9 内力组合.docx

1、9 内力组合九 内力组合本章中单位统一为：弯矩kNm，剪力kN，轴力kN。根据前面第四至八章的内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中，由于对称性，每层梁取5个控制截面。柱分为边柱和中柱，每根柱有2个控制截面。内力组合使用的控制截面标于下图。（一）梁内力组合1计算过程见下页表中，弯矩以下部受拉为正，剪力以沿截面顺时针为正注：（1）地震作用效应与重力荷载代表值的组合表达式为：其中，SGE为相应于水平地震作用下重力荷载代表值效应的标准值。而重力荷载代表值表达式为：Gk恒荷载标准值；Qik第i个可变荷载标准值；Qi第i个可变荷载的组合之系数，屋面活荷载

2、不计入，雪荷载和楼面活荷载均为0.5。考虑到地震有左震和右震两种情况，而在前面第八章计算地震作用内力时计算的是左震作用时的内力，则在下表中有1.2(+0.5)+1.3和1.2(+0.5)-1.3两列，分别代表左震和右震参与组合。（2）因为风荷载效应同地震作用效应相比较小，不起控制作用，则在下列组合中风荷载内力未参与，仅考虑分别由恒荷载和活荷载控制的两种组合，即1.35+1.40.7和1.2+1.4两列。梁内力组合计算表楼层截面恒荷载活荷载(屋面布雪载)活荷载(屋面布活载)风荷载(左风)MVMMVVMV五1-32.5860.19-4.466.08-1.516.41-9.5119.36275.53

3、7.431.1130.073-46.9-65.37-5.53-3.86-1.51-6.81-14.72-21.234-21.8213.55-2.143.49-2.911.41-7.634.325-14.23-1.40-4.46四1-76.42118.02-13.615.75-4.1119.76-14.819.832125.8925.442.1823.883-88.81-122.5-16.58-11.39-4.11-20.83-17.39-20.764-26.7614.02-5.4510.22-8.515.41-5.055.415-20.17-2.660-2.2三1-77.56118.07-14

4、.1925.57-6.5519.76-14.1919.762124.5224.673.9524.673-89.64-122.45-16.98-17.68-6.55-20.8-16.98-20.84-26.2314.02-5.2515.9-13.255.41-5.255.415-19.61-2.430-2.43二1-77.67118.11-14.2135.14-9.2219.8-14.2119.82124.5224.674.7324.673-89.53-122.41-16.97-25.69-9.22-20.79-16.97-20.794-26.2814.02-5.2623.02-19.185.4

5、1-5.265.415-19.67-2.440-2.44一1-71.44117.77-13.1152.76-13.7419.83-13.1119.832130.7424.667.7724.663-81.37-121.39-15.54-37.22-13.74-20.7-15.54-20.74-27.5513.84-5.433.03-28.115.37-5.45.375-21.32-2.750-2.75梁内力组合计算表（续）楼层截面地震作用(左震)1.2(+0.5)+1.31.2(+0.5)-1.3MVMVMV五141.86-10.3712.6562.59-96.1989.5627.65105.0

6、485.153-26.57-10.37-94.14-96.01-25.06-69.05424.01-203.75-8.89-58.6843.1150-17.92-17.92四196.48-25.3825.56120.49-225.29186.47212.74182.89149.773-71.01-25.38-208.83-192.49-24.21-126.50463.61-53.0147.31-48.84-118.0888.9850-25.80-25.80三1159.63-40.7105.93100.63-309.11206.45225.32197.14131.313-109-40.7-259

7、.46-212.3323.94-106.51498.06-81.7292.85-86.17-162.10126.3150-24.99-24.99二1193.69-50.89150.0787.46-353.53219.77225.76197.71130.743-142.17-50.89-302.44-225.5267.20-93.214127.36-106.13130.88-117.90-200.26158.0450-25.07-25.07一1243.73-61.41223.2673.39-410.44233.06241.09225.10118.273-161.56-61.41-317.00-2

8、37.92103.06-78.264145.61-121.34152.99-137.91-225.59177.5750-27.23-27.23梁内力组合计算表（续）楼层截面1.35+1.40.71.2+1.4MmaxMmin|Vmax|MVMV五1-53.30100.23-52.4199.3312.65-96.19100.232131.43132.73132.7385.153-77.74-109.05-76.89-108.17-25.06-94.14109.054-36.9322.53-36.8722.313.75-58.6843.115-23.58-23.32-17.92-23.58四1-1

9、17.67178.76-112.42169.3925.56-225.29186.472193.35184.50193.35149.773-136.94-185.72-130.92-176.06-24.21-208.83192.494-41.0824.23-39.1824.4047.31-118.0888.985-29.39-27.28-25.80-29.39三1-118.61178.76-112.94169.35105.93-309.11206.452192.28183.96197.14131.313-137.65-185.69-131.34-176.0623.94-259.46212.334

10、-40.5624.23-38.8324.4092.85-162.10126.315-28.85-26.93-24.99-28.85二1-118.78178.85-113.10169.45150.07-353.53219.772192.28183.96197.71130.743-137.50-185.63-131.19-176.0067.20-302.44225.524-40.6324.23-38.9024.40130.88-200.26158.045-28.95-27.02-25.07-28.95一1-109.29178.42-104.08169.09223.26-410.44233.0622

11、00.67191.41225.10118.273-125.08-184.16-119.40-174.65103.06-317.00237.924-42.4823.95-40.6224.13152.99-225.59177.575-31.48-29.43-27.23-31.482根据上表计算所得的弯矩值计算Vb，并同上表的结果比较得梁剪力设计值V，计算过程见下表计算公式为： 梁剪力设计值计算表楼层梁MblMbrlnVGbVbV五AB12.6594.146.6085.10102.90109.05BC3.7558.682.4018.8847.0947.11四AB25.56208.836.60163.

12、10202.17202.17BC47.31118.082.4017.2393.0393.03三AB105.93259.466.60162.96223.86223.86BC92.85162.102.4017.23134.08134.08二AB150.07302.446.60162.96238.38238.38BC130.88200.262.4017.23169.00169.00一AB223.26317.006.60162.96253.00253.00BC152.99225.592.4017.23190.75190.75（二）柱内力组合1计算过程见下表，弯矩以顺时针为正，轴力以受压为正柱内力组合计

13、算表楼层柱截面恒荷载活荷载(屋面布雪载)活荷载(屋面布活载)风荷载(左风)MNMNMNMN五A259.58243.967.519.3918.0259.29-6.53-1.51164.08277.1810.6219.3913.1459.29-3.69-1.51B2-47.8271.22-5.8928.36-14.387.57-8.67-1.41-53.61304.44-8.5728.36-10.6787.57-6.27-1.4四A267.49643.7512.3679.08103.58119.05-13.29-5.62166.46676.9711.8479.08102.48119.05-9.28

14、-5.62B2-57.38746.93-9.97122.09-71.26181.19-19.12-5.81-56.43780.15-9.62122.09-77.56181.19-14.82-5.8三A266.461043.5911.84138.811.84178.77-18.26-12.17166.371076.8111.82138.811.82178.77-15.62-12.17B2-56.431222.59-9.62215.79-9.62274.89-24.71-12.51-56.431255.81-9.64215.79-9.64274.89-24.71-12.5二A266.691443.

15、4711.88198.5311.88238.5-22.28-21.39173.191476.6913.03198.5313.03238.5-22.28-21.39B2-56.131698.21-9.57309.48-9.57368.58-32.51-22.461-59.321731.43-10.11309.48-10.11368.58-32.51-22.46一A255.891843.699.97258.329.97298.29-34.95-35.13131.081900.565.54258.325.54298.29-57.21-35.13B2-45.112173.49-7.68403.11-7

16、.68462.21-51.34-36.831-24.652230.36-4.20403.11-4.20462.21-62.98-36.83楼层柱截面地震作用(左震)1.2(+0.5)+1.31.2(+0.5)-1.31.35+1.40.7MNMNMNMN五A2-44.97-10.3717.54290.91134.46317.8798.09387.451-25.42-10.3750.22330.77116.31357.7399.39432.30B2-59.69-9.63-138.49329.9616.70355.00-78.54451.971-43.13-9.63-125.54369.83-13

17、.41394.86-82.83496.81四A2-78.67-35.75-13.87773.47190.68866.42192.62985.731-64.36-35.753.19813.34170.52906.29190.151030.58B2-115-37.26-224.34921.1374.661018.01-147.301185.921-98.1-37.26-201.02961.0054.041057.87-152.191230.77三A2-107.48-76.45-52.871236.20226.581434.97101.321584.041-91.46-76.45-32.161276

18、.07205.631474.84101.181628.89B2-145.69-78.28-262.891494.82115.911698.35-85.611919.891-145.69-78.28-262.901534.68115.901738.21-85.631964.74二A2-117-127.34-64.941685.74239.262016.82101.672182.411-117-127.34-56.451725.60247.752056.69111.582227.26B2-170.95-133.52-295.332049.96149.142397.12-85.152653.791-

19、170.95-133.52-299.492089.83144.992436.98-89.992698.64一A2-145.15-188.75-115.652122.05261.752612.8085.222781.311-270.69-188.75-324.822190.29378.982681.0431.592858.08B2-191.04-193.45-307.092598.57189.613101.54-68.423387.181-325.55-193.45-444.612666.81401.823169.78-24.923463.95楼层柱1.2+1.4|M|max,NNmax,MNm

20、in,MMNMNMNMN五A96.72375.76134.46317.8798.09387.4517.54290.9195.29415.62116.31357.7399.39432.3050.22330.77B-77.38448.06-138.49329.96-78.54451.97-138.49329.96-79.27487.93-125.54369.83-82.83496.81-125.54369.83四A226.00939.17226.00939.17192.62985.73-13.87773.47223.22979.03223.22979.03190.151030.583.19813.

21、34B-168.621149.98-224.34921.13-147.301185.92-224.34921.13-176.301189.85-201.02961.00-152.191230.77-201.02961.00三A96.331502.59226.581434.97101.321584.04-52.871236.2096.191542.45205.631474.84101.181628.89-32.161276.07B-81.181851.95-262.891494.82-85.611919.89-262.891494.82-81.211891.82-262.901534.82-85

22、.631964.74-262.901534.68二A96.662066.06239.262016.82101.672182.41-64.941685.74106.072105.93247.752056.69111.582227.26-56.451725.60B-80.752553.86-295.332049.96-85.152653.79-295.332049.96-85.342593.73-299.492089.83-89.992698.64-299.492089.83一A81.032630.03261.752612.8085.222781.31-115.652122.0530.032698.28378.982681.0431.592858.08-324.822190.29B-64.883255.28-307.092598.57-68.423387.18-307.092598.57-23.643323.53-444.612666.81-24.923463.95-444.612666.812根据上表计算所得的弯矩值计算柱剪力设计值，计算见下表计算公式为：（）楼层柱MctMcbHnV五A134.46116.312.8098.52B138.49125.542.80103.73四A226.00223.222.80176.48B224.34201.022.80167.10三A22