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Home My WebLink AboutItem 6.3 DubRchWest Attch 8d I I I I I I I I I I I I I I I I I I I BUIlD OUT CONDITIONS This scenario adds traffic fTom pending and buildout projects in Dublin, Pleasanton and Dough<:rty Valley, to the Baseline plus Project Conditions. Methodology Based on information provided by City std'f, there is a list of pending and buildout proj ects (inclllding the proposed DIlblin Ranch West Development) as shown in Tables 2 and 3 of Appendix C. It is estimated that the pending and buildout projects would generate a total of approximately 376,437 additional daily trips, with 27,641 trips occurring during the a.IIl. peak hour, and 36,989 trips occurring during the p.rn. peak hour. These trips include the vehicle trips that are expected to be generated by the proposed 1KEA project that may be located at the southwest comer of Dublin Boulevard and Hacienda Drive. This site has been approved for 760,000 sqllSfe feet of corporate office space. The traffic impacts a~ociated with the office development are discussed in a "Supplemental Trojfic Circulation Analysis for the Prop0ged Commerce One Project ", dated December 22, 2000. . The buildout traffic estimates for Pleasanton and Dougherty Valley are also included in this scenario (as shown in Appendix C). Combined Pleasanton and Dougherty Valley development assumed in this study is estimated to generate abollt 6,113 trips during the a.rn. peak hour. Trip generation is expected to be 9,509 tips during the p.rn. peak hour. Trip distribution assumptions for the pending and buildout projects were developed based on information from other previous traffic studies, knowledge of the area, origin and destination survey condllcted in Apri12003, and consultation with City. staff. Traffic generated by the developments in DIlblin, Pleasanton and Dougherty Valley was assigned to the roadway system using the software TRAFFIX. The assigned traffic was added to the Baseline pillS Project turning movement volumes to obtain Buildout traffic forecasts. TI11ffic assignments used the c1osestproxitnity interchanges to access 1-580 while traffic was also distribllted more evenly among the interchanges in a manner consistent with the effects of ramp metering on traffic patterns in the study area. The buildout TRAFFJX model llSed in this study represents the conditions of approved, pending and bIlildout projects (including IKEA) in Dublin, as well as approved and buildout projects within the City ofPleasanton, and DOllgherty Valley in Contra Costa CQIlnty. This TRAFF1X model was developed jointly by Fehr & Peers and TJKM Transportation Consultants to distribllte and assign traffic to the study intersections and analyze proj cots in Dublin. The model was developed in order to better understand traffic on a local level, SIlCh as at key intersections and local streets, which a regional model, such as the 2025 Tri-Valley Model, does not til11y consider. While the TRAFF1X model \lSes a local foellS approach to forecast traffic within the City of Dublin, the model also takes into account regional traffic patterns by considering potential traffic diversions ftom 1-580 to adjacent surface streets within the 1.580 corridor. The output from the TRAFFIX mode! is shared with other consultants to maintain consisteney in the City of Dublin. The final traffic forecasts in this study were also compared to Pleasanton' 5 forecasts (i.e., at the affected interchange) for consistency between models. Traffic Study for the Dublin Ranch West Deveiopment T JKM Transportation Consultants Page 23 September 5, 2003 Bulldout Roadway IInprovements Additional roadway improvements beyond those discussed previollSly in this report are planned within the study area and are represented in the Buildout conditions analysis. They inclllde: Dublin BoulevardlTassajara Road Capacity Improvements - Addition of two westhoWld left-turn lanes, One through lane and one right-turn lane; one northbound left.turn lane and two throllgh lanes; one eastbound left.turn lane and one through lane; and one southboond left.turn lane. Some of these improvements have been constr\lcted, but not open to traffic (Eastern Dublin T1F improvement). Scarlerr Drive Extension - Extension of Scarlett Drive fi:o¡n Dublin Boulevard north to Dougherty Road and associated intersection improvements at Dublin Boulevard/Scarlett Drive and DOllgherty RoadIScarlett Drive, as identified in the Transit Center ~ (Eastem Dublin T1F improvemen1). With the Scarlett Drive extension, it was assumed that 75 percent of the volumes for the southbound left turn from Dougherty Road onto Dublin Boulevard and the westbound right turn from Dublin Boulevard onto DOllgherty Road were assumed to shift to the Scarlett Drive extension. Dublin Boulevard/Haclenda Drive Capacity Improvements - Addition of one westbound through lane and conversion of a northbound right-turn lane to a third throagh lane (Eastern Dublill TIF impravement). Hacienda Drive/I·580 Westbound Off-ramp Capacity Improvements - Widening of the northbound Hacienda overpass to fOur lanes to acconnnodate an exclllSive lane leading to the 1-580 westbound loop on-ramp. Addition of one shared rightl1eft-turn lane on the off-nrop approach. These improvements are identified in the Transit Center and East Dublin Properties EIRs. . Hacienda DrivelI-580 Eastbound offramp capacity impravement~ Addition of one shared rightlleft· turn lane on the off-ramp approach, as identified in the East Dublin Propertie¡ EIR. Dublin BoulevardlDougherty Road Capacity Improvement - Addition of ultimate improvements as identified on pages 158, l59 and 167 ot:theTransit Center Draft EJRand page 3.6.17 of the East Doolin Properties Draft Supplemental EIR. These improvements are expected to occur with the development of the Transit Center project (Eastern Dublin 11F ImprO'Ve11l2nt). Fallon Rood Extension - Extension of Fa!lon Road north to Tassajara Road to include four lanes of traffic (Eastern Dublin TIF Improvement). Under this scenario, Dublin Boulevard (six lanes), Cenrral Parkway (four lanes) and Gleason Drive (four lanes) are assumed to be extended to Fallon Road. Level of SeJ'VÎce Analysis (Bulldout) Figure 8 shows the forecasted turning movement volumes for Buildout with Fallon Connection Conditions. Table V SU1I!I!IIIrizes the results of the LOS analysis. The detailed LOS calculations are contained in Appendix F. The East Dublin Property Owners EIR contains detailed LOS calculations for the Dublin Boulevard/Fallon Road intersection based on the Tri·Valley Model volumes with Dublin Boulevard extended to North Canyon Pmkway in Livermore. Note that the intersections of Tassajara Road/Fallon Road, Fallon RoadJDublin Boulevard and Fallon Road/Gleason Drive would be open for operation under this scenario. Traffic Study for the Dublin Ranch West Development T JKM Transportation Consultants Page 24 September 5, 2003 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I mI T.. !!i~ ..-~ 754 651 ~ . . Ta1iU rJIN. DublIn Rand! 1> aIIiQo lIn. khool t ¡¡ North . Not to Scala HadencÞll-SBO EB R F..lcmlGft ~r: ~ 24(4~ 106 (2491":0. ~¡¡ ~ 1ft&! >C1.101(<04) :;'ID ....1,06S(~) " ~ ¡ . <OIDubll. Ii;! m ....... .j r.:.- t!~ " ,..1,:34µt + as (a9h, 12 = ¡::iì U!GEND . Existfng InœnJl!!dll:!n o fuknilnl:ill.sec:don IIIIIIIp_ -ExIoOIng-. .uu F......AoaO xx AIII_kHouf_ (XX) Pllp",¡,"... VOlUme ~ i i .......... . ......- ~ ~~ 22 I -. "_I . ~:: -'=î '<151S) !Ii., .,01122) " 10. ¡FMO (79) 11~'B2 ~ 28~ ~ iŠI 1naJmlGlø.uiim - I'f¡' T_ .10. -..". E1 CO_5IO E9 ~ ~ r I J('§ ,ò;ot1'!!!... ? ..0"/ , ) , , ! , ..../ 13 ! , , ~~.;rI. , , . , ../-:........riY.J,~tfi,J.vrt../ f~ . ¡ _.~~.~' I r~-~~\- " fl---:+~~~\~ ~ : ¡~~: 10 :1 ,: i~ ¡ :' : --- , ' ...... ' II ~: . ! ! .. tQlctiindBIGlMCOD fi >C:il) ~ ¡~16tã1~ 127(212 " 1B(121 m ;i~ . Ta . Duba. Ranch ~~ >C8311621 m "'....('7) ~ - "'"1190) 7J~ 16(10 .. m §- 'lIII_we .~ ~ ~1B - ~ I¡~ ..~r_~_r __:-__~, ,1 I I . , . , , . '. .. , ~~:¡,- . . , ~: ~~,--------- . . City of Dublin Dublin Ranch West Bulldout Turning Movement Volumes t""'_1Ri1..Ø:I!:I~~."'1 ñ~re~ TABLE V: INn:RSEcnON LEVELS OF SERVICE- BtJILIIOUT CONDmONS ID Signalized Intersections A.M. Peak Hour P.M. Peak Hour vlc LOS vie LOS 1 Dougherty RcadlDublÌl1 Boulevard 0.78 C 0.94 E 2 Hadend¡¡ Drivell.sso Eastbound Ramps 0.73 C 0.70 B 3 Hadanda D~ve/1-680 Westbound Ramps 0.82 D 0.50 A 4 Hacienda Drive/Dublin Boulevard 0.67 B 0.98 E 6 Hadenda DMye/Cem Parkway . 0.57 A 0.58 A 6 Hacienda Drive/Gleason DrtYe 0.32 A 0.51 A 7 Santa Rltall-680 Eestbound RampslPlmlico Drive 0.89 D 0.89 D 8 Tassaara RoadII-580 Westt>ound Ramps 0.78 C 0.83 D 9 Tassajara RoadlDubfin Boulevard 0.65 B 0.62 D 10 Tassajara Road/Centrall'al1<way 0.67 B 0.65 B 11 Tassajara RoadlGleason [)tfve 0.67 B 0.73 C 12 Tassajara RoadlSouth Dublin Ranch Drive 0.70 B 0.64 B 13 Tassaara RoadINorth Dublin Ranch OMve 0.68 B 0.52 A 14 Tassajara Roa:IIQuany Lane School OMyaway 0.64 B 0.50 A 15 Tassajara RoadlNorthem ProjactAccess 0.64 B 0.62 B 16 Tassajara RoedIFallon Road 0.27 A 0.47 A 17 EI Charro RoadJ1..58O Eastbound Ramps 0.50 A 0.74 C 18 Fallon Roadll-580 Westbound Ramps 0.51 A 0.73 C 19 Fallon RoadIDublln BQUleYard 0.64 B 0.86 0 20 Fallon ~Iaason Drive 0.30 A 0.43 A 21 Fallon RoadIAntone Way 0.24 A 0.28 A 22 Haclends DriyeJMartineUl WayJHacienda Crossings 0.54 A 0.89 0 Source: TJKM T",nsporta~on Consultants. Note: v/c = volume to capacity ratio; LOS ~ Level of Service; X.X (X-X) = OveralllntersectJon Delay or LOS (Minor Movements Delay or LOS). Traffic study for the Dublin Ranch West Development T JKM Transportation Consultants Page 26 September 5, 2003 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Under Buildout scenario, twenty of the 22 study intersections are expected to operate acceptably during the peak hours. The following two intersections are expected to operate IlllScceptably. The intersection of Dougherty RoadJDublin Boulevard with the planned improvements is expected to operate unacceptably at LOS E during the p.m. peak hour. Additional improvements to i:mprove the intersection LOS to an acceptable level (LOS D) would require the installaiions of a fourth exclusive through lane on eastbound Dublin Boulevard and an exclusive right-turn lane on westbound Dublin Boulevard. However, these improvements are not feas¡.òle given the physical constraints at the Dollgherty RoadJDublin Boulevard intersection. Adjacent properties at the intersection are already built out and efforts are now being made to acq\lÎre additional right-of-way to implement the planned improvements. The intersection of Hacienda DrivelDublin Boulevard'is expected operate IltIacceptably at LOS E during the pm. peak hour. Installing a fourth throllgh lane on eastbound Dablin Boulevard is expected to improve the pm. operating condition to an acceptable level. However, given the existing right-of-way and improvements at this intersection, there is no opportunity to provide additional :mitigation beyond the existing intersection geometries. Adjacent properties to the east of the intersection are already bIlilt out The Sybase Headquarters building occupies the northwest comer of the intersection. The southwest comer of the intersection is presently Ilndeve1oped, however, future office developme¡rt is C)(pected to occupy this comer. The City should periodically monitor the peak hour volwnes at these two intersections along Dublin Boulevard as well as at other'intersections near 1-580 interchanges and continlle to obtain Ilpdated volume forecasts of future years. In addition, current and future phases of the 1.580 Smart Corridor Project (i.e., state-of-the-art systems deployment for future monitoring, incident management, and regional traffic coordination among Alameda COllllty, CaItrans and the Cities of Dublin, Livermore, and Pleasanton) would likely. relieve some congesiion at the Dougherty Road/Dublin Bo11levard interseciion thrOllgh Intelligent Transportation System (ITS) meas=s and discourage traffic from diverting off the :freeway dllC to congestion or incidents. Trafffc study for the Dublin Ranch West Development T JKM Transportation Consultants Page 27 September 5, 2003 ROADWAY SEGMENT ANALYSIS Roadway segIIient analysis was condllCted to detemrine the munber of through lanes that would be needed to have variOIlS roadway segments operate at acceptable levels of service for all study scCIJarios. The average daily traffic (ADT) volumes for existing and future scCIJarios were estimated by asSllIlring that the p.m. peak hour volmnes were 10 percent of their daily volumes. The following three roadway segments were 11I1alyzed: I. Tassajara Road between North Dublin Ranch Drive and Project Northern Access, Existing ADT - 9,050 vpd Existing plus Approved ADT - 10,430 vpd Existing plus Approved pIllS ProjectADT-19,160 vpd Buildollt ADT - 34,490 vpd 2. Tassajara Road between Project Northern Access and Fallon Road Existing AD-T· 8,990 vpd ExistingplusApprovedADT-10,370vpd ExistingplllS Approved plllS ProjectADT- lO,980 vpd Buildout ADT - 24,900 vpd 3. Tassajara Road between Fa1lon Road and Dublin/County Limit Existing ADT- 8,990 vpd Existing pillS Approved ADT- 10,370 vpd E~sting plus Approved plus Project ADT - lO,980 vpd Buildout ADT - 31,270 vpd An appropriate level of service methodology for two-lane (one-lane in each direction) segments can be found in the Transportation Research Board's 1994 Highway Capacity M=l (HeM). The HCM methodology for two-lane roadways yields a tnaXimum ADT of 15,600 vehicles per day (vpd) to maintain a Level of Service D. This value is used in this analysis as an upper threshold for average daily traffic for two-Iane roadway segments. ADT volumes of 30,000 vpd, 50,000 vpd and 70,000 vpd are the acceptable upper thresholds for four-Jane and six-lane arterials, respectively. These volumes are based on design ADT's from the DIlblin General Plan. Based on these thresholds, Tassajara Road between North Dublin Ranch Drive and ProjectNorthem Access would need to be widened to four lanes under the Existing plus Approved plus Project conditions, and to six Janes under the Buildout conditions. Similarly, Tassajara Road north of Fallon Road would reqllire six lanes under the Buildout conditions. The section between Project Northern Access and Fallon Road would need to be widened to four Janes under the Buildout conditions; however, this segment ofTassajara Road should be improved to six lanes under Buildout conditions to provide for continwty of traffic flow on Tasssjara Road to the Dublin/County limit. Two lanes are satisftctory on Tassajara Road north of the Project Northern Access under the Existing pIllS Approved pillS Project conditions. Traffic study for the Dublin Ranch West Development T JKM Transportation Consultants Page 28 September 5, 2003 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I FREEWAY LEVEL OF SERVICE ANALYSIS Evaluation of freeway levels of service is a different process than intersection levels of service. Level of service for freeways is based upon peak hour traffic volumes (number of passenger cars per hour). In practice as in theory, volume, density and speed are directly correlated, and the analyst can calculate any one of these factors knowing the other two. Traffic flow is used as the basis for freeway levels of service and for calculating the iIrlpacts of the project on 1-580 and 1·680 operations in 2025. The forecasted Year 2025 volumes were obtained directly from the Dublin Transit Center P A 00-013 Draft Environmental Impact Report (July 200l). The project trips were added to the forecasted volumes to estimate the Year 2025 plllS Project volumes. Table VI S1.!IDJ1Jßrizes the forecasted volumes and expected levels of service for two scenarios in 2025: 1) conditions without the project, and 2) conditions with the project Even without the proposed project, the study mainline segments along I-580 andJ-680 in the vicinity of the project site would operate unacceptably under Year 2025 conditions. The addition of the project trips to these freeway segments would be considered a significant, unavoidable cumulative impact. The project will be required to pay for its proportionste ahare of impacts to I-580 and I-680, by payment ofTri-Valley Transportation Development (IVTD) Pees to construct planned freeway improvements, including HOV lanes, auxiliary lanes, and interchange improve¡ne:nts. The project win also pay for its proportionate share toward Pllblic transportation improvements to help reduce traffic on the freeways and otberroadways in the Tri-Valley Area., by payment oftbe TVTD Pee; two of the improvements to be funded by the TVTD Pees are the West Dllblin BART Station and the Express Bus Service from Livermore to the East Dublin BART station. Year 2025 No PrOlec:t) Year 2025 with Proiect . Capacity AM Peak PM Pe.ak AM Peak PMPeaJ< VoL l LOS Vol. I LOS Vol. LOS VoL LOS 1-580.1-680 to Dou~ Road Eastbound 9.2001 7,439f D I 10.541 F 1 7,4831 D I 10,7091 F Westboand T 9,2001 10,536f F I 8,840 E I 10,690T F I 8,9291 E 1-580, Doul!hertv Road to Hacienda Drive Eastbound 1 13,800T 7,339\ C \ 9,878 D I 7,3831 c 1 10,0461 D Westbound 1 9,2001 10,4141 F 8,600 E I 10,5681 F I 8,6891 E 1-580. Hacienda Drive to Tassaiara Road Eastbound I 11,5001 5,681\ c \ 10,150 E I 5,7261 c I 10,322 E Westbound -I 9.2001 11,1771 F 1 7,318 D I li.334 F 7,409 D 1-580. Tassaiara Road to Fallon Road Eastbound 9,2001 5,7051 c 10,395 F I 5,744T C 10,417 F Westbound 9,2001 10,549í F 6,656 D 1 10,5631 F 6,698 D 1-680. Alcosta Boulevard to 1-580 Northbound T 6,90or 6,2771 E 7,486 F I 6,327 E 1 7,553 F Southbound T 6,9001 6,0741 E 5,762 D I 6,136 E I 5,798 D 1-680.1-580 to Stonericl£e Drive Northbound 6,9001 4,6741 D I 5,436 D I 4,7201 D 1 5,463 D SOlltbbound 6,9001 5,2831 D I 6,034 E I 5,296 D 6,052 E TABLE VI: St1MM4RY OF FREEWAY ANALYSI5 Traffic Study for the Dublin Ranch West Development T JKM Transportation Consultants Page 29 September 5, 2003 CONCLUSIONS In summary, TJKM has reached the following conclllSions regarding the proposed Dublin Ranch West development: · The proposed project is expected to generate 715 a.m. peak hour trips and 934 p.m. peak hour trips. · Currently, all existing study intersections operate at acceptable levels of service. · All study intersections are expected to continue to operate acceptably under the Baseline scenario. · All study intersections are expected to operate acceptably under the Baseline pIllS Project scenarios. · Under Buildout conditions, twenty of the 22 study intersections are expected to operate acceptably during the peak hours. The intersections of Dougherty Road/Dublin Boulevard and Hacienda DrivefDublin Boulevard are expected to operate unacceptably during the p.rn. peak hour. The recommended mitigation for the Dougherty RoadIDublin Boulevard intersection includes the installation of a fourth exclllSive through lane on eastbotmd Dublin Boulevard and an e¡œIllSÌve right-turn lane on westbound Dublin Boulevard. Mitigation for the Hacienda Drive/Dublin Boulevard iµtersection would be installation of a fourth throu.gh lane on eastbotmd Dublin Boulevard. However, these improvements are not feasible given the physical constraints at the intersections. The City should periodically monitor the peak hour volumes at these two intersections on Dublin Boulevard as well as other intersections at the I-580 interchanges and continlle to obtain updated vol\lme forecasts for future years. · Tassajara Road between North Dublin Ranch Drive and Project Northern Access would need to be widened to foW' lanes tmder the Existing plus Approved pillS Project conditions. · Tasssjara Road between North Dublin Ranch Drive and Project Northern Access would need to be widened to six lanes under the Buildout conditions. · Tasssjara Road between Project Northern Access and Fallon Road would need to be widened to four lanes tmder the Buildout conditions. However, this segment ofTassajara Road should be improved to six lanes under Buildout conditions to provide for continuity of traffic flow on Tassajara Road to the Dublin/CoW1ty limit. Two lanes would be satisfactory in this area tmder the Existing plus Approved plus Project conditions. · Tassajara Road between Fallon Road and Dublin/CoW1ty Limit would need to be widened to six lanes under the Buildout conditions. Two lanes would be satisfactory in this area under the Existing plllS Approved plus Project conditions. · Even without the project, four study ,."oi"line segments on 1-580 and two study segments on I-680 are all expected to operate unacceptably in Year 2025. The addition of the project trips to these freeway segments would be considered a significant, W1avoidable cwnulative impact. Traffic study for the DUblin Ranch West Development T JKM Transportation Consultants Page 30 September 5, 2003 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I . Project-specific Mitigation follows: Install traffic signals at the two project access roadways due to safety considerations along Tasssjara Road. Provide an esstbOllnd 350-foot right-turn lane on the project main access roadway at Tassajara Road to accommodate the approximately408 vehicles during the a.m. peak hom. Provide dual northbollnd left-turn lanes from TassajaraRoad onto the project main access roadway, considering that approximately 449 vehicles are expected to make this movement to access the project site during the p.m. peak hem. Each lane should be approximately 225 feet long and served by a 120-foot taper. Provide a 125-foot northbound left-turn lane with a 90-foot taper from Tassajara Road onto the project southern access roadway, considering that approximately 121 vehicles are expected to ¡nake this movement to access the project site during the p.tn. peak hour. _ Provide a 100-foot southbound right-turn pocket with a 90-foot taper on Tassajara Road at both access roadways dllC to safety consideration. Restripe the cum:ntly closed off second eastbollnd left-turn lane on Dublin Boulevard at Tassajara Road and open it to traffic, considering that the p.rn. peak ham volume for this left-turn mov=t is expected to be 326 vehicles with project traffic. Widen Tsssajara Road between North Dublin Ranch Drive and Project Northern Access to four lanes (two exist) to accommodate Existing pl\lS Approved plllS Project conditillDS. . In addition, the project should contribute a pro-rata share toward funding the following improvements: Adding a shared right/left-turn lane on the I-580 EastbO\ll1d Off-ramp at Hacienda Drive as identified in the East Dublin Properties ElR. hnprovements for the intersection ofDllblin BoulevardIDougherty Road as evaluated in this study under the Buildout conditions. The applicant should advance to the City applicable monies for acquisition of right-of-way and construction of the improvements assumed in this study. The amount of money advanced to the City should be based on the developer's fair share of the deficit (spread over those projects which are required to ¡nake up the deficit) between funds available to the City from Caregory 2 Eastern Dublin Traffic Impact Fee funds and the estimated cost of acquiring the right-of·way and constrUcting the improvements. 'The City should provide credit for Category 2 Eastern Dublin Traffic Impact Fees to the developer for any advance of monies made for the improvements planned for the Dublin BoulevardlDollgherty Road intersection. . The proposed project will be required to pay for its proportionate share of impacts to 1·580 and I-680, by payment of Trl·Va11ey Transportation Development (TVTD) Fees to construct planned freeway improvements, including HOV lanes, auxiliary lanes and interchæ1ge improvements. The project will also pay its proportionate share toward public transportation Traffic study for the Dublin Ranch West Development T JKM Transportation Consultants Page 31 September 5, 2003 improvements to help reduce traffic on the freeways and other roadways in the Tri- V a]]ey area, by payment of the TVTD fee; two of the improvements to be fi.mded by the TVTD Fees are the West D\lblin BART Station and Express Bus Service from Livermore to the East Dublin BART station. Traffio Stvdy for th~ Dvblln Ranch W~st Development T JKM Transportation Consultants Page 32 September 5. 2003 I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I STUDY REFERENCES TJKM Personnel Cluis Kinzel, P.E. Gordon LIlnI, P .E. Samuel Lee, P .E. Thirayoot Limanond Vishnu Gandluru Geri Foley Lily Moore Principal in Charge Project Manager Senior Transportation Engineer Senior Transportation Engineer Assistant Transportation Engineer Graphics Designer Word Processing Persons Consulted Ray Kuzbarl, P .E. City of Dublin Traffic study for the DUblin Ranch Weat Development T JKM Transportation Consultants Page 33 September 5, 2003 APPENDIX A - LEvEL OF SERVICE METHODOLOGY I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I DESCRIPTION OF INTERSECTION CAl'ACITY ANALYSIS CCTA SIGNALIZED METHODOLOGY Background The CCTA intersection capacity analysis methodology is described in detail in the T<i'Cbnical procedU1'es Manual of the CCTA, Jan\larY, 1991. It is identical to the Circular 212 Planning methodology except that the lane capacity has been increased from l500 vph to between l650 to l800 vph based on satlttation flow measurements taken at four intersections in Contra Costa County. (See following Table 9 from the Technical Procedures Manual.) On average, saturation flow rates for left-turn lanes were over ten percent lower than for through lanes. However, insufficient data was collected to provide statistical accuracy for the averages. ThIlS, saturation flow rates for through lanes are equal to those for turn lanes. This methodology determines the critical movement for each phase of traffic. It then SIllrIS the critical volume--to-capacity ratio by phase to determine the intersection volmne-to-capacity ratio. Circlllar 212, on the other hand, sums the critical movement volumes th=elves and compares them to the total capacity of the intersection to detennine, in effect, the volume.to-capacity ratio of the intersection as a whole. Level of Service The volume.to-capacity ratio is related to level of service (LOS). The following level of service for SigDBlized Intersectic1ns depicts the ~lationship between the volUIUC-to·capacity ratio and level of service. An intersection operating at capacity would operate at LOS E. Level of Service F is DOt possible for existing conditions, but can be forecasted for future conditions when volume projections exceed existing capacities. Input Data The intersection capacity worksheets 1lSe. a code to identify different lane configurations. This nomenclature is described on the following Description of Lane Configurations. Right tl!ln on. red adjustm.ents are accounted for as well as uneqaa1 distriblltion oftum volumes in double turn lanes. For more infonnation, see Circular 212 and the CCTA Technical-Procedmes Manual. LEVEL OF SERVICE RANGES Volume to MaxImum Sum of Critical Volumes LOS Canadtv Ratio 2-l'hase ;I.l'hase 4+ -l'hase A S~ I~ ~ m B 0.61- 0.70 1,250 1,200 1,160 C 0.71- 0.80 1,440 1,380 1,320 D 0.81- 0.90 1,620 1,550 1,490 E 0.91-1.00 1,800 1,720 1,650 F -- Not Applicable ---" Sourc~; Contra Com. Qllmty G~wtb ~øem=tPtopm. T~!'iocedmc&. Table 9. \",1Mor«t\~"",,__""""'do' 1""1!IS9 DESCRIPTION OF LANE CONFIGURATION FORMAT . Tbe number of lanes and the use of the Janes is denoted with a special nomeuclature described below: Laue Nomenclature X.Y Where X Denotes the total number of 1anes available for a parlicular movement. Y Denotes how the lanes are used. When Y is .. . . . . The following applies: I:~ 0 ...& A lane used exclusively for a parlicular movement (i.e. exclusive left-turn lane). ...... 1.0 T 1~ L II I:~ A lane whict1 is shared, thaL is, eithe.. of two different movements can be made 1 UII from II parIi.cuI:ar lane (i.e. a lane whict1 is shared by through and right-turn I: -. r.¡ I tmffic). I:~ 2 ~ 1J:¡l Denotes two or more through 1anes in which two lanes are shared, one with I: - n ~l left·tum tmffic, the other with right-tum traffic. 3 Denotes an eo¡prcssway through movement. :~ 4 ' 1.4 R. Denotes a right-tum movement from a wide outside lane where right-turn I: _n ~~i vehicles can bypass through traffic shaIing the lane to ma1œ a rlght-tum on red. "~ ,~ II Denotes a right-turn movement from an exclusive right-turn lane with a 5 t::. 2.0 T , ut. right-turn mow and prohibition on the conflicting U·tm:\ movement. II I:~ Denotes a right-turn movement from II shared. lane with a right-turn arrow and 6 __ . 1.6 R ~_. U T ...... J.J:1. prohibition On the ccnfIicimg U-turn movement. I: 7,8,9 Denotes a tPIning lIIOvement which has a separate lane to turn into, as shown below: . It:tJ'~- I.' R Turn lane which is shmd with a through lane or 1eft-tUm lane and under signal 7 2., r control, and which has its own lane to turn into. There must be at least two It:t I~ L through lanes. It:t~ UII Exclusive twn lane which is under signal control, and which has its own lane 8 ~- ~OT I fit l~ L to twn into. It't~_ ~: Exclusive tum lane not under signal control and which has an exclusive lane to 9 turn into, often referred to as a "free" turn. Since the volumes in this lane do not ,~ L conflli:t with other intersection movements, the V!C ratio of the free right-turn In movement is not included in the SUm of critical V IC rados. If I I I· I .. I . I I: I I I , I I I I I I I I I I I I I I I I I I I I 1 I: I I I I PART A, TWO.WAY STOP.CONTROLLED INTERSECTIONS I. INTRODUCTION· PART A In this section a methodology for snalyzing capacity and level of service of two-way stop-=troUed (TWSC) intersections is presented. II. METHODOLOGY· PART A Capacity analysis at TWSC intersectlgns depends on a clear description and ullderstmlding of the interaction of drivers on the minor or stop-controUed approach with drivers on the major street. Both gap acceptance and empirical models have been develQpCd to describe Ibis interaction. Procedure¡ doseribed in this chaptel: rely on a gap acceptance model developed snd refined in GmnBllY (1). Tbe concepts from this modol are described in Chapter 10. Exhibit 17-1 illustrates inpllt to a:nd the basic computation order of the method described in this chapter. LEVEL.QF.SERVlCE CRITERIA Level of service (LOS) fer a TWSC inter.iection is determined by the C01Ilpllred or lI1easured control delay and is deíi.I1ed for each minor lI1ovemeot.. LOS is not defined for the inter.iectlon as a whole. LOS criteria ø given in Exhibit 17-2. Bolli fh/IOfG~œJ and ornpIrlcaJ øpproachœ h¡¡vÐ b.." used 10 arrlvs at a mathl!dcIo9Y LOS Is not dal/nad fer ths ovaraJl/tIlø,..ctlan H/ghwoy Capacity MonuQ/2000 The LOS criteria fer TWSC intersections are somewhat different froIn the criteria lISed in Chapter t6 for signalized. inten;ections primarily bec8nSe different transportation fae¡litles create differe=t driver perceptions. The expectation is that a signalized. inœmct!on is designed to cmy higher traffic vol1mlO$ BIId experienoe greatel: delay Ibm an I1]1Signa1ited intersection. LOS IIIrssho/tIs dlf/8r from 111_ ler s/gnRJ/zad /n~.ctIøiiII (0 røfføct dl/l8rsnr drNer Ð"I'_lfons HlghwayÇapoc::/ty Manual 2000 Ohapter 17· Unslgnallzed InIi!rsectlons M.lIIodology . TWSO ln1ersootlons EXHIBIT 17-1. TWSC UNSIGNALlZED INTtRSECTION METHODOLOGY Input . Geometric dsta - Hourly hJmlng movement volumes - Heavy vØ1iale percentages - PedeitliIl1 d¡t:; . U sl nal'dsta I i I I I I I I I I I I I I I I I I I I . CclmP.Ufsflawralll - Iden\if¡ conflicting tmric flow Cclmpvœ ~p ijmes - Cntfcsl gap times . Fdla.v-up times Canputø poter1t1al capacity Adjust poœntI¡! aap3(:iIy and compute mCM!ment capacity - Impedance effeClS - She!1d.œne gperallon - Effec\!¡of~slgnals - Two.,stI!JIi g¡p sccopt¡¡nc:. process . Ram nilnar-st!1et Spp<œ:hes Compute qUM length¡ Computø contm ddays D9I!rmlne IMls of saMoa EXHIBIT 11.2_ LE'lEL-Of·SERVICE CRITERIA FOR iWSC INTEI'SECTIONS LIMI of Servles þ¡¡e e Control Del (sMih A ~10 B ~1~15 C -1&-25 D ~ 25-35 E - 35-50 F >W 17-2 I I I I I I I I I I I I; I I I I I I I .. -.-. '~.,.' . ,... .",. APPENDIX B - LEVEL OF SERVICE WORKSHEETS: EXISTING CONDITIONS I I 11""'11 110;11 "...\ LI-4' I ¡IN II II....IIC \I g~: = II i....Q 'I ,,~ I II 0 II Il_ II II ð II :: >.5 II II"'" go Ii II''''~ II LI~ II It 1!Jt. II II ell U II 11. II II mfi n ...JII \I CII II· :11 U~ _II 11_ ::I u 11= IßII.W,II [: II 11111 C go II t,IlI'_ ULIQ.IL- " 11-0 6 ¡I if II s ._ II 11.....4> ~ II ' 11,;':= .... LI m I, œ.1-- §.~ II ¡¡ :: ,.. 1__ LI ~ 11.....111. ¡;: II-II ; ~ "~ 1,-" I.. II 11m 1-11 11;;;1 II U II g J5 ,I C1:11IQ ....11 ¡;;:;II~ 1-11....11 " ~ >-.1If/J 1 .cu....1I u :'::11 f II ,¡,, 'I! ! 11 n r..... 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Dublin Ranch North/South Street Tassaiara I ntersection Orientation: North-South Studv Period (hrs): 0.25 ehicle Volumes and Adius1ments alor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 8 230 44 2 567 1 Peak.Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate HFR 8 255 48 2 630 1 Percent HeavvVehicles 0 - - 0 - - Median TVDe Undivided RT Channelized 0 0 Lanes 1 2 1 1 2 1 Configuration L T R L T R Upstream SÎanal 0 0 MInor Street Weatbound Eastbound Movement 1 B 9 10 11 12 L T R L T R Nolume 101 1 6 0 0 4 Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate, HFR 112 1 6 0 0 4 Percent Heaw Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N storege 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delav_ Queue Lenl1th and Level of ServIce Approach NB 5B Westbound Eastbound Movement 1 . 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Iv (vph) 8 2 112 7 0 4 C (m) (vph) 961 1269 390 682 285 687 Ie 0.01 0.00 0.29 0.01 0.00 0.01 5% queue length 0.03 0.00 1.17 0.03 0.00 0.02 Control Delay 8.8 7.8 17.9 10.3 17.6 10.3 LOS A A C B C B Approach Delay - - 17_5 10.3 Approach LOS - - C B H=OOOTM Copyri¡htC 2000 Unive~it}i ofFiorida, AU ¡Ugbts ~cd .~. __.... ... _ _''''''t~.______.!\1 __Inl ""If\C'.........;r"'I,.,r"'\....-=-~..,.\II.., Version 4_18. 4/""'11")nn":l HCS2OC1JrM Copyri¡¡ht C 2000 Un.....;¡y ofFlorida. All R.i¡hts ~ VersîQn4.1a -I- I I I I I I I I I I I I I I I I I I ".,. ~',.~" - ...-- ~ .. .. ...-~ ,-"~,-.,....,·,-,_.':':'"~c..,.,..,_·......., ..-.."..._.-..~"-",.......'''''''''''' .':.~" ,. ',"'._~~'-"'.""':<"'''''''''''-.--:.''. -.". -Page-i 6f!'" Two-Way Stop Control TWO-WAY STOP CONTROL SUMMARY Generallnfonnation Site Infonnation Analyst PB Intersection TassajarelN. Dublin Ranch Agency/Co. TJKM Jut1sdlction City of Dublin Date Performed 4/2312003 ~alysis Year 2003 Analvsis Time Period PM Peak Proiect Description 157-164 EastlWest Street: N. DUblin Rench North/South Street: Tesseiera Intersection Orientation: North-South StudY Period (hrs): 0.25 Vehicle Volumes and Adiustments MaiOr Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ~olume 4 456 79 2 164 0 Peak·Hour Factor PHF 0.90 0.90 0.90 0.90 0_90 0.90 Hourly Flow Rate HFR 4 506 87 2 182 0 Percent HeaVY Vehicles 0 - - 0 - - Median Tyee Undivided RT Channelized 0 0 Lanes 1 2 1 1 2 1 Configuration L T R L T R ËÊstream Sianal 0 0 ¡nor Street . Westbound Eastbound Movement 7 8 9 10 1j 12 L T -c- R L T R rvolume 39 0 6 0 1 4 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 HourlY Flow Rate, HFR 43 0 6 0 1 4 Percent HeaVY Vehieles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approaoh N N Storage 0 0 RT Channelized a 0 Lanes 1 1 a 1 1 0 Configuration L TR L TR Delav. Queue Lenath and Level of Service 'l.pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR " (Yph) 4 2 43 6 a 5 C (m) (vph) 1405 993 379 753 494 687 "/c 0.00 0.00 0.11 0.01 0.00 0.01 35% queue length 0.01 0.01 0.38 0.02 0.00 0.02 Control Delay 7.6 8.6 15.7 9.8 12.3 10.3 LOS A A C A B B Approach Delay - - 15.0- 10.3 A.pproaoh LOS - - B B _.L~n' ""'^__ ..In,t ""In.t""....LJ...:......._\ nl;_...,""".......,,-I\I n"''=2010'_ ")nc:.ottit"lnc:\T¡::Iimn\ll? 4f?4f?nn, I I I I I I I I I I I I I I I I I I I ... ...-.' Two-Way Stop COntrol Page 1 of 1 nNO.WAYSTOP CONTROL SUMMARY General Information Site Information !Analyst PB Intersection Tessajara RcllQuarry Ln [Agency/Co. TJKM JUrisdiction City of DUblin Date Performed 4/2312003 ~nalysis Year 2003 Analvsis Time Period AM Peak . . Project DescriDtion 157-164 EastlWest Street: Quanv Lane Road INorth/South Street: Tassaiara Intersection Orientation: North-South lStudv Period Ihrs): 0.25 Vehicle Volumes and Adlustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R !Volume 0 168 88 40 502 0 Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourtv Flow Rate, HFR 0 186 97 44 557 0 Percent Heaw Vehicles 0 - - 0 - - Median TVDe Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration T R LT UDstream Sional 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 . L T R L T R "olume 90 0 25 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 100 0 27 0 0 0 Percent Heavý Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 ConfiQuration L R Delav. Queue Lenath and Level of Service Approach NB S8 Westbound Eastbound Movement 1 4 7 8 I 9 10 11 12 Lane Configuration LT L R ~ (vph) 44 100 27 C (m) (vph) 1291 330 861 fJ/c 0.03 0.30 0.03 . 95% queue length 0.11 1.25 0.10 Control Delay 7.9 20.6 9.3 LOS A C A Approach Delay - - 18.2 Approach LOS - - C HCS2000'" Copynght<CI ,"000 Unive~Ît)I ofFIOfid8, All Ria:htI Rt:servcd. . - - - - ..& _ I"" ""i""I'" ~.L..J.~__,,,,,,___\.,-, Version4,1a ,..tf""!l....'..,nn~ Two-Way Stop COntrol Page 1 of 1 nNO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst PB Intersection Tassajara Rcl/Quany Ln ~ency/Co. TJKM µUriSdictlon City DfDublin Date Performed 4/2312003 ~nalysis Year 2003 Analysis Time Period PM Peak . Proiect Descriotion 157-164 EastIWest Street: QuafTV Lane Road NorthlSouth Street: Tassa/ara Intersection Orientation: North-South Study Period IhrSf 0.25 Vehicle Volumes and Adiustments Malor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 608 4 2 286 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 675 4 2 317 0 Percent Heavv Vehicles 0 - - 0 - - Median TVDe Undivided RT Channeli;¡:ed 0 0 Lanes 0 1 1 0 1 0 :;onfiçuration T R LT Ubstream Sional 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 7 0 3. 0 0 0 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate, HFR 7 0 3 0 0 0 Percent Heaw Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Fiared Aoproach N N Storage 0 0 RT Channeli2:ed 0 0 Lanes 1 0 1 0 0 0 Configuration L R Delav _ Queue Lenm:h and Level of SeMee ø.pproach NB SB Westbound Eastbound Movement . 1 4 7 8 9 10 11 12 Lane Configuration LT L R (vph) 2 7 3 C (m) (vph) 923 272 457 "/c 0.00 0.03 0.01 95% queue length 0.01 O.OB 0.02 Control Delay B.9 18.8 12.9 LOS A C B Approach Delay - - 16.9 Approach LOS - - C HCS201JOTM Copyri;hl C <COO Unlvors¡,y of Florid.. All R;ghts R.eserved Version 4.1& ............... ... \ ....1· __"'._ _~~\ ___It'll ""\^("'....""'"~___,"T"............\...... A''''AI''')f\f'\''::! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .'; Two-Way Stop COntrol Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information . Site Information Analyst PB Intersection £:1 Charrol/·580 EB ramps !Agency/Co. TJKM urlsdiction City of Dub/in Date Performed 4/2312003 Malysis Year 2003 Analvsls Time Period AM Peak Pl'ÕÍect Description 157-164 EastIWest Street /.580 EB Ramos North/South Street £:/ Charro Intersection Orientation: North-South StudY Period (hrs\: 0.25 1Jehicle Volumes and Ad¡ustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Wolume 0 92 21 27 42 0 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate HFR 0 102 23 30 46 0 Percent Heavy Vehicles 0 - - 0 - - Median Tvne Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration T R LT Licstream Sional 0 0 Minor Street Westbound E:ðstbound Movement 7 8 9 10 11 12 - . L T R L T R r-Jolume o . 0 0 82 6 63 Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 HourtvFlow Rate. HFR 0 0 0 91 6 70 Percent Heavv Vehicles 0 0 0 0 0 0 Percent Glade ("!o) 0 0 Flared Approach N N Storage 0 0 RT ChanneliZed 0 0 Lanes 0 0 0 0 1 1 Confiauraoon LT R Delav. Queue Lenatll and Level of Serviee I\pproach NB S6 Westbound Eastbound Movement . 1 4 7 8 9 10 11 12 Lane Configuration LT LT R (vph) 30 97 70 C (m) (vph) 1474 750 1029 "~Ie 0.02 0.13 0.07 195% queue length 0.06 0.44 0.22 Control Delay 7.5 10.5 8.8 LOS A B A Approach Delay - - 9.8 Approach LOS - - A 1ICS2~00-rM Copyrt¡¡ht 0;0 2000 Un"""',,, ofFlonàa. All RighI! Res""",, "-- --- --" ~_I· _.__1\' ___I^''''t''\.f'''_.a..&.:___,''T''__....\..., Vers10n4,la A l"".tA /""Jnn~ Two-Way Stop Control Page 1 of 1 I [ I I I I I I I I I I I I I I I I I I ~O-WAYSTOPCONTROLSUMMARY General Information Site Information Analyst PB Intersection EI Charro/l-5BO EB ramps ~ency/Co. TJKM 'urisdiction City Of Dublin Date Performed 4/23/2003 Analysis Year 2003 lAnalvsis Time Period PM Peak Proiect Description 157-154 EastNVest Street: 1..s80 EB Ramns !North/South Street EI Charra Intersection Orientation: North-South IstuovPeriod Ihrs1: 0.25 ilfehicle Volumes and Ad¡ustments Malor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R "olume 0 BB 74 23 114 0 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hou¡¡vFlow Rate. HFR 0 75 82 25 125 0 Percent Heavy Vehicles 0 - - 0 - - Median TVDii Undivided RT Channelized 0 0 anes 0 1 1 0 1 0 .;onflauration T R LT Uostream Signal 0 0 Minor street Westbound Eastbound Movement 7 B 9 10 11 12 L T R L T R Volume 0 0 0 1$ 10 18 Peak.Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hour1vFlow Rate HFR 0 0 0 17 11 20 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Stor.tge 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 1 1 ConfiauretiOfl LT R Delav. Queue Lenath and L.evel of ServÎce Approach NB S8 Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configur.ttion LT LT R " (vph) 25 28 20 C (m) (vph) 1435 642 930 "/c 0.02 0.04 0.02 S5% queue length 0.05 0.14 0.07 Control Delay 7.5 10.9 9.0 LOS A B A !APproach Delay - - 10.1 lApproach LOS - - B 1fCS200Ii""' Copyright C 2000 Uni"";ty orFIorida, AI! !<.ish" Reserved , ..~ -.... _ Jt"\1 """'...._.L..L~___\ ni:__......_...., 1"'\t"''';"lt::I/~ "')nc.o++Înr'l~\T,c::¡,mn\lli Ven;ion4.1s 4f')41?nn'l I I I I I I I I I I I I I I I I I I I Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY !General Information Site Information Analyst PB Intersection FallonA-580 WB Ramps ~ency/Co. TJKM urisdiction City of DUblin Date PerfOlTTled 4/2312003 !i\nalysis Year 2003 IWalysis Time Period AM Peak Project DescriDtion 157-164 EastlVVest Street /-580 WB Ramps North/South Street Fallon I ntersection Orientation: North-South StudY Period (hrs1: 0.25 Vehicle Volumes and Ad¡ustments MmQr Street Northbound Southbound ~ovement 1 2 3 4 5 6 L T R L T R Volume 103 66 0 0 34 27 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate, HFR 114 73 0 0 37 30 Percent Heavy Vehicles 0 - - 0 - - Median Tvee Undivided RT Channe\i¡¡ed 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Sienal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 .10 11 12 . L T R L T R volume 32 12 39 0 0 0 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourtv Flow Rate HFR 35 13 43 0 0 0 Percent Heavv Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 lifT Channelized 0 0 Lanes 0 1 1 0 0 0 ConfiQuration LT R DelaY. Queue Leri<ii:h and Level of Service !i\pproach NB SB Westbound Eastbound ¡IIIovement 1 . 4 7 8 9 10 11 12 Lane COnfiguration LT LT R ~ (vph) 114 48 43 ~ (m) (vph) 1547 577 995 Vic 0.07 0.08 0.04 5% queue length 0.24 0.27 0.14 Control Delay 7.5 11.8 8.8 LOS A B A Approach Delay - - 10.4 Approach LOS - - B > Copyright c> 2000 Univ"';" orFloriò>, All Right¡ 1lese<Ve<l V~Îoß4.1:a - ~ --- ...._..._ ..'. ~~\,...I~.____~_...J'I....._ln/""'ln~..........:_......\T....""""""'\II., d/'1d/'1nn'l ilCS2000TM Copyriidn (:> 2000 Univ",ity OfF"'"$, All R.ishtO R<,o<vcd V~¡cn4.11;1. I I I I I I I I I I I I I I I I I I I I Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information ",nalyst PB Intersection Fallon/l-580 WB Ramps ..geney/Co. TJKM Jurisdiction City of Dublin Date Performed 4/23/2003 Analysis Year 2003 OJ1alvsis Time Period PM Peak Project Descn"tion 157·164 EastlWest Street: '-580 WB Ramos North/South Street: Fallon Intersection Orientation: North-South IStudv Period Ihrs1: 0.25 Vehicle Volumes and Adiustments !/Iaior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 64 9 0 0 149 49 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate, HFR 71 10 0 0 165 54 Percent Heaw Vehicles 0 - - 0 - - Median TVDS Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Confiaumtion LT TR Uostream Sianal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 27 . 6 19 0 0 0 Peak·Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate, HFR 3D 6 21 0 0 0 Percent Heaw Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 1 0 0 0 Con!iQuretion LT R Delav. Queue Len"th and Level of Service ..pproach NB S6 Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT R ·'(vph) 71 36 21 C (m) (vph) 1362 606 1077 "/c 0.05 0.06 0.02 95% queue length 0.16 0.19 0.08 Control Delay 7.B 11.3 8.4 LOS A B A Approach Deisy - - 10.2 Approach LOS - - B ~,-^, -,."..,~_ ....t'I; '"'n,.........I.I.:__...\ nl:___.....,.I\ I ¡.·H-~fo/~ .,n~~++i",.,t:'TO~t"'I.\ll., "'-1')41')('\('\~ I . ..~-,.........,..~~~~-~~..~.'.,-, I I nrgll 11.....11 ¡\~1I II...." e: 11 g:::: I: r. '9 II IIQ II II II IJ b II II L. n 11::0..:;) 11 II +-I Q n 11'_::; II IIU II II .at. II, II CD II' II CLI " .. " " I' ,I ., " ~ ,,- ",. " ~ II ID :: ~I1' .., " II I_ S 11111 g ',¡:;n , u~m ca II ,I ..- "" § II c...¡.... L A II C\I 8.1' " II1I:;U1 I: II"" n ~"1" L II iI_ ,... II n u I,U II IIJ !.11 II':I= .U~~N ..... 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N.....II<...Iii"' -~nCl:~ 1tJ1t.~'" JI::~UZ¡ Ü.... ]I¡;;' C~~lIzt:; II~...I II!;: II c.JWU>-"' ""'.....11 I ~I " Nr"IIIOW I-~ _II I-"'¡ II = 'I 11 ~ I 1oIJ::!!: II'" - U!§~I~~~ "gl-hoOl:.... ~ II UIIO' f;:1I ~11""~ _1I....It!t!IICI... ~I-I~t!Ii~t:; t;.!Il.I.lI QZII"'- ....1.1.1111-_ ~x ~...II: U/:I'f¡' II 11111:""" ! II II. :: ! .;. 1'j '" " ... "''' oj'" '" I I I I I I I I I I I I I I I I I I I .APPENDIX C - LIST OF APPROVED AND PENDING PROJECTS, AND LANE GEOMETRY AND CONTROL AsSUMPTIONS -¡¡ o I~ ~s ...U) ~ Z g ~::E ... .. ¡! J!I U) J<!~ If I <~««««««~«««««««« ~~~~~I~re§~m*~~~~o~ml~~~I;~~~~~~~~~~ ~ 1i ~o .3 .E ~~~~~o~r¿~~~-~~~Q~!!1u)~~~~Q~u)O~~~~~ U)U)~U)~~U) v~U)o ~¡¡¡ ~ ~_U)_~~ ~- U)_yN ~ ~ N N~NM ~ ~ ~~ ~ ~ - o~ ~ -~ ~ '" ~ ~~~~~~~~~~~~ffl~~O~~~~~~~~~~~~~~~$ ffl~~~~~~~~~ro~¡~~O~;~~Mg~æ~~-re~~~1 U) 0 - ~~~~N~~~~~~~~~~O~~ro~~~~~~~-~~~a¡ - ~~~~~~~~~~~~m~~~~~~;~~~~~m-~~~~~ ~ ~ ~~ ~~~~MN~~~~~~~~~Q~~~~~~~~~~~fflm~~, '$ "¢ ..- t:'iI ::EO - ~ N~V_"-Q~mo~"-~~~mQ"¢~~~~~~~~~OO~V~~ ~~ ,N..-~~~r~"- _ ~ ~ ..- T ~ 1;1 11 ~ :&" i8 ~ ~ ~'u '" ~ iiii\' ;1; ;1; ¡¡¡ ~ iß ;1; ~ "- e #-...~ ¡oj Iò ~~~~~~~~§~~~g~S;o~~ijIE~ê~~~~~~~~ð; 120 ¡os - - - :;¡ 8 ~~~~~@æ8~~~"-O~~O~ID~~~8~P2~~~B~9~ s-..- N~N~~~~"¢~ ~~v..-..-..-N~NN ~~ ðo o;f) ..... "'" .-:!' ..P ~ . 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Õ ¡g~¡UH;; III ~ Z ~ - oJ L ŒI ::) i ~~ ~ " c z ~1~Hi VJ 3 ~ t) ;:! w ..... ~ ... c. t ~ :1:, ::) 0 iJ 9 ~~~~~n; .~ æ v.iUJm~ø .. ::) "'~HU j' co ('I Ij¡Jj!~& w ði'l c~ e '" oJ IUH É ~ ö: , ~ u .. t ~J~~~~~~ .. .'{ ------------------- I I I I I I I I I I I I I I I I I I I; Table 3: Pleasanton and Douahertv Vallev Land Use Assumptions Buildout Traffic:: Estimates TñD$ .AM PM SaturdaY DailY Land Use SiZe Units In Out In Out In Out .otal Hospital 178 beds 126 47 39 124 136 70 2987 Medical Clinic 279 ksf 543 136 276 747 576 436 10088 MF Units 254 d.u. 16 94 91 46 84 56 1488 OffIce 1165 ksf 1800 216 295 1441 256 220 12831 Uoht Industlial 1662 ksf 1213 268 316 1213 116 116 1156! Retirement Home 150 d.u. 11 20 22 12 17 16 87E Retail 1100 ksf 691 442 1974 2139 2842 2842 47200 SF Units 537 d.u. 102 301 349 193 274 231 5139 Warehouse 1040 ksf 384 84 127 403 80 45 516C Dougherty Yalley Single FamilY'" 5700 d.u. 141 415 482 267 378 319 710e Dougherty Yalley Multi-FamilY'"' 1700 d.u. 18 96 93 44 57 57 147C Total 4178 1835 3750 6759 4085 3902 92831 Baseline Traffic:: estimates TriÞil AM PM Saturday DailY Land Use SŒe Units In out Tn out In out Total Medical Clinic 29 ksf 56 14 29 77 60 45 104! MF Units 184 d.u. 11 61 59 30 41 36 961 Office 1162 ksf 1595 218 294 1437 257 219 12793 Retirement Home 150 d.u. 11 20 22 12- 17 16 67E Retail 114 ksf 72- 46 205 222 295 295 4900 SF Units 143 ksf 27 80 93 51 73 61 136 Warehouse 250 ksf 92 20 31 97 19 11 . 12 Dougherty Vallev Single Familv'" 1900 d.u. 47 138 161 69 126 106 2367 Dougherty Valley Multi-FamilY"' 567 d.u. 6 32- 31 15 19 19 490 Total 1916 629 924 2030 907 809 26042 Aooendlx C - Pinn BrothersJay revlsed_09-04-03 Table 3. Pleasanton-Dougherty Page 1 Footnotes for Tables 1, 2 and 3 1 Altland use sizes are based on information provided by the City or extracted from previous project reports as directed by the City. 2 Pass-by traffic percentages obtained from the Institute of Transportation Engineers (ITE) Trip Generation Handbook, October 1998. Shaded values are assumed same as weekday PM peak. 3 Trip rates are average rates from the ITE Trip Generation, 6th Edition. according to the guiding principles stated in the Trip Generation Handbook, October 1998. 4 MA, PM. and daily trip rates are based on Final Report Transportation and Parking Impacts for the Proposed Armstrong Garden CÆnter, City of Dublin, June 21,2002. Saturday trip rates are averages rates from the ITE Trip Generation, 6th Edition, according to the guiding principles stated in the Trip Generation Handbook, October 1998. 5 AM, PM, and daily trip rates are based on Final A Traffic Study fur the Proposed Trumark Homes Development in the City of Dublin, December 15, 1999. Saturday trip rates are average rates from the ITE Trip Generation, 6th Edition, according to the guiding principles stated in the Trip Generation Handbook, October 1998. 6 Trip rates for developments based on regression equation from the ITE Trip Generation, 6th Edition, according to the guiding prinoiples stated in the Trip Generation Handbook, October 1998. 7 Land uses that wm not generate external trips. All trips will be internal to the development. 8 ANI, PM, and daily trip rates are based on Consultant's Report on the Transportation Impacts for the proposed Dublin Volkswagen Auto Dea/er.ship, City of Dublin, December 1999. Saturday trip rates are averages rates from the ITE Trip Generation, 6th Edition. according to the guiding principles stated in the Trip Generation Handbook, October 1998. 9 AM and PM trip rates are averages rates from the 1TE Trip Gener8tion, 6th Edition, according to the guiding principles stated In the Trip Generation Handbook. October 1998. Assumed PM rates are 10% of daily rates and used ratio of weekday rate to Saturday rate and applied to PM rate to get Saturday peak hour rate. 10 AM, PM, and daily trip rates are based on Final A Traffic Study for the Proposed Emerald Glen Village Apartments Development in the City of Dublin, March 20, 2000. Saturday trip rates are averages rates from the ITE Trip Generation, 6th Edition, according to the guiding principles stated in the Trip Generation Handbook, October 1998. 11 For Specialty Retail (use 814), AM trip rates were based on the ratio of AM to PM peak hour of generator, multiplied by the PM rate. Saturday peak rates for use 814 was based on the ratio of Saturday peak hour of generator to Saturday for Shopping Center (use 820), multiplied by Saturday rate for use 814. 12 There is no trip Generation for Saturday from land use 845 thus. this is based on 846 which had similar AM and PM peak hour trip generation rates. Appendix C - Pinn Brothers_ray revised_09-04-03 F octnotes Page 1 I I I I I I I I I, f I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 13 m, PM and daily trip rates were based on Draft Focused Traffic Analysis for the Proposed Dublin Village Development, May 30, 2003. Saturday trip rates for Townhouse (use 231) were based on the ratio of Saturday peak to PM peak for use 230, multiplied by the PM peak rate for use 231. For Apartment (use 220), average Saturday trip rates were used. 14 m, PM and daily trip rates were based on FInal Focused Traffic Analysis for the Proposad San Ramon Village Plaz¡¡ Development, June 10, 2003. Saturday trip rates for Townhouse (use 231) were based on the ratio of Saturday peak to PM peak for use 230, multiplied by the PM peak rate for use 231. 15 Trip generation based on FInal Report: IKEEA Retail Center Transportation Study, Dublin, California, August 2003. 16 AM, PM, and daily trip rates are based on Focused Traffic ·Circulatlon Analysis for the Prcposed Cisco Systems Projects, City of Dublin, May 21, 2001. Saturday trip rates are average rates for General Office Building (use 710) from the ITE Trip Generation, 6th Edition, according to the guiding principles stated in the Trip Generation Handbook, October 1998. 17 Net new trips for AM, PM, and daily based on Consultant's Repori on the Trnnsportatlon Impact for the Proposed Village Parkway, Downtown Core, and West BART Station Specific Plans, City of Dublin. Net new trips were adjusted proportionately in some cases to reflect current projections. Assumed 15% reduction in office trips due to proximity to the West Dublin BART station. Also assumed 34% pass-by trips for commercial during the PM peak. Used ratio of Saturday rates to PM rates from ITE Trip Generation and applied to PM net new trips to determine Saturday net new trips. 18 public/semi public area is assumed to be a church based on Information prcvided by the City. The floorlarea ratio assumed is 0.15 based on survey of a few churches in Fremont. CA. 19 Only 50% of high school trips will be external trips, the rest will be internal to the development. 20 ITE Trip Generation for Corporate Headquarte~ Building (714) was used for rates because govemment office building (730) only has one observation and corporate headquarte~ building is a single tenant office building similar to government office building. Saturday trip rates were based on the liItiO of PM average rate for corporate headquarters building to PM average rate for general office building, rnuitiplied by the Saturday peak rate for general office building. 21 PM trip rate is based on Consultant's Report on the Transportation and Parking Impacts for the Proposed Shamrock Marketplace Shopping Center Expansion, September 8,2000. AM, Saturday, and daily trip rates based on ITE Trip Generation 6th ed. 22 Trip rates based on proposed trip generation provided by T JKM, as part of Revised Draft Traffic Study for the Proposed Silveria Ranch Development in the City of Dublin, August 29, 2003. Daily and Saturday peak trip rates are average rates from the ITE Trip Generation, 6th Edition, according to the guiding principles stated in the Trip Generation Handbook, October 1998. Appendix C - Plnn Brothers_ray revised_09-04-03 Footnotes Page 2 23 BART traffic based on Table 4.5-5 Dublin Tlip Generation· Proposed Project from Draft Supplemental Environmental Impact Report for the West DublinlPleasanton BART Station and Transit Village Project, November 2000. Saturday peak hour trips were determined from the ratio between daily weekday BART tlips and saturday BART tlips (42% obtained from BART system wide lidership data). Saturday peak hour trips were calculated by using the same ratio as weekday PM peak hourlDaily trips (12.4%). In and out trips were detennined by using the same split as the weekday PM peak hour (30% in and 70% out). 24 Tlip generation based on Supplemental Traffic Circulation Analysis for the Proposed Commerce One Project, City of Dublin, December 22, 2000. Saturday rate based on ITE trip generation for Corporate Headquarter (714). Trips are not shown because IKEA project will replace this development. 25 Trip rates based on proposed trip generation provided by T JKM, as part of Final Traffic Study for the proposed Fairway Ranch Development in the City of Dublin, Ap1i115, 2003. Daily and Saturday peak trip rates are average rates from the ITE Trip Generation, 6th Edition, according to the guiding plinciples stated In the Trip Generation Handbook, October 1998. 26 Saturday and weekday trip generation rates based on High School land use (530). 27 Tlip rates based on assumptions In Traffic Impact study for Dublin Valley Christian Center Proposed Expansion, May 2001. 28 Tlip rates based on proposed trip generation provided by T JKM, as part of Draft Final TraffIC Study for the Proposed Dublin Ranch West Development in the City of Dublin, August 26, 2003. Dally and Saturday peak trip rates are averege rates from the ITE Trip Generation, 6th Edition, according to the guiding plinciples stated in the Trip Generation Handbook, October 1998. 29 '25% reduction in trips due to proximity to the East Dublin BART Station, City of Dublin Consultanfs Report: Transportation Impacts For the Proposed Dublin Trans~ Center, Ap1i127, 2001. 30 Baaed on City of Dublin Consultant's Report: Transportation Impacts For the Proposed Dublin Transit Cenler, April 27 , 2001, the proposed BART parking structure would not add any additional parking spaces to the existing East Dublin BART station. CUrTently, there are 1,680 existing surface parking lot spac::es for the BART station. These surface spaces would be reptaced by the proposed 1,680- space BART parking structure. Therefore, the proposed BART parking structure would not result in additional traffic volumes on the surrounding street network. 31 15% reduction in trips to account for residential/employment interaction and increased use of transit due to proximity to the East Dublin BART station, City of Dublin Consultants Report Transportation Impacts For the Proposed Dublin Tr¡¡nsit Canter, April 27, 2001. 32 Spec::ialty retail r¡¡tes obtained from City of Dublin Consultanfs Report: Tr¡¡nsportation Impacts For the Proposed Dublin Transit Cenler, April 27, 2001 . 33 According to the Dougherty Valley Gener.;¡1 Plan, Specific Plan, and Related Technical Appendices. June 1992, only 13 perœntofthe Dougherty Valley traffic will trevel through Eastem Dublin area via Tassajara Road and Dougherty Road, therefore only those trips are reflected in the trip generation table. Trip rates are based on average r.;¡tes from the ITE Trip Generation, 6th Edition. 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'" I I I I I I I I I I I I I I I I I I I I Two-Way Stop Control Page 1 of 2 nNO.WAYSTOPCONTROLSUMMARY General Information Site Information Ana Iyst PB Intersection EI Chatroll-580 £:B ramps Agency/Co. TJKM !Jurisdiction City of Dublin Date Performed 7/1612003 Analysis Year Baseline Conditicm Añãlvsis Time Period AM Peak Prolect Descriotion 157.164 EastlWest Street: 1-580 EB RariWs INorth/South Street: £:1 Charra Intersection OrientatIon: North-South \Studv Period /h,.s\: 0.25 ~hiCle Volumes and Adiustments aiorSueet Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 101 22 137 44 0 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 112 24 152 48 0 Percent Heaw Vehicles 0 - - 0 - - Median Tvœ Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 :OnfiQu ration T R LT UDstream SiQnal 0 0 Minor Street Westbound Eastbound Movemerlt 7 8 9 10 11 12 L T R L T R !Volume 0 0 0 147 6 63 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 163 6 70 Percent Heavy .vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N storage 0 0 fIT ChanneliZed 0 0 Lanes 0 0 0 0 1 1 ConfiQuration LT R Delav. Queue Lenath and Level of Serviee I>.pproach NB S8 Westbound Eastbound . Movement 1 4 7 B 9 10 11 12 Lane Configuration LT LT R " (vph) 152 169 70 C (m) (vph) 1461 491 1027 'rJ/c 0.10 0.34 0.07 95% queue length 0.35 1.52 0.22 Control Delay 7.7 16.1 8.8 LOS A C A Approach Delay - - 14.0 ApDroach LOS - - B > Copyright C 2000 UnM"ity .fFIorida. AI! JI.ight! R...",.,! Version 4.11. ,,_ , _. _. .... __L_M ..,n__..."'...,,,C........;_~~\D¡,.,.,".·"',,rI\I nr"IO/~'nc:..ttinn~\T@mn\1J2... 7/l6/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL. SUMMARY General Information Site Information Analyst PB Intersection E/ Charro/1-5BO EB ramps Agency/Co. TJKM JuMSdlction City of Dublin Date Performed 7/1612003 Analysis Year Baseline Condition Analvsis Time Period PM Peak Proiect Descrintion 157-164 EastlWest Street: /-580 EB Ramas North/South Street: E/ Charro Intersection Orientation: North-South Study Period Ihrs\: 0.25 "'ehiele Volumes and Adjustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R volume 0 70 76 87 121 0 Peak-Hour Factcr. PHF 0_90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate, HFR 0 77 84 96 134 0 Percent Heaw Vehicles 0 - - 0 - - Median Tv"" Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Confi~uration T R LT Uostream Siana 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 --c- L T R L T R volume 0 0 0 205 10 18 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourtv Flow Rate, HFR 0 0 0 227 11 20 Percent HeawVehioles 0 0 0 0 0 0 Percent Grade (%) 0 0 Fiared Approach N N 3toraae 0 0 RT ChanneliZed 0 0 anas 0 0 0 0 1 1 :;onfiouration LT R Delav. Queue Len....h and Level of Service ¡),pproach NB SB Westbound Eastbound . Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT R ~(vph) 96 238 20 Ie (m) (vøh) 1430 530 920 ki/c 0.07 0.45 0.02 195% queue length 0.22 2.30 0.07 Control Delay 7.7 17.2 9.0 LOS A C A o,pproach Delay - - 16.6 o,ooroaoh LOS - - C > Co¡>\'rigb1 Q 2000 Uoi\><rs;'I' of Floriòo, All Rip R",,,,,,,.d V~iqn 4.11. ~. - - u__, ,,__. .___>_o'-...n__"""'- ...nc:....."....IDH....,,"""'rl\1 "...."I"/,,70C;pftinnc:\T¡::omo\u2... 7/16/2003 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Two-Way Stop COntrol Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Infonnatlon ¡Analyst PB ntersection FallonJ/-580 WE Ramps Agenq/Co. TJKM Jurisdiction City of Dublin Date Performed 71612003 1"J1alysis Year Baseline Condition lAnalvsis Time Period AM Peak Proiect DescnDtlon 157-164 EasVWest Street: 1-580 WB RamDs INorth/South Street: Fallon Intersection Orientation: North-South IStudv Period rhrS\: 0.25 ~ehlCle Volumes and Adiustments aior Street Northbound SOuthbound Movement 1 2 3 4 5 6 L T R L T R rvolume 104 139 0 0 145 189 Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 l-IourlY Flow Rate. HFR 115 154 0 0 161 210 Percent HeawVehicles 0 - - 0 - - Median TVDe Undivided RT ChannerlZed 0 0 Lanes 0 1 0 0 1 0 l;onfiauration LT TR Uostream STanal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R !Volume 33 12 70 0 0 0 Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hounv Flow Rate, HFR 38 13 77 0 0 0 Peroent Heaw Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach - N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 1 0 0 0 Confia uration LT R belav: Queue Lenoth and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane COnfiguration LT LT R " (vph) 115 49 77 C (m) (vph) 1199 366 897 VIe 0.10 0.13 0.09 - 195% queue length 0.32 0.46 0.28 pontrol Delay 8.3 16.4 9.4 LOS A C A APproac::h Delay - - 12.1 APproach LOS - - B :> Vcrsion4,la COpyright C 2000 ¡¡niven;'" of Florida. All Rights RosOlVn<t .._ . _ _ _n _~~_M ..,,,__..n, .,n",~++;...."".\DI;t'I"\""""ri\l "I"':'IIOfnJnC;f'ttino;\Temc\u2... 7/16/2003 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information 'lnalyst PB ntersection Fallon/I-580 WB Ramps ~gency/Co. TJKM urisdiction City of Dublin Date Performed 7/16/2003 Analysis Year Baseline Condition Analvsis Time Period PM Peak Prolect DescriDt\on 157-164 EastNVest Street 1-580 WB Ram"s NorthlSouth Street: Fallon . Intersection Orientation: North·South StudY Period (hl'$): 0.25 Vehicle Volumes and Adiustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 64 200 0 0 219 152 Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 Houriv Flow Rate, HFR 71 222 0 a 243 180 Percent Heaw Vehicles a - - a - - Median Tvee Undivided RT Channelized 0 0 Lanes 0 1 0 a 1 a Confiouratlon LT TR Uostream SlOnal 0 0 Minor Street Westbound Eastbound· Movement 7 8 9 10 11 12 L T R . L T R lVolume 28 6 134 0 0 0 Peak-Hour Factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate, HFR 31 6 148 a 0 0 ~ercent Heaw:Vehicles 0 0 0 a 0 0 ~ercent Grade (%) 0 a Flared Approach N N Storage 0 0 RT Channelized 0 a Lanes 0 1 1 0 0 0 Confiouration LT R Delav. 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TJKM Jurisdiction City of Dublin Date Performed 7/1612003 Analysis Year Baseline + Projer;! !AnalYsis Time Period AM Peak Proiect Descrintlon 157-164 EastlWest Street /·580 WB Ramos North/South Street Fallon Intersection Orientation: North-South Studv Period (hrs): 0.25 Vehicle Volumes and Adiustments Malar Street Northbound Southbound Movement 1 2 3 4 5 6 L T' R L T R Volume 104 139 0 0 223 189 peak-Hcur FactDr PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate HFR 115 154 0 0 247 210 Percent HeawVehicles 0 - - 0 - - Median Tvpe Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 ConfiQuration LT TR Uostream Sional 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Wolume 33 12 92 0 0 0 Peak-Hour FactDr PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourlv Flow Rate HFR 36 13 102 0 0 0 Percent Heaw Vehicles 0 0 0 0 0 0 Percent Grade (%) .0 0 Flared Approaoh N N Storaoe 0 0 RT Channelized 0 0 Lanes 0 1 1 0 0 0 confiQuration LT R Delav. Queue Lenath and Level of Service APproach NB S8 Westbound Eastbound Movement 1 4 7 a 9 10 11 12 Lane COnfiguration LT LT R v (vph) 115 49 102 C (m) (vph) 1114 323 897 /e 0.10 0.15 0.11 95% queue length 0.34 0.53 0.38 Control Delay 8.6 18.1 9.5 LOS A C A Approach Delay - - 12.3 Approach LOS - - B > Version 4.la CopYright C 2000 Univmity orf1ori<la, All ~ &oserv.. ""~. Ilr.' ....",.., ,,..,,,,,.,¡.,,O/n ?n"nr!O/" ?n<:;¡o¡+inm::\Plim;1n!'Jnd\Local%20Settinas\TemD\u2... 7/16/2003 I I I I I I I I I I I I I I I , I I I I I I I I I I I I I I I I I I I I I I Two~Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information f.nalyst PB Intersection Fal/onl/-580 we Ramps Agency/Co. TJKM urisdiction City of Dub/in Date Performed 7/1612003 ¡Analysis Year Baseline + Project I'Inalvsis Time Period PM Peak prOlect DescriDtion 157-164 EastMIest Street: /-580 we Ramos INorth/South Street: Fal/on Intersection Orientation; Nortf1..South Studv Period (hrs); 0.25 Vehicle Volumes and Adiustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R /.Iolu me 64 200 0 0 264 162 Peak-Hour Factor, PHF 0.90 0,90 0.90 0.90 0.90 0.90 Hourlv Flow Rate. HFR 71 222 0 0 293 180 Percent Heavy Vehicles 0 - - 0 - - Median Tvee Undivided IRT Channelized 0 0 Lanes 0 1 0 0 1 0 ....onfiauration LT TR UDstream Sional 0 0 Minor Street . Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R . /.Iolume 28 6 219 0 0 0 Peak-Hour Factor PHF 0.90 0.90 0.90 0.90 0,90 0.90 Hourly Flow Rate. HFR 31 6 243 0 0 0 PercentHeãvv~eh~les 0 0 0 0 0 0 Percent Grode (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 1 0 0 0 ConfiQuration LT R Delav, Queue Lenatl1 and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT R v (vph) 71 37 243 C (m) (vph) 1099 343 823 V/c 0,06 0.11 0.30 5% queue length 0.21 0.36 1.24 Control Delay 8.5 16.8 11.2 LOS A C B Approach Delay - - 11.9 ~proach LOS - - B > Copyrl¡h< C 2000 univ",ity oHloriœ, An RighI> Reservm version 4.1a .. _^' ...,,~_...n¡ ...".._...:~,,_, ""......"~".,,,i\1 ,,"ooIO/^ ?n<::<>ttlnn<;\Tprr1n\lJ2... 7/16/2003 Ilf'I"Ill II~ II 11....11 '1=:211 1t....'I.c 11"'-11.... n'='c:õ , "" , ,,'" , " II II_ I' II 0 II II ~ 11 1I:>':::J II II ~ r;t It II .... == II nlL.1 II II ~ U 11 g¡ I' II ICI. II II II II IfIn I "" "''' . " "" -" , , VIii . .e II~ 8U:: ~ ~I Q. Gl- S U % S '_111Ci;. ~ CD t¡¡ n ,i.! .... II '-l- I... 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