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预应力混凝土公路桥梁通用设计图成套技术通用图设计计算书装配式先张法预应力混凝土简支空心板上部构造（1m板宽）计算结果汇总设计计算人:复核核对人:单位审核人:项目负责人:编制单位：辽宁省交通勘测设计院编制时间：二OO七年三月
1目录1.计算标准22.计算依据23.参与计算的各材料强度指标24.采用《先张简支空心板计算程序KXB》计算的相关参数25.公路一I级荷载各种路基宽度桥面布置的边板及中板的跨中横向分布系数的计算36.公路一n级荷载各种路基宽度桥面布置的边板及中板的跨中横向分布系数的计算47.20米跨径公路一I级荷载计算结果汇总68.16米跨径公路一I级荷载计算结果汇总249.13米跨径公路一I级荷载计算结果汇总4210.10米跨径公路一I级荷载计算结果汇总6011.20米跨径公路一II级荷载计算结果汇总7812.16米跨径公路一H级荷载计算结果汇总9113.13米跨径公路一H级荷载计算结果汇总10414.10米跨径公路一II级荷载计算结果汇总117
2预应力混凝土公路桥梁通用设计图成套技术装配式先张法预应力混凝土简支空心板上部构造(1m板宽)通用图计算结果汇总1.计算标准(1).设计荷载：公路-I级，公路-n级(2).桥面宽度：0.50+桥面净宽+0.50米(详见通用图《横向总体布置图》)(3).安全等级：一级，二级(4).环境类别：n类(5).结构重要性系数：1.1,1.02.计算依据(1).交通部部颁标准《公路工程技术标准》JTGB01-2003;(2).交通部部颁标准《公路桥涵设计通用规范》JTGD60-2004;(3).交通部部颁标准《公路钢筋混凝土及预应力混凝土桥涵设计规范》JTGD62-2004;(4).交通部专家委员会《预应力混凝土公路桥梁通用设计图成套技术》会议纪要；(5).《预应力混凝土公路桥梁通用设计图成套技术》总体协调组《计算书编制一般规定》;(6).《预应力混凝土公路桥梁通用设计图成套技术》板式桥梁通用图编制组工作大纲(05年11月修订稿)。3.参与计算的各材料强度指标(1).混凝土：公路-I级的预制空心板、铁缝采用C50碎，相应fck=32.4MPa,ftk=2.65MPa,fcd=22.4MPa,ftd=1.83MPa,Ec=3.45X104MPa；公路-U级的预制空心板、较缝及所有荷载等级的桥面铺装混凝土采用C40硅，相应fck=26.8MPa,ftk=2.40MPa,fcd=18.4MPa,f1d=1.65MPa,Ec=3.25X104MPa；(2).预应力钢绞线：采用现行国家标准《预应力混凝土用钢绞线》(GB/T5224),16m及20米跨径空心板采用公称直径(/15.2mm,公称截面面积140mmfpk=1860MPa,融=1260MPa,Ep=1.95Xl()5MPa；13m及10米跨径空心板采用公称直径「2.7mm,公称截面面积98.7mm2,fpk=1860MPa,fpd=1260MPa,Ep=1.95X105MPa；(3).HRB335钢筋：采用现行国家标准《钢筋混凝土用热轧带肋钢筋》(GB1499),fsk=335MPa,fsd=280MPa,Es=2.0X105MPa；(4).R235钢筋：采用现行国家标准《钢筋混凝土用热轧光圆钢筋》(GB13013),f#=235MPa,fsd=195MPa,E,=2.1X105MPa,
31.采用《先张简支空心板计算程序KXB》计算的相关参数混凝土重力密度采用26kN/m3o计算过程中，考虑5cm混凝土铺装参与结构受力(较缝混凝土在计算截面特性时不考虑)。计算分为4个阶段，第一施工阶段为放松预应力钢筋的时刻，计算时定为7天；第二施工阶段为进行桥面系施工的时刻，计算时定为90天；第三施工阶段为50mm的混凝土铺装参与受力的时刻，计算时定为95天；第四施工阶段为计算徐变的终极值，计算时定为3650天；空心板的预应力钢束采用直径炉15.2mm的预应力钢绞线，钢束到空心板底缘的中心距为50mm,钢束横向间距为50mm。预制空心板时，将部分预应力钢束有效长度以外的部分用塑料管套住，进行失效处理。经过失效处理后，空心板的预应力钢束的有效长度是根据计算跨径各八分点计算的钢绞线根数，考虑钢束的传递长度后由程序自动计算确定的，详见计算结果文件。2.公路一I级荷载各种路基宽度桥面布置的边板及中板的跨中横向分布系数的计算表5.120米跨径公路-I级汽车荷载跨中横向分配系数(简支空心板)跨径(m)路基宽(m)桥面宽(cm)边板翼缘长(cm)边板横向分配系数中板横向分配系数横向分配系数取用值较接刚接较接刚接边板max中板max2023.0112562.50.3250.3280.2340.23025.0翼缘:0.2730.23424.5120050.00.3030.3070.2280.22437.5翼缘:0.29226.0127537.50.2880.2920.2230.21828.0135025.00.2680.2730.2190.21350.0翼缘:0.30733.5165025.00.2600.2590.2150.20734.5167537.50.2750.2720.2170.20862.5翼缘:0.328表5.216米跨径公路-I级汽车荷载跨中横向分配系数(简支空心板)跨径(m)路基宽(m)桥面宽(cm)边板翼缘长(cm)边板横向分配系数中板横向分配系数横向分配系数取用值较接刚接较接刚接边板max中板max1623.0112562.50.3400.3450.2460.24125.0翼缘:0.2900.24624.5120050.00.3190.3250.2400.23437.5翼缘:0.31026.0127537.50.3040.3100.2360.22928.0135025.00.2840.2900.2320.22550.0翼缘:0.32533.5165025.00.2780.2760.2300.21834.5167537.50.2950.2900.2320.21962.5翼缘:0.345表5.313米跨径公路I级汽车荷载跨中横向分配系数(简支空心板)跨径(m)路基宽(m)桥面宽(cm)边板翼缘长(cm)边板横向分配系数中板横向分配系数横向分配系数取用值较接刚接较接刚接边板max中板max1323.0112562.50.3580.3670.2580.25325.0翼缘:0.3100.25824.5120050.00.3360.3460.2530.24837.5翼缘:0.33026.0127537.50.3190.3300.2490.24428.0135025.00.3000.3100.2460.23950.0翼缘:0.346
433.5165025.00.2940.2950.2450.23134.5167537.50.3130.3100.2470.23262.5翼缘:0.367表5.410米跨径公路I级汽车荷载用卜中横向分配系数（简支空心板）跨径（m）路基宽（m）桥面宽（cm）边板翼缘长（cm）边板横向分配系数中板横向分配系数横向分配系数取用值较接刚接钱接刚接边板max中板max1023.0112562.50.3790.3930.2730.27025.0翼缘:0.3340.27324.5120050.00.3560.3730.2680.26537.5翼缘:0.35526.0127537.50.3350.3550.2640.26128.0135025.00.3160.3340.2610.25750.0翼缘:0.37333.5165025.00.3120.3160.2610.24734.5167537.50.3330.3320.2640.24862.5翼缘:0.393表中斜体加粗的数字为最终取用的控制设计的各翼缘宽度边板及中板的跨中横向分布系数。即20、16、13、10米跨径空心板控制设计的具体的结论如下：（1）中板为按钱接板法计算的60km/h设计速度（即23米路基宽度）11.25米桥宽2号板的结果；（2）翼缘62.5cm的边板为按刚接板法计算的60km/h设计速度（即23米路基宽度）11.25米桥宽1号板的结果；（3）翼缘50.0cm的边板为按刚接板法计算的80km/h设计速度（即24.5米整体式路基宽度）12.00米桥宽1号板的结果；（4）翼缘37.5cm的边板为按刚接板法计算的100km/h设计速度（即26.0米整体式路基宽度）12.75米桥宽1号板的结果；（5）翼缘25.0cm的边板为按刚接板法计算的120km/h设计速度（即28.0米整体式路基宽度）13.50米桥宽1号板的结果；注：如下列各数据表中未说明以板型号定义2号板为中板，1-6号板为翼缘62.5cm的边板,1-5号板为翼缘50.0cm的边板，1-3号板为翼缘37.5cm的边板，1-2号板为翼缘25.0cm的边板。1.公路一U级荷载各种路基宽度桥面布置的边板及中板的跨中横向分布系数的计算表5.520米跨径公路-II级汽车荷载跨中横向分配系数（简支空心板）跨径（m）路基宽（m）桥面宽（m）边板翼缘长（cm）边板横向分配系数中板横向分配系数横向分配系数取用值较接刚接较接刚接边板max中板max208.585025.00.3060.3120.2550.25425.0翼缘:0.3120.25510.0100050.00.3200.3260.2410.23950.0翼缘:0.32612.0120050.00.3030.3070.2280.224表5.616米跨径公路-II级汽车荷载跨中横向分配系数（简支空心板）跨径路基宽桥面宽边板翼边板横向分配1中板横向分配横向分配系数取用值跨径|路基宽|桥面宽|边板翼|边板横向分配|中板横向分配|横向分配系数取用值
5(m)(m)(m)缘长(cm)系数系数较接刚接较接刚接边板max中板max168.585025.00.3100.3190.2590.25925.0翼缘:0.3190.25910.0100050.00.3310.3390.2500.24850.0翼缘:0.33912.0120050.00.3190.3250.2400.234表5.713米跨径公路I级汽车荷载跨中横向分配系数(简支空心板)跨径(m)路基宽(m)桥面宽(m)边板翼缘长(cm)边板横向分配系数中板横向分配系数横向分配系数取用值较接刚接较接刚接边板max中板max138.585025.00.3160.3280.2650.26525.0翼缘:0.3280.26510.0100050.00.3440.3560.2600.25850.0翼缘:0.35612.0120050.00.3360.3460.2530.248表5.110米跨径公路I级汽车荷载跨中横向分配系数(简支空心板)跨径(m)路基宽(m)桥面宽(m)边板翼缘长(cm)边板横向分配系数中板横向分配系数横向分配系数取用值较接刚接校接刚接边板max中板max108.585025.00.3230.3410.2720.27325.0翼缘:0.3410.27310.0100050.00.3600.3780.2710.27250.0翼缘:0.37812.0120050.00.3560.3730.2680.265表中斜体加粗的数字为最终取用的控制设计的各翼缘宽度边板及中板的跨中横向分布系数。即20、16、13、10米跨径公路H级汽车荷载空心板控制设计的具体的结论如下：(6)中板为按铳接板法计算的40km/h设计速度(即8.5米路基宽度)8.5米桥宽2号板的结果；(7)翼缘25.0cm的边板为按刚接板法计算的40km/h设计速度(即8.5米路基宽度)8.5米桥宽1号板的结果；(8)翼缘50.0cm的边板为按刚接板法计算的60km/h设计速度(即10.0米路基宽度)10。米桥宽1号板的结果；注：对于公路-II级荷载的各板,1-2号板为翼缘25.0cm的边板，1-5如下列各数据表中未说明以板型号定义2号板为中板,号板为翼缘50.0cm的边板。
67.20米跨径公路一I级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X等效截面数据/毛截面特性X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.4579000.0496550.4877540.0850800.3777000.1144001-60.6276000.0672850.4112370.0869250.3777000.0572001-50.6051000.0648530.4230580.0866820.3777000.0572001-30.5751000.0617620.4390410.0863050.3777000.0572001-20.5551000.0590670.4519170.0861360.3777000.057200使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较健面积(m2)(m4)(tn)(m4)(m2)(m2)20.4974000.0592240.4970350.0977040.3777000.1144001-60.7036000.0802020.4141170.1006770.3777000.0572001-50.6748500.0774230.4267490.1001710.3777000.0572001-30.6386000.0740890.4428990.0994810.3777000.0572001-20.6123500.0708830.4573290.0991090.3777000.057200※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※横向分布系数※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※板号恒载(kN/m)汽车人群板号恒载(kN/m)汽车人群23.8540.5000.00023.8540.2340.0001-65.5850.5620.0001-65.5850.3250.0001-55.2320.5000.0001-55.2320.3030.0001-34.8840.4380.0001-34.8840.2830.0001-24.5670.3750.0001-24.5670.2650.000支点横向分布系数跨中横向分布系数※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应标准值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2100.8443.7760.6950.81014.21-6130.7575.4986.51233.21315.41-5124.7549.2941.51176.91255.4
71-31-2恒载产117.9112.4，生的剪力518.9494.8889.6848.31112.111060.31186.2131.0板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2196.4155.2103.551.70.01-6254.8201.4134.267.10.01-5243.1192.2128.164.10.01-3229.7181.6121.060.50.01-2219.1173.1115.457.70.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)269.8249.0304.9378.3402.81-681.6307.1417.2519.0552.91-573.2279.4388.7483.8515.51-365.0252.1361.2449.9479.51-256.8225.9336.6419.6447.3汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2160.2111.762.347.933.51-6186.7137.686.466.446.41-5167.5125.280.762.043.41-3148.4113.075.257.840.51-2129.5101.270.454.137.9汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2160.2112.364.451.840.11-6186.7138.489.071.655.31-5167.5125.983.166.851.61-3148.4113.677.462.348.11-2129.6101.772.358.244.9汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)269.1237.7274.4329.8338.21-680.9293.7379.0455.2466.11-572.6267.4353.8424.9434.91-364.4241.5329.6395.7404.91-256.3216.6308.1369.8378.2汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)219.067.782.9102.8109.5
81-622.283.5113.4141.1150.31-519.976.0105.7131.5140.11-317.768.598.2122.3130.31-215.461.491.5114.1121.6汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)243.630.416.913.09.11-650.837.423.518.112.61-545.534.021.916.911.81-340.330.720.515.711.01-235.227.519.114.710.3汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)243.630.517.514.110.91-650.837.624.219.515.01-545.534.222.618.214.01-340.330.921.016.913.11-235.227.719.715.812.2汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)218.864.674.689.791.91-622.079.9103.0123.8126.71-519.772.796.2115.5118.21-317.565.789.6107.6110.11-215.358.983.8100.5102.8※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2245.2975.81455.61814.51934.21-6302.11237.31926.72404.02563.01-5280.11156.51821.92273.82424.41-3257.11071.71710.82135.62277.21-2236.0996.01617.32019.62153.7承载能力极限状态——承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2521.0386.3238.8154.471.41-6638.2488.1319.5208.098.51-5590.1454.8301.6195.991.9
91-3540.0420.2283.0183.585.61-2493.6388.9267.3172.980.0正常使用极限状态•板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2149.7618.0974.01215.61296.11-6187.8790.41278.61596.51702.51-5176.0744.81213.61515.61616.21-3163.4695.41142.51427.01521.81-2152.2652.91083.91354.11444.1正常使用极限状态——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2128.7543.3882.61102.11175.31-6163.3698.31153.41440.81536.61-5154.0660.91097.01370.41461.61-3143.9619.81034.11292.01378.01-2135.1585.2982.91228.21309.9※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*1.18下或335121-6号边板普通钢筋8.跨中2351-6号边板箍筋1040.1517.60位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335127.支点2351040.102*1.18下霰335121-5号边板普通钢筋10.跨中2351-5号边板箍筋1040.1517.60位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335127.支点2351040.102*1.18下霰33512L3号边板普通钢筋10.跨中2351-3号边板籁筋1040.1517.60位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335127.支点2351040.102*1.18下以335121-2号边板普通钢筋10.跨中2351-2号边板箍筋1040.1517.60
10位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)(根)(MPa)(mm)(肢)(m)(m)上缘335127.支点2351040.102*1.18下缘3351210.跨中2351040.1517.60控制截面预应力钢筋有效根数板号21-61-51-31-2中板预支点L/8L/43L/8(根)(根)14.014.018.018.017.017.016.016.015.015.0跨中(根)(根)6.010.06.010.07.011.06.010.07.011.0应力钢筋类型((根)12.014.015.014.013.0(共5类)编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2019.96062186015.2018.20023186015.2016.60024186015.2013.30025186015.209.9002L6号边板预应力钢筋类型(共7类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2019.96062186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.30026186015.2011.60027186015.209.9002L5号边板预应力钢筋类型(共6类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2019.96072186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.30026186015.209.90021-3号边板预应力钢筋类型(共6类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2019.96062186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.3002
116186015.209.90021-2号边板预应力钢筋类型(共5类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2019.96072186015.2018.20023186015.2016.60024186015.2013.30025186015.209.9002※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※换算截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※位置面积抗弯惯性矩形心至上缘(m)位置面(m2)积抗弯惯性矩(m4)形心至上缘(m)(m2)(m4)支点0.4645420.0507680.494H/20.5035820.0604770.503L/80.4689550.0514900.497L/80.5076870.0612920.506L/40.4707870.0517850.499L/40.5093920.0616260.5083L/80.4721240.0520000.5003L/80.5106360.0618690.509跨中0.4721240.0520000.500跨中0.5106360.0618690.5091-6号边板换算截面特性——预制阶段L6号边板换算截面特性一使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)支点0.6353520.0691140.417H/20.7108150.0822530.420L/80.6398700.0701600.421L/80.7150180.0834280.423L/40.6439350.0710880.424L/40.7188000.0844740.4253L/80.6457140.0714910.4253L/80.7204560.0849290.427跨中0.6457140.0714910.425跨中0.7204560.0849290.4271-5号边板换算截面特性——预制阶段1-5号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)支点0.6132020.0666710.429H/20.6823910.0794640.433L/80.6180570.0677380.433L/80.6869070.0806660.436L/40.6211740.0684140.435L/40.6898080.0814290.4383L/80.6225110.0687020.4363L/80.6910520.0817550.439跨中0.6225110.0687020.436跨中0.6910520.0817550.4391-3号边板换算截面特性——预制阶段1-3号边板换算截面特性一使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)支点0.5828340.0633830.445H/20.6457980.0759190.449L/80.5873520.0643110.449L/80.6500010.0769690.452L/40.5904690.0649420.451L/40.6529020.0776860.4543L/80.5918060.0652110.4523L/80.6541460.0779920.455跨中0.5918060.0652110.452跨中0.6541460.0779920.455中板换算截面特性——使用阶段中板换算截面特性——预制阶段
12位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)支点0.5631830.0606670.458H/20.6198730.0726870.463L/80.5679320.0615860.462L/80.6242920.0737270.467L/40.5697650.0619360.463L/40.6259960.0741240.4683L/80.5711020.0621900.4643L/80.6272410.0744120.469跨中0.5711020.0621900.464跨中0.6272410.0744120.4691-2号边板换算截面特性——预制阶段1-2号边板换算截面特性——使用阶段※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号21-61-51-31-2抗弯行H/2(kN-m)269.7332.3308.1282.8259.7t载能力L/8(kN-m)1073.41361.01272.21178.81095.6L/4(kN-m)1601.12119.42004.11881.81779.03L/8跨中(kN-m)(kN-m)1996.02127.62644.42819.42501.12666.82349.12504.92221.52369.0板号H/2(kN-m)L/8(kN-m)L/4(kN-m)3L/8跨中是否满足(kN-m)(kN-m)2601.41641.82080.32362.52362.5〈是〉1-6663.91758.52665.23110.03110.0〈是〉1-5725.31909.22652.22946.32946.3〈是〉1-3660.31745.82487.62782.12782.1＜是＞1-2722.41874.5结构重要性系数X承载剪力2324.82617.42617.4〈是〉板号H/2(kN)2573.11-6702.01-5649.11-3594.01-2542.9抗剪承载能力L/8(kN)424.9536.9500.3462.2427.8L/4(kN)262.7351.4331.8311.3294.13L/8跨中(kN)(kN)169.978.5228.9108.3215.5101.1201.994.1190.288.0板号H/2(kN)L/8(kN)L/4(kN)3L/8跨中是否满足(kN)(kN)21215.21034.11052.11063.81063.8〈是〉1-61353.11143.11175.11190.91190.9〈是〉1-51354.81147.91174.31184.81184.8〈是〉1-31350.91141.51168.01178.61178.6〈是〉1-21352.51145.51161.81172.41172.4〈是〉抗剪承载能力限值
13梁位下限值(kN)上限值(kN)是否满足边板331.71307.1〈是〉中欣266.01048.2〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X预应力损失/有效预应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算截面预应力钢筋的有效预应力叩C板号阶段混凝土龄期H/2L/8L/43L/8跨中(天)(MPa)(MPa)(MPa)(MPa)(MPa)217.01279.11243.41229.11218.81218.8297.01218.61153.71133.81118.51120.33100.01218.41153.31133.41118.11120.04102.01218.21153.11133.21117.91119.853650.01174.31099.21081.71066.71070.71-617.01282.11248.51219.51207.11207.1297.01230.51174.01127.31109.51111.53100.01230.31173.71126.91109.11111.14102.01230.21173.51126.71108.91110.953650.01187.61123.51071.81053.91058.11-517.01279.21243.21220.91211.61211.6297.01223.81162.21128.61116.41118.43100.01223.61161.81128.21116.01118.04102.01223.41161.61127.91115.71117.753650.01178.01107.21072.31061.51065.71-317.01281.61247.81225.41215.91215.9297.01228.11170.01135.31122.61124.53100.01227.91169.71134.81122.21124.14102.01227.81169.41134.61121.91123.953650.01182.91116.31079.61068.01072.11-217.01278.71243.21229.91220.41220.4297.01221.31159.51143.01129.91131.93100.01221.01159.11142.61129.51131.54102.01220.91158.91142.41129.31131.353650.01173.31101.91088.61076.31080.4合所我的孑口恺里刀¥4出作用广主的号关巳TM阶段龄期H/2L/8L/43L/8跨中(天)(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.056.7249.9428.6535.8571.5297.00.00.00.00.00.03100.025.8112.9193.3241.5257.64102.018.380.9138.7173.5185.053650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——中板阶段龄期H/2L/8L/43L/8跨中(天)(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.45-1.95-3.32-4.12-4.39297.00.000.000.000.000.003100.0-0.21-0.89-1.50-1.87-1.99
144102.053650.0-0.14-0.59-1.00-1.24-1.320.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.45-1.95-3.32-4.12-4.39297.0-0.45-1.95-3.32-4.12-4.393100.0-0.66-2.84-4.82-5.99-6.394102.0-0.80-3.43-5.82-7.22-7.7053650.0-0.80-3.43-5.82-7.22-7.70由预加力产生的钢筋重心处的混凝土法向压应力累计值——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.03.039.0211.4313.1613.16297.02.948.8511.2312.9412.943100.02.678.0610.2411.7811.814102.02.617.8810.0111.5211.5553650.02.617.8810.0111.5211.54由永久作用产生的钢筋重心处的混凝土法向压应力累计值——中板阶段12345各阶E龄期(天)7.097.0100.0102.03650.0史的结构重.H/2(MPa)2.572.492.011.811.81力单独作用L/8(MPa)7.076.895.224.454.45产生的弯矩L/43L/8(MPa)(MPa)8.119.047.918.825.425.804.204.304.194.29—1-6号边板跨中(MPa)8.778.545.423.843.84阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.077.7342.5587.4734.3783.3297.00.00.00.00.00.03100.026.5115.6198.1247.5264.04102.026.6117.2201.1251.4268.153650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——-1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.54-2.34-3.94-4.88-5.21297.00.000.000.000.000.003100.0-0.19-0.79-1.33-1.65-11.764102.0-0.17-0.74-1.25-1.55-11.6553650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——T-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.54-2.34-3.94-4.88-5.21
15297.0-0.54-2.34-3.94-4.88-5.213100.0-0.73-3.13-5.27-6.53-6.974102.0-0.90-3.88-6.52-8.08-8.6253650.0-0.90-3.88-6.52-8.08-8.62由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.778.4013.2715.3415.34297.02.708.2513.0615.1115.113100.02.487.6311.9713.8213.864102.02.417.4311.6613.4613.5053650.02.417.4311.6613.4613.49由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.236.069.3310.4610.13297.02.165.919.1210.239.903100.01.754.506.707.296.894102.01.513.555.145.384.8753650.01.513.555.145.384.87各阶段的结构重力单独作用产生的弯矩-——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.074.9330.3566.4708.0755.2297.00.00.00.00.00.03100.025.0109.1186.8233.4249.04102.024.9109.8188.3235.5251.253650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——L5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.53-2.28-3.85-4.78-5.10297.00.000.000.000.000.003100.0-0.18-0.76-1.28-1.58-1.694102.0-0.16-0.70-1.18-1.47-1.5753650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.53-2.28-3.85-4.78-5.10297.0-0.53-2.28-3.85-4.78-5.103100.0-0.71-3.03-5.12-6.36-6.794102.0-0.87-3.73-6.31-7.83-8.3653650.0-0.87-3.73-6.31-7.83-8.36由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）（MPa）（MPa）（MPa）（MPa）（MPa）
1612345由永♦7.097.0100.0102.03650.0(作用产生13.233.162.892.812.81的钢筋重心9.289.118.388.168.15处的混凝土13.0112.8011.7311.4211.42・法向压应)14.5814.3513.1512.8112.80。累计值14.5814.3513.1812.8412.84—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.717.009.169.809.48297.02.636.838.959.579.263100.02.195.356.616.796.394102.01.954.425.124.974.4853650.01.954.425.114.974.48各阶段的结构重力单独作用产生的弯矩1a县；力拓阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.071.2313.9538.3672.9717.8297.00.00.00.00.00.03100.023.5102.5175.6219.4234.04102.023.2102.5175.8219.8234.453650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一-1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.51-2.20-3.72-4.62-4.93297.00.000.000.000.000.003100.0-0.17-0.72-1.22-1.52-1.624102.0-0.15-0.66-1.12-1.40-1.4953650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一-1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.51-2.20-3.72-4.62-4.93297.0-0.51-2.20-3.72-4.62-4.933100.0-0.68-2.93-4.94-6.14-6.554102.0-0.83-3.59-6.06-7.53-8.0353650.0-0.83-3.59-6.06-7.53-8.03由预加力产生的钢筋重心处的混凝土法向压应力累计值一1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.798.4612.2313.8113.81297.02.718.3012.0313.5913.593100.02.487.6411.0312.4612.494102.02.417.4410.7412.1312.1753650.02.417.4410.7312.1312.16由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-3号边板
17阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.286.258.519.198.88297.02.206.108.308.978.663100.01.804.726.086.325.944102.01.583.854.674.604.1353650.01.573.854.674.604.13各阶段的结构重力单独作用产生的弯矩19县；力拓阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.068.7303.0519.6649.5692.8297.00.00.00.00.00.03100.022.096.0164.3205.3219.04102.021.795.9164.4205.5219.253650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.50-2.15-3.66-4.55-4.85297.00.000.000.000.000.003100.0-0.16-0.69-1.16-1.45-1.544102.0-0.15-0.63-1.07-1.33-1.4253650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一—1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.50-2.15-3.66-4.55-4.85297.0-0.50-2.15-3.66-4.55-4.853100.0-0.66-2.84-4.83-5.99-6.394102.0-0.81-3.47-5.89-7.32-7.8153650.0-0.81-3.47-5.89-7.32-7.81由预加力产生的钢筋重心处的混凝土法向压应力累计值一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.03.269.2211.4413.0413.04297.03.189.0511.2512.8312.833100.02.908.2810.3311.7811.814102.02.828.0610.0611.4711.5053650.02.828.0610.0611.4711.50由永久作用产生的钢筋重心处的混凝土法向压应力累计值一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.767.067.788.498.19297.02.686.897.588.287.983100.02.245.445.505.795.424102.02.014.594.164.153.6953650.02.014.594.164.153.69
18※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派使用阶段由预加力引起的各截面上、下缘混凝土的正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.100.200.220.240.231-60.080.150.220.250.241-50.100.180.230.240.231-30.100.180.230.240.231-20.110.210.230.240.23使用阶段预制板上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.81-2.51-3.21-3.71-3.721-6-0.61-1.94-3.06-3.53-3.551-5-0.74-2.22-3.12-3.51-3.521-3-0.66-2.12-3.08-3.49-3.501-2-0.82-2.41-3.04-3.47-3.49使用阶段预制板下缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.537.9610.2111.7911.851-62.317.5211.8513.7213.791-52.718.2211.6013.0613.131-32.297.4910.9012.3712.441-22.708.1010.2311.7111.78※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段正截面抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力。St板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.53-5.48-8.47-10.45-11.121-6-1.69-6.05-9.46-11.66-12.411-5-1.61-5.78-9.13-11.27-12.001-3-1.54-5.51-8.78-10.83-11.531-2-1.46-5.27-8.52-10.51-11.19长期效应组合——-截面下缘混凝土的正应力。It板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)
192-1.12-4.65-7.51-9.31-9.93
201-6-1.22-5.12-8.33-10.32-11.011-5-1.171-3-1.111-2-1.06短期效应组^一-4.91-8.04-9.99-10.66-4.70-7.74-9.62-10.26-4.51-7.52-9.35-9.97抗裂验算ost+opc(即规氾中的ost-叩C)板号H/2(MPa)L/8(MPa)L/4(MPa)3L/8跨中下限值是否满足(MPa)(MPa)(MPa)21.002.481.751.340.73-1.86〈是〉1-60.621.472.392.061.38-1.86〈是〉1-51.102.442.471.791.13-1.86＜是＞1-30.761.982.121.540.91-1.86〈是〉1-21.24长期效应组合——2.831.711.200.58-1.86〈是〉抗裂验算ok+opc(即规氾中的olt-opc)板号H/2(MPa)L/8(MPa)L/4(MPa)3L/8跨中下限值是否满足(MPa)(MPa)(MPa)21.413.312.712.471.920.00〈是〉1-61.092.403.533.402.790.00〈是〉1-51.553.313.553.072.470.00＜是＞1-31.182.803.162.762.190.00〈是〉1-21.643.592.702.361.810.00〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※斜截面抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※板号H/2L/8L/43L/8跨中下限值(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-1.00-0.33-0.13-0.040.00-1.86＜是＞1-6-1.10-0.44-0.13-0.040.00-1.86〈是〉1-5-0.97-0.36-0.12-0.040.00-1.86〈是〉1-3-0.93-0.33-0.11-0.030.00-1.86〈是〉1-2-0.81-0.27-0.10-0.030.00-1.86〈是〉最大剪力及相应弯矩——混凝土的主拉应力。tp板号H/2L/8L/43L/8跨中下限值(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-1.00-0.33-0.13-0.050.00-1.86＜是＞1-6-1.10-0.44-0.14-0.040.00-1.86〈是〉1-5-0.97-0.37-0.12-0.040.00-1.86〈是〉1-3-0.93-0.33-0.11-0.030.00-1.86〈是〉1-2-0.81-0.27-0.10-0.030.00-1.86〈是〉是否满足是否满足最大弯矩及相应剪力——混凝土的主拉应力。tp※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况混凝土的法向压应力
21※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺装层的上缘。kc(标准效应组合)
22板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)23.375.766.827.868.221-62.984.896.016.907.201-52.984.866.026.927.221-32.984.846.076.987.291-22.994.826.147.057.36预制板上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.767.6311.0713.5014.311-62.236.038.9510.9011.551-52.256.079.0911.0711.741-32.276.169.3111.3512.041-22.306.249.5411.6312.33参与受力的混凝土铺装层的上缘。kc+叩t板号21-61-51-31-2预制板H/2(MPa)3.473.073.083.083.10上缘okc+crptL/8(MPa)5.965.055.045.025.03L/4(MPa)7.046.236.256.306.363L/8(MPa)8.117.157.167.227.30跨中(MPa)8.457.447.457.527.60上限值(MPa)16.2016.2016.2016.2016.20是否满足＜是＞＜是＞＜是＞〈是〉〈是〉板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21.955.117.859.7910.5916.20＜是＞1-61.624.095.907.378.0016.20〈是〉1-51.513.865.977.568.2116.20〈是〉1-31.614.046.247.868.5316.20〈是〉1-21.483.836.518.168.8416.20〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况预应力钢筋的最大拉应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※opc+op板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2609.81132.81131.61128.21136.11209.0＜是＞1-6617.21161.01128.81124.11132.91209.0＜是＞1-5611.91142.71127.01129.01137.61209.0＜是＞1-3614.21149.81131.91132.61140.91209.0＜是＞1-2608.91133.61139.11138.71146.81209.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况主压应力X
23※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。cp（最大弯矩及相应剪力/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.475.967.859.7910.5919.44＜是＞1-63.075.056.237.378.0019.44〈是〉1-53.085.046.257.568.2119.44〈是〉1-33.085.026.307.868.5319.44〈是〉1-23.105.036.518.168.8419.44〈是〉混凝土的主压应力。卬（最大剪力及相应弯矩/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.465.847.569.339.9819.44〈是〉1-63.064.965.997.017.5119.44〈是〉1-53.084.966.017.217.7319.44〈是〉1-33.074.946.077.518.0419.44〈是〉1-23.104.966.307.808.3519.44〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X放松预应力钢筋时预制板上、下缘法向正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制板上缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(]MPa)(MPa)20.85-0.53-0.93-0.270.020.32-2.7618.76〈是〉1.00-0.44-0.570.350.801.14-2.7618.76〈是〉1.20-0.33-0.091.171.832.24-2.7618.76〈是〉1-60.85-0.34-0.52-0.60-0.43-0.18-2.7618.76〈是〉1.00-0.27-0.21-0.080.230.52-2.7618.76＜是＞1.20-0.180.200.621.101.45-2.7618.76＜是＞1-50.85-0.50-0.81-0.60-0.28-0.03-2.7618.76〈是〉1.00-0.42-0.50-0.060.390.69-2.7618.76〈是〉1.20-0.33-0.070.661.291.65-2.7618.76〈是〉1-30.85-0.39-0.64-0.44-0.120.15-2.7618.76＜是＞1.00-0.32-0.310.120.580.89-2.7618.76〈是〉1.20-0.220.130.871.511.89-2.7618.76＜是＞1-20.85-0.57-0.93-0.260.060.34-2.7618.76V是,1.00-0.49-0.590.330.791.11-2.7618.76〈是〉1.20-0.39-0.141.101.762.15-2.7618.76〈是〉预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(]MPa)(MPa)20.852.777.769.0310.129.86-2.7618.76〈是〉1.002.707.438.489.429.12-2.7618.76〈是〉1.202.606.997.738.508.13-2.7618.76〈是〉1-60.852.426.7510.4511.7711.47-2.7618.76＜是＞
241.002.336.369.7910.9610.60-2.7618.76〈学1.202.215.858.929.889.45-2.7618.761-50.852.937.7410.2511.0510.75-2.7618.76〈譬1.002.857.369.6110.269.90-2.7618.761.202.736.868.769.208.77-2.7618.761-30.852.476.949.5310.3710.08-2.7618.76〈是〉1.002.396.578.919.609.26-2.7618.761.202.276.088.088.578.16-2.7618.761-20.852.997.798.749.619.33-2.7618.76<<>1.002.907.438.138.858.52-2.7618.761.202.796.957.327.847.43-2.7618.76※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各板的挠度值(m)板号阶段混凝土龄期重力挠度预加力挠度合计(天)(m)(m)(m)217.00.014-0.026-0.013297.00.036-0.063-0.0273100.00.042-0.063-0.0214102.00.045-0.063-0.01853650.00.032-0.045-0.0121-617.00.013-0.029-0.015297.00.034-0.065-0.0313100.00.038-0.066-0.0274102.00.042-0.066-0.02453650.00.031-0.049-0.0181-517.00.014-0.028-0.015297.00.034-0.065-0.0303100.00.039-0.065-0.0264102.00.042-0.065-0.02353650.00.030-0.048-0.0181-317.00.014-0.027-0.013297.00.035-0.062-0.0283100.00.039-0.062-0.0234102.00.043-0.063-0.02053650.00.030-0.046-0.0161-217.00.014-0.026-0.012297.00.035-0.060-0.0253100.00.039-0.061-0.0214102.00.043-0.061-0.01853650.00.030-0.044-0.014各板使用阶段跨中挠度值及预拱度板号恒载挠度(m)活载挠度(m)活载挠度上限值(m)是否满足预拱度(m)2-0.0120.0070.033<是>0.0001-6-0.0180.0070.033〈是〉0.0001-5-0.0180.0070.033〈是〉0.0001-3-0.0160.0060.033〈是〉0.0001-2-0.0140.0060.033〈是〉0.000
25※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)2215.5174.947.60.0438.01-6278.1201.554.80.0534.41-5265.6180.349.00.0494.91-3251.3159.143.20.0453.61-2239.8138.137.50.0415.4※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
268.16米跨径公路一I级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※等效截面数据/毛截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.4114000.0315700.4127190.0615150.2952000.0934001-60.5706000.0427080.3441230.0630910.2952000.0467001-50.5481000.0411610.3544180.0628480.2952000.0467001-30.5181000.0392400.3681840.0624710.2952000.0467001-20.4981000.0374840.3796890.0623020.2952000.046700使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较缝面积(m2)(m4)(m)(m4)(m2)(m2)20.4509000.0384830.4243740.0719400.2952000.0934001-60.6466000.0518620.3507370.0746010.2952000.0467001-50.6178500.0500830.3615850.0740960.2952000.0467001-30.5816000.0479980.3752560.0734060.2952000.0467001-20.5553500.0459050.3879700.0730330.2952000.046700※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※横向分布系数※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※板号恒载(kN/m)汽车人群板号恒载(kN/m)汽车23.8880.5000.00023.8880.2460.00(1-65.7370.5620.0001-65.7370.3400.0001-55.3850.5000.0001-55.3850.3190.0001-35.0390.4380.0001-35.0390.2990.0001-24.7160.3750.0001-24.7160.2800.000支点横向分布系数跨中横向分布系数人群※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应标准值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)
27262.6258.4443.0553.8590.71-683.0343.2588.5735.7784.81-579.0326.6560.0700.1746.8
281-31-2恒载产74.470.7生的剪力307.5292.1527.2500.9659.1626.1703.0667.9板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2143.2113.675.737.90.01-6190.3150.9100.650.30.01-5181.1143.695.847.90.01-3170.5135.290.145.10.01-2161.9128.585.642.80.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)253.7181.7225.3280.0298.21-662.7224.0308.8384.5409.81-556.4204.3289.0360.0383.71-350.0184.7269.7336.1358.31-243.8165.6251.8314.1334.9汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2145.8103.459.246.032.81-6169.7127.482.063.745.41-5152.4116.277.059.842.61-3135.0105.072.056.039.91-2117.994.267.552.537.4汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2145.8104.060.949.238.21-6169.7128.184.268.052.81-5152.4116.878.963.849.41-3135.1105.573.859.646.21-2117.994.669.155.843.3汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)253.3174.4205.5248.2255.61-662.2215.5284.0342.6352.51-555.9196.6266.2321.1330.31-349.6177.9249.0300.3308.71-243.4159.6233.1281.1288.9汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)217.458.772.890.596.3
291-620.372.499.8124.2132.41-518.266.093.4116.3124.01-316.259.787.1108.6115.81-214.153.581.4101.5108.2汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)247.133.419.114.910.61-654.841.226.520.614.71-549.237.524.919.313.81-343.633.923.318.112.91-238.130.421.816.912.1汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)247.133.619.715.912.41-654.841.427.222.017.01-549.237.725.520.616.01-343.634.123.819.314.91-238.130.622.318.014.0汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)217.256.466.480.282.61-620.169.691.8110.7113.91-518.163.586.0103.8106.71-316.057.580.497.099.81-214.051.675.390.893.4※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2174.6646.6949.01183.11261.21-6215.9826.91278.21595.11700.71-5199.3770.31207.31506.91606.81-3182.0711.11132.21413.61507.31-2165.9657.41067.51333.31421.8承载能力极限状态•承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2441.9328.9203.7136.770.81-6542.8418.4276.7186.497.71-5499.6388.6261.1175.691.6
301-3454.8357.8244.9164.685.61-2412.8329.4230.8154.880.2正常使用极限状态•板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2100.2385.6600.7749.7799.41-6127.0500.1804.71004.91071.61-5118.5469.6762.3952.11015.31-3109.4436.8716.0894.4953.81-2101.3408.1677.2846.0902.3正常使用极限状态•——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)284.1331.1533.1665.8710.01-6108.1432.9712.0889.5948.71-5101.6408.3675.6844.1900.21-394.4381.4635.1793.5846.41-288.2358.4601.6751.8801.9※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*1.08下或335121-6号边板普通钢筋7.跨中2351-6号边板箍筋1040.1513.80位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335126.支点2351040.102*1.08下霰335121-5号边板普通钢筋9.跨中2351-5号边板箍筋1040.1513.80位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335126.支点2351040.102*1.08下霰33512L3号边板普通钢筋9.跨中2351-3号边板籁筋1040.1513.80位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335127.支点2351040.102*1.08下以335121-2号边板普通钢筋10.跨中2351-2号边板箍筋1040.1513.80
31位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335126.支点2351040.102*1.08下缘335129.跨中2351040.1513.80控制截面预应力钢筋有效根数板号支点L/8L/43L/8跨中（根）（根）（根）（根）（根）25.07.09.011.011.01-66.010.012.014.014.01-56.010.012.014.014.01-37.09.011.013.013.01-26.08.010.012.012.0中板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2015.96052186015.2013.30023186015.2010.60024186015.207.90021-6号边板预应力钢筋类型（共5类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2015.96062186015.2014.60023186015.2013.30024186015.2010.60025186015.207.9002L5号边板预应力钢筋类型（共5类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2015.96062186015.2014.60023186015.2013.30024186015.2010.60025186015.207.9002L3号边板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2015.96072186015.2013.30023186015.2010.60024186015.207.9002L2号边板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)
32186015.2015.9606186015.2013.3002186015.2010.60024186015.207.9002※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※换算截面特性位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.4167600.0321720.417L/80.4194850.0324720.419L/40.4214750.0326880.4213L/80.4228130.0328330.422跨中0.4228130.0328330.422中板换算截面特性——使用阶段中板换算截面特性——预制阶段置位/2848n4///4ILL3L跨※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※面积抗弯惯性矩形心至上缘(m2)(m4)(m)0.4584240.0395270.4310.4602760.0397790.4320.4615200.0399470.4330.4615200.0399470.4330.4558890.0391790.4281-6号边板换算截面特性——预制阶段1-6号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.5772280.0437880.349H/20.6527680.0530950.355L/80.5817190.0445050.352L/80.6569470.0539180.358L/40.5837090.0448190.353L/40.6587990.0542790.3593L/80.5850470.0450300.3543L/80.6600430.0545200.360跨中0.5850470.0450300.354跨中0.6600430.0545200.3601-5号边板换算截面特性——预制阶段1-5号边板换算截面特性一使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.5547210.0421850.359H/20.6240120.0512560.366L/80.5592120.0428650.362L/80.6281900.0520380.369L/40.5612020.0431640.364L/40.6300420.0523810.3703L/80.5625390.0433630.3653L/80.6312870.0526110.371跨中0.5625390.0433630.365跨中0.6312870.0526110.3711-3号边板换算截面特性——预制阶段1-3号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.5250300.0402360.373H/20.5880490.0491480.380L/80.5285080.0407270.376L/80.5912850.0497160.382L/40.5304980.0410050.377L/40.5931370.0500390.3843L/80.5318350.0411900.3783L/80.5943810.0502540.384跨中0.5318350.0411900.378跨中0.5943810.0502540.3841-2号边板换算截面特性——预制阶段1-2号边板换算截面特性一使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.5047030.0383770.385H/20.5614950.0469370.392L/80.5078040.0387890.387L/80.5643810.0474140.395L/40.5097940.0390510.388L/40.5662320.0477170.396
33※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X承载能力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2192.0711.31043.91301.41387.31-6237.5909.51406.11754.61870.81-5219.2847.31328.01657.61767.51-3200.2782.21245.41554.91658.11-2182.5723.11174.31466.61564.0抗弯承载能力板号H/2L/8L/43L/8跨中是否满足(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2394.5947.21290.51579.01579.0〈是〉1-6485.21355.51756.92058.72058.7〈是〉1-5483.51351.41750.42049.02049.0＜是＞1-3528.81263.51614.51913.21913.2〈是〉1-2482.61128.01480.21777.61777.6＜是＞结构重要性系数X承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2486.1361.8224.0150.377.91-6597.1460.2304.3205.0107.51-5549.5427.5287.2193.1100.71-3500.2393.5269.4181.094.21-2454.0362.4253.9170.388.2抗剪承载能力板号H/2L/8L/43L/8跨中是否满足(kN)(kN)(kN)(kN)(kN)21019.4858.6875.3889.5889.5〈是〉1-61139.9966.9983.8996.5996.5〈是〉1-51139.0966.3983.1995.8995.8〈是〉1-31140.3961.9976.9989.6989.6＜是＞1-21136.9955.6970.6983.5983.5〈是〉抗剪承载能力限值梁位下限值上限值是否满足(kN)(kN)边板279.11100.1〈是〉中板223.0878,8＜是＞3L/80.5111320.039225跨中0.5111320.0392250.3890.3893L/80.5674770.047920跨中0.5674770.0479200.3970.397※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
34X预应力损失/有效预应力派※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算截面预应力钢筋的有效预应力印C板号阶段混凝土龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)217.01282.61258.5124L41230.11230.1297.01225.31181.31152.71133.61135.03100.01225.01181.01152.31133.21134.64102.01224.91180.81152.11133.01134.453650.01181.71131.41100.61079.71082.71-617.01282.61246.11230.51220.21220.2297.01230.71165.31142.51127.11128.63100.01230.41164.91142.11126.61128.24102.01230.31164.71141.91126.41128.053650.01187.31109.51087.11071.31074.71-517.01282.31245.81230.11219.81219.8297.01229.61163.51140.31124.71126.23100.01229.41163.11139.91124.21125.84102.01229.21162.91139.71124.01125.553650.01185.21106.21083.11066.91070.21-317.01279.41251.01235.11224.71224.7297.01222.41172.21148.11131.91133.43100.01222.21171.81147.71131.51133.04102.01222.01171.61147.51131.21132.853650.01174.91116.51091.91074.81078.01-217.01281.81256.21240.31229.71229.7297.01227.01182.01157.11140.41141.93100.01226.71181.61156.71140.01141.54102.01226.61181.41156.51139.71141.353650.01180.21128.41102.51084.61087.8件所反的至的里刀串粥作用广生阳弓和T阶段龄期H/2L/8L/43L/8跨中(天)(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.034.3142.2243.9304.9325.2297.00.00.00.00.00.03100.015.864.5110.5138.1147.34102.012.551.788.7110.8118.253650.00.00.00.00.00.04士枷甫Jr的X山住国立山从1拓1M番八'、右1、从TS月涯」^注向H由心山幕去的里刀串推作用广生日"内肋里处西通，耗土区用J旌M刀中板阶段龄期H/2L/8L/43L/8跨中(天)(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.36-1.45-2.46-3.05-3.25297.00.000.000.000.000.003100.0-0.16-0.66-1.12-1.39-1.484102.0-0.12-0.48-0.82-1.02-1.0953650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天)(MPa)(MPa)(MPa)(MPa)(MPa)
3517.0-0.36-1.45-2.46-3.05-3.25297.0-0.36-1.45-2.46-3.05-3.253100.0-0.52-2.11-3.57-4.43-4.734102.0-0.64-2.59-4.39-5.45-5.8253650.0-0.64-2.59-4.39-5.45-5.82由预加力产生的钢筋重心处的混凝土法向压应力累计值一-中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.436.479.3511.2411.24297.02.366.339.1711.0411.043100.02.145.838.4110.0810.104102.02.085.688.219.849.8653650.02.085.688.209.849.86由永久作用产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.075.026.898.207.99297.02.004.896.717.997.793100.01.623.724.835.655.374102.01.453.093.814.394.0553650.01.453.093.814.394.04各阶段的结构重力单独作用产生的弯矩——1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.047.6197.2338.2422.9451.1297.00.00.00.00.00.03100.017.069.8119.5149.3159.34102.018.476.3130.8163.5174.453650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.44-1.76-2.99-3.72-3.97297.00.000.000.000.000.003100.0-0.16-0.63-1.06-1.32-1.414102.0-0.15-0.63-1.06-1.32-1.4153650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一1-6万边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.44-1.76-2.99-3.72-3.97297.0-0.44-1.76-2.99-3.72-3.973100.0-0.59-2.39-4.06-5.04-5.374102.0-0.75-3.02-5.12-6.36-6.7853650.0-0.75-3.02-5.12-6.36-6.78由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-6号边板
36阶段12345由永」龄期(天)7.097.0100.0102.03650.0(作用产生1H/2(MPa)2.692.632.422.342.34的钢筋重心L/8(MPa)8.818.657.977.737.73处的混凝WL/43L/8跨中(MPa)(MPa)(MPa)11.4313.1613.1611.2412.9512.9510.3411.8911.9110.0411.5411.5610.0311.5411.56二法向压应力累计值——1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.267.048.439.449.19297.02.196.898.249.238.983100.01.825.586.286.856.544102.01.604.724.925.184.7853650.01.594.714.915.184.78各阶段的结构重力单独作用产生的弯矩——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.045.7189.4324.9406.2433.3297.00.00.00.00.00.03100.016.065.6112.4140.4149.84102.017.371.6122.8153.5163.753650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.42-1.71-2.91-3.61-3.85297.00.000.000.000.000.003100.0-0.15-0.60-1.01-1.25-1.344102.0-0.15-0.59-1.01-1.25-1.3453650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——L5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.42-1.71-2.91-3.61-3.85297.0-0.42-1.71-2.91-3.61-3.853100.0-0.57-2.31-3.92-4.86-5.194102.0-0.72-2.90-4.93-6.12-6.5253650.0-0.72-2.90-4.93-6.12-6.52由预加力产生的钢筋重心处的混凝土法向压应力累计值——L5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.708.8311.4613.1913.19297.02.638.6711.2712.9812.983100.02.427.9710.3411.8911.914102.02.347.7410.0411.5511.5753650.02.347.7310.0411.5411.56由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板
37阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.287.128.559.589.34297.02.216.968.369.379.133100.01.845.666.427.026.724102.01.624.835.125.435.0453650.01.624.835.115.425.04各阶段的结构重力单独作用产生的弯矩-—1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.043.2179.1307.1383.9409.6297.00.00.00.00.00.03100.015.061.5105.2131.5140.34102.016.267.0114.9143.6153.253650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.40-1.65-2.79-3.47-3.70297.00.000.000.000.000.003100.0-0.14-0.57-0.96-1.19-1.274102.0-0.14-0.56-0.96-1.19-1.2753650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.40-1.65-2.79-3.47-3.70297.0-0.40-1.65-2.79-3.47-3.703100.0-0.55-2.21-3.75-4.66-4.974102.0-0.68-2.78-4.71-5.85-6.2453650.0-0.68-2.78-4.71-5.85-6.24由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.03.167.9310.5812.3312.33297.03.087.7810.4012.1312.133100.02.827.169.5511.1111.144102.02.746.959.2810.8010.8253650.02.746.959.2810.8010.82由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.756.287.798.878.63297.02.676.137.618.668.433100.02.274.945.806.456.164102.02.054.174.574.954.5853650.02.054.174.574.954.58
38各阶段的结构重力单独作用产生的弯矩——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.041.6172.1295.3369.1393.7297.00.00.00.00.00.03100.014.057.398.1122.6130.84102.015.162.7107.5134.4143.453650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.40-1.61-2.74-3.40-3.62297.00.000.000.000.000.003100.0-0.13-0.54-0.91-1.13-1.214102.0-0.13-0.54-0.91-1.13-1.2153650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.40-1.61-2.74-3.40-3.62297.0-0.40-1.61-2.74-3.40-3.623100.0-0.53-2.15-3.65-4.53-4.834102.0-0.66-2.69-4.56-5.66-6.0453650.0-0.66-2.69-4.56-5.66-6.04由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.727.019.7011.4711.47297.02.656.889.5211.2711.273100.02.416.348.7710.3510.374102.02.346.158.5210.0610.0853650.02.346.158.5110.0510.07由永久作用产生的钢筋重心处的混凝土法向压应力累计值——-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.325.406.968.077.84297.02.255.266.797.877.653100.01.894.195.125.825.544102.01.683.473.964.404.0453650.01.683.473.964.394.04※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派使用阶段由预加力引起的各截面上、下缘混凝土的正应力派※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C
39板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.090.150.190.220.211-60.080.170.200.220.211-50.090.180.210.240.231-30.100.170.210.230.221-20.100.160.200.230.22使用阶段预制板上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.64-1.79-2.60-3.12-3.141-6-0.59-2.02-2.64-3.04-3.051-5-0.62-2.10-2.74-3.15-3.161-3-0.75-1.96-2.63-3.07-3.081-2-0.67-1.82-2.54-3.00-3.01使用阶段预制板下缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.045.838.4810.1910.231-62.297.9210.3611.9412.001-52.297.9110.3411.9211.971-32.687.109.5611.1511.191-22.276.288.7810.3910.43※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段正截面抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力。St板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.38-4.56-6.94-8.55-9.101-6-1.55-5.11-8.00-9.85-10.491-5-1.48-4.88-7.69-9.47-10.081-3-1.39-4.64-7.37-9.08-9.661-2-1.33-4.44-7.13-8.78-9.35长期效应组合——-截面下缘混凝土的正应力。It板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.96-3.75-5.99-7.43-7.931-6-1.07-4.21-6.87-8.53-9.091-5-1.02-4.02-6.61-8.20-8.751-3-0.96-3.83-6.33-7.86-8.391-2-0.92-3.69-6.13-7.62-8.12短期效应组合抗裂验算。St+叩C（即规范中的ost-opc）
40板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.661.271.541.641.13-1.86〈是〉1-60.752.812.362.091.51-1.86＜是＞1-50.813.032.652.441.89-1.86＜是＞1-31.292.462.192.071.53-1.86＜是＞1-20.941.841.651.611.09-1.86＜是＞长期效应组合一抗裂验算ok+叩c（即规氾中的olt-opc）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21.082.092.492.762.300.00＜是＞1-61.223.723.493.422.910.00〈是〉1-51.263.893.733.713.220.00〈是〉1-31.723.263.223.282.810.00〈是〉1-21.352.592.642.772.310.00〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※斜截面抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※最大弯矩及相应剪力——混凝土的主拉应力。tp板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.99-0.44-0.15-0.05-0.01-1.86〈是〉1-6-1.05-0.42-0.15-0.05-0.01-1.86＜是＞1-5-0.96-0.36-0.13-0.040.00-1.86〈是〉1-3-0.82-0.33-0.12-0.040.00-1.86〈是〉1-2-0.79-0.31-0.11-0.040.00-1.86〈是〉最大剪力及相应弯矩——混凝土的主拉应力。中板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.99-0.43-0.15-0.05-0.01-1.86＜是＞1-6-1.05-0.42-0.15-0.05-0.01-1.86＜是＞1-5-0.96-0.36-0.13-0.04-0.01-1.86＜是＞1-3-0.82-0.33-0.12-0.04-0.01-1.86＜是＞1-2-0.79-0.31-0.11-0.04-0.01-1.86＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况混凝土的法向压应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺装层的上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)23.195.466.487.507.84
411-62.824.625.726.596.881-52.824.595.736.616.901-32.814.575.796.676.97
421-22.814.555.866.767.06预制板上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-61-51-31-22.456.489.2711.3011.991.985.127.569.219.761.995.157.679.349.902.005.207.849.5510.132.025.278.049.7910.38参与受力的混凝土铺装层的上缘okc+叩t板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-61-51-31-23.275.606.677.718.0516.20〈是〉2.904.795.926.817.0916.20〈是〉2.904.775.956.847.1316.20〈是〉2.914.745.996.917.2016.20〈是〉2.914.716.066.987.2816.20〈是〉预制板上缘okc+opt板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-61-51-31-21.824.686.678.188.8516.20＜是＞1.383.104.926.176.7116.20〈是〉1.373.054.936.196.7416.20〈是〉1.243.245.216.497.0516.20＜是＞1.353.455.506.797.3716.20〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况预应力钢筋的最大拉应力派※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※opc+ap板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-61-51-31-2545.51159.91142.21130.91137.21209.0＜是＞548.61141.81136.31131.91139.21209.0〈是〉547.41136.81130.21124.91132.01209.0〈是〉542.41145.31136.71130.11136.81209.0〈是〉544.51155.61145.61137.81144.41209.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况主压应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。cp（最大弯矩及相应剪力/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足
43(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.275.606.678.188.8519.44＜是＞1-62.905.275.926.817.0919.44〈是〉1-52.905.375.956.847.1319.44〈是〉1-32.914.745.996.917.2019.44〈是〉1-22.914.716.066.987.3719.44〈是〉混凝土的主压应力。卬（最大剪力及相应弯矩/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.275.506.427.788.3119.44＜是＞1-62.905.275.706.446.5919.44〈是〉1-52.905.375.746.486.6319.44〈是〉1-32.904.675.796.546.6919.44〈是〉1-22.904.645.856.626.9319.44＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X放松预应力钢筋时预制板上、下缘法向正应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※^预制板上缘法向正应力X※※※X板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa),(MPa)20.85-0.41-0.55-0.38-0.34-0.11-2.7618.76＜是＞1.00-0.34-0.270.090.250.51-2.7618.76〈是〉1.20-0.250.100.721.031.35-2.7618.76＜是＞1-60.85-0.40-1.05-0.81-0.72-0.53-2.7618.76〈是〉1.00-0.34-0.81-0.41-0.220.00-2.7618.76＜是＞1.20-0.27-0.500.120.450.71-2.7618.76〈是〉1-50.85-0.42-1.11-0.88-0.79-0.60-2.7618.76＜是＞1.00-0.36-0.87-0.47-0.28-0.05-2.7618.76＜是＞1.20-0.28-0.550.080.410.68-2.7618.76〈是〉1-30.85-0.57-0.90-0.68-0.60-0.40-2.7618.76〈是〉1.00-0.51-0.66-0.26-0.070.17-2.7618.76＜是＞1.20-0.43-0.330.310.640.92-2.7618.76〈是〉1-20.85-0.47-0.69-0.47-0.40-0.19-2.7618.76＜是＞1.00-0.41-0.43-0.030.150.40-2.7618.76〈是〉1.20-0.33-0.080.550.881.18-2.7618.76〈是〉预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(]MPa).(MPa)20.852.265.577.719.188.98-2.7618.761.002.195.327.288.668.42-2.7618.761.202.114.996.727.967.67-2.7618.761-60.852.477.829.4710.6510.42-2.7618.76v是,1.002.407.528.9710.029.75-2.7618.761.202.307.128.299.198.85-2.7618.761-50.852.497.899.5910.7910.56-2.7618.76v是,1.002.427.609.1010.189.91-2.7618.761.202.337.228.449.369.04-2.7618.761-30.853.006.988.749.999.77-2.7618.76＜是＞
441.002.936.708.279.409.14-2.7618.76〈是〉1.202.846.327.648.618.30-2.7618.76＜是＞1-20.852.546.027.849.128.90-2.7618.76＜是＞1.002.475.747.378.548.28-2.7618.76〈是〉1.202.385.386.757.767.45-2.7618.76〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各板的挠度值(m)板号阶段混凝土龄期重力挠度预加力挠度合计(天)(m)(m)(m)217.00.008-0.017-0.009297.00.020-0.040-0.0193100.00.024-0.040-0.0164102.00.026-0.040-0.01453650.00.019-0.028-0.0091-617.00.008-0.019-0.011297.00.020-0.043-0.0243100.00.022-0.043-0.0214102.00.025-0.043-0.01953650.00.018-0.032-0.0141-517.00.008-0.019-0.011297.00.020-0.044-0.0243100.00.022-0.044-0.0224102.00.025-0.044-0.01953650.00.018-0.033-0.0151-317.00.008-0.018-0.010297.00.020-0.042-0.0223100.00.022-0.042-0.0194102.00.025-0.042-0.01753650.00.018-0.031-0.0131-217.00.008-0.017-0.009297.00.020-0.039-0.0193100.00.023-0.039-0.0174102.00.025-0.039-0.01453650.00.018-0.029-0.011各板使用阶段跨中挠度值及预拱度板号恒载挠度(m)活载挠度(m)活载挠度上限值(m)是否满足预拱度(m)2-0.0090.0050.026＜是＞0.0001-6-0.0140.0050.026〈是〉0.0001-5-0.0150.0050.026〈是〉0.0001-3-0.0130.0050.026＜是＞0.0001-2-0.0110.0050.026〈是)0.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力
45※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
46支点反力板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)2158.7159.751.60.0370.01-6209.6183.659.30.0452.51-5199.6164.253.10.0416.91-3188.1144.946.80.0379.91-2178.9125.740.60.0345.2※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
479.13米跨径公路一I级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※等效截面数据/毛截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.3804000.0221380.3623620.0471980.2402000.0794001-60.5326000.0298860.3002000.0486190.2402000.0397001-50.5101000.0288070.3093240.0483760.2402000.0397001-30.4801000.0274960.3213630.0479990.2402000.0397001-20.4601000.0262490.3317820.0478300.2402000.039700使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较缝面积(m2)(m4)(m)(m4)(m2)(m2)20.4199000.0275160.3759230.0560950.2402000.0794001-60.6086000.0369360.3095900.0585740.2402000.0397001-50.5798500.0356800.3191090.0580680.2402000.0397001-30.5436000.0342380.3309030.0573780.2402000.0397001-20.5173500.0327420.3423010.0570060.2402000.039700※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X横向分布系数X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点横向分布系数跨中横向分布系数板号恒载汽车人群板号恒载汽车人群(kN/m)(kN/m)23.9290.5000.00023.9290.2580.0001-65.9500.5620.0001-65.9500.3580.0001-55.5960.5000.0001-55.5960.3360.0001-35.2490.4380.0001-35.2490.3150.0001-24.9160.3750.0001-24.9160.2950.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应标准值X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩
48板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-tn)(kN-m)(kN-m)21-61-541.9158.8272.3340.5363.256.8215.6369.7462.2493.053.9204.7351.1438.9468.2
491-350.61-248.0192.3329.7412.2439.6182.2312.4390.5416.5恒载产生的剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2108.586.557.728.80.01-6147.3117.478.339.10.01-5139.8111.574.337.20.01-3131.3104.769.834.90.01-2124.499.266.133.10.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)243.6137.0172.6214.8228.81-650.9169.1237.2295.6315.01-545.8154.4222.5277.4295.71-340.6139.7208.1259.5276.71-235.5125.3194.4242.7258.7汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2134.697.557.344.932.51-6156.7120.279.562.345.11-5140.7109.774.858.642.41-3124.899.370.154.939.81-2108.989.065.751.537.3汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2134.697.958.747.737.11-6156.7120.781.365.951.31-5140.8110.276.462.048.21-3124.899.771.658.045.21-2109.089.467.054.442.3汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)243.3132.3159.4193.2199.81-650.5163.5220.5267.2276.01-545.4149.3207.2251.0259.31-340.3135.2194.1235.1242.81-235.3121.4181.8220.1227.3汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)216.451.464.880.685.9
501-619.163.589.0110.9118.21-517.257.983.5104.1111.01-315.252.478.197.4103.81-213.347.072.991.197.1汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)250.536.621.516.912.21-658.845.129.823.416.91-552.841.228.122.015.91-346.837.326.320.614.91-240.933.424.719.314.0汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)250.536.722.017.913.91-658.845.330.524.719.31-552.841.328.723.318.11-346.837.426.921.816.91-240.933.525.220.415.9汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)216.249.659.872.575.01-619.061.382.8100.2103.61-517.056.077.894.297.31-315.150.772.988.291.11-213.245.568.282.685.3※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2134.2454.5659.2822.0876.31-6166.2584.3900.31123.71198.21-5152.8542.9849.71060.81131.21-3139.0499.7796.2994.31060.31-2126.0459.9749.1935.8998.0承载能力极限状态•承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2389.3292.3182.3126.471.51-6478.4373.4250.5173.998.81-5438.8346.0236.3163.992.9
511-3397.9317.6221.6153.787.01-2359.1291.2208.4144.381.4正常使用极限状态•——短期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)272.4254.8393.2490.8523.31-692.4334.0535.7669.1713.51-586.0312.8506.8633.1675.21-379.1290.1475.3593.8633.31-272.9269.9448.5560.4597.7正常使用极限状态•——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)259.3213.7341.4426.4454.71-677.1283.2464.6580.4619.01-572.2266.5440.1549.9586.51-366.9248.1412.9516.0550.31-262.2232.3390.1487.6520.0※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335124.支点2351040.102*0.98下或335121-6号边板普通钢筋6.跨中2351-6号边板箍筋1040.1511.00位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*0.98下霰335121-5号边板普通钢筋8.跨中2351-5号边板箍筋1040.1511.00位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*0.98下霰33512L3号边板普通钢筋8.跨中2351-3号边板籁筋1040.1511.00位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*0.98下以335121-2号边板普通钢筋8.跨中2351-2号边板箍筋1040.1511.00
52位置标准强度(MPa)直径（mm）根数(根)位置标准强度(MPa)直径（mm）肢数(肢)间距(m)布置长度(m)上缘335125.支点2351040.102*0.98下缘335128.控制截面预应力钢筋有效根数板号支点L/8L/4（根）（根）（根）23.05.07.01-66.08.010.01-55.07.09.01-34.06.08.01-24.06.08.0跨中3L/8（根）（根）9.09.012.012.011.011.010.010.010.010.0235跨中1040.1511.00中板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96032186015.2010.80023186015.208.60024186015.206.4002L6号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96062186015.2010.80023186015.208.60024186015.206.4002L5号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96052186015.2010.80023186015.208.60024186015.206.4002L3号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96042186015.2010.80023186015.208.60024186015.206.40021-2号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96042186015.2010.8002
538.6006.4003186015.204186015.20※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※换算截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.5384770.0305980.304L/80.5416050.0309700.306L/40.5435470.0311990.3073L/80.5450640.0313770.308跨中0.5450640.0313770.308(m2)(m4)(0.6140700.0377620.31：0.6169800.0381960.3150.6187870.0384630.3160.6201980.0386710.3170.6201980.0386710.317面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.3845580.0224790.365H/20.4237700.0279190.379L/80.3864770.0226330.367L/80.4255560.0281020.380L/40.3884200.0227880.368L/40.4273630.0282860.3823L/80.3899370.0229080.3693L/80.4287740.0284290.383跨中0.3899370.0229080.369跨中0.4287740.0284290.383中板换算截面特性——预制阶段中板换算截面特性——使用阶段1-6号边板换算截面特性——预制阶段1-6号边板换算截面特性——使用阶段1-5号边板换算截面特性——预制阶段1-5号边板换算截面特性一一使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.5156780.0294480.313H/20.5850410.0364260.322L/80.5184030.0297550.315L/80.5875770.0367860.324L/40.5203460.0299730.316L/40.5893840.0370410.3253L/80.5218620.0301410.3173L/80.5907950.0372390.326跨中0.5218620.0301410.317跨中0.5907950.0372390.3261-3号边板换算截面特性一-预制阶段L3号边板换算截面特性一—使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.4853770.0280600.325H/20.5485120.0349010.334L/80.4876990.0283040.326L/80.5506720.0351890.336L/40.4896420.0285070.328L/40.5524800.0354280.3373L/80.4911580.0286640.3293L/80.5538910.0356140.338跨中0.4911580.0286640.329跨中0.5538910.0356140.338L2号边板换算截面特性一预制阶段1-2号边板换算截面特性一一使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.4653690.0267770.335H/20.5222540.0333640.346L/80.4676910.0270060.337L/80.5244140.0336340.347L/40.4696340.0271950.338L/40.5262220.0338580.3483L/80.4711500.0273420.3393L/80.5276330.0340320.349跨中0.4711500.0273420.339跨中0.5276330.0340320.349
54※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派承载能力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2147.6499.9725.1904.2963.91-6182.8642.7990.31236.11318.01-5168.1597.2934.71166.91244.31-3152.9549.7875.81093.71166.31-2138.6505.9824.01029.41097.8抗弯承载能力板号H/2L/8L/43L/8跨中是否满足(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2236.8560.6856.61123.51142.2〈是〉1-6380.8947.81251.61529.81548,9＜是＞1-5343.2829.61134.81412.01431.5〈是〉1-3306.7712.91016.91294.51314.1＜是＞1-2305.6710.71012.51287.61306.8〈是〉结构重要性系数X承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2428.2321.6200.5139.078.71-6526.3410.7275.5191.3108.71-5482.7380.6259.9180.3102.11-3437.7349.4243.7169.095.71-2395.0320.3229.3158.889.6抗剪承载能力板号H/2L/8L/43L/8跨中是否满足(kN)(kN)(kN)(kN)(kN)2885.6740.7757.0772.0773.1＜是＞1-6885.6740.7757.0772.0773.1＜是＞1-5994.6835.4850.0863.4864.3＜是＞1-3991.5829.1843.7857.2858.2＜是＞1-2990.5828.3843.0856.5857.4〈是〉抗剪承载能力限值梁位下限值上限值是否满足(kN)(kN)边板244.0961,9＜是＞中板194,2765,4＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预应力损失/有效预应力
55各阶段各计算截面预应力钢筋的有效预应力叩C板号阶段混凝土龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)217.01288.51270.41252.51238.81238.8297.01237.71203.81170.91145.41146.53100.01237.61203.61170.61145.01146.14102.01237.41203.41170.41144.81145.953650.01197.21157.91119.91089.81092.11-617.01282.91255.71239.21226.61226.6297.01230.81181.51154.81133.61134.83100.01230.61181.11154.41133.21134.44102.01230.41180.91154.21132.91134.153650.01187.21128.41099.31075.21077.91-517.01285.31261.41244.71232.01232.0297.01235.21191.91164.41142.61143.83100.01234.91191.61164.01142.21143.44102.01234.81191.41163.81141.91143.153650.01192.21141.21110.71085.71088.31-317.01287.61267.01250.21237.41237.4297.01239.21202.21173.51151.01152.13100.01239.01201.91173.21150.61151.74102.01238.91201.71173.01150.31151.553650.01196.61153.51121.31095.11097.61-217.01287.41266.71249.91237.01237.0297.01238.11200.61171.61148.71149.93100.01237.91200.31171.21148.31149.54102.01237.81200.11171.01148.11149.253650.01194.41150.51117.71091.11093.6合Ivr-FX日V三口帕里刀串强TF用广生四弓和十讽阶段龄期H/2L/8L/43L/8跨中(天)(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.022.585.7147.0183.8196.1297.00.00.00.00.00.03100.010.439.166.983.689.14102.08.934.058.473.077.953650.00.00.00.00.00.0结的里刀半型作用广生阳那脑里（发四通啜士区回注•及■刀1T跟阶段龄期H/2L/8L/43L/8跨中（天)(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.28-1.07-1.82-2.25-2.40297.00.000.000.000.000.003100.0-0.13-0.49-0.83-1.03-1.104102.0-0.10-0.39-0.66-0.82-0.8753650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一一中板阶段龄期H/2L/8L/43L/8跨中（天)(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.28-1.07-1.82-2.25-2.40297.0-0.28-1.07-1.82-2.25-2.40
563100.0-0.42-1.56-2.65-3.28-3.504102.0-0.52-1.95-3.30-4.10-4.3753650.0-0.52-1.95-3.30-4.10-4.37由预加力产生的钢筋重心处的混凝土法向压应力累计值-中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.424.467.489.789.78297.01.374.367.339.609.603100.01.224.036.758.788.794102.01.193.936.588.568.5753650.01.193.936.588.568.57由永久作用产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.133.395.667.537.38297.01.083.295.517.347.193100.00.802.474.105.505.304102.00.671.983.274.464.2053650.00.671.983.274.464.20各阶段的结构重力单独作用产生的弯矩——1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.031.5120.0205.9257.4274.6297.00.00.00.00.00.03100.011.744.075.494.2100.44102.013.551.688.5110.6118.053650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.36-1.33-2.26-2.80-2.99297.00.000.000.000.000.003100.0-0.13-0.49-0.83-1.03-1.104102.0-0.14-0.52-0.88-1.10-1.1753650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一—1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.36-1.33-2.26-2.80-2.99297.0-0.36-1.33-2.26-2.80-2.993100.0-0.49-1.82-3.09-3.83-4.094102.0-0.63-2.34-3.98-4.93-5.2653650.0-0.63-2.34-3.98-4.93-5.26由预加力产生的钢筋重心处的混凝土法向压应力累计值一1-6万边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)
5712345由永♦7.097.0100.0102.03650.0(作用产生12.642.572.372.292.29的钢筋重心7.217.076.546.336.33处的混凝土9.979.799.038.748.74法向压应712.0811.8810.9010.5510.55。累计值12.0811.8810.9210.5710.561-6万边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.285.877.709.279.09297.02.215.747.539.088.893100.01.884.725.947.076.834102.01.663.994.765.625.3153650.01.663.984.765.625.30各阶段的结构重力单独作用产生的弯矩i，马；力拓阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.030.2114.9197.2246.5263.0297.00.00.00.00.00.03100.011.041.370.788.494.24102.012.748.583.2104.0111.053650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.35-1.29-2.20-2.72-2.91297.00.000.000.000.000.003100.0-0.13-0.47-0.79-0.98-1.054102.0-0.13-0.50-0.84-1.04-1.1153650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.35-1.29-2.20-2.72-2.91297.0-0.35-1.29-2.20-2.72-2.913100.0-0.47-1.76-2.99-3.70-3.954102.0-0.60-2.26-3.83-4.75-5.0753650.0-0.60-2.26-3.83-4.75-5.07由预加力产生的钢筋重心处的混凝土法向压应力累计值一-1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.216.229.0111.1411.14297.02.156.108.8510.9610.963100.01.975.668.1810.0710.094102.01.905.477.929.759.7753650.01.905.477.929.759.77由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板
58阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.028.4108.2185.6232.0247.5297.00.00.00.00.00.03100.010.338.666.182.688.14102.011.945.578.097.6104.153650.00.00.00.00.00.0各阶段的结构重力单独作用产生的弯矩1-3号边板结构重力单独作用产生的钢筋重心处的混凝土法向压应力——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.33-1.24-2.10-2.60-2.77297.00.000.000.000.000.003100.0-0.12-0.44-0.75-0.93-0.994102.0-0.13-0.47-0.80-0.99-1.0653650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.33-1.24-2.10-2.60-2.77297.0-0.33-1.24-2.10-2.60-2.773100.0-0.45-1.68-2.85-3.53-3.774102.0-0.57-2.15-3.65-4.52-4.8253650.0-0.57-2.15-3.65-4.52-4.82由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.775.238.0510.2110.21297.01.725.127.9010.0310.033100.01.564.757.319.239.244102.01.514.607.088.958.9653650.01.514.607.088.948.96由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.453.995.957.617.43297.01.393.885.807.437.253100.01.113.074.465.705.484102.00.942.453.434.424.1453650.00.942.453.434.424.13段龄期(天)17.0297.03100.04102.053650.08L/砂pa35—192114T9.8.822A44.3.3.3.2H苗6oooOFP.8.8.5.33M1LLLLL/43L/8(MPa)(MPa)6.818.426.658.235.196.374.095.014.095.00跨中(MPa)8.248.056.144.704.70
59各阶段的结构重力单独作用产生的弯矩——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.027.2103.7177.9222.4237.2297.00.00.00.00.00.03100.09.635.961.476.781.94102.011.242.673.191.497.553650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——L2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.32-1.20-2.04-2.53-2.70297.00.000.000.000.000.003100.0-0.11-0.42-0.71-0.88-0.934102.0-0.12-0.45-0.76-0.94-1.0053650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.32-1.20-2.04-2.53-2.70297.0-0.32-1.20-2.04-2.53-2.703100.0-0.43-1.62-2.75-3.40-3.634102.0-0.55-2.07-3.50-4.35-4.6353650.0-0.55-2.07-3.50-4.35-4.63由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.785.258.0710.2410.24297.01.735.137.9210.0610.063100.01.564.757.319.239.254102.01.514.607.098.958.9753650.01.514.607.098.958.96由永久作用产生的钢筋重心处的混凝土法向压应力累计值——-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.464.046.037.717.54297.01.413.935.887.537.363100.01.133.134.575.835.624102.00.962.543.584.614.3353650.00.962.543.584.614.33※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派使用阶段由预加力引起的各截面上、下缘混凝土的正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C
60板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.070.110.160.200.201-60.080.150.180.220.211-50.080.130.170.210.201-30.070.120.160.200.191-20.080.130.170.210.21使用阶段预制板上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.35-1.24-2.08-2.71-2.721-6-0.59-1.69-2.34-2.82-2.831-5-0.50-1.51-2.19-2.70-2.711-3-0.40-1.30-2.02-2.55-2.561-2-0.42-1.36-2.11-2.67-2.67使用阶段预制板下缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.296.599.1611.0611.091-62.296.599.1611.0611.091-51.875.698.3010.2210.261-31.444.767.419.369.401-21.434.757.409.359.39※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段正截面抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力。st板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.26-3.79-5.70-6.99-7.441-6-1.43-4.32-6.71-8.25-8.781-5-1.37-4.13-6.47-7.95-8.451-3-1.29-3.91-6.18-7.60-8.081-2-1.22-3.72-5.95-7.30-7.77长期效应组合——-截面下缘混凝土的正应力。It板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.84-3.01-4.78-5.92-6.311-6-0.95-3.45-5.61-6.96-7.421-5-0.91-3.30-5.41-6.71-7.151-3-0.85-3.13-5.17-6.41-6.841-2-0.81-2.99-4.98-6.17-6.58短期效应组合抗裂验算。St+叩C（即规范中的osupc）板号H/2L/8L/43L/8跨中下限值是否满足
61长期效应组合抗裂验算ok+opc（即规氾中的olt-opc）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21.343.143.544.103.670.00〈是〉1-61.343.143.544.103.670.00＜是＞1-50.962.392.893.523.110.00＜是＞1-30.591.632.242.952.560.00〈是〉1-20.631.762.423.182.810.00〈是〉>>>>>是是是是是<<<<
62预制板上缘。kc(标准效应组合)板号21-61-51-31-2参与受H/2(MPa)2.221.791.791.791.80力的混凝土有L/8(MPa)5.514.374.394.414.45月装层的」L/4(MPa)7.806.426.516.646.79二缘okc+opt3L/8(MPa)9.507.807.928.088.26跨中(MPa)10.078.278.398.568.76板号H/2(MPa)L/8(MPa)L/4(MPa)3L/8(MPa)跨中(MPa)上限值(MPa)是否满足23.115.236.267.287.6016.20＜是＞1-62.784.505.606.476.7416.20＜是＞1-52.764.455.616.486.7616.20〈是〉1-32.744.415.656.536.8116.20〈是〉1-22.74预制板上缘okc+叩t4.395.726.626.9116.20〈是〉板号H/2(MPa)L/8(MPa)L/4(MPa)3L/8(MPa)跨中(MPa)上限值(MPa)是否满足21.864.275.716.787.3516.20〈是〉1-61.202.684.084.985.4416.20〈是〉1-51.292.884.325.225.6816.20〈是〉1-31.393.114.625.536.0016.20〈是〉1-21.383.094.685.606.0916.20〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况预应力钢筋的最大拉应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※opc+op板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-61-51-31-2506.71182.11154.81132.61137.71209.0＜是＞502.91156.31141.61127.31133.31209.0〈是〉504.81167.61151.31135.51141.41209.0＜是＞506.41178.21159.91142.51148.11209.0〈是〉505.31173.71154.61136.41141.81209.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况主压应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。卬(最大弯矩及相应剪力/标准效应组合)板号支点L/8L/43L/8跨中上限值是否满足
63(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.115.236.267.287.6019.44〈是〉
64.44.44.44.44Q✓O'*Q^1i11114611.7.7.8.96666783244.5.6666660152.6.6.75.工5.✓oCJ1.64434.444.混凝土的主压应力。卬（最大剪力及相应弯矩/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.115.146.026.887.0619.44＜是＞1-62.774.665.416.166.3019.44〈是〉1-52.764.395.436.176.3219.44〈是〉1-32.744.355.476.226.3719.44〈是〉1-22.744.345.546.316.4619.44〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※放松预应力钢筋时预制板上、下缘法向正应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制板上缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)((MPa)20.85-0.14-0.26-0.41-0.66-0.49-2.7618.76＜是＞1.00-0.09-0.06-0.05-0.21-0.01-2.7618.76＜是＞1.20-0.010.220.430.380.62-2.7618.76＜是＞1-60.85-0.45-0.96-0.99-1.15-1.00-2.7618.76〈是〉1.00-0.40-0.78-0.69-0.77-0.60-2.7618.76＜是＞1.20-0.34-0.54-0.28-0.26-0.06-2.7618.76＜是＞1-50.85-0.35-0.72-0.77-0.94-0.79-2.7618.76〈是〉1.00-0.30-0.54-0.46-0.55-0.38-2.7618.76＜是＞1.20-0.23-0.29-0.05-0.030.17-2.7618.76〈是〉1-30.85-0.23-0.46-0.53-0.71-0.56-2.7618.76＜是＞1.00-0.18-0.27-0.21-0.31-0.13-2.7618.76＜是＞1.20-0.12-0.020.220.220.44-2.7618.76〈是〉1-20.85-0.25-0.50-0.58-0.78-0.62-2.7618.76〈是〉1.00-0.20-0.30-0.25-0.36-0.18-2.7618.76＜是＞1.20-0.13-0.040.190.190.41-2.7618.76〈是〉预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(1MPa)1(MPa)20.851.243.806.368.468.31-2.7618.761.001.193.616.048.067.88-2.7618.761.201.133.365.627.537.32-2.7618.761-60.852.526.578.6910.4710.29-2.7618.76v是,1.002.466.348.309.999.78-2.7618.761.202.376.047.789.359.09-2.7618.761-50.852.065.537.709.539.35-2.7618.76＜是＞1.002.005.317.329.068.85-2.7618.761.201.925.016.828.438.18-2.7618.761-30.851.604.496.748.618.44-2.7618.76〈是〉1.001.544.286.388.167.96-2.7618.761.201.473.995.897.567.32-2.7618.761-20.851.614.546.828.728.55-2.7618.76＜是＞
651.001.561.201.484.346.478.288.08-2.7618.76〈是〉4.065.997.697.45-2.7618.76〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各板的挠度值(m)板号阶段混凝土龄期(天)重力挠度(m)预加力挠度(m)合计(m)217.00.004-0.010-0.006297.00.012-0.025-0.0133100.00.013-0.025-0.0124102.00.015-0.025-0.01053650.00.011-0.018-0.0071-617.00.004-0.013-0.008297.00.011-0.029-0.0183100.00.013-0.029-0.0174102.00.014-0.029-0.01553650.00.011-0.022-0.0111-517.00.004-0.012-0.007297.00.011-0.027-0.0163100.00.013-0.027-0.0144102.00.014-0.027-0.01353650.00.011-0.020-0.0101-317.00.004-0.011-0.006297.00.011-0.025-0.0143100.00.013-0.025-0.0124102.00.014-0.025-0.01153650.00.010-0.018-0.0081-217.00.004-0.011-0.007297.00.011-0.025-0.0143100.00.013-0.026-0.0134102.00.014-0.026-0.01153650.00.010-0.018-0.008各板使用阶段跨中挠度值及预拱度板号恒载挠度(m)活载挠度(m)活载挠度上限值(m)是否满足预拱度(m)2-0.0070.0030.021＜是＞0.0001-6-0.0110.0030.021＜是＞0.0001-5-0.0100.0030.021〈是〉0.0001-3-0.0080.0030.021〈是〉0.0001-2-0.0080.0030.021＜是＞0.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力
66※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力
67板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)2121.6148.255.60.0325.51-6164.0170.163.80.0398.01-5155.9152.157.10.0365.21-3146.6134.250.30.0331.11-2139.1116.243.60.0298.9※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
6810.10米跨径公路一I级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X等效截面数据/毛截面特性X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.3494000.0146260.3116560.0342010.1852000.0654001-60.4946000.0196850.2571090.0354880.1852000.0327001-50.4721000.0189790.2649150.0352460.1852000.0327001-30.4421000.0181470.2749750.0348690.1852000.0327001-20.4221000.0173170.2841340.0346990.1852000.032700使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较缝面积(m2)(m4)(m)(m4)(m2)(m2)20.3889000.0186560.3274620.0430170.1852000.0654001-60.5706000.0249440.2695340.0453430.1852000.0327001-50.5418500.0241020.2775950.0448370.1852000.0327001-30.5056000.0231570.2873000.0441470.1852000.0327001-20.4793500.0221460.2972130.0437750.1852000.032700※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X横向分布系数X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点横向分布系数跨中横向分布系数板号恒载汽车人群板号恒载汽车人群(kN/m)(kN/m)23.9840.5000.00023.9840.2730.0001-66.3060.5620.0001-66.3060.3790.0001-55.9430.5000.0001-55.9430.3560.0001-35.5860.4380.0001-35.5860.3330.0001-25.2360.3750.0001-25.2360.3120.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应标准值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)
69225.886.6148.5185.7198.11-636.0121.0207.5259.5276.81-534.1114.6196.7245.9262.3
701-31-2恒载产32.030.2生的剪力107.3101.4184.2174.0230.2217.5245.6232.0板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)277.061.941.320.60.01-6107.686.657.728.90.01-5102.082.054.727.30.01-395.576.851.225.60.01-290.272.648.424.20.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)234.496.9124.4154.9165.11-640.1119.7171.5213.9228.01-536.1109.3160.9200.8214.01-332.098.9150.4187.7200.21-228.088.6140.3175.2186.9汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2122.991.555.544.032.41-6143.2112.977.261.145.11-5128.6103.172.557.542.41-3114.093.268.053.839.71-299.583.563.550.337.1汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2122.991.856.646.236.11-6143.2113.378.664.050.11-5128.6103.473.860.147.01-3114.193.669.156.344.01-299.683.864.652.641.1汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)234.194.1116.5141.9147.41-639.8116.4161.5196.6204.21-535.8106.3151.7184.7191.81-331.896.2142.0172.9179.51-227.886.3132.8161.6167.7汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)215.243.055.268.773.2
711-617.853.176.194.9101.21-516.048.571.489.195.01-314.243.966.783.388.81-212.439.362.377.882.9汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)254.540.624.619.514.41-663.550.134.327.120.01-557.145.732.225.518.81-350.641.430.223.917.61-244.237.128.222.316.5汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)254.540.825.120.516.01-663.650.334.928.422.21-557.145.932.826.720.91-350.641.530.725.019.51-244.237.228.723.318.2汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)215.141.851.763.065.41-617.751.771.787.390.61-515.947.267.382.085.11-314.142.763.076.779.71-212.338.358.971.774.4※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2100.4299.8429.6535.9571.31-6124.4387.1595.7743.7793.11-5113.9358.4561.2700.8747.41-3103.1328.7525.0655.8699.41-292.8300.8492.4615.2656.1承载能力极限状态•承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2340.8259.9164.0118.173.01-6418.6333.0228.1164.0101.21-5382.4307.5214.8154.495.0
721-3345.1281.3201.1144.589.01-2309.5256.5188.6135.483.1正常使用极限状态-——短期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)249.9154.4235.6294.1313.61-664.1204.8327.6409.2436.41-559.4191.1309.3386.4412.11-348.6158.3261.0326.2347.91-249.8163.4272.2340.1362.8正常使用极限状态-——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)239.6125.3198.3247.6264.11-652.1168.8276.1345.0368.01-548.6158.3261.0326.2347.91-344.8146.9244.3305.3325.71-241.4136.8230.1287.6306.7※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335123.支点2351040.102*0.88下或335121-6号边板普通钢筋6.跨中2351-6号边板箍筋1040.158.20位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*1.38下霰335121-5号边板普通钢筋8.跨中2351-5号边板箍筋1040.157.20位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*0.88下霰33512L3号边板普通钢筋7.跨中2351-3号边板籁筋1040.158.20位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335124.支点2351040.102*0.88下以335121-2号边板普通钢筋7.跨中2351-2号边板箍筋1040.158.20
73位置标准强度(MPa)直径(mm)根数(根)位置标准强度(MPa)直径(mm)肢数(肢)间距(m)上缘335124.支点2351040.10下缘335127.跨中2351040.15布置长度(m)2*0.888.20控制截面预应力钢筋有效根数板号支点L/8L/43L/8跨中(根)(根)(根)(根)(根)22.04.06.06.06.01-63.05.07.09.09.01-54.06.08.08.08.01-34.06.08.08.08.01-23.05.07.07.07.0中板预应力钢筋类型(共4类)编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.209.96022186015.208.30023186015.206.60024186015.204.9000L6号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.209.96032186015.208.30023186015.206.60024186015.204.9002L5号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.209.96042186015.208.30023186015.206.60024186015.204.9000L3号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.209.96042186015.208.30023186015.206.60024186015.204.90001-2号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.209.96032186015.208.3002
74186018606.6004.90015.2015.20※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※换算截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.4999160.0201370.260L/80.5017830.0202930.261L/40.5035940.0204430.2623L/80.5053000.0205840.263跨中0.5053730.0205900.263面积抗弯惯性矩形心至上缘(m2)(m4)0.5755480.0254800.5772840.0256660.5789700.0258450.5805570.0260130.5806250.026020(m)0.2720.2730.2740.2750.275中板换算截面特性——预制阶段中板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.3533420.0148470.314H/20.3925690.0189260.330L/80.3547790.0149270.315L/80.3939060.0190230.331L/40.3565380.0150230.316L/40.3955430.0191410.3323L/80.3569800.0150470.3173L/80.3959540.0191710.332跨中0.3569800.0150470.317跨中0.3959540.0191710.3321-6号边板换算截面特性——预制阶段1-6号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.4771660.0193860.268H/20.5465650.0245870.280L/80.4794620.0195680.269L/80.5487010.0248050.282L/40.4812200.0197060.270L/40.5503370.0249700.2833L/80.4816630.0197410.2713L/80.5507490.0250120.283跨中0.4816630.0197410.271跨中0.5507490.0250120.2831-5号边板换算截面特性——预制阶段1-5号边板换算截面特性——使用阶段1-3号边板换算截面特性一-预制阶段L3号边板换算截面特性一—使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.4466790.0184900.278H/20.5098620.0235700.290L/80.4489750.0186590.279L/80.5119980.0237750.291L/40.4507330.0187880.280L/40.5136340.0239300.2923L/80.4511750.0188200.2813L/80.5140450.0239690.292跨中0.4511750.0188200.281跨中0.5140450.0239690.2921-2号边板换算截面特性一预制阶段1-2号边板换算截面特性一一使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.4264050.0176180.287H/20.4833570.0225100.300L/80.4282720.0177470.288L/80.4850940.0226670.301L/40.4300300.0178670.289L/40.4867300.0228130.3023L/80.4304730.0178970.2893L/80.4871410.0228490.302跨中0.4304730.0178970.289跨中0.4871410.0228490.302
75※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派承载能力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2110.5329.8472.6589.5628.41-6136.8425.8655.2818.1872.41-5125.3394.3617.3770.9822.11-3113.4361.5577.5721.3769.31-2102.1330.9541.6676.7721.7抗弯承载能力板号H/2L/8L/43L/8跨中是否满足(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2168.3330.5602.7698.6698.6〈是〉1-6234.1447.4756.2987.11043.7＜是＞1-5247.1508.8830.2929.4929.4＜是＞1-3231.5493.4812.5910.0910.0＜是＞1-2201.4414.8713.2810.9810.9＜是＞结构重要性系数X承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2374.9285.9180.4129.980.31-6460.5366.3250.9180.4111.31-5420.6338.2236.3169.8104.51-3379.7309.4221.3159.097.91-2340.4282.1207.5148.991.4抗剪承载能力板号H/2L/8L/43L/8跨中是否满足(kN)(kN)(kN)(kN)(kN)2761.3631.8649.2655.4655.4＜是＞1-6959.4793.9809.2820.7823.6〈是〉1-5905.5753.1770.1775.3775.3＜是＞1-3849.5708.3726.3731.9731.9＜是＞1-2846.6703.2720.1725.7725.7〈是〉抗剪承载能力限值梁位下限值上限值是否满足(kN)(kN)边板267.41053.9＜是＞中板165.3651.3＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预应力损失/有效预应力
76※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算截面预应力钢筋的有效预应力叩e板号阶段混凝土龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)217.01291.51277.11259.81255.51255.5297.01244.01215.81182.21175.31176.03100.01243.81215.61181.91174.91175.74102.01243.71215.51181.71174.71175.553650.01204.81171.21130.71123.81125.41-617.01291.01273.41256.71241.31240.7297.01247.61215.41185.71157.51157.03100.01247.51215.11185.41157.11156.74102.01247.41215.01185.21156.91156.453650.01209.91171.41136.71102.41102.61-517.01288.21266.61250.41246.41246.4297.01240.91200.01171.31165.71166.53100.01240.71199.71170.91165.31166.24102.01240.61199.51170.71165.11166.053650.01199.81149.91116.41111.51113.41-317.01287.81266.01249.71245.71245.7297.01239.01197.01167.61161.81162.63100.01238.81196.71167.21161.41162.24102.01238.61196.51167.01161.21162.053650.01195.91144.61110.11104.81106.61-217.01290.11272.31255.81251.71251.7297.01243.41209.21178.81172.71173.53100.01243.21208.91178.41172.41173.24102.01243.11208.71178.21172.11173.053650.01200.91159.61123.61117.91119.7谷价fx日可结的里刀半码作用广生阳号足1T板阶段龄期H/2L/8L/43L/8跨中(天)(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.013.545.678.398.0104.5297.00.00.00.00.00.03100.06.320.935.844.847.74102.05.920.034.443.045.853650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一一中板阶段龄期H/2L/8L/43L/8跨中（天)(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.22-0.72-1.22-1.52-1.62297.00.000.000.000.000.003100.0-0.10-0.33-0.56-0.70-0.744102.0-0.08-0.28-0.48-0.60-0.6453650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一一中板阶段龄期H/2L/8L/43L/8跨中（天)(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.22-0.72-1.22-1.52-1.62297.0-0.22-0.72-1.22-1.52-1.62
773100.0-0.32-1.05-1.78-2.21-2.364102.0-0.40-1.33-2.26-2.81-3.0053650.0-0.40-1.33-2.26-2.81-3.00由预加力产生的钢筋重心处的混凝土法向压应力累计值——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.913.346.256.976.97297.00.873.256.126.836.833100.00.742.985.616.276.274102.00.722.905.456.096.1053650.00.722.905.456.096.10由永久作用产生的钢筋重心处的混凝土法向压应力累计值——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.702.625.035.455.35297.00.652.544.905.315.213100.00.421.933.834.053.914102.00.321.573.203.283.0953650.00.321.573.193.273.09各阶段的结构重力单独作用产生的弯矩iw县；力拓16节攻讽阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.019.264.6110.9138.7147.9297.00.00.00.00.00.03100.07.424.742.252.856.34102.09.431.754.468.072.553650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.28-0.92-1.56-1.93-2.06297.00.000.000.000.000.003100.0-0.11-0.35-0.60-0.74-0.794102.0-0.12-0.40-0.69-0.85-0.9153650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一—1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.28-0.92-1.56-1.93-2.06297.0-0.28-0.92-1.56-1.93-2.063100.0-0.38-1.27-2.16-2.67-2.854102.0-0.50-1.67-2.84-3.52-3.7553650.0-0.50-1.67-2.84-3.52-3.75由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-6号边板阶段龄期H/2L/8L/43L/8跨中（天）（MPa）（MPa）（MPa）（MPa）（MPa）
7812345由永♦7.097.0100.0102.03650.0(作用产生11.281.241.101.061.06的钢筋重心4.234.143.833.683.68处的混凝土7.046.906.386.146.13法向压应79.629.458.678.348.34，累计值9.739.568.778.458.441-6万边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.013.325.477.697.67297.00.963.225.347.527.503100.00.722.564.226.005.934102.00.552.013.294.824.6953650.00.552.013.294.824.69各阶段的结构重力单独作用产生的弯矩i，马；力拓阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.018.361.7105.9132.4141.2297.00.00.00.00.00.03100.07.023.139.649.452.74102.08.929.951.264.168.453650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.27-0.88-1.50-1.87-2.00297.00.000.000.000.000.003100.0-0.10-0.33-0.56-0.70-0.754102.0-0.12-0.38-0.65-0.81-0.8753650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.27-0.88-1.50-1.87-2.00297.0-0.27-0.88-1.50-1.87-2.003100.0-0.37-1.22-2.07-2.58-2.754102.0-0.48-1.60-2.72--3.39-3.6153650.0-0.48-1.60-2.72--3.39-3.61由预加力产生的钢筋重心处的混凝土法向压应力累计值一-1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.725.358.068.748.74297.01.675.247.928.588.583100.01.514.847.297.917.924102.01.454.667.027.627.6353650.01.454.667.027.627.63由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板
79阶段12345各阶E龄期(天)7.097.0100.0102.03650.0支的结构重.H/2(MPa)1.451.401.140.970.97力单独作用L/8(MPa)4.464.363.633.063.06产生的弯矩L/4(MPa)6.566.415.224.314.30：——1-3号3L/8跨中(MPa)6.866.715.334.234.23边板(MPa)6.746.585.174.014.01阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.017.157.799.1124.0132.2297.00.00.00.00.00.03100.06.521.536.946.049.14102.08.328.148.260.264.353650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一-1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.25-0.84-1.42-1.77-1.89297.00.000.000.000.000.003100.0-0.10-0.31-0.53-0.66-0.714102.0-0.11-0.36-0.62-0.77-0.8253650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一-1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.25-0.84-1.42-1.77-1.89297.0-0.25-0.84-1.42-1.77-1.893100.0-0.35-1.15-1.95-2.44-2.604102.0-0.46-1.52-2.57--3.21-3.4253650.0-0.46-1.52-2.57--3.21-3.42由预加力产生的钢筋重心处的混凝土法向压应力累计值一1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.735.398.128.808.80297.01.685.287.978.648.643100.01.534.887.347.967.974102.01.474.717.097.697.7053650.01.474.717.097.697.69由永久作用产生的钢筋重心处的混凝土法向压应力累计值一—1-3号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.484.556.707.036.91297.01.434.446.556.876.753100.01.183.735.395.535.374102.01.023.204.524.484.2753650.01.023.204.514.484.27
80各阶段的结构重力单独作用产生的弯矩——1-2号边板阶段12345结构1龄期(天)7.097.0100.0102.03650.0目力单独作,H/2(kN-m)16.40.06.07.80.0用产生的钢L/8(kN-m)55.10.020.026.30.0筋重心处便L/4(kN-m)94.60.034.245.20.0口混凝土法X3L/8跨中(kN-m)118.30.042.756.50.0弓压应力(kN-m)126.20.045.560.20.0-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.24-0.81-1.38-1.72-1.84297.00.000.000.000.000.003100.0-0.09-0.30-0.50-0.62-0.674102.0-0.10-0.35-0.59-0.74-0.7953650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.24-0.81-1.38-1.72-1.84297.0-0.24-0.81-1.38-1.72-1.843100.0-0.33-1.11-1.88-2.35-2.504102.0-0.44-1.46-2.47-3.08-3.2953650.0-0.44-1.46-2.47--3.08-3.29由预加力产生的钢筋重心处的混凝土法向压应力累计值一1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.304.317.077.767.76297.01.264.216.937.617.613100.01.133.906.407.037.044102.01.093.776.186.796.8053650.01.093.766.186.796.80由永久作用产生的钢筋重心处的混凝土法向压应力累计值一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.063.495.696.035.92297.01.023.405.555.895.773100.00.792.794.524.684.534102.00.652.313.713.713.5153650.00.652.313.713.713.51※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派使用阶段由预加力引起的各截面上、下缘混凝土的正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C
81板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.060.100.150.160.161-60.070.110.150.200.201-50.070.130.170.180.181-30.070.130.180.180.181-20.070.110.160.170.17使用阶段预制板上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.20-0.91-1.73-1.94-1.951-6-0.27-1.01-1.70-2.31-2.341-5-0.39-1.32-2.00-2.17-2.181-3-0.41-1.36-2.05-2.23-2.231-2-0.30-1.13-1.86-2.05-2.06使用阶段预制板下缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.973.866.538.889.011-61.414.927.478.138.161-51.414.927.478.138.161-31.454.977.538.198.221-21.023.956.577.247.26※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X使用阶段正截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——一截面下缘混凝土的正应力。st板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.14-2.99-4.42-5.45-5.791-6-1.31-3.49-5.37-6.57-6.991-5-1.25-3.31-5.14-6.33-6.741-3-1.17-3.12-4.90-6.03-6.421-2-1.11-2.96-4.71-5.81-6.17长期效应组合——一截面下缘混凝土的正应力。It板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.72-2.26-3.55-4.43-4.721-6-0.83-2.66-4.32-5.35-5.701-5-0.78-2.53-4.14-5.16-5.501-3-0.74-2.38-3.94-4.91-5.231-2-0.69-2.27-3.79-4.73-5.04短期效应组合一抗裂验算。st+叩c（即规氾中的osupc）板号H/2L/8L/43L/8跨中下限值是否满足
82(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.530.011.341.010.69-1.86＜是＞1-6-0.340.371.162.312.02-1.86〈是〉1-50.171.612.331.801.42-1.86＜是＞1-30.271.852.642.161.80-1.86＜是＞1-2-0.090.981.851.431.08-1.86〈是〉是否满足<值下M>网000.中跨pa)(M乃8L/pa)4(M0.7oooOGooO0.。SS489159253.23.Z4/pao4313卜口11673(M-O.sSSS长期效应组合抗裂验算ok+opc(即规范中的olt-opc)※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X斜截面抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※)太※最大弯矩及相应剪力——混凝土的主拉应力。甲板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.38-0.75-0.20-0.09-0.02-1.861-6-1.33-0.75-0.28-0.09-0.02-1.861-5-1.17-0.58-0.22-0.08-0.02-1.861-3-0.89-0.38-0.14-0.06-0.01-1.861-2-0.92-0.41-0.14-0.06-0.01-1.86最大剪力及相应弯矩——混凝土的主拉应力。tp下限值(MPa)〈是〉＜是＞〈是〉〈是〉＜是＞是否满足板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.37-0.75-0.20-0.09-0.02-1.861-6-1.33-0.75-0.29-0.09-0.02-1.861-5-1.17-0.58-0.22-0.09-0.02-1.861-3-0.89-0.39-0.14-0.06-0.01-1.861-2-0.92-0.41-0.14-0.06-0.01-1.86下限值(MPa)＜是＞〈是〉＜是＞＜是＞〈是〉是否满足※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况混凝土的法向压应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺装层的上缘。kc(标准效应组合)板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.894.715.646.556.851-62.564.025.055.836.091-52.553.985.065.866.121-32.523.955.095.906.16
83预制板上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21.974.506.297.668.121-61.593.595.256.386.761-51.593.595.316.466.841-31.583.595.396.566.951-21.583.615.506.707.10参与受力的混凝土铺装层的上缘。kc+叩t板号21-61-51-31-2预制板H/2(MPa)2.962.632.622.592.58上缘okc+crptL/8(MPa)4.814.134.114.074.03L/4(MPa)5.795.205.245.275.313L/8(MPa)6.716.036.046.086.13跨中(MPa)7.016.296.306.356.40上限值(MPa)16.2016.2016.2016.2016.20是否满足＜是＞＜是＞＜是＞〈是〉〈是〉板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21.773.594.555.726.1716.20〈是〉1-61.332.583.554.074.4216.20＜是＞1-51.202.273.314.294.6716.20〈是〉1-31.172.233.334.334.7116.20〈是〉1-21.282.483.644.655.0516.20〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况预应力钢筋的最大拉应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※opc+op板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-61-51-31-2463.71190.91158.71158.31162.21209.0＜是＞466.11194.61171.71145.41148.31209.0〈是〉462.01171.61149.71152.71157.31209.0＜是＞460.31164.81141.61143.81148.21209.0〈是〉462.01178.61153.71155.21159.41209.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况主压应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。卬（最大弯矩及相应剪力/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)
8422.964.815.796.717.0119.44〈是〉
85混凝土的主压应力。卬（最大剪力及相应弯矩/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)22.954.745.596.386.5719.44＜是＞1-62.624.085.045.775.9319.44〈是〉1-52.624.065.095.775.9319.44〈是〉1-32.594.035.215.825.9819.44〈是〉1-22.573.995.175.876.0319.44〈是〉31731-1oO4.444.※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※放松预应力钢筋时预制板上、下缘法向正应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制板上缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.85-0.05-0.27-0.64-0.52-0.40-2.7618.76＜＜＞1.000.00-0.12-0.39-0.21-0.07-2.7618.761.200.050.07-0.060.200.37-2.7(S18.76＜是＞1-60.85-0.14-0.48-0.77-1.20-1.13-2.7618.76＜是＞1.00-0.11-0.36-0.55-0.93-0.84-2.7618.76〈是〉1.20-0.06-0.19-0.27-0.58-0.47-2.7618.76＜是＞1-50.85-0.28-0.82-1.10-0.99-0.88-2.7618.76＜是＞1.00-0.24-0.70-0.88-0.71-0.59-2.7618.76＜是＞1.20-0.19-0.53-0.59-0.35-0.21-2.7618.76＜是＞1-30.85-0.29-0.85-1.14-1.02-0.92-2.7618.76＜是＞1.00-0.25-0.72-0.92-0.75-0.62-2.7618.76＜是＞1.20-0.20-0.55-0.62-0.38-0.23-2.7618.76＜是＞1-20.85-0.17-0.56-0.87-0.76-0.65-2.7618.76〈是〉1.00-0.13-0.43-0.64-0.47-0.34-2.7618.761.20-0.08-0.25-0.33-0.090.07-2.7618.76预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)，(MPa)20.850.772.965.696.196.08-2.7618.76＜是＞1.000.732.835.475.915.79-2.7618.76＜是＞1.200.682.665.185.545.40-2.7618.76＜是＞1-60.851.133.776.258.768.75-2.7618.76＜是＞1.001.083.615.988.428.39-2.7618.76〈是〉1.201.023.405.617.977.91-2.7618.76＜是＞1-50.851.625.057.467.837.71-2.7618.76＜是＞1.001.584.907.197.507.36-2.7618.76〈是〉1.201.514.696.847.066.88-2.7618.76＜是＞1-30.851.655.147.608.007.88-2.7618.76〈是〉1.001.614.997.347.687.54-2.7618.76＜是＞1.201.554.797.017.267.09-2.7618.76＜是＞1-20.851.183.966.466.886.77-2.7618.76＜是＞
861.001.143.816.226.586.44-2.7618.76v是,1.201.083.625.896.176.00-2.7618.76v是,※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※板号恒载挠度(m)活载挠度(m)活载挠度上限值(m)2-0.0040.0020.0161-6-0.0060.0020.0161-5-0.0060.0020.0161-3-0.0060.0020.0161-2-0.0050.0020.016是否满足各板使用阶段跨中挠度值及预拱度:>>>>>是是是是是<<<<<预拱度(m)0.0000.0000.0000.0000.000各阶段各板的挠度值(m)板号阶段混凝土龄期(天)重力挠度(m)预加力挠度(m)合计(m)217.00.002-0.005-0.003297.00.005-0.013-0.0073100.00.006-0.013-0.0064102.00.007-0.013-0.00653650.00.005-0.009-0.0041-617.00.002-0.007-0.005297.00.005-0.015-0.0103100.00.006-0.015-0.0094102.00.007-0.015-0.00853650.00.005-0.011-0.0061-517.00.002-0.007-0.005297.00.005-0.015-0.0103100.00.006-0.015-0.0094102.00.007-0.015-0.00853650.00.005-0.011-0.0061-317.00.002-0.007-0.005297.00.005-0.016-0.0103100.00.006-0.016-0.0104102.00.007-0.016-0.00953650.00.005-0.011-0.0061-217.00.002-0.006-0.004297.00.005-0.014-0.0093100.00.006-0.014-0.0084102.00.007-0.014-0.00753650.00.005-0.010-0.005※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
87支点反力板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)288.0136.660.60.0285.21-6122.1156.469.40.0347.91-5115.8139.762.00.0317.51-3108.6123.154.60.0286.31-2102.7106.547.30.0256.4※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
8811.20米跨径公路一II级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※等效截面数据/毛截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.4579000.0496550.4877540.0850800.3777000.1144001-20.5551000.0590670.4519170.0861360.3777000.0572001-50.6051000.0648530.4230580.0866820.3777000.057200使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较缝面积(m2)(m4)(m)(m4)(m2)(m2)20.4974000.0592240.4970350.0977040.3777000.1144001-20.6123500.0708830.4573290.0991090.3777000.0572001-50.6748500.0774230.4267490.1001710.3777000.057200※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X横向分布影响线/横向分布系数X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点横向分布系数跨中横向分布系数板号恒载汽车人群板号恒载汽车人群(kN/m)(kN/m)23.6190.5000.00023.6190.2550.0001-24.5680.3750.0001-24.5680.3060.0001-54.8810.5000.0001-54.8810.3200.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应标准值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)299.7438.7752.1940.21002.91-2112.4494.8848.31060.41131.11-5123.1541.8928.91161.11238.5恒载产生的剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2194.2153.5102.351.20.0
891-2219.1173.1115.457.70.01-5239.9189.6126.463.20.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)253.1193.5247.3307.2327.21-244.2183.0289.8361.7385.71-555.6215.2307.1382.5407.6汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2121.886.850.839.127.31-2100.481.961.046.932.81-5127.096.463.949.234.4汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2121.887.352.442.232.61-2100.482.462.650.338.81-5127.097.065.852.940.8汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)252.6184.9223.5268.5275.21-243.8175.7266.5319.7326.81-555.1206.1280.1336.3344.2汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)214.251.665.981.987.21-211.848.877.396.4102.81-514.857.481.9102.0108.7汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)232.523.113.510.47.1-226.821.816.312.58.71-533.825.717.013.19.2汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)232.523.314.011.38.71-226.822.016.713.410.31-533.925.817.514.110.9
90汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)214.049.359.671.673.41-211.746.871.085.287.11-514.754.974.789.791.7※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2213.8869.71341.11673.01783.61-2213.2918.21531.81913.82041.21-5246.21031.81659.22071.52208.9承载能力极限状态——承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2449.1339.0215.8136.357.91-2440.9353.8249.5158.568.81-5513.1399.4268.3169.772.4正常使用极限状态-——短期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2136.9574.2925.31155.21231.91-2143.3622.91051.21313.61401.11-5162.0692.41143.81428.81523.8正常使用极限状态-——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2121.0516.2851.11063.11133.71-2130.1568.0964.21205.11285.41-5145.3627.91051.71314.11401.5※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*1.18
91下缘335128.跨中2351040.1517.601-2号边板普通钢筋1-2号边板籁筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335127.支点2351040.102*1.18下缘3351210.跨中2351040.1117.601-5号边板普通钢筋1-5号边板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335127.支点2351040.102*1.18下缘3351210.跨中2351040.1217.60控制截面预应力钢筋有效根数板号支点L/8L/43L/8跨中（根）（根）（根）（根）（根）26.08.010.012.012.01-67.09.011.013.013.01-56.010.012.014.014.0中板预应力钢筋类型（共4类）编号标准强度（MPa）公称直径（mm）有效长度（m）根数1186015.2019.96062186015.2016.60023186015.2013.30024186015.209.90021-2号边板预应力钢筋类型（共4类）编号标准强度（MPa）公称直径（mm）有效长度（m）根数1186015.2019.96072186015.2016.60023186015.2013.30024186015.209.9002L5号边板预应力钢筋类型（共5类）编号标准强度（MPa）公称直径（mm）有效长度（m）根数1186015.2019.96062186015.2018.20023186015.2016.60024186015.2013.30025186015.209.9002※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X换算截面特性X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
92中板换算截面特性——预制阶段中板换算截面特性——使用阶段位置面积(m2)抗弯惯性矩(m4)形心至上缘(m)位置面(m2)积抗弯惯性矩形心至上缘(m4)(m)H/20.4647340.0507990.494H/20.5037610.0605130.503L/80.4681420.0513580.497L/80.5069340.0611430.506L/40.4702440.0516980.499L/40.5088900.0615280.5073L/80.4716890.0519300.5003L/80.5102340.0617910.508跨中0.4716890.0519300.500跨中0.5102340.0617910.5081-2号边板换算截面特性——预制阶段1-2号边板换算截面特性一—使用阶段位置面积(m2)抗弯惯性矩(m4)形心至上缘(m)位置面(m2)积抗弯惯性矩形心至上缘(m4)(m)H/20.5634310.0607150.459H/20.6201050.0727420.463L/80.5672520.0614550.462L/80.6236610.0735790.466L/40.5693540.0618580.463L/40.6256180.0740360.4683L/80.5707990.0621330.4643L/80.6269620.0743480.469跨中0.5707990.0621330.4641-5号边板换算截面特性——预制阶段跨中0.6269620.0743481-5号边板换算截面特性一0.469一使用阶段位置面积(m2)抗弯惯性矩(m4)形心至上缘(m)位置面(m2)积抗弯惯性矩形心至上缘(m4)(m)H/20.6131170.0666520.429H/20.6823130.0794440.432L/80.6180200.0677300.433L/80.6868760.0806570.436L/40.6201220.0681870.435L/40.6888320.0811730.4373L/80.6215660.0684990.4363L/80.6901760.0815260.438跨中0.6215660.0684990.436跨中0.6901760.0815260.438※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派承载能力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号21-21-5H/2(kN-m)213.8213.2246.2L/8(kN-m)869.7918.21031.8L/4(kN-m)1341.11531.81659.23L/8跨中(kN-m)(kN-m)1673.01783.61913.82041.22071.52208.9抗弯承载能力板号21-21-5结构重H/2(kN-m)563.8676.5623.6:要性系数:L/8(kN-m)1317.61545.31677.9X承载剪力L/4(kN-m)1737.31974.12147.63L/8跨中-m)是否满足＜是＞＜是＞〈是〉(kN-m)2045.22294.02470.9(kN2045.22294.02470.9板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2449.1339.0215.8136.357.91-2440.9353.8249.5158.568.8
931-5513.1399.4268.3169.772.4抗剪承载能力板号H/2L/8L/43L/8跨中是否满足(kN)(kN)(kN)(kN)(kN)21147.6966.0982.5994.9994.9〈是〉1-21277.41252.41269.81282.91282.9〈是〉1-51277.31205.61223.41235.91235.9〈是〉抗剪承载能力限值梁位下限值上限值是否满足(kN)(kN)边板297.61163.5〈是〉中板239.8937.6＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预应力损失/有效预应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算截面预应力钢筋的有效预应力叩C板号阶段混凝土龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)217.01279.91252.51236.11225.01225.0297.01217.51168.51143.81126.31128.63100.01217.31168.21143.51126.01128.34102.01217.11168.01143.31125.81128.153650.01169.91116.01093.01075.71080.41-217.01279.71251.41236.21226.01226.0297.01220.81172.21151.71137.01139.33100.01220.51171.81151.41136.61139.04102.01220.31171.61151.21136.41138.853650.01169.21115.61098.01084.01088.81-517.01282.71246.71231.81221.71221.7297.01229.11165.11145.91132.01134.33100.01228.81164.71145.51131.61134.04102.01228.71164.51145.31131.41133.853650.01181.81108.11092.61080.01085.0各阶段的结构重力单独作用产生的弯矩——中板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.056.7249.9428.6535.8571.5297.00.00.00.00.00.03100.025.8112.9193.3241.5257.64102.017.276.0130.3162.9173.753650.00.00.00.00.00.0处■痂壬•4曲x由佐田立山岛Zb由小、占卜也：目:图jlt七占rr七4i阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.45-1.96-3.33-4.13-4.40
942345由结才97.0100.0102.03650.0勾重力产生10.00-0.21-0.130.00为钢筋重心0.00-0.89-0.550.00处的混凝40.00-1.51-0.940.00二法向压应;0.000.00-1.87-2.00-1.16-1.240.000.00力累计值中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.45-1.96-3.33-4.13-4.40297.0-0.45-1.96-3.33-4.13-4.403100.0-0.66-2.85-4.84-6.00-6.404102.0-0.79-3.40-5.77-7.16-7.6453650.0-0.79-3.40-5.77-7.16-7.64由预加力产生的钢筋重心处的混凝土法向压应力累计值——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.636.969.5611.3111.31297.02.556.819.3711.1011.103100.02.286.198.5310.0810.114102.02.226.058.349.859.8853650.02.226.058.339.859.88由永久作用产生的钢筋重心处的混凝土法向压应力累计值——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.175.006.237.186.90297.02.094.856.046.976.693100.01.613.343.694.083.714102.01.432.652.562.692.2453650.01.432.642.562.692.24各阶段的结构重力单独作用产生的弯矩——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.068.7303.0519.6649.5692.8297.00.00.00.00.00.03100.022.096.0164.3205.3219.04102.021.795.9164.4205.6219.353650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.50-2.16-3.67-4.56-4.86297.00.000.000.000.000.003100.0-0.16-0.69-1.17-1.45-1.544102.0-0.15-0.63-1.07-1.33-1.4253650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——1-2号边板阶段龄期H/2L/8L/43L/8跨中
95（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.50-2.16-3.67-4.56-4.86297.0-0.50-2.16-3.67-4.56-4.863100.0-0.66-2.85-4.84-6.00-6.404102.0-0.81-3.48-5.91-7.33-7.8253650.0-0.81-3.48-5.91733-7.82由预加力产生的钢筋重心处的混凝土法向压应力累计值一T-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.837.319.7011.3211.32297.02.757.169.5211.1211.123100.02.476.548.7310.1910.224102.02.406.368.509.929.9553650.02.406.368.499.929.95由永久作用产生的钢筋重心处的混凝土法向压应力累计值一—1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.335.156.036.766.46297.02.255.005.866.576.263100.01.813.693.894.183.814102.01.602.882.592.592.1353650.01.602.882.592.582.13各阶段的结构重力单独作用产生的弯矩——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.074.9330.3566.4708.0755.2297.00.00.00.00.00.03100.025.0109.1186.8233.4249.04102.023.2102.5175.7219.7234.353650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.53-2.28-3.87-4.80-5.12297.00.000.000.000.000.003100.0-0.18-0.76-1.28-1.59-1.704102.0-0.15-0.65-1.11-1.38-1.4753650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一-1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.53-2.28-3.87-4.80-5.12297.0-0.53-2.28-3.87-4.80-5.123100.0-0.71-3.03-5.15-6.39-6.824102.0-0.86-3.69-6.26-7.77-8.2953650.0-0.86-3.69-6.26-7.77-8.29由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板
96阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.02.418.1010.4612.0612.06297.02.347.9510.2811.8611.863100.02.117.269.4310.8710.914102.02.057.079.1810.5910.6353650.02.057.079.1810.5910.62由永久作用产生的钢筋重心处的混凝土法向压应力累计值———L5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.885.836.607.266.94297.01.815.676.427.066.743100.01.414.234.284.484.094102.01.203.392.932.822.3453650.01.203.382.922.822.34※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X使用阶段由预加力引起的各截面上、下缘混凝土的正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.100.170.190.210.201-20.120.180.200.220.211-50.090.180.190.200.19使用阶段预制板上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.67-1.92-2.67-3.17-3.181-2-0.68-1.89-2.56-3.00-3.011-5-0.52-1.91-2.50-2.902.92使用阶段预制板下缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.106.078.4810.0610.131-22.246.348.6010.0910.171-51.907.069.3110.8010.87※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X使用阶段正截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力。St
97板号H/2L/8L/43L/8跨中
98(MPa)(MPa)(MPa)(MPa)(MPa)2-1.44-5.17-8.12-10.00-10.651-2-1.42-5.09-8.32-10.26-10.921-5-1.53-5.43-8.71-10.74-11.43长期效应组合——截面下缘混凝土的正应力。It板号21-21-5短期效H/2(MPa)-1.06-1.03-1.11应组合——L/8(MPa)-4.45-4.40-4.68-抗裂验算CL/4(MPa)-7.27-7.40-7.77『s[+opc(即%3L/8(MPa)(M-9.02-9.62-9.19-9.81-9.64-10.29Q范中的os【-叩c)跨中Pa）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.660.900.360.06-0.52-1.68〈是〉1-20.821.250.28-0.16-0.75-1.68〈是〉1-50.371.630.600.06-0.56-1.68〈是〉长期效应组合——抗裂验算ok+opc（即规氾中的olt-opc）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21.041.631.211.040.500.00＜是＞1-21.211.941.200.900.360.00〈是〉1-50.792.391.541.150.590.00〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X斜截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※最大弯矩及相应剪力——混凝土的主拉应力。中板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.92-0.40-0.18-0.06-0.52-1.68＜是＞1-2-0.90-0.30-0.15-0.16-0.75-1.68＜是＞1-5-1.10-0.35-0.15-0.06-0.56-1.68＜是＞最大剪力及相应弯矩混凝土的主拉应力。中板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.92-0.39-0.17-0.06-0.23-1.68＜是＞1-2-0.90-0.30-0.14-0.05-0.46-1.68〈是〉1-5-1.10-0.35-0.14-0.05-0.25-1.68＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况混凝土的法向压应力
99※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺装层的上缘。kc（标准效应组合）
100板号H/2L/8(MPa)5.494.814.71隹效应组L/4(MPa)6.496.105.73合)3L/8(MPa)7.386.936.48跨中(MPa)7.677.206.72(MPa)23.531-23.231-53.19预制板上缘。kc（标;板号H/2L/8L/4(MPa)(MPa)(MPa)22.737.2010.591-22.346.069.331-52.255.778.66参与受力的混凝土铺装层的上缘。kc+叩t3L/8(MPa)12.8811.3410.51跨中(MPa)13.6412.0211.13板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.635.656.687.597.8813.40＜是＞1-23.355.006.307.157.4113.40〈是〉1-53.294.895.926.686.9213.40＜是＞预制板上缘okc+（jpt板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)22.055.287.929.7110.4613.40〈是〉1-21.664.176.788.359.0013.40〈是〉1-51.733.866.167.618.2113.40〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况预应力钢筋的最大拉应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※opc+op板号支点(MPa)2527.91-2527.41-5533.5L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)1148.51142.61136.71145.41209.0＜是＞1147.31149.41147.51156.41209.0〈是〉1142.41146.61146.61155.91209.0＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况主压应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。cp（最大弯矩及相应剪力/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.635.657.929.7110.4616.08＜是＞
1011-23.355.006.788.359.0016.08＜是＞1-53.294.896.167.618.2116.08〈是〉
102混凝土的主压应力。cp(最大剪力及相应弯矩/标准效应组合)板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.635.567.709.359.9716.08〈是〉1-23.344.946.618.058.5816.08〈是〉1-53.284.835.997.337.8316.08＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X放松预应力钢筋时预制板上、下缘法向正应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制板上缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)0MPa)(MPa)20.85-0.39-0.240.360.650.94-2.4014.99＜是＞1.00-0.310.120.981.421.76-2.4014.99〈是〉1.20-0.200.601.802.452.86-2.4014.99＜是＞1-20.85-0.43-0.340.290.6010.88-2.4014.99＜是＞1.00-0.350.010.871.331.66-2.4014.99＜是＞1.20-0.250.461.652.302.69-2.4014.99＜是＞1-50.85-0.26-0.480.130.44।0.69-2.4014.99＜是＞1.00-0.19-0.170.671.111.41-2.4014.99〈是〉1.20-0.090.261.392.012.37-2.4014.99〈是〉预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)，(MPa)20.852.345.547.018.127.85-2.4014.99＜是＞1.002.275.216.457.427.11-2.4014.99＜是＞1.202.174.775.706.496.12-2.4014.99〈是〉1-20.852.525.746.877.767.47-2.4014.99＜是＞1.002.445.386.267.006.66-2.4014.99＜是＞1.202.334.905.445.985.58-2.4014.99＜是＞1-50.852.056.487.518.338.03-2.4014.99＜是＞1.001.966.116.877.547.18-2.4014.99＜是＞1.201.845.606.016.476.05-2.4014.99〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各板的挠度值(m)板号阶段混凝土龄期(天)重力挠度(m)预加力挠度(m)合计(m)217.00.014-0.024-0.009297.00.040-0.060-0.0193100.00.047-0.060-0.0134102.00.050-0.060-0.01053650.00.035-0.040-0.005
1031-217.00.015-0.024-0.009297.00.040-0.058-0.0183100.00.044-0.058-0.0144102.00.048-0.058-0.01053650.00.033-0.040-0.0071-517.00.014-0.025-0.010297.00.039-0.060-0.0213100.00.043-0.060-0.0174102.00.047-0.060-0.01353650.00.033-0.042-0.009各板使用阶段跨中挠度值及预拱度板号恒载挠度活载挠度活载挠度上限值是否满足预拱度(m)(m)(m)(m)2-0.0050.0060.033＜是＞0.0011-2-0.0070.0060.033＜是＞0.0001-5-0.0090.0060.033〈是〉0.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)2213.1132.435.30.0380.81-2239.8105.928.20.0374.01-5262.1136.236.30.0434.6※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
10412.16米跨径公路一II级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※等效截面数据/毛截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.4114000.0315700.4127190.0615150.2952000.0934001-20.4981000.0374840.3796890.0623020.2952000.0467001-50.5481000.0411610.3544180.0628480.2952000.046700使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.4509000.0384830.4243740.0719400.2952000.0934001-20.5553500.0459050.3879700.0730330.2952000.0467001-50.6178500.0500830.3615850.0740960.2952000.046700※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X横向分布影响线/横向分布系数X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点横向分布系数跨中横向分布系数板号恒载汽车人群板号恒载汽车人群(kN/m)(kN/m)23.6330.5000.00023.6330.2590.0001-24.6580.3750.0001-24.6580.3100.0001-55.0070.5000.0001-55.0070.3310.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应标准值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)261.7255.0437.2546.5582.91-270.5291.4499.6624.5666.11-577.8321.6551.4689.3735.3恒载产生的剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)
1052141.3112.174.737.40.0
1061-2161.5128.185.442.70.01-5178.3141.494.347.10.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)240.7139.5178.0221.3235.71-233.6131.2208.5260.3277.61-542.6156.0224.7280.0298.4汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2110.279.446.936.426.01-290.574.656.143.631.11-5115.188.759.946.633.2汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2110.379.848.239.030.31-290.574.957.446.435.91-5115.189.261.449.638.5汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)240.3134.0162.7196.4202.21-233.4126.6193.6233.4239.81-542.3150.2207.2250.0257.0汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)212.944.356.670.374.91-210.741.766.382.788.21-513.549.671.489.094.8汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)235.025.214.911.68.31-228.823.717.813.99.91-536.628.219.114.810.5汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)235.025.415.312.49.61-228.823.818.214.711.41-536.628.319.515.812.2
107汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)212.842.651.762.464.31-210.640.261.574.276.21-513.447.765.979.481.7※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态-——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2149.1563.3853.01064.11134.41-2146.7591.7984.21229.71311.51-5172.0673.81076.21343.71432.9承载能力极限状态-——承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2373.1281.7178.6116.855.81-2360.8291.9208.4136.866.31-5426.3334.2226.5148.271.0正常使用极限状态-——短期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)290.2352.6561.8701.4747.91-294.1383.2645.5806.7860.41-5107.7430.8708.7885.3944.2正常使用极限状态-——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)278.0310.8508.4635.0677.21-284.0343.9583.0728.6777.21-594.9384.0641.3801.3854.6※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*1.08
108下缘335127.跨中2351040.1513.801-2号边板普通钢筋1-2号边板籁筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335126.支点2351040.102*1.08下缘335129.跨中2351040.1313.801-5号边板普通钢筋1-5号边板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335126.支点2351040.102*1.08下缘335129.跨中2351040.1513.80控制截面预应力钢筋有效根数板号21-21-5中板预支点L/8L/43L/8(根)(根)9.09.010.010.011.011.0跨中（根）（根）3.05.04.06.05.07.0应力钢筋类型'(根)7.08.09.0(共4类)编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2015.96032186015.2013.30023186015.2010.60024186015.207.90021-2号边板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2015.96042186015.2013.30023186015.2010.60024186015.207.9002L5号边板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.2015.96052186015.2013.30023186015.2010.60024186015.207.9002※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X换算截面特性X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板换算截面特性——预制阶段中板换算截面特性——使用阶段
109位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.4163400.0321250.417H/20.4554980.0391250.428L/80.4184740.0323610.418L/80.4574850.0393990.430L/40.4206070.0325940.420L/40.4594700.0396700.4313L/80.4221680.0327630.4213L/80.4609230.0398670.433跨中0.4221680.0327630.421跨中0.4609230.0398670.4331-2号边板换算截面特性——预制阶段1-2号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.5043290.0383270.384H/20.5611490.0468790.392L/80.5069130.0386710.386L/80.5635540.0472780.394L/40.5090460.0389530.388L/40.5655390.0476040.3953L/80.5106070.0391570.3893L/80.5669920.0478410.396跨中0.5106070.0391570.389跨中0.5669920.0478410.3961-5号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.5546460.0421730.359L/80.5576790.0426340.361L/40.5598120.0429560.3633L/80.5613730.0431890.364跨中0.5613730.0431890.3641-5号边板换算截面特性——预制阶段面积抗弯惯性矩形心至上缘(m2)(m4)(m)0.6239440.0512430.3660.6267670.0517730.3680.6287510.0521420.3690.6302040.0524110.3700.6302040.0524110.370※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X承载能力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号21-21-5抗弯不H/2(kN-m)149.1146.7172.0〔载能力L/8(kN-m)563.3591.7673.8L/4(kN-m)853.0984.21076.23L/8跨中(kN-m)1064.11229.71343.7(kN-m)1134.41311.51432.9板号H/2L/8L/43L/8跨中是否满足(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2287.8672.01008.91317.61317.6〈是〉1-2370.9849.51193.01510.01510.0〈是)1-5414.7988.11332.11653.71653.7＜是＞结构重要性系数x承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2373.1281.7178.6116.855.81-2360.8291.9208.4136.866.31-5426.3334.2226.5148.271.0
110抗剪承载能力板号21-21-5H/2(kN)958.31069.81073.9L/8(kN)799.7959.0899.6L/4(kN)815.3974.0913.53L/8(kN)829.9988.1926.5跨中(kN)829.9988.1926.5是否满足〈是〉＜是＞＜是＞抗剪承载能力限值梁位下限值上限值是否满足(kN)(kN)边板250.3978.7＜是＞中板201.0786.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预应力损失/有效预应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算截面预应力钢筋的有效预应力叩C板号阶段混凝土龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)217.01288.41269.61251.21238.11238.1297.01236.21202.31169.51145.41147.13100.01236.01202.11169.21145.01146.84102.01235.91201.91169.11144.91146.653650.01193.31156.31120.51093.11096.71-217.01287.51266.31249.21236.91236.9297.01237.31200.01171.81150.71152.53100.01237.11199.71171.41150.31152.14102.01236.91199.51171.21150.11151.953650.01190.61149.11119.31096.01099.71-517.01285.61261.01244.11232.01232.0297.01234.41190.91164.31144.31146.13100.01234.21190.61164.01143.91145.84102.01234.11190.41163.81143.71145.653650.01188.41139.21112.01090.21094.1各阶段的结构重力单独作用产生的弯矩——中板阶段龄期H/2L/8L/43L/8跨中(天:)(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.034.3142.2243.9304.9325.2297.00.00.00.00.00.03100.015.864.5110.5138.1147.34102.011.748.382.8103.6110.553650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——中板阶段龄期H/2L/8L/43L/8跨中(天)(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.36-1.46-2.47-3.06-3.26297.00.000.000.000.000.003100.0-0.16-0.66-1.12-1.39-1.48
1114102.0-0.11-0.45-0.77-0.95-1.0253650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.36-1.46-2.47-3.06-3.26297.0-0.36-1.46-2.47-3.06-3.263100.0-0.52-2.12-3.59-4.45-4.754102.0-0.63-2.57-4.36-5.40-5.7653650.0-0.63-2.57-4.36-5.40-5.76由预加力产生的钢筋重心处的混凝土法向压应力累计值一-中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.274.257.159.239.23297.01.224.147.009.059.053100.01.063.806.428.258.274102.01.033.716.278.068.0753650.01.033.716.268.058.07由永久作用产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.912.794.686.185.97297.00.862.694.535.995.793100.00.541.682.833.803.534102.00.401.141.902.652.3153650.00.401.131.902.652.31妆所我的孑口恺里刀半科作用广生的号关巳1-/芍超伽.阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.041.6172.1295.3369.1393.7297.00.00.00.00.00.03100.014.057.398.1122.6130.84102.014.961.9106.2132.8141.653650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.40-1.62-2.75-3.41-3.63297.00.000.000.000.000.003100.0-0.13-0.54-0.92-1.14-1.214102.0-0.13-0.53-0.90-1.12-1.1953650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一—1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.40-1.62-2.75-3.41-3.63
112297.0-0.40-1.62-2.75-3.41-3.633100.0-0.53-2.16-3.66-4.54-4.844102.0-0.66-2.69-4.57-5.66-6.0453650.0-0.66-2.69-4.57-5.66-6.04由预加力产生的钢筋重心处的混凝土法向压应力累计值——-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.584.947.649.589.58297.01.524.837.499.419.413100.01.354.446.898.628.644102.01.314.316.708.388.4053650.01.314.316.708.378.39由永久作用产生的钢筋重心处的混凝土法向压应力累计值一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.183.324.896.185.95297.01.133.214.746.005.773100.00.822.283.234.083.804102.00.651.622.132.712.3653650.00.651.622.132.712.36各阶段的结构重力单独作用产生的弯矩:——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.045.7189.4324.9406.2433.3297.00.00.00.00.00.03100.016.065.6112.4140.4149.84102.016.166.6114.2142.7152.253650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.42-1.73-2.93-3.63-3.87297.00.000.000.000.000.003100.0-0.15-0.60-1.02-1.26-1.354102.0-0.14-0.56-0.94-1.17-1.2553650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一一L5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.42-1.73-2.93-3.63-3.87297.0-0.42-1.73-2.93-3.63-3.873100.0-0.57-2.33-3.95-4.89-5.224102.0-0.71-2.88-4.89-6.06-6.4753650.0-0.71-2.88-4.89-6.06-6.47由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板
113(天)(MPa)(MPa)(MPa)(MPa)(MPa)123457.01.965.858.5210.4310.4397.01.905.738.3610.2510.25100.01.715.287.709.409.43102.01.665.127.489.139.153650.01.665.127.479.139.15由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板阶段龄期H/2L/8L/43L/8跨中(天)(MPa)(MPa)(MPa)(MPa)(MPa)123457.01.534.125.596.806.5597.01.484.005.436.616.37100.01.142.953.754.514.20102.00.952.242.593.072.693650.00.952.242.583.062.68※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段由预加力引起的各截面上、下缘混凝土的正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-21-50.070.110.150.190.180.090.130.170.200.190.080.130.160.190.18使用阶段预制板上缘叩c板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-21-5-0.29-1.16-1.98-2.55-2.56-0.35-1.26-1.99-2.49-2.50-0.42-1.38-2.04-2.49-2.50使用阶段预制板下缘叩c板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-21-52.106.078.4810.0610.131.164.346.878.628.671.545.207.699.429.47※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段正截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力。St板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-1.29-4.26-6.58-8.09-8.61
1141-21-5-1.28-4.24-6.87-8.45-8.99-1.40-4.58-7.27-8.94-9.51长期效应组合——截面下缘混凝土的正应力。It板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-21-5-0.90-3.55-5.76-7.14-7.61-0.88-3.56-5.98-7.42-7.91-0.96-3.83-6.34-7.86-8.38短期效应组合抗裂验算。st+叩C（即规范中的ost-叩C）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.38-0.49-0.120.23-0.25-1.68〈是〉1-2-0.120.10-0.010.17-0.33-1.68〈是〉1-50.140.620.420.48-0.04-1.68＜是＞长期效应组合抗裂验算。h+叩c（即规范中的01tppc）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.010.210.701.180.750.00〈是〉1-20.280.780.891.200.760.00＜是＞1-50.581.371.351.561.090.00＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X斜截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※最大弯矩及相应剪力——混凝土的主拉应力。tp板号H/2(MPa)L/8(MPa)L/43L/8跨中(MPa)(MPa)(MPa)下限值（MPa）是否满足2-1.13-0.67-0.23-0.06-0.25-1.68＜是＞1-2-1.00-0.40-0.18-0.05-0.33-1.68〈是〉1-5-1.00-0.39-0.17-0.05-0.04-1.68最大剪力及相应弯矩——混凝土的主拉应力。tp＜是＞板号H/2(MPa)L/8(MPa)L/43L/8跨中(MPa)(MPa)(MPa)下限值（MPa）是否满足2-1.13-0.67-0.22-0.06-0.01-1.68＜是＞1-2-1.00-0.40-0.17-0.05-0.08-1.68〈是〉1-5-1.00-0.39-0.17-0.05-0.01-1.68＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况混凝土的法向压应力X
115※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺装层的上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中
116(MPa)(MPa)(MPa)(MPa)(MPa)21-21-53.335.156.076.917.193.034.495.706.486.743.014.435.406.116.35预制板上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-21-52.406.038.7410.6111.242.045.057.739.389.931.984.857.228.759.26参与受力的混凝土铺装层的上缘okc+叩t板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-53.405.266.227.097.3713.40〈是〉3.114.625.876.686.9313.40〈是〉3.094.565.566.306.5313.40〈是〉预制板上缘okc+叩t板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-52.114.876.768.068.6813.40〈是〉1.693.785.746.897.4313.40〈是〉1.563.465.186.266.7613.40〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况预应力钢筋的最大拉应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※opc+op板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-5478.61183.51161.01143.01149.81209.0〈是〉477.41175.81162.31148.91156.01209.0〈是〉476.91168.51157.71146.41154.01209.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派持久状况主压应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。cp（最大弯矩及相应剪力/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-53.405.266.768.068.6816.08〈是〉3.114.625.876.897.4316.08〈是3.094.565.566.306.7616.08〈是〉混凝土的主压应力。cp（最大剪力及相应弯矩/标准效应组合）
117板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.395.186.577.758.2516.08＜是＞1-23.114.575.706.637.0716.08〈是〉1-53.084.515.406.026.4216.08〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X放松预应力钢筋时预制板上、下缘法向正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制板上缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.85-0.030.180.350.330.55-2.4014.99＜是＞1.000.040.460.820.911.18-2.4014.99〈是〉1.200.130.831.451.702.01-2.4014.99〈是〉1-20.85-0.12-0.050.160.180.39-2.4014.99＜是＞1.00-0.060.210.600.730.98-2.4014.99＜是＞1.200.020.561.191.471.76-2.4014.99＜是＞1-50.85-0.21-0.27--0.05-0.010.19-2.4014.99＜是＞1.00-0.15-0.030.360.500.73-2.4014.99〈是〉1.20-0.070.290.911.191.46-2.4014.99＜是＞预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足20.85(MPa)1.00(MPa)3.15(MPa)5.31(MPa)6.99(MPa)(MPa)I6.79-2.4014.99:MPa)＜是＞1.000.932.904.886.466.22-2.4014.99＜是＞1.200.852.564.315.755.47-2.4014.99〈是〉1-20.851.303.765.597.066.84-2.4014.99＜是＞1.001.233.485.136.486.22-2.4014.99〈是〉1.201.143.114.505.705.39-2.4014.99〈是〉1-50.851.694.656.387.777.54-2.4014.99〈是〉1.001.614.365.887.166.88-2.4014.99＜是＞1.201.523.975.226.346.01-2.4014.99＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各板的挠度值(m)板号阶段混凝土龄期(天)重力挠度(m)预加力挠度(m)合计(m)217.00.008-0.014-0.006297.00.023-0.035-0.0123100.00.027-0.035-0.0094102.00.029-0.035-0.00653650.00.020-0.024-0.0031-217.00.008-0.014-0.006
118297.00.023-0.036-0.013
1193100.00.025-0.036-0.0104102.00.028-0.036-0.00853650.00.019-0.024-0.0051-517.00.008-0.016-0.007297.00.022-0.038-0.0163100.00.025-0.038-0.0134102.00.027-0.038-0.01153650.00.019-0.027-0.007各板使用阶段跨中挠度值及预拱度板号恒载挠度活载挠度活载挠度上限值是否满足预拱度(m)(m)(m)(m)2-0.0030.0040.026＜是＞0.0011-2-0.0050.0040.026〈是〉0.0001-5-0.0070.0040.026＜是＞0.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X支点反力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)2156.6120.438.30.0315.31-2178.595.730.40.0304.51-5196.6123.739.30.0359.7※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
12013.13米跨径公路一n级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※等效截面数据/毛截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.3804000.0221380.3623620.0471980.2402000.0794001-20.4601000.0262490.3317820.0478300.2402000.0397001-50.5101000.0288070.3093240.0483760.2402000.039700使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积较^面积(m2)(m4)(m)(m4)(m2)(m2)20.4199000.0275160.3759230.0560950.2402000.0794001-20.5173500.0327420.3423010.0570060.2402000.0397001-50.5798500.0356800.3191090.0580680.2402000.039700※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X横向分布影响线/横向分布系数X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点横向分布系数跨中横向分布系数板号恒载汽车人群板号恒载汽车人群(kN/m)(kN/m)23.6500.5000.00023.6500.2650.0001-24.7880.3750.0001-24.7880.3160.0001-55.1860.5000.0001-55.1860.3440.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X各截面荷载作用效应标准值X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)241.2156.4268.2335.3357.61-247.7181.1310.5388.1414.01-553.0201.2345.0431.3460.1恒载产生的剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)
1212106.885.256.828.40.0
1221-2123.698.665.732.90.01-5137.4109.673.136.50.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)232.8103.9132.8165.3176.11-227.197.4155.6194.3207.21-534.5117.1170.6212.8226.8汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)*N)(kN)(kN)2101.373.944.234.625.11-282.969.252.741.329.91-5106.083.257.445.032.6汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2101.474.345.236.728.61-282.969.553.743.633.91-5106.083.658.647.537.0汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)232.6100.3122.8148.8153.91-226.994.4145.7176.4182.11-534.2113.3159.0192.6198.9汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)212.238.549.161.165.11-210.036.057.671.976.71-512.843.363.178.783.9汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)237.527.416.312.89.31-230.725.619.515.311.11-539.230.821.216.612.1汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)237.527.516.713.610.61-230.725.719.916.112.51-539.230.921.717.613.7
123汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)212.137.145.455.056.91-29.934.953.965.367.41-512.741.958.871.373.6※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态-——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2112.5387.1576.6719.3766.91-2109.2404.1671.0838.4894.21-5129.7466.0741.3925.7987.1承载能力极限状态-——承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2322.6244.7154.9104.554.91-2307.4251.5182.0123.065.01-5368.2291.8200.1135.071.0正常使用极限状态-——短期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)264.2229.2361.2451.0480.91-266.7249.2419.4524.1559.01-577.1283.1464.4580.2618.8正常使用极限状态-——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)254.4198.0321.3401.4428.11-258.5220.0372.7465.8496.91-566.8248.0413.3516.4550.8※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径(MPa)(mm)上缘33512根数位置标准强度直径肢数间距布置长度(根)(MPa)(mm)(肢)(m)(m)4.支点2351040.102*0.98
124下缘335126.跨中2351040.1511.001-2号边板普通钢筋1-2号边板籁筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)(根)(MPa)(mm)(肢)(m)(m)上缘335125.支点2351040.102*0.98下缘335128.跨中2351040.1511.001-5号边板普通钢筋1-5号边板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)(根)(MPa)(mm)(肢)(m)(m)上缘335125.支点2351040.102*0.98下缘335128.跨中2351040.1511.00控制截面预应力钢筋有效根数板号21-21-5中板预支点L/8L/43L/8(根)(根)7.07.08.08.08.08.0跨中(根)(根)3.05.04.06.04.06.0应力钢筋类型'(根)7.08.08.0(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96032186015.2010.80023186015.208.60024186015.206.40001-2号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96042186015.2010.80023186015.208.60024186015.206.4000L5号边板预应力钢筋类型(共4类)编号标准强度(MPa)公称直径(mm)有效长度(m)根数1186015.2012.96042186015.2010.80023186015.208.60024186015.206.4000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X换算截面特性X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板换算截面特性——预制阶段中板换算截面特性——使用阶段
125位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.4655960.0267990.336H/20.5224660.0333910.346L/80.4681550.0270510.337L/80.5248480.0336880.347L/40.4701160.0272420.339L/40.5266730.0339140.3493L/80.4704790.0272770.3393L/80.5270100.0339560.349跨中0.4704790.0272770.339跨中0.5270100.0339560.3491-2号边板换算截面特性——预制阶段1-2号边板换算截面特性——使用阶段1-5号边板换算截面特性——预制阶段1-5号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.5156140.0294400.313L/80.5181730.0297300.315L/40.5201340.0299490.3163L/80.5204960.0299900.316跨中0.5204960.0299900.316置位/2848n4///4卜LL丸跨位置面积抗弯惯性(m2)(m4)H/20.3847440.022494L/80.3868290.022661L/40.3887900.0228173L/80.3891520.022846跨中0.3891520.022846形心至上缘(m%67696969二3333oSSSS3L跨位4/2/8/4/8中※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号21-21-5抗弯不H/2(kN-m)112.5109.2129.7〔载能力L/8(kN-m)387.1404.1466.0L/4(kN-m)576.6671.0741.33L/8(kN-m)719.3838.4925.7跨中(kN-m)766.9894.2987.1板号H/2L/8L/43L/8跨中是否满足(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2224.4516.0826.6915.3915.3〈是〉1-2290.3654.0982.71074.71074.7〈是〉1-5290.5658.2992.21085.91085.9〈是〉结构重要性系数X承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2322.6244.7154.9104.554.91-2307.4251.5182.0123.065.01-5368.2291.8200.1135.071.0
126抗剪承载能力板号21-21-5H/2(kN)836.9935.9937.8L/8(kN)698.4780.9874.7L/4(kN)714.9796.3891.93L/8(kN)719.7800.6896.7跨中(kN)719.7800.6896.7是否满足〈是〉〈是〉〈是〉抗剪承载能力限值梁位下限值上限值是否满足(kN)(kN)边板218.8855.4＜是＞中板175.1684.6〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预应力损失/有效预应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算截面预应力钢筋的有效预应力叩C板号阶段混凝土龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)217.01288.51269.11251.31248.11248.1297.01235.81197.71163.81160.41161.73100.01235.61197.41163.51160.11161.44102.01235.51197.21163.21159.91161.253650.01191.71147.01108.11106.81109.61-217.01287.71265.31248.51245.51245.5297.01236.81194.01164.31161.71163.13100.01236.61193.61163.91161.31162.74102.01236.51193.41163.71161.11162.553650.01189.41138.71105.41105.41108.31-517.01288.31266.01249.31246.31246.3297.01239.61198.21169.61167.31168.83100.01239.41197.91169.21167.01168.44102.01239.31197.71169.01166.81168.353650.01195.01146.41114.81115.51118.6各阶段的结构重力单独作用产生的弯矩——中板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.022.585.7147.0183.8196.1297.00.00.00.00.00.03100.010.439.166.983.689.14102.08.331.654.367.972.453650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.28-1.07-1.81-2.26-2.41297.00.000.000.000.000.003100.0-0.13-0.49-0.83-1.03-1.10
1274102.0-0.10-0.36-0.61-0.76-0.8153650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.28-1.07-1.81-2.26-2.41297.0-0.28-1.07-1.81-2.26-2.413100.0-0.42-1.56-2.64-3.30-3.514102.0-0.51-1.92-3.25-4.06-4.3353650.0-0.51-1.92-3.25-4.06-4.33由预加力产生的钢筋重心处的混凝土法向压应力累计值一-中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.234.317.137.647.64297.01.184.206.987.487.483100.01.033.846.366.846.864102.01.003.746.206.676.6853650.01.003.746.206.676.68由永久作用产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.953.245.315.385.23297.00.903.135.165.225.073100.00.612.283.723.553.344102.00.491.832.952.612.3653650.00.491.822.952.612.35各阶段的结构重力单独作用产生的弯矩——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.027.2103.7177.9222.4237.2297.00.00.00.00.00.03100.09.635.961.476.781.94102.010.941.571.289.094.953650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.32-1.20-2.03-2.54-2.71297.00.000.000.000.000.003100.0-0.11-0.42-0.71-0.88-0.944102.0-0.12-0.43-0.74-0.92-0.9853650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一—1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.32-1.20-2.03-2.54-2.71
1282345由预力97.0100.0102.03650.01口力产生的1-0.32-0.43-0.55-0.55钢筋重心处-1.20-2.03-1.61-2.74-2.05-3.48-2.05-3.48的混凝土法向压应力，-2.54-3.42-4.34-4.34艮计值一-2.71-3.64-4.63-4.63-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.555.097.748.228.22297.01.494.987.598.068.063100.01.324.566.937.397.414102.01.284.426.727.177.1853650.01.284.426.727.167.18由永久作用产生的钢筋重心处的混凝土法向压应力累计值一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.233.895.715.695.52297.01.173.785.555.535.363100.00.892.944.193.983.764102.00.732.373.252.832.5653650.00.732.373.242.832.55各阶段的结构重力单独作用产生的弯矩i，县；力拓1-3芍攻成阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.030.2114.9197.2246.5263.0297.00.00.00.00.00.03100.011.041.370.788.494.24102.011.844.977.196.4102.853650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.35-1.30-2.20-2.74-2.93297.00.000.000.000.000.003100.0-0.13-0.47-0.79-0.99-1.054102.0-0.12-0.46-0.78-0.97-1.0453650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一一L5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.35-1.30-2.20-2.74-2.93297.0-0.35-1.30-2.20-2.74-2.933100.0-0.47-1.76-2.99-3.73-3.984102.0-0.59-2.22-3.77-4.71-5.0253650.0-0.59-2.22-3.77-4.71-5.02由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板
129（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.535.067.698.178.17297.01.484.957.548.028.023100.01.334.566.947.407.414102.01.294.416.727.167.1853650.01.284.416.717.167.18由永久作用产生的钢筋重心处的混凝土法向压应力累计值——-1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.193.765.495.425.24297.01.143.655.345.275.093100.00.862.803.953.673.434102.00.692.192.942.462.1653650.00.692.192.942.452.16※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X使用阶段由预加力引起的各截面上、下缘混凝土的正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.070.120.170.170.161-20.080.140.180.180.181-50.070.120.160.160.15使用阶段预制板上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.29-1.17-1.95-2.11-2.111-2-0.35-1.29-1.99-2.132.141-5-0.33-1.20-1.85-1.98-1.99使用阶段预制板7二缘叩c板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.903.836.436.956.981-21.164.506.947.457.481-51.184.536.987.507.54※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X使用阶段正截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力。St板号H/2L/8L/43L/8跨中
130(MPa)(MPa)(MPa)(MPa)(MPa)2-1.17-3.47-5.29-6.52-6.94
1311-21-5-1.17-3.49-5.61-6.92-7.36-1.29-3.82-6.01-7.42-7.89长期效应组合——截面下缘混凝土的正应力。It板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.77-2.80-4.51-5.62-5.991-2-0.76-2.83-4.76-5.93-6.331-5-0.84-3.09-5.11-6.37-6.80短期效应组合抗裂验算。St+叩C（即规范中的ost-叩C）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.270.361.140.430.04-1.68〈是〉1-2-0.011.011.330.530.12-1.68〈是〉1-5-0.100.710.970.08-0.36-1.68〈是〉长期效应组合抗裂验算。h+叩C（即规范中的01tppC）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.131.041.921.340.990.00〈是〉1-20.391.672.181.511.150.00〈是〉1-50.341.441.871.130.740.00〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X斜截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※最大弯矩及相应剪力——混凝土的主拉应力。tp板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-1.11-0.52-0.16-0.07-0.01-1.68＜是＞1-2-0.82-0.38-0.12-0.05-0.01-1.68〈是〉1-5-0.89-0.42-0.16-0.08-0.36-1.68＜是＞最大剪力及相应弯矩——混凝土的主拉应力。tp板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-1.11-0.52-0.16-0.07-0.01-1.68＜是＞1-2-0.82-0.38-0.12-0.05-0.01-1.68〈是〉1-5-0.89-0.42-0.16-0.08-0.13-1.68＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况混凝土的法向压应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺装层的上缘。kc（标准效应组合）
132板号H/2L/8L/43L/8跨中
133(MPa)(MPa)(MPa)(MPa)(MPa)23.164.805.636.416.671-22.864.175.296.026.261-52.864.155.075.755.97预制板上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)22.155.057.218.759.271-21.814.216.407.778.221-51.784.086.047.317.74参与受力的混凝土铺装层的上缘okc+叩t板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.234.915.796.586.8313.40＜是＞1-22.944.315.486.206.4413.40＜是＞1-52.934.275.235.906.1213.40〈是〉预制板上缘okc+叩t板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21.863.885.266.647.1513.40＜是＞1-21.462.914.425.646.0913.40〈是〉1-51.452.884.195.335.7513.40〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况预应力钢筋的最大拉应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※opc+op板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-5438.21169.51141.11147.71153.01209.0＜是＞437.31160.91141.01149.51155.21209.0〈是〉439.71171.21153.21163.11169.21209.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况主压应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。cp（最大弯矩及相应剪力/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.234.915.796.647.1516.08〈是〉1-22.944.315.486.206.4416.08〈是〉1-52.934.275.235.906.1216.08＜是＞混凝土的主压应力。cp（最大剪力及相应弯矩/标准效应组合）
134板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.234.855.616.386.8016.08＜是＞1-22.944.275.345.956.0816.08＜是＞1-52.934.235.095.665.7916.08〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X放松预应力钢筋时预制板上、下缘法向正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制板上缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.85-0.08-0.21-0.290.050.21-2.4014.99＜是＞1.00-0.030.000.070.490.69-2.4014.99〈是〉1.200.050.270.541.081.32-2.4014.99〈是〉1-20.85-0.17-0.45-0.48-0.160.00-2.4014.99＜是＞1.00-0.12-0.26-0.150.260.44-2.4014.99〈是〉1.20-0.060.000.300.811.03-2.4014.99＜是＞1-50.85-0.15-0.39-0.40-0.090.05-2.4014.99〈是〉1.00-0.11-0.21-0.090.300.47-2.4014.99＜是＞1.20-0.040.040.330.821.02-2.4014.99＜是＞预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足20.85(MPa)1.04(MPa)3.63(MPa)5.98(MPa)6.09(MPa)(MPa)＜5.94-2.4014.99:MPa)＜是＞1.000.993.445.665.695.52-2.4014.99＜是＞1.200.923.195.235.164.95-2.4014.99〈是〉1-20.851.354.386.456.496.32-2.4014.99＜是＞1.001.304.176.106.055.85-2.4014.99〈是〉1.201.223.895.635.465.22-2.4014.99〈是〉1-50.851.324.256.256.246.06-2.4014.99〈是〉1.001.264.035.875.775.56-2.4014.99＜是＞1.201.183.735.365.144.88-2.4014.99＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各板的挠度值(m)板号阶段混凝土龄期(天)重力挠度(m)预加力挠度(m)合计(m)217.00.005-0.009-0.005297.00.013-0.023-0.0103100.00.015-0.023-0.0084102.00.016-0.024-0.00753650.00.011-0.016-0.0041-217.00.005-0.010-0.005297.00.013-0.024-0.011
1353100.00.014-0.024-0.0104102.00.016-0.024-0.00953650.00.011-0.017-0.0051-517.00.005-0.010-0.005297.00.013-0.023-0.0113100.00.014-0.024-0.0094102.00.016-0.024-0.00853650.00.011-0.016-0.005各板使用阶段跨中挠度值及预拱度板号恒载挠度活载挠度活载挠度上限值是否满足预拱度(m)(m)(m)(m)2-0.0040.0030.021＜是＞0.0001-2-0.0050.0030.021〈是〉0.0001-5-0.0050.0030.021〈是〉0.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)2119.8111.441.20.0272.51-2138.287.932.50.0258.71-5153.3114.442.30.0310.0※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
13614.10米跨径公路一II级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X等效截面数据/毛截面特性X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积钱缝面积(m2)(m4)(m)(m4)(m2)(m2)20.3494000.0146260.3116560.0342010.1852000.0654001-20.4221000.0173170.2841340.0346990.1852000.0327001.50.4721000.0189790.2649150.0352460.1852000.032700使用阶段毛截面特性类别面积抗弯惯性矩形心至上缘抗扭惯性矩空心面积钱缝面积(m2)(m4)(m)(m4)(m2)(m2)20.3889000.0186560.3274620.0430170.1852000.0654001-20.4793500.0221460.2972130.0437750.1852000.0327001・50.5418500.0241020.2775950.0448370.1852000.032700※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※横向分布影响线/横向分布系数※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点横向分布系数跨中横向分布系数板号恒载汽车人群板号恒载汽车人群(kN/m)(kN/m)23.6740.5000.00023.6740.2720.0001-25.0130.3750.0001-25.0130.3230.0001-55.4890.5000.0001-55.4890.3600.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各截面荷载作用效应标准值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※恒载产生的弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)225.385.0145.8182.3194.51-229.9100.3172.0215.1229.41-533.5112.3192.7241.0257.1恒载产生的剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)275.660.840.520.30.0
1371-289.271.747.823.90.01-599.980.453.626.80.0汽车荷载产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)225.872.693.0115.8123.41-221.267.7108.9136.0145.01-527.182.4121.9152.2162.2汽车荷载产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)292.168.541.532.924.31-275.263.849.439.128.81-596.777.755.043.632.1汽车荷载产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)292.168.842.434.527.01-275.264.050.240.831.91-596.778.056.045.635.6汽车荷载产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)225.670.587.1106.1110.31-221.065.9103.1125.4130.21-526.980.1115.0140.0145.4汽车冲击力产生的最大弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)211.331.840.850.854.11-29.329.747.759.663.61-511.936.153.566.771.1汽车冲击力产生的最大弯矩的相应剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)240.430.118.214.410.61-233.028.021.617.112.61-542.434.124.119.114.1汽车冲击力产生的最大剪力板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)240.430.218.615.111.81-233.028.122.017.914.01-542.434.224.520.015.6
138汽车冲击力产生的最大剪力的相应弯矩板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)211.230.938.246.548.31-29.228.945.255.057.11-511.835.150.461.463.7※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X各截面荷载作用效应组合设计值※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力极限状态-——承载弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)282.3248.2362.3452.1482.01-278.5256.7425.7531.9567.41-594.8300.7476.9595.6635.2承载能力极限状态-——承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2276.3211.5134.093.954.41-2258.6215.0158.4111.064.31-5314.6253.5177.0124.071.8正常使用极限状态-——短期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)243.4135.8211.0263.4280.91-244.7147.7248.2310.3330.91-552.4170.0278.1347.5370.6正常使用极限状态-——长期弯矩板号H/2L/8L/43L/8跨中(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)235.7114.1183.1228.7243.91-238.3127.4215.6269.5287.41-544.3145.3241.5301.8321.9※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X配筋计算结果X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335123.支点2351040.102*0.80
139下缘335125.跨中2351040.158.201-2号边板普通钢筋1-2号边板籁筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335124.支点2351040.102*0.80下缘335127.跨中2351040.158.201-5号边板普通钢筋1-5号边板箍筋位置标准强度直径根数位置标准强度直径肢数间距布置长度(MPa)(mm)（根）(MPa)(mm)（肢）(m)(m)上缘335125.支点2351040.102*0.80下缘335127.跨中2351040.158.20控制截面预应力钢筋有效根数板号支点L/8L/43L/8跨中（根）（根）（根）（根）（根）23.03.05.05.05.01-22.04.06.06.06.01-52.04.06.06.06.0中板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.209.96032186015.208.30003186015.206.60024186015.204.90001-2号边板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.209.96022186015.208.30023186015.206.60024186015.204.9000L5号边板预应力钢筋类型（共4类）编号标准强度公称直径有效长度根数(MPa)(mm)(m)1186015.209.96022186015.208.30023186015.206.60024186015.204.9000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※换算截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板换算截面特性——预制阶段中板换算截面特性——使用阶段
140位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.3531440.0148360.314H/20.3923860.0189130.330L/80.3544350.0149080.315L/80.3935870.0190000.331L/40.3555250.0149680.316L/40.3946010.0190740.3313L/80.3561330.0150010.3163L/80.3951670.0191140.332跨中0.3561330.0150010.316跨中0.3951670.0191140.3321-2号边板换算截面特性——预制阶段1-2号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)(m2)(m4)(m)H/20.4263640.0176150.287H/20.4833200.0225070.300L/80.4277660.0177120.288L/80.4846240.0226240.301L/40.4297400.0178470.289L/40.4864610.0227890.3023L/80.4303480.0178890.2893L/80.4870280.0228390.302跨中0.4303480.0178890.289跨中0.4870280.0228390.3021-5号边板换算截面特性——使用阶段位置面积抗弯惯性矩形心至上缘(m2)(m4)(m)H/20.4768960.0193650.268L/80.4782970.0194760.269L/40.4802720.0196320.2703L/80.4808800.0196800.270跨中0.4808800.0196800.2701-5号边板换算截面特性——预制阶段面积抗弯惯性矩形心至上缘(m2)(m4)(m)0.5476190.5494560.5500230.5500230.5463150.0245620.2800.0246950.0248810.0249380.0249380.2810.2820.2820.282※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X承载能力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性系数X承载弯矩板号21-21-5抗弯不H/2(kN-m)82.378.594.8〔载能力L/8(kN-m)248.2256.7300.7L/4(kN-m)362.3425.7476.93L/8(kN-m)452.1531.9595.6跨中(kN-m)482.0567.4635.2板号H/2L/8L/43L/8跨中是否满足(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)2168.8302.0477.8580.2580.2〈是〉1-2166.6313.6582.5708.8708.8＜是＞1-5182.4330.0602.4729.0729.0〈是)结构重要性系数x承载剪力板号H/2L/8L/43L/8跨中(kN)(kN)(kN)(kN)(kN)2276.3211.5134.093.954.41-2258.6215.0158.4111.064.31-5314.6253.5177.0124.071.8
141抗剪承载能力板号21-21-5H/2(kN)715.1798.4852.5L/8(kN)591.9659.7786.4L/4(kN)602.7674.3801.63L/8(kN)609.1681.2808.9跨中(kN)609.1681.2808.9是否满足〈是〉＜是＞＜是＞抗剪承载能力限值梁位下限值上限值是否满足(kN)(kN)边板187.2731.7＜是＞中板149.0582.5＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预应力损失/有效预应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算截面预应力钢筋的有效预应力叩C板号阶段混凝土龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)217.01288.71275.91265.31259.41259.4297.01235.41209.91189.81179.11180.03100.01235.21209.61189.51178.71179.64102.01235.11209.51189.41178.61179.553650.01190.01160.01137.41125.51127.51-217.01292.61279.31260.91255.31255.3297.01247.31221.81185.51176.11177.13100.01247.11221.51185.21175.71176.74102.01247.01221.31185.01175.51176.553650.01202.81173.01129.31119.31121.41-517.01293.31280.11261.91256.31256.3297.01250.31226.01191.11182.21183.23100.01250.21225.71190.81181.91182.94102.01250.11225.61190.61181.71182.753650.01209.31181.21139.51130.41132.6各阶段的结构重力单独作用产生的弯矩——中板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.013.545.678.398.0104.5297.00.00.00.00.00.03100.06.320.935.844.847.74102.05.518.531.739.642.353650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.22-0.72-1.23--1.53-1.63297.00.000.000.000.000.00
1423100.0-0.10-0.33-0.56-0.70-0.754102.0-0.08-0.26-0.45-0.56-0.5953650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.22-0.72-1.23-1.53-1.63297.0-0.22-0.72-1.23-1.53-1.633100.0-0.32-1.05-1.79-2.23-2.384102.0-0.39-1.31-2.23-2.78-2.9753650.0-0.39-1.31-2.23-2.78-2.97由预加力产生的钢筋重心处的混凝土法向压应力累计值一-中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.01.193.224.915.845.84297.01.143.144.805.715.713100.01.002.874.405.255.254102.00.972.794.285.105.1153650.00.972.794.285.105.10由永久作用产生的钢筋重心处的混凝土法向压应力累计值一中板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.972.503.684.324.21297.00.932.423.574.194.083100.00.691.822.623.022.884102.00.581.482.052.322.1453650.00.581.482.052.312.14各阶段的结构重力单独作用产生的弯矩——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.016.455.194.6118.3126.2297.00.00.00.00.00.03100.06.020.034.242.745.54102.07.525.243.254.157.753650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力一—1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.24-0.82-1.38-1.73-1.84297.00.000.000.000.000.003100.0-0.09-0.30-0.50-0.62-0.674102.0-0.10-0.33-0.57-0.71-0.7553650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值一-1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)
14317.0-0.24-0.82-1.38-1.73-1.84297.0-0.24-0.82-1.38-1.73-1.843100.0-0.33-1.11-1.89-2.35-2.514102.0-0.43-1.45-2.45-3.05-3.2653650.0-0.43-1.45-2.45-3.05-3.26由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.762.865.776.656.65297.00.722.795.656.526.523100.00.612.565.195.995.994102.00.582.475.015.785.7953650.00.582.475.015.785.79由永久作用产生的钢筋重心处的混凝土法向压应力累计值——1-2号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.512.054.394.934.81297.00.471.974.274.794.683100.00.271.453.303.643.494102.00.151.032.562.732.5353650.00.151.022.562.732.53存所权的马的里刀牢型作用广生的号足1-3节攻快.阶段龄期H/2L/8L/43L/8跨中（天）(kN-m)(kN-m)(kN-m)(kN-m)(kN-m)17.018.361.7105.9132.4141.2297.00.00.00.00.00.03100.07.023.139.649.452.74102.08.227.647.359.263.153650.00.00.00.00.00.0结构重力单独作用产生的钢筋重心处的混凝土法向压应力——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.27-0.89-1.51-1.88-2.01297.00.000.000.000.000.003100.0-0.10-0.33-0.57-0.71-0.754102.0-0.11-0.36-0.60-0.75-0.8053650.00.000.000.000.000.00由结构重力产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.0-0.27-0.89-1.51-1.88-2.01297.0-0.27-0.89-1.51-1.88-2.013100.0-0.37-1.23-2.08-2.59-2.764102.0-0.48-1.58-2.68-3.34-3.5653650.0-0.48-1.58-2.68-3.34-3.56由预加力产生的钢筋重心处的混凝土法向压应力累计值——1-5号边板
144阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.752.835.716.586.58297.00.712.765.596.456.453100.00.602.545.155.945.954102.00.572.444.965.725.7353650.00.572.444.965.725.73由永久作用产生的钢筋重心处的混凝土法向压应力累计值——-1-5号边板阶段龄期H/2L/8L/43L/8跨中（天）(MPa)(MPa)(MPa)(MPa)(MPa)17.00.481.944.204.704.58297.00.441.874.084.574.453100.00.231.313.073.353.194102.00.100.862.282.382.1753650.00.100.862.272.382.17※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※派使用阶段由预加力引起的各截面上、下缘混凝土的正应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺装层的上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.070.100.120.140.141-20.070.100.150.160.161-50.060.090.140.150.14使用阶段预制板上缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.28-0.87-1.36-1.62--1.631-2-0.14-0.73-1.50-1.74-1.741-5-0.13-0.68-1.40-1.63-1.63使用阶段预制板下缘叩C板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)20.902.884.515.405.411-20.442.525.266.116.131-50.432.495.226.076.09※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X使用阶段正截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力。St板号H/2L/8L/43L/8跨中
145(MPa)(MPa)(MPa)(MPa)(MPa)
14621-21-5-1.05-1.05-1.17-2.71-2.75-3.04-4.06-4.98-5.29-4.38-5.38-5.72-4.73-5.81-6.18长期效应组合——一截面下缘混凝土的正应力dt板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)2-0.65-2.07-3.32-4.13-4.411-2-0.65-2.13-3.57-4.45-4.751-5-0.72-2.35-3.87-4.82-5.14短期效应组合——抗裂验算。st+叩C（即规氾中的ostppc）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-0.150.180.450.410.12-1.68〈是〉1-2-0.61-0.230.880.730.41-1.68〈是〉1-5-0.74-0.550.490.26-0.09-1.68〈是〉长期效应组合——抗裂验算。k+opc（即规氾中的0kppc）板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)20.250.811.191.261.000.00＜是＞1-2-0.200.391.691.651.380.00〈否〉1-5-0.290.141.361.250.950.00〈否〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X斜截面抗裂验算X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※最大弯矩及相应剪力——混凝土的主拉应力。中板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-1.11-0.62-0.23-0.08-0.02-1.68＜是＞1-2-1.01-0.58-0.17-0.06-0.01-1.68＜是＞1-5-1.20-0.76-0.25-0.10-0.09-1.68＜是＞最大剪力及相应弯矩——混凝土的主拉应力。中板号H/2L/8L/43L/8跨中下限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)2-1.11-0.62-0.23-0.09-0.02-1.68＜是＞1-2-1.01-0.58-0.17-0.06-0.01-1.68＜是＞1-5-1.20-0.76-0.25-0.10-0.02-1.68＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况混凝土的法向压应力X
147※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺装层的上缘。kc（标准效应组合）
148板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-21-52.984.385.115.826.062.683.804.825.485.702.693.824.685.315.52预制板上缘。kc（标准效应组合）板号H/2L/8L/43L/8跨中(MPa)(MPa)(MPa)(MPa)(MPa)21-21-51.884.065.696.887.291.573.365.086.146.501.563.314.855.866.20参与受力的混凝土铺装层的上缘crkc+叩t板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-53.054.475.245.966.1913.40＜是＞2.743.904.975.645.8613.40〈是〉2.763.914.825.455.6613.40〈是〉预制板上缘okc+叩t板号H/2L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-51.603.184.335.265.6613.40＜是＞1.422.633.584.414.7613.40〈是〉1.432.633.444.234.5713.40〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况预应力钢筋的最大拉应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※ape+op板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-5397.91070.31163.31157.41161.41209.0〈是〉402.11082.01157.71154.41158.71209.0〈是〉404.61091.61170.51168.61173.31209.0〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※X持久状况主压应力X※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※混凝土的主压应力。cp（最大弯矩及相应剪力/标准效应组合）板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)21-21-53.054.475.245.966.1916.08＜是＞2.743.904.975.645.8616.08〈是〉2.763.914.825.455.6616.08＜是＞
149混凝土的主压应力。cp(最大剪力及相应弯矩/标准效应组合)板号支点L/8L/43L/8跨中上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(MPa)23.044.425.095.725.8616.08＜是＞1-22.743.864.865.445.5716.08〈是〉1-52.763.874.715.265.3916.08〈是〉※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※放松预应力钢筋时预制板上、下缘法向正应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制板上缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(]MPa)，(MPa)20.85-0.14-0.23-0.19」0.15-0.03-2.4014.99＜是＞1.00-0.09-0.080.050.160.30-2.4014.99〈是〉1.20-0.040.110.380.570.74-2.4014.99〈是〉1-20.850.00-0.11-0.47-i0.42-0.31-2.4014.99〈是〉1.000.040.02-0.24-0.130.00-2.4014.99＜是＞1.200.090.200.070.250.41-2.4014.99＜是＞1-50.850.01-0.09-0.41」0.36-0.25-2.4014.99V是,1.000.040.04-0.19-0.090.04-2.4014.99〈是〉1.200.090.210.100.280.42-2.4014.99＜是＞预制板下缘法向正应力板号动力系数H/2L/8L/43L/8跨中下限值上限值是否满足(MPa)(MPa)(MPa)(MPa)(MPa)(]MPa)(MPa)20.851.082.834.194.924.81-2.4014.99＜是＞1.001.042.693.964.644.52-2.4014.99〈是〉1.200.992.523.674.274.12-2.4014.99〈是〉1-20.850.572.345.015.655.53-2.4014.99〈是〉1.000.532.204.765.345.20-2.4014.99〈是〉1.200.472.004.434.934.76-2.4014.99＜是＞1-50.850.542.244.825.425.30-2.4014.99〈是〉1.000.492.084.555.094.94-2.4014.99＜是＞1.200.431.874.204.654.47-2.4014.99＜是＞※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※挠度及预拱度※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各板的挠度值(m)板号阶段混凝土龄期(天)重力挠度(m)预加力挠度(m)合计(m)217.00.002-0.005-0.003297.00.006-0.012-0.0063100.00.007-0.012-0.0054102.00.008-0.012-0.004
15053650.00.005-0.008-0.0021-217.00.002-0.005-0.003
151297.00.006-0.013-0.0073100.00.007-0.013-0.0064102.00.008-0.013-0.00553650.00.005-0.009-0.0031-517.00.002-0.005-0.003297.00.006-0.012-0.0063100.00.007-0.012-0.0064102.00.008-0.012-0.00553650.00.005-0.009-0.003各板使用阶段跨中挠度值及预拱度板号恒载挠度(m)活载挠度(m)活载挠度上限值(m)是否满足预拱度(m)2-0.0020.0020.016＜是＞0.0001-2-0.0030.0020.016〈是〉0.0001-5-0.0030.0020.016〈是〉0.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点反力板号恒载汽车冲击人群合计(kN)(kN)(kN)(kN)(kN)286.4102.444.90.0233.81-2101.680.235.20.0216.91-5113.5104.946.00.0264.4※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※
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