框架内力组合

1、 第 PAGE 10 页8 框架内力组合8.1 结构抗震等级本设计的结构类型为框架结构，地震烈度为8度，建筑高度小于30米，根据建筑抗震设计规范6.1.2条规定，本设计的结构抗震等级为二级。8.2 框架梁的内力组合本设计考虑三种内力组合，即可变荷载效应控制的组合：永久荷载效应控制的组合： 抗震时的组合：具体组合过程及结果详见表8.2.1。以下以1层AB跨考虑地震作用的组合为例，说明内力组合表中梁跨中弯矩计算方法。梁上荷载计算：kN/mkN/m左震时：根据梁端弯矩组合值及梁上荷载设计值，由平衡条件确定。根据上图可得：则发生在左支座。同理右震时可以算得kN，则发生在右支座。其余各梁段的杆端最大内力

2、计算与以上过程相似。8.3 框架柱内力组合柱组合时，取每层柱的柱顶和柱底两个控制截面，考虑于梁相同的三种内力组合，并对柱端弯矩进行调整，具体组合过程详见表8.3.18.3.4。以下以2层B柱右震时柱端弯矩调整为例，说明表中柱端弯矩的调整过程。判断轴压比0.15，所以需要进行调整。该节点为有节点集中弯矩的节点，所以先计算，所以调整后的柱端弯矩。根据按弹性分析所得的节点处柱上下端弯矩计算调整后的柱端弯矩的分配系数：所以调整后的柱端弯矩：调整后的值均大于原值，所以可以使用。其余柱的调整过程与上述相似。表8.2.1 横向框架梁内力组合表楼层截面内力非震内力地震内力可变荷载效应控制的组合永久荷载效应控制

3、的组合5支座-33.77-8.66-52.65-54.07-34.63114.80-114.88107.68-190.9180.76-143.185.4058.10100.2747.0712.7974.3976.08-36.00-10.51-57.91-58.90-36.80-90.4390.43-161.7273.39-121.2955.0548.1113.6576.8378.32-5.71-1.86-9.46-9.53-5.7360.28-60.2871.49-85.2553.62-63.942.4013.8684.447.131.7611.0211.35-13.85-4.01-22.23

4、-22.63-13.90-63.6963.69-99.4866.11-74.6149.5815.614.0024.3324.99-52.84-16.09-85.93-87.10-54.0980.61-80.6139.88-169.6929.91-127.276.4081.98108.7461.0917.5197.8299.63-46.40-13.31-74.33-75.69-47.74-102.05102.05-189.9475.38-142.4656.5358.5816.4393.2995.18跨间70.0770.87107.68-190.9180.76-143.18-2.03-1.9671

5、.4966.1153.6249.58104.08105.6039.88-113.6429.91-85.234支座-48.07-10.60-72.52-75.28-53.05222.34-222.34225.38-352.69169.03-264.525.4091.01177.3068.4513.05100.40105.19-51.49-11.34-77.66-80.62-57.02-180.99180.99-303.71166.87-227.78125.1570.0313.47102.90107.74-6.62-1.25-9.70-10.17-7.34120.66-120.66148.05-1

6、65.67111.04-124.252.4011.97147.3010.312.2415.5116.12-3.21-2.47-7.31-6.76-4.64-125.05125.05-168.13156.99-126.10117.746.753.6213.1712.67-41.99-17.16-74.41-73.51-50.33158.26-158.26145.35-266.14109.01-199.606.4061.92127.9043.4317.2576.2675.53-40.42-16.24-71.24-70.48-48.04-202.92202.92-321.45206.14-241.0

7、8154.6142.8116.7974.8874.25跨间79.2982.08225.38166.87169.03125.152.032.04148.05156.99111.04117.7471.1569.74145.35206.14109.01154.613支座-48.22-10.35-72.36-75.24-53.40312.71-312.71342.45-470.60256.84-352.955.4091.01217.7768.4613.01100.36105.16-51.60-11.25-77.67-80.68-57.22-255.54255.54-400.87263.54-300.6

8、5197.6570.0213.43102.82107.68-6.55-1.31-9.70-10.13-7.20170.36-170.36212.82-230.11159.62-172.592.4011.97204.289.802.2114.8515.39-4.12-2.60-8.59-8.11-5.42-179.33179.33-239.63226.62-179.72169.977.273.5513.6913.29-40.85-17.00-72.81-71.80-49.35226.96-226.96235.83-354.26176.87-265.706.4061.92156.6443.5717

9、.2076.3675.67-38.54-15.83-68.41-67.54-46.45-272.34272.34-409.79298.30-307.34223.7342.6716.7474.6474.01跨间79.3882.07342.45263.54256.84197.651.371.35212.82226.62159.62169.9773.3772.07235.83298.30176.87223.73续表8.2.1楼层截面内力非震内力地震内力可变荷载效应控制的组合永久荷载效应控制的组合2支座-47.67-10.24-71.54-74.39-52.79344.70-344.70384.76-

10、511.46288.57-383.605.4091.01234.7468.4213.00100.30105.10-51.22-11.17-77.10-80.09-56.80-292.48292.48-448.39312.06-336.29234.0570.0613.43102.88107.74-6.80-1.37-10.07-10.52-7.48194.99-194.99244.50-262.46183.38-196.852.4011.97230.289.802.2014.8415.39-4.36-2.68-8.98-8.51-5.70-201.75201.75-269.12255.44-20

11、1.84191.587.263.5613.7013.30-40.54-16.90-72.31-71.29-48.99255.34-255.34273.16-390.74204.87-293.056.4061.92162.0143.6017.2176.4075.72-38.09-15.68-67.67-66.79-45.93-269.73269.73-405.76295.52-304.32221.6442.6416.7374.5973.96跨间80.0782.79384.76312.06288.57234.050.990.95244.50255.44183.38191.5873.9972.702

12、73.16295.52204.87221.641支座-48.35-10.28-72.41-75.34-53.49457.86-457.86531.03-659.40398.27-494.555.4091.01283.1968.3312.95100.13104.94-52.26-11.45-78.74-81.77-57.98-376.21376.21-558.65419.50-418.99314.6270.1413.49103.05107.91-5.86-1.23-8.76-9.12-6.48250.81-250.81318.27-333.83238.70-250.372.4011.97295.

13、939.792.2414.8815.41-3.46-2.45-7.58-7.07-4.68-264.75264.75-349.80338.56-262.35253.927.283.5213.6613.27-41.58-17.00-73.70-72.80-50.08335.08-335.08375.50-495.70281.63-371.776.4061.92224.4143.6617.2476.5375.84-38.79-15.62-68.42-67.68-46.60-490.78490.78-693.94582.09-520.45436.5742.5716.7074.4773.84跨间78.

14、8281.48531.03419.50398.27314.622.342.37318.27338.56238.70253.9272.9271.51375.50582.09281.63436.57说明 （1）弯矩以梁下部受拉为正，单位：kNm； 剪力以向上为正，单位：kN。（2）表中内力均为构件轴心内力。（3）、三列中的梁端弯矩为经过调幅后的弯矩标准值，调幅系数取0.8。梁端剪力不乘调幅系数。（4）受弯时0.75，受剪时0.85。（5）剪力增大系数1.2。（6）、分别为梁左右端截面顺时针或反时针方向组合的弯矩设计值。在列中取数数据，取顺时针或反时针方向之大值。（7）取梁计算跨度。（8） 为梁在重

15、力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值。（9）非抗震内力组合计算梁跨间最大弯矩时，梁端弯矩取和列数据；抗震内力组合计算梁跨间最大弯矩时，梁端弯矩取列数据。表8.3.1 横向框架A柱内力组合表楼层截面内力非震内力地震内力（、）及相应的及相应的及相应的地震内力（）可变荷载效应控制的组合永久荷载效应控制的组合柱端弯矩调整5柱顶20.907.4135.4635.4821.77-114.88114.88-123.23175.470.07-123.23175.47-92.42131.60131.60-92.4235.483.6088.94217.5640.07317.17332.97220.

16、10-38.0232.08214.70305.83214.70305.83161.02229.37229.37161.02332.97柱底-19.75-5.41-31.27-31.97-22.4661.86-61.8653.47-107.3753.47138.4340.10103.83103.8340.10-31.97247.5040.07353.10373.40250.05-38.0232.08250.63341.76250.63341.76187.97256.32256.32187.97373.4018.5418.744柱顶20.354.4330.6231.8222.57-160.4816

17、0.48-181.54235.700.15-181.54-303.90-136.15-243.12-243.12-136.1531.823.60144.91475.8380.40683.55721.16491.88-112.71106.77443.74729.06443.74729.06332.80583.25583.25332.80721.16柱底-20.15-4.76-30.85-31.87-22.53117.16-117.16125.28-179.35125.28-207.5693.96-166.05-166.0593.96-31.87505.7780.40719.49761.59521

18、.83-112.71106.77479.67765.00479.67765.00359.76612.00612.00359.76761.5917.0817.693柱顶20.154.7630.8531.8722.53-195.55195.55-227.18281.250.24-227.18356.57-170.38285.26285.26-170.3831.873.60182.73734.11120.691049.891109.32763.70-217.94212.00633.121192.04633.121192.04474.84953.64953.64474.841109.32柱底-20.8

19、8-4.91-31.93-33.00-23.33159.99-159.99179.99-235.99201.76-288.37151.32-230.69-230.69151.32-33.00764.05120.691085.831149.75793.65-217.94212.00669.051227.98669.051227.98501.79982.38982.38501.791149.7517.4418.022柱顶18.734.4828.7429.6720.96-184.71184.71-214.96265.280.34-240.96334.86-192.76267.89267.89-192

20、.7629.673.60206.91992.35160.981416.181497.421035.47-335.94330.00805.851671.57805.851671.57644.681337.251337.25644.681497.42柱底-18.16-4.47-28.05-28.89-20.39225.75-225.75269.01-317.95269.01-395.41215.21-316.33-316.33215.21-28.891022.29160.981452.121537.851065.42-335.94330.00841.781707.50841.781707.5067

21、3.431366.001366.00673.431537.8515.7716.271柱顶14.303.6022.2022.8416.10-232.11232.11-282.42321.060.32-282.42407.24-211.81325.79325.79-211.8122.845.00245.351250.50201.201782.291885.361313.74-490.40484.46938.982206.29938.982206.29704.231765.031765.03704.231885.36柱底-7.15-1.80-11.10-11.42-8.05482.07-482.07

22、617.03-636.35771.28-795.43578.46-636.35-636.35578.46-11.421308.60201.201852.001963.781371.84-490.40484.461008.692276.001008.692276.00756.521820.801820.80756.521963.786.666.85楼层截面内力非震内力1柱底7.151.80 8.95 1308.60 201.20 1509.80 4.29 1.08 5.37 表8.3.2 横向框架B柱内力组合表楼层截面内力非震内力地震内力（、）及相应的及相应的及相应的地震内力（）可变荷载效应控制

23、的组合永久荷载效应控制的组合柱端弯矩调整5柱顶-17.87-5.51-29.16-29.52-18.51-91.9891.98-141.7897.360.06-141.7897.36-106.3473.02-106.34-106.34-29.523.60101.37215.2057.81339.17347.17218.82-13.6419.58244.86288.03244.86288.03183.64216.03183.64244.86347.17柱底15.263.8723.7324.4016.72150.71-150.71215.98-175.86215.98-177.50161.99-1

24、33.12161.99161.9924.40245.1557.81375.10387.60248.77-13.6419.58280.80323.97280.80323.97210.60242.98210.60280.80387.6014.6914.984柱顶-15.78-3.44-23.76-24.68-17.69-171.55171.55-244.25201.790.15-244.25203.67-183.18162.93-183.18-183.18-24.683.60156.65525.76115.84793.09823.30550.34-41.3247.26606.68721.85606

25、.68721.85455.01577.48455.01606.68823.30柱底15.643.5623.7524.6017.42209.67-209.67293.48-251.67308.65-270.31231.49-216.25231.49231.4924.60555.70115.84829.02863.73580.28-41.3247.26642.62757.78642.62757.78481.97606.23481.97642.62863.7313.2013.693柱顶-15.64-3.56-23.75-24.60-17.42-309.98233.85-423.88283.100.2

26、4-445.79304.06-356.63243.25-356.63-356.63-24.603.60225.84835.79173.881246.381298.72881.34-81.7987.73951.281171.67951.281171.67761.02937.33761.02951.281298.72柱底16.143.6724.5025.3817.97253.62-254.35351.28-309.09351.28-309.09281.02-247.27281.02281.0225.38865.74173.881282.321339.15911.29-81.7987.73987.2

27、21207.60987.221207.60789.77966.08789.77987.221339.1513.4013.882柱顶-14.35-3.29-21.82-22.59-15.99-380.44528.39-513.76667.710.33-513.76667.71-411.01534.17534.17-411.01-22.593.60328.581145.87231.911699.721774.201212.39-129.11135.051287.031630.431287.031630.431029.631304.341304.341287.031774.20柱底12.652.87

28、19.1919.8914.08317.03-317.03429.04-395.25617.01-491.99493.61-393.59493.61493.6119.891175.82231.911735.661814.631242.34-129.11135.051322.971666.371322.971666.371058.371333.091058.371322.971814.6311.3911.801柱顶-10.29-2.48-15.83-16.33-11.53-232.11253.79-315.58316.090.31-453.84393.46-363.07314.77-363.07-

29、363.07-16.335.00254.151456.02290.042153.292249.881551.61-189.46195.411615.622115.961615.622115.961292.501692.771292.501615.622249.88柱底5.151.247.918.165.77482.07-422.99633.61-542.96792.01-678.71633.61-542.96633.61633.618.161514.12290.042223.002328.301609.70-189.46195.411685.342185.671685.342185.67134

30、8.271748.541348.271685.342328.304.754.90楼层截面内力非震内力1柱底5.151.246.391514.12290.041804.163.090.743.83表8.3.3 横向框架C柱内力组合表楼层截面内力非震内力地震内力（、）及相应的及相应的及相应的地震内力（）可变荷载效应控制的组合永久荷载效应控制的组合柱端弯矩调整5柱顶27.309.3345.8245.9928.43-144.30144.30-153.47221.700.06-153.47221.70-115.10166.28166.28166.2845.993.60100.14248.1867.663

31、92.54401.35259.7323.12-17.83341.73288.50341.73288.50256.30216.37216.37216.37401.35柱底-15.15-6.73-27.61-27.06-17.5985.11-85.1189.54-131.7596.88-131.7572.66-98.81-98.81-98.81-27.06278.1367.66428.48441.78289.6823.12-17.83377.66324.43377.66324.43283.25243.33243.33243.33441.7820.4020.294柱顶8.985.8518.9717.

32、8512.29-198.20198.20-242.91272.410.12-262.84272.41-210.27204.30-210.27204.3017.853.60159.00523.12134.48816.02838.00558.2669.06-63.77759.69587.00759.69587.00607.75440.25440.25440.25838.00柱底-10.78-6.11-21.49-20.54-13.84162.16-162.16194.21-227.41217.66-288.79174.13-216.59-216.59-216.59-20.54553.07134.4

33、8851.95878.43588.2069.06-63.77795.62622.94795.62622.94636.50467.20467.20467.20878.4311.2410.673柱顶10.786.1121.4920.5413.84-244.12244.12-300.76333.960.18-337.08424.09-269.66339.27339.27339.2720.543.60227.42798.72201.381240.391275.62857.38136.75-131.461206.63857.961206.63857.96965.30686.36686.36686.361

34、275.62柱底-11.26-6.27-22.28-21.34-14.39217.36-217.36265.29-299.83299.84-378.57239.87-302.86-302.86-302.86-21.34828.67201.381276.331316.05887.33136.75-131.461242.56893.891242.56893.89994.05715.11715.11715.111316.0512.1611.632柱顶9.625.7419.5718.6112.49-239.74239.74-296.68326.650.23-335.31412.43-268.25329

35、.94329.94329.9418.613.60228.891074.34268.301664.821713.291156.53220.01-214.731673.861108.701673.861108.701339.09886.96886.96886.961713.29柱底-7.68-5.45-16.85-15.71-10.41293.02-293.02368.44-393.41368.44-395.41294.75-316.33-316.33-316.33-15.711104.28268.301700.761753.721186.48220.01-214.731709.801144.63

36、1709.801144.631367.84915.71915.71915.711753.7210.129.531柱顶5.884.6613.5812.518.21-306.81306.81-389.00408.710.20-389.00408.71-311.20326.97326.97326.9712.515.00247.611350.04335.212089.342151.051465.69305.79-300.502156.351368.172156.351368.171725.081094.541094.541094.542156.35柱底-2.94-2.33-6.79-6.25-4.11

37、511.35-368.17659.83-483.55824.79-604.44659.83-483.55659.83-483.55-6.251408.13335.212159.052229.481523.78305.79-300.502226.071437.882226.071437.881780.851150.311780.851150.312229.484.073.75楼层截面内力非震内力1柱底2.942.335.271408.13335.211743.341.761.403.16表8.3.4 横向框架D柱内力组合表楼层截面内力非震内力地震内力（、）及相应的及相应的及相应的地震内力（）可变

38、荷载效应控制的组合永久荷载效应控制的组合柱端弯矩调整5柱顶-35.25-12.76-60.18-60.10-36.68-144.30144.30-231.60143.580.06-231.60143.58-173.70107.68-173.70107.68-60.103.60104.76240.5847.46355.14371.29251.0228.54-33.82338.33257.25338.33257.25253.74192.94253.74192.94371.29柱底19.769.1036.4535.5922.9185.11-85.11138.13-83.16138.13-83.161

39、03.60-62.37103.60-62.3735.59270.5347.46391.08411.72280.9728.54-33.82374.26293.19374.26293.19280.70219.89280.70219.89411.7226.8426.584柱顶-11.47-7.32-24.00-22.65-15.91-198.20198.20-276.75238.570.10-276.75238.57-207.56178.93-207.56178.93-22.653.60144.40467.7695.28694.70724.84493.5784.97-90.26702.75474.9

40、5702.75474.95527.06356.21527.06356.21724.84柱底14.447.9528.4627.2818.41162.16-162.16232.91-188.72232.91-188.72174.68-141.54174.68-141.5427.28497.7095.28730.63765.27523.5284.97-90.26738.69510.89738.69510.89554.02383.16554.02383.16765.2714.5713.873柱顶-14.44-7.95-28.46-27.28-18.41-244.12244.12-339.46295.260.14-339.46295.26-271.56221.45-271.56221.45-27.283.60182.78694.79143.051034.021078.15736.00162.99-168.2810