连梁计算表1(HRB400)

500 500 600 500 500 400
1200 1500 1200 1200 1500 1200
588.444 588.444 621.937 518.281 644.889 515.911
连梁超筋箍筋的计算方法详见《混凝土剪力墙连梁的设计计算及超筋处理》朱炳寅 λ ＞2.5，连梁超筋纵筋总的配筋面积As≤［(0.2*β c*fc*b*ho)/0.85］/(ho-as＇)*fy
1859.550000 2324.437500 3234.000000 2695.000000 2526.562500 1617.000000
≤2.5 ≤2.5 ＞2.5 ＞2.5 ≤2.5 ≤2.5 ＞2.5 ＞2.5 ≤2.5 ≤2.5 ＞2.5 ＞2.5 ≤2.5 ≤2.5 ＞2.5 ＞2.5 ≤2.5 ≤2.5 ＞2.5 ＞2.5 ≤2.5 ≤2.5
Asvmin系数 Asmax系数 抗剪承载力设计值(KN) (表中数值xb ) (表中数值xb L) (表中数值xbh0/1000 ) 箍筋HRB400 纵筋HRB400 2.524 0.496 0.002336 2.524 0.496 0.002336 0.628 0.001752 0.628 0.001752 2.947 0.591 0.002728 2.947 0.591 0.002728 0.745 0.002046 0.745 0.002046 3.371 0.686 0.003120 3.371 0.686 0.003120 0.862 0.002340 0.862 0.002340 3.724 0.768 0.003446 3.724 0.768 0.003446 0.962 0.002585 0.962 0.002585 4.076 0.850 0.003773 4.076 0.850 0.003773 1.063 0.002830 1.063 0.002830 4.465 0.944 0.004132 4.465 0.944 0.004132
C55
C60
100 100 100 100 100 100
λ λ λ λ λ λ
＞2.5 ＞2.5 ≤2.5 ≤2.5 ＞2.5 ＞2.5
4.853 4.853
1.177 1.177 1.037 1.037 1.290 1.290
0.003099 0.003099 0.004492 0.004492 0.003369 0.003369
Asmax(mm^2) 一侧配筋（另一侧对称） 纵筋HRB400 630.630000 560.560000 840.840000 840.840000 1309.280000 1309.280000 981.960000 981.960000 1123.080000 1497.440000 1123.080000 1123.080000 1654.240000 2067.800000 1240.680000 1240.680000 905.520000 2829.750000 1358.280000 1358.280000 2975.280000 3719.100000
不参与计算
Asvmin(mm^2) 梁宽b(mm) 梁净跨L(mm) 双肢箍 箍筋HRB400 300 900 148.720 200 1200 99.147 400 1200 251.044 400 1200 251.044 400 1200 236.262 400 1200 236.262 400 1200 297.844 400 1200 297.844 300 1200 205.673 400 1200 274.231 400 1200 344.644 400 1200 344.644 400 1200 307.122 400 1500 307.122 400 1200 384.889 400 1200 384.889 300 800 255.010 500 1500 425.017 400 1200 425.133 400 1200 425.133 600 1200 566.330 600 1500 566.330
超筋连梁计算表（依据《高规2010》7.2.21~7.2.23）
S 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
跨高比
C30
C35
Cห้องสมุดไป่ตู้0
C45
C50
C55
λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ λ