诺谟图路面设计计算书

3路面设计1设计年限内累计当量标准轴1）.设计以双轮组单载100KN为标准轴载，即BZZ-100.①．轴载换算以设计弯沉值和沥青层层底拉应力为指标时换算如下表车型ip(KN)1C2C日次/ni日次/100pnCC35.4ii21三菱T63B前轴29.316.41203.683后轴48.0114.927黄河JN163前轴58.616.49559.465后轴114.0111.768淮HF150前轴45.116.410521.040后轴101.511112.025解放SP200前轴31.316.4602.454后轴78.03161.078湘江HQP40前轴23.116.4700.764后轴73.22136.037东风EQ155前轴26.516.41603.173后轴56.72.2129.828太脱拉138S前轴45.416.4450.825后轴90.02.2162.062k1i35.4ii21100pnCCN5741.当以设计弯沉值和沥青层底拉应为指标时，该路竣工后第一年标准轴载的当量轴次为：574次/d；累计当量轴次：（次）23855396.057480.0365180.0136511121NNte2）.验算半刚性基层层底拉应力的累计当量轴次载换算如下表2.当以半刚性基层的拉应为设计指标时，该路竣工后第一年标准轴载的当量轴次为：541次/d；累计当量轴次：（次）22483916.054180.0365180.0136511121NNte2.路面结构厚度设计1.材料分析该地区属于Ⅰ1区，沿线土质为粉质粘土混碎石，路基回弹模量干燥段为MPaE350。2.结构层及结构组合设计中粒式沥青混凝土（AC-16）4cm粗粒式沥青混凝土（AC-25）6cm水泥稳定碎石（5%）25cm二灰土（12：35：53）？3.设计参数选取车型ip(KN)1C’2C’日次/ni日次，，/100pnCC8ii21三菱T63B前轴29.3118.51200.121后轴48.0110.338黄河JN163前轴58.6118.59524.439后轴114.011270.996淮HF150前轴45.1118.51053.325后轴101.511118.282解放SP200前轴31.3118.5600.102后轴78.03124.662湘江HQP40前轴23.1118.5700.010后轴73.22111.540东风EQ155前轴26.5118.51600.72后轴56.7315.128太脱拉138S前轴45.416.4450.520后轴90.02.2142.616k1i8ii21'100pnCCN，，5414材料名称抗压回弹模量（MPa）劈裂强度15℃（MPa）20℃15℃中粒式沥青混凝土120018001.0粗粒式沥青混凝土100012000.8水泥稳定碎石（4%～6%）15000.6二灰土（10：30：60）6000.25土基35—4.容许拉应力计算对于沥青混凝土层5.21.1/224839109.0/09.022.022.0cesANK对于水泥稳定碎石59.11.1/224839135.0/35.011.011.0cesANK对于二灰土04.21.1/224839145.0/45.011.011.0cesANK则容许拉应力为：对于中粒式沥青混凝土MPaKssR4.05.21对于粗粒式沥青混凝土MPaKssR32.05.28.0对于水泥碎石MPaKssR38.059.16.0对于二灰土MPaKssR12.004.225.05.结构厚度计算设计弯沉值bscedAAANl2.0600取0.10.11.1bscAAA则)mm01.0(350.10.11.123855396002.0dl路表弯沉值FEplsc121000其中36.0038.021200063.1PElFKKsc令dsll则58.07.03565.1020003563.136.038.0F则86.458.065.107.0200012003520001FPElsc由于035.010003520EE83.01200100012EE38.065.104h查诺漠图得5.632.11K则57..032.15.686.412KKc查诺漠图得6.4H则cmH99.4865.106.4由弯沉等效换算得：4.244324.22412xnKKEEhhhEEhH，则4.24.210006001000150025699.48xh58.16xh取cm25xh6.层底拉应力的验算mmp其中21mmm①对于中粒式沥青混凝土层三层体系如图38.065.104hrAE1=1200MPaAδδδδδp中粒式沥青混凝土粗粒式沥青混凝土水泥碎石二灰土E2=1000MPaE3=1500MPaE4=600MPaE0=35MPa路表弯沉值计算图式E1＝1200MPah1＝4cmh2＝6cmh3＝25cmh4＝？E2＝1000MPaE3＝1500MPaE4＝600MPaE0＝35MPaE1＝1200MPah＝h1＝4cmH＝？E2＝1000MPaE0＝35MPa多层体系换算图式E1＝1800MPah＝h1＝4cmH＝？E2＝1200MPaE0＝35MPa503.012003520EE67.01800120012EE61.49120060025120015002569.09.09.02449.023329.01411EEhEEhhEEhHiniKk66.465.1061.49H查诺谟图得0故00mm，则Rm符合要求②对于粗粒式沥青混凝土层三层体系如图所示43.106120018004424211441hEEhEEhhiiKk98.065.1043.10h03.34150060025259.09.01449.01339.01411iiiniKkEEhEEhEEhH20.365.1003.34H02.015003520EE25.11200150012EE则诺谟图得0故00mm，则Rm符合要求③对于水泥稳定碎石层三层体系如图所示86.3425150012006150018004443422411441hEEhEEhEEhhiiiiKk27.365.1086.34h82.265.1030H06.06003520EE4.0150060012EE查诺谟图得14.08.029.121mm则38.01.08.029.114.07.021Rmmp符合要求④对于二灰土层三层体系如图所示86.3425150012006150018004443422411441hEEhEEhEEhhiiiiKk27.365.1086.34h82.265.1030H06.06003520EE40.0150060012EE查中层底面弯拉应力系数诺谟图得27.043.009.121nn则MPannpR12.009.043.009.127.07.021符合要求7.最小防冻厚度验算该路段路面结构总厚度为H＝4+6+25+25＝60cm。道路多年最大冻深为：mZd5.3，由《规范》查得路面最小防冻厚度为55～65cm，所以该路段路面结构厚度满足最小防冻要求。8.沥青路面结构图E1＝1200MPah＝?H＝？E2＝1500MPaE0＝35MPaE1＝1500MPah＝?H＝30cmE2＝600MPaE0＝35MPaE1＝1500MPah＝?H＝30cmE2＝600MPaE0＝35MPa1:1.5行车道1.5%2.5%土路肩75700/2路中心线75硬路肩1.5%6.路面结构厚度设计1.材料分析该地区属于Ⅰ1区，沿线土质为粉质粘土混碎石，路基回弹模量中湿段为MPaE300。2.结构层及结构组合设计中粒式沥青混凝土（AC-16）4cm粗粒式沥青混凝土（AC-25）6cm水泥稳定碎石（5%）25cm二灰土（12：35：53）？3.设计参数选取材料名称抗压回弹模量（MPa）劈裂强度15℃（MPa）20℃15℃中粒式沥青混凝土120018001.0粗粒式沥青混凝土100012000.8水泥稳定碎石（4%～6%）15000.6二灰土（10：30：60）6000.25土基30—4.容许拉应力计算对于沥青混凝土层5.21.1/238553909.0/09.022.022.0cesANK对于水泥稳定碎石59.11.1/238553935.0/35.011.011.0cesANK对于二灰土04.21.1/224839145.0/45.011.011.0cesANK则容许拉应力为：对于中粒式沥青混凝土MPaKssR40.050.21对于粗粒式沥青混凝土MPaKssR32.050.28.0对于水泥稳定碎石MPaKssR38.059.16.0对于二灰土MPaKssR12.004.225.05.结构厚度计算设计弯沉值bscedAAANl2.0600取0.10.11.1bscAAA则)mm01.0(350.10.11.123855396002.0dl路表弯沉值FEplsc121000其中36.0038.021200063.1PElFKKsc令dsll则58.07.03565.1020003563.136.038.0F则86.458.065.107.0200012003520001FPElsc由于030.010003020EE83.01200100012EE38.065.104hrAE1=1200MPaAδδδδδp中粒式沥青混凝土粗粒式沥青混凝土水泥稳定碎石二灰土E2=1000MPaE3=1500MPaE4=600MPaE0=30MPa路表弯沉值计算图式E1＝1200MPah1＝4cmh2＝6cmh3＝25cmh4＝？E2＝1000MPaE3＝1500MPaE4＝600MPaE0＝30MPaE1＝1200MPah＝h1＝4cmH＝？E2＝1000MPaE0＝30MPa多层体系换算图式7查诺漠图得8.443.11K则53.043.15.686.412KKc查诺漠图得8.4H则cmH12.5165.108.4由弯沉等效换算得：4.244324.22412xnKKEEhhhEEhH，则4.24.210006001000150025684.62xh21.19xh取cm30xh6.层底拉应力的验算mmp其中21mmm①对于中粒式沥青混凝土层三层体系如图38.065.104h03.012003020EE67.01800120012EE92.51120060030120015002569.09.09.02449.023329.01411EEhEEhhEEhHiniKk88.465.1092.51H查诺谟图得0故00mm，则Rm符合要求②对于粗粒式沥青混凝土层三层体系如图所示43.106120018004424211441hEEhEEhhi