第八章荷载效应工况组合

1、- -第八章 荷载效应工况组合荷载效应工况组合的依据是"高规"第5.6节各条文。参与工况组合的荷载效应有恒载自重、活载使用活荷载、横向风荷载、重力荷载可由恒载和活载计算、横向水平地震作用5种。非抗震设计时，荷载效应组合的设计值S应按以下公式确定：一、应从以下组合值中取最不利值确定：1由可变荷载效应控制的组合： (3.4.3-1)式中永久荷载的分项系数。第i个可变荷载的分项系数。按永久荷载标准值Gk计算的荷载效应值；按可变荷载标准值Qik计算的荷载效应值，其中SQik为诸可变荷载效应中最大者；可变荷载Q1的组合值系数，分别按各章的规定采用；n参与组合的可变荷载数。注：当对SQ

2、ik无法明显判断其效应设计值为诸可变荷载效应设计值中最大者，可轮次以各可变荷载效应为SQik，选其中最不利的荷载效应组合。2由永久荷载效应控制的组合： (3.4.3-2)注：当考虑以竖向的永久荷载效应控制的组合时，参与组合的可变荷载容许仅限于竖向荷载。二、对于一般排架、框架构造，可采用简化规那么，按以下组合值中取最不利值确定：1由可变荷载效应控制的组合： (3.4.3-3) (3.4.3-4)2由永久荷载效应控制的组合按3.4.3-2式采用。非抗震设计时，荷载分项系数按以下规定采用。进展承载力计算时：一、永久荷载的分项系数：1当其效应对构造不利时 对由可变荷载效应控制的组合，取1.2； 对由永

3、久荷载效应控制的组合 取1.35;2当其效应对构造有利时。一般情况下取1.0; 对构造的倾覆，滑移或漂浮验算，取0.9。二、可变荷载的分项系数：一般情况下取1.4。对标准值大于4kN/m2的工业房屋楼面构造的活荷载取1.3。三、风荷载为可变荷载，分项系数为1.4。非抗震进展位移计算时，式3.3.4中的各分项系数均取1.0。无地震作用的效应组合时，风荷载组合值系数应取1.0。抗震设计时，考虑荷载效应与地震作用效应的根本组合应按以下公式计算： (3.4.6)式中S构造构件内力组合的设计值，包括组合的弯矩、轴向力和剪力设计值；重力荷载分项系数，一般情况应采用1.2，当重力荷载效应对构件承载能力有利时

4、，不应大于1.0。、分别为水平、竖向地震作用分项系数，应按表3.4.7采用；风荷载分项系数，应采用1.4；重力荷载代表值的效应，有吊车时，尚应包括悬吊物重力标准值的效应；水平地震作用标准值的效应，尚应乘以相应的增大系数或调整系数；竖向地震作用标准值的效应，尚应乘以相应的增大系数或调整系数；风荷载标准值的效应；风荷载组合值系数，一般构造取0.0，风荷载起控制作用的高层建筑应采用0.2。第3.4.7条 抗震设计时，考虑荷载效应和地震作用效应的分项系数按以下规定采用。进展承载力计算时：地震作用分项系数 表3.4.7地震作用仅计算水平地震作用1.30.0仅计算竖向地震作用0.01.3同时计算水平与竖向

5、地震作用1.30.5进展位移计算时，全局部项系数取1.0。所以，荷载效应组合式有以下4个：第一节 第10层16轴框架荷载效应工况组合一、KL3荷载效应工况组合见表811。表811框架梁支座弯矩、剪力和跨中最大弯矩梁编号内力名称作用类别无地震作用组合有地震作用组合恒载活载水平地震风载1.35×+0.7×1.4×1.2×+1.0×1.4×+0.6×1.4×1.2×+0.7×1.4×+1.0×1.4×1.2×(+0.5×)+1.3×KL3MH

6、G(kN·m)-201.07-41.7479.95-79.958.28-8.28-312.35-292.76-306.67-270.60-293.78-162.39-370.26MGH(kN·m)186.6043.5353.72-53.725.49-5.49-294.57-289.47-280.25-274.26-258.89-319.87-180.20VHG(kN)200.9645.63-15.9115.91-1.641.64316.01303.65306.41283.57288.16247.85289.21VGH(kN)-194.52-40.17-15.9115.91-

7、1.641.64-301.97-291.04-288.28-275.08-270.49-278.21-236.84M中max(kN·m)365.5389.9313.11-13.111.41-1.41581.60565.72563.35528.74524.79509.64475.55注：1、梁端弯矩组合值为柱边缘截面的组合值； 2、竖向荷载与风荷载或有地震作用组合时，风荷载和水平地震作用按两个相反方向分别考虑其与竖向荷载的组合。3、KL3的跨中最大正弯矩出现在1/2跨度处。二、KZ2和KZ5荷载效应工况组合见表812。表812 框架柱内力组合柱编号位置内力名称作用类别无地震作用组合有地

8、震作用组合恒载活载水平地震风载1.35×+0.7×1.4×1.2×+1.0×1.4×+0.6×1.4×1.2×+0.7×1.4×+1.0×1.4×1.2×(+0.5×) +1.3×KZ2柱顶M(kN·m)88.9525.23-45.3545.35-4.914.91144.81137.94146.18124.59138.3462.92180.83N(kN)1093.58128.98-27.7327.73-2.932.931602

9、.731490.411495.331434.591442.801353.641425.73V(kN)-53.56-14.5923.56-23.562.46-2.46-86.60-82.63-86.76-75.12-82.01-42.40-103.65柱底M(kN·m)98.5325.85-37.1237.12-3.73.7158.35151.32157.53138.39148.7585.49182.00N(kN)1142.93128.98-27.7327.73-2.932.931669.361549.621554.551493.811502.021412.861484.95KZ5柱顶

10、M(kN·m)-167.97-38.86-62.3762.37-6.516.51-264.84-261.44-250.50-248.76-230.53-305.96-143.80N(kN)1534.54173.971.36-1.360.23-0.232242.122085.202084.812021.262021.621947.601944.06V(kN)96.9622.2729.70-29.703.1-3.1152.72150.13144.92142.52133.84168.3291.10柱底M(kN·m)-171.39-39.09-41.5841.58-4.344.34

11、-269.68-264.04-256.75-250.05-237.90-238.18-175.07N(kN)1594.08173.971.36-1.360.23-0.232322.502156.652156.262083.702083.062021.052021 .51注：1、准确说柱的控制截面应取楼板顶部和底部，但为了简化计算，近似取梁柱结点处为控制截面，这样取偏于平安；2、竖向荷载与风荷载或有地震作用组合时，风荷载与水平地震作用按两个相反方向分别考虑其与竖向荷载的组合。第二节 W1荷载效应工况组合见表821。表821墙肢内力组合墙肢位置内力作用类别无地震作用组合有地震作用组合恒载活载水平地

12、震风载1.35×+0.7×1.4×1.2×+1.0×1.4×+0.6×1.4×1.2×+0.7×1.4×+1.0×1.4×1.2×(+0.5×) +1.3×1墙顶M(kN·m)-38.02-10.30-48.5248.52-8.768.76-61.42-67.40-52.68-67.98-43.45-114.8811.27N(kN)524.1492.47100.94-100.9417.7-17.7798.21773.29743

13、.56744.37694.81815.67553.23V(kN)118.4132.11-34.5134.51-8.828.82191.32179.64194.45161.21185.91116.50206.22墙底M(kN·m)-38.02-10.3052.51-52.5112.12-12.12-61.42-49.86-70.22-38.75-72.6916.46-120.07N(kN)450.8952.39108.70-108.7024.25-24.25660.04634.78594.04626.36558.46713.81431.192墙顶M(kN·m)-80.16-2

14、1.74-102.32102.32-18.4618.46-129.52-142.13-111.12-143.34-91.65-242.2523.78N(kN)552.4585.46-26.6526.65-5.475.47829.56777.99787.18739.03754.35679.57748.86V(kN)197.1153.45-57.4557.45-14.6714.67318.48299.04323.68268.38309.45193.92343.29墙底M(kN·m)-80.16-21.74110.73-110.7325.56-25.56-129.52-105.16-148

15、.09-81.71-153.2834.71-253.18N(kN)705.47100.38-29.5329.53-7.97.91050.76980.46993.73933.88955.99868.40945.183墙顶M(kN·m)-7.34-1.99-9.379.37-1.691.69-11.86-13.01-10.17-13.12-8.39-22.182.18N(kN)211.1829.01-55.4355.43-10.310.3313.52285.38302.68267.42296.26198.76342.88V(kN)47.1512.78-13.7413.74-3.513.5

16、176.1871.5277.4264.1974.0246.3982.11墙底M(kN·m)-7.34-1.9921.82-21.825.32-5.32-11.86-7.12-16.06-3.31-18.2118.36-38.37N(kN)345.8154.17-60.2960.29-14.4114.41519.93478.70502.91447.88488.23369.10525.85注：竖向荷载与风荷载或有地震作用组合时，风荷载和水平地震作用按两个相反方向分别考虑其与竖向荷载的组合。第三节 W2荷载效应工况组合见表431。表431W2荷载效应组合位置内力名称作用类别无地震作用组合有

17、地震作用组合恒载活载水平地震风载1.35×+0.7×1.4×1.2×+1.0×1.4×+0.6×1.4×1.2×+0.7×1.4×+1.0×1.4×1.2×(+0.5×) +1.3×墙顶M(kN·m)37.9021.96-686.20686.20-133.5133.572.68-35.92188.36-119.90253.90-833.40950.72N(kN)572.7583.590.000.000.000.00855.13

18、804.33804.33769.22769.22737.45737.45V(kN)-21.66-12.54-105.70105.70-27.0027.00-41.53-66.23-20.87-76.08-0.48-170.93103.89墙底M(kN·m)37.9021.96-1005.101005.10-216.0216.072.68-105.22257.66-235.40369.40-1247.971365.29N(kN)789.3183.590.000.000.000.001147.491064.201064.201029.091029.09997.33997.33注：竖向荷载

19、与风荷载或有地震作用组合时，风荷载和水平地震作用按两个相反方向分别考虑其与竖向荷载的组合。第四节 WF2荷载效应工况组合一、壁梁荷载效应工况组合见表441。表441 壁梁支座弯矩、剪力和跨中最大弯矩壁 梁净 跨内力名称作用类别无地震作用组合有地震作用组合恒载活载水平地震风载1.35×+0.7×1.4×1.2×+1.0×1.4×+0.6×1.4×1.2×+0.7×1.4×+1.0×1.4×1.2×(+0.5×)+1.3×1500MAB(k

20、N·m)5.171.67205.38-205.3830.01-30.018.6233.75-16.6749.85-34.17274.20-259.79MBA(kN·m)13.105.34221.03-221.0373.12-73.12-22.9284.62-38.22123.32-81.41306.26-268.42VAB(kN)27.668.97-284.36284.36-29.3629.3646.1321.0870.410.8883.08-331.09408.24VBA(kN)-7.52-2.28-284.36284.36-29.3629.36-12.38-36.881

21、2.44-52.3629.84-380.06359.28M中max(kN·m)21.627.12-208.70208.70-25.9525.9536.1614.1157.71-3.4169.25-241.09301.531200MBC(kN·m)-15.66-5.86190.33-190.3387.24-87.24-26.8846.28-100.2897.60-146.67225.12-269.74MCB(kN·m)-0.51-0.14267.98-267.9851.37-51.370.8342.34-43.9671.17-72.66347.68-349.07VB

22、C(kN)3.951.31-382.08382.08-39.4739.476.62-26.5839.72-49.2361.28-491.18502.23VCB(kN)-17.61-4.08-382.08382.08-39.4739.47-27.77-59.996.31-80.3930.13-520.28473.12M中max(kN·m)11.942.66173.82-173.8217.89-17.8918.7233.083.0241.98-8.11241.89-210.041200MCD(kN·m)-1.54-0.3574.72-74.7219.48-19.48-2.42

23、14.02-18.7025.08-29.4695.08-99.19MDC(kN·m)-1.13-0.27153.16-153.1623.48-23.481.7917.99-21.4531.25-34.49197.59-200.63VCD(kN)11.582.82-189.82189.82-19.6319.6318.401.3534.33-10.8244.14-231.18262.35VDC(kN)-10.37-2.58-189.82189.82-19.6319.63-16.53-32.540.43-42.4512.51-260.76232.77M中max(kN·m)5.24

24、1.31-18.9918.99-1.981.988.366.469.784.8010.34-17.6131.76注：竖向荷载与风荷载或有地震作用组合时，风荷载和水平地震作用按两个相反方向分别考虑其与竖向荷载的组合。二、壁柱荷载效应工况组合见表442。表442壁柱内力组合柱编号(截面高度)位置内力名称无地震作用组合有地震作用组合恒载活载水平地震风载1.35×+0.7×1.4×1.2×+1.0×1.4×+0.6×1.4×1.2×+0.7×1.4×+1.0×1.4×1.2

25、×(+0.5×) +1.3×600柱顶M(kN·m)1.840.60-151.46151.46-15.8215.823.07-10.2416.34-19.3524.94-194.33199.47N(kN)140.5619.57-444.98444.98-45.7345.73208.93157.65234.48123.82251.87-398.06758.89V(kN)-0.70-0.2386.55-86.559.04-9.04-1.176.43-8.7511.59-13.72111.54-113.49柱底M(kN·m)0.610.20-151.

26、46151.46-15.8215.821.02-12.2714.30-21.2223.07-196.05197.75N(kN)156.3119.57-444.98444.98-45.7345.73230.20176.55253.38142.72270.77-379.16777.793450柱顶M(kN·m)-2.09-0.94-845.82845.82-88.3288.32-3.74-78.0170.36-127.07120.22-1102.641096.50N(kN)291.3030.76-149.69149.69-15.4115.41423.40379.68405.57358.13401.27173.42562.61V(kN)0.800.36439.39-439.3945.88-45.881.4340.00-37.0765.54-62.92572.38-570.03柱底M(kN·m)-0.70-0.31-692.04692.04-72.2672.26-1.25-61.9759.42-102.31100.02-900.68898.63N(kN)381.2130.76-149.69149.69-15.4115.41544.78487.57513.46466.02509.17