梁柱配筋計算過程案例材料：混凝土強度等級C35，縱筋、箍筋HRB400截面尺寸：邊跨框架梁，中跨框架梁，考慮到現澆樓板翼緣的作用，跨中正截面受彎計算時，截面考慮為T形截面，翼緣的寬度，翼緣截面的厚度為130mm。邊柱、中柱截面尺寸，框架柱的計算高度，對于底層柱為，其他層柱為。計算參數的選擇：框架梁，跨中截面，支座截面，各處截面，界限相對于受壓區高度，正截面受彎承載力抗震調整系數，斜截面受剪承載力抗震調整系數，計算過程中考慮受壓鋼筋的作用。框架柱，取，采用對稱配筋，界限相對受壓區高度，柱軸壓比不小于0.15時，正截面受壓承載力抗震調整系數，軸壓比小于0.15時，正截面受壓承載力抗震調整系數，斜截面受剪承載力抗震調整系數。1.1梁正截面配筋計算1.1.1非抗震作用下梁的正截面配筋計算對于1層A端截面，從內力組合表中選擇；所以取，鋼筋選擇為4C18，對于1層AB跨跨中截面，從內力組合表中選擇所以取，鋼筋選擇為3C18，其余截面的配筋列表計算如下：第8章梁柱配筋計算56表1.1非抗震作用下梁正截面配筋計算表Table1.1Reinforcementcalculationtableofnormalsectionofbeamundernon-seismicaction層號截面位置彎矩（KN·m)b/bf′(mm)h(mm)as(mm)h0(mm)αsξx=ξh0(mm)X<2as′計算As(mm2)選用鋼筋實際As1A-206.45300700606400.1010.10661.0是955.794C181017跨中90.192400700406600.0050.0053.4是404.083C18763B左-172.12300700606400.0840.08856.1是796.854C16804B右-102.65250500604400.1270.13660.0是712.853C187632A-185.79300700606400.0910.09560.8是860.143C20942跨中85.562400700406600.0050.0053.2是383.333C18763B左-151.86300700606400.0770.08151.6是735.463C18763B右-82.36250500604400.1020.10847.4是571.942C206283A-161.43300700606400.0790.08252.5是747.363C18763跨中85.562400700406600.0050.0053.2是383.333C18763B左-145.14300700606400.0710.07347.0是671.943C18763B右-67.58250500604400.0840.08731.5是469.313C187634A-134.78300700606400.0660.06843.5是623.983C18763跨中86.622400700406600.0050.0053.3是381.083C18763B左-132.89300700606400.0650.06742.9是615.233C18763B右-53.19250500604400.0660.06830.0是369.383C187635A-69.67300700606400.0340.03522.1是322.553C18763跨中74.962400700406600.0040.0042.8是335.843C18763B左-81.88300700606400.0430.04421.3是411.483C18763B右39.01250500604400.0480.04921.8是270.903C