5钢梁-混凝土墙(柱)铰接

有关条款:7.7.2GL-204GL-208GL-301GL-306GL-1801GL-1901GL-1902GL-1904I-500X200X10X16I-400X200X8X13I-700X500X25X50I-350X175X7X11I-700X500X20X50I-700X250X14X20I-700X300X14X25I-500X200X10X20高H(mm)500400700350700700700500宽Bmm()200200500175500250300200腹板厚tw(mm)10825720141410翼缘板厚tf(mm)1613501150202520弯矩值：(kN.m)Mss=00000000钢梁腹板高度(mm)468374600328600660650460剪力应力比0.30.20.130.250.20.180.120.13剪力值：(kN)Vss=252.72107.71331.50103.32408.00299.38196.56107.64高(mm)hb=2*b+(n-1)*s390300570270570520520390宽(mm)bs=2*b1+(m-1)*s+251451451451351451451451451516251025202015131127922191912(N/mm2)f310310295310295295295310(N/mm2)fv180180170180170170170180节点板到梁边缘距离(mm)h'=[(H-2*tf)-hb]/23937152915706535面积（净面积）(mm2)An=(hb-n*d0)*tb41103552990019209900780078004290惯性矩（毛截面）(mm4)Ib7.41E+073.60E+073.86E+081.64E+073.86E+082.34E+082.34E+087.41E+07节点板剪力设计值(kN)V252.72107.71331.50103.32408.00299.38196.56107.64剪切应力(N/mm2)τ=V/An61.4930.3233.4853.8141.2138.3825.2025.09判定OKOKOKOKOKOKOKOK节点板净惯性矩：(mm4)Iwj＝Ib-tb*do*∑Yi25.65E+072.93E+072.83E+081.31E+072.83E+081.82E+081.82E+085.84E+07节点板弯距设计值(kN·m)Mw＝(Iwj/Ixj)*M01235678螺栓群中心连接处板附加弯矩(kN·m)Me＝e1*V2192883525179弯曲应力(N/mm2)σ=（Mw+Me）*hb/2/IwJ74.1052.0630.39116.3239.9544.8433.8057.31判定OKOKOKOKOKOKOKOK折算应力σc=(σ^2+3τ^2)^0.5129.7473.9565.48149.0681.8080.1955.2171.92(N/mm2)判定OKOKOKOKOKOKOKOK436365543~43~42~63~32~63~73~73~5tmin（mm）10825720141410Rmax44636775Rmin33232333摩擦型高强螺栓列数m11111111摩擦型高强螺栓直径(mm)d=2724272427242424孔径(mm)do=d+2(mm)2926292629262626摩擦型高强螺栓截面面积(mm2)A573452573452573452452452摩擦型高强螺栓水平间距s(mm)(3do)909090809010010090摩擦型高强螺栓垂直间距s(mm)(3do)909090809010010090摩擦型高强螺栓距垂直边距b(mm)b(2do)6060605560606060摩擦型高强螺栓距顺边距b1(mm)b1(1.5do)6060605560606060最外排到梁边缘距离d(mm)d=[H-s*(n-1)]/211511012595125150150115螺栓总数mxn1x41x31x61x31x61x51x51x44-M273-M246-M273-M246-M275-M245-M244-M24摩擦面数nf=11111111抗滑移系数u=0.500.500.500.500.500.500.500.50摩擦型高强螺栓的预拉力(kN)P=290225290225290225225225摩擦型高强螺栓承载力(kN)Rs=131101131101131101101101总抵抗剪力(kN)Rvr＝m*n*Rs116067517406751740112511259000.220.160.190.150.230.270.170.12OKOKOKOKOKOKOKOK最外边螺栓距中心的距离(mm)ymax1359022580225200200135xmax00000000螺栓群的惯性矩(mm2)Isb＝∑（Xi2＋Yi2）40500162001417501280014175010000010000040500螺栓群偏心距(mm)e1=8585858085858585螺栓偏心引起的附加弯矩(kN.m)Me＝e1*V2192883525179附加弯矩引起的剪力(kN)NxM＝Me*ymax/∑（Xi2＋Yi2）7251455255513330(kN)NyM＝Me*xmax/∑（Xi2＋Yi2）)00000000(kN)NyV＝V/(m*n)6336553468603927复合剪力(kN)N=sqrt[(NyV+NyM)2+NxM2)]9562716287795241131OK101OK131OK101OK131OK101OK101OK101OK名称Q345Q345Q345Q345Q345Q345Q345Q345(Mpa)ffw200.00200.00200.00200.00200.00200.00200.00200.00焊缝长度（mm）Lf=nv*(hb-10)(mm)7605801120520112010201020760hf(mm)8810810101087~187~198~247~128~247~247~247~18抵抗剪力(kN)Rvf=0.7*hf*Lf*ffw(kN)851.2649.61568582.4156814281428851.20.300.170.210.180.260.210.140.13OKOKOKOKOKOKOKOK剪力(N/mm2)τ=V/(0.7*hf*Lf)59.3833.1642.2835.4852.0441.9327.5325.29附加弯矩引起的剪力(N/mm2)σ=Me/Wf＝Me/[2*0.7*hf*79.6958.3238.5165.5047.3941.9327.5333.94复合应力(N/mm2)σfs=sqrt(τ2+(σ/βf)2)88.2858.1852.7664.3664.9454.2135.6037.60检验200OK200OK200OK200OK200OK200OK200OK200OK校验(Rv/Rvr)检验材质焊脚（mm）节点设计Ⅴ-钢梁与混凝土剪力墙铰接1-设计内力2-节点板摩擦型高强螺栓排数厚度(mm)tb规范名称:《高层建筑钢-混凝土混合结构设计规程》规范编号:CECS230：2008钢梁截面钢梁编号3-高强螺栓计算n4-连接板焊缝验算校验(Rv/Rvf)焊材单排螺栓最大最小个数第1页，共1页