柱截面設(shè)計(jì)(ZH-01)項(xiàng)目名稱構(gòu)件編號(hào)日期設(shè)計(jì)校對(duì)審核執(zhí)行規(guī)范:《混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范》(GB50010-2010),本文簡(jiǎn)稱《混凝土規(guī)范》《建筑抗震設(shè)計(jì)規(guī)范》(GB50011-2010),本文簡(jiǎn)稱《抗震規(guī)范》鋼筋：d-HPB300;D-HRB335;E-HRB400;F-RRB400;G-HRB500;P-HRBF335;Q-HRBF400;R-HRBF500-----------------------------------------------------------------------1已知條件及計(jì)算要求：(1)已知條件：圓形柱D=1200mm計(jì)算長(zhǎng)度L=20.00m砼強(qiáng)度等級(jí)C30，fc=14.30N/mm2ft=1.43N/mm2縱筋級(jí)別HRB400，fy=360N/mm2，fy'=360N/mm2箍筋級(jí)別HPB300，fy=270N/mm2軸力設(shè)計(jì)值N=3000.00kN彎矩設(shè)計(jì)值Mx=300.00kN.m，My=0.00kN.m剪力設(shè)計(jì)值Vy=250.00kN，Vx=0.00kN(2)計(jì)算要求：1.正截面受壓承載力計(jì)算2.斜截面承載力計(jì)算-----------------------------------------------------------2受壓計(jì)算2.1軸壓比2.2偏壓計(jì)算(1)計(jì)算相對(duì)界限受壓區(qū)高度ξb,根據(jù)《混凝土規(guī)范》式6.2.7-1:(2)計(jì)算軸向壓力作用點(diǎn)至鋼筋合力點(diǎn)距離e:(3)計(jì)算配筋由混凝土規(guī)范6.2.6α1=1.00由混凝土規(guī)范E.0.4-1,E.0.4-2,E.0.4-3并取等號(hào):上述三式迭代求解可得:α=0.3460,αt=0.5580,As=6220mm2As=6220mm2≤ρmin×A=0.0055×1130973=6220mm2,取As=6220mm23受剪計(jì)算根據(jù)《混凝土規(guī)范》6.3.15條,圓形截面按照等效慣性矩方柱計(jì)算:b=1.76×r=1.76×600=1056mm,h0=1.6×r=1.60×600=960mm(1)截面驗(yàn)算,根據(jù)《混凝土規(guī)范》式6.3.1:hw/b=0.9≤4,受剪截面系數(shù)取0.25截面尺寸滿足要求。(2)配筋計(jì)算根據(jù)《混凝土規(guī)范》式6.3.12:計(jì)算箍筋構(gòu)造配筋A(yù)svmin/s:故箍筋配筋量:Asv/s=1.274mm2/mm4配置鋼筋(1)縱筋:20E20(6283mm2ρ=0.56%)>As=6220mm2，配筋滿足。(2)箍筋:d8@70(1436mm2/mρsv=0.12%)>Asv/s=1274mm2/m，配筋滿足。-----------------------------------------------------------------------【理正結(jié)構(gòu)設(shè)計(jì)工具箱軟件7.0】計(jì)算日期:2022-12-0714: