交通规划课程设计

。《交通规划》课程设计任务书设计目的设计内容⑴无约束重力模型进行交通分布预测⑵交通网络的计算机建模⑶非平衡分配法（包括全无全有交通分配、容量限制－增量加载分配、多路径概率分配）和平衡分配进行交通分配预测设计题目⑴现有一规划区域，共划分为5OD1，2，3，分析计算得到未来各交通区间的交通出行时间见4，试用无约束重力模型进行交通分布预测，收敛条件为3。表1交通区12345110005003002001002450150050010015033502008003005041501503007005058010050705002。表2交通区123451510182030212410252031510815354202515103053525353512交通区表3产生量吸引量150004000240004500330003500425002500520002000表4交通区12345151012152021048202031010710304152010820530203030101、3、7、91和通行能力如表2，交通阻抗函数为tt V/C)。i 0i i i请用平衡分配法确定各路段的交通量3。Ⅰ Ⅱ1 2 3Ⅲ Ⅳ Ⅵ Ⅶ4 5 6Ⅷ Ⅸ Ⅹ7 8 9Ⅺ Ⅻ图交通网络图表1OD表137910202050330040107403002093040300表2各路段零流量的出行时间和通行能力表ⅠⅡⅢⅣⅠⅡⅢⅣⅤⅥⅦⅧⅨⅩⅪⅫ033542180605050100C 80

3 3100

2 4100 50

3 250 1004.设计成果每一关键步骤的计算。成果文件、程序流程图和必要说明（包括变量说明等）。⑶采用软件计算必须有输入和输出文件和详细的计算界面。4。课程设计成果设计一无约束重力模型进行交通分布预测使用软件：SPSS、Excel。设计步骤：根据无约束重力模型qij

Oi

2cj ij应先求出代标定参数α、β、β1 2

和γ，再根据模型计算一遍分布交通量，最后通过数次平均系数法迭代得到最终分布交通量。一、使用Excel处理数据并进行运算根据重力模型，两边取对数得ln(q)=lnα+βln(O)+βln(D)-γln(c)转换式子为

ij 1 i 2 j ijy=aaxaxax0+1111+1212+22

=β

=β

=ln(O

=ln(D)，x=ln(c

ij 0

1 1 12 2 2

11 i 12 j2 ijODt转化为目录型表格。根据参数定义和OD表数据，计算出各OD点对的对应样本数据如下：5。。样本数据iJQijOiDjcijyxllx12x21110002100203056.90787.649776157910721.60941250021002450106.21467.649778038433042.30261330021001950185.70387.649775755846522.89041420021001370205.29837.649772225660192.9957151002100850304.60527.649767452363493.40122145027002030126.10927.901076157910722.48492215002700245047.31327.901078038433041.38632350027001950106.21467.901075755846522.30262410027001370254.60527.901072225660193.2189251502700850205.01067.901067452363492.99573135017002030155.85797.438476157910722.70813220017002450105.29837.438478038433042.3026338001700195086.68467.438475755846522.07943430017001370155.70387.438472225660192.708135501700850353.91207.438467452363493.55534115013502030205.01067.207976157910722.99574215013502450255.01067.20797.8038433043.21894330013501950155.70387.20797.5755846522.70814470013501370106.55117.20797.2225660192.302645501350850303.91207.20796.7452363493.401251808002030354.38206.684676157910723.5553521008002450254.60526.684678038433043.218953508001950353.91206.684675755846523.555354708001370354.24856.684672225660193.555355500800850126.21466.684667452363492.4849二、使用SPSS软件进行回归得到参数值将计算得到的y、x、x、x数据复制到SPSS软件中进行线性回归分析11 12 2惯mtlstksmmm填轼但〉牡堰但）转坎0分析色）直销也）图形色）实用程序但）9芒H邑四贮勹宜兰耄n环陛霉先圉忒令、、 可见6.917657.621616.2176578()25.707.657582.895307657223006.917657.621616.2176578()25.707.657582.895307657223004617656.753406.117OO7,622487317.907139621790758246179()7223225.017.906.753.005B67447622.71．910＇＂125＇＂125.30744780136.687447.5814570744722153.917.446.75165.017217175.017.217802082.713.563003.221B 570 721 758 2.7119 6.55 7.21 722 2.“3.3.9143878886.75762340356t4616.687803.223916687583564256687223566.216.686.752.48212224252728293031323356

量--变量，一变量

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一般线性棋型笆）621 7655.70 7.655.30 7.654.61 7.65

广义线性谟型 -－－-－－'－t相关） 6.11 7.907.31 7.906.21 7.90＿11501 7215.70 7.216.55 7.213.91 7.214.38 6.68

但）4.617.90分类4.617.90分类(!:)5.017.90降雏5.867.44度噩(S)5.307.44(!-1.)6.687.44预叽尼）5.707.44生存函数但）391744多垂响应也）函U)心lf!IROC仅J..U

心自动线性建模包）品线性化）谥曲线估计贮）圈部分铜小平方二元LogisticLogistic有序祀!:robit囡非线性(!:'!)函权重估计也)胧两阶呆小二乘法Q)最佳同度(CATREG)卜4.61 6.68卜3.91 4.25 6.686.21

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巴部分相关和偏相关性贮）巴共线性诊断心3标准差3-－－--－－--－－－－-－－－－71!1'i'I1!1汜：

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岱二总*总*|,，邓I出气.j',I，，勺'"'ooo008' 系数a 非标准化系数 标准系数模型B标准误差试用版tSig.1 (常量)9.9672.4963.993.001x11-.019.187-.008-.102.920x12-.012.200-.005-.061.952x2-1.551.142-.954-10.909.000a.因变量:y8。由SPSS软件得出a

=-0.019，a

=-0.012，a=-1.5510 11 12 2根据参数定义算得参数值为α=21311.455，β=-0.019，β=-0.012，γ=1.5511 2标定的无约束重力模型为q 21311.455O0.019ij i

0.012cj

1.551三、使用Excel求解已标定重力模型的交通量由重力模型和样本数据，使用Excel计算分布交通量得到下表9。四、使用Excel进行平均系数法迭代第一次迭代：取重力模型分布交通量中的V/D和U/O数据，根据平均系数法得到各点对应的系数ijFOFD平均系数111.9006135941.4963050871.698459341121.9006135941.3987357581.649674676131.9006135941.4503817421.675497668141.9006135941.5085414771.704577535151.9006135941.8798086941.890211144211.1746796871.4963050871.335492387221.1746796871.3987357581.286707722231.1746796871.4503817421.312530714241.1746796871.5085414771.341610582251.1746796871.8798086941.52724419311.2825726671.4963050871.389438877321.2825726671.3987357581.340654213331.2825726671.4503817421.366477204341.2825726671.5085414771.395557072351.2825726671.8798086941.581190681411.4403907581.4963050871.468347923421.4403907581.3987357581.419563258431.4403907581.4503817421.44538625441.4403907581.5085414771.474466118451.4403907581.8798086941.660099726512.1877854491.4963050871.842045268522.1877854491.3987357581.793260603532.1877854491.4503817421.819083595542.1877854491.5085414771.848163463552.1877854491.8798086942.0337970710。第—次迭代计算。u第—次迭代计算。uil2353.7138778.4294597.5087431.8665308.28384469.802350001.118617717i2628.59172502.8341873.6826216.523724789924469.531340000.894948426i3659.7571635.15741128.7805665.7965138.05453227546030000.929498749i4373.3862230.5282689.66839987076273.03632565.326525000.974534818i5161.4543294.1239159.5187162.7568989.9402176779392000l.131353602D4176.90314441.07293449.15872475.65111957.214116500.0000V4000450035002500200016500系数V/D0.9576472961.0132686551.014740191.009835361.021860616ijijFOFD平均系数111.1186171170.9576472961.038132506121.1186177171.0132686551.065943186131.1186177171.014740191.066678953141.1186177171.009835361.064226538151.1186171171.0218606161.010239166210.8949484260.9576472960.926297861220.8949484261.0132686550.954108541230.8949484261.014740190.954844308240.8949484261.009835360.952391893250.8949484261.0218606160.958404521310.9294987490.9576472960.943573023320.9294987491.0132686550.971383702330.9294981491.014740190.972119469340.9294981491.009835360.969667054350.9294987491.0218606160.975679682410.9745348180.9576472960.966091057420.9145348181.0132686550.993901136430.9745348181.014740190.994637504440.9745348181.009835360.992185089450.9745348181.0218606160.998197717511.1313536020.9576472961.044500449521.1313536021.0132686551.072311128531.1313536021.014740191.073046896541.1313536021.009835361.070594481551.1313536021.021860616l.0766071091。未达到收敛标准ε=3%，继续进行迭代。第三次迭代：ijFOFD平均系数111.0638027330.9574822451.010642489121.0638027331.027577181.045689957131.0638027331.0215902111.042696472141.0638027331.0094608961.036631815151.0638027330.9801312461.02196699210.9415591820.9574822450.949520714220.9415591821.027577180.984568181230.9415591821.0215902110.981574696240.9415591821.0094608960.975510039250.9415591820.9801312460.960845214310.9624274790.9574822450.959954862320.9624274791.027577180.995002329330.9624274791.0215902110.992008845340.9624274791.0094608960.985944187350.9624274790.9801312460.971279362410.9845371310.9574822450.971009688420.9845371311.027577181.006057156430.9845371311.0215902111.003063671440.9845371311.0094608960.996999013450.9845371310.9801312460.982334189511.0552833070.9574822451.006382776521.0552833071.027577181.041430244531.0552833071.0215902111.038436759541.0552833071.0094608961.032372102551.0552833070.9801312461.0177072772。未达到收敛标准ε=3%，继续进行迭代。第四次迭代：ijFOFD平均系数111.0383499360.9662010571.002275497121.0383499361.0246682731.031509104131.0383499361.0180974161.028223676141.0383499361.0072733441.02281164151.0383499360.9762398891.007294913210.9633202270.9662010570.964760642220.9633202271.0246682730.99399425230.9633202271.0180974160.990708821240.9633202271.0072733440.985296785250.9633202270.9762398890.969780058310.9780290820.9662010570.972115069320.9780290821.0246682731.001348677330.9780290821.0180974160.998063249340.9780290821.0072733440.992651213350.9780290820.9762398890.977134485410.990292050.9662010570.978246554420.990292051.0246682731.007480161430.990292051.0180974161.004194733440.990292051.0072733440.998782697450.990292050.9762398890.98326597511.0306830150.9662010570.998442036521.0306830151.0246682731.027675644531.0306830151.0180974161.024390215541.0306830151.0072733441.018978179551.0306830150.9762398891.0034614523。达到收敛标准ε=3%。综上，满足要求的交通分布量如下表所示：交通区1234512475.0907895.0129683.3189487.3083339.64492533.38812337.0043811.2517198.2075221.38633580.9357614.72601086.4325631.8488127.83704342.6480232.2344690.9578986.7265263.24935169.4511337.5494182.0857183.30121088.40324。设计二平衡分配法进行交通分配预测使用软件：TransCAD。设计步骤：使用TransCAD的交通分配功能直接进行设计。软件使用步骤如下：打开软件，点击菜单栏file—newGeographicfilelinegeographic在属性窗口添加出行时间和通行能力，点击OK储存图层。5。。AttributesforNewLayer 已｀FieldName Type WidthDecimalslndex出行盯间 Integer(4bytes)8

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