老虎柱计算书分析

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1、后处理柱计算书分析(1)梁支座反力(2)竖向荷载引起的轴力和弯矩楼层名位置截面参数NdlM3dlM2dlNilM引1M2113/F顶端1000mmH256.3-1.012.64&20.92.33.300m底端lOOOmmW256.3-5.30.648.2-2.50.0匚WHL3.0UT一记事本文件d)輪辑格式(Q)查看(Y)帮助QJ)N-C=8Node-i=262,Node-j=174,DL=3.300(d),Angle=0.000(1)-0.720.22・8-2.31・9-0.1(2)-2.119.14.9-3.32・1(3)-

2、0.41・5-3.1-1・A-2.1-0.1(4)-1.54.919.3-53.0-5.247.3-0.3(5)-1.54.514.0-51.9-5.247.7-0.3(6)Y・25.211.7-54.0-4.346.8-0.3(7)-0.20.12・4-0.2-0.8-0.2(8)-0.10.20.9-3.8-0.33.1(9)-3.61・3-256.3-5.30.61.012・6(10)-0.7-48.2-2・50・0-0.92・32/F顶端lOOOmmH600.3-3.25.8H6.7-l.4L23.300m底端lOOOmm

3、W600.3-8.712.2H6.7-1.64.51/F顶端lOOOmmH1478.6-1.8-56.7255.7-0.7-13.54.200m底端1000mmW1478.6-15.836.7255.7-3.38.7⑶侧向荷载引起的轴力和弯矩（地震内力C修正）楼层名荷载类型顶端N顶端M3顶端M2底端N底端M3底端M2单元号3/F风124().20.()-2.4-0.2-0.883/F风2-0.9-3.10.0-0.9-3.8-0.383/F地震1-20.2-1.9-0.1-20.22.8-2.383/F地震2-19.1210.0-

4、19.14.9-3.383/F地震3-15.02.1-0.1-15.0・3」-1.483/F地震4-19.3■47.3-0.3-19.3-53.()-5.283/F地震5-14.0-47.7-0.3-14.0-51.9-5.283/F地震6-11.7-46.8-0.3-11.7-54.0-4.382/F风1-4.90.1-0.7-4.9-0.20.582/F风2-1.7・9.5-0.3■1.7().3()」82/F地震1-4&82.1-2.0-4&8-4.4-2.982/F地震2-47.94.5-2.9-47.9-9.6-1.58

5、2/F地震3■38.7-2.5-1.2-38.74.0-3.482/F地震4-45.3・136.3-4.4-45.338.02.082/F地震5-29.1-135.645-29.137.32.482/F地震6-23.6-137.0-3.7-23.63&51.681/F风1-10.10.111.4-10.1-0.3-12.281/F风2-3.0-8.81.6-3.030.6-1.381/F地震1-111.98.380.1-111.9-14.9-84.881/F地震2・113.2-14.884.9・113.222.5■91.381/F

6、地震3-93.6&06&7-93.6-14.2-74.381/F地震4-101.3-108.626.8-101.3444.7-22.181/F地震5-56.4・112.131.3-56.4449.8-26.881/F地震6-44.3-104.722.4-44.3439.2-17.48⑷设计荷载组介结构构件的璽要性系数Y0=1.00(GB50010-3.2.3)楼层名：3/F顶端顶端顶端底端底端底端剪力序号荷载组合名称NM3M2NM3M2V3V211.2恒+1.4活375018375-101-5321.35恒+0.98活393-01

7、9393-101-63省略3〜4950SGE+0.00风1+1.3地震6265-6113265-77-5-6951SGE+0.00风1-1.3地震62966014296646-3-5楼层名：2/F顶端顶端顶端底端底端底端剪力序号荷载组合名称NM3M2NM3M2V3V211.2恒+1.4活884-6988421.35恒+0.98活[925-69]925省略3〜4950SGE+0.00风1+1.3地展6628-200262851SGE+0.00风1-1.3地震6[68919212]689最大轴压力N=925kN轴心抗压强度fc=11.

8、9N/mm2截面面积A=1000000mm2偏心受压构件的截面曲率修正系数＜l=0.5fc*A/N=1.00(GB50010-7.3.10)构件的计算长度10x=2475mm截面高度hx=1000mm冇效高度h0x=962mm构件长细比对截面曲率的