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27866 PE-1751 MIDILOME 1994, Aug Traffic Impact Report ~ ~ a ~ Tr[Lf~'C Imj1a+Ct RepUrt ~ ~ , PrapoSed M1dilome East ~ . ! ~ DeY~~opme1'lt , ~ 1 ~ ~ ~ - . ~ I ~ August 1994 a ~ ~ DAVID EVANS AND ASSOCIATE5, INC. . ~ ~ s { ~ - - - - - , c , i , I I I Tl'LIffiC I1npClCt ReppTL i Prvpvsed Midilome East Aevelmpment , Spokane, Washington ~ . August 1994 ~ i V'PSE b r ~ L 0030560 ; i EXPIRES I Prepared fvr ~ MidiTorne, Inc. i - i DAVID EVAN5 ANDASSOCIAf'ES, INC i A PR(]FF5$1C]A1AL $ERVlCES Ci}INSUC.T[{VG F1RM - 0 FFICES [N 0 REGDN, WA5H[NGTfJN, CILIFORIVIA AiVD AIt12ONA 28285 W. G{7RSETCAYEir1UE PURiI.AND, OREGON 97201430 , ! (503} 223-6653 FAx (503] 223-2761 4 ~ Ti ABLE OF CONTENTS k'age ~ S[1NYMARY iV TNTR(3DUCTIC]I+T . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 _ CURRENT CONIITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 TIV'I'ERSECTION AN1) ROADWAY CONFiGURATTONS . . . . . . . . . . . . . 2 - , State Raad 27 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ` 32nd Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . • - . , . 2 ~ 2 TRAFFIC PAT°I'ERIVS , . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . • - ~ , ''ERSE~TIDN DPERA~`I~NS 2 ~N Level of Service Criteria . . . . . . . . . . . . . . . . . . . . . . . . • . . . , 2 Weekday AM Pea& Hvur . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 ~ Wee'kday PM Peak Hour . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 • BACKGROLIND CdNDITT4NS 4 , ' TRAFFIC VQLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 INTERSECTIC}N C}~ERATI(3NS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 ' Weekday AM Peak Hour . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 ' Weekday PM F'eak Hour . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 PRO]ECT IMPACTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 DESCRIPrIaN oF sTTE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . s SITE TRAFFIC . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Trig Generation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 - Trip Distxibutivn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Trip Assignrnent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . b TOTAL TRAFFIC V'flLUMES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 TNTERSEC TIQN OPERATION5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Weekday Alvt Peak Hour . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Weekday F'M F'eak Hour . . . . . . . . . . . . . . . . . . . . . . . . . b FtECOM1VIENaED IMPROV'EMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 IMPROVEMENT ClPTICIN 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 IMPROVEMEN`1` aPTIDN 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S IMPROVEMENT OF'TxON 3 . . . . . . . . . . . . . . . - - - • - . . . . . . $ Cf7NCLUSIC]NS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 , Imgravernenc C}ption 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Intersection Optian 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1(] Tntersection Option 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LiD Recommendation . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . 10 ~ TABLE CDF GtJN'TENTS (continued) Page a ' APPENi)IGF-S APPENDIX A - LeVeE of Service Definitians APPENDIX B- SR 27 and 32nd Avenue 1993 Intersection Counts APPENDIX C- Midilame East Development Praject Trip Generation APPENDIX D- Traffic (Jperatians Backvp Data Existing Intersection Configurativn ' APPENDIX E - Traffic Operatiaras Hackup I]ata Irnprnvemen[ (]ptian T APPENDIX F - Traffic aperations Back-up Data Impravement Option 2 ~ APPENDIX C - Traffic Operations Backup Data irnprnvement C3ption 3 ~~~UUU APPENDIX H A Traffic Signal Warrairit Testing Improwement Optivn 3 • . . ti LIST f]F TABLES I No. Titie Page ' 1. Summary af Intersection Operatians . . . . . . . . . . . . . . . . . . . . . . . iv - - 2. Vehicular Trip Generatian . . . . . . . . . . . . . . . . . . . . . . . . . • - - 5 3. Cornparison of Intersection Uperations with linpravement {7ption Y . . . . . - - - 7 4. Compazisan af Intersection C3perativns with hngrovement Clptinn 2 . . . . . . . . . 8 ~ S. Comparisan of Intersection Operat'rons with Tmpravernent (]ptiran 3 . . . . . . . . . 9 fi. Frvpartion vf PM F'eak Hour Traffc Cantributed by Midtilnme East I]evelnprrrent . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 - gRa LIST (]F FIGLRES ~ FaTla►vs Na. Title page 1. Vicinity Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2. 1993 Existing Candition5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ~ 1 1996 Hackground Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 4. Project-Cienerated 'i'raffic Distributian . . . . . . . . . . . . . . . . . . . . . . . . b 5. Prvject-Generated Traffic Volumes . . . . . . . . . . . . . . . . . . . . . . . . . f 6. 1996 Tatal Candicsons . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 ' ' SUVMARY Dur assessment of the intersection of 32nd Avenue and 5R 27 indicates t.he proposed Mid ilome . East Development would have an nvticeable irrspact an che intersection capera¢ions. A[thougfa ~ the future traffic aperations cvuld be im,proved by changing the stop-sign contral, particularly with a faur-way stap-sign control, stopping traffic on SR 27 is a cQncem for several reasans, _ including high trauel speeds and roadvvay functianality. 'Z'herefare, a traffic signal is ultimately ; i the best cvntrvP far this iritersectian. While a traffic signal wiil also stop same traffic on SR 27, ' with pcoper signing, drivers approaching the intersection on SR 27 could be aterted to the upcoming sagnal ser they will be prepared to stap, if needed. Because the IVIUTCI] traffic signal waPra,nts are not met by the Valurnes projected far tYo,e 1996 . ~J~IJULJ condition with tlne Midilome East L3evelopmenC, the cost for adding this signal shauld 6e shared by both the existing users and other future deveIapment. The praportionate cvst af a$150,000 'traffic signal wvuld be abvut $14,[]00 (6 ta 7 percent) far 1Vlidilome East. ~ The analysis for the 1993 existing, 1996 backgrnund, 1996 toial, and 1996 mitigated conditions - is shvwn in the table belaw. TABLE P Summary of Intersection Qperations Current Stop-Sign Contr6l Traffic aignal as on 32nd Avenue Mikigation Measure `I 1993 1995 1996 d 1996 1995 Intersectian Existing Background Tatal Background Tokal Weekduy AM Pectk Hour -i Fastboumd LTR C D D B B ' Westbound LTR C I3 E B S Northbound L A . A A C C , TR A FI A B B ~ Sauthbouad L A A A ' C C TR A A A B B Weekc[ap PM Peak Hour Eastbound L'[R E F F B B Westbound L.'I`R F_ F F E B Norfhbnund Y.. A A A C C TR - A - A A E B 5outhbound T. , ts. A A D D TR A A A B B _ fV r•s E LNk RLJDUL 1 IOlr The purpose af this repart is to identify any improvernents that may be necessacy at tae intersectian af SR 27 and 32nd Avenue due to the proposed Midilame East aevelopment. This ' analysis was requesr.ed by the Washington State Department af TransporCatian {WSr]4T) to deterrnine if the prvposed Midil4me East Uevelapment would trigger che need £nr a traffic i ' signal. Far t3e at1aly515, thS pTUI7050d M1dlIC1Ti1e E3St DeVeICJpIT'iBII[, consisting of 127 single farriily residential units, was assurned ta be fuZly occupied by the fall of 1996. An existing canditivn, based an 1993 Craffic caunts at the intersectian, was examined. Hackground traffic volurnes were projected for 1996 based an an annual grawth rate and combined with projections for the pro,posed Midilome East Develapment. '+FV'eektlay AIvT and IiM peak hauc traffic was analyzecl fnr ali three of these conditians. This report contams discussions aind sununaries ❑f all af the anaiyses performed and appendices _Gantain the full analysis autput. - 1 CURRENT CClNDTTIONS $efore deterinining the future intersection requirements, DEA analyzed tha existing intersection - ogeratians. , ~INTE1~ECTIflI'+i ANl ROADti'VAY CONFIGURATIaNS - The intersectian of SR 27 and 32nd Avenue is lacated on a staie highway faciliry in the 5pokaaze _ County, Washing;tan. It lfes in an are,a whic'h is prir►garrly residential, with mvst of tlie , i commercial deveivpmeret ta the north. A vicinity map shQwing the intersecfiior► with cespect ta the pragosed Midhlome East site and the sursounding strdet systerri is shflwn in Figure 1. - , 2 " ' State Rcrad 27 State Road 27 15 ~staCe facility running north and sauth khrough the City and County of Spokane. It connects with some of the major c,ommercial cnrridnrs, and it has an interchange with Interstate 90. At the intersection with 32nd Avenue, SR 27 is a three-Sane roadway: ❑aae moving lane in each direGtion with a eenter turn lane. '['he speed limit is 54 rniles per hour. , - 32nd Avenue I Thiriy-secand Avenue is vne of the unly continuous eastlwest raadways running through a ; primarily residential area. It is two lanes vvide, vaith ❑ne tcavellane in each direction. At the , intersection with SR 27, 32nd Avenue is cantralled by stop signs. The speed limit is 35 miles per hour. TRAFFIC PATTERNS Current traffic volumes were measured in .Tuly of 1993. The weekday AM and PM pealc hour volumes ace shown in Figure 2. The weekday PM pea'k hour is the period of highest activity. - During bath the AM and PIVI peak hours, the traffic wolumes on 32nd AVenue are eyuai to or - - higher than ttiose an SR 27. ' IN'IERSECTION OPERAT~ON5 , T'he Y.c:Ve1 of Service (LC1S) of each laiae at the intersectian was calcuiated for each of [he peak- hvuc conditions. The LOS foc each time period is shown in Figure 2. ,Level of Setrvtice Criteria • Tfie L,eve1 of Service criteria at an unsignalized intersectian sn an urban area is defined in ' Appendix Table A-1. I`his table deines the Level of Service cQncept with L[JS A representing , 2 J3 ~ Nat tv Scale bAV1b EVANS AND ASSOCIATES INC. ' i 0 F- 0 ■ ~ ~ ~ ~ o ~ - ~ 7 16th AVe. . i . 32nd Ave. ' s SYf E r ~ - Dishman ~ . .6 ~ - - - - - - -Mica Rd. ~ a ~ - FIGURE 1 VICINITY MAP - Legend - 44 T~ffic voiume t ~ .~L= N4t ta Scale A I.e►tel of Servica DAVI6 EVANS ANfl ASSOCIATES. 1NG i i en r 0 00 T 44 21 ~ 175 s 197 - r ~ 14 r, - 51 3'~nd 32nd 41 A I * A►+enue 30 AVenue ~ , I$6 ■ 153 r 20 ~ m m e~n 68 ~ _ A. Weekday AM Peak Hour Traftic B. Weekday PM Peak Hvur Traffic f , E 32IId 32IId Avenue AWenue ~ Q ~ @ Q ~ C. Weekday AM Pealc Huur Operatians - - D.- Weekday-PM-Peak Hour Operations FT~~RE 2 1993 EXISTYNG CONI]ITIONS a no deTay condition and LC}S F representing severe delay anti congestion. Generally, L.OS D, representing a maderately cangested condition is the minimurn smndard co be maintained in an utban area. ~ Weekday A1VI Peak Hour -f L7uring the weekday AM peak honc, traffc is higher on 32nd Avenue, where it is cvntreailed by ' stvp signs, than it is on 5R 27. The northbound and southbaund approaches on SIt 27 operate at LOS A, rvhile the eastbvund and westbaund approaches an 32nd Avenue ❑,perate at LGS C. ; ; Weekday PM Pealc Haur ` . Dursng the weekday PM peak hour, craffic is fairly balanced an SR 27 and 32nd Avenue. 'I'raffic an SR 27 wou[d ❑perate at L[]5 A, whi1e the eastbound and westbound approaches an , 32nd AVenue would both aperate at LOS E. 3 ~ ~ BACKGR(3UND +CONDITZflN'S E The baGkground conditians were evaluated far the year 1996 wichout the proposed Midiiome East Develapment. TRAFFTG TVflLUMES _ Background traffic volumes were estimated for the year 1996 by agpiying an aVerage annual ' growth rate to ali vf the traffac volumes at the intersection. To calcuiate this annual grow['h rate, _ average daily traffic valumes on SR 27 were compared for fihe years 1988 and 1992. I]uring that four-year tirne period, traffic on the highway grew by an average of 5 percent per year, . This grvwCh rate was applied to both the SR 27 and 32nd Avenue traff c voTumes because there is no availabFe infarmatian on 32nd A,venue. The estimated background traffic valumes fvr the~ weekday AM and PM peak haurs are shawn in Figure 3. INTER~ECTZON UPERATI{]NS ~ The LeveI of Sen+ir.e (LC?S) af each lane at the intersection was calculated far each of the peak - haur c.onditivns. The LOS for each time period is shown in Figure 3. ,i _Weekday AM Peak Haur T)uring the weekday ANT peak hour, aperatians wQuld worsen on 32nd Avenue. While traffic movements on aR 27 wvuld cantinue to aperate at LQS A, both the eascbound and ruestbound apgroaches on 32nd Avenue would operate at L(lS D. Weekdsy PM Feak Haur Traffic operations on 32nd Avenue would aIsfl warsen during the week-day PM pealc hour. Traffic mavements on SR 27 wauld operate at LOS A. Dn 32nd Avenue, both the eastbound and westhQUnd appraaches vvoutd opecate at LC?S F, a condition indicating inadequate capacity and long delays. 4 E ~ - Legend ~ 51 T'raffie Volume ~ Nvt to Scafe A Level of Servicc f]AV1G EYANS AND A550CIATES. INC ~ I . si t 24 ~ ■ 203 -4 zzs - 16 32na ; 59 32nd 47 t ~ Avenue 35 t ~ A Avenue 192 i - ~ 177 )O~ , 23 q ~ r~ m 7~ ~ r0°-~ °v r10i ~ A. Weekr3ay AM Pealc Hour Traffic B. Weekday PM Peak Haur Traffic Q ~ d 4 32nd ~ 32nd ~ D+ Aveaue ~ h Avenue - ~ ~ ~ , ~ ~C d 4 ` C. Weekday AM Pealc Hvur C3parations - ---I?. We.elcday PM Peak Hour Oparations FIGC]RE 3 1996 BACKGROUND CONDITrC]NS i PR[]J'ECT TMPACTS Ta evaluate rhe impacts of the prnpased Midilame East Develvpment, project-generated trips , ruere estimated, distributed on the surroundang street systern, and added tv the 1996 background traffic. DFSCRIPTgClN C}F STTE ; The praposed MidilQme EasC T3evelopment wauld cansist of 127 single faanily detached residences 1ocated on a 44.7 acre site. The groposed development would have twa access points CJ~UIJ~J dff of 32nd Avenue between Madison Road and 5R 27. SITE TRAFFIC Trip Generatian ~ The vehicular traffc generated by the proposed Miciilome East I)evelopment was calculaceti usfng cates fram the Institute of Transportatirrn Engineers° 7rip Generatinn Repvrt, 5th edition. Tabie 2 summarizes the 24-hour arid pealc hour traffic volumes ca9culated using the equations fram this report. . TprSL,E 2 ' Vehicular Trip Geraecation - Tzme Perind Inhoussd Outbound T~W AM Peak Haur 26 73 99 PM Pea4c 1Haur $7 47 134 Weekday 24-hour 643 643 1,28£ - Saurce: InsCitute of Transpartativn Engineers' Trrp Caener'adion' Rejlari, Sth edation - - The prapased Mid~lome East Deaelapment is expecred to generated 1,286 tsips ❑n a weekday= , with 99 trips during the AM peak haur arkd 134 trips during the PM peak haur. 5 Yx 3 , Trip Distributian The trip distributiern for the groposed prrajecf was based on an examination of the QveraIl Cransportation system in the area and the traffic vaiumes at the intersection af 32nd Avenue and SR 27. 1VI4st of the traffic an 32nd Avenue (75 percent) is traveiing eastheaund oc westbound, with 20 -percent turning narthward and 5 percent turning sauthward. Valumes traveling eastbound and , ' westbound were splrt apprnxirrrately 50 percent in each direction. Based an these characteristics, the praject-gerierated traffic distribution pattern was develaped, as shown in Figure 4. - ~~ULJU Trip As,ignment Using the tcip generatimn and distributian gatterns, the traffic genarated by the prapased' - Midilome East DevePvpment was estimated far the intersectian of 32nd Averaue and SR 27. The - project-generat.etl traffic vQlumes are shvwn in Figure 5. • ~ T£)TAL TRAFFIC VOLUMES - Total traffic Volumes were estimated for the year 1996 by adding the proposed prnject-generated ~ traffic tv the esiirnated backgraund traffic. These traffic volumes are shown in Figure 6 far the weekday AM and PM pealc haurs. TN'[ERSECI'[DN ('JPERATIQNS I - The Lzwel af Service (Lt]S} af each lane at the intersection was calculated for each of Che pealc hour conditsons. 'Fhe LOS for each tirne periad is shawn in Figure 6. W eekday AM Peea4c Hour During the weeicday AM peak hour, operations would warsen froan the background conditivn. ~ i 'Y'he traffic mqverner►ts an SR 27 would eunCinue to operate at LC7S A, while the eastbound ~ apPraach ❑n 32nd Awenue would ❑perate at LOS E, and the weschound approach would operate at L[lS D. Weelcday P1VT Feak Haur - - - - Traffic operatians on 32nd Avenue would alsv worsen during the weekday PII+g peak hour. C)n SR 27, Craffic movements would aperate at LQS A, while bath the eastbvund and westbound approaches on 32nd Averrue would aperate at LC75 E. 6 TO4~~n~~~d ~ . Not to Scale _ 40% Qufbound DAVlD EVANS ANfl ASSOCIATES, lNC ~ - ~ - 16th A►+e. ' S% • 596 15% 13% 32nd AVe. 3596 -10- 40% --i 4-66% 4-40% , 4--35% dUR'n~ 404b---10. - SrT'E . ~ ~ 5~ 5°c 7 A1Shman ~ ~ -NTica Rd. v `~i a ~ FIG'L1RE 4 PROJECT-GENERATED TRAFFIC L7I5TRIBLT'TION - ~ Legend OT, 4 Traffic Volume Not to scaae bavio EvnHS ANn nssoCInTEs. iMc ,I - ~ cn Eq ~ N ' Rraa ~ a . ~cra t ~ ■ 10 A 35 0 r1 i 0 ~ 32nd v 32nd AL ~ Avenue 7 t A ~ Avenue , 29 Y 17 lp~ - r. a Q 1 ~ r a 4 2 ■ 7 A. Weekday AM Peak FIour Traffic S. Weekday PM Peak I-lour Tra«ffic FIGURE 5 PROJEGT-GENERATED TRAFFIC VOLUMES Legend r 51 Tra~`hc Volume A Z.evel vf 5ercriee t ~ JOI Nc+t to 5cafle QAVID EvAAS ANQ ASSflCIATES 1HC , rP4/J rn v°a c ~ 51 ~ cNa v`~i 24 ' t 213 ~ 263 I ld 5'9 ~ r ~ ~ 3~d ~ Y 32nd Awenue Avenue 4~ ■ w Sg A i ~ 221 a 196 t 27 m n t~, g 1 ! ~ Cp `~D, A. VNeekday AM Peak Hvur Traffic B. Weekday PM Peak Hour Traffie 4~jy N v~i cnv ■ ■ D ~ ~I. ■ I ~ 32nd ~ 32nd Avenue ~Avanue _ E ~ F; ~ ~ I~ 4 Q ~C < ! C. We.e~day AM Pealc Haur Operations D. Weekday PM Peak Hour {7perativns FTGURE 6 1996 TOTAL - CONDI'TIONS REGaNiMENDEI] IMPRQVEMENTS i-- - ~ Intersection operations are expected to worsen with the proposed IVlidilame East development. ~C]n 32nd Avenue, bath the eastbaund and vvestbmurad appraaches would operate at L05 F during ~the P1N peak hour. 'Chree o,ptivns were investigated to improve the future aperations vf this intersection. ~ IMFROVEIIENT dPTI{]N 1 The frst improvement optian would be to change the intersectivn ccsntcol so t,hat the northbound §X§=R0 and southbound movements an 5R 27 would he cantralled by stap signs while the eastbound and i westbound mQvements an 32nd Avenue would be uncontralled. Hased purely on a review of traffic valurnes, this intersectian cantrol is more IogicaI because the vvlumes on 32nd Aaenue are generalEy equal ta ar higher than thase ❑n 5R 27. , Table 3 compares the hackgraund and total traffiic operatians with the stop-sign control an 32red Avenue, as it currently is, and with the stop-sign control on SR 27. ~ TABLE 3 Compacison of Inteesectian aperataons with Impravement C]ptian I ~ ;i `J 5top-Sign Control on 32nd Avenue SEop-Sign Contral on SR 27 Intmectian Iiaekgroiand Tatal I3ackground Tatal k_' FYeekday AM Peak Hour Eastbeauud LTR U D A A Westtound L1rR D E A A Natthl3aund L A A B c ~ . T'lt P► A S 8 I; Southbouud L A A C C TR A A A A , - Weekday PM Peak Hour ~ ' Eastbound I,TR F F A A Westbound I.TR F F A A , Narthbound L A A La E i TR A A B B ~ - 5outhbound L ^ A A d7 D TR A A C p . ~ C?verall, the intersection would aperate better with the stop-sign contral vn SR 27 than iC would ' on 32nd Avenue. The northbound left Curn would aperate at LOS E during the peak hnur. ~ T-Iawevee, because the nunnber nf narthbaund left-turning vehicles (42) is significantly srnaller tharr the combined number of eastbound (319) and wesebound (346) uehicles, the intersection Irvould aperate better averakl. ~ , 7 ~ , i I Cantrol DeviCes (MUTCD). Hmwever, because af the cancerns about stapping traffic orn SR 27, - this captian was analyzed as wel1. ~ ~ For the analysis af the Sk 27132nd AVenue intersection with a traffic signai, three assumptians were inade: 1) the traffic signal would be ful1y actuated, 2} the narthbound and southbound left- turn movements would have a protected phase, and 3} the tatal cycle lengt.h would be 60 ser-onds. The results of the analysis are shVwn in Figure S. - - TA►BLE 5 Comparison aF Intersection Operafions wifh xmprovement [iption 3 Stup-Sign Contro1 on Traffic Signal ' 32nd Avenue Backgrorund TataT Ynteseetion Baekground Total V!C LC}S VIC L(?5 Wsekday AM !°eak Hour ~ F,.aslbound LTR D 3] 0.44 B O. 49 ' B . Westlxaund LTR D E 0.44 E 0.42 B Nortbbaund L A A 0.44 C 0.49 C TR A A 0.44 B 0.49 B SQUlhbound L A A 4.22 - C 0.24 C B TR A A 0.27 B 0.31 $ ' Weekday PM I'eak Hvur - Easttorand LT£{ F F 0.52 B 4.56 B _ Westbaund LTR F F 0.55. B 0.59 B Northhound L A A 0.39 C 0.46 C - 'fR A tl 0.31 B 0.31 B - Southbound L A A 4.55 D 0.59 I] TR A A 0.55 B 054 S Wit,h a traffic signal, a1f traffic movements would operaee at La5 B with the exceptian of the narthbound and sorathboursd left-turn maaements, which would operate at L.aS C 4r D. (Level i of Service defLnitions for a signadized interseGtion ace contained in Appendix Table A-2.) I I This imprcrvement aption would a1s❑ requiring stopping vehicles on SR 27. Howeaer, fewer , vehicles would be stopped because many would arrive during the greers-light phase of Che 5ignal cyele. cOrreLuSIaNs To minimize delays [tba[ are expected to vccur vn 32nd AVersue, same change in traffic control would be necessary. , . 9 Improvement 4ption I ~ Changing the stop-sign control from 32nd Avenue to Sg 27 woufd make sense based purefy on the traffic vaPumes, which are frequenEly higher on 32nd Avenue; buty stopping traffic on SF: 27 is a majoc r,oncern. This state facility has a speed lirnit of SD miles per hour, and it provides . access tQ Interstate 90 and some majar cvrtrmercia1 areas. Interrsection Option 2 A faur-way stflp contcoT would affer the best ouerall int.ersectfan crperations ruith all rnoWements ! operating at TAS A or B. However, stopping traffic on SR 27 is aZso a major concern far this alternative. I Interseet,ion Option 3 , A1tY►ough traffie vperatierns would improve with a traffic signal at this iacation, the grojectel trafftc valumes do not meet the MUTCl7 warranCs for signalizing an intersection. This optian i- ; would also stap traffic on SR 27 at times, but nat a11 of the traffic wcauld be forced to stop for the traffic signal. VVith prnper sigrling, drivers appraaching the intersection on SR 27 could be alerted fio the upcaming signal so they will 6e prepared to stop. ~ " - - Recommendad4n Although the future traffc operatinns cauld be impror+ed by changing the stop-sign controI, partycularYy with a fcsuc-way stop-sign cvntrol, stapping traffic on 5R 27 is a cvncern for sevecal , reasons, including high travel speeds and roadway functionality. Therefare, a traffic signal is ultirnately the best cvntral for this intersectian. Because the 'NTUTC37 traffic ssgnal warrants are not met by the volumes projected far the 1996 condition with the Midilome Eask Development, the cost for adding this signal shauld be shared l, by both the existing users and other fi.iture develvpment. Table G shvws the calGUlation for estimating the progartion af traffic at the intersectian that would be traveling to and from the Niidiiome East L7evelapment. Based on these calculatians, dhe proprrtionate cast of a$150,0[lD traffiG signal rvauld be aYsaut $10,000 (fi ta 7 percent) for Midilome East. , i - , 10 I . TABLE 6 Proportion af PM Pealc Hour Traffic Contributeci by Midilorne East Development Appraach Baekground 14'Iidilame East I'otal • Trarffic Contributicrn Tra~f'ic . 32nd Ar+enue , Eastb:rund 291 28 319 We.stbcaund 311 35 346 ~ SR 27 f Nvrtbbound 214 4 21$ ULaU 5outhbaund 365 13 378 ;I Tota1 1,1$1 80 1,261 Perceat Contribution 93.66 `Y 6.34 $'u 100.00 96 r' r 1 c 11 ApPJ`jNI+D1X A 4 L,e vel o~' Serv~ce De~in~tions ~ - . TA$LE A-1 Tevel of Service Description for arn Unsignalized Intersectian Level of Se.rvice Description A Operativns with reserve capaCity greater than 400 passenger r.ar's per haur; Iittle vr no de1ay. H Operativns with reserve capacity of 300 - 399 passenger cars per hour; short traffie delays. C C?perations with reserve capacity of 200 - 299 passenger cars per haur; average traffic delays. D Qperatians with reserve capaciry of I00 - 199 passenger cars per hvur; long traffic delays. E CDperations with reserve capacity of 0 - 99 passenger cars per haur; lang traffic delays. F QperatiQns where demand Walume exceeds capaciry of lane, causirtg extreme - ; delays and queuing. Soiurx. 1985 Highway Capacity Manual, g. 10-9 , - - T'ABLE A-2 , Level of 5ervice Description for a Signalized Intersection Level of Descriptiort ~ Service A, (7perations wi#h very law delay -less thast 5 secands per vehicie; occurs ' when mast vehicles arrive during green phase, with most vehicles not stapping at all, short cycle lengrhs may eAntribute ta law delay. B C}peraticrns with delay from 5.1 ta 15 seconds per vehicle; accurs with good progressian andlvr short cycle lengths; more Wehicles stop than with level of ~ service (LQS) A. c Operations with delay frorn 15.1 tn 25 seconds per vehicIe, accurs with fair ~ pragression andloc longer cycle lengths; individual cycle failures may taegin to appear at dais tevel; the numher of Vehicles stogping is significant at this level, althaugh many vehieles still pass through the intersecticsn without stopping. D Qperatians with delay fram 25.1 to 40 seconds per Vehicle; at this LOS, the - influence of cangestion becomes rnore noticeable; icrnger delays resuat from a combination of unfavorable pragressivn, lang cycle lengths, ar high ' valurnelcapacity (vIc) ratios; many Vehicles stop, and the proportian of ' Vehicles ncst stapping declir►es; individuaZ cycZe failures are noticeable. - E Operaticrn5 with adelay of 40.1 ta 60 seconds per uehicle; upper lirnit reflects capaciry of intersectian; high delay ind'srates pavr progression, long cycie lengths, and high Wc rativs; individual cyCle failures are frequer►t. F Operations with delay in excess of 60 secvnds per vehscle; conditimn occtirs from oversaturativn, when arrival flvw rates exceed capacity of the intersection; may alsca occur with high vle ratios less tlaan 1.0 with many individual cycle failures; pvor pragressinr► and long cycle 1engths may also . confi.ribute ta high delay. Source: 1985 Highway Capacity Manual, p. 9-4 and 9-5 ~~ENDYX B , 5~ 27 aRd 32IIId AVenlle . 1993 IR$E'~'sect1l7IY COllI1~ - - UULJ r f . WASHINGTRH STAiE dEPT flF TRAkSADRThION r . , r , 'Prepared ~y•GisRrieC 6 Plsrsning District d Platsning Dcprsrtmcnt Sote Cpde : DOL302732 ' W. 2714 liapfair Spnkane, 4!A 49207 Start 4atc: 07/23198 91 Phone (569) 455-3996 Fi4e I.D. : 32HD F, ' Pa9e : 1 YehicLe acouya l A~ve. 1Pines Road 132nd Ave. Atn~s Road Sauthbaund l4lestboemd lKorthboind lEastbourrd ~ . ~ I 1 l l,eft Thru R3ght Other [ Lrft dhru RiSMt Other ~ Lrft Thru Right Other ~ Left Thfu Right Other f Tatal ;Date 07123/95 06:45 G 9 5 0 l 6 14 13 0~ T 16 17 a l 9 34 6 0 i4o 07:00 3 . 12 5 0 ~ 9 15 ' 3 D~ 5 13 10 3` G 33 6 0~ 124 ffT:lS 6 7 5 0~ 6• ~C~i ~5 0~ 8 27 3 D~ S 37 7 0 ~ 14~3'' ~ 07:34 1 5 13 11 0~ 5 35 20 0 I 14 42 13 0 I 11 48 4 D I 221 Hr Tntal 18 41 27 D[ ?,b 91 44 0` 34 98 43 3[ 31 146 23 . 0 ~ 625~ r : 07.45 4 11 17 0 l 2 76 9 0 i 8 37 6 0~ '8 49 3 4~ Z30 08:00 ' 8 12 8 0` 3 39 & 0 ~ 5 24 S 1 ~ 13 43 5- 0 ~ 175 } :08:15 1 18 4 0~ 4 25 7 0~ 9 24 7 D~ 9 25 T 0 f 146!ry 08:36 3 17 7 0 1 5 16 9 0 I 5 Zd 6 0 I 7 26 6 0 I t33t,_ •er Tatal 74 58 36 0 I 14 156 33 0 ~ 27 118 25 1 ~ 37 144 22 0 ~ 685 , 08:45 S 70 6 0~ 1 18 7 EP ~ 4 30 4 0~ 4 28 8 0~ 136, ~ 09:aa 6 tix s o~ s tis s 0~ 3 zT 4 a ~ 6 14 7 o~ 117 09:75 5 15 7 u ~ 3 17 6 o~ a 21 b o ~ z 24 z a ~ 11 5..--, ~ 09:30 6 zb z o ~ 5 ta ti a s s zx s o G 4 zz s o i 14 ; Isr Yotal 22 68 21 0 ~ 14 60 19 0~ 19 105 24 0 ' ti6 90 22, 0 f 486~ , ~ 09:45 Z 13 5 0 ~ 4 17 8 ,0. ~ d 34 fs 0 ~ 8 12 7 t1 ~ 11f' ~ 10;00 3 20 90 0 ~ 3 17 ` 4 0 ~ 4 32 11 0 ~ 6 7 4 0~ 321 . 10:15 5 25 Zn o ~ 3 zz a o~ 7 47 6 o~ T 24 ta a~. 173 ~ 10:30 4 21 10 a f 3 25 6 0 I 3 33 6 o I 5 20 8 J I 14';~ ~ Hr tivta4 14 7? 35 0~ 13 81 ZS 4~ 20 142 29 0 ~ 27 63 29 0~ 55 ~ ~ 10:45 7 24 4 0, 5 25 11 0~ 9 43 9 0 ~ 8 32 3 0 ~ 190 11:00 tis 20 9 0 ~ a 33 s o l z 36 7 a ~ 15 55 a a~ 21: , 31:15 19 17 6 G 1 6 20 7 0 ' 9 23 7 0~ T 39 8 0 ~ 15.. -1 11:30 9 18 5 0 I 1 31 5 a I 9 33 3 1~ 6 25 4 o 150 ~ { Hr Total '41 84 29 0~16 104 31 0~ 24 135 26 1' 36 151 23 0~ 71! y.d 11;45 6 24 6 0 9 5 i 16 7 0 ~ 6 28 5 '0 ~ ,0 31 5 a~ 169 tiz:oo 3 35 12 n L 5 zs 4 0 ~ a 27 a a ~ 9 35 15 a g sa• : 12:15 18 l 0 1 8 18 8 0~ fi 26 7 0` 6 29 4 0 ~ 14 12:30 6 30 7 0 1 3 34 7 0! 8 21 d 0 ~ 4 26 7 . 1 f 75S 1 Nr Total 20 107 32 Q ~ 21 93 26 0~ 28 162 26 a~ 34 121 31 1 ~ 64Z, Y 12:45 3 24 lb 0, 5 -28-- 5 6-1 - d- 26-- 10 0 I 8 11 8 U~ Hr 7atal 3 24 16 0~ 5 28 S G ~ 6 26 io 0 ~ S 31 8 4~ 170 132 461 195 0 ~ 104 638 183 6~ 163 726 183 5~ 184 746 158 1 ~ 3810 S , • WASHIkGT4H STATE aEPT 0F ZRAH5P4RiAIOR ~ • epared ~y Distrlc[ 6 PLaming Oistrict 5 PLanntng Depart¢rene Site Code ; 00d02732 ~ N. 2794 Hayfair Spakane, WA 99207 Stare oaae. 07/23195 Phonc (509) 454-3996 File I.D. : 32Na Fagc ; 2 VehieLe groW 1 ~ --°-----Aines-Ra~d.. . I32rod kve. . lPlnes Road 132rsd Are. 5autht,ound j4lestbcswd ' ilorthhaund lEas tbaurrci ~ Left Thru Right bther ~ Lett IhrU Rig'ht Other ~ Left 7hru Right Other ~ Left T'hru Right 4ther ` Total te 07123145 Hswr 'Analysis 'sy Iradi~iduat ~ Appraach -for the Period: Qd:45 lto 13:00 .an OT/Z3J9'S ak ; Pea1c stert 12:00 { 07:15 - ~ 10:00 ~ 07:15 ~ ,lume 37 107 42 a l ]e lTd 45 8~ 23 155 32 , 0~ 37 I71 20 I~ ~ r :rcenr 10% 64% 257C DX ~ 7% 74% 14x U ~ 11% 74% 15% OX ~ 15X 75% Sx Pk cocel irw ~ 237 ~ 210 ~ zza ~ - ~ ..ghe5z 12.00 07:45 ~ 10.45 ~ 07:30 Flume 3 35 12 0~ 2 76 4 0 ' 9 43 9 6~ F 11 48 4 0 tDta1 so ~ $7 i 61 - ~ 63 i ~ ~ PxF .83 ~ .48 { .ss E .90 :ak Hour Analysis By Entire Interseetion for the Period: 05:45 ta 13.04 on 07123195 Peak start 07:30 ~ 07:30 - ~ 07:30 ~ 07:30 • ~ ' 'al+lne 18 54 44 0 ~ 14 1'5 44 0 ~ 35 132 32 1,1 41 186 26 0~ . srcenE 16x 48% 36% 0% I b% 75% 19% 0% ~ 187L fiGX lbS OX ] 18% ►3X 9% Ox 1 Nic tvta[ 112 ~ 233 ~ 201 227 °lghe5t 07:45 ` 07:45 ~ 07.30 ~ 01:30 ~ )lune 4 11 Y7 tf ~ 2 76 4 0~ 74 42 73 0~ 11 48 4 0~ _ i tata4 32 ~ SB I 69 63 f , PHF .88 -67 ~ .73 ~ -510 ~ ~ a a ~ i 7 ' uA5H1kGTOH STAIE UEPT Df TRANSPORTAICN t• • - iPre~argd hy pistr~;ct 6 Plaru3ing district 6 Pian►In9 Qeyu~rt~nent Site ~Code ; 00002732 . . H. 2716 l4ayfair 5pakanr, L+A 99207 Start 6ate: 07124195~ . phone (504) 456-3996 File I.D. : PIHES32n Pege : l ~ ~ Vehicle group ti ` 5R-27 32rxi ISR-27 j32nd I ~ . Svuthbocpvd luestbourkd iHorthtsaunzi jEastbauncS ~ 1 1 l Left Shru Right Othec I Left 4hru Right Uther f Lcft fihru Right flther I Left Thru Right p4her I Tata L dDate 07124/95 .r L 12:30 1 28 T 0 , 5 79 3 0 ~ 5 40 6 9~ 7 24 9 D~ 154 [12:45 8 23 13 0; 5 2l 7 0~ 8 ZS 4 0 ~ b 25 4 fl~ 7 S ~i3s00 4 20 13 0 ~ 3. 11 6 0 ~ S 33 d 2 ~ 4 30 11 0~ 1411 13.15 4 29 9 0 1 3 13 b 0 4 3 41 S o 34 3 6 W 163 , i Hr Tatal 17 100 42 0 V 18 64 22 4 l 24 137 22 , 2~ 26 118 27 0~ 61 ~ . 93;30 5 31 4 0 l 5 26 tt 4 ~ 4 34 5 +0 ~ ~4 24 10 9~ 16m' ; 13:45 2 33 4 0 ~ 5 26 3 0 I 7 29 10 0~ 70 29 S 6~ 166 ~ 14:00' -11 27 ll 0~ G 24 9 0 ~ 5 33 8 0~ 16 26 10 0 ~ 17) _ 14:15 10 24 5 6 I 3 18 5 0~ 8 33 6 1 I 5 32 L 0~ 151 Hr Totel 28 115 29 0 .l 17 94 28 4~ 24 129 29 1~• 29 7Sl 32 0 ~ 565 P ` 14:30 8 27 11 U ~ •8 20 5 0 ~ 4 34~ S 1~ 4 23 7 6~ 16 14:45 G 29 13 0~ 12 20 6 ii ~ 8 34 10 9~ 7 24 9 a E l71 15;00 6 30 14 0~ 12 25 8 0 I 8 30 7 0~ 7 25 17 0~ 140- ~ 15:15 2 25 11 0 G 9 34 5 d 1 8 28 5 0 I T 25 14 0 ~ 17 Hr Total 22 11l 49 0 ~ 41 49 24 0 ~ 28 122 31 2~ 25 94 47 0~ 6S. } 15:30 8 32 17 0 I 7 25 9 0 ~ 5 37 70 4~ 12 22 3 1~ lt ~ 15:45 6 17 9 0~ 5 41 9 a ~ 12 38 7 4 ~ 11 33 33 0 zZ. - _ 16:00 13 34 73 f} ~ 4 33 S 0~ d 32 5 0~ 9 30 11 0 ~ 203 ~ 16:15 41 34 9 0 I 7 33 4 0 1 5 27 10 1{ 11 26 16 n I 1f~ : Hr Total 38 137 58 0` 23 130 79 0~ 26 134 32 9~ 43 il1 38 1 ~ lE 14:30 10 .35 16 0 ~ 12 54 7 0 ~ 9 37 15 0~ 4 39 13 0 251- i 16:45 13 38 11 6~ T 52 8 0~ 3 33 8 1 ~ 4 42 10 0 ~ 2- 17:00 itl 35 20 0 I 13 32 5 a ~ 8 31 3 0~ 9 41 13 0 ~ K.- , 17:ti5 ~ 20 53 24 2 a 3s 54 10 il I 8 27 7 6 1 5 42 14 D I 2T7 , Hr Ttstal 53 161 67 2 ~ 47 142 30 Q ~ 28 128 33 1~ 22 164 54 0~ 9~ ~ . ~ _ 17:30 fi 45 12 0 j 7 55 5 0~ 4 32 9 D ~ 7 41 14 0 ~ 237 ' 17:45 33 44 27 0~ 17 44 3 G ~ 11 30 5 0~ 7 36 78 Q f 26n, , 16:06 8 46 17 a ~ 12 44 3 0 ~ 10 32 iU 1 ~ 11 34 22 1 ~ 2' 'f 18:15 10 53 13 il ~ 14 26 5 0 E 9 24 7 0 I 10 29 13 0 I 20-" ' Nc Total 37 193 67 0 ~ 50 169 15 d ~ 34 1i8 31 1~ 35 140 67 1~ 959, P 18.30 41 -53- - 32 0~--1°1 24 ti 0 j T 26 8 , 0 C' 10 36 11 0 ~ 2_. 18:45 5 36 13 0 a 12 25 i 4 I 9 26 8 1 ~ 31 34 22 0~ 249 Hr pata4 9 89 25 U I 23 49 8 0~ 16 52 16 1` 21 70 33 0~ 4~ ~ . •Tf]TAL* 204 &SG 337 J 2 ~ 247 797 147 0~ 182 82f1 194 17 1 201 808 244 2~ 510P ! SY L ~~9;-i;I _ r,• WASkTNGTON SFATE GEPT 0F lRAHSFORTAION . ..lepar~d"by District b Pdaming Distriet 6 P[erning Oepartment 5ite Code : 00002732 N. 2714 }4ayfair spakane, uA 99207 Start oate: 07/24J95 ~ Phone (509) 456-3996 FiCe I.D. ; PlHE5320 ~ Page ' 2 ~ VehicEe gresup l ' ---s°.------ 5(i-ZT 132nd ISR-27 132nd I 5authbounci , `ldestba" iNarthbound `Eastbaund I . ~ Left Thru R9ght ather } Left Thru Right Other I Left Thru Aight othee I Left Thru Right nther I Tctal .ite 07/24/95 . -....e-------------------------•---------------...--------°•--------------------------------------------------°- ~ Peek Hour,Analysis 6y tndividual Approach far the Pericsd: 12;30 to 19:00 on 07/24/95 - :ele start 17:15 • ' • 1 17:15 1 15:45 ~ 17:15 ~ ilume 47 143 76 2~ 51 197 29 0' 32 434 37 5~ 30 153 68 1~ r Ircenr 15% • 61X 24% 1% ~ 197L " 73% 8% 4X ~ 15% 647L I8% 2X I 42X 61% 27X 0% ` pk tatat 318 ~ 264 ~ zo8 j 252 ~ i4hest 17:15 ~ 17:15 ~ 15:45 ~ 18.09 itume za ; 53 20 a S 15 54 ta o` tiz 38 7 4 l 11 34 zz s I xi tatal 95 1 29 ~ 61 ~ 68 ~ iF .84 ~ .$5 1 .$5 ~ .43 1 d reak FEour 11ralysis By £ntire Intersection for the Pericd: 32:30 to 19:00 on 07A24195 °E8k SCHPC 17:15, ~ 57:15 ~ 17:15 I 11T:15 f oilune 47 . 193 78 2 ~ 51 197 21 0` 33 127 31 1~ 30 153 68 1~ ~ Arcenc 15x 61x 24% 1% ~ 19x 73% sx o%' 18x 65% 17x tix ~12% 61% 27c ax ` pk toc$L 318 ~ 269 ~ 1e6 V zsz ~ y9hes[ 17.15 - L t►:tis ,..I tia:ao I tis:0a l ~ atLae 20 . 53 20 2` 15 54 10 0 j 14 32 10 i l 11 34 22 1 Hi tatal 95 . ~ 79 53 ~ 68 A -Kf .84 ~ .as b .ss f .93 ~ i ~ • . ~ 3r - r~ ~ - ~ • , • , ~y p_J : d C ~~ENDIX C - Midilome East T3evelepment ~ Fraject Trrp Generation - c ~UUU - t ~ i J ' MIDILDME EAST DEVELOPMENT E , r - SUMMARY 0F TRIP GENERATIQN CALCULATION FQR 127 DWELLING UNITS ❑F STNGLE FAMILY pWELLINGS 6/28/94 , - DRIVE ~ AVEFt,AGE STANDARD A1JT[JSTMENT WAY ' RATE DEVIA'I`ION FACTVR VOLUME - AVG WKDY 2-WAY VDL 10.13 0.00 1.00 1286 7-9 AM PK H'R EHTER 0.20 0.0{] 1.00 26 _ 7-9 AM PK HR EXIT 0.58 0.00 1.00 73 7{9 AM P3C HR `I'QTP,L 0.78 0.00 1.00 99 , 4-6 PM PK HR ENTER 0.69 0.00 1.00 87 ~ 4-6 'FM PK HR EXIT 0.37 0.00 1.00 47 , ' 4-6 I'M PK HR TOTAL 1.05 0.00 1.00 134 AM GEN PK HR EN'FER 0.21 0.00 1.00 25 AM GEN PK HFt EXIT 0.59 0.00 1.00 75 , AM GEN PK HR TQTAL 0.80 0.00 1.00 102 PM GEN PIS HR ENT ER 0.69 0.00 1.00 8$ PM GEN PK HFi EYIT +0.37 0.00 1.00 48 ' T M GEN PK HR TOTp,L 1.07 0.00 1.00 135 • SATURDP,Y 2-WAY gIDL 11.06 0.00 1.00 1405 F'K HR ENTER 0.56 0.00 1.00 71 PK HR EXI'I` 0.48 0.00 1.00 60 PK HR TOTAL - 1.03 0.00 1.00 131 SUNDAY 2-WAY VOL 8.68 0.00 1.00 1103 PK HR ENTER 0.50 ❑ . 0[} 1.00 63 -PK HR EXIT ❑.a0 0.00 1.00 PK I~R TO''AL 0.99 0.00 1.00 12 ~i Note: A zero rate indicates na rate data available The above rates were calculated fram thess equations. 24-Hr. 2-way Voluane: LN(T) = .921LN(x) + 2.698, R^2 = .95 7-9 P,M Peak Hr. Total: LN{T} = .857LN(X) + .398 R^2 = .89 , .26 Enter, .74 Exlt - 4-6 pM Peak Hr. Total: Lx(T) = . 90aLrr(x) + .528 - R^2 = .92 , .55 Enter, .35 Exit AM Gen Pk Hr. Total: LN(T) _ .858LN (X) + .464 R^2 = .89 , .26 Enter, .74 Exit PM Gen Pk Hr. Total: LN(T) = .892LN(X) +.53 R^2 = .91 , .65 Enter, .35 Exat Sat. 2-4ay Volume: T= 9.217(X) + 234.586, R^2 _ .93 5at. pk Hr. Total: 'I" _ .871(X) + 20.759 R"2 = .5 , .54 Enter, .46 Exit Sun. 2-Way Valume: T= 8.881(X) +-2'S.166, R"2 =.94 Sun, Pk Hr. Total: T = .751(X) + 29.705 R^2 = .88 , .5 Enter, .5 Exit Source: Institute af Transportation Enganeers Trip Generation, 5th Edition, 1991. .TRTP GENERATYQN SY MICROTRAN'S AFPENDIX D - Traffic Operations Backup I]a#.a Existing Intersectian Configuration ~~UUU ; r ; LOCATION: PTNES RQA7 & 32ND AVENUE NAME: JED - AM93EX ~ HOiJRLYeV4LT]MES_- -T Grade 4% N = 1 20 V12 ~ 166 N> f V11 ~ - 41 ' v10 ; N-r2 [ v k V6-- 40 _ Graae 0% < V5-- 54 N= 2 35 --V1------------ ^ v---------- V4-- 18 132 --V'2---------l--> major rvad Grade D% 32 --V3------------ V [1 " > PINES FtOAD V7 ~ 14 STOP 9Cx ' V$ YIELI7 - PI= 1 175 I7ate of Gounts: 1993 , - V9 Time Period: AM PK HR ' minor road 44 Prevailing Speed:50 - ~ 32ND AiIENCfE PHF: 0. 84 ' Grade 0 ~ Papulativn:100000 VQY,LFME ADJ`CdSTMENTS ~ -------------------------_-°------°------------y------°-------___--_-------~__~ . F Movement nD. ~1 2 3[ 4~ 5~ 6 1 71 8~ 9 1 10 1 11 1 12 ' Vaiume tvph~ ~ 361 1321 321 lal 541 401 141 1751 441 411 1661 201 ---------------------------~r-----~------------~------~-~------i_..~s--------___ vol(pCpn).'rab.10.11 371xxxxIxxxxI 181xXXxIxxxXI 141 1791 451 421 1691 zoy V[3L'CTMES IN PCPH 20. via 169 Vil . ~ 42 vio < V I > A---rra°-'-- V6-- C----.ao----'G'S-° 37 --Vl v V4-- 18 --V2-------------> - V3V v<1 ~ ] f Yqq °1 ` V8 i 179 ~ V9 s 45 r t ~ LC]CATzON: PINES ROAD & 32Nm AVENUE NAME: JED - AM93EX , . ----__.T.~.._-------------------~___._._ _~_a...._---- i STEF~I~, WRT From Minvr StreetT v9 w'12 Canflicting Flaws.rVc~---__~----1/2~V3}V2=Vc91f2 V6+V5=Vc12 ' 15} 132= 14$ vph 20+ 54= 74 vph critical Gapr Tc (Tab.10.2) 6.5 (secs.) 6.5 (secs.) Fotel7tial CapaCityrCp(Fig10.3) C:p9 = 772 pCph Cp12 = 845 pCph % of Cp utilizea (V9/Cp9)xl0O= 5.8% (Vi2/cAl2)xioa= 2.4% 'Impedance F'actorr P (Fig.10.5) P9= .97 P12= .99 Actual Capacity, Cm Cm9=Cp9= 772 pcph Cm12=Gpl2= 845 pcgh --_~_p.__----------------_---_-----~- ---.____.-_____._.me.~--------l~-____--__-----~------- STEP 2 : LT From l~ajor Street ~ v-- V4 ~ .,Corxflicting Fl'owS, Vc ~ T---------V3+R72=Vc4 V6+V5=Vc1 32+ 132- 164 Vph 40+ 54= 94 vph Critical Gap, Tc (Tab.10.2) 5.5 (secs.) 5.5 (secs.) Pvtential Gapacity,CP(Fig1D.3} Cp4 = 928 pcph Cp1 = lODO pcph % of cp utili2ea (v4/cp4)xion= 1.9% (V1fCp1)x100= 3.7% , Impedance Factor, P (Fig,10.5) P4= .99 P1= •98 Actuai Capacity, Cm Cxn4=Cp4= 928 pcph Cm1=Cp1= 1000 pcph ---W--------------------_---- STEP 3: TH From MYnor Street V8 ~ v VlI ; Conflicting FYaws,~Vc----~^--~-.5V3+V2+fu'T+V6+L7s+V4==VcB . 5V6+V5+V4+V3+U2+V1=Vc1l 1E+ 132+ 36+ 40+ 20+ 54+ 18+ 32+ 54+ 18= 296 vph 132+ 36= 292 vph Critical Gapa Tc (Tab.10.2) 7.5 (secs.) 7.5 (secs.) Potentidl Gapacity,Cp{Fig1O.3) Cp8 = 533 pcph Cpl1 = 536 pcgah % of cp utilized (V8/ep8)x100= 33.6% (V11Jcp11)x100= 31.5% Impedance Factvr, E' (Fig.10.5) P8= .73 P11= .76 Actual Capacity, Cm Gm8-Cp8xP1xP4 Cm11=Cp11xP1xP4 - 517= 533x.98x.99pcph 520= 536x.98x.99pcph --_..~~------------------------__s.,t------~--- STEP 4: LT From NIIinor Street ~ <-1 V7 v1i] Canflicting Flows, Vc V'G8(step3)+V11+V12=Vc7 Vc11(step3)+V8+`T9=VcIO , 296+ 166t 20= 482vph 292+ 175+ 44= 511vph Gritfcal Gap, Tc (Tab. 1o. 2) 8 (secs, ) 8 [seGS. ] . Fvtential Capacity,Cp (FigI0. 3) Cp7 = 361 pcph CplO = 344 pcph AGtual Capacity, Cm Cm7=Cp7xP1xP4xPllxP12 Cm10=Cp10xP4xP1xP8XP9 = 361x.98x.99x.76x.99 = 344x.99x.98x.73x.97 - = 264 pcph = 236 pcph ~ 6 r K, 1 LOCATION: PINES ROAD & 32ND AVENUE NAME: JED - AM93EX SHARED LANE CAPACITY APPROACH MOVEMENTS 7,8,9 CR CR LOS LOS MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) (CM-V) (CSH-V) CM CSH 7 14 - 264 520 250 282 C C 8 179 517 520 338 282 B C 9 45 772 520 727 282 A C , APPROACH MOVEMENTS 10,11,12 CR CR LOS LOS MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) (CM-V) (CSH-V) CM CSH 10 42 236 439 194 208 D C 11 169 520 439 351 208 B C 12 20 845 439 825 208 A C MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS 1 37 1000 963 A 4 18 928 910 A COMMENTS: ~ ~ ~ 5 LaCATION: PINES ROAD & 32ND AVENUE NAME: JED - AM96NB HOURLY V4LUNIES Grade 4% ~ 23 V12 192 1~> V11 47 v10 _N= 2~ < y 1> a---------- V6-- 46 Grade 0% r-------_P-V5-- 53 N= 2 ~ 42 --ri11------------ " v---------eV4-- 21 153 --V2--------- 7--> major road Grade a% - 37 --V3----------g-v [ ^ > PINES RDAD v 16 STOP xx V8 SIgELD , N= 1 203 Date C]f Ct7unts : 1996 BF,CKGR ~ ~ V9 Time Periad: AM PK HR - minor road 51 Prevailing Speed:50 32NI3 A'VEN[IE PHF: 0.84 ~ Grade a ~ Pop►alatian:100000 VOL[FME ADJUSTMENTS ---------_______----------------Y--------------------,_-------_---- mQVement no. z~ 3 4 5I 6~ a~ s~ 9 1 10 1 11 1 ia~ ---___--_------~w..----__~_-----~------~---_~------~4---------__~-------------- Volume (vPn) 1 421 1530 371 211 63E 461 161 203E 511 471 1921 231 -----_------_-~_-----_-~-------ti-----~_-----~-------------------~_-----------~---- . ~ Voi(pcph)►Tab..xa.11 431xXxxIxxxXI 211XxxxIXxxxI 161 2071 521 481 1961 231 ,vaLrnMEs zN PcPx ~ 23 ~ Vi2 196 ~ Vil 48 via < v 1> V6-- ~ < ----__e---v5-- 43 --V1 v V4-- 21 - --V2 --V3-__-_____,-..v V? ~ is va ~ 207 v9 52 - - - ~ LmCATION. P7CNES RQAD & 32NA AVENUE NAME: JEQ - AM9 FNS STEP 1: RT Fram 14lhnvr Street V9 ~ C-/ V12 +Conflicting F1aws,~Vc=-----------11~~rV3+V2=Vc9 T 1f 2 V5+V5=Vcl2 19+ 153= 172 Vph 23+ 63= 86 vph Gritical Gap, mc (Tab.10.2) 6.5 (secs.) 6.5 (secs.) Patential capacity.CP(Fig10.3) Cp9 = 748 pcph Cp12 = 833 pcph % of Cp utiiizea (V9]cp9)xloo= 7% (V12/cF12)x100= 2.8% xmpeaance FaCtOr, P (Fiq.10.5) P9= .96 P12_ .98 Actual Capacity, Cm Cm9=Cp5= 748 pcph Cm12WCp12= 833 pagh ' STEP 2.~LT FromrMajor Street ~_~----v---V4 ~ V1 Conflicting Flows, Vc ~------V3+V2=Vc4 VG+V'S=Ucl 37+ 153= 190 vph 46+ 63= 109 vph Critical Gap, Tc (Tab.10.2) 5.5 (secs.) 5.5 (secs.) Potential Gapacity,Gp(Fig10,3) Cp4 = 901 pcph Cpl = 986 pcph , % of cp utilizea (V4/Cp4)xl{]il= 2 . 3% {VllCpl} xioO= 4.4% Impedance Factor, P(Fig.lo.5) P4= .99 P3= ,97 Actual Capacity, c:m Cm4=Cp4= 901 pcph Cm1=Cpl= 986 pcph ~__----.~,._-----~_-----------------~----~------------------_e......_- ----______T---- S'~EP 3~ . TH Frgm~Minor Street~, ~----R-~--V$~- ` v Vl1 CUT1f] iCtil7g~Fl[lWS, VC^====-l---.5V3+V2fVl+V6+V5+V4=VCB .5V+6+V5+V4+V3+V2+Vl=VC11 ' 19+ 153+ 42+ 46+ 23+ 63+ 21+ 37+ 63+ 21= 344 vph 153+ 42= 339 Vph Critical Gap, Tc (Tab.10.2) 7.5 (secs.) 7.5 (secs.) Patential Capacity,CFffig1a.3) Cp8 = 497 pcph Cpll = 501 pcph % ❑f Cp uitxli2ed (V8/Cp8)X100= 41.6% (V11/Cp11)xIOO= 39.1% Ympedance Factvr. P (Fig.10.5) P8= .65 P11= .68 Actual Capacity, Cm CmB=cp8xFlxp4 Cm11=Cp11xF1xP4 ~i 477= 497x.97x.99pcph 481= 5OIx.97x.99pcph ===~W~~===__= =T====~~==___-=__~ ;-=------------~------__-_-------_..._,.STEP 4: LT Frorn Minor Street ~ [-1 V7 Vlo Conf licting~Flvws, lVc====-------VGB ( step3 )+V11+V12-Vc7 Vc11( step3 )+V8+V9=Vc1[? 344+ 192+ 23= 559vph 339+ 203+ 51= 593vph Critical Gap, Tc (Tab.10.2) 8 (secs.) 8 (secs.) Patential Capacity,Gp(Fig10,3) Cp7 = 318 pcph Cp10 = 299 pcph ACtual CapaClt]+', C'Irl Cm7rCp7xP1XF'4xF'11XP12 Can10=Cp10xF4xP1xP8xP9 = 318X.97x.99x.68x.98 = 299X.99x,97x.66x.96 = 204 pcph = 1$2 pCpY1 E - - , i LOCATIaN: PINES ROAD & 32ND AVENUE NAME: JED - AM96NB SHARED LAN E CAPAC ITY AFPRaACH MQ'LIEMENTS 7 , 8 , 9 GR CR LOS LIf]S MOVEMENT V(PCPH) CM ( PCPH ) CSH( PCPHr ) { CM-V ) { C5H-V } Cm CSH 16 204 473 188 198 G I] ' 8 207 477 473 270 198 G D 9 52 748 473 ' 696 198 A. D APPROACH MOVENYENT5 10, 11, 12 CR CFt LOS LC3S MOVEMENT U(PcPx) cM(PcPx) csH(PcPH) (cM-V) [csHYV) cm csH -10 48----_....~--18 2382 134 115 ❑ D ' 11 196 481 382 285 115 C D 12 23 833 382 810 115 A I7 MP,3OR STREET LEF'g' TCTRNS 1,4 MOVEMENT ❑(PcF~) CM(PcPH) cR ( cM-u ) Las tl=====_=~~~~==---------_-----_-~------------__ 1 43 986 943 A , ~4 21 901 880 A COMMENTS : , l LOCATION: PINES ROAD & 32ND AVENUE NAME: JED - AM96B HOURLY VOLUMES Grade 0% N = 1 ' 27 V12 221 N> ' V11 58 V10 N-_ 2 < v I> V6-- 50 Grade 0% ,-VS-- 63 N= 2 43 --V1------------^ v---------- V4-- 21 153 --V2------------ > major road Grade 0% 37___V3------------ v PINES ROAD Vfl 16 STOP xx V8 YIELD N= 1 213 Date of Counts: 1996 TOTAL V9 Time Period: AM PK HR minor road 51 Prevailing Speed:50 32ND AVENUE PHF:0.84 Grade 0 % Population:100000 VOLUME ADJUSTMENTS Movement no. ~ 1 ~ 2 I 3 ~ 4 ~ 5 ~ 6 ~ 7 1• 8 1 9 1 10 1 11 1 12 ~ Volume (vph) 1 431 1531 371 211 631 501 161 2131 511 581 2211 271 Vol(pcph),Tab.10.11 441XXXXIXXXXI 211XXXXIXXXXI 161 2171 521 591 2251 281 VOLUMES IN PCPH 28 - V12 225 , V11 59 V10 < v V6-- VS-- 44 --Vl------------^ v---------- V4-- 21 --V2------------ > --V3------------ v <1 ~ > V7 16 V8 ~ 217 V9 52 - - LvCATYdN: PINES RQAD & 32ND AVENUE NAME: JE❑ - AM96S STEP 1; RT From Minvr Street V9 <41 V12 Canflicting Flows, Vc1/2-V3+V2-Vc9 1/2 V6+V5=Vc12 19+ 153= 172 vph 25+ 63= 88 vph Critical Gap, Tc (Tab.10,2) 6.5 (secs.) 6.5 (secs.) Potential CapacitY,CP(Fig10.3) Cp9 = 748 pcph Cp12 = 831 pcph % of cp utilizea (V9/cp9)xlOa= a% (Vi2/cpl2)xloo= 3.4% Impedance Factor, F (Fig.10.5) P9= .96 P12= .98 Actual Cagaaity, L"m Cm9=Cp9= 748 pGph Gml2=Cp12= 831 pcph ~ V~ STEP 2 :LT From Ma]ar 5treet ~ w- V4 ~ Cvnflicting Flawsf~Vc r ~_----V3+V2=Vc4 V5+V5=VcA , 37+ 153= 190 vph 50+ 63= 113 vph Critical Gag, Tc (Tab.10.2) 5.5 (secs.) 5.5 (secs.) PDtBntial CapaCityrCP(Fig10.3) Cp4 = 901 pCph Cpl = 9$1 pCph % of cp utiiizea {V4,cg4}xlaO= 2,3% (V1/Cp1)x100= 4.5% ImpedanCe Factor, P (Fig.10.5) P4= .99 P1= .97 Actual Capacity, Cm Cm4=Cp4= 901 pcph cml=cpl= 981 pcph - -----~---------~-------~------_wT---~_~ STEP 3: TH From Minvr 5treet V8 v Vll , -'Canflicting FlawS,~Vc ~aT-~---.5V3+V2+V1+V6+V5+V4=Vc8 .5V6+V5+V4+V3+V2+V1=Vc11 39+ 153+ 43f 50+ 25+ 63+ 21+ 37+ 63+ 21= 349 vph 153+ 43= 342 vph Critical Gap, TG (Tab.14.2) 7.5 (secs.) 7.5 (secs.) Potential Cagacity,CP(Fxg10.3) Cp8 =493 pcph Cpll = 499 pcph % of cP utilizea tV8/cp8Jxlaa= 44% (V11Ocp11)x100= 45.1% Impedance Factor, P(Fig.la.5) P8= .63 P11= .52 Actual Gapacity. Cm Cm8=Cp8xP1xP4 cml1=Cp11xPlxP4 473= 493x.97x.99pcph 479= 499x.97x.99paph , STEP 4r.^LT From~Minorr5treet ~~---r~<-\-V7---- ~ Vifl CanfTicting Flows, Vc~Y_--------Vc8(step3)+Vl1kV12cVc7 Uc11(step3)+V8+V9=Vc10 349+ 221+ 27= 597vph 342+ 213+ 51= 606v°ph Critical Gag, Tc (Tab.10.2) s (secs.) 8 (secs.) Potential Capacity.Cp(Fi91D.3) Cg7 = 297 pcph Cp1O = 292 pcph Actual GapaCity, Cm Cm7=Cp7xP1xP4xP11xP12 Cm10=Cp10xP4xP1xP8xP9 = 297x.97x.99x.62x.98 = 292x.99x.97x.63x.96 = 173 pcph = 170 pCph LQCATION: PINES ROAD & 32ND AVENUE NAME: JED - AM96g SHARED LP,NE CAPACITY APPR[IACH NIDVEMENTS 7 , 8 , 9 CR CFt LO5 LC)5 MOVEMENT v(pCpx) cM(PcPH) +CSH(PCPH) (cM-V) (csx-v) cm csH 7 16 173 459 157 174 D n a 217 473 459 256 174 c D 9 52 748 459 696 174 A a APPR.C3ACH MOVEMENT S 10, 11, 12 - CR CR L(3S LOS MOVEMENT V(PCPH) CM(F'CPH) C5T-i (PCPH) [CM-V) [CSH-V) CM CSH i'1flYR~ 59 170 367 111 55 I3 E ' 11 ° -225 479 367 254 55 c E 12 28 831 367 803 55 A E MAJOR S'I'FtEET LEFT T[TRNS 1,4 . MOVEMENT u(PcPH) cM( PcPH) cR(cM-V) Las -----------------------~.~_.~~r_t--------_---------------------------------------- 1 44 981 937 A 4 - 21 901 880 A , ; eOMMEuTs ; LOGATTaN: PINES ROAa & 32ND AVENUE NAME: JED - PM93EX HaURLY VOLUMES Grade 0% N = 1 68 ' V12 153 N> - vil ' 30 vin ^ NW z < v J> ~----------v6-- 76 Grade Q% VS-- 193 N= 2 33 --V1 vo_--------V4-- 47 121 --U2------------ > majar road Graae fl% 31 --V3-----rol----v > PTNES RQAD v 51 STpP xx ' Vg YIEL❑ N= 1 197 Date of Counts: 1993 , V9 Time Periad: PM PK HR - minor road 21 PreVailing speed:50 32ND AVENUE PHF:0,93 Grade 4 ~ Papulativn;iooaoa - VQLUME ADJUSTMENTS ----__----r-------------------------------------------------------------------- Movement no. ` 11 2 1 3 4 1 5 ~ 6 1 7 1 s ~ g 1 sa 1 11 1 12 ~ volume (vPh) 1 331 1211 311 471 1931 761 511 1971 211 301 1531 681 Voi(pGph).Tab.i0.i1 341xxxxIXXxxI 481xxxxIxXxxI--521-2011 211311~1561 r691 V(7LUMES IN PCPH 59 - V12 156 V11 31 _....o_.~p_.~...~_ V10 C v I7 "`---------°-V6"'- C----------VS-- 34 --V1------------ " V---------- V4-- 48 --V2 > --V3------------ v <1 ^ > 'u'7 52 V8 201 V9 - 21 LOCATION: PINES ROAD & 32ND AVENUE NAME: JED - PM93EX STEP 1: RT From Minor Street > V9 V12 Conflicting Flows, Vc 1/2 V3+V2=Vc9 1/2 V6+V5=Vc12 16+ 121= 137 vph 38+ 193= 231 vph Critical Gap, Tc (Tab.10.2) 6.5 (secs.) 6.5 (secs.) Potential Capacity,Cp(Fig10.3) Cp9 = 783 pcph Cp12 = 692 pcph % of Cp utilized (V9/Cp9)x100= 2.7% (V12/Cp12)x100= 10% Impedance Factor, P(Fig.10.5) P9= .98 P12= .94 Actual Capacity, Cm Cm9=Cp9= 783 pcph Cm12=Cp12= 692 pcph STEP 2: LT From Major Street ~ v-- V4 ~ V1 ' Conflicting Flows, Vc ' V3+V2=Vc4 • V6+V5=Vc1 . 31+ 121= 152 vph 76+ 193= 269 vph Critical Gap, Tc (Tab.10.2) 5.5 (secs.) 5.5 (secs.) Potential Capacity,Cp(Fig10.3) Cp4 = 940 pcph Cpl = 818 pcph % of Cp utilized (V4/Cp4)x100= 5.1% (V1/Cpl)x100= 4.2% Impedance Factor, P(Fig.10.5) P4= .97 P1= .97 Actual Capacity, Cm Cm4=Cp4= 940 pcph Cm1=Cp1= 818 pcph STEP 3: TH From Minor Street ~ " V8 ~ v V11 Conflicting Flows, Vc .5V3+V2+V1+V6+V5+V4=Vc8 .5V6+V5+V4+V3+V2+V1=Vc11 16+ 121+ 33+ 76+ 38+ 193+ 47+ 31+ 193+ 47= 486 vph 121+ 33= 463 vph Critical Gap, Tc (Tab.10.2) 7.5 (secs.) 7.5 (secs.) Potential Capacity,Cp(Fig10.3) Cp8 = 399 pcph Cpll = 414 pcph % of Cp utilized (V8/Cp8)x100= 50.4% (V11/Cpl1)x100=,37.7; Impedance Factor, P(Fig.10.5) P8= .58 P11= .69 Actual Capacity, Cm Cm8=Cp8xPixP4 Cm11=Cp11xP1xP4 375= 399x.97x.97pcph 390= 414x.97x.97pcph STEP 4: LT From Minor Street ~ V7 ~ V10 Conflicting Flows, Vc Vc8(step3)+V11+V12=Vc7 Vcll(step3)+V8+V9=Vc10 486+ 153+ 68= 707vph 463+ 197+ 21= 681vph Critical Gap, Tc (Tab.10.2) 8•(secs.) 8(secs.) Potential Capacity,Cp.(Fig10.3) Cp7 = 247 pcph' Cp10 = 259 pcph Actual Capacity, Cm Cm7=Cp7xP1xP4xP11xP12 Cm10=Cp10xP4xP1xP8xP9 = 247x.97x.97x.69x.94 = 259x.97x.97x.58x.98 = 151 pcph = 139 pcph LOGATZON: PINES RdAD & 3 2 ND A'VENUE NP,ME : JED - PM9 3EX SHARED LANE CAPACI'I°Y P,PPROACH MOVEMENTS 7 , 8, 9 iCR CR L05 LOS M~VEMENT V (PCPH ) cM( PcPx ) CsH(PePH) (CM-v) (csx-v) cm CSH ~r======~s~====--s-----------------___ 7 52 151 302 99 28 E E s 201 375 302 174 28 D E 9 21 783 302 752 28 A E APPRQACH M[]VEMEAITS 10, 11 ,12 CR CR La5 LDS MOVEMENT V (PCPH) CM (PCPI-Y ) C5H (PCPH) (CM-V ) ( +CSH-V ) CM CSH ~ 39 ' 10 31 354 ias 98 ❑ E 11 156 390 • 354 234 98 C E 12 59 692 354 623 98 A E MPrJOR STREET LEFT TURNS 1,4 Mt]VENIENT V(PGPF-i ) CM (PCPH ) GR (GM--V ) LQS 1 34 818 784 A ' 4 48 940 " 892 A COMMENTS: ~r , LOCATION: PINES R47AD & 32NI) P,VENUE NAME: JED - PNi96NS H+Di]RLY -VS]LUMES----- Grade D% N = 1 79 ' V12 - 177 N> , Vil 35 ' v1D - T N=Z [ v 1> V6-- 8$ CraCiB 4t < --s-------V5-- 223 N= 2 ~ ' 38 --V1------------ ^ - v-----_,.---V4-- 54 140 --V2------------ ' majar rvad Grade D% . t I ^ ' PINES Fi❑~,D i ._....._.3 ~~==~3~ v'j 59 STDP xx V8 YIELD AT= 1 228 bate of CQUnts: 1996 BACKGR ~ V9 Time Period: PM PK HR minor road 24 Frevailing Speed:50 32ND AVENUE PHF:0.93 ' Grade 0 a PapulatiQn, 1000Qt3 I ' VOLC]ME ADJUSTMEN'I`S -----v-------------_--------Y-----------------------------___-----------__-_---- MovementriQ. ~ 3- 2 3 4 5~ 61 7 1 s~ 9 1 10 1 11 1 iz~ Volume (vph) 1 381 1401 361 541 2231 881 591 228' 241 351 1771 791 4_------~~____----_~-~-------_P_------~-------------~--------__ ,Voi(gCPh).Tab.10.11 391xxxxIxxXxI 551XxxxIXXxxI 606 2331 361 1811 811 VpLT,7MES IN PCPH 81 - V12 161 iil l ~ 36 . V10 < Y I > ~--`---r--- V6-- < -------rsxw~~-- 39 --U1 w-------R-- V4-- 55 --V2------------ > -°V3------------ v <1 " > . V7 - ~ 60 V 8 233 V9 ~ - --2 4- - r c I ' LOCATION: PINES ROAD & 32ND AVENUE NAME: JED - PM96NB STEP 1: RT From Minor Street V9 V12 Conflicting Flows, Vc 1/2 V3+V2=Vc9 1/2 V6+V5=Vc12 18+ 140= 158 vph 44+ 223= 267 vph Critical Gap, Tc (Tab.10.2) 6.5 (secs.) 6.5 (secs.) ~ Potential Capacity,Cp(Fig10.3) Cp9 = 762 pcph Cp12 = 660 pcph • % of Cp utilized (V9/Cp9)x100= 3.1% (V12/Cp12)x100= 12.3% ~ Impedance Factor, P(Fig.10.5) P9= .98 P12= .92 Actual Capacity, Cm Cm9=Cp9= 762 pcph Cm12=Cp12= 660 pcph STEP 2: LT From Major Street v-- V4 ~ V1 Conflicting Flows, Vc V3+V2=Vc4 V6+V5=Vc1 , 36+ 140= 176 vph 88+ 223= 311 vph Critical Gap, Tc (Tab.10.2) 5.5 (secs.) 5.5 (secs.) Potential Cal?acity,Cp(Fig10.3) Cp4 = 915 pcph Cpl = 776 pcph % of Cp utilized (V4/Cp4)x100= 6% (V1/Cpl)x100= 5% Impedance Factor, P(Fig.10.5) P4= .96 P1= .97 Actual Capacity, Cm Cm4=Cp4= 915 pcph Cm1=Cp1= 776 pcph STEP 3: TH From Minor Street ~ ^ V8 ~ v V11 Conflicting Flows, Vc .5V3+V2+V1+V6+V5+V4=Vc8 .5V6+V5+V4+V3+V2+V1=Vc11 18+ 140+ 38+ 88+ 44+ 223+ 54+ 36+ 223+ 54= 561 vph 140+ 38= 535 vph Critical Gap, Tc (Tab.10.2) 7.5 (secs.) 7.5 (secs.) Potential Capacity,Cp(Fig10.3) Cp8 = 353 pcph Cpll = 369 pcph $ of Cp utilized (V8/Cp8)x100= 66% (V11/Cp11)x100= 49.10 Impedance Factor, P(Fig.10.5) P8= .41 P11= .59 Actual Capacity, Cm Cm8=Cp8xP1xP4 Cm11=Cpi1xP1xP4 . 329= 353x.97x.96pcph 344= 369x.97x.96pcph ~ STEP 4: LT From Minor Street ~ V7 V10 Conflicting Flows, Vc Vc8(step3)+V11+V12=Vc7 Vcll(step3)+V8+V9=Vc10 561+ 177+ 79= 817vph 535+ 228+ 24= 787vph Critical Gap, Tc (Tab.10.2) 8(secs.) 8(secs.) Potential Capacity,Cp(Fig10.3) Cp7 = 199 pcph Cp10 = 211 pcph _ Actual Capacity, Cm Cm7=Cp7xPixP4xP11xP12 Cm10=Cp10xP4xP1xP8xP9 ~ = 199x.97x.96x.59x.92 = 211x.96x.97x.41x.98 = 101 pcph = 79 pcph ~ LaCAfiIDN: PINES ROAD & 32ND AVENUE NAME: JEp ° PM96NB SHARED LA.NE CAPACITY AFPRDACH MDVEMENTS 7,8,9 CR GR LOS LOS MOVEMENT V ( PGFH ) GM { PCPfl } CSH ( PCgH) (CM-V) (CSH-V) C,m CSH _---_-76Q1❑1---_.r~_-----2 38 41 -79 E F g 233 329 238 96 -79 E F 9 24 762 238 738 -79 A F APPRL3ACH MaVEMEN'TS 10t 11, 12 . cR cR Los Lvs MOVEMENT V(PcPK) cM(PCPH) CSH(PCPH) (cM-v) (csH-V) cM CsH 1036---_------ 79 270 43 -28 E F 11 181 344 270 163 -28 D F 12 81 650 270 579 -28 A F ~ MAJOR STREET LEFT TEIRNS 1,4 MOVEMENT V(PCPH ) CM (YCPH ) CR ( CM-V ) LOS 1 39 776 737 A 4 55 915 85(} A ' COMMENTS ; LrDCATION: PINES ROAD & 32ND AVENUE NAME, JED - PM96B HaURI,k-VaLUMES----y Grade N = I 81 ' V12 196 N> Vii 42 _~~~w~~-==------------ vio ! N= 2T < V 1> v6-- 101 Grade 9t < -F--------V5-- 223 N= 2. 42 --Vl---_____--.._~ v=------..e- V4-- 54 140 --V2-y----------> majar rvad Grade 0% 36 --V3------------ y <1 ^ 7 PiNES R()AD V7 59 STOP xx ' V8 YIEIsO N= 1 263 Date Qf caunts :19 96 'F'QTAT, ~ V9 Titne Periad: PM PK HR ~ - minor road 24 Prevailing 5peed: 50 3 2ND AVEN1T'E PHF: d.93 Grade 0 % Pogulativn:100000 - V'OLL]ME ADT[JSTMENTS --_---------_T-----------------°_-_-_°---_-_-_-------------___ Y- Movement na. ~1 J 2 ~ 3 4 5 C 6 1 7 1 s 1 9 1 10 1 11 1 12 C Volume (vph) 1 421 1401 361 54'1 223e 1011 591 2631 241 421 1961 811 Vol(pcph). Tab 10.11 43 1xxXx IxXxx II 551xxxx Ixxxx I 601 2681 241 431 2001 831 . - VQLT7MES zN PcPH 83 V12 200 ❑zi 43 vio _ s v ~__---__----v6-- t-------__--V5-- 43 --v1 v ----------v4-- 55 --v2------------ > .Y~ --V3°--------Y-_V <1 ^ > V7 _ 60 V8 268 V9 24 U LOCATIC3NT: PINES RaAU & 32ND AVE1riLTE NA1++IE: JE❑ - PNi96B ------------~__------------.~m_ -----_n,.___--._----~---------------- ~ ~ STEP 1:RT From Minor Street ~ V9 <°1 V12 -----------'_...r----T=_-----_,..._ -Vc12 Conflicting~Flc~ws, Vc 112 V3+V2~Vc9 1'2 V6+V5- 18+ 140= 158 vph 51+ 223= 274 Vph Critical Gap, Tc (Tab.10.2) 6.5 (secs.) 6.5 (secs.) Pvtential CapacftY.CPffiglfl.3} Cp9 = 762 pcph Cg12 = 653 pcph t of cp utiiizea (v9{cp9} xlvv- 3.1% (vi2/cpl2 ) xloo= 12.7% I3npedance Factorr P(Fig. 10, 5) P9= .98 P12= .92 Actual Capacity, Cm Cm9-Cp9= 762 pcph Cm12=Cpl2= 653 pcph ` STEP 2.LTTFroIn Majnr Street V4 vi Conflicting Flflws, Vc ~~-----~V3+V2-VC4 V6+V5=Vcl 36+ 140= 176 vph_ 101+ 223= 324 Vph Critical Gap, Tc {Tab.10.2} 5.5 (secs.) 5.5 (secs.) Potential CapaGitY.CP(Fig10.3) Cp4 = 915 pcph Gpl = 755 pcph t vf cp utilizea {v4/cp4}XIOo= 6% (vi/Cpi)xlvO= 5.6% ImpedanCe Factor, P (Fig.10.5) F4= .96 Fl= .97 Actual Capacity, Cm Cm4=Cg4a 915 pcph CMx=Cp1= 765 pcph ----,....o.~._--------------...___---------~-- STEP 3~. TH Fram Mirior Street va - ~ v V11 _~.....____===-~r.~===__---•--_____---_____---__------_____---_____--.-~~-________....~____-____ , Canflicting~Flows, Vc^ .5V3+V2+VI+V6+V5+V4=Vc8 .5V6+V5+V4+V3+V2+U1-VcI1 18+ 140+ 42+ 101+ 51+ 223+ 54+ 36+ ' 223+ 54= 578 vph 140+ 42= 546 vph Critical Gap, Tc (Tab.10.2) 7.5 (secs.) 7.5 (secs.) - gatential Capacity,Cpffiq1i7.3} Cp8 = 343 pcph Cp11 = 362 pcph t af cp utilized` (V8]cp8)xlov= 78.1% (V11/cp11)x100= 55.2% Impedance Factor, P(Fig. 10. 5) P8= .27 P11= .53 Actual Capacity, Cm Cm8=Cp8xFlxP4 Cm17.=Cp1lxPixP4 319T 343x.97x.95pcph 337= 362x.97x.96pcph - _-._-------~.....e,------_-----__---__----------~- ~ STEP 4: LT Frvm Minor Street ~ V7 V10 COnflicting Flaws, Vcl~.Y-----_!^Vc8(step3)+V1I+V12=Vc7 Vcll{step3}+V8+U9=Vc10 578+ 196+ 81= 855vph 546+ 263+ 24= 833vph Critical Gap, Tc (Tab.10.2) 8 (secs.) s (secs.) Patential Cavacity►Cp(FiglO.3y Cp7 = 186 pcph Cp10 = 193 pcph _ ACtual Capacity, Crn Gm7=cp7xPixP4xPiixPI2 Cm10-Cp10xP4xF"1xP$xP9 = 186x.97x.96x.53x.92 = 193x.95X.97x.27x.98 = 84 pcph = 48 pcph LOCATION: PINES ROAD & 32ND AVENUE NAME: JED - PM96B SHARED LANE CAFACITY ApPRQACH MOVEMENTS 7,8,9 CR CR LOS LOS MOVEMENT U(PCPH) cM(pcPx) Csx(pCPH) (cM-u) (csx-v) cm csH 7 60 84 222 24 -130 E F 8 268 319 222 51 -130 E F 9 24 762 222 738 -130 A F AFPROACH MDVEMENTS 10,11,12 ' - CR CR LOS LOS MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) (CM-V) (GSH-V) CM CSH 10 43 ----_~-_48-----__-_~202--- 5 -124 E F 11 200 337 202 137 -124 D F 12 83 553 202 570 °124 A F PRA,TOR STREET LEFT TUR.rIS 1,4 MOVEMENT V( PCFH ) C1H ( FCPH ) CR (CM--V ) La5 _....----------------------•__.---___~,r---~....~_ 1 43 755 722 A +4 55 915 850 A CC7MME1VT5 : 1 APPENDIX E Traffic Operations Backup Data C§)(~C~D^ Improvement Option 1 ~ LOCATION: PINES ROAD & 32ND AVENUE NAME: JED - AM96NB1 HOURLY VOLUMES Grade 0% ~ N = 2 46 V12 63 N V11 21 V10 N= 1 < v 1> ^----------V6-- 51 Grade 0% V5-- 203 N= 1 47 --V1------------ ^ v---------- V4-- 16 192 --V2------------ > major road Grade 0% 23 --V3------------ v 32ND AVENUE V'! 42 STOP xx _ V8 YIELD N= 2 153 Date of Counts: 1996 BACKGR V9 Time Period: AM PK HR minor road 37 Prevailing Speed:35 PINES ROAD PHF:0.84 Grade 0 ~ Population:100000 VOLUME ADJUSTMENTS Movement no. ~ 1 ~ 2 ~ 3 ~ 4 ~ 5 ~ 6 ~ 7 ~ 8 ~ 9 1 10 I 11 1 12 ~ Volume (vph) 1 471 1921 231 161-2031 511 421 1531 371 211 631 461 Vol(pcph),Tab.10.11 481XXXXIXXXXI 161XXXXIXXXXI 431 1561 381 211 641 471 VOLUMES IN PCPH 47 V12 64 V11 21 V10 < v 1> V6-- ~ <----------VS-- 48 --V1------------ ^ v---------- V4-- 16 --V2------------ > --V3------------ v V7 43 VS 156 ~ Vy 38 - LOCATION: PINES ROAD & 32ND AVENUE NAME: JED - AM96NB1 STEP 1: RT From Minor Street V9 ~ V12 Conflicting Flows, Vc 1/2 V3+V2_ -Vc9 1/2 V6+V5=Vcl2 12+ 192= 204 vph 26+ 203= 229 vph Critical Gap, Tc (Tab.10.2) 5.5 (secs.) 5.5 (secs.) Potential Capacity,Cp(Fig10.3) Cp9 = 886 pcph Cp12 = 860 pcph % of Cp utilized (V9/Cp9)x100= 4.3% (V12/Cp12)x100= 5.5% Impedance Factor, P(Fig.10.5) P9= .97 P12= .97 Actual Capacity, Cm Cm9=Cp9= 886 pcph Cm12=Cp12= 860 pcph STEP 2: LT From Major Street ~ v-- V4 ~ V1 Conflicting Flows, Vc V3+V2=Vc4 V6+V5=Vc1 23+ 192= 215 vph 51+ 203= 254 vph Critical Gap, Tc (Tab.10.2) 5(secs.) 5(secs.) Potential Capacity,Cp(Fig10.3) Cp4 = 966 pcph Cpl = 929 pcph % of Cp utilized (V4/Cp4)x100= 1.7% (V1/Cp1)x100= 5.2% Impedance Factor, P(Fig.10.5) P4= .99 P1= .97 Actual Capacity, Cm Cm4=Cp4= 966 pcph Cm1=Cp1= 929 pcph STEP 3: TH From Minor Street ~ ^ V8 ~ v V11 Conflicting Flows, Vc .5V3+V2+V1+V6+V5+V4=Vc8 .5V6+V5+V4+V3+V2+V1=Vci1 12+ 192+ 47+ 51+ 26+ 203+ 16+ 23+ ' 203+ 16= 521 vph 192+ 47= 507 vph Critical Gap, Tc (Tab.10.2) 6(secs.) 6(secs.) Potential Capacity,Cp(Fig10.3) Cp8 = 535 pcph Cpll = 545 pcph % of Cp utilized (V8/Cp8)x100= 29.2% (V11/Cp11)x100= 11.70 Impedance Factor, P(Fig.10.5) P8= .78 P11= .93 Actual Capacity, Cm Cm8=Cp8xPixP4 Cm11=Cp11xP1xP4 514= 535x.97x.99pcph 523= 545x.97x.99pcph STEP 4: LT From Minor Street ~ V7 V10 Conflicting Flows, Vc Vc8(step3)+V11+V12=Vc7 Vcii(step3)+V8+V9=Vc10 521+ 63+ 46= 630vph 507+ 153+ 37= 697vph Critical Gap, Tc (Tab.10.2) 6.5 (secs.) 6.5 (secs.) Potential Capacity,Cp(Fig10.3) Cp7 = 404 pcph Cp10 = 367 pcph Actual Capaclty, Cm Cm7=Cp7xP1xP4xP11xP12 Cm10=Cp10xP4xP1xP8xP9 = 404x.97x.99x.93x.97 = 367x.99x.97x.78x.97 = 350 pcph = 267 pcph .,LOCATIpN . PINES RDAG & 3 2ND AV'ENUE NAME: JE❑ ° AM9 6NBI ;HARED LANE CAPACYTY APFROACH 1KOVEMENTS 7. 8 ,9 , CR CR LOS LOS ~ MaVEMEN°r V(PCPH) cM4pcpxa csx (PCpH) (cm-v) (csH-v) cm csH 7 43 350 307 B 8 155 514 550 358 356 B B 9 38 886 560 848 356 A B APPROACH MOVEMENTS 10 . 11, 12 CR CR LOS LOS MQVEMEN3° V( PCPH) CM (PCPH) CSH(PCPH ) ( CM-V ) [ CSH--V) CM CSH __...._~T-----------...._-___---------~----_..._~ 10 21 267 245 c 11 ' 64 523 527 459 516 A A 12 47 860 627 813 516 A A MAJf3R STREET LEFT T[TRNS 1,4 M(7'VEMENT V( PCPI-Y) CM( PCPH) GR (CM-V ) LOS 1 48 929 881 A 4 15 966 95C1 A COMME1dTS : ZOCATION: PTNES ROAB & 32ND AVENUE NAME: JED - AM96B1 HOURLY VOLUMES Grade 0% N = 2 , 50 ~ V1,2 53 N iJ i1 21 ' v1. o N= 3._ vw < v I > Vf-- 51 Grade 0% c---------- VS-- 213 N= 1 58 --V1------------ ^ v ----------V4-- 16 221 --V2------------ > maj ar raad Grade f}% 27 --V3------------ V > 32Nd AilENfTE v 43 STC7P xx V8 YIELD N= 2 153 L3ate of Cotlnts: 1996 T9'I'AL Li9 Time PeriDd : ANd PK HR minar raad 37 PreVafling° 5peed:35 PTNES RC]AL7 PHF: C1. 84 Grade 0 t Population:100040 ' VOLYJME AdJUSTMENTS , c------------------°-------------______----------__--wY_ Movement no. ~ i~ a~ 3 f 4 I 5 I 6 I 7 I s I 9 I10 1 11 1 12 I -----------------------------~.o~._____~__-------~.~ volum~ (vph) 1 581 2211 271 161 2131 511 431 1531 371 211 631 501 ----------_--A----------------.~~_-----R----------~,~t------------_-______ Vol(Fcph).mab.10.11 591xxxxIxxXxI 161XXxXIxxxxI 441 1561 381 211 641 511 - VpLL7ME5 IN PCPH 51 , V12 64 `711 21 V 1 {7 C V I> V'C-- C-°_.^------V.~'J-- 59 --V1 ti,_____WV_--U4-- 16 --V2 -----------R] __V3------------ v V7 44 VS 156 , V9 ~ 38 ~ . LvCATrnN: PINES RQAD & 32Np AVENUE NAME: JED - AM96B1 ~ ----~--~~--~-____-----i__--------------------- STEP 1 « . RT From Minor 5treet ep V9 <-f V12 -----F-~----~~r--------------------- Canflicting Flaws, Vc 1J2 V3+V2=Vc9 1/2 V6+V5=Vc12 ` 14+ 221= 235 vph 25+ 213= 239 vph Cr1t1Cd1 Gapr TC (Tab.10.2) 5.5 (secs.) 5.5 (secs.) Potential CapacitY,Cpffigro.3] Cp9 = 853 pcph Cp12 = 849 pcph % of cp utilizea (v9,ep9)xIaa= 4.5% (ui2pcpl2)xiov= 6% ImpedariGB FaCtor' P(Fig.1Q.5) P9= .97 g12= •96 Actual Capacity, Cm Cm9=Cp9W 853 pcph Cm12=Cp12= 849 pcph --_~~~,-----Y~_~-------------~--------------~, STEP 2 : LT Frvm Majar 5treet ~ v-- V4 ~ Vi -------__~~~:__~-------------ar~_ Canfl1Cting FloWSa VC V3+V2=VC4 U6+V5=VCl - 248 vph 51+ 213= 264 vph 2T+ 221- Gritical Gap, Tc (Tab.10.2) 5 (secs.) 5 (secs.) Pvtential CapacitY.CP(Fig10.3) Cp4 = 934 pcph Cpl = 919 pcph % of cp utilizea (V4/cp4)xloa= 1.7t (V1rep1)x100= 6.4% Irnpedance Factor, P {Fig.10.5} P4= .99 F1= .95 Actual Capacity, Cn Cm4=GQ4= 934 pcph Cml=Cpz=.919 pcph STEP 3: TH From Minor Street U8 ~ v Vil Conflictang F10W51 Vc .5V3+V2+V1+V6+V5+V4_ -VC$ .5V6+V5*V4+V3+V2+V1=Vc11 14+ 221+ 58+ 51+ 26+ 213+ 16+ 27+ 213+ 16= 573 vph 221+ 58= 561 vph Critical Gap, Tc (Tab.10.2) 6 (secs.) 6 (secs.) Pptentia1 CaQacity.CPCFig3O.3y Cp8 = 499 pcgh Cp11 = 507 pcph % of Cp utilizea (v8/cp8)x1Qa= 31.3% (V11/cp11)x100= 12.6% ,Impedance Factor, P (Fig.10.5) P8= .75 P11= .92 Actual Capacity, Cm CmB=Cp8xPlxg4 Cm1l=CQ11xP1xP4 474= 499x.96x.99pcph 482= 507x.96x.99pcph I STEP 4 : LT From Minor Street V7 \-]v1D r_~~------------------~-r-------__-_ Conflicting Flows, vc vc8(step3)+v1l+V12=Vc7 vc11(step3)+V8+V9=Vc1D 573+ 63+ 50= 586vph 561+ 153+ 37= 751vph critiCal Gap, mc {Tab.10,2} 6.5 (secs.) 6,5 (secs.) Potential CavacitY.CP(Fig10.3) Cp7 =373 pGph Cp10 = 337 pcph AGtuaZ CapaC1tyr Cm Cm7-Cp7XP1xP4xPl1XP12 Cm10-Cp10xP4xP1xP8xF9 = 373x.96x.99x.92X.96 = 337x.99x.96x.76x.97 = 313 pcph = 236 pcph ~ LOCATIflN: PINES RaAD & 32ND AUENUE NAME: JE❑ - AM96B1 SliLAREa LANE CAPACTTY APPROACH MQVENIENTS 7.8,9 CR CR LOS LOS MOVEMENT V(PCPH) cM(PCPx) csx(PePH) (cm-v) (csx-v) cm csx ~--~7T---------44313 259 C 8 156 474 519 318 325 B B 9 38 853 519 815 325 A B APPRQACH M❑VEMENTS 10,11,12 CR CR LDS LQS MOVEMENT V(PCpH) cM(PCPH) csx(PCPx) (cM-V) (csx-v) cm Csx - -----___-_-T--~~----------_~-_ ~ 10 21 236 215 c ' 11 64 482 596 418 481 A A . 12 51 849 596 798 481 A A MP,JOR STREET LEFT TUIZNS 1,4 MOVEMENT V( PCPH ) CM (PCPH ) CR( CM-V ) LOS ~ ~ _ _ 1 59 319 $60 A 4 16 934 91$ A CDMMENTS : ' r LOCA°I`I0N: PIl+TES RCJAD & 32ND AVENCTE NAME: JED - PM96IVBi . HO[JRLY ViDLUMES G7rade Q% ; N = ~ 88 V12 " r 223 N V11 54 V i0 N=~1^ [ y 1> V6-- 24 Grade CJ% [----y__a--V5-- 228 N= 1 35 --V1------------^ v P--=------V4-- 59 177 --V2------------ > majar rDad Grade a% 79 --V3------------ vv [ 1 ^ > 32NO AVENi]E V7 38 STDP xx , r V8 YIELD . N= 2 140 aate af Cvunts: 1996 BAGRGR - V9 Time Feriod: PM PIS HR ' minar road 36 Pxevailing Speed:35 PINES ROAD PHF :0. 9 3 Grade 0 % Population:100000 - VOL[TME ADJUSTMENTS --------------------------------a-_------4-------------__ Movement no. a ~ 3 I 4 ~ 5] 6 ~ 7~ s ~ 9 1 10 1 11 1 1.2 1 . ---Y~~_~_-------__-~---__-~-__-------____r Voiur~~ (vph) [351 1771 79`591 2281 241 381 1401 361 541 2231 881 ~ ---..-------------_i~~.__----------~-----__tl--------~~.w~-------------------------~ vol(pcph),mae.10.11 36lxxxxIxXxxI 601xXXxIxxxxI 391 1431 371 551 2271 901. VQI,UMES IN PCF'H 90 V12 ` 227 ` Vi1 55 • V 1 o V6-- ~ - [----------VS-- 36 --V'1------------- V---------- V4-- 50 4-V2------------ 7 --V3------------ v [1 ^ > ' V7 39 V8 143 V9 37 ~ r' . l i LQCATION: PINES RDAD & 32ND AVENUE NAME: JED - PM96NBZ STEP 1 : RT From Minor Street I p-a V9 ~ V12 ====------a-------~~_-------~_~~_~------~--- Conflictxnq F1aws, Vc 1]2 V3+V2_Vc9 1/2 U6+V5=Vc12 40+ 177= 217 Vph 12+ 228= 240 Vph critiGal Gap, Tc (mab.10.2) 5.5 (secs.) 5.5 (secs.) Patential CagacitY.Cp(FigTa.3) Cp9 = 872 gcph Cp12 = 848 pcph % of ep utiiizea (v9Ocp9)xlao= 4.2% (Vlatcpla)xiao= 10.6% Impedance Factor, P (Fig.10.5) P9= .97 F12= .94 . Actual capacity, Cm Cm9=Gp9= 872 pcph Cm12=Cp12= 848 pcph _~_~------~W~------__~~~_-------~-------------- ===~~rT=====_-====~rm~~=-=---- ~ STEP 2 tLT From Ma]or 5treet ~ v-- V4 V1 CanflictingrF3ows,-Vc -----r_~_ V3+V2-Vc4 V6+V5-Vcl 79+ 177- 256 vph 24f 228- 252 vph Critical Gap, Tc (Tab.10.2) 5 (secs.) 5 (secs.) Patential capacitY.Cp(Fig10.3) Cp4 = 927 pcph Cpl =931 pGph % af cp utiiized (v4/cP4)xlo0= 6.5% (VI/cpi)xlaO= 3.9% Ympedance Factar, P(Fig.1D.5) p4= .96 P1= .98 ' Actual Capacity, Cm Cm4=Cp4= 927 pcph Cm1=Cp1= 931 pcph . ----W----------------µ~--------__~_ ----~~r-------------r~-----------~----_~~-~-------~-_~------------------------- STEP 3; TH From Minor Street I " V8 I v V1l Canflicting Flows, Vc~~~~~ ' .5V3+V2+VI+V6+V5+V4=Vc8 .5V6+V5+V4+V3+V2+Vl=Vc11 40+ 177+ 35+ 24+ 12+ 228+ 59+ 79+ • 228+ 59= 563 vph 177+ 35= 590 vph Critical Gap, Tc (Tab.10.2) 6 (secs.) 6 (secs.) Patential Capacity,Cp(Figlfl.3) Cp8 = 506 pcph Cpl1 =487 pcph % of ep utilizea (Va{CFS)xlaO= 28.3% (Vil/cPZl)xlao= 46.6% zmpedance Factor, P (Fiq.10.5) Ps= .79 P11= .61 Actual Capacity, Cm Cm8=Cp8xP1xP4 Cm11=Cp1lxP1xP4 476= 506x.98x.96pcph 458= 487x.98x.96pcph ------~------~_~--------~w_~--------------- _ STEF 4 : LT Fram Minor 5treet ~ V7 V1o --------~r~----------------r------_-_----- Conflicting Flows, Vc Vc8(step3)+V11+V12=Vc7 Vc1l4step3J+V8+V9=VclU 563+ 223+ 88= 874vph 594+ 140+ 36= 766vph Critical Gap, Tc (Tab.10.2) 6.5 (secs.) 5.5 (secs.) Potential Capacity,Cp(Fig10.3} Cp7 =2Sa Qcph Cp1D = 329 pcph ACtual Gapac3ty, Cm Cm7=Cp7xPixP4xFllxP12 Cm1a=CplOxF4xP1xP8xP9 = 280x.98x.95x.61x.94 = 329x.96x.98x.79x.97 - = 151 Qcph = 237 pcph LOGATION: PINES ROFD & 32ND AVENUE NAME: JED - PM96NBi SHARED LANE CAPACITY APPROACH MOVEMENTS 7,8,9 CR CR LOS LOS MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) {Cm-V) {CSH-V} Cm C5H r~e~_--------__WW_--------___~, 7 39 151 112 D 8 143 475 525 333 345 B B 9 37 872 525 835 345 A S , AFPROACH MOVEMENTS 10.11,12 CR GR LOS L05 MavEMENT V{PCPx} cM(FCPH) csx{PcPH} (cM-v) (CsH-V) cm csH --------_~___---T___---------~------_W~A , 10 55 237 182 0 11 227 458 527 231 210 C C 12 90 $48 527 75$ 210 A c KAJOR STREET LEFT TURNS 1,4 ' MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS 1 36 931 895 A ' 4 60 927 $67 A COMMENTS: i ~1 e LC]CATIDN: PINES ROAD & 32ND AVENL]E NAME: JEQ - PiyT96B1 HDURLY VDLUMES Grade ❑ % N - 2 101 ' V1Z " 223 N V11 54 V1Q ~N_T1 < v 1> ^--_--.._---VS-- 24 Grade . < V5-- 263 N@ 1 42 --V1-----__,-r__A V----_..----V4-- 59 196 --V2 y major rQad Grade D% 81 --V3----_-a=----v <1 ^ a 32ND AVENUE V7 42 STOP xx vs Y I ELD N= 2 140 ❑ate of Cottnts: 1996 T[?TAL ~ V9 Time Period: PM PK HR minvr road 36 PreWaAling Speed:35 PINES RQAD PI°iF : C] . 9 3 Grade 0 % Pvpulation.100000 Pi10LCTME A0.7iJSTIutENTS -r----------__--_---------------------------__---------------T_-_--__- R_ Movement nd. a I 3 4 5~ b ~ a 1 8 9 I10 1 11 1 12 -----------------------------_r~~___----~-------~--------__~_ Vaiume (dmn) 1 421 1961 811 591 2631 241 421 1401 361 54e 2231 1011 Vol(pcph),Tab.10.11 431xxxx~XXxxI 601xxxxIXxxxI 431 1431 371 554 2271 1031 VQLUMES IN PCPH ' 1❑3 - V12 227 Vil ' 55 vio < v 1> A-_-o------V6-- s---------_U5-- 43 --V1-------------" v-_____-----V4-- 60 --V2------------ > --V3------------ V [ I ^ 7 V 7 43 V8 143 V9 37 • 1 LOCATION : PINES ROAD & 32MD AVENUE NAME : JED - PM9 6 S 1 ~ V12 STEP 1^: RT~Frarn Minor Street V9 r------- Canf lictirrg F1aws, Vc 1/2 V3+V2=Vc9 1/2 V5+V5=VcZ2 41+ 196= 237 -vph 12+ 263= 275 z,*ph ' Gritical Gap, Tc (Tab, 10.2) 5.5 (secs. ) 5.5 {secs. } Fotential Capacity.Cp(Figl0.3) Cp9 = 851 pcph Cp12 = 811 pcph % of cp utilizea (v9/cp9)xlav= 4. 3% (v12/cprz ) x1ov- 12. 7* Impedanca Factor, P (Fig.10.5) P9= .97 P12= .92 Actual Capacity, Cm Cm9=Cp9T 851 pcph Gml2=Cp12= 811 pcph STEP~2:^LTiFrvm Majar Street~ f ^v-- V4 v1 CrinfliCting FlrWS, Vcr~----------V3+V2=VC4 V6+V5-Vc1 81+ 196= 277 wph 24+ 263= 287 vph Critical Gap, Tc (Tab.10.2) 5(secs.) 5(secs.) Patentiai Capacity,Cp(Fig10.3) Cp4 = 907 pcph Cpl = 897 pcpn % af cp utilized (v4,lCp4)xlao= 6.6% (v1,cp1)x100= 4.8~ Impedance E'actor, P(F'iq. 10.5) P4= .96 P1= .97 Actual Gapac3ty, Cnt Cm4=Cp4= 907 pcph Cml=Cp1= 897 pcph sTEpi3 : ~TH Froin Minor street V 8 v Vll---------- Ganfli.cting Flows, Vc ~~T-----l.5V3+V2+Vl+V6+V5+V4=Vc8~.5V6+V5+V4+V3+V2+VI-Vc11 41+ 195+ 42+ 24+ 12+ 263+ 59+ 81+ 253+ 59= 625 wph 196+ 42= +653 vph Critical Gap, Tc (Tab.10.2) 5 (secs.) 6 (secs,) Potential Ca$acity.cpffigla.3) Cp8 = 464 pcph Cp11 = 446 pcph of Cp utilizea (VStcps) x1a0= 30. s% (v11pCp11) x10a= 50. 9% Impedance Factor, P (Fig.10.5) P8= .76 ' P11= .57 Actual Capacity, Cm Cm8=Cp8xP1xP4 cm11=cp11xP1xF4 432= 454x.97x.96pcph 415= 445%.97x.96pcpY~ sTEP 4:LT Frflm Minor street V7 V1o CrnflictinglFlaws,~Vc-----~-~---Vc8(step3)+V11+V12=Vc7 Vc1l(step3)+V8+V9=Vc1O 525+ 223+ 101= 949vph 553+ 14(]+ 35= 829vph Critical Gap, Tc (Tab.10.2) 6.5 (secs.) 6.5 (secs.) Fotential Garacity. Cp (FiglO. 3) Cp7 = 250 pcph CpIo = 298 pcph Actual CapacYty, Cm Cm7=Cp7xP1xP4xF11xP12 Cm10=Cp10xP4xP1xP8xP9 = 25Bx.97x.96x.57x.92 = 298x.96x,97X.76X.97 = 122 pCph = 205 pCph LOCATIDN: PINES ROAD & 32ND AVENUE NAME: 3ED - PM96B3 SHAREB LANE CAPACITY APPRflACH MOVEMENTS 7,8,9 CR CR LOS La5 4vVEMENT V(PCPH) cM{PCPx} csH(pcPx) (cm-v) (csH-V) cM CsH ---_7_~~~~ ~ VY43 122 79 E 8 143 432 481 289 301 C B , - 9 37 851 481 814 301 A B APPROACH MQVEMENTS 10,11,12 CR CR LOS L05 AovEMENT V(PcFH) cM(PCPH) csH(PCPx) (cM-V) {csx-U) cm csx 150 D 1o 55 205 11 227 415 490 188 160 a D 12 103 811 490 708 160 AD ' MAJDR STREET LEFT TURNS 1,4 MOVEMENT V(PCFH) CM(PCPH) CR(Cf4-V) LOS ^ 1 43 897 854 A 4 60 907 847 A COMMENTS: i; .t APPENDZX F Traffic {3perativns Bacdcup L]ata - UUU Iz~prQvemertt Qption 2 s AN,ALYSIS (7F Ft]LlR-WAY STI3P-SIGN CON'TROLLEU IlN'i`ERSECTIONS 8129194 Idenufying Injvrmalaan Intersection: SR 27 & 32N3] AVENLTE City & 5tate: SPOKANE, WASHTNGT(lN geenan❑: 1495 BACKCiROUND TRAFFIC Time Period: AM PEAK HdUR , Trajfic ared Rortdway Ireforntutian ~ Eastbaund Westbnund Norkhbound 5outhbound LT Valume 47 16 42 Zl . TH Volume 192 203 153 63 , RT Valume 23 52 • 37 46 Total Volume 262 270 232 130 Peak 15-minute Voluma 86 68 58 33 PI1F 1.00 1.00 1.00 1.00 - Number of T anes 1 1 z 2 Approrrch Levels of $ervice Eastbound Westbound NorthbQUnd Sauthbouncl Ap,proaeh Flaw kate 262 270 232 130 Approach Capaeity 641 587 590 511 VolumeICapacity Ratio ' 0.41 0.46 0.39 0.25 Delay 5 6 4 3 , Level of 5err+ice A B A A Interscetion I,evels of SerWce Average Tnterseetion Delay 5 secan.ds Tntersectian LC75 A(CDnflicting Approach Flaw Rate Prapartion is Clut of Range) FC]URWAY.}CLS:AMBACK;jei Page 1 af2 ANALYSIS OF FOUR-WAY STOP-SIGN CUNT'R(ILLED INTERSECTIONS 8r29r94 Ident~;/'ying Info+znation Fntersection: 5R 27 & 32ND AVENUE City & State: SPaZ{ANE, WASHLNG'1'QN Se.euano; 1996 BACKGRC7TJND TRAFFIC Time Pennd: AM PEAK HO[]R f V~LUME SU11![MARY WORY-SIDF:ET , Eastbaund Westbound Narthbound 5vuthbouud LT Volume 47 16 42 21 TH Vo'lums 192 203 153 63 RT Voiume 23 51 37 46 PHF 1.00 1.00 1.00 1.00 ' LT Flow Rate 47 lb 42 21 TH Flow Rate 192 203 153 63 RT FTow Rata 23 51 37 46 Appmach Plow Rate 262 274 232 130 Proportion LT 0.I8 0.06 0.18 0.16 Proportion RT [].09 0.19 0.16 0.35 5ubject Approaeh Fiaw Rate 262 270 232 130 dppostng Apprvach Flaw Rate 270 262 130 232 Conflicting Approache.s Fl[sw Rate 362 362 532 532 Total Tntersectian Fiaw £date 894 894 894 894 Psagortiott, Subject Appraach F1aw Rafie 0.29 0.30 0.26 0.15 Propvrtion, i3pposmg Approach F'law Rate 0.30 0.29 0.15 0.26 Pro2o Conflicting Approaches F1oru Rate 0.40 0.40 0.60 0.60 LT, +G7pposing Approach 16 47 21 42 RT, C)ppasing Appmach 51 23 46 37 LT, Conflicting Apgraaches 63 £3 63 63 RT, Cvnflicring ApprQaches 83 83 74 74 Proportion LT, Opposing Approach 0.06 0.18 0.16 0.18 Proportion R'F, f?pPosing Approach 0.19 0.04 0.35 0.16 Proportion LT, Canflicting Approach 0.17 0.17 0.12 0.12 Proportion RT, Conflicting Approach 0.23 0.23 ❑.14 0.14 . CAPACff Y AI►IALYSIS WURICSHEET Eastbound Wesrbound Narthbound Southbouncl Pmpartian, Su'bject Approacfi Flow Rate 0.29 0.30 0.26 {}.15 Propartion, C]ppvsirag Approach Flow Rate Q 30 0.29 0.15 o.25 Lanes vn Subject Approach 1 1 2 2 I-aiies o-n C3ppostin~ Appraach 1 i 2 2 Proportion LT, Qpposing Approach 0.06 0.1$ 0.16 0 18 Proportion FLT, L7pPosing Appr6ach 0.19 009 0.35 0.16 Proportion LT, Cantlictmg Appraach 0.17 0.17 [l 12 0.12 Proportion RT, CConfiicting Approach 0.23 0.23 0.14 [}.14 Approach Capacity 641 587 590 511 F[?GJR13aAY.XLS.AMBACK jed Page 2 nf 2 S ANALYSTS OF k Cl[7R-WAY STOP-SYGN CQNTROLLED INTERSECTIDNS • 8/29/44 identifying Inforntatian . . Intersectxon: 5R 27 & 32ND AVENUE City 8c State: SPOKANE, WASHLNGT(]N 5cenaria: 1996 TCl'I'AL TRAFFTC Time Periad: AM T'EAK HQUR TYsriffic arrrl Roadway Infonnataon ' - Eastbnund Westbnund Nvrthbound Southbound LT Volume 58 16 43 21 TH Volume 221 213 153 63 ' RT Volume 27 51 37 SQ Total Volume - 306 280 233 134 Peak 15-minute Volume 77 70 58 34 pHF 1.00 1.00 1.00 1.00 Number of I.guies I 1 2 2 Approach Levels of Service Eastbound Wesihound Northbaund Scruthbound ' E1Pproach Flow Rate 306 280 233 134 ' Approach Capacity . 665 598 573 490 VolumefCapacity Rativ 0.46 [].47 0.41 0.27 I3elay 6 6 S 3 ' I LeVel vf Service B B A A , , - Jntesseetion Levels of Serviee ~ Avarage Intersectian F)elay 5 seconds ' , IntersectiQn LOS H(Canflicting Aipproach Flow Rate Proportron is C)ut of Range) ~ FC]URWAY.XLS:AMTC3TAL;jed Fage 1 of 2 ANALYSIS aF FO'ClR-WAY STOP-SIGN CC)NTROLLED INTERSECTI(]N5 9129/94 rdenr~ying rnformarcan _ Tntersection: 5R 27 & 32ND AV&ItiTUE City & State: SPCDKANE, WAST-IThlG1"C7N ' Scenano: 1996 TC}1CAL TRAFF'IC Tirne Perivd: AM PEAK T-TOUR a, V (JiLUlVE SIJAIMART' V4'{]RKSELEET Eastbpund WestbQUnd Northbaund 5cauthbaund LT VoPume 58 16 43 21 TH Volume ' 221 213 153 63 ' RT 1lvlume 27 51 37 50 - PxF 1.00 1.00 1.00 i 00 L"d' F1vw Rate 58 16 43 21 TH Flaw Rste 221 213 153 63 RT FPaw RaCe 27 51 37 50 Appsvach Flow Rate 306 2$4 233 134 Proportion LT 0.19 0.06 0.18 0.16 Proportion RT 0.09 (}.1$ 0.16 4.37 5ubject Approach Flvw Rate 306 280 233 134 - Oppsasing Apprisach Flow Rate 284 306 134 233 Conflicting Approaches Flow Rate 367 367 5$6 596 Tot,al Tntersectivn Flow Rate 953 953 953 953 Propnrtion, Subject Apprsrach F1ow Rate 0.32 0.29 0.24 0.14 Pmpontivn, Opposing Apprcaach Flow Rate 4.29 0.32 0.14 6.24 PrvpoRivn, Cvnfliciirlg ApProaches Flow Rate 0.39 41.39 0.61 0.61 LT, Qppvsing Approach 16 58 21 43 RT, Upgosing Apprvach 51 27 50 37 TvT, Conflicting Agproaches 64 64 74 74 • F{Ti', Conflicting Approaches 87 87 7$ 78 ' Proportion LT, C7pPosing Appraach 0.06 0.19 0.15 0.18 Proportion RT, (7PPasing Approach f}.l$ 0.09 0.37 Q 15 Proportion LT, Conflieting Appraach 0.17 0,17 0.13 0 13 Proportion RT, Contlicting ►4pproach 0.24 0.24 0.I3 0 13 CAPACITk ANALYSIS WQRKSHEET Easthounci Westhvund Nortlhhounrl Sauthbounr3 Praportion, 5uhject Approach Flow Rate 0.32 0.29 0,24 0.14 Propartion, Opposing Approach Finw FLace 0.29 0.32 43.14 4.24 , LAres on Sub3ect Approach 1 h 2 2 I.azses an L?pposing Approach 1 1 2 2 Proportion 'l.T, Ci,ppersing Apprtsach 0.06 0,19 0.16 [].18 Proportion R'I', C]pposing Appraach 0.18 0.09 0.37 0.16 Proportion LT, Canflicting Approach 0.17 0.17 0.13 0.13 k Proportion RT, ConfTicting Approach 0.24 0.24 0.13 0.13 APproach Capacity 665 598 573 490 F0URWAY.XT.S:AMT[3TAL;jei Page 2 0f 2 ~ ANALYSIS OF FOUR-WAY STOP-SIGN CONTROLLED INTERSECTIONS 8/29/94 , Identifying Inforniation Intersection: SR 27 & 32ND AVENUE _ City & State: SPOKANE, WASHINGTON Scenario: 1996 BACKGROUND TRAFFIC i' Time Period: PM PEAK HOUR TYr{f'fic and Roadway Injorniation Eastbound Westbound Northbound Southbound ~ - LT Volume 35 59 38 54 TH Volume 177 228 140 223 RT Volume 79 24 36 88 Total Volume 291 311 214 365 Peak 15-minute Volume 73 78 54 91 ~ PHF 1.00 1.00 1.00 1.00 Number of Laaes 1 1 2 2 Approach Levels of Service Eastbound Westbound Northbound Southbouod ' Approach Flow Rate 291 311 214 365 Approach Capacity 506 571 606 621 Volume/Capacity Ratio 0.58 0.55 0.35 0.59 - Delay 9 8 4 9 ' Level of Service B B A B Intersection Levels of Service Average Intersection Delay 8 seconds i Intersection LOS B(Conflicting Approach Flow Rate Proportion is Out of Range) I_ I . t L' ~I I J JI . , FOURWAY.XLS:PMBACK;jed Page 1 of 2 ' J ANALYSIS []F FUUR-LVAY STQRSIGN +CONTItOLLEU lNTERSEC`Y`IONS 8/29r94 ddentafying Jnformeztion Tnf.arsectifln: SR 27 & 32ND AVENUE , City & 5tate: SPOKANE, WASHINUTCIAT Scenaria: 1996 TOTAL TRAFFIC i ime Perioci: PM PEAK Hf.]UR 7raffac and Roadway Inforrnatian Ea.slhound Westhaund Northbound Sauthbaund LT Volume 42 24 42 54 TH Volucne 196 263 140 223 RT Volume 81 59 36 101 Tocal Vvlums 319 346 218 378 Peak 15-minute Volume 80 gT 5$ 9$ PHF 1.00 1.00 1.00 1.00 Number vf Lanes 1 1 2 2 . , ti,ppmach T.evels ojService Eastbnuud Westbound Aiorthbsaunr9 Sourhbounci - AFPrvach Flow Race 319 346 218 378 , Approach Cgipacity 579 583 627 624 Vo1umalC'apaciky Ratio 0.55 0.59 0.35 53.60 Delay 8 10 4 10 I.eval oF 5ervice B g A g , Fntersectdan Uve2s of Servicc Average Tr►tersectirsn Delay 8 seconds Tntersectican L{?5 $(Couflicting Approach Flaw Ttate ProRortlan is Qut of Range) FDLTRWAY.Xi.S:PMTOTAL;}ed Page I of 2 ANALYSIS OF FUUR-WAY STC)P-SIGN CON'C'RflLLED INTE1tSE+CTYClNS 8/29/94 . Tdentx;/ying lnj'ormalinn Iutersactian: SR 27 8i 32ND ?,VENUE City & State: S;PCIKANE, WASHINGTCr,N Scenario: 1996 TOTAL. TFLAFFTC Time Perind: PM PEAK HC3llR YCJL.LTME SU14iMARY W[]~KSHEET F-.sthound Wesihaund Narthbvund Southbvund , LT Volume - 42 24 42 54 TH Vvlume 196 263 140 223 RT Valume $1 SJ 36 101 PHF 1.00 1.00 1.00 1.00 LT Flow Rate 42 24 42 54 TH Flo►w Rate E46 263 140 223 RT Flow Rate 81 59 36 101 Approach Flaw Rate 319 346 218 37$ Proportion LT 0.13 0.07 0.19 0.14 Proportion RT 0.25 0.17 0.17 0.27 SubjecC Approach Flaw liate 319 346 218 378 (]ppvsmg Approach Fiow Rate 346 319 378 21$ C:anflicting Approaches Flnw kate 596 596 665 665 Total Tntessec¢iau F1oEV Rate 1261 1261 1261 1261 Prapartion, Subject Appmacl Flow Rate 0.25 4.27 0.17 0.30 Proportion, 4APosimg Approach Flow Rate 0.27 0.25 ❑.30 0.17 Praporticn, Conflicting Apprvaches Flow Rate 0.47 0.47 0.53 0.53 - T-Tr OPPasing Approac'h 24 42 54 42 RT, Opposing Appmach 59 81 101 36 LT, Cont]icting Appmaches 96 96 66 Gf RT, CAnflicting Ap,praaches 137 137 140 140 Proportion LT, C1Pposing Apprvac'h 0.07 0.13 0.14 0.19 Proportiork RT, Opposing Approach 0.17 0.25 0.27 0.17 Proportion L,T, Canflictmg Apprnnach 0.16 0.16 0.10 0.10 Proportion RT, Conflicting Approach 0.23 0.23 0.21 0.21 CAPACTd'Y A,NALl'SI,S WORKSIHEET Eastbaund Westbvunef Northhaund Southhound Fr€rparcian, Suhject Apprnach Flow Rate 0.25 ❑.27 iJ 17 0.30 P1fC1pDr[1C1riy QpPosing Approach Flow Rate 0.27 02S 0.30 . {].17 L.anes on Suhject Apprasch ] 1 2 2 l.anes on 013posmg Appraach 1 1 2 2 Proportion LT, Oppasing A,pproach 0.07 0.13 4.14 0.19 Proportion R"T, Opposzng Approach 0.17 0.25 0.27 0.17 Proportion LT, CanFlicting AAProach fl. 1fi 0.16 0.10 0.10 Proportion RT, Conflieting Approach 0.23 0.23 0.21 0.21 ,4pproach Capacity 579 583 527 529 F0CFRWAY.Xp.S:PMT[3TAL;jed Pagz 2 of 2 C APPLA 1VIlIX G , Traffic f3perativns Backup Aata Impravement Option 3 , i _ INPUT WORKSHEET Intersection: PINES ROAD & 32ND AVENUE Date: 1996 NO BUILD Analyst: JED-AM96NB3 TimePeriod Anlyzd: AM PK HR Area Type: CBD XOther Project No. MIDI0001 City/State: SPOKANE, WASHINGTON ` VOLUME AND GEOMETRICS = N/S ST. [ 130] 51 ^ " SB TOTAL 1 1 - I I I la•o I 203 [ 270) < v > 12.0 -WB TOTAL 'N' 46 63 21 R H LT 16 v 1 < > NORTH v <---TH--12.01-1 IDENTIFY IN DIAGRAM 1-12.0'--TH---> " l.Volumes < > 2.Lanes,lane widths LT RTH 32ND AVENUE 3.Movements by lane ^ 47 12.0 1 E/W STREET 4.Parking locations - ~ 12.0 153 S.Bay storge ingths [ 262] 192 1 1 42 37 6.Islands E/B TOTAL - [ 232] 7.Bus stops v 23 N/B TOTAL TRAFFIC AND ROADWAY CONDITIONS Ap Grd. ~ HV Adj.Pkg.Lane Buses PHF Cnf.Ped Pedstrn Button Arr. pr (o) Y/N Nm (Nb) (pd/hr) Y/N Mn.Time Type EB +0.0 2.0 N 0 0 0.84 200 N 12 3 WB +0.0 2.0 N 0 0 0.84 200 N 12 3 NB +0.0 2.0 N 0 0 0.84 200 N 9 3 SB +0.0 2.0 N 0 0 0.84 200 N 9 3 Grade:+up,-down Nb:buses stopping/hr Min.Timing: min.green for HV:veh. > 4 whls PHF:peak-hour factor pedestrian crossing Nm:pkg.maneuvers/hr Cnf.Peds:Cnflctng peds/hr Arr.Type: Type 1-5 PHASING * * ^ D * * + i I A v + G v ^ . R ^ + ~ A M * * + , * * v ' Tim- -G= 4.0 G= 18.1 G= 28.9 G= 0.0 G= 0.0 G= 0.0 G= 0.0 G= 0.0 ing Y+R= 3 Y+R= 3 Y+R= 3 Y+R= 0 Y+R= 0 Y+R= 0 Y+R= 0 Y+R= 0 Ptmd/ACtl A A A Protected turns: oooo^ I Permitted turns: ~ Cycle Length 60 Sec CARL H. BUTTKE, INC., PORTLAND, OREGON, using NCAP by PSI Intersection PINES-ROAD & 32NO AVENUE Date: 1996 NQ BVILa Analyst: JED-AM96NB3 TimePerivd Anlyzd: AM PK HR Area Type: CBD Xather grvject Na. MID10001 City/State: SPOKANE, WASHINGToN ! CAPACITY ANALYSIS WORIK5HEET LANE GRQ[]P-----__34----_.__ r 6 7 $ 9 -------T---- Adjusted Ad.Sat FYaw Ratio Green Ln.Grp vJC Crit. 1 2 Flow Rate F1w.Rt Ratia Capac. Ratio ? Appr. Mvnt. v s v/ s g / C c,vph X Lane (vPh) (`'Fhg) 314 4x6 3/7 Graup EB I 312 - 1463 0.213 ~ 0.482 705 0.442 WB 1 322 - 1526 0.211 482 736 0.438 - A 50 1693 0.030 - 0.067 113 0.442 NB N 226 ~ 1697 +0.133 - 0.301 511 0.442 A 25 - 1693 0.015 - 0.057 113 0.221 - - sB rr 130 - 1597 0.081 - 0.301 4$1 0.270 Cycle Leingth=- 50.asec, LostATime/Cycie,L= 9.Clsec, S{v,fs}ci= 0.376, Xc=0.442 ' ANE GR(?TJ~' 1~IAGRP,MS- [ _ PROTGT~], T. = FERMTTD, = FRC}TC'I'D & FERNITTD] A ^ I " N + + v v CARL H. BUTTKE, TNC., PORTLAND■ C3REGON, using NCAP by P5I . FntersectiQn:-PINES RaADi& 32NDTAVENUE Date: 1995 No BUILD Analyst: JFD-AM96NB3 TimePeriod Anlyzd: AM PK HR Area Type: GBD xflther Prbject No, MIDIUOO1 CityJState: SPOKANE, WASHINGTDN LEVEL-aF-SERVICE WORKSHEET F1rst Term DeZay Secand Terrn Delay Tbt.Delay_&_LDS T.AuE 3 4 5 6 7 8 9 10 11: 12 13 GROUP v/c Green Cycle Delay Lane Delay Prgrsn Lane G,p Ln Apprch Apr Ftativ Ratia Length dl Graup dz Factar Delay Gp Delay L[]S 1 2 x g/C C sec/veh Cag,c sec/veh PF sec/veh Ln5 secJveh Tbl Ap Mv (sec) (vph) T.9-13 (6+8)*9 9-1 9-1 EB I 0.442 0.482 60.0 7.77 705 0.30 0.85 6.86 B 6, 86 ' B WB 1 0.438 0.482 60.0 7.75 735 0.28 0.85 6,82 B 6.82 8 - r P, -0.442 0.067 60~a 20.46 113 1.81 1.00 22.28 C NB ld 0.442 0.301 60.0 12.85 511 0.42 0.85 11.28 B 13.27 B ' Vy A 0.221 0. f}67 64.0 20.15 113 0.17 1.00 20.32 G SB N 0.270 0.301 60.0 12.12 481 0.08 0.85 10.37 $ 11.98 B-----_--4------------------r--------_ IntersectYVn Delay 9.25 secJveh, Intersection LC7s S Table 9.1 ---P-----------------------------__----- IFAIdE GROU'P E]IAGRAMS-[*** - PROTCTp, _ FERMTTp. _ PRQTCT❑ & PERMTTD] A " I " N ' + + v v CArRL H. BL7T'Y'KE, INC. r PaRTLA1VD, QREG❑N, using NCAP by PSI , ' INF[rT WQRKSHEET 3ntersectian: PINE5 ROAD & 32N❑ AVENUE Date: 1996 BUILa Analyst: JED-AM9383 TiinePerivd Anlyzd: AM PK HR Area Type: CBa Xother `Project Na. MIDID001 CityfState. SPQKANE, WASHINGTON -------------~_-------------_~W~_------_ VOLtiME AND GEOMETRICS - N/5 ST. ~ 0] 51 ~ n TaTAL I 1 - I 1 I 12.0 1 213 C- [ [ v > 1 I2.0 -WS TOTAL N' 50 63 21 RTH LT 16 v [ > NURIH V C---TH--12.01-1 IDENTIFY IN DIAGRAM 1-12.01--TH---S ^ 1.Valumes < > -----___-_-a_---- 2.Lanes,lane widths LT RTH 32ND AUENUE 3.Movements by lane " 58 12.0 1 E/W STREET 4.Parking ZQcations 12.0 153 _ S.Bay storge ingths 1 01 221 1 1 43 <^s 37 6.Islands E/B TOTAL - L a] 7.Bus stQps v 27 nlB TOTAL TRAFFIC AND RC3ADWAY CdNQITION5 Ap'Grd. ~%~HVY----Adj.Pkg.Lane~ Suses PHF Cnf.Fed Pedstrn Suttan Arr. ' pr -Y/N . Nm (Nb) (pdlhr) Y/N Mrr.Time Type -EB +0.0 24~~ N 0 0 0.84 200 N 12 3 WB +0.0 2.0 N 0 0 0.84 200 N 12 3 NB +0.0 2.0 N 0 0 0.84 200 N 9 3 5B }[i.il 2.0 N 0 0 0.$4 200 N 9 3 -w--------------------_---------- ' Gxade:+up,-dawn Nb:buses stapping1hr Min.Timing: min.greerr for HV. veh. > 4 whls gHF: peak-hvur factvx pedestrian crossing Nm:pkg.maneuvers/hr Cnf.Peds:Cnflctng peds/hr Arr.Type: Type 1-5 PHASING ^ D + a C***** A V + ' G U " R " + A . M V Tim- G= 3- 7-G- 15 4- G=~30.9 G= 0.0 G= 0.0 G= 0.0 Gy 0.0 G= 0.0 ing Y+R= 3Y+R- 3 Y+R= 3 Y+R= D Y+R= 0 Y+R= 0 Y+R= 0 Y+R- 0 Pt3ltd f ~Ctl !_A A A Pratected turnss~****^ oono^ I F'erma,tted ~turns; I Cycle Lengtih 60 Sec _-P_--------_4_---------: GARL H. SUTTKE, INC., AORTLAND, ❑REGDN , us ing AfCAP by PSI Intersectian: PINES RoAD & 32Na AvENUE Date: 1996 sUzLo Analystt 3ED-AM93B3 TirnePeriod Anlyzd; AM PK HR Area Type: C8D Xdther Project Na. MIpIO4al GityrState: SPOKANE, WASHINGTQN - CAPACITY ANALYSIS WORTSSHEET ------~~_~~r~---------------------- LANE GROUP 3 4 5 6 7 8 9 Adjusted Ad.Sat Flow Ratio Green Ln.Grp vJC Crit. 1 2 Flaw Rate Flw.Rt Ratia Capac. Ratia ? Agpr. . Mvnt. v s V/s g 1c C, Vph X Lane (vPh) (vPhg) 314 4x6 3/7 Graup EB I 364 - 1445 0,252 - 0.516 745 ❑,489 ---------d- WB I 334 - 1529 0.218 0.516 788 0.424 - A 51 - 1693 0.030 - 0.062 104 0.489 AFB N 226 - 1597 0.133 - 0.273 453 ❑.489 A 25 - 1693 0.015 - 0,062 104 0.239 - SB N 135 - 1588 0.085 - 0.273 433 0.312 - Cycle Length= 60. i7sec , Last Tirne/Cycie. L= 9,Osec, s[v/s] ci= 0.415, xc =0. 489 IaA,NE GRflUP I]IAGRAMS-[ = PROTGTa, = FERMTTD, = PRaTCT❑ & PEFtMTTD] A ^ T ^ N + V • "V __e_------CARL H. Bi3TTKE, INfC., PORTLAND, OREGON, using NCAP by PS]C ~ - ' , Intersectian:~PINES RaAD &-32ND AVENUE ❑ate: 1996 BUILD Analyst: JED-AM93B3 TimePeriad Anlyzd: AM PK HR Area Type: CSD Xather Project No. MIDYOOflI City/State: SPVKANE, WASHINGTON LEVEL-OF-SERVICE WORKSHEET Fxrst Term Delay Secand Term Delay TQt Deiay_&_LOS rANE 3 A 5 6 7 a 9 . 10 11 12 13 GROUP v/c Green Cyc3e Delay Lane Delay Frgrsn Lane Gp Ln Apprch Apr Ratio Ratim Length d1 Graup d2 Factor Delay Gp Delay L❑S 1 2 X g1C c sec/veh Cap, c sec/veh PF see,lveh LOS sec/veh Tksl Ap Mv (sec) (vph) T, s-13 (6+8)*9 9-1 9-1 $B I [].489 0.516 60.0 7.15 745 0.42 0.85 6.43 gi 5.43 B WB 1 0.424 0.516 60.0 5.84 788 0.23 0.85 6.01 B 6.01 B A 0.489 0.062 60.0 20.70 104 2.83 1.00 23.53 C - ~ NB N0.489 4.273 50.0 13.92 463 0.67 0.85 12.40 B 14.45 $ r A------ 0.062 60.0 20.38 104 0.24 1.00 20.61 C 5B N0.312 0.273 60.0 13,18 ,433 0.14 ❑.85 11.33 B 12.78 B Intersectian-Delay----9-~6 lsec,lveh, IntersectiQn L❑S B Table 9.1 LANE GROCFP DIAGRAMS-[*** - PR❑TCTD, - PERMTTD, = PfiGTCTO & PERMTTD} A ^ I ^ N - + + Y V , CARL H. BUTTKE, INC., PC]RTLANL1, OREGON, u5 ing NCAP by PS I _ _ ~ ------T------ INPUT WQRKSHEET Intersectian: FTNES ROAD & 32ND AVENUE Date: 1996 ND HUILD Analyst: TEa-PM96NB3 TimePeriod Anlyzd: PM PK HR Area Type; CBa XOther Project No. MI❑IOOaI City/State: SPOKANE, WASHINGTQN VQLUME ANQ GEOMETRf CS - N J S ST. [ 355] 24 ^ 5B TOTAL 1 1 - I 1 1 12.0 p aas [ 311] - [ v > I 12.0 -WB TOTAL - 'N 88 223 54 R'TH LT 59 v I [ > NORTH V < ---TH--12.0'-1 I17ENTIFY FN DYAGRAM 1-12 . 0 t--'y'H---> " 1.Vvlumes R----------------- < > 2.Lanes,lane widths LT RTH 32ND AVENUE 3. Mavements ]ay lane ^ 35 12.0 ~ Ef InT STREET 4 . Parking lacations - ~ 12.0 140 5.Bay storge ingth5 ~291] -7 177 1 I 38 C"> 36 6. z s l a nds E, s TOTAL - [ 214) 7. Bus stogs u 79 N/s ToTAL TRAFFIC AND RDADWAY CUNDI°I'IC]NS Ap Grd. % I-iV Ad j,Pkg . Lane Buses PHF Cnf. Ped Pedstrn. Button Arr. pr ' Y,IN Nm (Nb) (Pdlhr) Y/N Mn.Time Type ----e-- EB #-0.0 2.0 N D 0 0.93 2(}0 N 12 3 wB +a.o 2.0 N a 0 0.93 zao N 12 3 NB +0. 0 2.0 N D 0 0.93 200 N 9 3 -$B +D.fl 2,0 N fl fl 0.93 ZDO N 9 3 ----------Y----------------------------- Grade;+up,--down Nb;buses stopping/hr Min.Timing: min.green for HV:veh. > 4 whls PHF:peak-hour factar pedestrian crossing Nm:pkg.maneuversthr Cnf.Peds:Cnflctng peds/hr Arr.Type: Type 1-5 PHASING p + I C+* r***** A v + G v " R ^ + A ~~**ar] m + v Tim- YG=- 3.7 G=i22P1 G= 25.2 G= 0.0 G= 0.0 G= 0.0 G= 0.0 G= 0.0 ing Y+R= 3Y+R= 3 Y+R= 3 Y+R= a Y+R= 0Y+R= a Y+R= 0 Y+R= 0 eF--- P'tmd/actI A A A ' Protected turns: ocroo" I Permitted turns; 1Cycle Length 60 Sec --------s-___---------°_----------_- CAF2L H. BLITTKE, I1dG' . r PC3RTLANL, DREGON, LiS lIig NCAP by PS I ~ --------------_°------------__--------°----a-_--------------------------------- Interseativn: PYNES ROAD & 32ND AVENUE ' Date: 1996 HO BUTLD Analyst: JE0-PM96NS3 TinePeriod Anlyzd; PM PK HR Area Type: CSD XOther Project No. MIDT0001 City/State. SPflI{ANE. WASHINGTON ------------------------a_R_ CAPACFTY ANALYSIS WQRKSHEET T.ANE GRDUP 3 4 5 6 7 8 9 Adjusted Ad, Sat Flvw Ratio Green Ln. Grp v/C Crit. 1 2 F1ow Rate Flw.Rt Rati❑ Capac. Ratio ? Appr. Mvmt. v s V/s g/ C c, vph x Lane (vph) 4vphgy 3A4 4x6 3/7 Group EB Y 313 - 1450 0.216 ~ 0.419 608 0.515 - wB 1 334 - 1452 0.230 - 0.419.` 609 0.549 A 41 - 1693 0.024 - 0.062 106 0.388 - NB N 190 - 1592 0.112 - 0.368 623 0.305 - A 58 - 1693 4.034 - 0.062 106 0.549 SB N 335 - 1658 0.202 - 0.368 611 0.549 ----~'--------__-PSr_---------__-------------------__------------------------_ Cycle Length= 60. Osec, Lost Time/Cycle. L-_ 9. asec, S(vf s)ci= 0.466, Xc=0.549 T~ANE A GRQUF -DYAG~AMS-[**~ - = aPRp''CT~, _s+++ e PERMTTI3, _ PRaTCTD & FE]RMTTD] A, ^ I ^ N * + + # v v ' -------°-!C~ H. BUTTT{E, INC., PC?RTLANQ, QREGON+ using NCAP by PSI IntersectiQn:TFINES R❑AD & 32ND AVENUE ❑ate: 1996 ND BUIL❑ Analyst: JEO°FM96NB3 TimePeriod Anlyzd: PM PK HR Area Type: CBD XOther Prbject No, MIDYOOaI City/State: SPOKRNE, WASHINGTON , LEVEL-OF-SERVICE WpRKSHEET First Terin Delay Second Term Deiay Tat Delay_&._LgS T,ANE 3 4 5 6 7 8 9 10 11 12 13 GRDUP v/c Green Cycle ❑elay Lane Delay Prgrsn Lane Gp Ln P,pprGh Agr Ratio Rati❑ Length d1 Group d2 Factar I7elay Gg Delay LOS 1 2 X g fC C sec/veh Cap, c sec/veh PF sec/veh LOS sec,lveh Thl Ap Mv (sec) (vph) T.9y13 (6+8)*9 9-1 9-1 E8 I 0.535 0.419 60.0 9.81 508 0.53 0.85 8.87 B 8.87 B WB I 0. 549 0.419 60.0 9.99 609 0.82 0.85 9.18 B 9.18 S A 0.388 0,062 60.0 20.54 106 1.20 1.00 21.74 C a ^ NB N 0.305 0.368 60.0 _ 10.25 623 0.09 0.85 8.79 B 11.09 B A 0 20.75 lOG 4.38 1.00 25.13 I3 - -0 549 0.062 a~50R S$ N 0.549 0.358 60.0 11.40 611 0.81 0.85 10.38 B 12.56 8 ' , InterseGtian De].ay 10.50 sec]veh, Intersection LaS B Table 9.1 ~ ++-f- = PERM'PTI3, = PRaTCTD & PERMTTD ] ANE-GRD[IP DIAGRAI~+IS- [ * * * - PROTCTD, V,~ A " I " N + v v -----------_4R------------------_- CARL H. 8Z3TTKE, INC.,P0R'TLANQ, dREGC3N, using NCAP by P5I ------r-------p - INPtiJJT WDRKSHEET Intersectivn: PiNES RaP,D & 32N❑ AVENUE Date: 1996 BUILD Analyst :JED-PM9 6S3 TimePeriod Arilyzd : PM PK HR Area Type : CBa XOtYrer Froject Nts. MIDIDOD1 Gity/5tate: SPOK.ANE. WASHINGTaN --,t==----- VDLUNIE ANO GEOMETRICS N/ 5 ST. [ 378] 24 " ^ SB TOTAi, 1 1 - I k I 12.0 1 263 [ 346] < v > I 12.0 -WB TQTAL °N' 101' 223 54 RTH LT 59 v 1~E~RTH ~ ~ < _-_TF-i--12 0' -1 W~_ TDENTIF'Y Y1V I]IAGRAM 1-12. []'--TH ---3 ^ 1.Vmlumes < . 2.Lanes, lane widths L'i" RTH ' 32Ni7 AVEIdUE 3. Movemet7ts by lane 42 12.0 1 E f W STREET 4.Parking lvcations - ~ 12.0 140 5. Bay starge ingths [ 319] --a 196 1 1 42 > 36 S.Tslands E1B TvTAL - [ 218] 7 y Bus stops v 81 N/B TflTAL TRAFFIC AND RCJADWAY CONDITI0N5 AQyGrd.%_HV Aaj.Pkg.Lane---8rases `PHF Cnf.Ped Pedstrn Button Arr. pr YfN Nm (Nb) [pd/hr) Y/N Mn.Time Type EB +fl,Q ~ Q ` 0 0 0.93 200 N 12 3 wB +0.0 2.0 x o a 0.93 200 N 12 3 rrs +0.0 2.0 N o o 0.93 200 rr 9 3 SB +D.O 2.0 N fl 0 0.93 204 N 9 3 Grader+up,-dawn ----l-~Nb:buses `stoppine,lhr yT Min.Timing; min.green for HV:veh. > 4 whls PHF.peak-nour factar pedestrian crossing Nm:pkg.maneuvers/hx Cnf.Peds:Cnflctng peds/hr Arr.Type: Type 1-5 PHP,SING p + I A V + V ~ R " + A m ~ ar + - * ~ y ~ Tim-R -G---~.5 WG= 21.5 -G= 26 ~ G= ^fl.0 G= 0,0 G~ 0.0 G= 0.0 G= 0.0 ing y+R= 3 Y+R- 3 Y+R= 3Y+R= 0 Y+R= 0 Y+R= 0 Y+R= 0 Y+R= Q Ptmd/,nctj A A A -Prfltected0turns. ovoo^ I ~Permitted turnslY++++^ I Cycle Length 50 Sec CARL H. 8UTTKE, INC., PORTLAND, OREGQN, using NCAF by PSI Intersectivn: gINES RaAD & 32ND pVENUE Date: 1996 BUILD Analyst: JED-PM96B3 TimePeriod Anlyzd: PM PK HR ' Area Type: CBD XQther Project Nv. MIaIaQOI CitylState: SPaKANE, WASHINGTON CAPACITY ANALYSIS WaRKSHEET L,ANE GROUP 3 4 5 6 7 8 9 Adjusted Ad.Sat Flow Ratia Green Ln.Grp v/C Grit. 1 2 Flow Rate F1w.Rt Rata.❑ Capac. Ratio ? Appr. Nivmt. v s V/ s g J C c,vph X Lane - (vph) (vPhS) 314 4x6 3/7 Group EB I 343 - 1418 {}.242 - 0,433 614 0.559 - Wa 1 372 - 1455 0.256 - 0.433 530 0.591 - A 45 - 1693 0.027 - 0.058 98 0.458 ~ NB N 190 - 1692 0.112 - 0.359 608 0.313 - - A 58 - 1E93 0.034 - 0.458 98 0.591 SB N 349 - 1546 0.212 - 0.359 591 0.591 Cycle Length= 64.Osec, Lost Time/Cycle,L= 9.Osec, S(vJs)ci= 0.502, Xc=0.591 ' ~ LANE GRO[]F'lT~IAGRAMS- [ * * PRQTCTQ, +ff = F'ERMT'I'D, = PRQTCTD & PERMTTD ] A N 7t T- i~'i ~C ~i ~C 7k 7k 7A' 1~' S~ ~ 7~ ] f + v v CARL H. $i7'FTKE, INC., PORTLAND, UREGOAk, using NCAP by PSI Tntersectian--PINES ROAD & 32N❑ AVENTJE Date; 1995 BUILb Analyst: JED-PM96B3 TimePeriod Anlyzd: PM PK HR Area Typs: CBD Xother Project Na. MIbIO001 City/State: SPOKA,NE, WASHINGTON LEIEL-OF-SERVICE WOR3{SHEET - First Term Delay Second Term pelay Tot.Delay_&mLQS I,A,NE 3 4 5 6 7 8 9 10 11 12 13 GROUP v/c Green Cyc1e Delay Lane Delay Prgrsn Lane Gp Ln Apprch Apr Ratio Ratio Length d1 Group d2 Factor Delay Gp Delay LOS 1 2 x g/C C sec/Veh Cap, c sec jveh PF sEc,lveh LaS sec,lveh Tbl Ap Mv (sec) (vph} T. 9-13 ( 5+8 )*9 9-1 9-1 EB 1 0.559 4.433 60.0 9.67 514 0.88 0.85 8.97 S 8.97 B WS I 0.591 0.433 50.0 9.85 530 1.08 0.85 9.29 B 9,29 B fi 0.45$ fl. ❑'S8 E0.4 20.78 98 2.3+5 1.00 23 . 15 C NB N 0.313 0. 359 60. 0 10.55 608 0.10 0.85 9.05 B 11.75 a A 0.591 0.058 60.0 20.95 98 6.29 1.00 27.24 o sa N 0.591 0.359 60.0 11.89 591 1.15 0.85 11.08 s 13.38 $ Intersection ❑elay-- 10.86 ~ sec/veh, Intersection L❑S B Tab1e 9.1' - ----------_-_---------------------------------___-___y-_-----------------__r-- r,AUE GkOUP DIAGRAMS' = PRdTCTDi = FERMTTDr = PR4?TCTD Fx PERMTTD] ' A ^ T ^ N - * + + + v v - - - - CARL H. BfiJT"FKE, IIdC., PORTLANO, f?REGQN, using NCAF by PSI I ~~ENDIX H 3'raffic Signal Warrant Te.sting Improvement Qptian 3 ~~UL1L~ sns/94 TEiAFFIC SIGNAL. WAFtRANTS iNTERS£CTI❑N INFf1RMAT1D1d City: &pokene Populatian: 100000 Interssction Lacauan: . tRuralNrbanl 4Jrhen Malar Strest Neme: Highway 27 Minor 5treet Nama: 32nd Avenue Numbea of Maving Number of Nloving Lanes for Each Appraech 2 Lanes far Each Apprnach: 1 Spe$d. 50 rnPh Spead: 35 mph Strea[ Width 44 ft SLraet.ANidth. 44 ft I]irectiors: , NB SB ❑iractian: ES WB Hour Beginnin9. Haur Beginning: i 2:OSI /1N1 12.00 AM 1:00 AM 1.00 AM 2:00 AM 2:00 AAR 3:00 AM 3:00 11M 4:00 AM , 4.00 AM S:Ofl RM 5.00 RIN 6.00 ,pM 6;00 AhA 7:00 AM 175 88 7 00 AM 200 181 8:00 AM 170 i08 8:00 AM 203 243 9:00 AM 148 11 1 9:00 AlV! 128 33 1 f];00 AM 191 128 10:00 AM 119 119 - 1 1•00 AM1A 190 154 1 1:OD AIVI 210 156 12.00 PM 356 159 12:00 PM 186 140 1:00 PM 183 9 55 l 00 PM 171 ] fl3 2•00 PN1 182 172 2:00 Pdvi 172 139 3:00 PM 181 182 3:00 FM 166 164 4:00 PM 194 213 4:04 PM 192 172 5.00 PM 188 284 5:00 PM 236 269 6:00 PM 783 297 6:00 RM 242 235 7:00 pM 7.00 PM 8 00 F'M 8.09 PM - 9:00 PM 9:00 YM 10.00 PM 10:00 PM 7 1:00 PM 11 t][? Piv1 24-haurTotal 2142 2050 24-hsaur Tatal 2225 1953 WARRANTS XLS SRMPLE leil Page 9 af 4 Ms/s4 TRAFFIC SlGNAL WARRANTS WRRRANT 1. 'RA1h11Mf]M VEHICULFLFt VOLLIME Hi7UR5) 5:00 pNY 189 281 5:00 PM 236 269 V . 6:00 PM 183 297 6 00 PAIt 242 235 Y 4:00 PM 194 213 4:00 PAN 192 772 N 7 9:00 AM4 9 90 154 1 1:00 AIVI 210 156 N 3:00 PM 181 182 3:00 PM 166 9 64 N 8:00 AIVI 170 108 8:00 AM 203 203 A7 2:00 PIsA 182 172 2:00 PM 172 139 H 12:017 PRA 156 159 12:40 PM 186 140 N 7:00 AM 175 SE 7:00 AM 200 161 N 1:00 pM 18 3 159 9:04 PM 171 102 N 10:00 AM 197 728 90:00 AM 119 119 N 8:00 AM 148 1 1 i 9.00 AM 128 93 fV Warrant fiequirements , hliajor 5treet Lanes: 2 lVlinor Street Lanes; 1 - Minimum'Vo4ume an Combined Major Strae4 Note: The majur $treat has a speed which exceeds 40 mph, therefors thesa Approaches. 420 rnirnmurrs vfllumes are 70 parcanf af the regular requitements Minimum Volurne an Higher Minar Street 1[]5 IS THE SIGIVAL WRRRAN7 A![ET7 NU WAFiRRAJT 2. INTEitRUF'TIQN QF CQIIlTINLlO[f5 TRAFFiC d8 HUUR51 5.00 PiV{' 789 281 S•04 PM 235 259 N 6:00 PM 183 297 6.00 PM 242 235 IV 4:00 PM 194 213 4:00 PM 192 172 N _ 1 1:00 AM 190 154 11:00 AM 210 156 N 3:00 PM 181 182 3.0[] AM 166 164 N 8:40 AM 1,70 108 8:00 ANt 203 203 N 2:00 PiVi 182 172 2:00 PM 772 139 N . 12:00 PM 156 159 12:00 FM 186 140 N 7 04 AM 175 86 7:00 AM 200 169 N 1:00 PM 183 159 1:00 PAiI 171 902 N 10:00 AM 181 128 10:00 AM 119 119 N 9:00 ANi 148 1 1 1 9:00 AM 128 93 N YVarraroi Requirements' Majmr 5treet Lanes: 2 Minor Straat Lanes: 1 Minimum lloluma on Camhined Majar Steeet Note: The major street hes & 5paed which exceeds 40 mph, tharafore theae Approeches: 630 minimum volumes are 70 peresnt o# the regular reqwrements ' Minimum Valuma nn Higher Minar 5treet 53 ! !S THE 6SGNAL WARRRNT NlET7 iVti , WARRANT5,XL5'SAMPLE jed Page 2 vt 4 8125194 TRAFFIC SIGi11AL WARRANTS WARRANT 3, MiN[MWM PEDESYRlA11I VOLSlNIE (4 HgURSa 5.00 PM 189 281 127 5.00 PNA 236 269 6:00 PM 183 297 127 6:00 PMA 242 235 4:470 PM 194 213 131 4:00 PM 192 172 11 00 AM 190 154 132 11:00 AM 210 156 Warrent Requirements: Major Scraat Lanes; 1 - Major 5treat Speed: 50 rnph Majbr 5treet Crotical Gap: 10.D s Minor Streei ILarses: 1 IS THE aIGNAL WARRANT INElf7 ~O Nota: This warrant celcL[ation ezamines anly ane part af the pedestrian warrent. an addition to checlcing the numher af gaps svadshle fnr pedeatriens to arns& the etree4, minimum pedaatrisn vvlumes are a1sa necessary. A traffic signaf may hs wsrranted wh$ra the pedestrian volume ernssing the major 5traet at an intersectson or mid-61ock locauan during an aversga day is 100 or more far aach of eny four Maurs or 190 or mare dunng eny one hour VIfRF{RANY 4, SCH0CIL CROSSIP4G This warrarst is not anslyzed as part of tha signal warrant calucule[ions ~ WARRANT 5.'AR[7GRESSfVE MQVEMENT This warr$nt is nflt analyzed as parc ofi the signa➢ WePFBn[ CBIl1Cifl8L9fIS. WARRANT fi. ACCtt]ENT EXPERIENCE This warreni is nat anelyxed as parc oF the signsl warranL caiucuiauons. WARRANT 7. SYS7EM3 WARfiA1VT This wsrrsnt is not analyxed as part ot the signal warrsns caluculations. WARRANT C[7NtBINATION i7F WARRRNTS This wsrrant is not analyzed ea part vf ths signal warrant caluculatiQns. WARRAA}T5 XL5 SAMPLE }ed Page 3 af 4 . j ef29194 TFi►AFFIC $IGNPIL WARRANTS . WARRAf47 S. FOllR MOUR'VOLLfHIES 5:00 PM 189 281 170 5•00 PHA 236 269 Y 8:00 PM 183 297 170 8.00 PM ~242 -235 Y 4:00 PM 194 213 220 4:04Pilr} 192 772 N 11:00 AM 190 154 270 11:00 AiV! 210 155 ry 3:00 PM 161 182 220 3:00 PNI 166 164 N • - 5:00 Rh,h 170 108 270 8:00 AM 703 203 hS 2:00 PM 182 172 220 2:00 PM 172 139 N 12:04 Pi1h 156 159 274 12:00 PM 186 140 N Wartant Rerqufrements: Majar Street tane5: 2 Minar Szreet Lanes: 1 Note: The major steeet has a speed which exceeds 40 mph, thesafare Figure 4-$ fram the MIJTG0 was ussd for the warrant enaEysss instead of Figure 4- 7 _ IS THE SIGNAL WARRANT MEi') ryO WARRANT 10. PFAK HULfFt DELAY This warrant i5 na4 analyxed &s pert af #ha signsl warranY caluculetions. WARfiANT 11, PEAK HUUit VOLLfiNE . 5:0[] PNF 189 281 290 5:00 F'M 236 269 h1 , 8:00 PMi 183 297 230 6:00 PM 242 235 N ' 4:00 PiVi 194 213 340 4°04 PM 192 172 N 11:00 AM 790 154 400 11:00 AM 210 156 N INarrant Requirements: MaJor Straet Langs: 2 Minor Strest Lenes. 1 Note: Yha majar straet has a spaetf which axceeds 40 mph, tFrerefare 4rgure 4-6 from the MUTCQ was used tor Lhe weerant ensty5is `tnst$sd o4 figure 4- 5. IS TFfE SIGNAL WARRAFdT MEf7 N 0 WARRANTS XLS SAMPLE led Page 4 oF 4