隧洞衬砌计算书

**********************************************************************计算项目：理正隧道衬砌计算软件1计算时间：2021-07-1615:59:41**********************************************************************----------------------------------------------------------------------[计算简图]-------------------------------------------------------------------------------------------------------------------------------------------[计算条件]----------------------------------------------------------------------[基本参数]规范标准： 水工砼规范SL/T191-96承载能力极限状态?0： 1.0正常使用极限状态?0： 1.0设计状况系数： 1.00衬砌断面类型： 圆拱直墙形每段计算的分段数： 10计算迭代次数： 10抗力验证要求： 高[衬砌参数]底板半宽： 1.650(m)底板厚度： 0.300(m)侧墙高度： 2.500(m)侧墙厚度： 0.300(m)顶拱半中心角： 90.000(度)顶拱拱脚厚度： 0.300(m)顶拱拱顶厚度： 0.300(m)底板围岩弹抗系数： 500.000(MN/m3)侧墙围岩弹抗系数： 500.000(MN/m3)顶拱围岩弹抗系数： 500.000(MN/m3)衬砌的弹性模量： 23000.000(MPa)[荷载参数]底部山岩压力(侧)： 0.000(kN/m)底部山岩压力(中)： 0.000(kN/m)侧向山岩压力(上)： 0.000(kN/m)侧向山岩压力(下)： 0.000(kN/m)顶部山岩压力(侧)： 70.000(kN/m)顶部山岩压力(中)： 70.000(kN/m)内水压力水头： 6.000(m)外水压力水头： 0.000(m)外水压力折减系数(?)： 0.400顶拱灌浆压力： 20.000(kPa)顶拱灌浆压力作用范围角： 60.000(度)其它段灌浆压力： 0.000(kPa)衬砌容重： 24.000(kN/m3)[荷载组合参数] 编号 荷载名称 是否计算 分项系数 1 衬砌自重 √ 1.00 2 顶岩压力 √ 1.00 3 底岩压力 √ 1.00 4 侧岩压力 √ 1.00 5 内水压力 √ 1.00 6 外水压力 √ 1.00 7 顶部灌浆压力 √ 1.00 8 其余灌浆压力 √ 1.00[配筋参数]对称配筋： 是混凝土等级： C30纵筋等级： Ⅲ级(fy=360MPa,fyk=400MPa)拉结筋计算： 计算拉结筋等级： Ⅰ级(fy=210MPa,fyk=235MPa)拉结筋间距： 100(mm)配筋计算as： 65(mm)配筋调整系数： 1.00裂缝计算： 计算采用的荷载效应组合： 短期效应组合最大裂缝宽度允许值： 0.40(mm)单侧拟采用纵筋直径： 18(mm)砼保护层厚度： 50(mm)----------------------------------------------------------------------[计算结果]----------------------------------------------------------------------注：纵筋面积和配筋率结果中，如果出现红色数字，则表示配筋率大于2.5%。----------------------------------------------------------------------[内力配筋计算]----------------------------------------------------------------------计算结论:经过3次计算,达到各点设定抗力条件和法向位移一致!轴向力剪力弯矩切向位移法向位移转角围岩抗力单侧纵筋(配筋率)拉结筋面积截面验算NQMUVWAs（瘢?Av(kN)(kN)(kN.m)(mm)(mm)(度)(kPa)(mm^2)(mm^2)底板(从中心向左等分10段):0-22.4220.00023.1260.0000.1210.0000.1470.0(0.20%)111.1满足1-22.422-0.97723.2130.0000.1270.0040.1470.0(0.20%)111.1满足2-22.422-0.94823.393-0.0010.1450.0080.1470.0(0.20%)111.1满足3-22.4221.09823.415-0.0020.1760.0130.1470.0(0.20%)111.1满足4-22.4226.17822.864-0.0020.2180.0170.1470.0(0.20%)111.1满足5-22.42215.29521.154-0.0030.2730.0210.1470.0(0.20%)111.1满足6-22.42229.40417.541-0.0030.3390.0250.2470.0(0.20%)111.1满足7-22.42249.34711.129-0.0040.4140.0270.2470.0(0.20%)111.1满足8-22.42275.7450.901-0.0040.4950.0280.2470.0(0.20%)111.1满足9-22.422108.859-14.238-0.0050.5760.0270.3470.0(0.20%)111.1满足10-22.422148.401-35.380-0.0050.6490.0230.3656.3(0.28%)111.1满足侧墙(从底向上等分10段):0-148.401-22.422-35.380-0.649-0.0050.0230.0470.0(0.20%)111.1满足1-146.601-32.281-28.334-0.6550.0740.0140.0470.0(0.20%)111.1满足2-144.801-33.877-19.930-0.6600.1200.0070.1470.0(0.20%)111.1满足3-143.001-30.744-11.781-0.6650.1420.0030.1470.0(0.20%)111.1满足4-141.201-25.279-4.744-0.6700.1490.0010.1470.0(0.20%)111.1满足5-139.401-18.7320.776-0.6750.1500.0000.1470.0(0.20%)111.1满足6-137.601-11.4014.563-0.6800.1520.0010.1470.0(0.20%)111.1满足7-135.801-2.8866.382-0.6850.1600.0030.1470.0(0.20%)111.1满足8-134.0017.6415.840-0.6900.1750.0040.1470.0(0.20%)111.1满足9-132.20121.1022.316-0.6950.1960.0050.1470.0(0.20%)111.1满足10-130.40138.115-5.011-0.7000.2210.0050.1470.0(0.20%)111.1满足顶拱(从拱脚向拱顶等分10段):0-130.40138.115-5.011-0.7000.2210.0050.1470.0(0.20%)111.1满足1-132.75331.604-14.290-0.7320.1260.0020.1470.0(0.20%)111.1满足2-130.53013.297-20.381-0.7480.010-0.0030.0470.0(0.20%)111.1满足3-122.602-10.492-20.682-0.743-0.134-0.0090.0470.0(0.20%)111.1满足4-110.008-25.381-15.806-0.714-0.301-0.0140.0470.0(0.20%)111.1满足5-94.947-33.743-8.017-0.657-0.481-0.0180.0470.0(0.20%)111.1满足6-79.247-36.1571.168-0.570-0.660-0.0190.0470.0(0.20%)111.1满足7-64.728-32.92110.235-0.456-0.822-0.0170.0470.0(0.20%)111.1满足8-53.032-24.88217.816-0.318-0.951-0.0130.0470.0(0.20%)111.1满足9-45.457-13.35722.830-0.164-1.034-0.0070.0470.0(0.20%)111.1满足10-42.8360.00024.5810.000-1.0630.0000.0470.0(0.20%)111.1满足----------------------------------------------------------------------[根据裂缝限制调整后的纵筋面积]----------------------------------------------------------------------计算结论:经过3次计算,达到各点设定抗力条件和法向位移一致!轴向力弯矩纵筋面积(配筋率)纵筋直径裂缝宽度拉筋应力NkMk(单侧)(单侧)Wmaxstress(kN)(kN.m)(mm^2)(mm)(mm)(MPa)底板(从中心向左等分10段):0-22.42223.126470.0(0.20%)180.34214.41-22.42223.213470.0(0.20%)180.34215.32-22.42223.393470.0(0.20%)180.34217.23-22.42223.415470.0(0.20%)180.34217.44-22.42222.864470.0(0.20%)180.33211.75-22.42221.154470.0(0.20%)180.31194.06-22.42217.541470.0(0.20%)180.25156.77-22.42211.129470.0(0.20%)180.1491.18-22.4220.901470.0(0.20%)18------9-22.422-14.238470.0(0.20%)180.19122.810-22.422-35.380656.3(0.28%)180.39244.5侧墙(从底向上等分10段):0-148.401-35.380470.0(0.20%)180.35222.91-146.601-28.334470.0(0.20%)180.25158.92-144.801-19.930470.0(0.20%)180.1488.33-143.001-11.781470.0(0.20%)18------4-141.201-4.744470.0(0.20%)18------5-139.4010.776470.0(0.20%)18------6-137.6014.563470.0(0.20%)18------7-135.8016.382470.0(0.20%)18------8-134.0015.840470.0(0.20%)18------9-132.2012.316470.0(0.20%)18------10-130.401-5.011470.0(0.20%)18------顶拱(从拱脚向拱顶等分10段):0-130.401-5.011470.0(0.20%)18------1-132.753-14.290470.0(0.20%)18------2-130.530-20.381470.0(0.20%)180.1699