超筋连梁计算表（依据《高规2010》7.2.21~7.2.23） S100100100100100100100100100100100100100100100100100100100100100100跨高比C30C35C40C45C50C55λλλλλλλλλλλλλλλλλλλλλλ≤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 Asvmin(mm^2)抗剪承载力设计值(KN)(表中数值xb )(表中数值xb L) 梁宽b(mm)梁净跨L(mm)双肢箍(表中数值xbh0/1000 )箍筋HRB400纵筋HRB400箍筋HRB4002.5240.4960.002336300900148.7202.5240.4960.002336200120099.1470.6280.0017524001200251.0440.6280.0017524001200251.0442.9470.5910.0027284001200236.2622.9470.5910.0027284001200236.2620.7450.00204001200297.8440.7450.00204001200297.8443.3710.6860.0031203001200205.6733.3710.6860.0031204001200274.2310.8620.0023404001200344.40.8620.0023404001200344.43.7240.7680.00344001200307.1223.7240.7680.00344001500307.1220.9620.00258001200384.80.9620.00258001200384.84.0760.8500.003773300800255.0104.0760.8500.0037735001500425.0171.0630.0028304001200425.1331.0630.0028304001200425.1334.4650.9440.0041326001200566.3304.4650.9440.0041326001500566.330不参与计算C55C60100100100100100100λλλλλλ＞2.5＞2.5≤2.5≤2.5＞2.5＞2..8534.8531.1771.1771.0371.0371.2901.2900.0030990.0030990.0044920.0044920.0033690.003369500500600500500400120015001200120015001200588.444588.444621.937518.2814.8515.911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*βc*fc*b*ho)/0.85］/(ho-as＇)*fy
Asmax(mm^2)一侧配筋（另一侧对称）纵筋HRB400630.630000560.560000840.840000840.8400001309.2800001309.280000981.960000981.9600001123.0800001497.4400001123.0800001123.08000016.2400002067.8000001240.6800001240.680000905.5200002829.7500001358.2800001358.2800002975.2800003719.1000001859.5500002324.4375003234.0000002695.0000002526.5625001617.000000
