资源描述:
数数据据输输入入 板厚h mm100检修集中荷载标准值 KN/m1.00 翻边高h mm600积水荷载标准值 KN/m2.00 计算跨度l mm1300活荷载准永久值系数ψq0.50 板侧粉刷荷载标准值1.00混凝土强度等级C30 构件受力特征系数αcr2.1受拉钢筋强度设计值fy N/mm2300 纵向受拉钢筋表面特征系数ν0.7钢筋弹性模量ESN/mm22.0E05 数数据据输输出出 一一、、常常规规数数据据 恒 荷 载 板重2.50混凝土轴心抗压设计值fc N/mm214.3 粉刷1.00系数α11.00 翻边重1.50混凝土抗拉标准值ftk N/mm22.01 恒荷载标准值gK KN/m5.00活荷载标准值qK KN/m2.70 总荷载设计值p1.2gK1.4qK KN/m9.789.78有效厚度h0h-20 mm80 二二、、截截面面配配筋筋 弯矩Mpl2/2 KNm8.26钢筋直径d mm8 截面抵抗矩系数αSM/α1fcbh020.0903钢筋间距s mm125 γS11-2αS1/2/20.9526钢筋实际配筋面积AS mm2402.1 钢筋面积ASM/γSfyh0 mm2361.5361.5是否满足满满足足 三三、、裂裂缝缝验验算算 短期弯矩MSgKqKl2/2 KNm6.51ρteAS/0.5bh0.0080 长期弯矩MlgKψqqKl2/2 KNm5.37ρte实际取值ρte≥0.010.0100 σskMS/ηh0AS N/mm2232.48受拉区纵筋等效直径deqd/ν mm11.4 ψ1.1-0.65ftk/ρteσsk0.538应变不均匀系数ψ实际取值0.2≤ψ≤1.00.538 最外层受拉钢筋外边缘至受拉底边距离c 20≤c≤65 mm20 最大裂缝宽度ωmaxαcrψσsk/ES1.9c0.08deq/ρte mm0.17 最大裂缝宽度限值ωlim mm0.20验算ωmax ≤ ωlim满满足足 数数据据输输入入 梁宽b mm350活荷载标准值qK KN/m3.51 梁高h mm800混凝土强度等级C30 梁上墙体高hq mm0受拉钢筋强度设计值fy N/mm2360 雨蓬板恒荷载gKb KN/m25.00箍筋强度设计值fyv N/mm2210 雨蓬板计算跨度lb mm1300梁净跨ln mm8650 雨蓬板长度lb0 mm9000梁计算跨度l0 mm9000 雨蓬板荷载pb KN/m29.78梁以上楼面恒荷载标准值glK KN/m20.00 数数据据输输出出 一一、、常常规规数数据据 恒 荷 载 梁重25bh7.00混凝土轴心抗压设计值fc N/mm214.3 梁上墙体重20b*MIN[hq,ln/3]0.00系数α11.00 雨蓬板传来lbb/2gKb KN/m7.38混凝土抗拉设计值ft N/mm21.43 恒荷载标准值gK KN/m14.38梁有效高度h0h-35 mm765 荷载设计值p1.2gK1.4qK KN/m22.16受扭塑性抵抗矩Wtb2*3h-b/6 mm34.19E07 二二、、截截面面验验算算 剪力Vpln/2 KN95.995.9验算V≤ 0.07fcbh0满满足足 力矩mppblb2/2 KNm/m8.26抵抗扭矩Tmpl0/2 KNm37.1937.19 V/bh0T/Wt N/mm21.25验算V/bh0T/0.8*Wt≤ 0.25fc满满足足 验算V/bh0T/Wt≤ 0.7ft不不满满足足需需进进行行构构件件受受剪剪扭扭承承载载力力计计算算 验算V≤ 0.35ftbh0满满足足不不需需进进行行受受剪剪承承载载力力验验算算 验算T≤ 0.175ftWt不不满满足足需需进进行行受受扭扭承承载载力力验验算算 三三、、构构造造配配筋筋 几肢箍n2最小配箍率ρsvmin0.28ft/fyv0.00190.0019 箍筋直径d mm10实际配箍率ρsv2Asv/bs0.0045 箍筋间距s mm100配箍是否满足ρsv≥ ρsvmin满满足足 受扭纵筋最小配筋率ρtlmin0.6T/Vb1/2ft/fy0.0025 受扭钢筋直径d mm18受扭纵筋实际配筋率ρtlAstl/bh0.0036 受扭钢筋数量4受扭配筋是否满足ρtl≥ ρtlmin满满足足 四四、、承承载载力力验验算算 ⒈⒈受受弯弯承承载载力力验验算算 弯矩Mpl02/8 KNm224.41受弯钢筋直径d mm25 截面抵抗矩系数αSM/α1fcbh020.0766受弯钢筋数量2 γS11-2αS1/2/20.9601钢筋实际配筋面积AS mm2981.7 钢筋面积ASM/γSfyh0 mm2848.7848.7是否满足满满足足 ⒉⒉受受剪剪承承载载力力验验算算 斜截面受剪承载力VCS0.07fcbh01.5fyvnAsvh0/s KN 验算VCS≥ V ⒊⒊受受扭扭承承载载力力验验算算 截面核芯部分短边尺寸bcorb-50 mm300截面核芯部分长边尺寸hcorh-50 mm750 截面核芯部分面积Acorbcorhcor mm2225000 截面核芯部分周长ucor2bcorhcor mm2100 受扭全部纵筋面积Astl mm21017.9沿截面周边单肢箍筋面积Ast1 mm278.5 受扭纵筋与箍筋的配筋强度比值ζfyAstls/fyvAst1ucor1.06 ζ实际取值当ζ1.7时,取1.71.06 0.35ftWt1.2ζ1/2*fyvAst1Acor/s KNm66.75验算T≤ 0.35ftWt1.2ζ1/2*fyvAst1Acor/s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mmmm2 2 9090100100110110120120125125130130140140 8 8558.51502.65456.96418.88402.12386.66359.04 1010872.66785.40714.00654.50628.32604.15561.00 12121256.641130.971028.16942.48904.78869.98807.84 14141710.421539.381399.441282.821231.501184.141099.56 16162234.022010.621827.841675.521608.501546.631436.16 18182827.432544.692313.352120.582035.751957.451817.64 20203490.663141.592855.992617.992513.272416.612243.99 22224223.703801.333455.753167.773041.062924.102715.23 25255454.154908.744462.494090.623926.993775.953506.24 28286841.696157.525597.755131.274926.024736.564398.23 30307853.987068.586425.985890.495654.875437.375048.99 注以1米板带计算 150150160160170170175175180180190190200200 8 8335.10314.16295.68287.23279.25264.56251.33 1010523.60490.87462.00448.80436.33413.37392.70 1212753.98706.86665.28646.27628.32595.25565.49 14141026.25962.11905.52879.65855.21810.20769.69 16161340.411256.641182.721148.931117.011058.221005.31 181696.461590.431496.881454.111413.721339.311272.35 202094.401963.501848.001795.201745.331653.471570.80 222534.222375.832236.072172.192111.852000.701900.66 253272.493067.962887.492804.992727.082583.552454.37 284105.013848.453622.073518.583420.853240.803078.76 304712.394417.864157.994039.193926.993720.313534.29
展开阅读全文