(整理)荷載效應(yīng)及地震作用效應(yīng)組合僅供參考

1、精品文檔8荷載效應(yīng)效應(yīng)組合本設(shè)計(jì)所應(yīng)用到的用于承載能力極限狀態(tài)下的內(nèi)力組合公式如下：無(wú)地震時(shí)，由可變荷載效應(yīng)控制的組合：S二丫S+屮丫S+屮丫SGGKQQQKWWWK式中s結(jié)構(gòu)構(gòu)件荷載效應(yīng)組合的設(shè)計(jì)值，包括組合的彎矩、軸向力和剪力設(shè)計(jì)值；rG、rQ、rW一永久荷載、樓面活荷載和風(fēng)荷載的分項(xiàng)系數(shù)；屮Q、PW樓面活荷載和風(fēng)荷載的組合系數(shù)，當(dāng)為第一可變荷載時(shí)取1。sGK、sQk、sWk永久荷載、樓面荷載和風(fēng)荷載效應(yīng)標(biāo)準(zhǔn)值。無(wú)地震時(shí)，由永久荷載效應(yīng)控制的組合（根據(jù)建筑結(jié)構(gòu)荷載規(guī)范GB50009-2001第323條注3,水平風(fēng)荷載不參與組合。但2006版規(guī)范中取消了此注，即水平風(fēng)荷載參與組合，當(dāng)風(fēng)荷載效

2、應(yīng)不大時(shí)也可忽略之。）：？S=丫S+屮YSGGKQQQK有地震時(shí)，即重力荷載與水平地震作用的組合：S=YS+YSGGEEhEhk式中S結(jié)構(gòu)構(gòu)件荷載效應(yīng)與地震作用效應(yīng)組合的設(shè)計(jì)值；rG、rEh重力荷載、水平地震作用的分項(xiàng)系數(shù)；sge、SEh重力荷載代表值、水平地震作用標(biāo)準(zhǔn)值。用于正常使用極限狀態(tài)下的內(nèi)力組合（標(biāo)準(zhǔn)組合）公式如下：S=S+屮S+屮SGKQQKWWK控制截面及最不利內(nèi)力類(lèi)型構(gòu)件的控制截面框架梁的控制截面是支座截面和跨中截面。在支座截面處，一般產(chǎn)生最大負(fù)彎矩（-M）和最大剪力（V）（水平荷載作用下還有正彎矩產(chǎn)生，故也要注意組合可能出現(xiàn)maxmax的正彎矩）；跨間截面則是最大正彎矩（+M

3、）作用處（也要注意組合可能出現(xiàn)的負(fù)彎矩）。max因此，框架梁的最不利內(nèi)力為：梁端截面：+M、-M、Vmaxmaxmax梁跨間截面：+Mmax由于內(nèi)力分析的結(jié)果是軸線(xiàn)位置處的內(nèi)力，而梁支座截面的最不利位置應(yīng)是柱邊緣處，因此，在求該處的最不利內(nèi)力時(shí)，應(yīng)根據(jù)梁軸線(xiàn)處的彎矩和剪力計(jì)算出柱邊緣處梁截面的彎矩和剪力，即：M二M-Vb/2Vr=V-qb/2式中M柱邊緣處梁截面的彎矩標(biāo)準(zhǔn)值；V/柱邊緣處梁截面的剪力標(biāo)準(zhǔn)值；M梁柱中線(xiàn)交點(diǎn)處的彎矩標(biāo)準(zhǔn)值；V與M相應(yīng)的梁柱中線(xiàn)交點(diǎn)處的剪力標(biāo)準(zhǔn)值；b柱截面高度；q梁?jiǎn)挝婚L(zhǎng)度的均布荷載標(biāo)準(zhǔn)值。按照框架結(jié)構(gòu)的合理破壞形式，在梁端出現(xiàn)塑性鉸是允許的；為了便于澆搗混凝土也往

4、往希望節(jié)點(diǎn)處梁的鋼筋放得少此。因此，在進(jìn)行框架結(jié)構(gòu)設(shè)計(jì)時(shí)，一般均對(duì)換算到柱邊緣處梁截面的彎矩進(jìn)行調(diào)幅，即人為地減少梁端負(fù)彎矩，減小節(jié)點(diǎn)附近梁頂面的配筋量。設(shè)某框架梁AB在豎向荷載作用下，梁端最大負(fù)彎矩分別為M、M，梁跨中最大AOBO正彎矩為M，則調(diào)幅后梁端彎矩可?。篊OM二BMAAOM二BMBBO式中，0為彎矩調(diào)幅系數(shù)。對(duì)于現(xiàn)澆框架，可取0=0.80.9。梁端彎矩調(diào)幅后，在相應(yīng)荷載作用下的跨中彎矩必將增加，以防支座出現(xiàn)塑性鉸后,導(dǎo)致跨中截面承載力不足。通?？缰袕澗爻艘?.11.2的調(diào)整系數(shù)。這時(shí)應(yīng)核對(duì)靜力平衡條件，即調(diào)幅后梁端彎矩M、M的平均值與跨中最大正彎矩M之和應(yīng)大于按簡(jiǎn)支梁TOC o 1

5、-5 h zABCO計(jì)算的跨中彎矩值M(或1.05M)。o.oM+M-AB+MM HYPERLINK l bookmark20 2Coo必須指出，有關(guān)規(guī)范規(guī)定，彎矩調(diào)幅只對(duì)豎向荷載作用下的內(nèi)力進(jìn)行，而水平荷載作用下產(chǎn)生的彎矩不參加調(diào)幅，因此，彎矩調(diào)幅應(yīng)在內(nèi)力組合之前進(jìn)行。同時(shí)規(guī)定，梁截面設(shè)計(jì)時(shí)所采用的跨中正彎矩不應(yīng)小于按簡(jiǎn)支梁計(jì)算的跨中彎矩之半，即M/2。O剪力不用進(jìn)行調(diào)幅，內(nèi)力組合時(shí)直接用換算到柱邊緣處梁截面的剪力值來(lái)進(jìn)行內(nèi)力組合?？蚣芰旱目刂平孛鎯?nèi)力換算及豎向荷載作用下的梁彎矩塑性調(diào)幅(1)豎向荷載作用下框架梁的控制截面內(nèi)力換算及彎矩調(diào)幅。計(jì)算過(guò)程見(jiàn)下表。表8.1計(jì)算豎向荷載各支座邊緣截面

6、的彎矩標(biāo)準(zhǔn)值及調(diào)幅后彎矩層數(shù)內(nèi)力性質(zhì)1MI/kNm1VI/kNq/kN/mb/mMZkNm邊V/kN邊M/kNm調(diào)7左201.4418226.770.55-151.39174.64-121.11右豎向恒載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）水平荷載作用下框架梁的控制截面內(nèi)力換算。計(jì)算過(guò)程見(jiàn)下表。表8.2計(jì)算水平荷載各支座邊緣截面的彎矩標(biāo)準(zhǔn)值層數(shù)內(nèi)力性質(zhì)1MI/kNmIVI/kNq/kN/

7、mb/mM邊曲口V邊框架梁的荷載效應(yīng)組合8.2.1框架梁端無(wú)地震作用時(shí)的荷載效應(yīng)基本組合（見(jiàn)表8.3）8.2.2框架梁端有地震作用時(shí)的荷載效應(yīng)基本組合（見(jiàn)表8.4）表8.3用于承載力計(jì)算的框架梁無(wú)地震時(shí)的基本組合層恒載活載左風(fēng)右風(fēng)無(wú)地震時(shí)由活載控制由恒載控制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：表中彎矩以下側(cè)受拉為正，單位為kNm。表中V以繞梁端順時(shí)針為正，單位kN。表8.4用于承載力計(jì)算框架梁有地震時(shí)的基本組合表層恒載活載左震右震有地震時(shí)重力荷載與水平地震作用組合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：表中彎矩以下側(cè)受拉為正，單位為kNm。表中V以繞梁端順時(shí)針為正，單位kN。YRE為承載力抗震調(diào)整系數(shù)屋面的組合為1.2x+1.3x和1.2x+1.3x8.2.3框架梁各跨間最大正彎矩本設(shè)計(jì)各種組合情況下的跨間彎矩最大值不一定在跨中截面，因此需要根據(jù)之前各種組合情況下的梁端彎矩和剪力及相應(yīng)于該種組合的跨間荷載，找出跨間在不同組合情況下的剪力零點(diǎn)位置。然后對(duì)剪力零點(diǎn)位置列彎矩方程，求出不同組合情況下的跨間最大彎矩。以7層（屋面）框架梁為例，給出詳細(xì)的計(jì)算過(guò)程

11、：7層框架梁的跨間最大彎矩計(jì)算如下:(1)組合情況：1.2S+1.4S+0.6x1.4SGKQKWK左梁左端：V=227.01kNM=-154.80kNm梁右端:V=-231.83kNM=-174.07kN跨間荷載：梁左側(cè)集中力F1=1.2x70.9+6x1.4=93.48kN梁右側(cè)集中力F2=1.2x70.9+6x1.4=93.48kN跨間均布荷載：q=1.2x26.77+2.11x1.4=35.08kN/m227.01(a)145.231.83Cb)圖8.1(a)圖為計(jì)算簡(jiǎn)圖；(b)圖是其剪力圖(單位：kN)則跨間最大彎矩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)組合情況：1.2S+1.4S+0.6x1.4SGKQKWK右M=Mmax2max1=330.61kNm(3)組合情況1.2S+0.7x1.4S+1.4SGKQKWK左梁左端：V=219.45kNM=-142.92kNm梁右端：V=-227.48kNM=-174.64kN跨間荷載：梁左側(cè)集中力F1=1.2x70.9+6x1.4x0.7=90.96kN梁右側(cè)集中力F2=1.2x70.9+6x1.4x0.7=90.96kN跨間均布荷載：q=1.2x

13、26.77+2.11x1.4x0.7=34.19kN/m啟Ja)b)圖8.2(a)圖為計(jì)算簡(jiǎn)圖；(b)圖是其剪力圖(單位：kN)則跨間最大彎矩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)組合情況：1.2S+1.4S+0.6x1.4SGKQKWK右M=M3=323.65kNmmax4max3(5)組合情況：1.35S+0.7x1.4SGKQK梁左端：V=249.66kNM=-176.67kNm梁右端：V=-249.6

14、6kNM=-177.29kN跨間荷載：梁左側(cè)集中力F=1.35x70.9+6x1.4x0.7=101.60kN梁右側(cè)集中力F2=1.35x70.9+6x1.4x0.7=101.60kN跨間均布荷載：q=1.35x26.77+2.11x1.4x0.7=38.21kN/m圖8.3計(jì)算簡(jiǎn)圖其跨間最大正彎矩Mmax5在跨中。M5=249.66x3.875-176.67-101.60 x1.4-38.21x3.8752/2=361.65kNmmax5(6)組合情況：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跨間荷載：梁左側(cè)集中力F1=1.2x70.9=85.08kN梁右側(cè)集中力F2=1.2x70.9=85.08kN跨間均布荷載：q=1.2x26.77=32.12kN.mJ”1?LJL宀了二”1(a)b）圖8.4（a）圖為計(jì)算簡(jiǎn)圖；（b）圖是其剪力圖（單位：kN）則跨間最大彎矩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)組合情況：1.2(S+0 xS)+1.3SGKQKEK右YM嚴(yán)yM6=231.62

16、kNmREmax7REmax6因此，7層框架梁的跨間最大彎矩的控制組合為1.35S+0.7x1.4S,GKQK其跨間最大彎矩為Mmax=361.65kNmmax（注意：隨著層數(shù)的降低，地震作用產(chǎn)生的正彎矩增大，跨間最大正彎矩位置可能向支座靠攏，很有可能是地震作用參與組合時(shí)產(chǎn)生的最大正彎矩大于非地震組合。）同理：其余各層的跨間最大彎矩經(jīng)過(guò)計(jì)算和比較各種組合情況下的跨間最大彎矩。為節(jié)省篇幅，計(jì)算比較結(jié)果列于表8.5。精品文檔精品文檔8.2.4用于承載力計(jì)算時(shí)框架梁的最不利組合表8.5用于承載力計(jì)算的框架梁最不利組合表精品文檔精品文檔表中V以繞柱端順時(shí)針為正，單位kN實(shí)際組合時(shí)，應(yīng)考慮可能與最不利原

17、則，在上述某一可能組合中，某些項(xiàng)不考慮。為了防止梁在彎曲屈服前先發(fā)生剪切破壞，截面設(shè)計(jì)時(shí)對(duì)于有地震組合的剪力設(shè)計(jì)值進(jìn)行調(diào)整如下：V円叫+M）：+VVGbn式中：Hy剪力增大系數(shù)，對(duì)三級(jí)框架取1.1;/梁的凈跨。nV梁在重力荷載作用下,按簡(jiǎn)支梁分析的梁端截面剪力設(shè)計(jì)值。GbMl,Mr分別為梁的左、右端順時(shí)針?lè)较蚧蚍磿r(shí)針?lè)较蚪孛娼M合的彎矩值。bb用公式Vb=nb（Mb+m）1+V，計(jì)算出有地震組合的梁端剪力設(shè)計(jì)值并與無(wú)地bvbbbnGb震組合梁端剪力的最大值（見(jiàn)表8.5）作出比較，具體過(guò)程見(jiàn)下表8.6。表8.6梁剪力設(shè)計(jì)值計(jì)算表層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：計(jì)算梁左端剪力時(shí)使用右震的組合彎矩；反之，計(jì)算梁右端剪力用左震的組合彎矩。表8.7有地震組合梁端剪力設(shè)計(jì)值與無(wú)地震組合梁端剪力設(shè)計(jì)值比較層截面ftN/mm2bmmh0mm無(wú)地震作用組合有地震作用組合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用于正常使用極限狀態(tài)驗(yàn)算的框架梁基本組合（見(jiàn)表8.8）表8.8用于正常使用極限狀態(tài)驗(yàn)算的框架梁基本組合表層恒載活載左風(fēng)右風(fēng)無(wú)地震時(shí)Mmin及相應(yīng)的V+0.6+0.6+0.7+0.

21、7+組合項(xiàng)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懸M-194.93-13.10-208.03-208.03-204.10-204.10+-208.03臂V102.72-7.38102.72注：表中彎矩以下側(cè)受拉為正，單位為kN

27、m表中V以繞柱端順時(shí)針為正，單位kN。實(shí)際組合時(shí)，應(yīng)考慮可能與最不利原則，在上述某一可能組合中，某些項(xiàng)不考慮。8.3框架柱的荷載效應(yīng)組合組合1：1.2恒載+1.4活載+1.4X0.6風(fēng)載組合2：1.2恒載+1.4X0.7活載+1.4風(fēng)載組合3：1.35恒載+1.4X0.7活載+1.4X0.6風(fēng)載組合4：1.2重力荷載代表值+1.3水平地震作用欲求Nmil及對(duì)應(yīng)的M、V時(shí)，通常屬于“重力荷載效應(yīng)對(duì)結(jié)構(gòu)構(gòu)件有利”時(shí)，其分項(xiàng)系數(shù)取1.0（也許1.2更不利，此時(shí)應(yīng)取1.2）。需按下列組合進(jìn)行：組合1a：1.0恒載+1.4活載+1.4X0.6風(fēng)載組合2a：1.0恒載+1.4X0.7活載+1.4風(fēng)載組合3

28、a：1.0恒載+1.4X0.7活載+1.4X0.6風(fēng)載組合4a：1.0重力荷載代表值+1.3水平地震作用8.3.1框架柱無(wú)地震作用時(shí)的荷載效應(yīng)基本組合（見(jiàn)表8.8-8.9）表8.9C軸柱無(wú)地震時(shí)的內(nèi)力組合表層恒載活載左風(fēng)右風(fēng)無(wú)地震時(shí)由活載控制由恒載控制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頂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頂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頂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頂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頂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頂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頂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：表中彎矩以左側(cè)受拉為正，單位為kNm;軸力以受壓為正，單位kN。表中V以繞柱端順時(shí)針為正，單位kN。實(shí)際組合時(shí)，應(yīng)考慮可能與最不利原則，在上述某一可能組合中，某些項(xiàng)不考慮。實(shí)際組合時(shí)，當(dāng)重力荷載效應(yīng)對(duì)結(jié)構(gòu)構(gòu)件有利時(shí)，其分項(xiàng)系數(shù)取1.0或1.2?。表8.10D軸柱無(wú)地震時(shí)的內(nèi)力組合層恒載活載左風(fēng)右風(fēng)無(wú)地震時(shí)由活載控制由恒載控制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頂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頂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：表中彎矩以左側(cè)受拉為正，單位為kNm;軸力以受壓為正，單位KN。表中V以繞柱端順時(shí)針為正，單位kN。實(shí)際組合時(shí)，應(yīng)考慮可能與最不利原則，在上述某一可能組合中，某些項(xiàng)不考慮。實(shí)際組合時(shí)，當(dāng)重力荷載效應(yīng)對(duì)結(jié)構(gòu)構(gòu)件有利時(shí)，其分項(xiàng)系數(shù)取1.0框架柱有地震作用時(shí)的荷載效應(yīng)基本組合（見(jiàn)表8.10-8.11）表8.11C軸柱有地震時(shí)的內(nèi)力組合層恒載活載左震右震有地震時(shí)重力荷載與水平地震作用組合1.0（+0.5）+1

38、.31.2（+0.5）+1.3RRXyreRRXyre7頂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頂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頂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頂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頂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頂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頂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：表中彎矩以左側(cè)受拉為正，單位為kNm;軸力以受壓為正，單位KN。表中V以繞柱端順時(shí)針為正，單位kN。實(shí)際組合時(shí)，應(yīng)考慮可能與最不利原則，在上述某一可能組合中，某些項(xiàng)不考慮。實(shí)際組合時(shí)，當(dāng)重力荷載效應(yīng)對(duì)結(jié)

44、構(gòu)構(gòu)件有利時(shí)，其分項(xiàng)系數(shù)取1.0。YrE為承載力抗震調(diào)整系數(shù)。屋面的組合為1.2x+1.3x和1.2x+1.3x。表8.12D軸柱有地震時(shí)的內(nèi)力組合層恒載活載左震右震有地震時(shí)重力荷載與水平地震作用組合1.2（+0.5）+1.31.0（+0.5）+1.3RRXyreRRXyre7頂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頂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頂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頂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頂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頂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頂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：表中彎矩以左側(cè)

50、受拉為正，單位為kNm;軸力以受壓為正，單位kN。表中V以繞柱端順時(shí)針為正，單位kN。實(shí)際組合時(shí)，應(yīng)考慮可能與最不利原則，在上述某一可能組合中，某些項(xiàng)不考慮。實(shí)際組合時(shí)，當(dāng)重力荷載效應(yīng)對(duì)結(jié)構(gòu)構(gòu)件有利時(shí)，其分項(xiàng)系數(shù)取1.0。Ye為承載力抗震調(diào)整系數(shù)。屋面的組合為1.2X+1.3X和1.2X+1.3X。柱端組合的彎矩設(shè)計(jì)依據(jù)抗震規(guī)范GB50011-2010第6.2.2條,值應(yīng)符合下式要求：工m=耳工m，按該式計(jì)算得到的各柱端彎矩見(jiàn)下表:ccb請(qǐng)?jiān)鎏碛?jì)算表式中：Em.”節(jié)點(diǎn)上下柱端截面順時(shí)針或反時(shí)針?lè)较蚪M合的彎矩設(shè)計(jì)值之和，上下柱端的彎矩設(shè)計(jì)值.可按彈性分析分配；一一節(jié)點(diǎn)左右梁端截面反時(shí)針或順時(shí)針?lè)?/p>

51、向組合的彎矩設(shè)計(jì)值之和一級(jí)框架節(jié)點(diǎn)左右梁端均為負(fù)彎矩時(shí)中絕對(duì)值較小的彎矩應(yīng)取零；精品文檔精品文檔用于承載力計(jì)算時(shí)框柱的最不利組合（見(jiàn)表8.12-8.13）表8.13C軸柱內(nèi)力的最不利組合層Nmax及相應(yīng)的M、VNmin及相應(yīng)的M1M|max及相應(yīng)的NV組合項(xiàng)目值組合項(xiàng)目值組合項(xiàng)目值7頂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頂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頂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頂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頂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頂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精品文檔精品文檔注：表中彎矩以左側(cè)受拉為正，單位為kNm;軸力以受壓為正，單位kN