悬挑板结构计算(2018新规范)表格推荐下载.xlsx
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悬挑板结构计算(2018新规范)表格推荐下载.xlsx
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悬悬挑挑板板配配筋筋、裂裂缝缝及及挠挠度度计计算算一一、常常规规数数据据混凝土容重(kN/m3)25雪荷载标准值(kN/m2)0.45基本雪压(kN/m2)0.45检修集中荷载标准值(kN/m)1.00积雪分布系数r1.00活荷载准永久值系数q0.50板厚底板根部厚(mm)140钢筋弹性模量ES(N/mm2)2.00E+05底板端部厚(mm)120水平投影面均布活荷载标准值(kN/m2)0.70计算跨度L0(mm)150020mm纸筋石灰抹底(kN/m)0.36端部翻边高出板面h(mm)020mm纸筋石灰板侧抹灰(kN/m)0.05端部翻边宽b(mm)80C15细石混凝土找坡最薄处20(kN/m)0.75构件受力特征系数cr1.9020mm水泥砂浆找平+5%防水剂(kN/m)0.40纵向受拉钢筋表面特征系数i1.004厚带铝铂SBS改性防水卷材面层(kN/m)0.10混凝土强度等级C304厚SBS改性防水卷材附加层(kN/m)0.05受拉钢筋强度设计值fy(N/mm2)360积水荷载标准值(kN/m)0.00-0板保护层厚度c(mm)20-0二二、数数据据统统计计、确确定定荷荷载载组组合合方方案案恒荷载统计底板自重(kN/m)3.25活荷载标准值qK(kN/m)0.70抹灰(kN/m)0.41等效矩形应力图计算系数11.00找平(kN/m)0.75混凝土轴心抗拉强度设计值ft(N/mm2)1.43其他建筑材料(kN/m)0.55混凝土轴心抗压强度设计值fc(N/mm2)14.3均布恒荷载标准值gK(kN/m)4.96as25集中恒荷载标准值FK(翻边)0.00有效厚度h0=h-as(mm)105三三、计计算算截截面面配配筋筋M1=1.3*(0.5*gK*ln2+FK*ln)+1.5*0.5*Qk*ln2(kNm)8.43钢筋直径d(mm)8M2=1.3*(0.5*gK*ln2+FK*ln)+1.5*检修荷载*ln(kNm)9.50钢筋间距s(mm)140取M=M29.50钢筋实际配筋面积AS(mm2)359.0截面抵抗矩系数S=M/1fcbh020.0603配筋面积是否满足满满足足内力臂系数S=(1+(1-2S)1/2)/20.9689(%)=AS/bh00.34计算钢筋面积AS=M/Sfyh0(mm2)259.4min(%)0.20等效矩形应力图计算系数10.80max(%)2.06正截面混凝土极限压应变cu0.0033满满足足最最小小配配筋筋率率要要求求计算界限相对受压区高度b0.518满满足足最最大大配配筋筋率率要要求求四四、裂裂缝缝验验算算MK=(gK+qK)ln2/2+FgKln(kNm)6.36混凝土轴心抗拉强度标准值ftk(N/mm2)2.01Mq=(gK+qqK)l2/2+FgKln(KNm)5.97te=AS/0.5bh1.00%sk=MK/0.87h0AS(N/mm2)194.03受拉区纵筋等效直径deq=d/i(mm)8.0sq=Mq/0.87h0AS(N/mm2)182.03单位面积钢筋根数n7K=1.1-0.65ftk/tesk0.427q=1.1-0.65ftk/tesq0.382最大裂缝宽度max=crs/ES(1.9c+0.08deq/te)(mm)0.080最大裂缝宽度限值lim(mm)0.20验算maxlim满满足足五五、挠挠度度验验算算受压翼缘面积与腹板有效面积的比值f0.00混凝土弹性模量EC(N/mm2)3.00E+04钢筋弹性模量与混凝土模量的比值E6.667考虑荷载长期作用对挠度的影响系数1.80短期刚度Bsk(kNm2)956.79受弯构件的长期刚度Bk(kNm2)546.58短期刚度Bsq(kNm2)1019.73受弯构件的长期刚度Bq(kNm2)566.52挠度限值f0(mm)1/250B=min(Bk,Bq)(kNm2)546.58计算受弯构件挠度fmax=SMkl02/Bmin(mm)6.55验算fmaxf0满满足足板板中中受受力力钢钢筋筋相相应应直直径径和和间间距距的的面面积积(单单位位:
@#@mmmm22)程程序序调调用用红红线线内内数数据据,不不要要随随意意改改动动,其其他他部部分分仅仅供供参参考考可可以以删删除除。
@#@909010010011011012012012512513013014014088558.51502.65456.96418.88402.12386.66359.041010872.66785.40714.00654.50628.32604.15561.0012121256.641130.971028.16942.48904.78869.98807.8414141710.421539.381399.441282.821231.501184.141099.5616162234.022010.621827.841675.521608.501546.631436.1618182827.432544.692313.352120.582035.751957.451817.6420203490.663141.592855.992617.992513.272416.612243.9922224223.703801.333455.753167.773041.062924.102715.2325255454.154908.744462.494090.623926.993775.953506.2428286841.696157.525597.755131.274926.024736.564398.2330307853.987068.586425.985890.495654.875437.375048.99注:
@#@以1米板带计算15015016016017017017517518018019019020020088335.10314.16295.68287.23279.25264.56251.331010523.60490.87462.00448.80436.33413.37392.701212753.98706.86665.28646.27628.32595.25565.4914141026.25962.11905.52879.65855.21810.20769.6916161340.411256.641182.721148.931117.011058.221005.31181696.461590.431496.881454.111413.721339.311272.35202094.401963.501848.001795.201745.331653.471570.80222534.222375.832236.072172.192111.852000.701900.66253272.493067.962887.492804.992727.082583.552454.37284105.013848.453622.073518.583420.853240.803078.76304712.394417.864157.994039.193926.993720.313534.29强度fcft11C157.20.911.000.80C209.61.101.000.80C2511.91.271.000.80C3014.31.431.000.80C3516.71.571.000.80C4019.11.711.000.80C4521.11.801.000.80C5023.11.891.000.80C5525.31.960.990.79C6027.52.040.980.78C6529.72.090.970.77C7031.82.140.960.76C7533.82.180.950.75C8035.92.220.940.74强度fcu,kftkEcC15151.272.20C20201.542.55C25251.782.80C30302.013.00C35352.203.15C40402.393.25C45452.513.35C50502.643.45C55552.743.55C60602.853.60C65652.933.65C70702.993.70C75753.053.75C80803.113.80活荷控制下均布荷载组合值P2(kN/m)8.35其他材料容重恒荷控制下均布荷载组合值P1(kN/m)8.07纸筋石灰(kN/m3)16M19.08恒挑挑檐檐板板水泥砂浆(kN/m3)20M19.39活C15细石混凝土(kN/m3)23M29.03恒水泥砂浆粉刷墙面的单位自重(kN/m2)0.36M28.19活水磨石面层(kN/m3)25程程序序调调用用红红线线内内数数据据,不不要要随随意意改改动动,其其他他部部分分仅仅供供参参考考可可以以删删除除。
@#@
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