截面有效高度，截面有效高度4.3.2换算截面几何特征推算注：截面简支单位mm施工阶段截面计算截面几何特征表4－7板号截面板顶计算长度换算截面周长矩边板跨中18200.71150.082730.42830.46470.46470.71020.082450.42750.46550.4655支点0.70120.080460.42140.47160.47160.10270.10890.0893中板跨中11400.54300.063680.49690.39610.39610.54180.063480.49590.39710.3971支点0.53400.062240.49020.40280.40280.07040.08390.0742活载阶段截面：换算截面几何特征表4－8板号截面板顶计算长度换算截面周长矩边板跨中18200.80520.099760.42560.51740.51740.12940.80390.099410.42470.51830.5183支点0.79490.096960.41880.52420.52420.12310.12630.09980.0369中板跨中11400.60550.078960.49300.45000.45000.10100.60430.078700.49200.45100.4510支点0.59650.077100.48620.45680.45680.08990.09890.08470.0288注：为计算截面重心轴到板顶面距离—预应力锚杆、普通钢筋配筋重心到截面重心的距离b-b截面过活载阶段换算截面型心轴7.20米跨度公路－i级荷载计算结果汇总※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※等效截面数据/毛截面特征※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预制阶段毛截面特征--------------------------------------------------------------------------------类型面积抗弯惯性矩形心至上缘抗扭惯性矩空心体积铰缝面积m2m4mm4m2m220.4579000.0496550.4877540.0850800.3777000.1144001-60.6276000.0672850.4112370.0869250.3777000.0572001-50.6051000.0648530.4230580.0866820.3777000.0572001-30.5751000.0617620.4390410.0863050.3777000.0572001-20.5551000.0590670.4519170.0861360.3777000.057200使用阶段毛截面特征--------------------------------------------------------------------------------类型面积抗弯惯性矩形心至上缘抗扭惯性矩空心体积铰缝面积m2m4mm4m2m220.4974000.0592240.4970350.0977040.3777000.1144001-60.7036000.0802020.4141170.1006770.3777000.0572001-50.6748500.0774230.4267490.1001710.3777000.0572001-30.6386000.0740890.4428990.0994810.3777000.0572001-20.6123500.0708830.4573290.0991090.3777000.057200※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※横向分布系数※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※支点横向分布系数跨中纵向分布系数------------------------------------------------------------------------板号恒载汽车人群板号恒载汽车人群kn/mkn/m23.8540.5000.00023.8540.2340.0001-65.5850.5620.0001-65.5850.3250.0001-55.2320.5000.0001-55.2320.3030.0001-34.8840.4380.0001-34.8840.2830.0001-24.5670.3750.0001-24.5670.2650.000※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※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-mkn-mkn-mkn-mkn-m2100.8443.7760.6950.81014.21-6130.7575.4986.51233.21315.41-5124.7549.2941.51176.91255.41-3117.9518.9889.61112.11186.21-2112.4494.8848.31060.31131.0恒载产生的剪力-----------------------------------------------------板号h/2l/8l/43l/8跨中knknknknkn2196.4155.2103.551.70.01-6254.8201.4134.267.10.01-5243.1192.2128.164.10.01-3229.7181.6121.060.50.01-2219.1173.1115.457.70.0汽车荷载造成的最大载荷-----------------------------------------------------板号h/2l/8l/43l/8跨中kn-mkn-mkn-mkn-mkn-m269.8249.0304.9378.3402.81-681.6307.1417.2519.0552.91-573.2279.4388.7483.8515.51-365.0252.1361.2449.9479.51-256.8225.9336.6419.6447.3汽车荷载产生的最大挠度的相应弯矩-----------------------------------------------------板号h/2l/8l/43l/8跨中knknknknkn2160.2111.762.347.933.51-6186.7137.686.466.446.41-5167.5125.280.762.043.41-3148.4113.075.257.840.51-2129.5101.270.454.137.9汽车荷载造成的最大承重-----------------------------------------------------板号h/2l/8l/43l/8跨中kn-mkn-mkn-mkn-mkn-m2160.2112.364.451.840.11-6186.7138.489.071.655.31-5167.5125.983.166.851.61-3148.4113.677.462.348.11-2129.6101.772.358.244.9汽车荷载造成的最大挠度的相应载荷-----------------------------------------------------板号h/2l/8l/43l/8跨中knknknknkn269.1237.7274.4329.8338.21-680.9293.7379.0455.2466.11-572.6267.4353.8424.9434.91-364.4241.5329.6395.7404.91-256.3216.6308.1369.8378.2汽车冲击力造成的最大弯矩-----------------------------------------------------板号h/2l/8l/43l/8跨中kn-mkn-mkn-mkn-mkn-m219.067.782.9102.8109.51-622.283.5113.4141.1150.31-519.976.0105.7131.5140.11-317.768.598.2122.3130.31-215.461.491.5114.1121.6汽车冲击力造成的最大挠度的相应弯矩-----------------------------------------------------板号h/2l/8l/43l/8跨中knknknknkn243.630.416.913.09.11-650.837.423.518.112.61-545.534.021.916.911.81-340.330.720.515.711.01-235.227.519.114.710.3汽车冲击力造成的最大剪力-----------------------------------------------------板号h/2l/8l/43l/8跨中kn-mkn-mkn-mkn-mkn-m243.630.517.514.110.91-650.837.624.219.515.01-545.534.222.618.214.01-340.330.921.016.913.11-235.227.719.715.812.2汽车冲击力造成的最大荷载的相应载荷-----------------------------------------------------板号h/2l/8l/43l/8跨中knknknknkn218.864.674.689.791.91-622.079.9103.0123.8126.71-519.772.796.2115.5118.21-317.565.789.6107.6110.11-215.358.983.8100.5102.8※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※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-mkn-mkn-mkn-mkn-m2245.2975.81455.61814.51934.21-6302.11237.31926.72404.02563.01-5280.11156.51821.92273.82424.41-3257.11071.71710.82135.62277.21-2236.0996.01617.32019.62153.7承载能力极限状态——承载剪力-----------------------------------------------------板号h/2l/8l/43l/8跨中knknknknkn2521.0386.3238.8154.471.41-6638.2488.1319.5208.098.51-5590.1454.8301.6195.991.91-3540.0420.2283.0183.585.61-2493.6388.9267.3172.980.0正常使用极限状况——短期弯矩-----------------------------------------------------板号h/2l/8l/43l/8跨中kn-mkn-mkn-mkn-mkn-m2149.7618.0974.01215.61296.11-6187.8790.41278.61596.51702.51-5176.0744.81213.61515.61616.21-3163.4695.41142.51427.01521.81-2152.2652.91083.91354.11444.1正常使用极限状况——长期弯矩-----------------------------------------------------板号h/2l/8l/43l/8跨中kn-mkn-mkn-mkn-mkn-m2128.7543.3882.61102.11175.31-6163.3698.31153.41440.81536.61-5154.0660.91097.01370.41461.61-3143.9619.81034.11292.01378.01-2135.1585.2982.91228.21309.9※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※配筋计算结果※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板普通钢筋中板搭接--------------------------------------------------------------------------位置标准硬度直径根数位置标准硬度直径肢数间距布置尺寸mpamm根mpamm肢mm上缘335125.支点2351040.102*1.18下缘335128.跨中2351040.1517.601-6号边板普通钢筋1-6号边板箍筋--------------------------------------------------------------------------位置标准硬度直径根数位置标准硬度直径肢数间距布置尺寸mpamm根mpamm肢mm上缘335127.支点2351040.102*1.18下缘3351210.跨中2351040.1517.601-5号边板普通钢筋1-5号边板箍筋--------------------------------------------------------------------------位置标准硬度直径根数位置标准硬度直径肢数间距布置尺寸mpamm根mpamm肢mm上缘335127.支点2351040.102*1.18下缘3351210.跨中2351040.1517.601-3号边板普通钢筋1-3号边板箍筋--------------------------------------------------------------------------位置标准硬度直径根数位置标准硬度直径肢数间距布置尺寸mpamm根mpamm肢mm上缘335127.支点2351040.102*1.18下缘3351210.跨中2351040.1517.601-2号边板普通钢筋1-2号边板箍筋--------------------------------------------------------------------------位置标准硬度直径根数位置标准硬度直径肢数间距布置尺寸mpamm根mpamm肢mm上缘335127.支点2351040.102*1.18下缘3351210.跨中2351040.1517.60控制配筋预应力锚杆有效根数---------------------------------------------板号支点l/8l/43l/8跨中根根根根根26.010.012.014.014.01-66.010.014.018.018.01-57.011.015.017.017.01-36.010.014.016.016.01-27.011.013.015.015.0中板预应力钢筋类型（共5类）------------------------------------------------编号标准硬度公称外径有效宽度根数mpammm1186015.2019.96062186015.2018.20023186015.2016.60024186015.2013.30025186015.209.90021-6号边板混凝土钢筋类型（共7类）------------------------------------------------编号标准硬度公称外径有效宽度根数mpammm1186015.2019.96062186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.30026186015.2011.60027186015.209.90021-5号边板混凝土钢筋类型（共6类）------------------------------------------------编号标准硬度公称外径有效宽度根数mpammm1186015.2019.96072186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.30026186015.209.90021-3号边板混凝土钢筋类型（共6类）------------------------------------------------编号标准硬度公称外径有效宽度根数mpammm1186015.2019.96062186015.2018.20023186015.2016.60024186015.2014.90025186015.2013.30026186015.209.90021-2号边板混凝土钢筋类型（共5类）------------------------------------------------编号标准硬度公称外径有效宽度根数mpammm1186015.2019.96072186015.2018.20023186015.2016.60024186015.2013.30025186015.209.9002※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※换算截面特性※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※中板计算截面特征——预制阶段中板计算截面特征——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m2m4mm2m4m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号边板换算截面特征——预制阶段1-6号边板换算截面特征——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m2m4mm2m4m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号边板换算截面特征——预制阶段1-5号边板计算截面特征——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m2m4mm2m4m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号边板换算截面特征——预制阶段1-3号边板换算截面特征——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m2m4mm2m4m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0.6541460.0779920.4551-2号边板换算截面特征——预制阶段1-2号边板换算截面特征——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m2m4mm2m4m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0.6272410.0744120.469※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※承载能力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※结构重要性常数×承载截面-----------------------------------------------------板号h/2l/8l/43l/8跨中kn-mkn-mkn-mkn-mkn-m2269.71073.41601.11996.02127.61-6332.31361.02119.42644.42819.41-5308.11272.22004.12501.12666.81-3282.81178.81881.82349.12504.91-2259.71095.61779.02221.52369.0抗弯承载能力-----------------------------------------------------------------板号h/2l/8l/43l/8跨中能否满足kn-mkn-mkn-mkn-mkn-m2601.41641.82080.32362.52362.51-6663.91758.52665.23110.03110.01-5725.31909.22652.22946.32946.31-3660.31745.82487.62782.12782.11-2722.41874.52324.82617.42617.4结构重要性常数×承载剪力-----------------------------------------------------板号h/2l/8l/43l/8跨中knknknknkn2573.1424.9262.7169.978.51-6702.0536.9351.4228.9108.31-5649.1500.3331.8215.5101.11-3594.0462.2311.3201.994.11-2542.9427.8294.1190.288.0抗剪承载能力-----------------------------------------------------------------板号h/2l/8l/43l/8跨中是否满足knknknknkn21215.21034.11052.11063.81063.81-61353.11143.11175.11190.91190.91-51354.81147.91174.31184.81184.81-31350.91141.51168.01178.61178.61-21352.51145.51161.81172.41172.4抗剪承载能力限值------------------------------------梁位下限值上限值能否满足knkn边板331.71307.1中板266.01048.2※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※预应力损失/有效预应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※各阶段各计算弯矩预应力锚杆的有效预应力σpe----------------------------------------------------------------------板号阶段混凝土龄期h/2l/8l/43l/8跨中天mpampampampampa217.01279.11243.41229.11218.81218.8297.01218.61153.71133.81118.51120.33100.01218.41153.31133.41118.11120.04102.01218.21153.11133.21117.91119.853650.01174.31099.21081.71066.71070.71-617.01282.11248.51219.51207.11207.1297.01230.51174.01127.31109.51111.53100.01230.31173.71126.91109.11111.14102.01230.21173.51126.71108.91110.953650.01187.61123.51071.81053.91058.11-517.01279.21243.21220.91211.61211.6297.01223.81162.21128.61116.41118.43100.01223.61161.81128.21116.01118.04102.01223.41161.61127.91115.71117.753650.01178.01107.21072.31061.51065.71-317.01281.61247.81225.41215.91215.9297.01228.11170.01135.31122.61124.53100.01227.91169.71134.81122.21124.14102.01227.81169.41134.61121.91123.953650.01182.91116.31079.61068.01072.11-217.01278.71243.21229.91220.41220.4297.01221.31159.51143.01129.91131.93100.01221.01159.11142.61129.51131.54102.01220.91158.91142.41129.31131.353650.01173.31101.91088.61076.31080.4各阶段的结构重力单独作用形成的应力——中板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天kn-mkn-mkn-mkn-mkn-m17.056.7249.9428.6535.8571.5297.00.00.00.00.00.03100.025.8112.9193.3241.5257.64102.018.380.9138.7173.5185.053650.00.00.00.00.00.0结构重力单独作用形成的钢筋重心处的预应力法向压应力——中板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.45-1.95-3.32-4.12-4.39297.00.000.000.000.000.003100.0-0.21-0.89-1.50-1.87-1.994102.0-0.14-0.59-1.00-1.24-1.3253650.00.000.000.000.000.00由结构重力造成的钢筋重心处的预应力法向压载荷累计值——中板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.45-1.95-3.32-4.12-4.39297.0-0.45-1.95-3.32-4.12-4.393100.0-0.66-2.84-4.82-5.99-6.394102.0-0.80-3.43-5.82-7.22-7.7053650.0-0.80-3.43-5.82-7.22-7.70由预加力产生的钢筋重心处的预应力法向压载荷累计值——中板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.03.039.0211.4313.1613.16297.02.948.8511.2312.9412.943100.02.678.0610.2411.7811.814102.02.617.8810.0111.5211.5553650.02.617.8810.0111.5211.54由永久作用形成的钢筋重心处的预应力法向压载荷累计值——中板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.02.577.078.119.048.77297.02.496.897.918.828.543100.02.015.225.425.805.424102.01.814.454.204.303.8453650.01.814.454.194.293.84各阶段的结构重力单独作用形成的应力——1-6号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天kn-mkn-mkn-mkn-mkn-m17.077.7342.5587.4734.3783.3297.00.00.00.00.00.03100.026.5115.6198.1247.5264.04102.026.6117.2201.1251.4268.153650.00.00.00.00.00.0结构重力单独作用形成的钢筋重心处的预应力法向压应力——1-6号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.54-2.34-3.94-4.88-5.21297.00.000.000.000.000.003100.0-0.19-0.79-1.33-1.65-1.764102.0-0.17-0.74-1.25-1.55-1.6553650.00.000.000.000.000.00由结构重力造成的钢筋重心处的预应力法向压载荷累计值——1-6号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.54-2.34-3.94-4.88-5.21297.0-0.54-2.34-3.94-4.88-5.213100.0-0.73-3.13-5.27-6.53-6.974102.0-0.90-3.88-6.52-8.08-8.6253650.0-0.90-3.88-6.52-8.08-8.62由预加力产生的钢筋重心处的预应力法向压载荷累计值——1-6号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.02.778.4013.2715.3415.34297.02.708.2513.0615.1115.113100.02.487.6311.9713.8213.864102.02.417.4311.6613.4613.5053650.02.417.4311.6613.4613.49由永久作用形成的钢筋重心处的预应力法向压载荷累计值——1-6号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.02.236.069.3310.4610.13297.02.165.919.1210.239.903100.01.754.506.707.296.894102.01.513.555.145.384.8753650.01.513.555.145.384.87各阶段的结构重力单独作用形成的应力——1-5号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天kn-mkn-mkn-mkn-mkn-m17.074.9330.3566.4708.0755.2297.00.00.00.00.00.03100.025.0109.1186.8233.4249.04102.024.9109.8188.3235.5251.253650.00.00.00.00.00.0结构重力单独作用形成的钢筋重心处的预应力法向压应力——1-5号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.53-2.28-3.85-4.78-5.10297.00.000.000.000.000.003100.0-0.18-0.76-1.28-1.58-1.694102.0-0.16-0.70-1.18-1.47-1.5753650.00.000.000.000.000.00由结构重力造成的钢筋重心处的预应力法向压载荷累计值——1-5号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.53-2.28-3.85-4.78-5.10297.0-0.53-2.28-3.85-4.78-5.103100.0-0.71-3.03-5.12-6.36-6.794102.0-0.87-3.73-6.31-7.83-8.3653650.0-0.87-3.73-6.31-7.83-8.36由预加力产生的钢筋重心处的预应力法向压载荷累计值——1-5号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.03.239.2813.0114.5814.58297.03.169.1112.8014.3514.353100.02.898.3811.7313.1513.184102.02.818.1611.4212.8112.8453650.02.818.1511.4212.8012.84由永久作用形成的钢筋重心处的预应力法向压载荷累计值——1-5号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.02.717.009.169.809.48297.02.636.838.959.579.263100.02.195.356.616.796.394102.01.954.425.124.974.4853650.01.954.425.114.974.48各阶段的结构重力单独作用形成的应力——1-3号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天kn-mkn-mkn-mkn-mkn-m17.071.2313.9538.3672.9717.8297.00.00.00.00.00.03100.023.5102.5175.6219.4234.04102.023.2102.5175.8219.8234.453650.00.00.00.00.00.0结构重力单独作用形成的钢筋重心处的预应力法向压应力——1-3号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.51-2.20-3.72-4.62-4.93297.00.000.000.000.000.003100.0-0.17-0.72-1.22-1.52-1.624102.0-0.15-0.66-1.12-1.40-1.4953650.00.000.000.000.000.00由结构重力造成的钢筋重心处的预应力法向压载荷累计值——1-3号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.51-2.20-3.72-4.62-4.93297.0-0.51-2.20-3.72-4.62-4.933100.0-0.68-2.93-4.94-6.14-6.554102.0-0.83-3.59-6.06-7.53-8.0353650.0-0.83-3.59-6.06-7.53-8.03由预加力产生的钢筋重心处的预应力法向压载荷累计值——1-3号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.02.798.4612.2313.8113.81297.02.718.3012.0313.5913.593100.02.487.6411.0312.4612.494102.02.417.4410.7412.1312.1753650.02.417.4410.7312.1312.16由永久作用形成的钢筋重心处的预应力法向压载荷累计值——1-3号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.02.286.258.519.198.88297.02.206.108.308.978.663100.01.804.726.086.325.944102.01.583.854.674.604.1353650.01.573.854.674.604.13各阶段的结构重力单独作用形成的应力——1-2号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天kn-mkn-mkn-mkn-mkn-m17.068.7303.0519.6649.5692.8297.00.00.00.00.00.03100.022.096.0164.3205.3219.04102.021.795.9164.4205.5219.253650.00.00.00.00.00.0结构重力单独作用形成的钢筋重心处的预应力法向压应力——1-2号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.50-2.15-3.66-4.55-4.85297.00.000.000.000.000.003100.0-0.16-0.69-1.16-1.45-1.544102.0-0.15-0.63-1.07-1.33-1.4253650.00.000.000.000.000.00由结构重力造成的钢筋重心处的预应力法向压载荷累计值——1-2号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.0-0.50-2.15-3.66-4.55-4.85297.0-0.50-2.15-3.66-4.55-4.853100.0-0.66-2.84-4.83-5.99-6.394102.0-0.81-3.47-5.89-7.32-7.8153650.0-0.81-3.47-5.89-7.32-7.81由预加力产生的钢筋重心处的预应力法向压载荷累计值——1-2号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.03.269.2211.4413.0413.04297.03.189.0511.2512.8312.833100.02.908.2810.3311.7811.814102.02.828.0610.0611.4711.5053650.02.828.0610.0611.4711.50由永久作用形成的钢筋重心处的预应力法向压载荷累计值——1-2号边板--------------------------------------------------------------阶段龄期h/2l/8l/43l/8跨中天mpampampampampa17.02.767.067.788.498.19297.02.686.897.588.287.983100.02.245.445.505.795.424102.02.014.594.164.153.6953650.02.014.594.164.153.69※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段由预加力引起的各截面上、下缘混凝土的正应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段参与受力的混凝土铺设层的上缘σpc-----------------------------------------------------板号h/2l/8l/43l/8跨中mpampampampampa20.100.200.220.240.231-60.080.150.220.250.241-50.100.180.230.240.231-30.100.180.230.240.231-20.110.210.230.240.23使用阶段预制板上缘σpc-----------------------------------------------------板号h/2l/8l/43l/8跨中mpampampampampa2-0.81-2.51-3.21-3.71-3.721-6-0.61-1.94-3.06-3.53-3.551-5-0.74-2.22-3.12-3.51-3.521-3-0.66-2.12-3.08-3.49-3.501-2-0.82-2.41-3.04-3.47-3.49使用阶段预制板下缘σpc-----------------------------------------------------板号h/2l/8l/43l/8跨中mpampampampampa22.537.9610.2111.7911.851-62.317.5211.8513.7213.791-52.718.2211.6013.0613.131-32.297.4910.9012.3712.441-22.708.1010.2311.7111.78※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※使用阶段正弯矩抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※短期效应组合——截面下缘混凝土的正应力σst-----------------------------------------------------板号h/2l/8l/43l/8跨中mpampampampampa2-1.53-5.48-8.47-10.45-11.121-6-1.69-6.05-9.46-11.66-12.411-5-1.61-5.78-9.13-11.27-12.001-3-1.54-5.51-8.78-10.83-11.531-2-1.46-5.27-8.52-10.51-11.19长期效应组合——截面下缘混凝土的正应力σlt-----------------------------------------------------板号h/2l/8l/43l/8跨中mpampampampampa2-1.12-4.65-7.51-9.31-9.931-6-1.22-5.12-8.33-10.32-11.011-5-1.17-4.91-8.04-9.99-10.661-3-1.11-4.70-7.74-9.62-10.261-2-1.06-4.51-7.52-9.35-9.97短期效应组合——抗裂验算σst+σpc即规范中的σst-σpc---------------------------------------------------------------------------板号h/2l/8l/43l/8跨中上限值能否满足mpampampampampampa21.002.481.751.340.73-1.861-60.621.472.392.061.38-1.861-51.102.442.471.791.13-1.861-30.761.982.121.540.91-1.861-21.242.831.711.200.58-1.86长期效应组合——抗裂验算σlt+σpc即规范中的σlt-σpc---------------------------------------------------------------------------板号h/2l/8l/43l/8跨中上限值能否满足mpampampampampampa21.413.312.712.471.920.001-61.092.403.533.402.790.001-51.553.313.553.072.470.001-31.182.803.162.762.190.001-21.643.592.702.361.810.00※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※斜腹杆抗裂验算※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※最大挠度及相应弯矩——混凝土的主拉应力σtp---------------------------------------------------------------------------板号h/2l/8l/43l/8跨中上限值能否满足mpampampampampampa2-1.00-0.33-0.13-0.040.00-1.861-6-1.10-0.44-0.13-0.040.00-1.861-5-0.97-0.36-0.12-0.040.00-1.861-3-0.93-0.33-0.11-0.030.00-1.861-2-0.81-0.27-0.10-0.030.00-1.86最大剪力及相应载荷——混凝土的主拉应力σtp---------------------------------------------------------------------------板号h/2l/8l/43l/8跨中上限值能否满足mpampampampampampa2-1.00-0.33-0.13-0.050.00-1.861-6-1.10-0.44-0.14-0.040.00-1.861-5-0.97-0.37-0.12-0.040.00-1.861-3-0.93-0.33-0.11-0.030.00-1.861-2-0.81-0.27-0.10-0.030.00-1.86※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状态混凝土的法向压应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※参与受力的混凝土铺设层的上缘σkc（标准效应组合）-----------------------------------------------------板号h/2l/8l/43l/8跨中mpampampampampa23.375.766.827.868.221-62.984.896.016.907.201-52.984.866.026.927.221-32.984.846.076.987.291-22.994.826.147.057.36预制板上缘σkc（标准效应组合）-----------------------------------------------------板号h/2l/8l/43l/8跨中mpampampampampa22.767.6311.0713.5014.311-62.236.038.9510.9011.551-52.256.079.0911.0711.741-32.276.169.3111.3512.041-22.306.249.5411.6312.33参与受力的混凝土铺设层的上缘σkc+σpt---------------------------------------------------------------------------板号h/2l/8l/43l/8跨中上限值能否满足mpampampampampampa23.475.967.048.118.4516.201-63.075.056.237.157.4416.201-53.085.046.257.167.4516.201-33.085.026.307.227.5216.201-23.105.036.367.307.6016.20预制板上缘σkc+σpt---------------------------------------------------------------------------板号h/2l/8l/43l/8跨中上限值能否满足mpampampampampampa21.955.117.859.7910.5916.201-61.624.095.907.378.0016.201-51.513.865.977.568.2116.201-31.614.046.247.868.5316.201-21.483.836.518.168.8416.20※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※持久状况预应力锚杆的最大拉应力※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※※σpe+σp---------------------------------------------------------------------------板号支点l/8l/43l/8跨中上限值能否满足mpampampampampampa2609.81132.81131.61128.21136.11209.01-6617.21161.01128.81124.11132.91209.01-5611.91142.71127.01129.01137.61209.01-3614.21149.81131.91132.61140.91209.01-2608.91133.61139.11138.71146.81209.0※※※※※※※※※※※※/m）15.0618yx18-76.2-836/1064（弧形）相关参数：压型钢板规格yx18-76.2-836（圆形）功能有效覆盖半径（mm）836展开长度（mm）1000板厚（mm）0.50.6屋面.墙面板挠度惯性矩(cm4/m)2.452.94截面抵抗矩(cm3/m)2.573.07yx15-225-900yx14-63.5-850（弧形）yx20-215-860(1075)yx25-205-820隐藏式屋面板yx25-205-820（揄弧）相关参数：压型钢板规格yx25-205-820有效覆盖厚度（mm）820展开长度（mm）1000板厚（mm）0.50.6截面惯性矩(cm4/m)4.385.32截面抵抗矩(cm3/m)7.188.55yx25-205-1025yx25-210-840（1050）yx28-207-828yx35-125-750（v-125）隐藏式屋面板yx54-410-820隐藏式屋面板yx66-470（u-470）隐藏式屋面板yx76-380-760金属墙面板系列yx25-248-992墙面板yx18-77-315横装式780大波纹墙面系统其它金属地面板yx25-205-820相关参数：yx25-205-1025相关参数：压型钢板规格yx25-205-1025有效覆盖厚度（mm）1025展开长度（mm）1200板厚（mm）0.50.6截面惯性矩(cm4/m)4.385.32截面抵抗矩(cm3/m)7.188.55yx25-210-840（1050）yx18-76.2-836（弧形）yx12-110-880（v-110）yx20-215-860(1075)相关参数：压型钢板规格yx20-215-860(1075)用途有效覆盖厚度（mm）860/1075展开长度（mm）1000/1200板厚（mm）0.50.60.8屋面，内衬，强面板截面惯性矩(cm4/m)8.0110.7414.02截面抵抗矩(cm3/m)3.625.927.98yx15-225-900相关参数：压型钢板规格yx15-225-900用途有效覆盖半径（mm）900展开长度（mm）1000板厚（mm）0.50.6屋面铜排的载流量口诀，墙面,内衬板翼缘惯性矩(cm4/m)1.231.48截面抵抗矩(cm3/m)3.854.55yx10-130-910(1040)相关参数：压型钢板规格yx10-130-910(1040)用途有效覆盖厚度（mm）910/1400展开长度（mm）1000/1200板厚（mm）0.5屋面内衬板铜排的载流量口诀，墙面,板，包装板截面惯性矩(cm4/m)2.907截面抵抗矩(cm3/m)3.22
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