H型钢梁等强连接计算

H型钢梁等强连接计算项目名称：构件编号：材质fyHbBbtwbtFbr单翼缘截面螺栓数nFP2356002201219242腹板截面螺栓数nwP高强螺栓等级抗滑移系数μ翼缘螺栓直径df腹板螺栓直径dwA(mm2)I0b410.90.4522221.56E+049.21E+08ffvNvbfNvbwdFbdwb腹板螺栓间距D205120153.9153.923.523.571InbWnbAnwb单侧单翼缘螺栓总数nFb单侧腹板螺栓总数nwb翼缘外侧连接板厚t1翼缘内侧连接板宽b7.63E+082.54E+065616681272翼缘内侧连接板厚t2腹板连接板高h腹板连接板厚t31830712连接节点抗震验算梁翼缘抗震设计强度梁腹板震设计强度净截面面积fayfufayfu单侧AnfAnw22537523537541335616翼缘外侧板尺寸螺栓面积与极限强度t1BbfayfuAn1Aefub1422023537524223031040xxx电厂主厂房钢结构详图A-FB-4-1翼缘内侧板尺寸t2bfayfuAn2An1+An2188022537520344456腹板连接板尺寸螺栓面积与极限强度t3hfayfuAn3Aefub848023537561763031040梁全塑性弯矩Mbpx=793kN.m拼接节点最大承载力校核对弯矩梁翼缘拼接连接板净截面抗拉最大承载力的相应最大弯矩Mu1=973kN.m梁翼缘连接高强螺栓抗剪最大承载力的相应最大弯矩Mu2=1648kN.mMu1梁翼缘板边端截面抗拉最大承载力的相应最大弯矩螺栓沿板受拉方向端距e=40Mu3=994kN.mMu1梁翼缘拼接连接板边端截面抗拉最大承载力的相应最大弯矩Mu4=1655kN.mMu1Mu=973kN.m1.2Mbpx=952kN.m满足对剪力梁跨度=9m梁腹板净截面面积的抗剪最大承载力Vu1=1216kN梁腹板拼接连接板净截面面积的抗剪最大承载力Vu2=1337kNVu1腹板连接高强螺栓的抗剪最大承载力Vu3=3781kNVu1Vu=1216kN1.4Vp=247kn满足螺栓孔对梁截面削弱率校核梁毛截面面积A0=1.56E+04螺栓孔削弱面积Ar=2914梁截面孔洞削弱率=18.68%25%满足螺栓直径de101214161820222427303336394245485256606468螺纹间距螺栓有效直径螺栓有效面积pdeAe1.58.59581.810.36842.012.121152.014.121572.515.651922.517.652452.519.653033.021.193523.024.194593.526.725603.529.726934.032.258164.035.259754.537.7811204.540.7813055.043.3114725.047.3117575.550.8420295.554.8423616.058.3726756.062.373054