(整理)荷载效应及地震作用效应组合仅供参考

1、精品文档8荷载效应效应组合本设计所应用到的用于承载能力极限状态下的内力组合公式如下：无地震时，由可变荷载效应控制的组合：S二丫S+屮丫S+屮丫SGGKQQQKWWWK式中s结构构件荷载效应组合的设计值，包括组合的弯矩、轴向力和剪力设计值；rG、rQ、rW一永久荷载、楼面活荷载和风荷载的分项系数；屮Q、PW楼面活荷载和风荷载的组合系数，当为第一可变荷载时取1。sGK、sQk、sWk永久荷载、楼面荷载和风荷载效应标准值。无地震时，由永久荷载效应控制的组合（根据建筑结构荷载规范GB50009-2001第323条注3,水平风荷载不参与组合。但2006版规范中取消了此注，即水平风荷载参与组合，当风荷载效

2、应不大时也可忽略之。）：？S=丫S+屮YSGGKQQQK有地震时，即重力荷载与水平地震作用的组合：S=YS+YSGGEEhEhk式中S结构构件荷载效应与地震作用效应组合的设计值；rG、rEh重力荷载、水平地震作用的分项系数；sge、SEh重力荷载代表值、水平地震作用标准值。用于正常使用极限状态下的内力组合（标准组合）公式如下：S=S+屮S+屮SGKQQKWWK控制截面及最不利内力类型构件的控制截面框架梁的控制截面是支座截面和跨中截面。在支座截面处，一般产生最大负弯矩（-M）和最大剪力（V）（水平荷载作用下还有正弯矩产生，故也要注意组合可能出现maxmax的正弯矩）；跨间截面则是最大正弯矩（+M

3、）作用处（也要注意组合可能出现的负弯矩）。max因此，框架梁的最不利内力为：梁端截面：+M、-M、Vmaxmaxmax梁跨间截面：+Mmax由于内力分析的结果是轴线位置处的内力，而梁支座截面的最不利位置应是柱边缘处，因此，在求该处的最不利内力时，应根据梁轴线处的弯矩和剪力计算出柱边缘处梁截面的弯矩和剪力，即：M二M-Vb/2Vr=V-qb/2式中M柱边缘处梁截面的弯矩标准值；V/柱边缘处梁截面的剪力标准值；M梁柱中线交点处的弯矩标准值；V与M相应的梁柱中线交点处的剪力标准值；b柱截面高度；q梁单位长度的均布荷载标准值。按照框架结构的合理破坏形式，在梁端出现塑性铰是允许的；为了便于浇捣混凝土也往

4、往希望节点处梁的钢筋放得少此。因此，在进行框架结构设计时，一般均对换算到柱边缘处梁截面的弯矩进行调幅，即人为地减少梁端负弯矩，减小节点附近梁顶面的配筋量。设某框架梁AB在竖向荷载作用下，梁端最大负弯矩分别为M、M，梁跨中最大AOBO正弯矩为M，则调幅后梁端弯矩可取：COM二BMAAOM二BMBBO式中，0为弯矩调幅系数。对于现浇框架，可取0=0.80.9。梁端弯矩调幅后，在相应荷载作用下的跨中弯矩必将增加，以防支座出现塑性铰后,导致跨中截面承载力不足。通常跨中弯矩乘以1.11.2的调整系数。这时应核对静力平衡条件，即调幅后梁端弯矩M、M的平均值与跨中最大正弯矩M之和应大于按简支梁TOC o 1

5、-5 h zABCO计算的跨中弯矩值M(或1.05M)。o.oM+M-AB+MM HYPERLINK l bookmark20 2Coo必须指出，有关规范规定，弯矩调幅只对竖向荷载作用下的内力进行，而水平荷载作用下产生的弯矩不参加调幅，因此，弯矩调幅应在内力组合之前进行。同时规定，梁截面设计时所采用的跨中正弯矩不应小于按简支梁计算的跨中弯矩之半，即M/2。O剪力不用进行调幅，内力组合时直接用换算到柱边缘处梁截面的剪力值来进行内力组合。框架梁的控制截面内力换算及竖向荷载作用下的梁弯矩塑性调幅(1)竖向荷载作用下框架梁的控制截面内力换算及弯矩调幅。计算过程见下表。表8.1计算竖向荷载各支座边缘截面

6、的弯矩标准值及调幅后弯矩层数内力性质1MI/kNm1VI/kNq/kN/mb/mMZkNm边V/kN边M/kNm调7左201.4418226.770.55-151.39174.64-121.11右竖向恒载201.9918226.770.55-151.94-174.64-121.556左266.5201.524.50.55-211.09194.76-168.87右278.76211.1724.50.55-220.69-204.43-176.552）水平荷载作用下框架梁的控制截面内力换算。计算过程见下表。表8.2计算水平荷载各支座边缘截面的弯矩标准值层数内力性质1MI/kNmIVI/kNq/kN/

7、mb/mM边曲口V边框架梁的荷载效应组合8.2.1框架梁端无地震作用时的荷载效应基本组合（见表8.3）8.2.2框架梁端有地震作用时的荷载效应基本组合（见表8.4）表8.3用于承载力计算的框架梁无地震时的基本组合层恒载活载左风右风无地震时由活载控制由恒载控制1.2+1.4+0.6X1.41.2+1.4+0.6X1.41.2+1.4x0.7+1.41.2+1.4X0.7+1.41.35+0.7X1.47左M-121.11-13.4411.13-11.13-154.80-173.50-142.92-174.09-176.67V174.6414.18-2.872.87227.01231.83219.

8、45227.48249.66右M-121.55-13.47-11.1311.13-174.07-155.37-174.64-143.48-177.29V-174.64-14.18-2.872.87-231.83-227.01-227.48-219.45-249.666左M-168.87-47.0624.94-24.94-247.58-289.48-213.85-283.68-274.09V194.7659.06-6.446.44310.99321.81282.57300.61320.80右M-176.55-48.38-24.9424.94-300.54-258.64-294.19-224.36

9、-285.75V-204.43-60.21-6.446.44-335.02-324.20-313.34-295.31-334.99注：表中弯矩以下侧受拉为正，单位为kNm。表中V以绕梁端顺时针为正，单位kN。表8.4用于承载力计算框架梁有地震时的基本组合表层恒载活载左震右震有地震时重力荷载与水平地震作用组合1.2（+0.5）+1.31.2（+0.5）+1.3SSXYeSSXYe7左M-121.11-13.4447.10-47.10-84.10-63.08-206.56-154.92V174.6414.18-12.1512.15193.77225.36右M-121.55-13.47-47.104

10、7.10-207.09-155.32-84.63-63.47V-174.64-14.18-12.1512.15-225.36-193.77注：表中弯矩以下侧受拉为正，单位为kNm。表中V以绕梁端顺时针为正，单位kN。YRE为承载力抗震调整系数屋面的组合为1.2x+1.3x和1.2x+1.3x8.2.3框架梁各跨间最大正弯矩本设计各种组合情况下的跨间弯矩最大值不一定在跨中截面，因此需要根据之前各种组合情况下的梁端弯矩和剪力及相应于该种组合的跨间荷载，找出跨间在不同组合情况下的剪力零点位置。然后对剪力零点位置列弯矩方程，求出不同组合情况下的跨间最大弯矩。以7层（屋面）框架梁为例，给出详细的计算过程

11、：7层框架梁的跨间最大弯矩计算如下:(1)组合情况：1.2S+1.4S+0.6x1.4SGKQKWK左梁左端：V=227.01kNM=-154.80kNm梁右端:V=-231.83kNM=-174.07kN跨间荷载：梁左侧集中力F1=1.2x70.9+6x1.4=93.48kN梁右侧集中力F2=1.2x70.9+6x1.4=93.48kN跨间均布荷载：q=1.2x26.77+2.11x1.4=35.08kN/m227.01(a)145.231.83Cb)图8.1(a)图为计算简图；(b)图是其剪力图(单位：kN)则跨间最大弯矩Mmax1的位置：x=2.475+46.71/35.08=2.475

12、+1.332=3.806mMmax1=227.01x3.806-154.8-93.48x1.332-35.08x3.0862/2=330.61kNm(2)组合情况：1.2S+1.4S+0.6x1.4SGKQKWK右M=Mmax2max1=330.61kNm(3)组合情况1.2S+0.7x1.4S+1.4SGKQKWK左梁左端：V=219.45kNM=-142.92kNm梁右端：V=-227.48kNM=-174.64kN跨间荷载：梁左侧集中力F1=1.2x70.9+6x1.4x0.7=90.96kN梁右侧集中力F2=1.2x70.9+6x1.4x0.7=90.96kN跨间均布荷载：q=1.2x

13、26.77+2.11x1.4x0.7=34.19kN/m启Ja)b)图8.2(a)图为计算简图；(b)图是其剪力图(单位：kN)则跨间最大弯矩Mmax1的位置：x=2.475+43.87/34.19=2.475+1.283=3.758mM3=219.45x3.758-142.92-90.96x1.283-34.19x3.7582/2=323.65kNmmax3(4)组合情况：1.2S+1.4S+0.6x1.4SGKQKWK右M=M3=323.65kNmmax4max3(5)组合情况：1.35S+0.7x1.4SGKQK梁左端：V=249.66kNM=-176.67kNm梁右端：V=-249.6

14、6kNM=-177.29kN跨间荷载：梁左侧集中力F=1.35x70.9+6x1.4x0.7=101.60kN梁右侧集中力F2=1.35x70.9+6x1.4x0.7=101.60kN跨间均布荷载：q=1.35x26.77+2.11x1.4x0.7=38.21kN/m图8.3计算简图其跨间最大正弯矩Mmax5在跨中。M5=249.66x3.875-176.67-101.60 x1.4-38.21x3.8752/2=361.65kNmmax5(6)组合情况：1.2(S+0 xS)+1.3SGKQKEK左梁左端：V=193.77kNM=-84.10kNm梁右端：V=-225.36kNM=-207.

15、09kN跨间荷载：梁左侧集中力F1=1.2x70.9=85.08kN梁右侧集中力F2=1.2x70.9=85.08kN跨间均布荷载：q=1.2x26.77=32.12kN.mJ”1?LJL宀了二”1(a)b）图8.4（a）图为计算简图；（b）图是其剪力图（单位：kN）则跨间最大弯矩Mmax1的位置：x=2.475+29.19/32.12=2.475+0.909=3.366mREmax6(193.77x3.366-84.10-85.08x0.909-32.12x3.3662/2)x0.75=231.62kNm(7)组合情况：1.2(S+0 xS)+1.3SGKQKEK右YM严yM6=231.62

16、kNmREmax7REmax6因此，7层框架梁的跨间最大弯矩的控制组合为1.35S+0.7x1.4S,GKQK其跨间最大弯矩为Mmax=361.65kNmmax（注意：随着层数的降低，地震作用产生的正弯矩增大，跨间最大正弯矩位置可能向支座靠拢，很有可能是地震作用参与组合时产生的最大正弯矩大于非地震组合。）同理：其余各层的跨间最大弯矩经过计算和比较各种组合情况下的跨间最大弯矩。为节省篇幅，计算比较结果列于表8.5。精品文档精品文档8.2.4用于承载力计算时框架梁的最不利组合表8.5用于承载力计算的框架梁最不利组合表精品文档精品文档表中V以绕柱端顺时针为正，单位kN实际组合时，应考虑可能与最不利原

17、则，在上述某一可能组合中，某些项不考虑。为了防止梁在弯曲屈服前先发生剪切破坏，截面设计时对于有地震组合的剪力设计值进行调整如下：V円叫+M）：+VVGbn式中：Hy剪力增大系数，对三级框架取1.1;/梁的净跨。nV梁在重力荷载作用下,按简支梁分析的梁端截面剪力设计值。GbMl,Mr分别为梁的左、右端顺时针方向或反时针方向截面组合的弯矩值。bb用公式Vb=nb（Mb+m）1+V，计算出有地震组合的梁端剪力设计值并与无地bvbbbnGb震组合梁端剪力的最大值（见表8.5）作出比较，具体过程见下表8.6。表8.6梁剪力设计值计算表层Mbr(kNm)Mbl(kNm)Ln(m)VGb(kN)Vb(kN)

18、7左206.560.00？7.20209.57241.13右0.00？-207.097.20-209.57-241.216左346.720.007.20269.15322.12右0.00-356.737.20-281.44-335.945左365.990.007.20237.98293.90右0.00-360.657.20-218.75-273.85注：计算梁左端剪力时使用右震的组合弯矩；反之，计算梁右端剪力用左震的组合弯矩。表8.7有地震组合梁端剪力设计值与无地震组合梁端剪力设计值比较层截面ftN/mm2bmmh0mm无地震作用组合有地震作用组合1VbI/kNVb-0.7f；bh/kNIVb

19、I/kNYEVb-0.42ftbh0/kN7左1.43300635249.6658.97241.1390.55右1.43300635249.6658.97241.2190.616左1.43300635321.81131.12322.12159.39右1.43300635335.02144.33335.94171.135左1.43300635293.73103.04293.90135.40右1.43300635273.5382.84273.85118.364左1.43300635297.49106.80302.03142.31右1.43300635276.4985.80275.85120.063

20、左1.43300635245.5254.83251.8099.62右1.43300635240.2949.60247.5095.962左1.43300635305.3114.61317.05155.08右1.43300635303.54112.85318.42156.241左1.43300635322.56131.87357.77189.69右1.43300635270.9880.29278.52122.338.2.5用于正常使用极限状态验算的框架梁基本组合（见表8.8）表8.8用于正常使用极限状态验算的框架梁基本组合表层恒载活载左风右风无地震时Mmin及相应的V+0.6+0.6+0.7+0.

21、7+组合项目值7M-121.11-13.4411.13-11.13-127.87-141.23-119.39-141.65+0.7+-141.65左V174.6414.18-2.872.87187.10190.54181.70187.44187.44M-121.55-13.47-11.1311.13-141.70-128.34-142.11-119.85+0.7+-142.11右V-174.64-14.18-2.872.87-190.54-187.10-187.44-181.70-187.44M-168.87-47.0624.94-24.94-200.97-230.89-176.87-226.

22、75+0.6-230.89左V194.7659.06-6.446.44249.96257.68229.66242.54257.68M-176.55-48.38-24.9424.94-239.89-209.97-235.36-185.48+0.6-239.89右V-204.43-60.21-6.446.44-268.50-260.78-253.02-240.14-268.50M-139.04-47.8742.74-42.74-161.27-212.55-129.81-215.29+0.7+-215.29左V169.2658.11-11.0311.03220.75233.99198.91220.9

23、7220.97M-134.43-48.19-42.7442.74-208.26-156.98-210.90-125.42+0.7+-210.90右V-153.84-56.90-11.0311.03-217.36-204.12-204.70-182.64-109.24M-133.87-47.7858.08-58.08-146.80-216.50-109.24-225.40+0.7+-225.40左V169.6258.11-14.9914.99218.74236.72195.31225.29225.29M-129.68-48.03-58.0858.08-212.56-142.86-221.38-1

24、05.22+0.7+-221.38右V-153.84-56.90-14.9914.99-219.73-201.75-208.66-178.68-208.66M-105.26-46.7869.17-69.17-110.54-193.54-68.84-207.18+0.7+-207.18左V124.3158.11-17.8517.85171.71193.13147.14182.84182.84M-105.00-47.14-69.1769.17-193.64-110.64-207.17-68.83+0.7+-207.17右V-121.36-56.90-17.8517.85-188.97-167.55

25、-179.04-143.34-179.04M-134.73-46.7985.17-85.17-130.42-232.62-82.31-252.65+0.7+-252.65左V171.3557.75-22.4222.42215.65242.55189.36234.20234.20M-142.87-50.19-85.1785.17-244.16-141.96-263.17-92.83+0.7+-263.17右V-168.95-58.55-22.4222.42-240.95-214.05-232.36-187.52-232.36M-190.34-51.38110.83-110.83-175.22-3

26、08.22-115.48-337.14+0.7+-337.14左V180.2658.50-28.9828.98221.37256.15192.23250.19250.19M-113.24-46.81-110.83110.83-226.55-93.55-256.84-35.18+0.7+-256.84右V-140.58-55.67-28.9828.98-213.64-178.86-208.53-150.57-208.53悬M-194.93-13.10-208.03-208.03-204.10-204.10+-208.03臂V102.72-7.38102.72注：表中弯矩以下侧受拉为正，单位为kN

27、m表中V以绕柱端顺时针为正，单位kN。实际组合时，应考虑可能与最不利原则，在上述某一可能组合中，某些项不考虑。8.3框架柱的荷载效应组合组合1：1.2恒载+1.4活载+1.4X0.6风载组合2：1.2恒载+1.4X0.7活载+1.4风载组合3：1.35恒载+1.4X0.7活载+1.4X0.6风载组合4：1.2重力荷载代表值+1.3水平地震作用欲求Nmil及对应的M、V时，通常属于“重力荷载效应对结构构件有利”时，其分项系数取1.0（也许1.2更不利，此时应取1.2）。需按下列组合进行：组合1a：1.0恒载+1.4活载+1.4X0.6风载组合2a：1.0恒载+1.4X0.7活载+1.4风载组合3

28、a：1.0恒载+1.4X0.7活载+1.4X0.6风载组合4a：1.0重力荷载代表值+1.3水平地震作用8.3.1框架柱无地震作用时的荷载效应基本组合（见表8.8-8.9）表8.9C轴柱无地震时的内力组合表层恒载活载左风右风无地震时由活载控制由恒载控制1.2+1.4+0.6X1.41.2+1.4+0.6X1.41.2+1.4X0.7+1.41.2+1.4X0.7+1.41.35+0.7X1.47顶M191.7720.26-11.9211.92248.48268.50233.29266.67278.74N237.2818.20-2.872.87307.81312.63298.55306.5933

29、8.16底M-140.84-33.806.53-6.53-210.84-221.81-192.99-211.27-223.26N259.7918.20-2.872.87334.82339.64325.57333.60368.55V-100.79-16.385.59-5.59-139.19-148.58-129.18-144.83-152.126顶M114.2540.16-20.1820.18176.37210.28148.20204.71193.59N532.1889.59-9.319.31756.22771.86713.38739.45806.24底M-107.72-37.5016.51-1

30、6.51-167.90-195.63-142.90-189.13-182.17N554.6889.59-9.319.31783.22798.86740.38766.45836.62V-67.26-23.5311.12-11.12-104.32-123.00-88.21-119.35-113.875顶M101.3037.21-29.2629.26149.08198.23117.06198.99173.22N802.42160.30-20.3420.341170.241204.411091.521148.471240.36底M-105.85-37.3024.33-24.33-158.80-199.

31、68-129.51-197.64-179.45N824.93160.30-20.3420.341197.251231.421118.531175.491270.75V-62.77-22.5816.28-16.28-93.26-120.61-74.66-120.25-106.874顶M97.7037.30-37.8737.87137.65201.27100.78206.81168.45N1072.67230.47-35.3335.331580.181639.541463.601562.531673.97底M-81.36-38.3631.49-31.49-124.88-177.79-91.14-1

32、79.31-147.43N1095.17230.47-35.3335.331607.181666.541490.601589.531704.34V-54.26-22.9321.02-21.02-79.55-114.87-58.15-117.01-95.72顶M73.4234.99-42.5942.59101.31172.8762.77182.02133.41N1295.57300.91-53.1853.181931.292020.631775.121924.032043.91底M-85.88-28.8142.59-42.59-107.61-179.17-71.66-190.92-144.17N

33、1318.08300.91-53.1853.181958.302047.641802.141951.042074.30V-48.27-19.3325.81-25.81-63.31-106.67-40.74-113.01-84.11顶M125.0547.09-50.4750.47173.59258.38125.55266.87214.97N1568.86371.41-75.6075.602339.102466.112140.772352.452481.94底M-16.76-42.1850.47-50.47-36.77-121.569.21-132.11-63.96N1600.87371.41-7

34、5.6075.602377.512504.522179.192390.872525.16V-42.97-27.0530.59-30.59-63.74-115.13-35.25-120.90-84.52顶M-21.7319.82-69.7869.78-56.9460.29-104.3491.04-9.91N2013.64454.35-104.58104.582964.613140.312715.223008.043163.68底M10.87-9.91111.47-111.4792.80-94.46159.39-152.734.96N2062.14454.35-104.58104.583022.8

35、13198.512773.423066.243229.15V6.52-5.9536.25-36.2529.95-30.9552.75-48.752.97321注：表中弯矩以左侧受拉为正，单位为kNm;轴力以受压为正，单位kN。表中V以绕柱端顺时针为正，单位kN。实际组合时，应考虑可能与最不利原则，在上述某一可能组合中，某些项不考虑。实际组合时，当重力荷载效应对结构构件有利时，其分项系数取1.0或1.2?。表8.10D轴柱无地震时的内力组合层恒载活载左风右风无地震时由活载控制由恒载控制1.2+1.4+0.6X1.41.2+1.4+0.6X1.41.2+1.4X0.7+1.41.2+1.4X0.7

36、+1.41.35+0.7X1.47顶M-192.32-20.30-11.9211.92-269.22-249.19-267.37-233.99-279.53N237.2818.202.87-2.87312.63307.81306.59298.55338.16底M144.6034.336.53-6.53227.07216.10216.31198.02228.85N259.7918.202.87-2.87339.64334.82333.60325.57368.55V102.1016.555.59-5.59150.39141.00146.57130.91154.056顶M-116.47-40.67-

37、20.1820.18-213.65-179.75-207.87-151.37-197.09N572.0696.509.31-9.31829.39813.75794.08768.01866.85注：表中弯矩以左侧受拉为正，单位为kNm;轴力以受压为正，单位KN。表中V以绕柱端顺时针为正，单位kN。实际组合时，应考虑可能与最不利原则，在上述某一可能组合中，某些项不考虑。实际组合时，当重力荷载效应对结构构件有利时，其分项系数取1.0框架柱有地震作用时的荷载效应基本组合（见表8.10-8.11）表8.11C轴柱有地震时的内力组合层恒载活载左震右震有地震时重力荷载与水平地震作用组合1.0（+0.5）+1

38、.31.2（+0.5）+1.3RRXyreRRXyre7顶M191.7720.26-50.4450.44126.20100.96295.70236.56N237.2818.20-12.1512.15221.49177.19300.53240.42底M-140.84-33.8027.71-27.71-104.82-83.85-205.03-164.02N259.7918.20-12.1512.15244.00195.20327.54262.03V-100.79-16.3823.68-23.68-70.01-151.736顶M114.2540.16-67.7267.7246.2937.04249.

39、23199.39N532.1889.59-35.1535.15531.28425.02738.07590.45底M-107.72-37.5055.41-55.41-54.44-43.55-223.80-179.04N554.6889.59-35.1535.15553.78443.02765.07612.05V-67.26-23.5337.31-37.31-30.53-143.345顶M101.3037.21-84.9884.989.437.54254.36203.49N802.42160.30-68.9868.98792.90634.321148.76919.01底M-105.85-37.30

40、70.82-70.82-32.43-25.95-241.47-193.17N824.93160.30-68.9868.98815.41652.321175.77940.62V-62.77-22.5847.21-47.21-12.69-150.254顶M97.7037.30-98.6998.69-11.95-9.56267.92214.33N1072.67230.47-109.83109.831045.13836.101568.271254.61底M-81.36-38.3682.25-82.256.395.11-227.57-182.06N1095.17230.47-109.83109.8310

41、67.63854.101595.271276.21V-54.26-22.9354.83-54.835.55-150.153顶M73.4234.99-100.39100.39-39.59-31.67239.61191.68N1295.57300.91-153.84153.841246.03996.831935.221548.18底M-85.88-28.81100.39-100.3930.2224.18-250.85-200.68N1318.08300.91-153.84153.841268.541014.831962.231569.79V-48.27-19.3360.84-60.8421.15-

42、148.622顶M125.0547.09-108.58108.587.445.95319.47255.57N1568.86371.41-204.20204.201489.111191.282370.941896.75底M-16.76-42.18108.58-108.58103.3082.64-186.57-149.26N1600.87371.41-204.20204.201521.121216.892409.351927.48V-42.97-27.0565.81-65.8129.05-153.35顶M-21.7319.82-134.10134.10-186.15-148.92160.15128

43、.12N2013.64454.35-262.68262.681899.331519.463030.462424.37底M10.87-9.91214.20-214.20284.38227.50-271.36-217.09N2062.14454.35-262.68262.681947.831558.263088.662470.93V6.52-5.9569.66-69.6694.11-86.301注：表中弯矩以左侧受拉为正，单位为kNm;轴力以受压为正，单位KN。表中V以绕柱端顺时针为正，单位kN。实际组合时，应考虑可能与最不利原则，在上述某一可能组合中，某些项不考虑。实际组合时，当重力荷载效应对结

44、构构件有利时，其分项系数取1.0。YrE为承载力抗震调整系数。屋面的组合为1.2x+1.3x和1.2x+1.3x。表8.12D轴柱有地震时的内力组合层恒载活载左震右震有地震时重力荷载与水平地震作用组合1.2（+0.5）+1.31.0（+0.5）+1.3RRXyreRRXyre7顶M-192.32-20.30-50.4450.44-296.36-237.08-126.75-101.40N237.2818.2012.15-12.15300.53240.42221.49177.19底M144.6034.3327.71-27.71209.54167.63108.5886.86N259.7918.201

45、2.15-12.15327.54262.03244.00195.20V102.1016.5523.68-23.68153.3071.316顶M-116.47-40.67-67.7267.72-252.20-201.76-48.77-39.02N572.0696.5035.15-35.15790.07632.05574.62459.69底M104.2837.5155.41-55.41219.68175.7451.0040.80N594.5796.5035.15-35.15817.08653.66597.13477.70V66.8923.6937.31-37.31142.9930.245顶M-95

46、.12-37.00-84.9884.98-246.82-197.45-3.15-2.52N829.02167.2368.98-68.981184.84947.87822.96658.37底M100.1437.1670.82-70.82234.53187.6226.6521.32N851.51167.2368.98-68.981211.82969.46845.45676.36V59.1722.4747.21-47.21145.869.034顶M-93.42-37.16-98.6998.69-262.70-210.1616.3013.04N1085.97237.96109.83-109.83158

47、8.721270.981062.17849.74底M80.0238.1082.25-82.25225.81180.65-7.86-6.28N1108.48237.96109.83-109.831615.731292.581084.68867.74V52.5622.8154.83-54.83148.03-7.32顶M-73.20-35.10-100.39100.39-239.41-191.5339.7631.81N1308.42308.69153.84-153.841955.311564.251262.771010.22底M76.3329.20100.39-100.39239.62191.70-

48、39.58-31.66N1330.92308.69153.84-153.841982.311585.851285.271028.22V45.3119.4860.84-60.84145.16-24.04顶M-140.31-50.39-108.58108.58-339.76-271.81-24.35-19.48N1595.65383.62204.20-204.202410.411928.331522.001217.60底M119.1450.05108.58-108.58314.15251.323.012.41N1627.66383.62204.20-204.202448.821959.061554

49、.011243.21V78.6230.4465.81-65.81198.168.29顶M-54.37-24.83-134.10134.10-254.47-203.58107.5586.04N1850.16453.54262.68-262.682833.802267.041735.451388.36底M27.1912.42214.20-214.20318.54254.83-245.06-196.05N1898.66453.54262.68-262.682892.002313.601783.951427.16V16.317.4569.66-69.66114.60-70.52321注：表中弯矩以左侧

50、受拉为正，单位为kNm;轴力以受压为正，单位kN。表中V以绕柱端顺时针为正，单位kN。实际组合时，应考虑可能与最不利原则，在上述某一可能组合中，某些项不考虑。实际组合时，当重力荷载效应对结构构件有利时，其分项系数取1.0。Ye为承载力抗震调整系数。屋面的组合为1.2X+1.3X和1.2X+1.3X。柱端组合的弯矩设计依据抗震规范GB50011-2010第6.2.2条,值应符合下式要求：工m=耳工m，按该式计算得到的各柱端弯矩见下表:ccb请增添计算表式中：Em.”节点上下柱端截面顺时针或反时针方向组合的弯矩设计值之和，上下柱端的弯矩设计值.可按弹性分析分配；一一节点左右梁端截面反时针或顺时针方

51、向组合的弯矩设计值之和一级框架节点左右梁端均为负弯矩时中绝对值较小的弯矩应取零；精品文档精品文档用于承载力计算时框柱的最不利组合（见表8.12-8.13）表8.13C轴柱内力的最不利组合层Nmax及相应的M、VNmin及相应的M1M|max及相应的NV组合项目值组合项目值组合项目值7顶MN1.35+0.7X1.4278.741.0+1.3100.961.35+0.7X1.4278.74338.16177.19338.16底MNV-223.26-83.85-223.26368.55195.20368.55-152.12-152.126顶MN1.35+0.7X1.4193.591.0（+0.5）+

52、1.337.041.2+1.4+0.6X1.4210.28806.24425.02771.86底MNV-182.17-43.551.2+1.4X0.7+1.4-189.13836.62443.02766.45-113.87-119.355顶MN1.35+0.7X1.4173.221.0（+0.5）+1.37.541.2（+0.5）+1.3203.491240.36634.32919.01底MNV-179.45-25.951.2+1.4+0.6X1.4-197.641270.75652.321175.49-106.87-120.254顶MN1.35+0.7X1.4168.451.0（+0.5）+

53、1.3-9.561.2（+0.5）+1.3214.331673.97836.101254.61底MNV-147.435.11-182.061704.34854.101276.21-95.723顶MN1.35+0.7X1.4133.411.0（+0.5）+1.3-31.671.2（+0.5）+1.3191.582043.91996.831548.18底MNV-144.1724.18-200.682074.301014.831569.79-84.112顶MN1.35+0.7X1.4214.971.0（+0.5）+1.35.951.2+1.4X0.7+1.4266.872481.941191.282352.45底M-63.9682.641.2（+0.5）+1.3-149.26精品文档精品文档注：表中弯矩以左侧受拉为正，单位为kNm;轴力以受压为正，单位kN