,
e text .
~ If F13=1 for shared left-turn lanes with N]1, then assume de-facto
left-turn lane and redo calculations.
Far permitted left-turns with multiple exclusive left-turn 1anes, flt=fm.
Far special case of inultilane appraach apposed by single-lane approach
or when gf>gq► see text.
5UPPLEMENTAL UNIFQRM DELAY WORKSHEET
EBLT WSLT NBL'I' S$LT
,kdj. LT Vol from Vol Adjustment Worksheet, u
v/c ratko fram Capacity Worksheetr X
Primary phase effective green, 9
Secondary phase effective green, gq
(Fram Supplemental Permitted LT Worksheet), gu
Cycie length, C 89.0 Red =(C-g-gg-gu), r
~rrivals : v1 (3600 {max {X. 1. 0} } } . qa
_ Primary ph, departures: sI3600, sp
Secondary ph. departures: s(gq+gu)I(gu*3600), ss
~Perm '
KFrvt
XCase
_.r,,,4ue at begining crf green arrflw, Qa
zue at beginning ❑f unsaturated green, Qu
i.caidual ql.1eUE:r Qr
Unif[7rm iDelayr d1
- QELAY/L{7S WORKSHEET WITH INITIAL QC]EUE
Initial Qur. ❑niform Delay Initial Fina~ Ina.tial Lane
Appr1 ❑nmet Unmet Queue Unmet Queue GrQUp
Lane ]]emand Demand Unadj. Adj. Param. Demand Delay Ilelay
;;rvup g veh t hrs. ds d1 sec u Qveh d3 sec d sec
Eastbaund
uVestbound
Northhound
5outhhound
IntersecCiQn Delay 23.0 seclveh IntersectiQn LOS C
~
~i
~
~I _
HCS: Signals Release 3.1
hone: Fax.
, -Mail:
, aPERATIONAL ANALYSIS
_Zntersection. 190 WB OFF RAMPISR902
_City/State: SPOKANE CQUNTY
~nalyst: LFNDA SALHAH
_'roject Na: 33912
Time Period Analyzed: 2003 EX. & BKGRD PM PK HR
' )ate: 6I22199
;ast]West Street Name: 190 WS aFF RAMP
NorthlSfluth Street Name : SR902
i VC3LUME DATA
Eastbound I Westbound I Northhounci I Southbound I
~ L T R I L T R I L T R IL T R I
- ~ I I I I
Volurne I 1249 251 160 397 ~ 894 186 ~
i 10.88 0.91 10.69 0.$2 I 0.92 0.82 I
15 Val ~ 171 69 122 121 ~ 243 57 ~
ri1. Ln UC7l I I
~ Grade I I 4 1 0 ~ 0
I
A
ideal Sat 4 11900 1900 11900 1900 ~ 1900
parkExist ~ l I I I
rumPark 1 ~ I I I
;Heavy Vehi 10 a 10 o ~ a 0 i
No. Lanes ~ 0 d 0 1 1 a 1 I 1 2 0 I d 2 Q 1
~GConfig I I L R I L T ~ °I'R C
C
Lane Width I 112.0 12.0 112.0 12.0 ~ 12.0
RTVR UQ1 I I 0 I ~ fl I
%dj Flow ~ 1283 276 187 484 I 1.199 '
6InSharedLnl I I I f
Prop Turns I I I I 0•19 I
'vumPeds I 0 I 0 I . I 0 I
vumBus # 10 U 14 0 I 9
,Duration 1.00 Area Type: All other areas
OPERA,TING PARAMETERS
~ East}aound I Westbound ~ Northbound ~ Southbaund ~
- ~ L T Ft ~ L T R ~ L T R ~ L T R ~
1 I I I I
~it vn~net I 60.0 0.0 10.0 0.0 1 0.0
I
Azriv. Typel 13 3 13 3 I 3 I
Unit Ext. I 13,0 I 3.0 13.0 3.0 I 3-0 I
~
aFaCtor I i 11.000 1 1.000 ~ 1.000
Lost Time 1 12.0 2.0 12.0 2.0 l 2.0 ~
1
Ext of g I 12.0 2.0 12.0 2,0 I 2.0
~
Ped Min q I 1 6.0 ~ 0.0 ~ 0.0
PHASE DATA
Fhase Combination 1 2 3 4 ~ 5 6 7 8 ~
EB Left A NB Left A
Th.ru ~ Thru A
Right I Right _
Peds x I Ped x x
WH Left A { SB Left
Thru I Thru A
Right A I Right A
Peds I ged x
NB Right r EB Right
1
5B Right I W8 Right
I
1
Green 25.0 42.0 10.0
Yellaw 3.0 3.0 3.0
All Red 1.0 1•0 1-0
~
Cycle Length: 89.0 secs -
V'OLUME ADJCISTMENT W{JRKSHEET
Adj usted Prop. Frop. '
Appr./ Mvt Flow Na. Lane Flow Rate Left Right
Mavement Volume PHF Ra~e Lanes Group RTOR In Lane Grp Turns Turns -
~
Eastbound
Le ft d
Tnru o
. Right 0'
Westbound I
Left 249 0.88 2$3 1 L 283
Thru 0
Right 251 0.91 276 1 R 0 276
Northbaund
Left 60 0.69 87 11 L 87
Thru 397 0.82 484 2 T 484
Right 0
Sauthbaund
Le ft 0
fihru 894 0.92 972 2 TR 1199 0.19
~
Right 186 0.82 227 a 0
Value entered by user,
' SATUFtATIQN FLOW ADJUSTMENT WORKSHEET
Dr1 Ideal Adj
_,Ane Sat f f f f f f f f f Sat
?roup Flow W HV G F HB A LU RT LT Flow
--~astbvund Sec LT AdjILT Sat:
4estbaund Sec LT Adj1LT Sat :
_T.j 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
1900 1.000 1.000 1.000 1.000 1.000 1,00 1.00 0.850 1615
dorthbound Sec LT Adj1LT Sat :
1_., 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1e05
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3610
Svuthbound Sec LT Adj 1LT Sat:
['R 1500 1.000 1.000 1.000 1.000 1.000 1. 00* 0. 95* 0, 972 1.000 3507
b CAPACITY ANALYSIS TnTC3hKSHEET
Adj Adj Sat Flaw Green --Lane Group--
~ppr1 Lane Flow Rate Flow Rate Ratia Ratio Capacity v1c
nlVICIt GY'flLlp {v} (S) (v/S) (g'C) (c) Ratio
:,astbaund
Pri. Sec.
Left
_rhru
Right
nlestbnund Pri,
- 5ec .
"Left L 283 1515 # 0.18 0.281 454 0.62
Thru
Right R 275 1615 0.17 0.281 454 0.61
Northbaund
Pri.
Sec.
Left L 87 1805 # 0,05 4.112 203 0.43 '
ru T 484 3610 0.13 0.472 1704 0.28
ght
5outhbaund
Pri.
5ec.
Left ~Thru TR 1199 3507 " #0.34 0.472 1655 0.72
Right
. Suzn (v1s ) critical = 0.57
Lost TimeIGycle. L = 5.00 sec Critical v1c(X) = 0.63
LEVEL C?F SERVYCE WQRI4SHEET
Appr,! Ratins Unf Prog Lane Incrernental Res Lane Graug Approach
Lane Del Adj Grp Factor Del Del
Grp vIc gIC d1 Fact Cap k d2 d3 Delay LOS Qelay LaS
Eastbound
Westbound
L 0,62 0.281 27.9 1.000 454 0.21 2.7 0.0 30.6 C -
30.6 +C
R 0.51 0.281 27.8 1.000 454 0.19 2.4 0.0 30.1 C
Northbound -
L 0.43 0.112 36.8 1.000 203 0.11 1.5 0.0 38.3 D
T 47.28 0.472 14.3 1.000 1704 0.11 0.1 0.0 14.4 B 18.1 B
~
Southbaund
TR 0.72 0.472 18.9 1.000 1655 0.29 1.6 0.0 20.5 C 20.5 C
Intersection Delay =22.3 {seclveh} Intersection LOS = C
SUPPLEMENTAL PERMITTED LT W(7RKSHEET
fcax exclusive lefts
APPROACH EB UJB NB SI3
Cycle Length. C 89.0 sec -
Actual Green Time for Lane Gxaup, G
Effective Green Time for Lane Group. 9
appvsing Effective Green Time, go;
Number af Lanes in Lane Group, N; Number ❑iE Opposing Lanes, No
Adjusted Left--Turn Flvw Pate, V1t
Propvrtion af Left Turns in Oppasing E'low. Flto
Adjusted Opposing Flow Rate, U❑
Lost Time for Lane Groupr tl
~
Left Turns per Gycle:: LTC=V1tC/3600
opposing Flow per Lane, Per Cycle: Valc=VoC13600fluo
]pposing Platvvn Ratia, Rpo {Table 9-2 0r Eqn 9-7}
3f=EGexp(- a * (LTC b)7l-tI, gf<=g
vpposing Queue Ratio: qra=1-Rpo(ga1C)
lq=(4.943Volc**0.762)[(9ro**1.061)-tll, gq<=Q
ju =g-gq if gq>=gf, =g-gf if gqCgf
:gq-gf )12 , n>=D -
- -1v=1-plta
_11*=P1t [1+((N-1)gl (gf+gu1E1l+4.24)} } -
E11 (Figure 9-7)
~12= (1--Ptha**ri) IP1tor E127=1. a
Fmin=2(i+Pit)r'g vr fmin=2(1+P1 )1g
gdiff=naax (gg°gf. O]
_m=[gflgl+[gu/g] [1I{1+PZ (Eli-i) } ] . (min=fmi.n:max=1. 00)
:It=fm=[gf1g]+gdiff(11(1+P1t(E12-1))I
- ~ [gufg] [l1 (1+Plt fEll-13 ] , (ma.n=fmin:max=1. d) oz flt= [fm+0. 91 (N-l)} IN**
flt -
Far sgecial case of single-lane approach oppvsed by multilane appraach,
'3ee text.
~If Pl]=l for shared left-turn lanes with N>1, then assume de-facto
3eft-turn lane and redo calculations.
k* For permitted left-turns with multigle exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when qf]gq, see text.
' S[]PPLEMENTAI, PERMITTED LT WORKSHEET
for shared lefts
~
~FFRC3ACH EB WB Na SB
.,,,;le Length. C 89.0 sec
1~ctual Green Time for Lane Group, G
:,ffective Gxeen Time for Lane Group, g -
Opposing Effective Green Time, go
Num.ber of Lanes in Lane Group, N
qumber of Opposing Lanes, No
Adjusted Left-Turn Flow Rate. Vlt
Prvportion of Left Turns in Lane Group, Plt
PrQprrrtion of Left Turns in Opposing Flow, Plto
4djusted Opposing Flow Rate, `Io
Lost Time for Lane Group, tl
Left Turns per Cyc].e: LTG=V1tC13600
Dppasing Flcaw per Lane, Per Cycle: Volc=VoC13600fluo
Opposing Platcaon Ratio, Rpo (Table 9-2 or Eqn 9-7 )
gf- [Gexp a * [LTC b))l -tl. gt<=g
Dpposirag Queue Ratio: qro=l-Rp❑ (gcalC)
gq=(4.943Vo1c**0.752)L(qro**1.051)°tll. 9qC-9
gu =g-gq if gq7=gf, =g-gf if gqCgf
n= (gq-9f)!2. n>=0
Ptho=l-Plto
P1*=Plt[1+{(N-1)g/(gf+gulE11+4.29)})
E11 (Figure 9-7)
- E12=(1-Ptho**n)IP1to, E12>=1.0
in=2 {1+P].,t )1g or fmin=2 (1+P1 )1g
iff=max(gq°9f.0)
fom= [gflg]+L9usgl [l1 { l+P]. (Ell-I) } (min=fmin.max=1. 00)
flt=fm-[gf/gl+9diff(1111+Plt(E12-1)}]
+[gulg}[I/(1+P1t4El1-lS].(min=fmiri:max=1.0) or flt=[fm+0.91(N-1)1IN**
flt Primary i
I
For special case of single-lane approach opposed by multilane approach,
see text.
* If Pl>=1 for shared left-turn lanes with Na1, then assume de-facto
left-turn lane and reda calculativns.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
ar when gf7g9r see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SBLT
Adj. LT Vo1 from Val Adjustment Warksheet, v
u1c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secandary phase effective green, gq
qFrom Supplemental Permitted LT Worksheet7, 9u
Cycle length. C89.0 Red =(C-9-9q-gu), r
Arrivals: vIf3600(max[X,1.0))}. qa
Prirnary ph. departuxes: s13600, sp
Secondary ph. departures: s(gq+gu)l(gu*3600), 55 -
X Pe rm
XFrot
XCase
Queue at hegining of green arrow, 4a
Queue at beginning af unsaturated green, Qu
Residual queue, Qr
Unifarm aelay, dl
DELAYILiJS WQRKSHEET WTTH INITIAL QUE[]E Initial Dur. Uniform Dclay Initial Fa.nal Initaial Lane -Appr! Unmet []nmet Queue iJnmet Queue Group ,
Lane Demand ❑emand Unadj. Adj. Param. Deznand Delay Delay
Group Q veh thrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Nvrthbound
Southbound
m
Intersectian aelay_ 22.3 sec/veh Intersection LDS C
~
~
HCS: S,ignals Release 3.1
I~
I
Phone: Fax:
E-Mail:
pPERp,TIDNAL P,NALYSIS
Intersection: 190 WB OFF RAMP/5R902
CitxlState: SPQKANE COUNTY
Analyst: LINDA SALHAH
Project No: 33912
Time Period Analyzed; 2003 EX & SKGRL7 AM Pk{ HR
Date: 5124199
East/West Street Name: T90 WB OFF RAMP
Narthl'Sfluth Street Name : 5R902
_ VOL[]ME DATA
~ Eastbaund I Westbound I Northbound ISouthbound I
I L T R I L T R I L T R I L T R I '
I I I I I~
Volume I 1280 229 157 352 1 76 511 I
PHF I 10.88 0.91 10.69 4.82 1 0.92 0.82 !
PTi 15 Vol 180 63 121 107 1 21 156 1.
,Hi Ln Vo1 ~ i I I I`-
% Grade I I G I 0 I 0 I -
Ideal Sat I 11900 1900 11900 1900 ~ 1900
~ ParkExist ~ I I I I
NumPar]c ~ I I I I -
% Heavy Uehl 10 0 10 0 1 0 d I'No. Lanes ~ o a a 1 1 0 i 1 1 2 a ~ o z 0 ~ -
LGConfig 1 I L R I L T ~ TR I
Lane Width 1 112.0 12.0 I12.0 12.0 I 12.0
RToR vol 4 I I 0 I
Adj Flow ~ I31$ 252 183 429 k 706
%InSharedLn9 I I i I
Prap Turns I I 1 I 0-88 i
NumPeds I fl I 0 I I 0 I
NumBus I Ia 0 10 0 ! 0 I
Duration 1.00 Area Type: A1.l other areas
C}PERATING PARAMETERS
~ Eastbaund I westYaound ~ Narthbound I SQUthbpund 1
~ L T R L T R p L T R ~ L T R I
I ~ I l I
Init Unrnet I 10.0 0.0 la•d 0•0 I 0•0 I
Arriv. Typel 13 3 13 3 I 3 I
1
lnit Ext. $ 13.0 3.0 13.0 3.0 I 3.0 !
: Factor I I 1.000 1 1.000 I 1.000 I
~
Lost Time I I2.0 2.0 I2.0 2.0 I 2.0
,xt of g I 12,0 2.0 I2.0 2.0 I 2.a i
~
aed M1n g 0.0 ~ 0.0 0.0
' PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
;B Left ~ NS Left A
- Thru I Thru A
- Fiight I Right Peas x ~ Pea x x
WB Left A ~ SB Left
Thru I Thru A
Right A ~ Right A
Peds I Ped X
1B Right I EB Right
I
>B Right I WB Right
I
I
~reen 25.0 42.0 10.0
Cellaw 3.0 3.0 3.0
All Red 1.0 1.0 1.0
:le Length: 89.0 secs
VOLUME ADJUSTMENT [WC}RKSHEET
Adj usted Prop. Prap.
Z,pprd Mvt Flow No. Lane Flow Rate Left Right
4avement Volume PHF F:ate Lanes Group RTflR In Lane _Grp Turns Turns
Eastbound
Left 0
Thru 0
Right 0
qestbound
Left 280 0.88 318 1 L 318
Thru Q .
Right 229 0.91 252 1 R Q 252
ivrthbound
Left 57 0.59 83 X L 83 ,
Thru 352 (].82 429 2 T 429
Right 0
-Southbound
Left 0 ,
Thru 76 0.92 83 2 TR 706 0.88
~ Right 511 0.82 623 0 0
~
* Value entered by user. ri
f!
SP,T[]RATIDN FLDW ADJUSTMENT WaRKSHEET
Appr/ Ideal Adj
Lane Sat f f f fl f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbaurrd Sec LT AdjILT Sat:
Westbound 5ec LT Adj /LT Sat :
L 1900 1.000 1.000 1.000 1.000 1.000 1.00_ 1.00 0.850 1615
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
Nvrthbound Sec LT Adj 1LT Sat :
L 1900 1.000 1. a0C1 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
Southbaund Sec LT AdjfLT Sat: -
TR 1900 1.000 1.000 1.000 1.000 1.000 1. (70* 0. 95* 0.868 1.000 3132
CAPACITY ANALYSIS WORKSHEET '
Adj Adj Sat Flow Green --Lane Group--
Apprl Lane F1ow Rate Flow Rate Ratio Ratio Capaczty ❑/c -
Mvmt Group (v) (s) tvls7 (g/C) (c) Ratia
Eastbound pri. ' Sec.
Left
Thru
Right -
Westbaund Pri. -
Sec.
Left L 318 1615 # 0.20 0.281 454 0.70
~Thru -
Raght R 252 1615 0.16 0.281 454 0.56
Narthbaund Pri. -
Sec.
Left L 83 1805 # 0.05 0.112 203 (}.41
Thru T 429 3610 0.12 0.472 1704 0.25
Right
~
, ~outhbound .
Frl.
SeC.
.e£t
'Yaru TR 706 3132 # 0.23 0.472 1478 0.48
[ht
Sum Wsf critacal = 0.47
Lost Time]Cycle, L= 9.00 sec Gritical vAc(X) _0.52 .
LEVEL OF SERVICE WORKSHEET
x,PPr~ ~~tios ❑nf Prog Lane Incremental Res Lane Graup Approach
Ine De1 Adj Grp Factor Del De1
Grp v1'C gIC dl Fact Cap k d2 d3 Qelay LQS Delay LUS
'astbaund
Westhound , 0.74 0.281 28.6 1.000 454 0,27 4.9 0.0 33.5 C
33.5 C
R 0.56 0.281-27.3 1.000 454 0.15 1.5 0.0 28.8 C
Jorthbaund
L 0.41 0.112 36.8 1.000 203 0.11 1.3 0.0 38,1 D
0.25 0.472 14.1 1.040 1704 0.11 0.1 0.0 19.2 B 18.0 B
>outhbatand
IR 0.48 0.472 16.0 1.000 1478 0.11 0.2 0.0 16.3 B 16.3 B
IntersectiQn ❑elay = 21.6 (seciveh} Intersectian LOS aC
S[]PPLEMENTAL PEFtMITTEQ ]GT WORKSHEE'I'
for exclusive lefts
APPROACH EB wB NB 5S
rycle Length, C 89.0 sec
4ctual Green Time for Lane Graup, G
Effectiwe Green Time for Lane Group, g
appasing Effective Green Time, gQ
Vurrtber of Lanes zn Lane Group, N
Number of ❑ppasing Lanes. No
~,'dj usted Left-Turn Flow Rate, Vlt
propartion of Left Turns in Dpposing Flow, Plt❑
Adjusted Opposing Flaw Rate, Va
at Time for Lane Grau,p, tl
ft Turns par Cycle: LTC=V'ltC13600
mapposing Flow per Lane, Per Cycle: Vo1c=VaC13600f1un
Opposing Platovn Rataa, Rpo (Tabl~' 9-2 or Eqn 9R7)
gf=[Gexg(- a * (LTC b)}]-tl, gil<=g
❑pposing 4ueue Ratid: qra-1-Rpa (gca1C)
gq=[4.943VoZC**0,762] [ (qr'o**1.061),-tl] r gqC=9
gu =g-gq if gq>=gf, =g-gf if gqCgf
n= (9q°gf ) I2, n>=fl
Ptho=1-Pltv
Pl*=Plt[l+{ (N-I)gl (gf+gulEl1+4.24)} ]
Ell (Figure 9-7)
E12=(1-Ptho**n)lPlto. E12]=1,0
fmin=2(1+P1t)Ig or fmin=Z(l+pl)Ig
gdiff=max (gq°gf.0)
fm= [9f /g] +[9u1g] [1] { 1+P1 (Ell-1) } ] , (min=fmin: rnax=l. 00 )
flt=fm-[gflgl+9diff[11{1+P1t(El2-1)}]
+[cjulg] [l1 (l+Pit(E11e1} {min=fmin:max=1.I]) or flt=[fm+0.91 (N-1) ]/N**
flt
For special case of single-lane approach apposed by rnultilane appraach,
see text. ,
*if P1>=l for shared left-turn lanes with N>1, then assurne de-facto
left-turn lane and reda calculations. For permitted left-turns with multip].e exclusive left-turn lanes, £lt=fm. _
For special case af multilane appraach apposed by single-lane approach ,
❑r when gf>gq► see text. '
SUPPLEMENTAL PERMITTEC] LT WdRKSHEET '
far shared lefts '
AFPFiDACH Eg WE NB SB
Cycle Length, C 89.0 sec
Actual Green Time for Lane Graup, G Etfective Gxeen Time for Lane Group, g
appvsing Effective Green Time, go Number of Lanes in Lane Graup, N
Number of Opposing Lanes. No ~
Adjusted Left-Turn Flaw Rate, Vlt ~I
Prvportion a£ Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flcsw Rate, Vo
Last Time for Lane Group, tl
Le£t Turns per Cyc1e: LTC=V1tC/3600
Opposing E'low per Lane, Per Cycle: Volc-VoC13600fluo '
Opposing Platoon Ratio, Rpa (Tab1.e 9-2 ar Eqn 9-7)
gf= [Gexp a * (LTC b)} } -t1, gf<=g
Opposing Queue Ratio: qra=1-Rpo (ga/C)
gq=(4.943Vo1c**0.762)[ (qra**1.Of1),-tl}. 9q[=g
gu =g-gq if gq>=gf, =g-gf if gqCgf
n=fg9-gf712. n7=0
Ptho=1-Plto
P1*=Plt [3.+{ (N-1)g1 (gf+gu/E11+4.24)} }
E1l (Figure 9-7)
E12=(1-Ptha**n)lPltv, E12>=1.0
fmin=2 (1+P1t} /g ❑r fma.n=2 (1+P1 )1g
gdiff=max(gq-gf.0)
fm=[gf19l+Lgulgl [1I{ 1+P1 (£11°1)1 ] , (min=fmin,max=l. t]O)
s
d'
,_lt=fm=[gf19l+gdiff[11{1+Plt(E12-1)}]
~ [gu1gJ [11 (l+Pl~ (~11-1) ~ , ~min=fmin;~ax=1.D~ vr flt=[fm+0. 91 {N-1} I1N**
flt Primary
r special case of single-lane apprcaach opposed by anultilane apprQach,
__e text.
r If P17=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn iane and reda caiculatians.
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
'or special case of multilane appraach oppased by sangle-lane approach
Ur when gf>gq, see text.
S[lPPLEMENTAL UNIFQRM [JELAY WgRKSHEET
EBL"I" WELT NBLT SBLT
kdj. LT Vo1 from Vql Adjustment Worksheet, v
r/c ratio from Capacity Warksheet, X
Primary phase effective green, 9
3econdary phase effective qreen, gq
--(From Supglemental Permitted LT Worksheet), gu
Cycle lealgtt7, C 89.0 Red =(C-g-gq-9u )r r
krrivals: v,l [3600{max (X, 1. 0)} } , qa
?r3mary ph. departures: s13600, sp '
Secondaxy ph. departures: s(gq+gu)I{gu*36C}4), ss .
(Perm
(Prat XCase
--,1,4ue at begining of green arrowo Qa
~-ue at beginning af unsaturated green, Qu
y.~jidual queue, Qr
rJniform De1ay, d1
DELAY,1LQS WCJRKSHEET i+JITH INITIAL Q[3EUE
Initial Dur. i)niform Delay Yniti.al Final Znitial Lane
_3Ppr/ ❑nmet ❑nmet Queue Unmet Queue Group .
Lane Demand Demand Urnadj. Adj. Param. Demand oelay Delay-
zroup Q veh t hrs. ds d1 sec u Q veh d3 sec d sec
Eastbound
4es tbound
Nvrthbound
ispouthbound
IntersectLos C -
eclveh
~l 21.6
Dela
,
- InterseCtIon
,
HCS: Unsignalized Interseetivn Release 3.1
TWD-WAY STOP CDNTROL(TWSC) ANALXSIS
Analyst: LiN77A SALHAH
'-,'~ersection: 3R902/ I90 WB 4FF RAMP
1nt DaCe: 1944
-'ne Perind: PM PIC HR
Intersection Qrientatian• Nort?s-5vuth Major St.
Vehi.cle Volume Data:
Movements: 1 2 5 6 7 9
Vvlume: 11 118 254 75 70 2+13
HFR: 15 144 272 51 80 267
PIiE': 0.59 0.82 0.92 0,82 (}.88 0.97
PfiV• 0.00 0.00 ❑.OD O.L]a 6.00 [1.04] Pedeatrian Volume natac
Movements:
Flow:
Lane width:
Walk spesd:
t Slackage.
Mediass 'rype : Nvne
# ❑f vehicles: U
~ Flared approach Movements:
Df vehicles: Eastbcsund 0
# ❑f vehicles. WestbQUnd 0
Y,ana usage for mavementa 1,2&3 appraach:
Lane 1 Lane 2 I.ane 3
d, T R L T R L T R
SC Y N N N N N TI 1+1 _
Channel3zed: x
Gxade: ❑.DO
Lane uaage £or movements 4,5&6 apprvaeh:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y PT N N N N N
ehannelized: rr
Grade: 0.00
I.ane usage fas snovements 7.8&5 agprvach:
Lane 1 Lane 2 Lane 3
L T 12 F, T R L T R
Y N Y N N N N N N
'Lannelized: N
•aae. 0.00
a
Lane usage for mavements 10,11&12 apprvach:
Lana 1 Lane 2 Lane 3
L T R L T R L T R
AexPM
HCS: Unsignalized Intersection Release 3.1
TWQ-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: LINDA 5AL'HAH
Intersection: SR9021 190 WB OFF RA.MP
Caunt Date: 1999
Time Period: PM FK HR
Intersection Orientation: North-5outh MajQr St.
Vehicle Volume Data: -
Movements: 1 2 5 6 7 9
___-__-------T-------____--_------__----------------------------------
Volurne: 11 118 250 75 70 243
HFR: 15 144 272 91 80 257 '
PHE: 0.69 0,82 0.92 0.82 0.88 0.91
PxV: 0.00 0.00 0.00 0.00 0.00 0.00
_
Pedestrian Valume Data:
Movements:
Flow:
Lane width: ~
Walk speed: ;
% Blackage:
Median Type: None
# of vehicles: 0
Flared agproach Movements.
# of vehicles: Eastbound a
# of vehicles: Westbound 0
Lane usage for mavements 1,2&3 approach:
Lane 1 Lane 2 Lane 3 ~
Page 1
~
_ AexPM
L T R L T R L T
- R
y Y N N N N N N
N
, Channelaaed: N
Grade: 0.00
j Lane usage for mavements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
N Y Y N N N N N
_ N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 appraach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
y N Y N N N N N
N
Channelized: N
- Grade: 0.00
Lane usage fpr movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
N N N N N N N N
N
Channelized: N
Grade: 0.00
Page 2
a
P
AexPM
~
aata for Comguting Effect Qf Delay ta Majar Street Vehicles:
Northbound Southbaund
Shared ln valume, majar th vehicles: 11$
0
Shared ln valume, major rt vehicles: D
0
Sat f1ow rate, major th vehicles: 1700
1700
Sat flaw rate, major rt vehicles: 1700
1700
Number of major street thr❑ugh lanes. I 1 Length ❑f study period, hrs: 1.00
__-_----------v-----__@---_---------------------___--_--_e--------------- -
~
Warksheet 4 Critical Gap and Follow-up time calculatian. _
Critical Gap Calculations: 'I
Movement 1 7 9 , -t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00 i-
'
t crg 0.2 0.1
G 0.00 0.00 0.00
t3,it 0.0 0.7 0.0
i
t c,T:
1 stage 0.00 0.00 0.00
t G
1 stage 4.1 6,4 6.2
Follaw Up Time CalcuZatians:
Movement 1 7 9
t f,base 2.2 3.5 3.3
Page 3 -
AexPM
t f,HV 0.9 0.9 0.9
~ P hv 0.00 0.00 0.04
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equatians
~ 5tep 1: RT from Minar St. 9 12
' Canflicting Flows 144
'Potential Capacity 909
Pedestrian Impedance Factor 1.00
Movement Capacity 949
Probability of Queue free 5t. 0.71
5tep 2. LT frvm Major St. 4 1
Conflicting F1ows 363
~ Potential Capacity 1207
Pedestrian Impedance Factor 1.00
Movement Capacity 1207
Frobability of 4ueue free 5t. 0•99
Maj. L Shared ln. Prab. Queue Free St. 0•99
Step 4: LT from Minor St. 7 10
Conflicting Flows 993
Potential Capacity 539
Pedestrian xmpedance Factor 1.00
Maj. L, Min T Impedance factor 0.99
Maa. L. Min T Adj. Imp Factor. 4.99
Cap. Adj. factar due to Impeding mvmnt 0.99
Movement Capacity 533
Worksheet 8 Shared Lane Calculations
~
Shared Lane CalGulatians
Page 4
~
i
;
I
~ AexPM ,
Movement 7 $ 9 10 --.~_~.1~----------------"-----------------------------__---_-------------
~
------~I
I
I II -
I
I II
I
v (vph) 80 267
Movement Capacity 533 909
Shared Lane Capacity 782
Warksheet 1[] delay, queue length, and L€]S ; i
Mavement 1 4 7 8 9 14
12 - -
~
~
6
I II ~ '
I ~
~ II
❑(vph) 16 347 ~
C m(vgh) 1207 1451 ~
v]c 0.01 0.44
95% queue length
Control Delay 8.0 13.3 -
Los A B ~
Approach Delay ~ 13.3
Appraach LOS B
Page 5 _
~
AexPM
Wnrksheet 11 Shared Majar LT Impedance and Delay "
kank 1 Delay Calculations _
Movement 2 5
P oj 0.99 1.00
v i1 118 0
V i 2 0 0
- s il 1700 1700
' S i2 1700 1700 -
p* pj 0.99 1.07
D znaj left 8.0 0.0
N number majar st lanes 1 1
Delay, rank 1 mvmts 0.1 0.0
~
, Page 6
~
I
xCB: IInsignaFized Intersection;Release 3.1
TWO-WAY STOF CO3dfiROL(TWSC) ANALY525
1
Analyst : LINl3A SALHAH a
InGersection: SA902/ 190 9PS OFF kRMB ~
CoUSIt nate. 1999
Time Period: AM PIC S3R
Intersectian Orientation: North-5auth Majva St.
Vehicle Volume Data:
MOVements. 1 2 5 6 7 9
-----------------------------°Be-------------------------------------------------------__------
Valume: 26 139 227 59 79 220
HFR: 36 153 303 89 113 272
PHF: (}.72 0.91 4.75 0.61 0.74 0.81
Pt3v: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian VQlume Data:
Mvvements: ~
F"law :
Lane width:
FIa1k speed:
% SYvckage: -
Median Type: Blane
# of vehieles: 0 ~
Flared approaeh Mvvements:
# ❑f Vehicles: Eastbound 0 ,
# ❑F vehiclee: Westbvund 0
Lane usage for mvvements 1,2&3 approach:
Lane i Lane 2 Lane 3 _
L T R L T R L T R
~
Y Y N N N ~N iQ IEI N ,
i
Channelized: N
Grade: 9.0❑ -
Lane usage for movementa 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R '
~
N 'iC Y ld N N N P+i 1J
Channelized: N
Grade. 0.a❑
Lane usage far movsments 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N PI N x t3
Channelized: N
Grade: 0.00
~
Lane usage for movements 10.11&12 approach:
Lane 1. Lane a Lane 3
L T R L T R L T R
AexAM
- HCS: [3nsignalized Intersection Release 3.1
TWD°WAY STOP CONTR(3L ('I'WSC) ANALYSIS
- Analyst : LINDA SALHAH
Intersectivn: SR9021 I90 WB C)FF RAMP
Count Date: 1999
Tirne Period: AM PE{ HR - -
Intersection Orientation: Noxth°South Major St, .
Vehicle. Volume Data:
Moventent s: 1 2 5 6 7 9
-
Valume: 26 139 227 54 79 220
HFR: 36 153 303 89 113 272
PHF: 0.72 0.51 0.75 4.61 4.70 0.81
PHV: 0.00 0.00 0.00 0.00 O.fJO 0.04
Pedestrian' Volume Data :
Movements:
Flow :
Lane width :
Wa1k speed:
% Blockage :
Median Type: - None
# ❑f vehicles: 0
Flared approach Mavements;
- # of vehicles: Eastbound 0
# af vehicles : Westbound 0
Lane usage far movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
- Page 1
~
AexAM
L T R ~ L T R L T
R
--------------------------.__...W-----.------------------------.___._.
Y Y N N N iV N N
N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 apprcaach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
N Y Y N N N N N
N
Channelized: N
~
Grade: 0.00
~
Lane usage for movements 7,$&9 app.raach:
Lane 1 Lane 2 Lane 3 ~
L T ft L T R I, T
R ~
__R--------____e---------------------------
- ~
y N Y N N N N N
N „
Channelized: N
Grade : 0.00 Lane usage for movements 10t11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
N N N N t+l N N N
N '
Channelized: N
Grade: 0.00
Page 2
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AexAM
Data fcsr Camputing Effect af Delay to MajQr Street Vehicles:
NarthbQUnd
, Southbound
Shared ln volume, majDr th vehicles: 139
Q
_ Shared ln wolume, major rt vehicles: D
, 0
Sat flow rate, majnr th vehicles: 1700
17(]0
Sat flow rate, majar rt vehicles: 1700
17[?Q
Number of major street through lanes, 1
1
Length of study period, hrs : 1.00
Worksheet 4 Critical Gap and Follow-up time calculatian.
Critical Gap Calcula'tians: _
MoVement 1 7 9
t c.base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
2 hv 0.00 0.00 0,00
_ t c,g 0.2 0.1
G 0.00 0.00 0.00
~ t 3,1t (?.G 0.7 0.0
t G,T:
1 stage 0.00 0,00 C}.a(}
t c
1 stage 4,1 6.4 6.2
' Follow [Ip Time Calculations:
Movement 1 7 9
- t f,base 2.2 3.5 3.3
Page 3
■
AexAM
t f,HV 0.9 0.9 0,9
P hv 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6Impedance and cagacity equations
Step 1: RT fram Minar St. 9 12
-----_-___-_-----_---------------------«__-------__-_---------v------
Canflicting Flows 153
Potential Capacity 899
Pedestrian Impedance Factar 1.00
Movement Capacity 899
Probability of Queue free St. 0.70
-----------F------_---------------------------------------------------
5tep 2: LT from Major St. 4 1
--__R-------------------- ~
Conflicting Flaws 391 -
Potential Capacity 1178 ~
Pedestrian Impedance Factar 1.00
Mavement Capacity 1178
Prabability Qf 4ueue free St. 0.97
Maj. L Shared ln. Prob. Queue Free St. 0.97 ~
--_-_-------w----------------------------_------__--_-------------------- ,
-------------a-----------
step 4: LT from Minax st. 7 10
Canflicting Flaws 572
Patential Capacity 485
Pedestrian Impedance Factor 1.00
Maj. L, Min T Impedance factor 0,97
Maj. L, Min T Adj.I3np Factor. 0.97
Cap. P,dj. factor due to Impeding mvmnt 0.97
Movement Capacity 1 473
Worksheet S Shared Lane Calculations
Shared Lane Calculations
Page 4
,
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Ae xAM
Movement 7 8 9 10 11
12
~ I I
I
- I H
I II
V tvphy 113 272 _
Movement caPacitY 473 899
Shared Lane Capacity . 711
Warksheet 10 delay,queue length, and LDS
Mavement 1 4 7 8 9 14 11
- 12
~
i __----I~
I
I
I II
I
v(vph) 36 384
C m(vph) 117$ 1440
vIc 0.03 0.54
95% queue length
Control Llelay $.2 16.0
LOS A C
Approach T3elay 16.0
Approach LDS G
Page 5
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AexAM
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations - ~
Mavement 2 5
P pj 0.97 1.00
V i1 139 0
V i 2 0 0
s il 1700 1700
-
s iz 1700 1700
g* oj 0.97 1.00
D maj ieft 8.2 0.0
N number major st lanes 1 1
Delay, rank I rnvmts 0.3 0.0
~
Page 6
~
194 ES Ramps 1 SR902
Capacity Analysis
~
~
LVestTereacc'fS LTpdate
HCS: Signals Release 3.1
~hone: Fax:
;-Mail:
OPERATTONAL ANALYSIS
A.ntersection: 190 EB oFF RANIP15R902
City1state: SPOKANE CoUNTY
~naly5t: LTNnA SALHAH
?rvject Na: 33912
Time Period Analyzed: 2003 BLDOUT PM PK HR
7ate; 6I23199
;astIWest Street Name: I90 EB OFF RANTF
NorthfSvuth Street Name: SR902
VOLUME DATA
~ Eastbaund I Westbaund INorthbound I Southbound ~
~L T R I L T R I L T R I L T R I
I I I 4 I
alume 1142 82 I 1 379 349 1432 860
I
10. 7 5 0.81 I I 0.83 0.63 1 0. 8 3 0.93
I
15 Val 147 25 1 1 114 138 1130 231 I
'-Ii Ln Vol I I I I I
9 Grade 1 0 I I 0 I 0 I
Ideai sat 11900 1900 I I 1900 1900 ligo0 lgao I
ParkExist I I 9 F I
4umPark I I ~ 6' G
I Heavy Veh la 0 I I 0 0 10 0 I
No. Lanes I 1 Q 1 I d 0 0 I 0 1 1 1 1 2 0 I
LGCanfig 4' L R I I T R I L T I
Lane Width 112.0 12.0 1 I 12.0 12.0 1-12.0 32.0 I
RTOR Val I 0 M I 0 I I
kdj Fiow 1189 101 1 4 457 554 1520 925 I
~TnSharedLnj I I i I
Prop Turns I I I I ~
quznFeds I a 1 0 I 0 I I
-VumBus Ia 0 I l 0 0 10 0 I
Duration 1.00 Area Type: All vther areas
' DPEFtATING PARAMETER5
I Eastbaund I Westbound I Northbound I Southbound I
- I L T R IL T R IL T Ft I L T R I
1 b 4 I l
y
it Unmet 10.0 0.0 I 1 0.0 0.0 10.0 0.0
Azriv. TygeJ3 3 1 1 3 3 13 3 I
Unit Ext. 13.0 3.0 3.0 3.0 13.0 3.0 ~
~
I Factar 1 1.000 1.000 1 1.000
Lost Time 12.4 2.0 I I 2.0 2,0 I2.0 2.0 ~
Ext of g 12.0 2.0 I I 2.0 2.0 12.0 2.0 ~
Ped Min g I 0.0 I ~ I 0.0 I 0.0 ~
PHASE QATA
Phase CombinatiQn 1 2 3 4 I 5 6 7 $ ~
EB, Left A ~ NB Left
Thru I Thru A
Right A I Right A
Peds X I Ped
Wg Left I SB Left A
Thru I Thru A
Right l Right
Peds ~ Ped X X
NB Right I EB Right
I
SB Right I WB Right
!
I '
Green 20.0 33.0 38.0
Yellaw 3.0 3.0 3.0 Alz Rea 1.0 1,0 1.0
Cycle Length. 103.0 secs '
VQLUME ADJ[]STMENT 'ErtiTC]RKSHEE'T
Adjusted Prop. Frvp. '
p,pPr. / Mvt F'1ow No. Lane Flow Rate Left Ftight
Movement VQZume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound
Left 142 0.75 189 1 L 189 ,
Thru fl '
Right 82 0.81 101 1 R 0 101
V+Iestbound
Left 0
Thru 0
Riqht 0
Narthbound
Left 0
Th:ru 379 0.83 457 1 T 457
Right 399 0.63 554 J. R 0 554
Southbound
Left 432 0.83 520 1 L 52[]
Thru 860 0.93 925 2 T 925
Right 0
~
~ Value entered by user. SATURpiTIdN FLOW ADJUSTMENT WORKSHEET
'Dr1 Ideal Adj
==-ne Sat f f f f f f f f f Sat
3raup Flow w HV G P BB A LU FtT LT Flaw
Eastbcaund SEC LT Adj /LT Sat :
1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
R Zsoo 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
- Aestkaound Sec LT Adj /LT 5at :
,Nvrthbound Sec LT Adj 1LT Sat :
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 1.000 1900
R 1900 1.000 1,000 1.000 1,000 1.000 1.00 1.00 0.850 1615
Sauthbaund Sec LT Adj/LT Sat:
G 1900 1.000 1.000 1.000 1.000 1.000 1. QO* 1.00 0.950 1805
T 1900 1.000 1.000 1.000 1.000 1.000 1. Q{7* 0.95 1.000 1.000 3610
b CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group—
kppr1 Lane Flaw Rate Flow Rate Ratio Ratio Capacity V/~
L,4vmt Group fV7 ts7 IVISI (9'/C) tc) Ratio
Eastbvund
Pri.
Sec.
Left L 189 1805 # 0.10 0.194 350 0.54
3`hru
Right R 101 1615 0.06 0.194 314 0.32
Westbaund
Pri.
Sec.
Left
^Thru
Ra.ght
' - Narthbound
Pri.
SeG.
- Left
- ru T 457 1900 0.24 0.369 701 0.65
ght R 554 1615 #0.34 0.369 595 0.93
~
Sauthbaund ~
pPri.
Sec.
Left L 520 1805 # 0.29 0.320 578 {].90
Thru T 925 3610'' 0.26 0.320 1157 0.80
Right
~
Sum (vIs ) eritical = 0.74
Lost TimelCycle, L = 9.00 sec Gritical vIc (X) = 0.81
LEVEL OF SERVIC£ i+VVOFif:SHEET
Agaprl Ftatias Unf Prog Lane Incremental Res Lane Grvup Approach ,
Lane Qel Adj Grp Factor l7el Del
Grp vIc gIC ckl Fact Cap k d2 d3 fle1ay LaS Delay LaS
Eastbound -
L 0.54 0.194 37.4 1.000 350 0,14 1.7 0.0 39.1 D
39.1 D
R [}.32 0.194 35.7 1.000 319 0.11 0.6 0.0 36.3 D
We s tbound
Northbaund T 0.65 0.369 27.0 1.000 701 0.23 2.2 0.0 23.2 C 29.2 C
R 0. 93 0.369 31.2 1.000 596 0.45 28.9 0.0 60.1 E -
~ Southbound
I, 0.90 0.320 33.4 1.000 578 0.42 21.1 0.0 54.5 D
T 0.80 0.320 32.0 1.000 1157 0.34 4.2 0.0 36,2 D 42.8 D
Intersection aelay = 43.5 (seclveh} Intersection LaS
SUPpLEN4ENTAL PERMIT'i'ED LT WORKSHEET
for exclusive lefts
AAPROACH EB WB NB 5B
Cycle Length, G 103.0 sec
Actual Gxeen Tiane fvx Lane Group. G
Effective Green Time for Lane Graup. 9
4pposing Effective Green Time, go
Numbex vf Lanes in Lane Group, N
Number af Opposirag Lanes, N❑
Adjusted Left-Turn Flaw Rate, Vlt
Proportion of Left Turns in C3ppcasing Flow, P1to
Adjusted Dpposing Flow Rate. Vo
Lnst Time for Lane Groupt tl
Left Turns per Cycle: LTC=V1tC,13600 ~
❑pposing F1Qw per Lane, Per Cycle: VoYc=VoC13600flua
]ppvsing Platoon Ratia. Rpo (Table 9-2 or Eqn 9-7)
jf=[Gexp(- a * (LTC b))]-tl, qfC-g -
Opposing Queue Ratio: qro=1-Rpo(goCC)
lq=(4.943Valc**0,762)1(qro**1.061)-t11, gqC=g
;u =g-gq if gq7=gfa =9-9f if gqCgf
f gg-gf 7 I2 , n]=D
1a=1-Flto
?1*=Plt [1+{ (N-1)'9/4gf+9u1E11+4 . 24 y ) )
-E11 (Figure 9-7)
- ~12= (1-Ptha**n)IPlto, E12>=1.
'`min-2(1+Plt )Ig rar fmin=2 (1+P1)1g
,jdiff=max(9q-qf•0)
fm= [gflgl +[qulg]r11 { 1+P1 (E11-1} } l, (min=fmin.max=1. oo)
,`lt=fm= Cgflg] +gdiff [1I{ l+Plt (E12-1)} ]
F[guig] [ il f 1+Pit(Ell-1)].(min=fmin; max~1. d) or f lt= [ fm+Q . 91(N-1) ] IN**
fit
F'or special case of single-lane approach appflsed by multilane approach,
;ee text.
;k If Pla=1 for shared left-turn lanes with N>1t then assume de°factc+
left-turn lane and redo calculations.
Far permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
Nor special case of multilane approach opposed by single-lane approach
or when gf>gq, see text.
SLTPPLEMEN"TAL PERMITTED LT WORKSHEET
for shared lefts
~
~PPRQACH EB WB NB SB
-,,le Length, C 103.0 sec
z,ctual Green Time for Lane Grvup, G
Effective Green 3'ime for Lane Group, g
Dpposing Effective Green Time, go
Number vf Lanes in Lane Group, N
Number of Opposing Lanes. Na
Ndjusted Left-Turn Flaw Rate, Vlt
Propvrtion af Left Turns in Lane Graup, Plt
Praportion of Left Turns in Opposing Flow, Pltv
Adjusted Oppvsing Flow Rate, Vo
Lost Time for Lane Group, t1 -
Left Turns per Cycle: LTC=V1tC13600
Opposing Flaw per Lane, Per Cycle: Vo1c-VcsC13600fluo
Oppasing Piatoon Ratiot Rpo (Tab1e 9-2 or Eqn 9-7)
gf=[Gexp[- a* (LTC b))1-t1, 9f<°9
C3pposing Queue Ratio; qro=1-Rpo (go,IC)
gq= (4.943Volc**a.762)[ (qro**1. (}51) -tll. 9qE=g
gu =g-gq if gq>=gf. =g-gf if gq[gf .
n= (gq`gf ) f 2 . n>-0
'Pthv=1-Plto
21*=Plt (1+{ (N-1 )9/(gf+gul"El1+4 , 24)} )
E11 (Figure 9-7)
E12=(1-Ptho**n)IPlto, E127=1.0
in=2(1+Plt) Ig er fmin=2 (1+Pl)Jg
iff=max(g9-9f•O)
fm-[gf1g]+i9u/g] [1I(1+P1(Ell-1)}], (min=fmin,max=1.00)
iw
f1t=fm= [gf/g] +gdiff [ 11 [ 1+Plt (E12-1) } l
+IguIga [11 [1+P1t (E11-l)] . (min=fmin,max=1.Q) or f1t=[fm+4, 91 ~N-1} l 1'N**
flt Primary
~
For speGfal case of singls-lane apprQach opposed by multilane approach,
see text.
* if F17=1 for shared Teft-turn lanes with Nsl, then assume de-facto
left-turn larae and reda calculations.
Far permitted left-turns with multiple exclusave left-turn lanes, flt=fm.
For special case Qf multilane apprvach opposed by single-lane approach
or when gf3g9, see text.
SUPPLEMENTAL UNZFORM DELAY WURKSHEET
EHLT WBLT NBLT SBLT
Adj. LT Val fram Vol Adjustment Worksheet, v -
v/c xatio from Capacity Worksheet, X
Primaxy phase effective green, g
Secondary phase effective green, g~
(~rom Supplemental Permitted LT Worxslheet)► gu
Cycle length. C 103.0 Red =(C-g-gq°9u) , r
Arrivals: v143500(max(x,1.0])). qa -
Primary ph. departures: sl36fl0t sp
Secondary ph. departures: s(gq+9u)1(gu*35ad), ss XPerm
XProt ~
XCase Queue at bcgining af green ararow, Qa
Queue at beginning vf unsaturated green. Qu '
Residual queue, Qr . '
[]nifarrn Delay, d1
DELAY/LQS Y+TORT4SHEET WITH INITIAL QUELTE '
Initial Dur. Unifarm Delay Initial Final Initial Lane -
Appr/ Unmet Unmet Queue Unmet gueue Group Lane Demand Demand Unadj. Adj. Paxam. Demand Delay Delay -
Group g veh t hrs. ds d1 sec u Q veh d3 seG dsec -
EaSiCbound
Westbaund
Narthbound
Southbound
~
Intersectian Delay 43.5 seclveh Intersectipn LQS D
I ~
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OPERATIC3N,AL AIVALYSIS
Intersection; 190 EB OFF RAMPISR902
City/State: SP(]KAIVE COUNTY
Analyst : LzNDA SfiLH.AH
Praject Na: 33912
Time Period Analyzed: 2003 BI,DOUT AM Pd{ HR
Date: 6123199 "
East/West Street Name: 130 EB C3FF RAMP
NarthlSouth Street Name : 5R902 -
VQLUME DATA
~ Eastbvund ~ Westlbaund ~ Narthbaund I Sauthbaund ~
~ L 'Y` R ~ L T R I L T R I L 'I' R I ~
Vv1,ume 1154 73 I I 308 291 1278 558 I
PHF 10.83 0.60 I I 0.75 0.73 10.73 0.78 I-
PIS 15 Vol 146 30 1 d 103 100 195 179
Hi Ln vol I I ti I I
% Grade I Q I I 0 f 0 ~ -
Ideal Sat 11900 1900 1 I 1900 1900 li90o 1900 ~ ParkExist I I I I I
NumPark I ~ I I I -
% Heavy Vehl0 0 I I 0 0 10 a I
No. Lanes 1 o i 1 o 0 o L 0 1 1 1 1 z o a
LGCanfig I L R I I T R I L T I
Lane Width 112.0 12.0 I I 12.0 12.0 112.0 12.0 I
RTOR Vfll I 0 4 I 0 1 I
Adj Flow 1186 122 I l 411 399 1381 715 k
%InSharedLn4 I 1 I E
FrDp 'I'urns f I I I I
Numgeds I 0 I 0 I 0 ! I
NuumBus 10 0 I ' 4 a 0 10 0 I
Duxation 1.430 Area Type: All other areas
OPERATTNG PP,fiAMETERS
~ Eastbound N Westbound ~ Northbflund $ Svutlnbaurad I
I L T R ~L T R 4L T R I L T R 1
I I I I I
init Unmet 10.0 0.[] l I 0.0 0.0 10.0 0.0 I
I ~
Arriv. Type13 3 I I 3 3 13 3
I
#nit Ext. 13.0 3.0 V [ 3.0 3.0 13.0 3.0
~
~ Factor 1 1.000 1 1 1.000 I 1.000
Last Time 12.0 2.0 I f 2.0 2.0 12.0 2.0 I
1x~ of g 12.0 2.0 I I 2.0 2.0 12,0 2.0 I
I
)ed Min g I 0.0 I l 0.0 1 0.0
- FHASE DATA
Phase Combination 1 2 3 4 ~ 5 6 7 S
~B Left A I NB Left
Thru I Thru A
Right A I Right A
Peds X q Ped
sn18 Left ~ S$ Left A
' Thru I Thru A
Right ~ Right
Peds . I Ped X x
_q$ Right ~ EB Right
~
ijB Right ~ WB R1C{rlt _
~
~
.ireeCl 20.0 33.0 38.0
~elloW 3.0 3.0 3.0
All Red 1.0 1.4 1.0 ,
Wle Length: 103.0 secs
VOL[]ME ApJ[]5TMENT WQRI{SHEET
Adj usted Prop. Prop,
D,ppr.1 Mvt Flaw Na. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound -
Left 154 tl. $3 186 1 L 186
Thru 0 Right 73 0.60 122 1 R 0 122
- Westbaund
Left 0
Thru a
Right 0
Northbaunci
Left 0
Thru 308 0.75 411 1 T 411 Right 291 0.73 399 1 R D 399
Southbound
Left 278 0.73 381 1 L 381
IR Thru 558 0.7$ 715 2 T 715
Right 0
* Value entered by user.
SATURATTON FLOW ADJUSTMENT WaRKSHEET
~
Apprl 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 ~
Eastbaund Sec LT AdjILT Sat:
L 1900 1.000 1.000 1.004 1.000 1.000 1.00 1.00 0.950 1805
R 1900 1.000 1.000 1.000 1.400 1.000 1.00 1.40 0.e50 1615
Westbound Sec LT AdjILT 5at:
Narthbound 5ec LT Adj1LT Sat:
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 1,000 1900
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
Southbound Sec LT Adj/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00* 1.06 0.950 1805
T 1900 1.000 1.000 1.000 1.004 1.000 1.00* 0.95 1.000 1.000 3610
GAPACITY ANALYSIS WDRKSHEET d
Adj Adj Sat Flow Green --Lane Group--
Appr1 Lane Flow Rate Flow Rate Ratia Ratio Capacity vIc
Mvmt Group (v) (s) (v/s) [9/C) (c) katio !
Eastbaund
Pri. , Sec.
Left L 186 1805 # 0.10 0.194 350 0.53
Thru
Right R 122 1515 0.08 0.194 314 0.39
Westbound
Fxi. '
Sec.
Left
Thru ! -
Right
Northbound
Pri.
Sec.
Left
Thru T 411 1900 0.22 0,369 701 0.59
~
Right R 399 1615 # 0.25 0.369 596 0.67
,I
;outhbound
Iri .
Sec.
,eft L 381 1805 # 0.21 0.320 578 0.66
'hru T 715 3510 0.20 0.320 1157 0.62
jht
, . Sum (vls) critica7. = 0.55 Lost TimelCycle, L= 9.00 seC Cx'itical v/G {X} =0.61
LEVEL OF SERVICE WC3ftfCSHEET
'LPpr1 Ratios Unf Prog Lane Incremental Res Lane Graup Approach
+ane De1 Adj Grp k'actor Del Del
-urp ❑Ic g1C dl Fact Cap k d2 d3 De1ay LUS Delay LOS
~astbound
0.53 [}.194 37.3 1,000 350 0.13 1.6 4.0 38.9 D 38.9 U
~ 0.39 0.194 36.2 1.000 314 0.11 0.8 0.0 37.O U
Westbaund
4orthbaund
. ~
~ 0.59 0,369 25.2 1.000 701 0.18 1.3 0.0 27.5 C 27.5 C
0.67 0.359 27.2 1.000 596 0.24 2.9 0.0 30.2 lC
3outhbaund
~ 0.66 0.320 30.2 1.000 578 0.23 2.8 0.0 33.0 C
'r 4.62 0.320 29.7 1.000 1157 0.20 1.0 0.0 30.7 C 31.5 c
Intersection Delay = 31.4 (sec/veh) Intersection LOS = C
5[]PPLEMENTAL PERMITTED LT WORKSHEET
for exclusave lefts
,APPRdACH EB WB Na SB
::ycle Length. C 103.0 sec
kctual. Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Dppasing Effectine Green Time, go
Number of Lanes an Lane Group, N
Number of Oppasing Lanes, No
,Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in CJpposing Flaw, Plta
Adjusted Opposing Flow Rate, Va
st Time for Lane Group, tl
~ft Turns ger Cycle: LTC=V1tC13600
-VoC13600flua
Qpposing Flow per Lane■ Fex Cycle: Valc_
Opposing Platoon Ratio, Rpa (Tabl~ 9-2 ar Eqn 9-7)
gf=[GeXpt- a * (LTC b)))Ttl, gfC=g
Opposing Queue Ratio: qro=1-Rpo(gOIC)
gq={4.943Valc**0.752}[(qra**1.061)~-tll. 9q<=g
qu =g-gq if gq>=gf, =g-gf if gq[gf
n°(gq-gf)/Z, n7=Q
Ptho=1-Plto -
Pl*=Plt[1+{{N-1}g/(gf+gu1E11+4.24)))
E11 (Figure 9-7)
E12=(1-Ptho**n)lPlto. E12>=1.0
fmin=2(1+Plt )/g or fmin=2 t 1+P1 y/g
gdiff-max (gq-gf, f3) '
fm= [gfIg]+[gulg] (1I { 1+P1 (E11-1))l ► (min=fmin: max=1. 00)
flt=fm= [gflg] }gdiff[1/ { 1+plt {E12-1} } ] '
+Lgu191Ll141+P1t(E11-1)l.(min=fmin:max=1.0) or flt=[fm+0.91(N-1}]IN**
flt
For speca.al case of single-lane appraach opposed by multilane appraach,
see text.
* 3f P1]=1 for shared left-turn lanes with N>l, then assume de°facto
ieft-turn lane and reda calculations. -
Far permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
Fnr special case ❑f multilane approach oppvsed by single-lane approach
or when gf>gq► see text. -
SUFPLEMENTAL PERMITTED LT WC3RKSHEET
for shared lefts
APPRDAGH EB WB YVB SB
Cycle Length, C 103.0 sec
Actual Green Time far Lane Graup, G
Effective Green Time for Lane Graup, g Opposing Effective Green Time, go ;Number vf Lanes in Lane Graup, N
Number of Opposing Lanes, No , Adjusted Left-Turn Flow Rate, V1.t
Propartifln of Left Turns in Lane Group, P1t
Praportian af Left Turns in Opposing FlQw, Flto
Adjusted opposing Fl.ow Rate, Va '
Lnst Time fvr Lane Grcaup, tl
Left Turns peac Cycle: LTC=V1tC13600 _
Opposing Flow ger Lane, Per Cyc1e: Volc=VoC/3600fluo
Opposing Platoan Ratio, Rpo (Table 9°-2 or Eqn 9-7 )
gf- [Gexp a*(LTC b)I l-tl, gft=g
Opposing Queue Ratio: qro=l-ftga(golC)
gq=j4.943Vo1c**D.762}[(qro**1.061}-tl3r gq[=g
gu =g-gq if gq]=gf. =g-gf if gq[gf
n=(g9-gf)12, n7=D
Ptha=1-Plto
Pl*~Plt [ 1+{ (N-1 )g1 (gf+gul'Ellf4 . 24 f
-
E11 (Figure 9-7)
E12=(1-Ptho**n)/Plta, E12>=1.Q
fmin=2 (1+P1t )Ig ❑r fmin=2(1+Pl)1g -
gdiff=max (gq-gf, 0 )
fm=lgf]gl+fqu/g] [l/{1+P1{El1-1} ► (min=frnin,max-l.40)
~
,lt-fm='[gflg] +9diff [l1 (1+P1t (E12-1] } ]
[gu1g] [i1(l+Pit(Ell-l} (min=fmin.'max=l. [1) Qr flt=[frnf0. 91 (N-1)]IN**
flt Primary
special Case af single-lane approach opposed by multilane appraach,
- text.
Yf P1>=1 fvr shared left-turn lanes with N31, then assume de-facto
left-turn lane and redo calculations.
For permitted left-turns with multigle exclusive le£t-turn lanes, flt=fm.
~`or specia1 case of multilane appraach apposed by single-lane approach
❑r wherr gf>gq, see text.
SUPPLEMENTAL []NIFORM DELAY WORF:SHEET
EBLT WBLT NBLT SBLT
Ld7. LT Uol from Vml Adjustment Worksheet, v
_,1c ratio from Capacity Wvzksheet, X
Primary phase effective green, g
;eGOndary phase effective green■ gg
; Frvm Supplemental Permitted LT Worksheet gu
Cycle length, C 103.0 Red =(C-g-gq-gu), r
~rrivals: v1 [36Q0(max(x, 1.0) ) y . qa
?rimarx ph. departures. s136(]0, sp
Secandary ph. departures: s(qq+gu)I(gu*360a), ss
:Perm
;Prot
XCa s e
md)iieue at begining af ggeen arr❑w, 4a
ue at beginning of unsaturateci green, {7u
Wesidual queue, Qr
'Iniform Delay, dl
dEL,AY1`L❑S WC}RFCSHEET WITH INITIAL QLIE[]E
Iraitial Qur. Uniform Del.ay Tnitial Final Initial Lane
-~Fpr1 CJnmet Unmet Queue Unmet 4ueue Group
Lane Deanand bemand Unadj. Adj. Param. Demand Delay Deiay
;roup Q veh t hr5. ds dl sec u Q veh d3 sec d sec
Eastbvund
destbaund
~
-Northbound
O5outhbound
3
Intersectian i3elay 31.4 i~sec/veh Intersectian LOS C
I
;i
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. ~
~
~hane: Fax:
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QPERATIDNAL ANALYSYS
Zntersection: 190 EB aFF F,AMP1SFi902
City1State : S POKANE COUNTY
~nalyst : LTNDA SP,LHAH
- ?xvyect No: 33912
Tzme Period Analyzed: 2003 EX. & BT{GRD PM PK HR
7ate: 61231'99
_ 3astlwest 5treet Name: I90 EB OFF RFMA
North/Sauth 5treet Name: SR902
VCDL[]ME DATA
I Eastbound ~ GVestbvuncl ~ Northbound ~ Southbound I
~ I, T R G L T R I L T h ~ L T R ~
,y I
I f 329,
*ume J142 • 53
10.75 0.81 ~ I 0.83 13 I
; I
15 Vol 147 16 1 I 99
'3i Ln vol I I ~ - _4' - I
~ Grade I 0 a' I 0 I
Ideai 'Sat 11904 1900 1 ~ ~9d~
DarkExist I 9 P W~ ~ 'I
~umPark
s Heavy VehlO 0 I ~ 0 1.-~.
No. Lanes I 1 t] 1 I Q 0 0 I o 1 0 I
l~GConf ig L R T
l~ane Width 112.0 12.4 1 1 12.0 32.0 112.0 12.0 y
RTOR Vol I 0 1 V 0 k' I
kdj kXow 1189 65 I 1 396 471 1466 828
I
6InSharedLnl I I I I
Prap Turns I I I I I
qumPeds I 0 1 Q I 0 l l
9umBus IO 0 I 1 0 0 10 a ~
.Duration 1.00 firea Type: Al1 other areas
QPERATING PARP,METERS
Eastaound ~ Westbound I Northbound ~ Southbound ~
~ L 'I` R ~ L T R I L T R ~ L T R ~
I I d S I
it Clnmet 10.0 0.0 4 I 0.0 0.0 ID.t] 0.0
I
Arriv. Type03 3 1 I 3 3 13 3 ~
~
Unit Ext. 13.0 3.0 I I+ 1 3.0 3,0 I3,0 3.0
~
I Factor I 1.000 I I 1.000 I 1.000
Last Time 12.0 2.0 I I 2.0 2.0 12.0 2.0 k
Ext of g I2.0 2.0 1 1 2.0 2.0 12.0 2.0 ~
Ped Min g I 4.0 I 0.0 9 0.0 I
PHASE DATA
Phase Cambination 1 2 3 4 6 5 6 7 8
EB Left A I Ng Left
' Thru I Thru A
Right A I Right A
Peds X I Ped
WB Left ~ SB Left A
Thru I Thru A
Right I Right
Peds I Ped x x
NE Right I EB Right i
~
SB ftight I WB Right
~ I
Green 20.0 33.0 38.0
-
Yellow 3.0 3.0 3.0 `A11 Red 1.0 1.0 1.0 -
Cycle Length: 103.0 secs ~
'
VaLCTME AaJ[]STMENT WORKSHEET
f
Ad] LLStEd P~op. PrQp. I
Appr.] Mvt Flow No. Lane F1❑w Rate Left Right tl
Mavement Vaiume PHF Rate Lanes Group RTDR In Lane Grp Turns Turns
EastbQUnd
Left 142 0.75 189 1 L 189 ,
Thru d
Right 53 0.81 65 1 R 0 55
Westbound I,eft 0
Thru 0
Right D
Northbound
Left 0
Thru 329 0.83 395 1 T 39E
Right 297 0.53 471 1 R 0 471
SQutYtbound Left 387 4.83 466 1 L 456
Thru 770 0.93 828 2 T 828 ~
Right 0
_ Value entered by user.
SATURATIQN FLOW ADJUSTMENT wORKSHEET
►r/ Ideal Ad7
Le Sat f f f f f f f f f Sat
eroup Flaw W HV G P BB A LL1 RT LT Flow
"astbound Sec LT AdjILT 5at:
1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
n 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
.1estbound sec LT Adj1LT sat :
larthbound Sec LT AdjILT 5at:
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 1.000 1900
; 1900 1.000 1.000 1.000 1.000 1.000 1.04 1.00 0.850 1615
5outhbound 5ec LT Adj/LT Sat:
1904 1.000 1.000 1.000 1.000 1.000 1. 0a* 1.00 0.950 1805
' 1900 1.000 1.000 1.000 1.000 1.000 1. ap* 0.95 1.000 1.000 3510
~ CAPACITY ANALYSIS WC}RRSHEET '
Adj Adj 5at F1ow Green --Lane Group--
ipprl' Lane Flow Ftate Flow Rate Ratio Ratio Capacity v/C
.svmt Graup (v) (s) 4vls) f9/CI 4cl Ratia
;astbaund
„ri.
Sec,
,eft L 189 1805 #0. 10 0.194 354 0.54
'hru -
Right R 65 1615 0.04 0.194 314 0.21
lestbound .
Pzi.
•3ec.
~eft
Thru
'~ight
Northbound
Pri.
'Sec. ,
Left
ru T 396 1900 [].21 0.369 701 0.56
g~t ~ 471 1615 # 17.29 0.369 596 0.79
Sauthbnund
Pri.
SeG. a -
Left L 466 1805~ # 0.26 0.320 578 0.81
Thru T 828 3610; 4.23 0.320 1157 0.72
Right
5um (v/s) critical = 0.65
Lost TimelCycle, L= 9.04 sec Critical ❑Ic(X} = 0.72
LEVEL aF SERVTCE WORKSHEET
Appr1 Ratios_ Unf Prog Lane Incremental Res Lane Group Approach
Lane De1 Adj Grp Factor Del Del
Grp vIc gIC dl Fact Cap k d2 d3 Delay LOS De1ay LQS
Eastbound ,
L 0.54 0.194 37.4 1.000 354 0.14 1.7 0.0 39.1 D ,39.1 D -
R 0.21 0.194 34.8 1.004 314 0.11 0.3 0.0 35.2 D .
Westbound 'Narthbound T 0.56 0.369 25.9 1.000 701 0.16 1.1 0.0 27.0 C 27.0 C
R 0.79 0.369 29.6 1.000 596 0.34 7.5 0.0 36.5 D
Southbound L 0.81 0.320 32.1 1.000 578 0.35 8.8 0.0 40.9 D
T 0.72 0.324 30.9 1.000 1157 0.28 2.2 0.0 33.0 C 35.9 D ;
Intersection oelay = 34.8 (seclveh) Intersection LOS =C
SUPPLEMENTAL PERMITTED LT WQRKSHEET for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 103.0 sec
Actual Green Time for Lane Graup,,G
Effective Green Time for Lane Graup, g
Ogposing Effective Green Time, 9oi
. Number of Lanes in Lane Graup, N
Number of c]pposxng Lanes, No
Adjusted Left-Turn Flow Rate. Vlt
Propartion of Left Turns in c]ppasing Flaw, F1to
Adjusted flpposing Flaw Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycls: LTC=VltC13600
Oppasing F3.aw per Lane, Per Cycle: Volc=VoC13500fluo
~
]pposing Plataon Ratio. RpQ tTable 9-2 or Eqn 9-7y '
` gf=[GExp(- a * [LTC b)}]-t3, gfC=g
Oppasing 4ueue Ratio: qro=1-Rpo(go1C)
lq=(q.943Vo1C**0.752)L{qro**1.051}-t13► gqC=g
ju =g-gq if gq7=gf, =g-gf if gqCgf
i 9g'gf )I2 a n>=0
1o=1-Plto
.11* =Flt [1+{ (N-1) g1 (gf+gul'E11+4.24)7 }
~E11 (Figure 9--7 )
?12=(1-Ptho**Y1)IPlts7r E127=1,0
:min=2 (1+Plt )/g or fmin=2 (1+P1 )Ig
qdiff=max (gq-gf, 0)
`m=[gflg]+E9ufgl[11J1+Fl(E11-1)1], {min=fmin:max=1.00}
~1t=fm= [ gf Igl+gdiff [ 1l f 1+Plt (E12-1
r [gulg] [ l1 (1+Plt (E11-1 ,(mira=fmirr; max=1. 0 ) or flt= [ fm+0 . 91{N-1, } ] /N**
flt
For special case of single-lane approach oppvsed by multilane approach,
3ee text,
~ Zf P1>=1 f❑r sharecl left-turn lanes with N>1, then assume de-facto
left--turn lane and redo calcralaticans,
For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
,or specfal case of multilane apQroach opposed by single-lane approach
❑r when gf>gq, see text.
SCJPPLEMEN'TAL PERMITTED LT WORKSHEET
for shared leftsWC .
PPROACH EB WB NB SB
le Length. C 103.0 sec -
"kctual Green Time far Lane Graup, G
Ef€ective Green Time far Lane Graup, g
Jppcasing Effecta.ve Green Tiri1er ga - '
Number of Lanes in Lane Group, N
Vumber of appasing Lanes, No
Adj usted Left-Turn Flrw Rate, Vlt
PraFvrtion of Left Turras in Lane Group, Plt
Praportion crf Left Turns i.n Oppasing E'low, Plt❑
9dj uSted [7ppos iT1[3 k'low Rate, Vo
Last Time for I,ane Group, tl -
Left Turrms per Cycle: LTC=VltC/3600
Dpposing Flaw per Lane. Per Cycle: Volc-VoC/3600£luo
4pposing Plataon RatiQ. Rpo {Table 9-2 car Eqn 9-7}
gf-[Gexp(- a * (LTC b))l-t1, gf[=g
Dpposing Queue Ratip: qro=1-Rpa(galG} '
gq-(4.943Volc**0.762) G (qro**1.061)-tl]. gq<°g
gu =g-gq if gq5=gf, =g-gf if gq[gf ,
n= ~gq-gf3 12, n>=O
"Ptho=1-Plto
P1*=Plt[1+{(N-I)g/(gf+gu/El1+4.24)}) '
E11 (Figure 9-7) ,
E12=(l-Ftho**n)IPlta, E12>=1.0
in=2 (1fplt)Ig or fmin=2 (1+P3. )1q
iff=maxfg9ygf.O3
ffom=[gf/g]+[gu/g](1/~1+21(Ell-1)1], (min=fmin;max=1,.00)
Ci
flt-fm=[gflg]+gdifftlr{l+Plt(E12-1)I]
+[guI9] [lI [1+Plt (E11-1)l . [min=fmi°n:max=1<0] ar flt=[fm+0. 91{N-1} ] IN**
flt Primary
~
For special case of single-lane approach opposed by multilane approach,
see text.
* If P17=1 for shared left-turn lanes with N>1, then assume de-factQ
left-turn lane and reda calculatians.
For perrni€ted left-turns with multiple exclusive left--turn 1anes, flt=fm.
For special case of multilane apgrQach apposed by single-lane approach
or when gf>gq, see text.
SUPPLEMENT'P,L UNIFQRM DELAY WnRKSHEET
EBLT WHLT NBLT SBLT
Adj. LT Vol freran VQ1 Adjustment Worksheet, v
vIc ratzo fram Capacity Warksheet, X Primary phase effective green, g
Secondary phase effective green, gq ,
(From Supplemental Perrnitted LT Warksheet), gu ~
Cycle length, C 103.0 Red = (C-g-9q-9u). r - Arrivals: v/(3640[max(X,1.0))}. qa -
Primary ph. departures: s13600, sp
Secandary ph. departures: s(g9+gu)l(gu*3600). ss -
XPeran
XProt
XCase
Queue at begining of green arrvw. 4a
Queue at beginning af unsatu.rated green, Qu
Residual queue, Qr
Unifarm Delay, d1
DELAY1LOS WORKSHEET WITH INI'TIAL 4UEUE ,
initial Dur, Unifarm Delay Initial Final Initial Lane ,
Appr1 []nmet []nmet Queue Unmet Queue Graup , Lane ❑emand Demand Clnadj. Adj. Param. Demand Delay Delay
Group Q veh t hrs. ds d1 sec u Q veh d3 sec d sec
Eastbound
6
Westbaund
Northbound
SQUthbound
~
Intersectivn Delay 34.8 seclveh Yntersectian LOS G
-
~
HCS: Signals Release 3.1
I{;
ii
Phvne : Fax : E,-Mdll:
CIPERATIONAL ANALySIS
Intersection: 190 E8 C]FF RAMPISR902
CitylState: SPOI{ANE COUNTY
pinalyst : LINDA SALHAH Project Nv: 33912
Time Period Analyzed: 2003 EX & BKGRD AM PK HR
i7ate: 6123199 ,
EastIWest Street Name: 190 EB OFF FAMP Northl°South Street Name: SR902 V{]LUME aATA
~ Eastbaund ~ Westbound p Narthbound ~ Southbound I
~ L T R I L T R j L T R ~ L T R ~
I I I I k''
voiume 1154 57 1 252 zos 1294 505 v
PHF 10.$3 0.60 e ~ 0.75 0.73 10.73 0.78 PK 15 Val 146 24 1 1 84 74 1 101 162 -
Hi Ln Vol I i I I !
Grade I 0 I I 0 I 0 I . ~
zaeai sat e1900 1900 1900 1900 11900 1900 ParkExist 1 I I ! I
NumPark % Heavy veh IO 0 I V fl 0 10 0 I ;
Na. Lanes I 1 0 1 I d 0 0 I 0 1 1 I 1 2 0 I
LGCanfig E L R I I T R l L T I
Lane Width 112.0 12.0 1 I 12.0 12.0 112.0 12.0 ! RToR v'o 1 1 0 6 I 0 I
1
A,dj Flow 1186 95 I I 336 281 1403 647
%InSharedLn{ I I i I
Prop Turns I
NumPeds I 0 I 0 I 0. I I _
NumBus 10 0 I I Q d 10 o I
auration 1.00 Area Type: All ather areas
OPEFtF,TTNG PARAMETERS
I Eastbound I Westbound I Northbaund ~ Sauthhound I
I L "T R I L T R ~ L T R ` L T R I ~ i I I I
znit i3nmet 10.0 0.0 I I 0.0 0.0 10.0 0.0 I
Arriv. Typa13 3 I 4 3 3 13 3 1 `
i
rnit Ext. 13.0 3.0 1 ~ 3.0 3.0 13.0 3.0
~
' Fact❑x 1 1.000 1- ~ 2.000 1 1.000
Lost Time I2.0 2.0 I I 2.0 2.0, 12.0 2.0 ~
;xt of g 12-0 2.0 I } 2.0 2.0 12.0 2.0
led Min g I 0-0 I I 0,0 4 0,0 1
PHASE DA'TA
Phase Combination 1 2 3 41 5 6 7 8
;S Left A I NB Left
Thru ' I Thru A
Right A I Rignt A
~ Peds X I PeCI
rIB Left ~ SB Left A
Thru ~ Thru A _
- ' Right ~ Right
Peds I Ped X H _dB Right ~ EB Right
I
;B Right ~ WB Ftight
1 -
I
;reen 20. 0 33.0 38.0
Cellow 3.0 3.0 3.0
All Red 1.0 1.0 1.0
~le Length: 103.0 secs .
VOLL3ME ADJUSTMENT WORKSHEET
Adjusted Frop. Prop.
'kppr. / Mvt Flow No. Lane Flow Rate Left Right
doveme~t Volume PHF Rate Lanes Graup RTOR In Lane Grp Turns Turns
Eastbound .
Left 154 0.83 185 1 L 186
Thru a .
Right 57 0.50 95 1 R 0 95
6estbound _ -
Left o
Tnru - a
Right - a -
Northbound -
Left 0
Thru 252 0.75 336 T 336
Right 205 0.73 281 1 R 0 281
Southbaund
Left 294 0.73 403 1 L 403
Thru 505 0.78 647 2 T 647 ~ Right 0
* Value entered ay user,
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr1 Ideal Adj
Lane Sat f f f f f f f f f Sat
faroup Flow W HV G P B$ A LLT RT LT F1Dw
Eastbourrd Sec LT Adj ILT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1805
R 1940 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1515
Westbound Sec LT Adj/LT 5at:
Northbaund 5ec LT Ad31LT 5at: ,
T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 1.000 1900 '-R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615 _
Southbound . Sec LT AdjILT 5at. ,
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 00* 0.95 1.000 1.000 3610,
CA,PACITY ANALYSIS W4RK5HEET
Adj Adj Sat Flaw Green --Lane Group--
Appr/ Lane Flvw Rate Flow Rate Ratia Rati❑ Capacity vlc ,
Mvmt Group (v) (s) tvls7 (9/C) (c) Ratio '
EastbDUnd
Pri. - , ,
SeC.
Left L 186 1845 #0.10 0.194 350 0.53
2hru
Right R 95 1615 0.06 0.194 314 0.30
westbaund Pri. , -
SeC.
Left '
Thru -
Right
Narthbflund
Pri.
Sec.
Left
Thru T 336 1900 4 0.18 0.369 701 0.48
Rignt R 281 1615 0.17 0.369 596 0.47
~
;outhbound
"ri.
Sec,
.eft L 403 1805 # 0.22 0.320 578 0.70
"hru T 647 3610 0.18 0.320 1157 0.56
fht
SL1I[t (V'S ) Grlt'1Cc1l _ 0.50
Lost TimeiCycle. L= 9.(][] sec Critical vIc(X) = 0.55
LEVEL C)F SERVICE WORI{SHEET
71ppr/ Ratios LTnf Prvg Lane Incremental Res Lane Group Appraach
,ane Del Adj Grp Factor I]el ❑el
-.;rp Wc g1C d1 Fact Cap k d2 d3 Delay LaS Delay L❑S
aastbvund _
, 0.53 0.194 37.3 1.000 350 0.13 1.6 0.0 38.9 Q
38.9 D
-t 0.30 0,194 35.5 1.000 314 0.11 0.5 0.0 36.1 a
We stbound
lorthbound
0.48 0.369 24.5 1.000 701 0.11 D.5 0,0 25.4 C 25.4 C
0.47 0.369 24.8 1.000 596 0.11 0.6 0. 0 25.4 G
9outhbound
, 0.70 0.320 30.6 1.000 576 0.26 3.8 0.0 34.4 C
~ [}.55 0,320 29.0 1.000 1157 0.16 0.6 0.0 29.6 C 31.9 C
Intersection Qe1ay = 30.5 [seclveh) Intersectiara LaS =C
SCJPPLEM£NTAL PERMTTTED LT 'W'CJPKSHEET
€or exclusive lefts
APPRC}ACH EH W'B NB SE
:ycle Length, C 103.0 sec
kct,ual Green Time far Lane Gxoup, G
Effective Green Time for Lane Group, 9
Ipposing Effective Green Time, go
fumber of Lanes in Lane Group. N
iiumber of Opposing Lanes, Na
.idjusted Left-Turn Flow Rate, V1t
,Praportion vf Le£t Turns in opposing Flaw, Plto
-Adjusted Qpposing Flow Rate, Vo
st Time far Lane Group, tl
ft Turtls per Cycle: LTC=VltCI3600
,on"pasing Flow ger Lane, Per Cycle: Volc=VaC13600fluQ
Opgosing Platvon Ratio, RpQ {Tab1~~' 9-2 or Eqn 9-7}
gf=[Gexp(- a * (LTC b)a]-tl, 9fiC=g
Opposing Queue Ratio; qro=l-Rpo(gvlC)
gq=(4,943Va1e**0.762)[(9ro**1.061)1-tlj. 9q<=q
gu =g-gq if gq3=gf, =g-gf if gqzgf
n= (9q-gf)12, na-fl ~
Pthv =1-Plto
P1*=Plt [1+{ (N-1)g/ (gf+ge.zlE1l+4 .24 )y J
E11 (eigure 9-7)
E12=(1-Pthv**n)IPlto. E12>=1.0
fmin=2 { 1+p1t} /g ar fmin=2 (1+P1)1"g
gdiff=max (gq-gf. 4) -
fm=[9f/g]+[gu19] [l1'{I+P1(E11-1) }}r (min=fmirr:max-1.00)
flt=fm- fgflgl+gdi.ff {l1 { 1+P1t(El2-1)} ]
+[9u/gl[11 ~~+Plt(El1-1) l.{ma.n=fmin:max=1. 0} or flt=[fm+4. 91. (N-I)] IN**
fit
For special case of single-lane approach opposed by multilane approach,
see text.
*If P1>-1 for shared leftRturn lanes with N>1, then assume de-facta
1eft-turn Zane and redo calculations.
For permgtted left-tu.rns with multiple exclusive left-turn lanes, flt=fm.
Fvr special case of multilane approach opposed by single-lane approacta
or when gf39q► see text.
SUPFLEMENTAL PERMlTTEI] L'I" WDRKSHEE'F ,
for shared lefts
APPRQAGH EB WB NB SB = C:]7Cl~.' Let7gthr C 103.0 SEC -
F4ctual Green Time for Lane Group, G -
Effective Gxeen Time far Lane Grrup, g C3ppflsing Effective Green Time, g❑ . '
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No ,
Adjusted Left-Turn Flow hate■ V1t ,
Prapartion of Left Turns in Larae Graup, P1t
Prapaartion of Left Turns in Opposing F1.ow, Plta
Adjusted OppQSing Flow Ratet Vo ~
Last Time for Lane G.rvup, tl
Left Turns per Cycle: LTC=VltC/3600
Qppvsing FI.ow per Lane, Per Cycle: Volc=VaC13600f1uo
Opposing Platoan Ratio, R.po (Table 9-2 or Eqn 9-7 )
gf= [Gexp a * (LTC b)) ] -tl, gfC=g
❑ppasing Queue Ratio: qra=l-Rpo (go/C)
gq= (4. 943Vo1c**0.762)[ (qro**1. 051)-tl], gqC=g
gu =g-gq if gq>=gf, =g-gf i£ gq<gf
n=(gq-gf)12, n>=0
Ftho=1-Plto
Pl*=Plt[1+{{N-1}gl(gf+gulEl1+4.24}))
E11 (Figure 9-7)
E12=(1-Ptha**n)1P1to, E12>-1.Q
fmin-2 (l+plt)]g or fmin=2 (1+P1 )1g
gdiff=max (gq-gf. O)
~
frn=EgfIq] +Lqufgj[lI{l+P1 (E17L-1)} ] . (min=fmi.n;rnax=1. aa)
lt=frn= [gtlg] +9diff [11 { 1+P1t (E12-1)} ]
[gu/9 ] [ 11 41+P1t(E11-1 . (min=fmin: max=1. ~ ) or f lt= [ fm+Q . 91 (N-1)] rN**
flt Primary
-special case of single-lane approach opposed by multilane approach,
: text.
If Pl>=l for shared left-turn l.anes with N>1, then assume de-facto
left-turn lane and reda calculations.
Far permitted left-turns with multiple exclusive left-turn lanes, flt=fm,
'ar speeial case caf multilane approach apposed by sinqle-lane approach
-ir when gfagq, see text.
SUP PLEMENTAI, UN I FORM DELAY WC7RKSHEET
EBLT WBLT NBLT SBLT
►dj. LT Vol from Vol Adjustment Worksheet, v
r/c ratio from Capacity WorkSheet, X
Primary phase effective qreen, g
,ecandary phase effective greenr gq
;Fxam Supplemental Permitted LT Worksheet). gu
Cycle length. C 103.0 Red = (C-g-q9-gu) .r
►rrivals: v1(3600(max(X,1.0))y. ga
,rimary ph. departures. s136(]0r sp
Secondary ph. d'epaztures: s(g4+gu)1'(9u*3600), ss ".Perm
;Prot -
aCCase
lwsidual ue at be~gining vf r~reen arraw, Qa
ue a~t beginning of unsaturated green, i~u
queue, Qr -
FJnifarm Delay, dl
DEI,AYILC3S WORKSHEET WI'I"H INITIAL QUEU£
Initial Dur. Uniforzn Delay Initfal Final Initial Lane
3pprf Unanet [3nmet Queue Unmet Queue Group
Lane Demand Dernand Clnadj. Adj. Param. Demand Delay Delay
t hrs. ds d1 sec u Q veh d3 sec d sec
'rvup Q veh
Eastbound
le stbrsund
Narthbound
■Southbound
Intersectian Delay 30.5 +Iseclveh Intersection LOS C
i
HCS: [dnsigaialized Interasctian Aelease 3.1
TWO-WAY STOP CONTROL(TW3C) FcLdALYSIS
Analyst : I,INi}A SALHAIi
- eraeetion: SR90 ES [3F'P AAA7P/SR902
LnG Date: 1999
ie Period: PM PIC HR
xnter$ection orientation: North-Svuth YyYajor St.
Vehiete Volume Data:
Movements: 2 3 4 s 10 12
-----_r--------------°°--------___--_------------___°------------°_----------------------------
Volume: 70 79 197 141 72 13
HFR: 84 125 237 152 36 15
- PHF: 0.83 0.63 0.83 0.93 4.75 0.81
PITa: 0.00 o.❑a 0.00 0.00 0.00 ❑.na
Pedestrian Volume Data:
Movemsaats:
Flow:
Zana wicith:
Wa13e speed;
t E3ockage;
Mediarl Type : NQne
of vehicles: 6
~ Flarsd appraach Mvvements:
yf vehieles : Eastbouns~ 0
# af vshicles i Westbvund 0
Lane usage for movaments 1,2&3 aggroaoh:
Lane I Lane 2 Lane 3
L T R L~ T R L T }2
N Y Y I$ 13' N N N N
Cksannela zed: N
Grads: 0.00
Lane usage for moVements 4,5&6 apgroackl: -
Lane l Lane 2 Lane 3
L T Fi L T R L T R
Y Y N N Id N PT Id N
'
Charanelized. N
Grade: 0.00
Lane usage for movementa 7,8&9 apprvach:
LanE 1 LznB 2 Lane 3
L T Fi. L T R L T R
2+T A1 N id N N N 2d
aruzelized: N
ade : 0.00
~
Lana usage far movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T Ft L T R
BexPM
HCS: Unsignalized Intersection Release 3.1 ~
TWO-WAY STOP CONTROL(TWSC) ANALY5I5
Analyst: LINDA SALHAH
Intersection: SR90 EB OFF f7,AMP1SR902
Count Date: 1999
Time Perivd: PM PK HR
Intersection Orientation: North-South Majar St.
Vehicle VQlume aata:
Mavements: 2 3 4 5 10 12
------___-s_-------------_-__-_-----------_-_______o--___-_-__--------
Valume: 70 79 197 141 72 13
xFR: 84 125 237 152 96 16 -
PHF: 0.83 0.63 0.83 0.93 0.75 0.81 ,
~
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
4--------------------------------------------------------------------- ~
Flow:
Lane width: -
Walk speed. ,
% Blackage:
Median Type: None
# of vehicles: 0
Flared approach Movements: i
# of vehic1es: Eastbound 0
# ❑f vehicles: Westbound 0 Lane usage for movements 1,2&3 apprQach:
Lane 1 Lane 2 Lane 3
Page 1
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L T R L T fi L T
R
- N Y Y N N N N N
N
Channelized: N
Grade : 0.00
Lane usaqe far movemenics 4.5&6 appxoach:
- Lane 1 Larse 2 I,ane 3
L T R L T R L T
R
Y Y N N N N N N
N
Channelized: N
Grade: 0.00
~ Lane usage for movements 7.8&9 approach:
Lane i Lane 2 Lane 3
L T R L 'I R L T
R
N N N N N N lV N
N
Channelized: N
Grade . 0.00
Lane usage for mavements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
Y N Y N N N N N
N
Channelized: N
- Grade: 0.00
~ Page 2
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Data for Computing Effect of ilelay ta Major Street Vehicles:
Northbound.
SautYrbvund
Shared ln volume, majQr th vehicles: fl
141
Shared ln volume, major rt vehicles: 0
0 ;
Sat flow rate, majar th vehicles: 1700 !
1700
Sat flvw rate, major rt vehicles: 1700
1700
Number af ma~vr street thrvugh lanes: 1
1
I
Length of study period, hrs: 1.00
__-__-----r--__Rr--------- ,
Wvrksheet 4 Critical Gap ~nd Follaw-up time calculation. '
Critical Gap Calculations: -
'
Maveanent 4 10 12
t c,base 9.1 7.1 5.2 -
_
t c. hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00 . -
t c,g 0.2 0.1
G 0.00 0.00 [}.00
t 311t 0.0 0.7 0.0 -t c,T: ~
'
I stage 0.00 0.00 0.00
tc
1 stage 4.1 6.9 6.2
Follow Llp Time Calculations :
Movement 4 10 12
t f,base 2.2 3.5 3.3
Fage 3
~
BexPM
t f,HV 0.9 0.9 0.9
F MV 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 5 Impedance and capacity equations
Steg 1: RT from Minor St. 9 12
~ Conflicting Flows 152
Potential Capacity 900
Pedestrian Impedance Factor 1.00
Mpvement Capacity 900
Probability of ¢ueue free St. 0.98
Step 2: LT from Major St. 4 1
Conflicting Flaws 210
~ Patential Capacity 1373
Fedestrian Impedance Factor 1•00
Movement Gapacity 1373
Probability of Queue free St. 0.83.
Maj. L Shared ln. Prvb. Queue Free St. 0.81
Step 4: LT from Minor St. 7 10
CaRflicting Flaws 773
Potential Capacity 374
Pedestraan Impedance Factor 1.00
Maj. L, Min T Impedance faCtbr 0•81
Maj. L, Min T Adj. Imp Factor. 0.85
Cap. Adj. faGtor due to Impeding mvmnt 0.86
Movement Capacity 316
Worksheet 8 Shared Lane Calculations
- Shared Lane Calculations
Page 4
f
~ BexPM
Mvvement 7 8 9 10 11 '
12
~ dl------
------I
~ II
I
I 19
I
v(vph) 96
15 -
Movement Capacity 316 ,
90f]
Shared Lane Capaci'ty 349
Worksheet 10 delay, queue length, and LOS -
Movement 1 4 7 8 9 10 11
12 ' -----------------__-____-T ~
I II------
~
V II
~ v(vph) 237 112 C m(vph) 1373
;vAc 0.17 0.32
95% queue length
Contral l7elay 8.2 20.2
LOS ~ A C
Appraach Delay 20.2
Approach LaS C
Page 5
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, Worksheet 11 Shared-Majar LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
g Qj 1.00 0.83
V i1 0 141
- U i2 0 0
S i1 1700 . 1700
S i2 1700 1700
P* oj 1.00 0.81
❑ maj left 4.0 8.2
N number major st lanes 1 1
Delay, rank I ntvrnts 0.0 1.5
~
~ Fage 6
HCS: Unsignalised Intarsaction~iRelease 3.1
1
TSap-'F1AY STaP CQN'Pfi4L (TFISC) ANALYSIS
Ana1yst: LYPPAA SALHAH
~
Intersection: SR90 Es 0FF RAMP/sR502
Caunt nate: 1999
Time Period: AM Px IiR
Yntereectian Orientation: NorCh-Scauth Majvr St.
Vehmcle Valume Data;
MCsvemenCs: 2 3 4 5 la 12
Vpluma: 90 67 208 106 73 12
HFR: 120 92 285 136 88 20
pHF: 0.75 0.73 0.73 0.78 0.83 0.60
PHV: o.o❑ 0.00 0.00 0.00 0.00 0.00
Pedestrian Vviume nata:
MovemenCs:
FYow:
Lane wid Ch : ;
Walk speed: '
t 91oc3cage :
Median Tyge : Nane ~
# of vehiclea: a ~
Flarad apprnach Movsmerrta:
# vE vehiclas: Eastbound 0 ~
# of vehicles c west}aou:xd ❑
Iane usage for Tavvements 1,20 approach:
Lane 1 Lar1e 2 Lane 3
L T R I, T R L T R
---..o..---------------s..n--------____--°_-_-_°--------------------°------------------------------
N Y Y P7 N N N Ai N ~
(,'r3aL3I1$l1.ZQd: N
Grade: 0.00
Lane usage far movements 4,5&6 apprQach: I
Lane 1 Lane 2 Lane 3 ,
L T R L T R L T R I
Y Y N N td N td N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
F,721H 1 Lr3nE 2 Lane 3
L T R L T 12 L T R -
eP_--------__°------------------------------._F-------------------__-__--------------------,s.._
N N id' N N N N 3+1 N
C'harsnelized: A8
Graae: 0.00
~
Lane usage for movements 10,11&12 apgroach:
Lane 1 Lane Z Lane 3
L T R L T R L T FL
BexAN1
HCS : Unsignalized Intersection Release 3.1
TG+TCJ-WAY STOP CC1NTFtOL (TWSC) ANALYSIS -
Analyst: LINL]A SALHAH '
Intersection: SR90 EB OFF RAMP1SR902
Count Date: 1999
Time Period: AM PK HR
Intersection arientatian: North-South Major 5t.
Vehicle Volume Data:
Mavements: 2 3 4 5 lp 12 ,
Volu€ne: 90 67 208 106 73 12
HFR: 120 92 285 136 88 20
PHF: 0.75 0.73 0.73 0.7$ 0.83 0.60
PHV: 0.00 0.00 0,00 0.00 0.00 0.00
~ -------__a------_-_------_ _
Pedestrian Valume Data.
Movements: -
Flows
Lane width: -
Walk speed:
% B1.cackage: Median Type: None
# of vehicles:
Flared approach Mavements :
# caf vehicles: Eastbaund 0
# of vehicles : Westbound 0
Lane usage for movements 1t2&3 approach:
Lane I Lane 2 Lane 3
Page 1
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BexAM
L T R L "I' R L T
R---------------------------w____-------------___--_-___-----_-_------- ~
N Y Y N N N N N
N
Channelized: N
Grade : 0.00
Lane usage for mavements 4,5&6 approach: -
Lane 1 Lane 2 Lane 3
L T R L T F~ L T
R '
Y Y N N N N 1V IV
N ~
Channelized: N -
Grade: 0.00
i
Lane usage for mavements 7, 8&9 approach: ~
Lane 1 Lane 2 Lane 3
L T R L T ft L T
R '
N IV N N N N N N -N ~
Charanelized: N Grade: 0.00
~
i
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R ~
Y N 7C N N N N N
N
Channelized: N
Grade: 0.00
Page 2
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BexAM
~
Data for Camputing Effect of Delay to Major Street Vehicles:
Northbound
Sduthbound
Snared ln volume, major th vehicles: 0
105
Shared ln volume, major rt vehicles: d
a
Sat flow rate, major th vehaeles: 1700
17CfIJ
Sat flow rate, major rt vehicles: 170(}
1700
_ Numbear af major street thrvugh lanes: 1
1 '
Length of study period, hrs : 1,00
Wmrksheet 4 Critical Gap and Foilaw-up time calculation.
Cra.tical Gap Calculatians:
Movement 4 10 12
t c. base 4.1 7.1 6.2
t c.hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c, T:
1 Stage 0.00 0.00 0.00
tG
1 stage 4.1 6.4 6.2
FolIow iJp Time Calculations :
MQvement 4 10 12
t f,base 2.2 3.5 3.3
Page 3
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i ~e xANM
t f,HV 0.9 0.9 0.9
P hv 0.00 0.04 0.00
t f 2.2 3.5 3.3 ~
Warksheet G ImpedanGe and capacity equations
5tep 1: RT from Minor St. 9 12
Ganflicting Flvws 136
Patential Capacity 91$
Pedestrian Impedance Factor 1.00
Movement Capacity 918
Probability of Queue free St. 0•9$
5tep 2: L,T fxvm Major St. 4 ~
Conflicting F1ows 212
Potential Capacity 1371
~
Pedestrian Impedance Factor 1.00
Movement Capacity 1371
Probability af Queue tree St. 0-79 _
Maj. L Shared in. Prab. Queue Free St. 0.78 ,
Step 4: LT from Minar St. 7 10
Canflicting Flows 872
i
Potential Capacity 324 -
Pedestrian Impedance Factor 1-00
Maj. L, Min TImpedance factor 0•7$
Maj. L. Min T Adj. Imp Factor. 0.83
Cap. Adj. factor due to Impeding mvmnt 0.83
Movement Capacity 269
Warksheet 8 Shared Lane Calculations
Shared Lane Calculations
Fage 4
~
SexANT
Movement 7 8 9 10 11
I, _-_,-~~-------_______--------------------------_--____-_____o___-__r,_
- I II--°--~
- I II
I
I II
I
v(vph) 88
' 20
Movement Capacity 269
918
Shared Lane Capacity 309
Worksheet 10 delay, queue length, and L[7S
Movement 1 A 7 8 9 10 11
12
= g--------_-m_--------___------------w-----------_-___------,_--_-------
~ ~ ~ ---,a
I II
I
I II
~
v (vPh) 285 108
C m[vph) 1371
v]c 0.21 0.35
95% queue length
Control Delay 8.3 22.9
LO5 A C
Approach ❑elay 22.9
Approach LOS c
Page 5
II BexAM
WarksYreet 11 Shared Majoz LT Impedance and Delay
Rank 1 DelaY +Calculations ~
Movement 2 5
P oj 1.00 0.79
v i1 0 146
V i2 d a
s il 1700 1700
S i2 1700 1700
p* pj 1.00 0,78
D maj left 0,0 8.3
N numher major st lanes 1 1 ;
,
oelay, rank 1 mvmts 0.[} 1.8
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, Hayfgrd Rd. l Aerv Rd.
_ Capaeity Analysis
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HCS: Signals Release 3.1
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OPERATTONAL ANALYSIS
,ntersection: HAYFORD RD./ AERO RD.
CitylState: SPOKANE COUNTY
~nalyst: LINDA SALHAH
- ?roject No: 33912
Time Period Analyzed: 2003 aUTLdDUT PM PK HR
)ate: 6124199
'astlWest Street Name: HALLET RQ.l HAYFORD RD.
NarthlSouth Street Name. SR9021 AERO RD,
VOLUME DATA
I Eastbound lWesthaund ~ Northbound I Southbaund I
~ L T R ~ L T R IL T R IL T R I
I ~ I I I
alume 1455 3 10 10 6 163 12 98 3 1114 99 296 ~
10.75 0.75 0.90 10.90 0.50 0.55 10.25 0.94 0.38 10,96 0.59 O.85 I
15 Val 1152 1 3 ~ 3 79 12 26 2 130 42 87 I
-°ii Ln Va1 I I I I I
~ Grade I 0 I a I 0 I 0 I
I
Ideas sat 11900 1900 11900 1900 I 1900 ! 1900 1900
parkExist 4 I i ~ I
4umPark ~ I 1 I ~
~ Heavy vehla 0 0 10 Q 0 10 0 4 10 0 0 I
No. Lanes f 1 1 0 I 1 1 0 I 0 1 0 I 0 1- 1 I
1,GConfig I L Tk I L TR I LTR I LT Ft f
L,ane Width 612.0 12,0 112.0 12.0 G 12.0 I 12,0 12,0 I
RTOR Val 9 0 1 a I ❑ I 0 I
I
kd) F'low 1607 15 10 308 I 120 I 287 348
6InSharedLnl I I I ~
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Prop Turns S 0.73 t 0.96 10.07 0.07 10.41
vumPeds I Q ~ 0 0 A D I
qumBu s 10 0 10 0 I a 1 Q 0 I
Duratian 1.00 Area Type: All other areas
OPERATING PARAMETERS
~ Eastbaund ~ Westlaound ~ 1Vorthbaund I Southbound '
~ L T R ~ L T €t 1 L T R I L T R 1
6 I I 4 I
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Unmet 10.0 0.0 10.0 0.0 ~ 0,0 ~ o.+o 0.0
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Abrriv. TxPe13 3 13 3 ~ 3 3 3
Unit Ext. 13.0 3.0 53.0 i3.0 I 3.0 I 3.0 3.0
I
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rFactQr 1 1.000 1 1.000 ~ 1.000 i 1.000
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LoSt Time 12.0 2.0 12.0 2.0 ~ 2.0 ~ 2.0 2.0
Ext of q 12.0 2.0 12.0 2.0 I 2.0 ~ 2.0 2.0 I
Ped Min g I 0.0 I 1,0.0 k 0.0 ~ 0.0 I
FHASE DATA
Phase Comhination 1 2 3 4 ~ 5 6 7 B ~
EB Left A ~ NB Left A
Thru A ~ Thru A
Right A I Right A
Peds x I Ped x
WB Left A A SB Left A
Thru A ~ Thru A
Right A 0 Right A
Peds X I Ped x
NB Right I EB Rzght
I -
SB Right l WB Right
3
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Green 40,0 10.0 40.0
Yeliow 3.0 3.0 3.0
Ali Red 1.0 1.0 1.0
Cycle Length: 102.0 secs !
VOLCINIE ADJUSTMENT WORKSHEET
Ad3usted Prop. Prop.
Appr.1 Mvt F].ow No. Lane Flow Rate Left Right
Movement V'olume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbvund
Left 455 0.75 607 1 L 607
Thrra 3 0.75 4 1 TR 15 0.73
Right 10 0.90 11 0
Westbound
Le ft 0 0.90 D 1 7G 0
TYcru 6 0.50 12 1 TA 308 (].96
Right 163 0.55 296 Q, 0
Northbnund
Left 2 0.25 8 0
Thru 98 0.94 104 1 LTR 120 0.07 0.07
Ra,ght 3 0.38 8 0 0
Southbvund
Left 114 0.96 119 d
Thru 99 0.59 168 1 LT 287 0.41 ~
Rzght 296 0.85 348 1 R 0 348
11~
r Value entered by user.
SATURATION FLQW ADJUSTMENT WORKSHEET
r1 ideal AdJ
Ve Sat f f f f f f f f f Sat
roup Flow W HV G P BB A LU RT LT Flow
-astbflund Sec LT Adj1LT Sat: 1 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.04 0.950 1845
a'R 1900 1.000 1.000 1.000 1.000 1,000 1.00 1.00 0.890 1.000 1691
viestb4und Sec LT Adj1LT 5at:
T~ 1900 1.000 1.000 1.000 1.000 1.000 1.40 1.00 0.950 1805
' CR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.855 1.000 1626
aorthbvund Sec LT Ad]fLT Sat:
LTR 1900 1.000 1.000 1.400 1.000 1,000 1.00 1.00 0,891 0.982 1662
Sauthbound Sec LT AdafLT Sat:
tT 1900 1.000 1.000 1.000 1,000 1.000 1.00 1.00 1.000 0.804 1525
R 1900 1.000 1.000 1.000 1,040 1.000 1.00 1.00 0.850 1615
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CAPACITY ANALYSIS WDRKSHEET
Adj Ad3 Sat Flvw Green --Lane Group—
kppr] Lane Flaw Rate Flow Rate Ratio Ratia Capacity v]c
Avmt Graup (v) (s) (vIs) {g/C) 4c3 Ratim
~,astbound
Pri.
Sec.
~eft L 607 1805 # 0.34 0.392 708 0.86
rhru TR 15 1691 0.(}1 0.392 663 0.02
Rxght
nlestbound
Fri.
SeC.
Left L 0 1805 0.00 0.098 177 0.00
Thru TR 308 15e6 # 0.19 0.098 159 1.94
Right
Ne rthbound
Pri.
SeC.
Left
ru LTR 120 16E2 0.07 0.392 652 0.18
ioght
Southbaund
Pr1. ,
5ec.
Left ~
Thru LT 287 15280.19 0.392 599 0.48
Right R 348 1615 #k 0.22 0.392 633 0.55
Sum (vls) critical = 0.74 ~
Lost TimelCycle, L= 9.00 sec Critical vIc{X) -0.81
LEVEL OF SERVTCE WORKSHEET
P,ppr/ Ratios Unf Prog Lane Inerernental, Res Lane Group Approach
Lane Del Adj Grp Faetor De1 Del
Grp v1c grC dl Fact Cap k d2 d3 Delay Las Delay Los
Eastbaund
L 0.86 0.392 28.4 1.000 708 0.39 11.4 4.0 39.8 D
TR 0.02 0.392 19.0 1.000 663 0.11 0.0 0.0 19.0 B 39.3 o
West33vund
I, 0.00 0.098 41.5 1.000 177 0.11 0.0 0,0 41.5 D
TR 1.94 0.098 46.0 1.000 159 4.50 0.0
Narthbound ~
LTR 0.18 0.392 20.3 1.600 652 0.11 0.1 0.0 20.4 C 20.4 C
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Southbound
LT 0.48 0,392 23.2 1.000 599 0.11 0.6 0.0 23.8 C 23.8 C
R 0.55 0. 392 24.0 1.000 633 0.15 1.0 0.0 25.1 G ~
Yntersection T]elay ~ 32.8 (seclveh) Intersection LpS ~C
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SUPPLEMENTA7L PbFRMIIT'I'ED LT WOFtKSHEET
ftir exclusive lefts -
APPRC)P,GH ES WB NB SB
Cyc1e Length, C 102 . 0 seC
Actual Green Time for Lane Group, G
Effective Green Tzme far Lane Grorap, 9
appasing Effective Green Time, ga
Number of Lanes irs Lane Group, N
Number ❑f Opposing Lanes, No
Adjusted Left-Turn F1Dw Rate, Vlt
Proportion of Left Turns in Oppasa.ng Flow, Pltca
Adjusted Opposing Flow Rate, Vo
Last Time far Lane Graup, tl
Left Turns per Cycle: LTC=V1tC13600
Opposing Flow per Lane, Per Cycle: Vo1c=VoC13500f1,ua
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>pposing Platvon Rativ. Rpa (Table 9-2 or Eqn 9-7)
jf=[Gexp4- a * (LTC b)3I°tl, gfC=g
opposing Queue RatiQ: qro=l-Rpo(go/C)
fq=(4.993Volc**0.762)[(qxa**1.061)°tl]. 9q<-g
ju =g-gq if gq7=gf, =g-gf if gqCgf
gq-gf7l2, n>=O
ia=1-P1tQ
~i*=Plt[l+{(N-l)9/4gf+gu1E11+4.24y)}
E1l (Figure 9-7)
,12=(I-Ptho**n)]Plto, E12>=1,0
min=2 (l+Pit )Ig ar fmin=2 {1+Pl} 1q
tjdsff=max (9q-gf . 0)
&m=[gflg]+[gulg][l1{1+FI(E11-1) }l► (man=fmin;max=1.04)
1t=fm={gfJg]+gdiff[1l11+Plt(El2-1)))
~Ccju1gl [11 (I+Flt (El1-1) l. (min-fmYn,max=1. Cl) or flt=(fm+0.91 (NsI) ] 1N**
flt
For special case of single-lane approach apposed by multilane approach.
;ee text.
~ If P1>=1 for shared left-turn lanes with N>1, then assume de-factp
left-turn lane and redo calculations.
For permittcd left-turns with anultiple escclusive left-turn lanes, flt=fm.
z'or special case of multilanc approach appesed by single-lane appraach
Qr when gf>gq, see tex't.
SUPPLEMENTAL PERMITTED LT W[]RKSHEET
for shared lefts
~
~PPROACH EB WH NB SH
:Te Length, C 102 . 0 sec
'~ctual Green "Time fflr Lane Group, G 40.0 40.0
;ffective Green Time for Lane Grvup, g 40.00 40.00
Jppasing Ef fective Green Time, ga 40.0 40.0
Number of Lanes in Lane Gxoup. N 1 1
4umber of Oppasing Lanes, N0 1 1
Atijusted Left-Turn Flow Rate. Vlt 8 119
Propartion of Left Turns in Lane Graup. Plt 0.07 0.41
PrapartiQn of Left Turns in Opposing F1ow, Plto 0.41 0.07
Rd]usted Opposing Flow Rate, Va 287 120
Last ~ime far Lane Group, t1 3.00 3.00
Left Turns per Cycle. LTC=U1tG1360[] 0.23 3.37
Dpposinq Flow per Lane, Per Cycle: Vo7.c=VoC/3500fluo 8.13 3.40
Opposing Platoon Ratio, Rpo (Table 9-2 csr Eqn 9-7 ) 1.(]0 1.00
gfw [Gexp a * [LTC b] )]-tl. gf[=g 26.5 3.3
Dpposing Queue Ftatio : qro=1-Rpo(go1"C) 0.61 0.61
gq={4.943Vo1c**0.752)f(qro**1.061}-tl]. 9qC=g 11.39 4.41
gu =g-gq zf gq>=gfi, -g-gf if gq<gf 13.49 35.59
n=(gq-gf)12, n7=0 0.00 0.55
Ptho=1.-Plto 0.59 0.93
Pl*=!Plt. [ l+ { (N-l)g1 (9f+gra/E11+4 . 24 ) 0.07 0.41
E11 (F~gure 9-7 ) 1.86 1.56
E12- (1-Ftho**n)1Pltv, E12]=1. Q 1.00 1.00
in=2 (1+Flt )1g or fman=2(1+P1 )1g 0.05 0.07
iff=max(gq-gfr Q) 0.[}4 1.10
lf*m=[gf/gl+[gu/glfl/(l+Pl(Ell-1)1], (min=frnin, max=1. 00) 0.96 0.80
flt=fm=[gf1gl+gdiff[1111+Plt(E12-1)}y
+[gu/g][11[1+Plt(El1-1)l,(min=fmin.max=1.0} or f1t=[fm+0.91(N-1)JIN**
flt Primary i 0.982 0.804
For special case of single-lane appraach opposed by multilane appraach,
see text,
* If P1>=1 for shared left°turn lanes with N>1, then assume de-facto
left-turn 1ane and redo calculatians.
Far permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane appxoach
or when gf>gq, see text.
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT wBLT NBLT SBLT
AdJ. LT Vol from Vol Adjustment Worxsheet, v
v1c ratio from Capacity Worksheet, X
Primary phase effective green, g
5ecvndary phase effective green, gq
(From Supplemental Permitted LT Worksheet), gu
Cycle length, C 102.0 Red =(C-9°99-gu)• r
Arrivals: v1(3600(max(X.1.0))3, qa
Primary ph. departures: s13600, sp
Secandary ph. departures: sdgq+guyl(9u*3600), ss
XPerm
XPrat
XCase
Queue at begining of green arrow. Qa
Queue at beginning of umsaturated green, Qu ~
RE51dUa1 qUeue, Qr
❑nifarm Delay, d1
DELAY/LOS W❑RKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform De1ay Initial Final Initial Lane
Appr1 Urjmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj. Ada. Param. Demand De1ay Delay
Group 4 veh t hrs, ds dl sec u Q ❑eh d3 sec d sec
EastbQund
Westbvund 'Northbaund
Sauthbound
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Intersection Delay 32.8 seclveh Tntersection LOS C
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HCS: Signals Release 3.1
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QFERATIONAL ANP,LYSIS
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Ini HAYFaRD RD,/ AERO RD.
Cii 5P[JI{ANE CCJUNTY -
Ana-ryo-4:Y LINDA SALHAH
Project No: 33912
Time Perzdd Analyzed: 2003 BUILDO[]T AM PK HR
l7ate: 6I24199
East/GuTeSt Street Name : HALLET RI3. 1 HAYFt)R❑ RQ.
NarthJSouth Street Name: SR9021 AERO RD,
_ VfJLfJME QATA
~ Eastbound I Westbound ~ Northbound I 5outhbound I
~ L T R IL T R lL T R ~ L T R ~
I I 4 I I
Volume 1449 4 1 12 Z 77 19 81 1 0377 72 155 I
FHF 10,81 0.90 0.25 10.50 0.50 0.71 10.25 0.64 0.25 10.67 0.75 0.88 PK 15 Vol 1139 0 1 11 1 27 19 32 1 1141 24 47 ~
Ri Ln vol I I I I I
% Grade I 0 1 0 I 0 I o 4
f
rdeal sat I1900 1900 I1900 1900 ~ 1900 ~ 1900 1900
ParkExist I I d d 1
NumPark ~ I I I 1
% Heavy ven1O o a lo 0 D la o o 10 a 0 I
Na. Lanes 1 1 0 1 1 1 a 1 0 i o 1 o x i c
LGConfig I L TR I L TR ~ LTR ~ LT R I
Lane width 112.0 12.0 112,0 12.0 1 12.0 I 12.0 12.0 I
RmOR Vol 1 0 I 0 I D I 0 I
Adj Flow 1554 4 14 112 ~ 167 I 659 188
I
%InSharedLn l I I G I
Prap Turns 4 1.00 1 0.96 10.22 0,02 10.85 ~
NumPeds 1 0 f 0 I 0 I d I
NumBus 10 0 10 0 I 0 I 0 0 I
Duration 1.00 Area Type: All other areas
QPERATING PARAMETERS
I Eastbcaund I Westbound I Northbaund I Svuthbound I
~ L T R IL T R ~ L T R ~ L T R ~
l I I I I
A
init UrLmet 10.0 0.0 10.0 0.0 s 0.0 ~ 0.0 0.0
Arriv. Typel3 3 13 3 I 3 6 3 3 I
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linit Ext. 13.0 3.0 13.0 3.0 ~ 3.0 1 3.0 3.0
~
Factor 1 1.000 1 1.000 1.000 1 1.000
Lost Time 12.0 2,0 12.0 2.0 p 2.0 I 2.0 2.0 I
:xt af g 12.0 2.0 12.0 2.0 ~ 2.0 1 2.0 2.0 ~
'ed Min g~ 0.0 ~ 0.0 ~ 0.0 p 0.0
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~ PHASE DATA
Fhase Combination 1 Z 3 4 I 5 6 7 8
;B Left A I N$ Left A
- Thru A ~ Thru A
Right A I Ra.ght A ~
~ Peds x 1 Ped X '
WB Left A I sB Left R
j Thru A I Thru A
- Right A I Rzght A
Peds x I Ped x
4F3 Right ~ EB Right
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aB Right ~ WB Right
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~reen 40,0 15.0 40.0
CeiioW 3.0 3.0 3.0
Ail Red 1.0 1.0 1-0
~ie Length: 107.0 5ecs
VQLUME AUJUSTMENT WflFiKSHEET
1
Ad] USted Prop. Pr(7p,
Mippr.l Mvt Flow No. Lane Flaw Rate Left Right
4avement Vv1ume PHF Rate Lanes Group RTdR In Lane Grp Turns Turns
Eas tbound
Left 449 0.81 554 1 L 554
Thru a 0.90 0 1 T~ 4 1.00
Right 1 0.25 4 C] 0
qestbvund
Left 2 0.50 4 1 L 4
- Thru 2 0.50 4 1 TR 112 0.96
Right 77 {].71 108 0 0
Northbvund
Left 9 0.25 36 0
` Thru 81 0.64 127 1 LTR 157 0.22 0.02
Right 1 0.25 4 0 0
Southkaound
Left 377 0.67 563 0
IR Thrra 72 0.75 96 1 LT 659 0.85
Right 165 0.88 188 1 R 0 188
~ Value entered by user. SATUFiATIaN FLOW ADJUSTMENT WORKSHEET
i
Apprl Ideal Ad]
Lane Sat f f f f f f f f f Sat
Group F1ow w HV G P BS A LU RT LT Flc ~
Eastbound Sec LT Ad31LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1$05
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1.000 1615
Westbound Sec LT Ad31LT 5at:
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 0.855 1.000 1625
Northbound Sec LT Adj1LT Sat:
LTR 1900 1.000 1.000 1.000 1.000 1.000 1.40 1.00 0.897 0.895 1525
Southbound 5ec LT Ad]ILT 5at:
LT 1900 1.040 1.000 1.000 1.000 1.000 1.40 1.00 0.530 1007
R 1900 1.600 1.000 1.000 1.000 1.000 1.00 1,00 4.850 1515
CAFACITY ANALYSIS WDRKSHEET '
Ad3 Adj Sat Flow Green --Lane Group--
Apprl Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) {s) (vls) (glc) (c) Ratio
Eastbound
Pri.
Sec.
Left L 554 1805 # 0.31 4.374 675 0,82
Thru TR 4 1615~ 0,00 0.374 604 0.01
Ri-ght
Westbound
Pri.
Sec.
Left L 4 1805 0.00 0.140 253 0.02
Thru TR 112 1625, # 0.07 0.140 228 0.49
Right -
Narthbound Pri.
Sec.
Left
Thru LTR 167 1525 0.11 ❑.374 570 0.29
Riqht
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►authbaund
'r i.
Sec.
,eft
'hru LT 659 1007 #0.65 0.374 376 1.75
~ht ft 188 1615 0.12 0.374 604 0.31
Su3n Ws3 critical = 1.03
Lost TimelCycier L - 9.00 sec eritical v°,Ic (X) = 1.11
LEVEL 03`r' SERVICE WORKSHEET '
7~,pprl Ratios Unf Prog Lane Incremental Res Lane Group Approach
,,ane Del Ad7 Grp Factor De1. Del
srp vIc g1C d1 Fact Cap k d2 d3 Delay LOS aelay LC]S
7,astbound
~ 0.82 0.374 30.3 1.000 575 0.36 8.6 0.0 38.8 D
TR 0.01 0.374 21.0 1.000 604 0.11 0.0 0.0 21.0 C 38.7 D
Westbaund
,s 0.02 0.140 39.6 1.000 253 0.11 0.0 0.0 39.7 D
rR 0.49 0.140 42.5 1.000 228 0.11 1.7 0.0 44.2 D 49.0 a
iorthbound
i R 0.29 0.374 23.6 1.000 570 0.11 0.3 0.0 23,8 G 23.8 C
Southbaund
.iT 1.75 0.374 33.5 1.400 37rri 0.50 0,0
R 0.31 0.374 23.7 1.000 604 0.11 0.3 0.0 24.0 c
Intersectian C7elay = 36.5 (seclveh) Intersectian LoS = L7 "
SLIPPLEMENTAL PE~+'lITTE❑ LT WORKSHEET
for exclusive lefts
APPRQACH EB WB NB SB
;:yclE Lerigth, C 107.0 seC
'Actual Green mirne fcar Lane GroupP G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, gv
Number af Lanes in Lane Group. N
Number of Opposing Lanes, No
Adjusted Left°Turn Flow Rate, V1t
Prapartion af Left Turns irr Opposing E"low, Plta
Ac~Dusted dpposing F3ow Rate, Vo
st Time for Lane Group, tl
ft Turns per Cycle. LTG=V1tC13600
lopposing Flow per Lane, Per Cycle: Vole=VaC13600fluo
ppposing Platoon Ratio, Rpo (TabAe 9-2 ar Eqn 9-7)
gf=[Gexp(- a* tLTC b))]-t1, gfie=g
Opposing Queue Ratia: qra=1-Rpo(goIC)
gq=(4.943Volc**0.762)[(qra**1.061)'-tll, g9<°g
gu =g-gq if gq>=gf. =g-gf if gqegf,
n=lgg-gf 712r n>_O
Ftho=I-Plto
Fl*=Flt[1+{(N-1)gl(9f+9u1Ell+4,24)}}
El1 (Figure 9-7 )
E12=(I-Ptho**n)]P1to, E12]=1,0
fmin=2 (1fFlt)Ig or fmin=2 (1+Pl)1`g
gdiff=max (9q-gf•O)
fm= (gf Ig [ gulg ] L 11 { I+P1 (E11-1) } ] , (min=fmin; max=1. 00)
flt=fm- [gf/g] +gd1ff(1/ (1+Plt (El2-1)} ]
+[9u/9]L 11 (I+Plt (E11-1 )l,(min-fmin: max=1. 0) ar flt= [ fm+0 . 914N-1 f] IN**
flt
For special case of s.ingle-lane approach opposed by multilane approaGh,
see text.
* If Pl>=1 for shared left-turn lanes with N]1, then assume de-facto
1eft-turrr lane and reda calculatinns.
Fvr permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane appraach oppcased by single-lane approach
or when gf7gq, see text.
SUPPLEMENTAL PERMTTTEI] LT WORI{SHEET
for shared lefts
APPFiC?ACH EB WB NB SB
Cycle Length, C 107.0 sec
Actual Green Time far Lane Groupp G 40.0 40.C
Effective Green Time for Lane Group, g 40.00 40.00
Opposing Effective Green Time, go 40.0 40.0
Number of Lanes in Lane Group, N 1 1
Number of opgosing Lanes. No I I
Adjusted Left-Turn F10w Rate■ Vlt 36 563
Psoportion of Left Turns in Lane Group. P1't 0.22 0.85
Propartion of Left Turns in Opposing Flow, P1t❑ 0.85 0.22
Adjusted Ogposing Flcaw Rater Vo 659 167
Last Ti3ne for Lane Graup, tl 3.00 3.00
Left Turns per Cycle: LTC=V1tC,13604 1.07 16.73
Oppasing Flow per Lane, Per Cycle: Volc=VvC13600fluo 19.59 4.95
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7 ) 1.00 1.00
gf= [Gexp a * (LTC b)) ] -tl, qf[=g 12.8 0.0
Opposing Queue Ratio: qra=1°Rpo(golC) 0.63 0.63
gq= (4. 943Vo1c**U.?62)[ (gro**1. 0E1)-tll. g9e=9 26.02 7.20
gu =g-gq ~f gq>=gf, -g-gf if gq<gf 13.98 32.80
n= (gg-qf)12, n]=(} 6.59 3.60
Ptho=1-Plto 0.15 0.78
Pl* =Plt [1+I[N-l)9/t9f+gulEl7.+4 , 24 } ) ) 0.22 0.85
E11 (Figure 9-7) 2.69 1.64
E12= (l-Pthc7**n)IP1tor E123=1.0 1.17 2.70
fmin=2(1+Plt )1g or fmin=2 (1+Fl)!gu 0.06 0.09
gdlff-max(gq-gf►tl) 13.18 7.2-
tm=(gf1g]+[gueg] [11i1+pi(Ell-i))l. (min=fmin:max=1.00) 0.90 0.5
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lt=fm=[gflg]+gdiff[1If1+P1t(El2-1}}l
[gu/g][1/(1+P1t(E1l-1)1,(min=fmin.max=1,0) or f1t=[fm+0.91(N-1)1JN**
flt Primary 0.895 0.530
special case of single-lane appr❑ach opposed by multilane approach,
text.
r If Pl7=l for shared left-turn lanes with N]1, then assume de-factQ
lef"t-turn lane and reda calculatians.
--y* For perma.tted ieft-turns with multipl.e exclusive left-turn lanes, fltefm.
'vr special case af multilane apgroach vpposed by single-lane approach
or when gf>gq, see text. '
~
SUPPLENlENTP.L UNIFORM DELAY WORKSHEET '
EBLT fnTBLT NBLT SBLT
►dj .LT VQl from Vvl AdDustment Warksheet, v
►,Jc ratio from Capacity Worksheet, X
Primary phase effective green, g
3ecandary phase effective green, gq
(From Supplemental Permitted LT Worksheet gu
Cycle length, C 107.0 Red =(G-g-gq-gu), r
►rrivais: v/t3600(max(x,1.0))). 9a ,
'rimary ph. departures: s13500, sp
Secondary ph, departures: s(gq+gu)1{gu*3600} . ss
-►Perm
[Prot
xcase
.7ueue at begining of green arrow, 4a -
,:ue at beginning of unsaturated gresn, Qu
_ _ sidual queue, 4r
-l7niform €]elay, dl
DELAYILC7S WORKSHEET inTITH INITIAL Q[JECTE
Initial aur. F]niform Llelay initial Final Tnitial Lane
_apprl Unmet Unmet Queue Unmet Queue Graup
Lane Demand Demand Unadj. P,dj. Param. Demand ae1ay oe1ay
7roup Q veh t hrs. ds dl sec u ~ veh d3 sec d sec
Eastbound
lestbound
Nrsrthbound
mgouthbaund
HCS: 5ignals Release 3.1
Phone: Fax: -
E-Mail:
DPERATIflNAL ANALYSIS
znCersectian:
CitylState: SFaKANE CBUNTY
Analyst: LINDA SALHAH
Pro]eCt Nv: 33912
Time Perivd Analyzed: 2003 B% GRD PM PK HR
Date: 6i24199
EastIWest 5treet Name: HALLET RD.1 HAYFORD fiD,
NarthlSouth Street Name: SR9021 AERQ RD.
VOLUME DATA
~ Eastbpund I westbound ~Northbound I Sauthbvund I
~ L T R I L T R ~ L T R I L T R }
I I I I I
Volume 1395 3 C] 10 6 163 11 56 3 1114 33 198 I
PHF 10.75 0.75 0.90 10,90 0.50 0.55 14.25 0.94 0.38 10.96 0.59 0.85 I
~
PK 15 Vol 1132 1 f 3 74 11 15 2 130 14 58 1
Hi Ln Va1 ~ I I I I
% Grade ; D I 0 I 0 ~ 0 ~ -
~
zdeal sat 11900 1900 12900 1900 i 1900 ~ 1900 1900
ParkExist I I I I I
NumPark I 1 I I I
% Heavy Vehli7 o a 10 o 0 10 0 0 10 o o ~
Na,Lanes I 1 1 o 1 1 1 Q 1 0 1 Q 1 0 1 1 I
LGConfig I L TR I L TR ~ LTR 1 LT R I
Lane Width 112.(] 12.0 112.0 12.0 J 12.0 ~ 12.0 12.€7 I
RT0R Vo]. 1 D I D I a I 0 ~
Ad3 E'lQw 1527 4 10 308 ~ 72 ~ 175 233 1
%InsharedLnl I 9 I I
Prop Turrrs I 0.00 ~ 0.96 10.06 0.11 10.68 I
NumPeds I 0 I 0 I 0 I 4 I
NumBus ID 0 10 0 I o 1 0 0 I
L7uratian 1.00 Rrea Type: AlI other areas -
DPERATING PARAMETERS
~ Eastbound I Westbound I Northbound I Southbound I
~ L T R I L T R I L T R ~ L T R I
l I ~ I I
ti
Init vnmet 10.0 0.0 10.0 0.0 i 0.0 i 0.0 0.0
Arriv. Type J3 3 13 3 I 3 9 3 3 I
r ~
'Jnlt Ext. 13.o 3.0 I3.0 3.0 I 3.0 I 3.0 3.0 ~
~
1 Factar 1 1.000 1 1.000 ~ 1.000 ~ 1.000
Lost Time 12•0 2.0 I2.0 2.0 I 2.0 I 2.0 2.0 }
~
,xt vf g 12,0 2.0 Iz.a 2.0 I 2.0 I 2.0 2.0
~
Ped Min ~ I 0.0 I 0.0 y 0.0 I 0.0
_ FHASE DATA
Phase Comllination 1 2 3 41 5 6 7 8
JB Lett A I NB Ueft A
Thru A I Thru A `
Right A I Right A -
,
Peds x I Ped X
WB Left A ~ 5B Left A
. Thru A ~ Thru A
Right A ~ Raght A
Peds x I Ped x
NB Right I EB Right
I
I5B Right ~ WB Right
I
I
~reen 40.0 10.[} 4~7.Q
~Ye11aw 3.0 3.0 3.0
Al1 Red 1.0 1.0 1.0
bcle Leragth: 102.0 secs
VC3LUME A❑JUS"FMENT WORKSHEET
Ad3usted PrQp. Prvp.
Appr.l Mvt Flaw No. Lane Flow Rate Left Raght
,Mavem€nt Volunae PHF Rate Lanes Group RTQR In Lane Grp Turns Turns
Eastbound
I,eft 395 0.75 527 1 L 527
Thru 3 0.75 4 1 TR 4 0.00
Right 0 0.90 0 0 0
Westbaund
Left 0 0.30 1 L (l
- Thru 6 . 50 12 1 TR 308 0.96
Right 163 0.55 296 fl Q
Northbound
Left 1 0.25 4 Q
Thru 56 0.94 64 r 1 LTR 72 0.05 0.11
Right 3 4.38 $ 0 Q
Southbound
Left 114 0.96 113 0
~ Thru 33 0.59 56 1 LT 175 0.56
Right 198 0.85 233 1 R 0 233
i
* Value entered Ly user. '
SATURAT ION FLaW AQJ[3STMENT WORKSHEET
Appr/ Idea1 Ad-
Lane 5at 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 ILT 5at : -
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 ---c 0.950 1805
TR 190[] 1.000 1.000 1.000 1.000 1.004 1.00 1.00 1.000 1.000 1900
Westbaund Sec LT Ad]/LT Sat:
L 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 1$05
TR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0,856 1,000 1626
Narthbound Sec LT Ad]ILT Sat:
LTR 1900 1.000 1.000 1.000 1.000 1.0(]0 1.00 1.00 0.885 0.991 1667
Svuthbound 5ec LT Adj/LT Sat:
LT 1900 1.000 1.0[}0 1.000 1.000 1.400 1.00 1.00 1.000 0.772 1468
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 1615
CAFACTTY ANALYSIS WORKSHEET `
Adj Adj 5at Flow Green -wLane Group--
Appr/ Lane Flow Rate F3.ow Rate Ratio Ratio Capacity vIc
Mvmt Group 4vJ (s) (vIs) (giC) (c) Rati❑
Eastbound
Pri.
SeC.
Left L 527 1805 # 0.29 0.392 708 4.74
Thru TR 4 1900 0.00 0.392 745 0.01
Raght
inTestbound
Pri.
Sec.
Left L 18051 0.00 0.098 177 0.00
Thru TR 308 1626i1 # 0.19 0.098 159 1.94
Right ,
Narthbound
Pri.
5ec.
Left
Thru LTR 72 1667 0.04 0.392 654 0.11
Ra.ght
~
al
3outhbaund
;~ri .
Sec.
.eft
rhru LT 175 1465 0.12 0.392 576 0.30
ght R 233 1615 # 0.14 0.392 633 0.37
~ ' Sunt (v1s ) critical = 0.63
L435t T1IrieIC}rCle, L=9. 00 SBC Crit1Ca1 v/iG (X) = 0.69
LEV'EL OE' SERVYCE WORKSHEET
,-~kpPr/ Ratios Unf Prog Lane Yrrcremental Re5 Lane Graup Approach Jane Del Adj Grp Factor Del Del
'-,3rp vlc gIC cfl1 Fact Cap k d2 d3 Delay La5 Delay LOS
sastbaund
~'L 0.74 0,392 26.6 1.000 708 0.30 4.4 0.0 31.0 C
TR 0. 01 0.392 18.9 1.000 745 0.11 0.0 0.0 18.9 B 30.9 C
~Westbound
1[, 0.00 0.098 41.5 1.000 177 0.11 0.0 0.0 41.5 D
-rR 1.94 0.098 46.0 1.000 159 0.50 0.0
Ivorthbound
LTR 0.11 0.392 19.7 1.000 559 0.11 0.1 0.0 19.8 B 19.8 B
5outhbound
--LT 0.30 0.392 21.4 1.000 576 0.11 0.3 0.0 21.7 C 21.7 C
R 0.37 0. 392 22.0 1.000 633 0.11 0.4 0.0 22.4 C
Intersection L]elay = 27.8 (seclveh) Intersection LDS = C _
SdJPPLEMEN'I'AL PERMITTED LT WORKSi°iEET
for exclusive lefts
APPROACH EB TiVB NB 5B
Cycle Length, C 102.0 sec
Act.ual Green Time far Lane Group, G
Effectiwe Green Time for Lane Group, g _
Oppvsing Effecta_ve Green Time, go
Number of Lanes irr Lane Group, N
Nurnber of (7pposing Lanes. Nv
Ad3usted Left-Turn Flow Rate, Vlt
Praportian Df Left Turns in Opposing Flow, k'lto
'Adjusted Opposing Flaw Rate. Vo
' st Time for Lane Graup, tl
f#. Turns per Cycle: L"TC=VltC13500
loopposing Fl.ow per Lane, Per Cycle: Volc=VvC/3600fluo
Qppasing Platovn Ratio, Rpo (Tabld l~ 9-2 vr Eqn 9-7)
[~t= [Gex~s 4- a * (LTC b) f I-tlr gf~C=g
Opposing Queue Ratio: qro=1-Rpo (go~/C)
gq=(4.943Volc**0.762)[ (qro**1.961)i-tl]. gq<=g
gu =g-gq if gq>=gf, ^g-gf if gq[gf
n=(gq-gf ) 12, n>=0
Ptho=l-Plto
Pl*=Plt [ 1+ { (N-1) g1 (gf+gu,lEll+4 . 24 } } } ~
EY1 (Figure 9-7 )
E12=(1-Ptho**n),Iplta. E12>=1.0
fmin=2(1+Plt )/g vr fmin=2 (1+P1 )/g
gdiff=max(gq-gf.O)
fm= [gf1g] +[gulg)[11 { 1+2i (Ezi-1)} ] r (min=fmin,max=1. €70)
flt=fm=[gflg]+gdiff[1i11+F1t(El2-1)1]
+[qufg]Ll/ (I}Plt (Ell-l) ).(min=frnin;max=1. C1) or f1t° [fm+0. 91 {N-1} ]iN**
flt
Fvr special case of single-lane approach appased by multilane approach,
see text.
*if Pl>=1 for shared left-turn 1.anes with N>1, then assume de-fa~to
left-turn lane and reda calculations.
For permitted left-trarns with multigle exclusive 1eft-turn ].anesr flt=fm,
For special case of multilane approach oppnsed by single-lane approach
or when gf>gq, see text.
SUPPLEMENTAL PERMITTED LT WDRKSHEET
far shared lefts -
APPRQACH EB WB NB SB ~
Cycle Length. C 102.0 sec
Actual Green Time for Lane Group, G 40.0 40.0
Effectave Green Time for Lane Group. 9 40.00 40.00
❑pposing Effective Green Time, go 40.0 40.0
Number of Lanes in Lane Graup, N 1 1
Number of Qppasing Lanes, No 1 1
Adjusted Left-Turn Flcaw Rate, Vlt - 4 119
Proportion of Left Tuzns in Lane Group, Plt 0.06 0.68
Prapvrtion of Left Turns in Opposing Flow, Plto 0.68 0.06
Ad3usted Opposing FZaw ftate, Vra 175 72
Lost Time fox Lane Group, tl 3.00 3.00
Left Turns per Cycle: LTG=VltCI36,00 0.11 3.37
Qppasing Flvw per Lane, Per Cycle. Vo1G=VvG13600fluo 4.96 2,04
Oppasing Platoon Ratio, Rpa {Tablie 9-2 or Eqn 9-7 } 1.00 1.00
gf=[Gexp a* tLTG bj )]-tl■ gf<=g 30.2 3.3
Opposing 4ueue Ratio: qro=1-Rpo(gv]C) 0.61 0.61
gq-=(9.943VDlC**0.762)[(qro**1..fl61)-t1] r g9C=g 6.87 2.02
gu =g-gq i f gq>-gf, =g-gf sf gq<gf 9.76 36.69
n= (9q-gf),12. n>-p 0.00 0.00
Ptha=1°Flto 0.32 0.94
P1*=Plt[1+{(N-1)9/(gf+gulEl1+4.24)y) 0.06 0.68
E11 {Figure 9-7) 1.65 1.49
E12= (I-Ptha**n} rPlto, E12>=]. .O 1.00 1.00
fmin=2 (1+Flt)Ig ❑r fmin=2 (1+Pl)1g 0.05 0.08
gdzff=max (99-gf.0) 0.00 0.0
fm-fgfIgl+Lgufg1 L11{1+P1(El1-1)3], (min=fmin:max-1.00) 0,99 0.7 ~
~l
lt=fm=[9flg]+gdiff[1111+Plt(E12-1)}] °
-',[gulg] [l14i+PatfElg-17 (rnin-frnin,max=l,t]) ❑r f1t=[fm+0.91(N-1) ] IN**
flt Primary 0.991 0.772
- special case vf single-lane approach opposed by multilane apprvach,
f~ text .
If P1>=1 far shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations.
* For permitted left-turns with multip3.e exclusive left-turn lanes, flt=fm.
'or special case of multilane approach opposed by single-lane apprnach
or when gf>gq, see text. °
' Si]PPLEMENTAL UNIFC]RM QELAY WflR£'.SHEET `
EBLT WBLT NBLT SBLT
kd}. LT Vol fram Vol Adjustrnent Warksheet, v
-11c ratia from Capacity Worksheet, X
Frimary phase effective green, g
-;eeondary phase effective green, 9q
_;Frvm Sugplemental Permitted LT Wozksheet}, gu
Cycle length, C102 . 0 Red =(C-9-gq-gu) , r
lkrrivals : v1 (360a (ma~ (X,1. f] qa -
~,rimary ph. departures: s13600, sp ,
Secpndary ph.departures : s{ 99+9u } I( gu* 3 5a0 ss
~<Perm
(Prot
XCase
--~'11que at begining af green arraw. Qa
~ue at beginning af unsaturated grean. 4u
acc3lL.Lua1 ql.a.euep Qr
]niform Delay, dl ~
DELAYILOS Wt7RKSI-IEET frdlTH INITIP,L QUEUE
Initial L7ur. Uniform aelay Initial Final Initial Lane
ApPr1 ❑nmet Unmet 4ueue Unmet 4ueue Graup
Lane pemand L7emarid Unad3. Ad]. Param. pemand Delay L]elay
~,srvup Q veh t hrs. ds d1 sec u Q veh d3 sec d sec
I Eastbound
westbound
Nvzthbaund
Sauthbound
Intersection oelay 27.8 'seclveh Intersection LaS C
m
HCS: 5ignals Release 3.1
s
')hvne: Fax :
~-Mail:
OPERATIC]NAL ANP,LYSIS ,
intersection: HFlYFORD RD.I AERC] RD.
Cityl'State: SPOKANE CQUN'I°Y
~nalyst: LINDA SALHAH
~ro]ect No: 33912
Time Period Analyzed: 2003 EX &BKGRD AM PK HR
,)ate ; 6124199
'ast1West Street Name: HALLET Rp.1 HAYFORD RD.
North/Sauth Street Name: SR9021' AERC7 RD.
VOLLTME DA,TA
I Eastbound f Westbaund I Northbflund I Sauthhound I
, I L T R I L T R I L T R I L T R I
I I I 1 1
.Valuzne 1365 0 1 12 Z 77 11 23 1 1165 51 345 I
11 10.81 0.90 0.25 10.50 0.50 0.71 10.25 0.64 0.25 10.67 0.75 0.88 1
15 Vol 1 113 0 1 11 1 27 11 9 1 162 17 98 I
_ Ki Ln vol f I I I I
6 Grade I 0 I 0 I 0 0 ~
Tdeal Sat 11900 19[]0 11900 19{]0 I 1900 I 1900 1900
ParkExist I I I I I
vumPark I I I I I
-t Heavy Vehla o o lo 0 o 10 0 a 10 o 0 I
Nv. Lanes 1 1 1 Q 1 1 1 0 1 0 1 0 I 0 1 1 I
LGConf ig g i, TR I L TR I LTR I LT R I
Uane Width I12.0 12.0 I12.0 12.0 I 3.2.0 I 12.0 12.0 $
R'raR Vol I 0 6 a 1 0 1 0 I
Ndj Flow 1451 4 14 112 1 44 1 314 392 I
%TnSharedLnl I I I I
Frap Turns I 1.00 I 0.95 I0.09 0.09 I0.78 1
,NumPeas I a I 0 I 0 G 0 I
nrumBus 10 0 10 0 I o I o 0 4
Duration 1.00 Area Type: All other areas
- C]PERAT:[NG PARP,METERS
I Eastbound I Wes'tbound I Narthbound I Southbaund 1
I L T R I L T R I L T R 1 ~ T R I
I I 4 I I
it Unmet 10.0 0.0 I0.0 0.0 I 0.0 4 0.0 0.0 I
Arriv. .'Type J3 3 13 3 I 3 I 3 3 6
i
Unit Ext. 13.0 3.0 13.0 3.0 { 3.0 I 3.0 3.0 I
I
IFactar I 1.000 1 1.000 ~ 1.000 I 1.000
~
LoSt Time 12.0 2.0 12.0 2.0 I 2.0 I 2.0 2.0
Ext of g 12.0 2.0 12.0 ZA 1 2.0 ~ 2.0 2.0 ~
Fed Min q ~ 0.0 ~ 0'~ D 1 0.0 ; 0.0 ~
PHASE DATA
Fhase Comhination 1 2 3 4 I 5 6 7 8
EB Left A ~ NH Left A
Thru A ~ Thru A
Ri-ght A I Right A
Peds X I Ped X
wB Left A I sB Left A
Thru A I Thru A
Right A ~ Righfi A
Peds K ~ Ped X
NB Right ~ EB Right
I
SB Right I wB Ra.ght
I
I
Green 40.0 15.0 40.0
]Cellow 3.0 3.0 3.0
All Red 1.0 1.0 1.0
GycZe Length: 107.0 sees ~
voLvME ADJvsTMENT waRxsHEET
Adjusted Prop. Prop.
Appr.1 NJvt Flaw No. Lane F'low Rate Left Right
Movement Volume PHF Rate Lanes Grvup RTC1R In Lane Grp Turns Turns
Eastbound
Left 3E5 0.81 451 1 L 451
Thru 4 0.90 U 1 TR 4 1.00
Rig]ht 1 0.25 4 0 Q
Wsstbound
Left 2 Q.So 4 1' L 4
Thru 2 0.50 4 1 TR 112 0.96
Right 77 0.71 1(]8 0 0
Northbound '
Left 1 0.25 4 0
Thru 23 0.64 35 1 LTR 44 0.09 0.09
Right 1 0.25 4 0 a
Sauthbound
Left 165 0.67 245 0
Thru 51 0.75 68 1 LT 314 0.78
Right 345 0.88 392 1 R 0 392
i
- Value entered by user.
' SATUFiATTQN FLQW ADJUSTMENT wORKSHEET
)r1 Ideal Ad7
ie Sat f f f f f f f f f Sat
proup Flaw W HV G P BB A LU RT LT Flow
sastbound Sec LT Adj/LT Sat :
j 2900 1.000 1,000 1.000 1.000 1.000 1.00 1.00 0.950 1e05
.CR 1900 1.000 1.000 1.000 1.000 1.000 2.00 1.00 0.850 1.000 1615
vTestbound 5ec LT AdjILT Sat:
-T, 1900 1,000 1.000 1.000 1.000 1.000 1.00 1.00 0.950 18[]5
k PR 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.655 1.000 1625
larthbounci Sec LT Adj 1LT Sat :
LTR 1.900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.888 0.981 1655
Southbound Sec L'F Adj 1LT Sat :
~T 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 1.000 0.730 1387
R 1900 1.000 1.000 1.000 1.000 1.000 1.00 1.00 0.850 -w__ 1615
Is CAPACITY ANALYSIS WCrRKSHEET
Adj Adj Sat Flow Green --Lane Group--
%ppr1 Lane Flflw Rate Flow Rate Ratio Ratio Capacity v/c
Avmt Group (v) (s) (vls) (91C) (c) Ratzo
aastbaund
?ri.
Sec=
i,eft L 451 lSflS # 0.25 0.374 675 0,67
['hru TR 4 1615 0.00 0.374 604 0.41
Right
qestbaund
Pri.
7eG.
Geft L 4 1805 0.00 0.140 253 0.02
Thru TR 112 1625 #0,07 0.140 228 0.49
.-~iglht
Narthbound
,Pri.
5ec.
Le ft
- ru LTR 44 1655 0.43 0.374 519 0.07
-3ht
~
Sauthbaund ,
Pri. 'Sec.
Left
TYaacu LT 314 1387 ' 0.23 0.374 519 0.61
Fiight R 392 1615 # 0.24 0.374 604 0.65
Sum fvIsy critical = 0.56 ~
Lost Time/Cycle, L= 9.00 sec Critical vlc(X) = 0.60
LEVEL OF SERVIGE WC7RKSHEET
Apprf Ratios Unf Prag Lane Incremental Res Lane Group Appraach
I,an+e ael AdD Grp Factorr I7el Qel
Grp ❑Ic gIC d1 Fact Cap k d2 d3 ❑elay LOS ❑elay LaS
EastbQUnd
L 0.67 0.374 28.0 1.000 675 0.24 2.6 0.0 30. 5 C
TR 0.01 0.374 21.[] 1.000 604 0.11 0.0 (}.0 21.0 C 30.5 C
Westbaund
L 4.02 0.140 39.6 1.000 253 0.11 6.0 0.0 39.7 D
TR (].49 0.140 42.5 1.000 228 0.11 1.7 0.0 44.2 D 44.0 D
Northbound
LTR 0.47 0.374 21.5 1.000 619 0.11 0.0 0.0 21.6 C 21.6 C
5authbound
LT 0.61 0.374 27.1 1.000 519 0.19 2.0 0.0 29.1 C 29.1 C
R 0.65 0.374 27.7 1.004 604 0.23 2.5 0.0 34.2 C
Intersection L3e1ay = 31.3 ( seclveh ) Intersection LflS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts _
APPRC3ACH E8 WB NB SB
Cycle Letlgth, C 107 . 0 sec
Actual Green Time far Lane Group, G
Effective Green Time for Lane Group, g
Oppasing Effective Green Time, go
Nurrber of Lanes in Lane Group, N
Nureber af Opposing Lanes. Na '
Adjusted Left-Turn F1aw fiate, Vlt
ProportiQn af Left Turns in Qpposa,ng Flow, Plta
Adjusted (3ppOSing Flow Rate, Vo
Lvst Time for Lane Group, tl
Left Turns per Cycie: LTC=V1tCI3600
Qppasing Flow per Lane. P'er Cycle: Vo1c-VoC13604fluo
~
i
'
ippvsing F1ataon Ratios Rpo (Tahle 9-2 or Eqn 9-7)
i~- ~G~xp (w a * [LTC b] l ] -tl, gfC=g
Oppasing 4ueue Ftatio: qro-1-Rp❑ (goIC)
lq= (4 . 993Vv1c**C1 .762} [ (qrQ**1. 051) -tll , gq<=g
[u =g-gq if gq>=gf. =g-gf if gqCgf
gq-gfI /2r n>=O
10=1"2ZtC7
~z*=Plt[I+i (N-I)g/(gf+gulEll+4 . 24)l )
11 {Figure 9-7}
^12=4~~Ptho**n71'Plt0, E12>=I.O
min=2 (lfPlt )1g vx fmin=2 (1+P1 )/g
-,jdiff--max (gq-9f. a)
fm- [gf 1g] # [9ulg],[ 1I { 1+P1 (E11-1 ] , (mi.n=frnin:max=1. Cl0) ,
1t=fm= [gf 1g] +gdiff [ 1.1 { 1+Plt (E12-1 ]
Igu1g] f11 41+P1t (E1l-1)l,(m.in=fmin:max-1. C1) or flt= [fm+0, 91 (N-1)l IN**
f3t
i
~
For special case of single-lane approach opposed by multilane appxoach,
;ee text.
If P1>=l for shared left-turn lanes with N71, then assume de-facta
left-turn lane and reda calculations.
* F°or permitted left-turns with multipl.e exclusive left-turn lanesp flt=fm.
'Qr special case of multilane approach apposed by single-lane apgrQach
or when gf>94, see text,
SUPPLEMENTAL PERNIITTED LT WORKSHEET
for shared lefts
~PPRaACH EB WB NB 5B
:le Length. C 107.0 sec
Actual Green Time far Lane Group, G 40.0 40.0
;ffective Green Time far Lane Group, 9 40.00 40.00
Jpposing Effective Green Time, gfl 40.0 40.0
Number of Lanes zn Lane Group, N 1 1
fumber o~ Opposa,ng Lanes, Na 1 1
►djusted Left-Turn Flow Rate, V1t 4 246
Prapartian of Left Turns in Lane Graup, Plt 0.09 0.78
7ropartion of Left Turns in C7pposing Flow, Plto 0.78 0.49
kdjusted Opposing Flaw Rate. Vo 314 44
Lost Tzme for Lane Group, tl 3.00 3.00
,eft Turns per Cycle; LTC=V1tCI3600 0.12 7.31
)pposang Flow per Lane, Per Cycle; VolG=VoC1'3600flu❑ 9.33 1.31
Opposing Platomn Patio, Rpo (Table 9-2 Qr Eqrs 9-7) 1.00 1.00
3f=[Gexp(- a*~LTC b1)]-tl, gfC=g 30.0 0.0
)ppasing Queue Ratia. qrQ=1-Rpo4ga1Cy 0.63 0.63
gq= (4 . 943Volc**0. 762)[ fqr4**1. 051a -tl] . 9q<=g 13.50 0.69
gu =g-gg if gq>=gf, =g-gf if gq[gf 9.97 39.31
n=(gq-gf)12, n>=O 0.00 47.35
Ftho-1-Plto 0.22 0•91
P1*=Plt [l+{ (N-1)g/ (gf+gulEll+4.291] 0.09 0.78
E11 ( Fa,gure 9-7 ) 1.91 1.44
E12=fI-Ptho**n3lPlta, E127=1.0 1.00 1.00
r_. tt1=2 (1+F'lt )/g or frFlan=2 (1+Pl)/g D, 05 0. 09
_Lff=max (9q-gf. O) 0.00 0.69
mrm=[gflg]+[9u/g]fl!{1+P1(E11-1)}]. (min=fmj.n:max=1.00) 0.9$ 0.73
flt=fnt=(gfog]*gdifftl1{l+Plt(Elz-1))a
+[gu19][lIt1+Plt(Ell-1}].(min=fmiri:max=1.0) ❑r flt=[fm+0.91(N-1)11N**
flt Primary p0.981 0.730
I'
For special case vf single-lane approach apposed by multilane appraach,
see text.
*If P1>=1 far shared left-turn lanes with N>1, then assume de-facta ~
left-turn lane and redo cal.culatzons.
For perrnitted left-turns with multiple exclusive left°turn lanes, flt=frrt.
Far special case of multilane approach opposed by single-l.ane approach
or when gf]gq, see text.
SU P PLEMENTAL UN I FORM C3ELAY WC RF{SHEET
EBLT WBLT NBLT SBLT
Adj,LT Vcrl from Vol ,Adj ustment Warksheet, v
vIc ratio fram Capacity Worksheet, X
Prinaary phase effective green, g
Secvndary phase effective green, gq
(F'rom Supplemental Permitted LT Warksheet), gu
Cycle lengtti, G 107.0 Red =(C-g-gq-gu) ,r
Arrivals: v1 (36OD (max [X,1. 4]} 9a -
Primary* ph, departures: sl'3500, sp
Secvndary ph. departures. s(qq+gu)l(9u*36QD), ss
XPerm
XProt ,
XCaISE ~
~.7ueue at begining erf green arraw, Qa
Queue at beginning ❑f unsaturated green, 4u
Residual queue, Qr
Lln3farm Delay, dl
DEL,AY/LQS WQPKSHEET GdTTI-I INITI~L QUEUE
Inztial Dur. Uniform Qelay Inatial Final Initial Lane Appr1 Unmet []nmet . Queue Unmet Queue Group Lane ❑emand aemand Unad). Adj. Param. Demand Del.ay Delay
Grvup Q veh t hrs. ds dl sec u Q veh d3 sec d sec
EastaQUnd -
Westbound
Narthhound
Southbound
~
I
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, Intersectian Delay 31.3 seclveh 7ntersectivn LO5 C
i
~
HCS: rJnsignalized Intarsection~Release 3.1
TWO-WA]C ST{7P CO3dTROL (TWSC) ANALYSIS
I IAnalyst LINUA SALRAFi ~I
anterseetion Y3AYFQR.D R.D / AERO RD
Count Date 1959
Time Period FM PR HR
interaectivn Orxentativn North-Sauth Majdr 3t ~
Vehicle Vdlume Data
MdVHtllerrt S 1 2 3 4 5 6 7 8 9 10 11 12
Volume.'--------°1 39 3 73 26 51 0 b 20 87 3 0
RgR g 36 g 76 44 GO 4 12 35 116 4 0
PHF 0 25 0 94 Q 38 0 96 0 59 L] 85 0 90 0 50 0 55 9 75 0 75 0 90
PHV a 00 0 00 0O0 0 DO Q Ofl 0.00 Q 00 0.00 0 00 U0Q 0 00 0 00
Pedestsxan Volume Data
Msavemeilt s
k'1ow
Lane widGh
Walk speed
W Slookage
Median Type. Nane
# of vehicles 4
Flared approaGh Mauements
F~
# of vahacles Eastbound ❑ I
# of vehicles westbound Q
Lane uaage for movements 1,2&3 approach
Lane 1 Zane 2 Lane 3 -
T, T R L T R Z T R
Y Y N Al' N lwi N N I
CYiannelfzed N
Grade. 0 fl f] I
Lane usage fvr mavements 4,5&6 approach:
Lane I Larra 2 Lane 3
L T A L T R L T 17.
---------°----------_P
Y Y Y N HT N N td N
Charsnelized N
Grade 0 00 _
Lane uaage €vr mvvements 7,8&9 approach
Lane 1 Lane 2 Lane 3
L T R L T R L T R
y( Y y N N N Id A7 I+1
Ghannelxzed N
Gsade D ❑Q
1
Lane usage for movements 10,11&12 apgrvach
Lane I Lane 2 Lane 3
L 3° R L T R L T R
CexPM
HCS: Unsignalized Intersection Release 3.1
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
~
Analyst: LINDA SALHAH
Intersection: HAYFORD RD./ AERO RD. ;
Count Date: 1999
Time Period: PM PK HR
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8
9 10 11 12
Volume: 1 34 3 73 26 51 0 6
20 87 3 0
HFR: 4 36 8 76 44 60 0 12
36 116 9 0
~ PHF: 0.25 0.94 0.38 0.96 0.59 0.85 0.90 0.50
0.55 0.75 0.75 0.90
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
o Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Eastbound 0
Page 1
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# af vehicles: Westbound 0
Lane usage far movernents 1,2&3 approach: ~
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
-----------.____.-------------------.v__.z...______.__-.--------------
Y Y Y N N N N N
N
Channelized: N
Grade: 0.00
Lane L15agE far movements 4 r 5& 6 approach : -
Lane 1 Lane 2 Lane 3 -
L 'I' R L T R L T
R -
Y Y Y N N N N N
N
Chanraelized: N ~
Grade : 0.00
Lane usage for movements 7.8&9 approach: w
Lane 1 Lane 2 Lane 3 ~
L T R L T R L T
R
Y Y Y N N N N N
N
Channelized: N
Grade : 0.00
Lane usage for movements 10.11&12 appraach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
w__-_.----------------------------------------------------------------
Page 2
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CexPM
y y Y N N N N N
N
Channelized. N
Grade: 0.40
Data for Computing Effect of Delay to Major Street Vehicles:
Northbvund
SDUthbound
Shared ln volume, major th vehicles: 34
~ 26
vShared ln volume, major rt vehicles: 3
51
;Sat flow rate, major th vehicles: 1700
' 1700
Sat flvw rate, majQr rt vehicles: 1700
; 1700 _
, Nurnber af major street thraugh lanes: 1
1
~
Length of study period, hrs: 1.00
Worksheet 4 Critical Gap and Follaw-up time calculation.
_ Gritical Gap CalculatiQns:
Mavement 1 4 7 8 9 10 11 12
tc,Sase 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
F
t c.hv 1,0 1.0 1.0 1.4 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.40 0.00 0.00 0.00 0.00 0.00
t3,it 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t C
~ 1 stage 4.1 4.1 7.1 6.5 5.2 7.1 6.5 6.2
, Page 3
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Follow []p Time Calculations:
MDvement i 4 7 8 g 10 11 12
J
■
~~r---------~~~r~r---~-
t f.base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t £,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.[]0 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Wcrrksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting FIows 40 74 -
Patent3a1 Capacity 1037 993
Pedestrian Impedance Factor 1.0(} 1.0[}
Movement Capacity 1037 993
Probability of Queue free St. 0.96 1.00
Step 2: LT fram Majar St. 4 1 ~
Conflzcting Flpws 44 104
Potential Capacity 1577 1500
-
Fedestrian Imgedance Factcar 1.00 1.00
-
Movement Capacity 1577 1500
'
Frobability of Qraeue free St, IJ .'95 1.00
Maj. L Shared ln. Prab. Queue Free St. 0.95 1.00 ~
,
Step 3: TH fx'om Minor St. $ 11
-------v-____r-_--------------------------------------------------__--
Conflicting Flows 304 278
Potential Capacity 612 633
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. tactar due t❑ Impeding mvmnt 0.95 0,95
Movement Capacity 58(] 600
Prabability af Queue free St. 0.98 0.99
Page 4
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Step 4: LT from Manor St. 7 10
~ _-____-_t--------------------------o-_c_--__
Canflicting Flvws 276 298
Patential Gapaeity 680 558
Peciestrian Impedance Factor 1.00 1.00
Ma]. L, Min T Impedance factor 0.94 0.93
Maj. L, Min T Adj. Imp Factor. 0.95 0.94
Cap. AdD.factor due to Impeding mvrnnt 0.95 0.91
Mvvement Capacity 599 599
, Worksheet 8 Shared Lane Calculatians
I
Shared Lane Caaculations
Movement 7 8 9 10 11
12
~
' I
I
, v(vpn) a 12 35 116 4
0
Movement Gapacity 649 580 1037 599 500
' 993
' Shared Lane Capacity 867 599
Worksheet 10 delay, queue length, and LOS
Movement 1 4 7 8 9 10 11
12
~
I II
I
I II
I
Page 5
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w (vph) 4 76 48 120
C m(vph) 1504 1577 867 539 ~
vIc 0.00 0.05 0.06 0.20
95% queue length
Gontrol ❑elay 7.4 7.4 9.4 12.5
LC3S A, A A B
ppprmach Delay 9.4 12.5
Approach LUS A B
Warksheet 11 Shared Majar LT Impedance and Delay
Rank 1 Delay Calculatioras
Mavement 2 5
P aj 1.00 0.95
V 11 34 26
V 12 3 51
5 il 1700 1700
5 12 1700 1700
-
p* 03 1.00 0.95
D ma3 left 7.4 7.4
N ~~~~r major st ianes I I
Qelay, rank 1 mvmts 0.0 0.4
Page 6
~
HCS Unsignalazed Intersectivn Release 3 i
TWC}-WAY ST{3P CONTROL (TWSC) ANALYSIS
Analyst LINAA SALHAFI
_ -°eraectxon- diAYFflRD RD./ AERd RD
int Date 1999
- ne Period An7 PiC FiFt
~ Intersection Orientatiaxr North-South Ma7or 3t.
- Vehicle Voiume Data
Movements: 1 2 3 4 5 6 7 8 9 1fl 11 12
Valume---_rP 1 18 1 16 3fl 7fl 2 2 51 91 0 1
HFR: 4 28 4 24 4fl 80 4 4 72 112 Q 4
PHF: 0 25 0 54 6 25 d 67 0 75 0 SB 0 50 0 50 0.71 0 81 0 90 025
PHV: 0 p0 0 Ofl 0 00 0 Ofl 0 00 D OU 0.00 fl D[1 0.00 0.00 0 06 0 00
-
~ ~
FedeaCZian Vaiume Daea-
_ Mrnrement s :
F3ow
Lane wxdth
Wa1k speed
* Slockage
rIedian Type P1one
# af vehicles 0 - -
bFlares3 approacta [~ovements
of vehicles: Eastbvund 0
vf vehicles WestBQUnd 0
_ Lane usage for m.avementa 1,20 approach
Lane 1 Lane 2 Lane 3
- L T R E. T R L T R
Y Y Y 14 N N N N N
Channe3ized N
Grade 0 00
LanQ usage for movements 4,5&G apprvach
Lane 1 Lane 2 Lane 3
L T R L T R L T it
-------Y- Y Y N AF N N N N
Chazlnelized N
Grade 0 04
Lane usage for movemenGs 7,8&9 appraaeh
Lane 1 Lana 2 Lane 3
L T R L T R L T R
Y ]C Y N 13 Ai N N 3+i
°
annalized N
ade: D_40
Lane usage for movements 10,11&12 apparoach
Lane I Lasie 2 Lane 3
L T R L T R L T R
iI
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CexAM
HGS: L]nsignalized Zntersection Release 3.1
TWO-6JAY STOP CC?NTROL (TWSC) ANALYSIS ~
Analyst: LINDA SALHAH
Intersection: HAYFOPD RD.I AERO RD.
Caunt Date: 1999
Time Periad: AM PK HR
Intersectzon Orientation: Narth-South Ma3or 5t.
Vehicl.e Valume Data:
Movements: 1 2 3 4 5 6 7 8
9 10 11 12
---------------------W--_____--_---------------------------------------
Valume: 1 18 1 16 30 70 2 2
51 51 D 1
HFFt: 4 28 4 24 90 80 4 4
72 112 0 4
PHF: 0.25 0.64 0.25 0.67 0.75 0.88 0.50 0.50
0.71 0.81 0.90 0.25
PHV: 0.00 0.00 0.00 0.00 0.00 0.04 (].(]0 0.00
0.00 0.00 0.00 0.00
Pedestrian Valume Data:
Movements:
T-----------_-------------------------------------------------------_---
Floca: '
Lane width: -
Walk speed:
% Blockage:
Median Type : None ~
# of vehicles: 4
Faared approach Movements :
# of vehic3es : Eastbound 0
Page 1
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CexAM
# vf vehicles: Westbound 0
~
Lane usage for mDVements 1,2&3 apprvach:
" Lane 1 Lane 2 Lane 3
L T R L T R L T
R
~
~
' Y 'l Y IV N N N N
s N
~ Channelized: N
Grade: 0.00
~
i
Lane usage fvr movements 4,5&5 approach: _
Lane 1 Lane 2 Lane 3
' L T Ft L T R L T
R
~
y y y N N N N N
~ N ,
Channelized: N
- -
Grade : 0.00
Lane usage for mQVements 7,8& 9 approach :
Lane I Lane Z Lane 3
L T R L "I' R L T
R
Y Y Y N N N N N
N
Ghannelized: N
Grade: 0.00
Lane usage far movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
Page 2
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~
cexAM
Y Y Y N N N N N
N
Channelized: N ~
Grade: 0.00
Data for CQmputing Effect r£ Delay to Ma]or Street Vehicles:
Narthbound
Southbound
5hared In volume, major th vehicles: 18-
30
Shared In volume, ma]❑r rt vehicles: 1
74
Sat flcaw rate, ma]ar th vehicles: 1700
1700
Sat flow rate, majox rt vehzcles: 1700
1700
Number of major street thraugh lanes: 1
1
Length of 5tudy peg`iodt hrs : 1.00
Worksheet 4 Critical Gap and Fallow-up time calculation.
Critical Gag Calculatians:
Movement 1 4~ 7 8 9 10 11 12
t G,base 4.1 4.1 7.1 5.5 6.2 7.1 6.5 6.2 -
t c.hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 D.CI[] 0.00 0.40 0.00
t c,g 0.2 0.2 0.1 0.2 4.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.4 i 0.0 0.0 0.0 0.0 0.0 0.0
t c,T: ~
1 stage 0,00 0.00 ' O.CIfl 0.00 0.00 O.OtI 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Page 3
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Cex,AM
Follaw Ug Time Calculations:
~ Movement 1 4 7 8 9 10 11 12
_____________e-__-----v-------_-____-----------------------------------
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f. HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
Phv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
- t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
' Worksheet E Irnpedance and capacity equations
Step 1: RT from Minor St. 9 12
,
Canflicting Flaws 30 80
' Patenta.al Capacity 1050 ' 986
' Pedestzian Impedance Factor 1.00 1.00
Movement Capacity 1050 9$6
Probabila.ty of Queue free St. 0.93 1.00
~
Step 2: LT from Major St. 4 1
Canflicting Flows 32 120
Potential Capacity 1593 1481
Pedestrian Impedance Factor 1.04 1.00
Movement Capacity 1593 1481
Frahabilzty of 4ueue free St. 0.99 1.00
Maj. L Shared ln. Prob. gueue Free St. 0.98 1.00
Step 3: TH f rom Nlinor St. 8 11
Cnnflictang Flows 205 168
Potential Capacity 695 729
Pedestrian Impedance Factar 1.00 1•00
Cap. Ad3. factar due to Impeding mvmnt 0.98 0.98
Mouement Gapacity 682 ~15
Probability of 4ueue free St. 4.99 1.00
Page 4
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CexAlui
Step 4: LT fram Minar St. 7 10
--------------------------------n---
Canflicting ~ ^F~,ows168 l---204 ~
Potential Capaczty 801 759
Pedestrian Impedance Factar 1.00 1.00
Maj. L, Min TImpedance factar 0.98 0,9$
Ma]. L, Min T Adj. Img Factor. 0.99 0.9$
Cap. Adj. factor due to Impeding mvmnt 0.98 0.91
Movemerrt Capacity 786 594
Worksheet 8 5hared Lane Calculatians
Sharsd Lane Calculations
Mavement. 7 8 9 10 11
12
-----------------------___-__-----------------------------------------_T
--------_----F-----------
I II
I 'r
I il
I
v(Vph) 4 4 72 112 a
4
Movement Gapacity 786 682 1050 694 715
986
Shared Lane Capacity 1006 701
----_---_---------_-T------------------------------------__--_---------- -
-----T------------_-_----
Worksneet 10 delay,queue length, and LOS
Mavement 1 4 7 8 9 10 11 '
32 '
I II
I
I II '
I ~
Page 5 _
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CexAM
v(vph) 4 24 SQ 116
i
~ C m(vph) 1481 1593 1006 701
- Vrc 0.00 0.01 0.08 0.17
' 95% queue iength
cQntroi DelaY 7.4 7.3 8.9 11.2
LC?S A A A B
! Approach De].ay 8.9 11.2
APprvach LQS A B
i
Worksheet 11 Shared Ma]or LT Impedance and Delay
Rank 1 Delay Calculatipns
Movement 2 5
~
P oj 1.00 0.99
V i1 18 30
V i2 ~ 1 70
~ s 1.1 1700 1700
s i2 1700 1700
P* 03 1.00 0.9$
D maj left 7.4 7.3
- N number major st lanes 1 1
De1ay, Y'c'3I1k 1 IRVIl°lt S 0.0 0.1
----------------------------w_--__-c.-------------..k_....rov-°--------«----
Page 6
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_ Hayford Rd. l Melville Rd.
Capacity Ana[ysis
I,
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WestTenace'C5 ilpdate
HCS Unsignallzed Intersection Aelease 3 1
TWp-WAY 5TQP CaNTRf}L(TWSC) APiAI,YS2S
A11al]06t: LINDA SAL3-iLHA
Intersecta,on FiAYF`ORD TiD/MELVILLE itD
fl, t D aGe 2D03 BOTLDqiTT
e Perxvd- L~i~ Pit g3R
,
tersectavn Orientationc East-West P7ajar St
Vehicle Vcrlume Data
MavemenLs 1 2 3 4 5 6 7 $ 9 10 il 12
Valume 11 48 0 0 36 30 d 4 175 1 fi
IiFR 13 54 6 0 48 141 0 12 Q 243 4 12
PHF 0.83 ❑$1 0 90 0.90 0 75 d 54 a 94 D 33 4 90 72 0 25 0 50
pHV 0_00 i] Qa 0 Qd 0 flD 6 00 0 04 Q 00 0 dD a Ofl 4 00 0 00 6 00
-
Pedestrsan volume Data
' Mcsvements
Flow
Lane width
Walk speed
k Blockage
Median Type Nana
# of vehacles 0
~ Flared appraach Movements
of Vehicles Nprthbound fl
u of vehicleg 5outksbound U
3tane usage for movements 1,2&3 approach
Lans 1 Lane 2 Lane 3
L T R L T R L T R
_ p Y Y Y N I+T N N N N
Cttannelized_ N
Grade: 0 QO
Zane usage far mavements 4,5&5 appraach
Lane i Lane 2 Lane 3
I, T k2 L T R L T R
Y Y Y N N N N i+'B N
Channelized N
Grade D
Lane usage for movements 7.6&9 approach
Lane 1 Lane 2 Lane 3
L T R L T R L T R
------YX Y Y AT N PT 2d N N
~ annel3zed x
ade a DO
~ Lane usage far movementa 10,11&12 appreach
Lane 1 Lane 2 Zane 3
L T R L T R L T R
r
i~
I{ DbldoutPM
~
HGS: Unsignalized Intersection Release 3.1
TWQ-WAY STDP CC3NTROL (TWSC) ANALYSIS
ArlaZyst : LINDA SALHAHA
Intersection: HAYFORD RD/MELVILLE RD
Count Date: 2003 BUILDOUT
Time Periad: PM PK HR
Intersection arientatian: East-West Ma3or St.
Vehicle Volume Data:
Mavements: 1 2 3 4 5 5 7 $
9 10 711 12
~ ------------_---------------ww____-_-_-------------
~.~~~~~P='~
Vol +~~I_•_ sJ- 1 48 0 0 36 90 4 4
r
P ~ b ~T't V
H FR 59 0 0 48 141 0 12
o 12
PxF: ~o.81 0.90 0.90 0.75 0.64 0.90 0.33
~
0.90 0.(~~~ .50
Fxv: ".aa 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0. oo 100
- `
,
~
Pedestrian Volume Data: '
Movetnent s :
;
F1ow:
Lane width: ~
Walk speed:
% Slockage :
Median Type: None ~
# of vehicles : ~ ~
Flared approach Movements :
# of vehicles : Narthbaund 0
F'age I
~
' DbldoutPM t
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane I Lane 2 Lane 3
L T R L T R L T
R
Y Y y N N N N N
N
Channelized: N
Grade: 0.00
Lane usage far movements 4.5&6 approach:
Lane I Lane 2 Lane 3
L T R L T R L T
R
y Y Y N N N N N
~ N
Ghannelized: N
Grade: 0.00
Lane usage fvr movements 7,8&9 approach.
Lane I Lane 2 Lane 3
L T R L T R L T
R
Y Y Y N N N N N
N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
- L T R L T R L T
R
~ Page 2
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y y Y N N N N N
N
Channelized: N ~
Grade : 0.00
Data for Comguting Effect of Delay to Majar Street Vehacles:
Eastbound
Westbflund
Shared ln volume, major th vehicles: 46
36
Shared ln volume, ma3ar rt vehicles: I]
90
Sat flow rate, major th vehicles: 1700
1700
Sat f low rate, ma3ar rt nehicles : 1700
1700
Number of ma]or street through lanes: I '
1 ~
~
Length of study periad, hrs : 1.00
Worksheet 4 Critical Gap and Follow-up tiane calculation,
Critical Gap Calculatians:
Mvvement 1 4 7 $ 9 10 11 12 ,
t c.base 4.1 4.1 7,1 5.5 6.2 7.1 5.5 6.2 -
tc,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.40 0.00 0.00
t C,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 Ci.[JO 0.40 0.00 0.00 0.00 0.00 0.00
-
t 3f1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t c
1 stage 4.1 4.1 7.1 6.5 5.2 7.1 6.5 5.2
Page 3
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DbldautFM
Follow Up Time Calculations:
Mavement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P nY 0.00 4.00 0,00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3,5 4.0 3.3
Warksheet 6 Impedance and capacity eguatians
- Step 1: RT from Minor St. 9 12
Canflicting Flows 59 118
Patential Capacity 1012 939
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1012 939
Probability of Queue free 5t. 1.00 0.99
~ Step 2: LT fram Maaor St. 4 _ 1
Conflieting Flows 59 189
Fatential Capacity 1557 1398
Pedestrian Impedance Factor 1.00 1.00
Mavement Capacity 1557 1398
Probability of Queue free 5t. 1.00 0.99
Ma,. L Shared ln. Frob. Queue Free St. 1.00 0.99
Step 3: TH frvm Minar St. 8 11
Cvnflicting Flows 274 204
Potential Capacity 536 696
Pedestrian Tmpedance Factar 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 630 689
Probability af Queue free St. 0.9$ 0.99
~ Page 4
,
Db1 dout FM
Step 4: LT from Minar St. 10
,
Conflict.ingRFlaws 212 210
Potential Capacity 749 751
Pedestrian Impedance Factvr 1.00 1.00
Maj. L, Min T Impedance factar 0.98 0.97
Maj. L, Min T A,dj. Imp Fac'ttar. 0.99 0.98
Cap. Ad3. factar dus to Impeding mvmnt 0.98 0.98 ,
Movement Capacity 731 735 WorkSheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 ,
12
I II
a
~
`
v(vph) 0 12 0 243 4
12 _
Mvvement Capacity 731 630 1012 735 589
939 Shared Lane Gapacity 630 742 ~
warksheet 10 delay, queue length, and LOS
Movement 1 4 7 8 9 1(] 11
12
-------_e---------------------------_-___-----------------------___---
'I
I II
I
Page 5
i
Db1doUtPM
v(Vpn) 13 12 259
i C m(vph) 1398 1557 630 742
v1c 0.01 0.02 0.35
95% queua length
contrpi Delay 7.6 10.e 12.5
LaS A B $
' APProacn Qelay 10.8 12.5
Approach LDS B B
Worksheet 11 5hared Ma]or LT Impedance and Delay
Rank 1 Delay Calculations
MQVement 2 5
~
P oj 0.99 1.00
V 11 48 36
V 12 0 90
' S i1 1700 1700
S i2 1700 1700
P* dj 0.99 1.00
D maj ieft 7.5 0.0
N num}aer ma]or st lanes 1 1
De1ay, xank 1 irrvmts 0.1 0.0
Page 6
~
a
HCS Unsignalxaed Iratersectiv n Release 3.1
TFTD-WAY STOP CONTRQL (TW8C) ANALY52S
F1Ila3yBL. LZNDA SALHAHA ~
InCersectfan HAYFDRI] FLI7fd+fELVILLE RI]
Cvunt Date 2403 H[7ILDOIIT
Tlme Period AM PR FLR
Inter8ect3on Orieneation East-West Major St ~
Veksicle Valume Data
MDaemetita 1 2 3 4 5 6 7 8 9 10 11 12
Volume 7 21 0 fl 48 151 0 4 0 52 4 6
HFR 16 31 a a $1 240 a 8 o 69 o a
PHF 44 6 58 Q 99 0 90 0 59 0 53 0 5[} 0 50 0 40 U 75 0 90 075
PHV Q 00 0 QU 0 00 0 Ofl Q Da U 00 0(]0 D(}Q 000 0 U❑ [S 0o 0 00
Pedestrian Volume Data
Mavement s
--------------°---------------------------0__----------------_-_-------------------------------
Flvw
Lane width
Walk speed
't Blackage
median 'iype None
of vehxcies D
Flared approach Mvvements
~
# of vehiclss Norttbounci 0
# of vehicles Svutlibound 0 .
Larie usage far mavemsnts i, 2&3 approach
Lane i Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N Id D1
Charxrielized N
Grade a ❑0 -
~
Lane usage for mavemente 4,5&6 approach
Lane 1 Lane a Lane 3 -
L T R L T R L T R
I % Y 1' N 1+1' N N N DT
Channelaaed AI
Grade 0 DD
~
Lane usage far mavemersts 7,8&9 approach
Lane 1 Lane 2' Lane 3
L T R. L T R L T R
y y x x rr x rr N N
Channslized• N
Grade. U 00
~
Lane usage fvr mvvemeritm 10,11&12 approach
d,ane 1 I,ane 2 Lane 3
T, T R L T R L T R
DbldoutAM
, HGS: Unsignalized Intersection Release 3.1
TWp-WAY STDP GONTROL{TWSG} ANALYSIS
Analyst: LINDA SALHAHA - Intersection: HAYFaR❑ Ro/MELVILLE RD
~ Caunt Date: 2003 BUILDDUT
Time Periad: AM PK HR
Intersect3fln Orientation: East-West Majar St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8
_ 9 10 11 12
Vvlume: 7 21 0 (l 48 151 fl 4
0 52 0 E .
_ HFR: 16 31 0 0 81 240 0 8
o 69 o s
- PHF: 0.44 0.6e 0.90 0.90 0.59 0.63 0.90 0.50
0.90 0.75 0.90 0.75
PHV: 0.00 0.00 0.44 0.00 0.00 0,00 0.40 0.00
0.00 0.00 0.00 0.00
Pedestrian Valume aata:
Movements :
Flow;
Lane width:
Wa19c speed.
% Rlockage:
Median Type: None
' # of vehicles: 0
Flared approach M❑vements:
# caf vehieles : Northbound 0
Page 1
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DbldoutAM
# of vehicles : Sau~hbound 0
Lane usage for movements 1s2&3 approach: ~
Lane 1 Lane 2 Larne 3
L T R L T R L T
R
Y Y Y N N N iV N'
N
Cnannelized: N
Grade: 0.00
Lane usage far movements 4,5&6 approaGh:
Lane 1 Lane 2 Lane 3
L T R L T F: L T
R
y y y N N N N N
N ~
Ghannelized: N
Grade: D.OD
Lane usage for movements 7,8&9 appraach:
Lane 1 Lane 2 Lane 3 -
L 'I" R L T R L T
R
i
Y Y y N N N N N
N
Cnannelizeci: N
Grade: 0.00
Lane usage fflr movements 10,11&12 approach:
Lane 1 ' Lane 2 Lane 3
L T R L T R L T
R
Page 2
~
~
DbldQutAM
Y Y Y N N N N N
N
Channelized: N
Grade : 0.00
' Data far Computing Effect af Delay to Majar Street Vehicles.
Easthound
Westbaund
Shared ln valume, majar th vehicles: 21
48
- Srioared ln volume, majar rt vehicles: Q
151
Sat flow rate, major th vehicles: 1700
1700
Sat f lcaw xate, major rt vehicles : 1700
1700
Number mf major street through lanes: 1
1
~
Length of study period, hrs : 1.00
Wflrkshaet 4 Critical Gap and Follow-up tzme calculation.
Critical Gap Galculations:
Movement 1 4 7 8 9 10 11 12
tc,base 4.1 4.1 7.1 6.5 6.2 7.1 5.5 6.2
t c,hv 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0,00 (}.00 0.0[} 0.00
t c,g 0.2 o.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t3,lt 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t CtT:
1 Stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
- tC
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
~ Page 3
'j DbldoutAM
Follow Up Time Calculata,ons :
Mavement 1 4i 7 8 9 10 11 12
t f.base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Tmpedance and capacity equatians
Ste;p 1: RT from Minor St. 9 12
Conflicting Flows 31 201
Potential Capacity 1049 845
Pedestrian Impedance Factor 1.00 1.00
Mavement Capacity 1049 845
probabglity af Queue free St. 1.00 4.99
Step 2: LT fraam Ma7 ar St. 4 1 ~
Ccanflicting Flows 31 321
PotentYal Capacity 1595 1250
Pedestriara Zrnpedance Factor 1.00 1.00
Movement Capacity 1595 1250
Probability vf Queue free St. 1.00 0.99
Maj. L Shared ln. Prob. Queue Free St. 1.00 0.99
5teg 3: TH frnm Minar St. , 8 11
Conflicting Flows 384 264
Potential Capacity 553 645
Pedestrian Irnpedance Factor 1.00 1.00
Cap. Adj. factor due tv Impeding mvmnt 0.99 0.99
Movement Gapacity 546 636
Probability of Queue free St. 0.99 1.00
Page 4
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~ DbidautAM
` Step 4: LT from Minor St. 7 10
--------w--°o-__-----W-------------v__«
1
Conflicting Flows 268 268
Patential Gapacaty 689 589
Pedestrian zmpedance Factar 1.00 1.00
Ma], L, Min TImpedance factor 0.99 0.97
Maj. L, Min T Adj. Imp Factar. 0.99 0.98
Cap. Ad3. factox due t❑ Impeding mvmnt 0.98 0.98
Movement Capacity 576 674
Warksheet 8 Shared Lane Calculations
Shared Lane Calcuiations
Movement 7 8 9 10 11
' 12
~------_--r-------------------
I
I !I
~
~ v(vph) 0 8 0 69 0
8
_ Movement Capacity 676 546 1049 674 635
845
- Shared Lane Capacity 546 689
Worksheet 10 delay,queue length, and LOS
Mavement 1 4 7 8 9 10 11
12
~----__--r_---------11----------
~--------7
l II
- I
; f II
I
Page 5
1
~ -
DbldautAM
v (vph) 16 i $ 77
C m{vph) 1250 1595 545 689 '
v1c 0.01 0.01 0.11
95% queue length
Crantrol aelay 7.9 11.7 10.9
LOS A II B
Approach Delay 11.7 10.9
Approach LOS B B
Worksheet 11 Shared Ma]or LT Impedance and De1ay
Rank 1 Delay Calculations
Mrvement 2 5
P a j 0.99 1.00
v il 21 48
V 12 a 151
s 1-1 1700 1~00
s i2 1700 1700
P* 03 0.99 1.00
D maD left 7.9 0.0
N number major st lanes I. 1
Ue].ay, raIlk 1 mzTl[7tS 0.1 0.0
Page 5
m
HCS Txnsignalized TnterseetiQn Release 3 1
TWC]-6fAY 9TOP CONTRflL LTWSCf 1lNALYSYS
AT1alpst • I,INT7A Sar.srnetn
T-tersaction HAY,FOFS1 1?D/13ELVILLE Rl7
unt Dat e 2003 EX & BACKGROLFNI]
me Pariod_ FiN PR HA
~ Ynteraectaan t]rientatran East-West Major St
Vehicls Volume Data
Ms3vements 1 2 3 9 5 5 7 8 9 10 ii 12
Volume 11 29 0 0 24 27 4 4 d 58 1 6
HF'R 13 38 0 0 32 42 0 12 0 81 4 12
ggg 0 03 p$1 d 90 0 30 0 75 0 54 ❑ 90 0 33 0 90 0.72 ❑25 0 SD
PIiET. 0 00 0 04 0 00 000 0[70 6 DD 0 Q[l 0 Off ❑(lfl 0.00 Q D❑ @ 00
Pedestrian Volume Data
~ Z+Iovement s
Flow
'Lane widtih
Walk sgeed
t Slockage
Median Type Nvne
# ❑f vehicles a
~ Flared approach Movements
,f vehiclea NvrkFsbouxsd 0
ff df vehicles SouChbaund 0
Zane usaga €or movements 1,2&3 apprvach
Lane 1 LanB 2 Lane 3
L T R L T Fd i, T R
Y Y Y N N N N N TT
Cliannelized N
Grade 0 00
Lane usage far mvvementa 4,5&6 appr[sach
Lane 1 Lane 2 Lana 3
L T R L T R L T R
Y Y SC PT N N td N N
' Lharzrtelxzed N
Graas 0 00
Lane uaage for movemants 7,8&9 approach
' Zane 1 Lane 2 Laaie 3
L T R L T R L T R
Y Y Y ld N td N N N
annelized N
,ade. a oa
~
Lane ussage for movement& 10,11&12 approaeh
Lane 1 Lane 2 Lane 3
L T R L T R L T R .
~
,
I
aexbgPM
HCS: ilnsignalized Intersection Release 3.1
TV+T(J-'WAY STap CONTRaL (TfnTSC) ANALYSIS ~
Analyst: LTNQA SALHAHA
Intersection: HAYFORD RD/MELVILLE RD
Caunt aate: 2003 EX & BACKGRC3UND
Time Pera,od. gM PIS HFi
Intersection Orieratatian: East-West MaDor St.
Vehicle Volume Data : Mvvements: 1 2 3 4 5 6 7 8
9 10 11 12
Valume: 11 29 0 0 24 27 0 4
0 58 1 6
HFR: 13 36 0 0 32 42 0 12
Q $1 4 12 ~
FHF: 4.83 0.81 0.90 0.90 0.75 0.64 0.90 0.33
~
(].90 0.72 0.25 0.50
PHV: 0.00 4.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
Pedestxian Va3ume Data: '
Niovements : ~
Flaw: '
Lane width:
Walk speed:
% Blockage:
Median Type . None
# of vehicles: D ~
Flared apprvach Mavements :
# of vehicles: Northbound d
Page 1
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DexbgPM
# vf vehicles: Southbaund fl
~
Lane usage fvr movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
' L T R L T R L T
- R
Y Y Y N N N N N
N
;
Channelized; N
Grade: 0.00
Lane usage fcar mavements 4.5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
y y Y N N N N N
~ N
Channelized: N
Grade : 0.00
- Lane usage for mavements 7.8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
Y Y y N N N N N
N
Channelized: N
' Grade: 0,00
Lane usage for mavements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
~ Page 2
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DexbgPM
y Y Y N N N N N
N
Channelized: N ~
Grade: 0.00
oata for Computing Effect ❑f Delay to Ma3vr Street Vehicles:
Eastbaund
Westbound
Shared ln vQlume, ma3ox th vehicles: 29
24
Shared ln vol.ume, maj ❑r rt vehicles : 0
27 `
Sat flow rate, maaor th Vehicles: 1700
1700
Sat flaw rate, major rt vehicles: 1700
1704
Number of major street thrvugh lanes: 1
1 =
~
Length saf study period, Ytrs : 1.00
Worksheet 4 Critical Gap and Follaw-up time calculation,
Critical Gap Calculations:
Mavernent 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
-
p nv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-
t3,it 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c. T :
I stage 0.0{] (l.aD 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 E.2 7.1 6.5 6.2
Page 3
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DexbgPM
Follaw Up xime Calculations:
~ Movement --1 4 7 $ 9 10 11 12
-
t f.base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
t f.HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
Phv 0.00 0,00 0.00 0.00 0.04 0.00 0.00 0.00
- t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1. RT from Minor 5t. 9 12
Cvnflicting Flvws 36 53
Potential caPacity 1043 1020
' Pedestrian Impedance Factor 1.00 1.00
Movemerit Capacity 1043 1020
Pxobability of 4ueue free St. 1.00 0.99
Step 2: LT from Majar St, 4 1
'Canflzcting Flows 36 74
- Potential CaQacity 1588 1538
Pedestrian Impedance Factor 1.00 1,00
Movement Capacity 1588 1538
Probability of Queue free St. 1.00 4.99
Maj. L Shared ln. Prob. Queue Free St. 1.00 0.99
Step 3: TH fxam Minor St. 8 11
Conflicting Flows 136 115
Potential Capacity 758 779
Pedestxian Impedance Fact4r 1,00 1.00
Cap. Ada. factor due ta Impeding mirmnt 0.99 0.99
, Movement Capaczty 751 772
Probabzlaty of Queue free St. 0.98 0.99
Page 4
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❑eXk]gPM
Step 4: LT f rorn Minor St. 7 10
CnnflictingFlows---_~__~ 123 _ 121 ~
Potential Capacity 856 858
Pedestrian Impedance Factor 1.00 1.00
_
Ma]. L, Min TImpedance factvr 0.99 0.98
Maj.L, Min T Adj. Irnp Factvr. 0.99 0.98
Cap. Ad3. factar due to Impeding mvmnt 0.98 0.98
Movement Capacity 837 842
Worksheet 8 Shared Lane Calculatians
Shared Lane Caleulations `
Movement 7 8 9 10 11
12
9---------------____I~____------
I 61 ~
I
I II
. ~
v (vph) 0 12 a 81 4
12
Mnnement Capacity 837 751 1(]43 842 772
iozo
Shared Lane Capacity 751 857 Woxksheet 10 delay. queue iength, and LOS -
Movement 1 4 7 8 3 10 11
12
~
I ~I
l
I II
I
Page 5
DexbgPM
v{vph) 13 12 97
~ Cm(vph) 1538 1585 751 857
VIc 0.01 0,02 0.11
95% queue length
- GDntrol Delay 7.4 9.9 9.7
LO5 A A A
Approach Delay 9.9 9.7
Approach LO5 A A
------_--__-v-------------v------
Wvrksheet 11 Shared Ma3or LT Impedance and Delay
' Rank 1 Delay Calculations
Mavement 2 5
~
---W-----------av------
~ p 03 0.99 1.00
V il 29 24
V 12 G 27
, s ii 1700 1700
S 12 1700 1700
p* Oj 0.99 1.00
1] ma 3 1 eft 7,4 0.0
N neamber ma)ar st lanes 1 1 I]elay, rank 1 mvmts 0.1 0.0
Page 6
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HCS [7nsignalized InterseetivnlReleaae 3.1
Tido='F1AY STQP C'O1dTBOL (TYi'SC ) iII NALYSI S
Analyst T,3trDA SALHA.HA I
Ir►tersection HAYFY7RD RD/MELVILLE RD
CGUriC DAt9 2803 ER & SACEC.r.,120UNA
Time Period Am PIt Hk
Intersectaon Orientatson. East-West Ma7or St ~
Vehiele Vvlume IData
H[vvement8 1 2 3 4 5 6 7 S 4 10 11 iZ
Vvlume 7 13 0 0 29 52 0 9 0 20 0 5
HFR 16 19 ❑ C] 49 93 Cl S Q 27 0 8
PHF d 44 0 68 0.90 4 90 a 59 4 63 D 90 D 50 0.90 0 75 D 30 0 75
PH1A f} Of] 0 00 0.00 4 00 0{]0 fl Om 0 QO 0 C]a 0 04 0 00 0.00 4 Of]
Pedeatrian Volume Data
Movements
Flow
Lane widtYl
Walk speed
4 Blvckage
Median Type None
# af vehiclea ❑ '
Flareri appraach Mavernents
~
# Qf vehicles Northbvund 0
# saf vehicles Southbaund ❑
Lane usage for mvvements 1,2&3 approach
Lane I Lane 2 I,ane 3 ~
L T R L T R 3, T R
e..-------------------------------°---------------------°---------------------------------------
r
Y Y Y N N N N A1 TT
Channelized N
Graae o oa
Lane usage for movaments 4.5&6 approach.
Zane 3 Lane 2 Lane 3
I. T R L T R L T Et
Y Y Y N N N N tf N
Channelrzed N
Grade 0 00
Lane ►a$age far moVementa 7, 8&9 approach
Lane 1 Lane 2 Lane 3
L T R L T R L T R
---r----------_°-------------------------°--------------------°------°-------------------------
Y Y Y N N N N tS N
Channelized id
Grade U 00
Lane usage for mQrrements 10, 11&12 agpraach
Lane 1 Lane 2 Lane 3
L T R L T R L T R
'
I
_ I]exbgAM
HCS: Unsignalized Iratersection Release 3.1
TWD-WAY STOP CONTROL (TWSC) ANP,LYSIS
Analyst: LINDA SALHAHA
rntersectiQn: HAYFaRD RDIMELUILLE RD
Count ❑ate : 2003 EX & BACKGROUND
Time I'eriod: AM PK HR
Intersectican Orientatian: East-West Ma3or 5t..
Vehicl.e VaTurne oata ;
- Movements : 1 2 3 4 5 6 7 8
9 10 11 12
VoYume: 7 13 0 0 29 52 0 4
0 20 0 6
HFR: 16 13 0 0 49 83 0 8
0 27 4} 8
~ PHF: 0.94 0.58 0.90 0.90 0.59 0.63 0.90 0.50
0.90 0,75 0.90 6.75
PHV: 0.00 0.(]0 0.00 0.00 0.00 (].00 0.00 0.00
- 0.00 0.00 0.00 0.00
Pedestrian Vvlume Data ;
Movements :
Flow:
Lane wzdth :
6Valk speed:
% Blackage:
Nledian Type: Nane
# of vehicles: D
F"lared appraach Mavements :
# af vehicles : Northbound [l
Page 1
~ Dexb9AM
# af vshicles : Southbound 0
Lane usage for rnovements 1,2&3 approach: ~
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
Y Y Y N N N N N
N
Ghannelized: N
Grade: 0.00
Lane usage for mavements 4, 5&6 appraach.
Lane 1 Lane 2 Lane 3
L T R L T R L °I'
R
Y Y y N N N N N
N
Channelized: N
Gzade: 0.00
Lane usage £or movements 7,8&9 apprflach :
Lane x Lane 2 Lane 3
L T R L T R L T
R
y y N N N N N
N
Channelized: N
Grade: 0.00
Lane usage for rn❑vements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T
R
Page 2 -
~
~
pexbgAM
Y Y Y N N N N N
~ N
Channelized: N
Grade: a.OC1
Data far Computing Effect of L7elay ta Major Street Vehicles :
-_-----_--------------4---------------__------------------------------
Eastbaund
' Westbound
Shared ln valume, maj or th vehicles : 13
29
Shared ln volume, ma,vr rt vehicles: 0
52
, Sat flow rate, ma]or th vehicles: 1704
1700
Sa~~ flow rate, major rt vehicles . 1700
1700
Number ❑f rnajvr street thxaugh lanes: 1
_ 1
Length of study period, hrs : 1.00
Worksheet 4 Critical Gap and Fvllaw-up time calculativn.
Critacal Gap Calculations :
Nlavement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6,2 7.1 6.5 6.2
t C,hV 1,0 1.0 2.0 1.0 1.0 1.0 1.0 1.0
P hv O.CJO 0.40 0.00 0.00 0.00 0.(]0 [].00 0.00
t c,g 0.2 0,2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.0[} 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 4.0 0.0 0.0 0.0 a.[}
t c,T:
1 stage 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 5.5 6.2
Page 3