樓板配筋計(jì)算表格（自動(dòng)版）

1、一、原始數(shù)據(jù),計(jì)算模式：四邊固定,板上面荷載設(shè)計(jì)值 q (KN/m2),113.00 ,受力鋼筋強(qiáng)度設(shè)計(jì)值 fy (N/mm2),360 板上面荷載標(biāo)準(zhǔn)值 qK (KN/m2),91.00 ,鋼筋彈性模量 ES (N/mm2),2.0E+05板厚 h (mm),500,構(gòu)件受力特征系數(shù) cr,2.1 板x向長(zhǎng)度 lx (mm),8000 ,縱向受拉鋼筋相對(duì)粘結(jié)特性系數(shù) ,0.7 板y向長(zhǎng)度 ly (mm),8000 ,混凝土強(qiáng)度等級(jí),C30注：板邊長(zhǎng)度取值方向參照建筑結(jié)構(gòu)靜力計(jì)算手冊(cè)相應(yīng)計(jì)算模式,二、計(jì)算數(shù)據(jù),混凝土軸心抗壓設(shè)計(jì)值 fc (N/mm2),14.3 ,混凝土彈性模量 EC (N/

2、mm2),3.0E+04系數(shù) 1 ,1.00 ,非迎水側(cè)板有效高度 h0=h-40 (mm),460混凝土抗拉標(biāo)準(zhǔn)值 ftk (N/mm2),2.01,迎水側(cè)板有效高度 h0=h-60 (mm),440板計(jì)算長(zhǎng)度 l =MIN(lx,ly) (mm),8000,泊桑比 ,0.17 ,lx / ly ,1.000 ,三、彎矩計(jì)算,系數(shù) Mx ,0.01760 ,系數(shù) My ,0.01760 系數(shù) Mx0 ,0.05130 ,系數(shù) My0 ,0.05130 系數(shù) Mx=Mx+My ,0.02053 ,系數(shù) My=My+Mx ,0.02053 設(shè)計(jì)彎矩 mx=Mxql2 (KNm/m),148.50

3、 ,設(shè)計(jì)彎矩 my=Myql2 (KNm/m),148.50 設(shè)計(jì)彎矩 mx0=Mx0ql2 (KNm/m),371.00 ,設(shè)計(jì)彎矩 my0=My0ql2 (KNm/m),371.00 標(biāo)準(zhǔn)彎矩 mxS=MxqKl2 (KNm/m),119.59 ,標(biāo)準(zhǔn)彎矩 myS=MyqKl2 (KNm/m),119.59 標(biāo)準(zhǔn)彎矩 mxS0=Mx0qKl2 (KNm/m),298.77 ,標(biāo)準(zhǔn)彎矩 myS0=My0qKl2 (KNm/m),298.77 ,四、截面配筋,設(shè)計(jì)彎距 M (KNm),148.50 ,鋼筋直徑 d (mm),16截面抵抗矩系數(shù) S=M/1fcbh02,0.0491 ,鋼筋間距

4、s (mm),125S=(1+(1-2S)1/2)/2,0.9748 ,鋼筋實(shí)際配筋面積 AS (mm2),1608.5 鋼筋面積 AS=M/Sfyh0 (mm2),919.9 ,是否滿(mǎn)足,滿(mǎn)足,五、裂縫驗(yàn)算,標(biāo)準(zhǔn)彎矩 MS (KNm),119.59 ,te=AS/0.5bh,0.0064 sk=MS/h0AS (N/mm2),185.77 ,te實(shí)際取值(te0.01),0.0100 =1.1-0.65ftk/tesk,0.397 ,受拉區(qū)縱筋等效直徑 deq=d/ (mm),22.9 應(yīng)變不均勻系數(shù)實(shí)際取值(0.21.0),0.397 最外層受拉鋼筋外邊緣至受拉底邊距離c (20c65)

5、(mm),20最大裂縫寬度max=crsk/ES(1.9c+0.08deq/te) (mm),0.17 最大裂縫寬度限值lim (mm),0.20 ,驗(yàn)算max lim,滿(mǎn)足,四、截面配筋,設(shè)計(jì)彎距 M (KNm),371.00 ,鋼筋直徑 d (mm),25截面抵抗矩系數(shù) S=M/1fcbh02,0.1226 ,鋼筋間距 s (mm),100S=(1+(1-2S)1/2)/2,0.9344 ,鋼筋實(shí)際配筋面積 AS (mm2),4908.7 鋼筋面積 AS=M/Sfyh0 (mm2),2397.7 ,是否滿(mǎn)足,滿(mǎn)足,五、裂縫驗(yàn)算,標(biāo)準(zhǔn)彎矩 MS (KNm),298.77 ,te=AS/0.5bh,0.0196 sk=MS/h0AS (N/mm2),152.09 ,te實(shí)際取值(te0.01),0.0196 =1.1-0.65ftk/tesk,0.662 ,受拉區(qū)縱筋等效直徑 deq=d/ (mm),35.7 應(yīng)變不均勻系數(shù)實(shí)際取值(0.21.0),0.662 最外層受拉鋼筋外邊緣至受拉底邊距離c (20c65)