公路交通流车速_流量实用关系模型

第33卷第4期2003年7月　东南大学学报(自然科学版)JOURNALOFSOUTHEASTUNIVERSITY(NaturalScienceEdition)　Vol.33No.4July2003　　　　　　王　炜(,210096):针对常用的公路交通流车速流量关系模型不能进行交通流超饱和状态下交通分析的不足,本文首先应用大量的交通观测数据建立了各级公路车速流量关系理论模型,通过对公路高峰小时超饱和状态下交通流消散过程的机理分析,研究了各级公路在不同交通负荷条件下的车速流量关系通用模型的结构,并通过与大量观测数据的拟合,建立了各级公路在任何交通负荷条件下的车速流量关系通用模型的函数表达式,提出了各级公路在不同设计车速下的实用模型参数.该模型成功地解决了高峰小时超饱和状态下的交通流速度预测问题,为公路网络规划类、经济分析类项目的开展提供了理论基础.:公路;交通流;速度;流量;模型:U491　　:A　　:1001-0505(2003)04-0487-05Practicalspeed-flowrelationshipmodelofhighwaytraffic-flowWangWei(CollegeofTransportation,SoutheastUniversity,Nanjing210096,China)Abstract:　Aimingattheshortcomingingenerallyusedspeed-flowrelationshipmodel,thetheoreticalmodelsofspeedflowrelationshipforeachhighwayclassareestablishedbaseduponalargenumberofcol-lectedtrafficdata.Thespeedflowrelationshipmodelstructureunderdifferenttrafficloadconditionsisre-viewedbyanalyzingthetrafficflowdissipationmechanismunderpeakhouroversaturatedtrafficcondition.Ageneralspeed-flowrelationshipmodelunderanytrafficloadconditionsisestablishedthroughcurvefittingoflargenumberofobserveddata.Thepracticalmodelparametersforeachhighwayclassunderdifferentde-signspeedarealsoputforward.Thismodelsuccessfullysolvesthespeed-forecastingproblemofthetrafficflowunderpeakhouroversaturatedcondition.Keywords:　highway;traffic-flow;speed;volume;model　:2002-09-05.　:　(1959—),,,,,[e-mail].　　,,,、,、、[1].1　,U、VK:V=UK(1),KV(Greenshields),UV,1(2),V=KjU-U2U0(2),Kj;U0.,Vm,UmU0,Vm.(Greenshields),,1　U-V[2,3].2　　　“”《》,、、、、、、、、,4a,27920、21,3,,.2～4.2　3　4　,1、2,5.1　/(km·h-1)()/(pcu·h-1)(U)(V)1202200V=-0.611U2+73.320U1002200V=-0.880U2+88.000U802000V=-1.250U2+100.00U601800V=-2.000U2+120.000U1002100V=-0.840U2+84.000U801950V=-1.219U2+97.520U601650V=-1.833U2+110.000U2　/(km·h-1)()/(pcu·h-1)(U)(V)7m731400U=73exp(-0.00042V)9m852500U=85exp(-0.000225V)14m953700U=95exp(-0.00021V)5　3　　　,(V/C1).,,,,,,,((V)-(C)).(、),(),,(),[4～6].488东南大学学报(自然科学版)第33卷,,,.———、.2000-06.,,,Um(),,,(6).,()Um,,S,7.6　7　(V/C1),6.,TTVTTC,T,T,TV-TC.TT,,,,Um().Td,TN=TVT(6)D=12TVd6Tdd=TVTV-TCT+dd=VV-Cd=TVC-1(3)Td=DN=12TVdTV=12TV/C-1(4)T+dl=TUmTU=lT+d=2Um1+V/C=U01+V/C(5),U;U0.(5)V/C1,V/C=2,33%.Um,,,,.,(5),,(V/C)2,(5)U=U01+α(V/C)β(6),α,β.(6).4　,V/C0.8,,V/C0.8,(V/C≤0.8),1,V/C1,(6).,V/C=1,.,,,.,V/C0.8,、S,,(6)S、V/C≤0.8,(6),,,V/C=1489第4期王　炜:公路交通流车速流量实用关系模型.U=α0Us1+γ(V/C)β(7),Us;γ.α,β,γ,3V/C≤1.,γ,γ=1,SU0,,γ=12.β,、SV/C≤1,,S(),βV/C,β=α2+α3VC3(8)SV/C≤1.,U=α1Us1+(V/C)ββ=α2+α3VC3(9),α1,α2,α3.3　Us/(km·h-1)C()/(pcu·h-1)α1α2α312022000.931.884.8510022000.951.884.868020001.001.884.906018001.201.884.8810021000.931.884.938019500.981.884.886016501.101.894.858014000.951.886.97409001.401.886.976011001.001.887.00307001.501.887.00406001.001.887.02204001.501.887.02,、;α2,α3,1%.3,α2,α3,,α2=1.88,α3=4.90(,:、)7.00(,:、、).α1.α1().,,(),,,(),,、.α1,3(45%,55%),,:10%,α11%.(9)8～10.8　9　10　5　　490东南大学学报(自然科学版)第33卷,,,,,()(),,.,,,、、、、、、、、、、、.(References)[1]　,　,　.[M].:,2001.96102.[2]Addison,LowPaulS,DavidJ.Orderandchaosinthedy-namicsofvehicleplatoons[J].TrafficEngineering&Con-trol,1996,37(78):456459.[3]DaganzoCF,CassidyMJ,BertiniRL.Possibleexplana-tionsofphasetransitionsinhighwaytraffic[J].Transporta-tionResearch,PartA,1999,33(5):365379.[4]JiangY.Trafficcapacityspeedandqueue-dischargerateofIndiana'sfour-lanefreewayworkzones[A].In:Transporta-tionResearchRecord1657,TRB,NationalResearchCouncil[C].WashingtonDC,1999.3944.[5]SchonfeldP,ChienS.Optimalworkzonelengthsfortwo-lanehighways[J].JournalofTransportationEngineering,UrbanTransportationDivision,ASCE,1999,125(1):2129.[6]NamDD,DrewDR.Analyzingfreewaytrafficundercon-gestion:trafficdynamicsapproach[J].JournalofTrans-portationEngineering,UrbanTransportationDivision,AS-CE,1998,124(3):208212.491第4期王　炜:公路交通流车速流量实用关系模型