荷載效應(yīng)及地震作用效應(yīng)組合僅供參考

1、五邑大學(xué)本科畢業(yè)設(shè)計(jì)8荷載效應(yīng)組合1118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: 無地震時(shí)，由可變荷載效應(yīng)控制的組合：S = GSGK 人 Q qSqk-：W WSWK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;g、q、rw永久荷載、樓面活荷載和風(fēng)荷載的分項(xiàng)系數(shù);蚤、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1Sgk、SQk、Swk永久荷載、樓面荷載和風(fēng)荷載效應(yīng)標(biāo)準(zhǔn)值。 無地震時(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GB 50009-20012 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，

2、即水平風(fēng)荷載參 與組合，當(dāng)風(fēng)荷載效應(yīng)不大時(shí)也可忽略之。）：？s 二 GSGK'q qSQK 有地震時(shí)，即重力荷載與水平地震作用的組合:S = G SG E Eh S Ehk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；g、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 = SG K .- QSQK . ' W S WK8.1控制截面及最不利內(nèi)力類型8.1.1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 max ）和最大剪力（V

3、max ）（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) 的正彎矩）；跨間截面則是最大正彎矩（+Mmax）作用處（也要注意組合可能出現(xiàn)的負(fù)彎矩） 因此，框架梁的最不利內(nèi)力為：梁端截面：'M max、- M max、V max梁跨間截面：-M max由于內(nèi)力分析的結(jié)果是軸線位置處的內(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 ： = M -Vb /2V =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梁柱中線交點(diǎn)處的彎矩標(biāo)準(zhǔn)值；V與M相應(yīng)的梁

4、柱中線交點(diǎn)處的剪力標(biāo)準(zhǔn)值;b柱截面高度；q梁單位長度的均布荷載標(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Ma。、Mb。，梁跨中最大正彎矩為M co，則調(diào)幅后梁端彎矩可取：式中，B為彎矩調(diào)幅系數(shù)。對于現(xiàn)澆框架，可取 B =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?/p>

5、 1.11.2的調(diào)整系數(shù)。這時(shí)應(yīng)核對靜力平衡 條件，即調(diào)幅后梁端彎矩M A、M B的平均值與跨中最大正彎矩 M CO之和應(yīng)大于按簡支梁計(jì)算的跨中彎矩值(或 1.05M O )。-M CO必須指出，有關(guān)規(guī)范規(guī)定，彎矩調(diào)幅只對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)小于按簡支梁計(jì)算的跨中彎矩之半，即M°/2。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進(jìn)行內(nèi)力組合。8.1.2框架梁的控制截面內(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

6、截面內(nèi)力換算及彎矩調(diào)幅。計(jì)算過程見下表。表8.1計(jì)算豎向荷載各支座邊緣截面的彎矩標(biāo)準(zhǔn)值及調(diào)幅后彎矩層數(shù)內(nèi)力性質(zhì)I M | /kN mI V | /kNq/kN/mb/mM 邊/kN mV 邊/kNM 調(diào)/kN m7左豎向恒載201.4418226.770.55-151.39174.64-121.11右201.9918226.770.55-151.94-174.64-121.556左266.5201.524.50.55-211.09194.76-168.87右278.76211.1724.50.55-220.69-204.43-176.555左222.43176.8526.280.55-173.

7、80169.62-139.04右212.33161.0726.280.55-168.04-153.84-134.434左215.97176.8526.280.55-167.34169.62-133.87右206.4161.0726.280.55-162.11-153.84-129.683左167.19129.5118.90.55-131.57124.31-105.26右166.06126.5618.90.55-131.26-121.36-105.002左226.88179.8926.280.65-168.42171.35-134.73右236.27177.4926.280.65-178.59-

8、168.95-142.871左299.28188.826.280.65-237.92180.26-190.34右190.02149.1226.280.65-141.56-140.58-113.24懸臂278.75107.9816.190.65-243.66-102.72-194.937左豎向活載20.8614.762.110.55-16.8014.18-13.44右20.914.762.110.55-16.84-14.18-13.476左75.7161.398.460.55-58.8359.06-47.06右77.6762.548.460.55-60.47-60.21-48.385左76.46

9、60.448.460.55-59.8458.11-47.87右76.5259.238.460.55-60.23-56.90-48.194左76.3560.448.460.55-59.7358.11-47.78右76.3359.238.460.55-60.04-56.90-48.033左75.160.448.460.55-58.4858.11-46.78右75.2159.238.460.55-58.92-56.90-47.142左78.1560.58.460.65-58.4957.75-46.79右82.6661.38.460.65-62.74-58.55-50.191左84.1361.258.

10、460.65-64.2258.50-51.38右77.558.428.460.65-58.51-55.67-46.81懸臂18.897.731.090.65-16.38-7.38-13.102）水平荷載作用下框架梁的控制截面內(nèi)力換算。計(jì)算過程見下表。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)1 M |/kN m| V | /kNq/kN/mb/mM 邊/kN mV 邊/kN711.922.8700.55±1.13±2.876風(fēng)荷載26.716.4400.55±!4.94±5.44545.7711.0300.55±42.74

11、77;11.03462.214.9900.55±58.08±14.99374.0817.8500.55戈9.17±17.85293.0622.4200.65場5.77+22.421120.2528.9800.65±110.83+28.987地震作用50.4412.1500.55±47.10±12.15695.432300.55±59.11±235140.3933.8300.55±131.09±33.834169.5140.8500.55±158.28±40.853182.64

12、44.0100.55±170.54±44.012208.9850.3600.65±192.61±50.361242.6858.4800.65+223.67±58.488.2框架梁的荷載效應(yīng)組合8.2.1框架梁端無地震作用時(shí)的荷載效應(yīng)基本組合（見表 8.3 ）822框架梁端有地震作用時(shí)的荷載效應(yīng)基本組合（見表 8.4）表8.3用于承載力計(jì)算的框架梁無地震時(shí)的基本組合層恒載活載左風(fēng)右風(fēng)無地震時(shí)由活載控制由恒載控制1.2 +1.4 +0.6 >1.41.2 +1.4 +0.6 X1.41.2 +1.4 X.7+1.41.2+1.4 X0.7 +

13、1.41.35 +0.7 X1.47左M-121.11-13.4411.13-11.13-154.80-173.50-142.92-174.09-176.67V174.6414.18-2.872.87227.01231.83219.45227.48249.66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-168.87-47.0624.94-24.94-247.58-289.48-213.85-28

14、3.68-274.09V194.7659.06-6.446.44310.99321.81282.57300.61320.80右M-176.55-48.38-24.9424.94-300.54-258.64-294.19-224.36-285.75V-204.43-60.21-6.446.44-335.02-324.20-313.34-295.31-334.995左M-139.04-47.8742.74-42.74-197.96-269.77-153.92-273.60-234.62V169.2658.11-11.0311.03275.20293.73244.62275.50285.45右M-1

15、34.43-48.19-42.7442.74-264.68-192.88-268.38-148.71-228.71V-153.84-56.90-11.0311.03-273.53-255.00-255.81-224.93-263.454左M-133.87-47.7858.08-58.08-178.75-276.32-126.16-288.78-227.55V169.6258.11-14.9914.99272.31297.49239.51281.48285.93右M-129.68-48.03-58.0858.08-271.65-174.07-284.00-121.37-222.14V-153.8

16、4-56.90-14.9914.99-276.86-251.68-261.36-219.38-263.453左M-105.26-46.7869.17-69.17-133.70-249.91-75.32-268.99-187.95V124.3158.11-17.8517.85215.53245.52181.13231.11224.77右M-105.00-47.14-69.1769.17-250.10-133.89-269.04-75.36-187.95V-121.36-56.90-17.8517.85-240.29-210.30-226.38-176.40-219.602左M-134.73-46

17、.7985.17-85.17-155.64-298.72-88.29-326.77-227.74V171.3557.75-22.4222.42267.64305.30230.83293.60287.92右M-142.87-50.19-85.1785.17-313.25-170.17-339.87-101.39-242.06V-168.95-58.55-22.4222.42-303.54-265.88-291.51-228.73-285.461左M-190.34-51.38110.83-110.83-207.24-393.44-123.60-433.92-307.31V180.2658.50-2

18、8.9828.98273.87322.56233.07314.21300.68右M-113.24-46.81-110.83110.83-294.52-108.32-336.92-26.60-198.75V-140.58-55.67-28.9828.98-270.98-222.29-263.82-182.68-244.34懸臂M-194.93-13.10-252.26-252.26-246.75-246.75-275.99V102.72-7.38112.93112.93116.03116.03138.67注：表中彎矩以下側(cè)受拉為正，單位為kN -mo(2表中V以繞梁端順時(shí)針為正，單位 kN o表

19、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）+1.3SS匯yeSS況ye7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-121.55-13.47-47.1047.10-207.09-155.32-84.63-63.47V-174.64-14.18-12.1512.15-225.36-193.776左M-168.87-47.0689.11-89.11-115.

20、04-86.28-346.72-260.04V194.7659.06-23.0023.00239.25299.05右M-176.55-48.38-89.1189.11-356.73-267.55-125.05-93.78V-204.43-60.21-23.0023.00-311.34-251.545左M-139.04-47.87131.09-131.09-25.15-18.86-365.99-274.49V169.2658.11-33.8333.83194.00281.96右M-134.43-48.19-131.09131.09-360.65-270.49-19.81-14.86V-153.8

21、4-56.90-33.8333.83-262.73-174.774左M-133.87-47.78158.28-158.2816.4512.34-395.08-296.31V169.6258.11-40.8540.85185.31291.52右M-129.68-48.03-158.28158.28-390.20-292.6521.3316.00V-153.84-56.90-40.8540.85-271.85-165.643左M-105.26-46.78170.54-170.5467.3250.49-376.08-282.06V124.3158.11-44.0144.01126.83241.25右

22、M-105.00-47.14-170.54170.54-375.99-281.9967.4250.56V-121.36-56.90-44.0144.01-236.99-122.562左M-134.73-46.79192.61-192.6160.6445.48-440.14-330.11V171.3557.75-50.3650.36174.80305.74右M-142.87-50.19-192.61192.61-451.95-338.9648.8436.63V-168.95-58.55-50.3650.36-303.34-172.401左M-190.34-51.38223.67-223.6731

23、.5423.65-550.01-412.51V180.2658.50-58.4858.48175.39327.44右M-113.24-46.81-223.67223.67-454.75-341.06126.8095.10V-140.58-55.67-58.4858.48-278.12-126.07懸臂M-194.93-13.10-241.78-181.33-241.78-181.33V102.72-7.38118.84118.84注：表中彎矩以下側(cè)受拉為正，單位為kN m。表中V以繞梁端順時(shí)針為正，單位kN。丫 RE為承載力抗震調(diào)整系數(shù)屋面的組合為1.2 +1.3 和1.2 +1.3 8.2.

24、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)算過程：7層框架梁的跨間最大彎矩計(jì)算如下：(1)組合情況：1.2Sgk T.4Sqk 0.6 1.4Swk 左梁左端：V=227.01kNM=-154.80kN m 梁右端：V=-231.83kNM=-174.07kN跨間荷載：梁左側(cè)集中力 Fi=1.2 70.9 +6 1.4=93.48kN 梁右側(cè)集

25、中力 F2=1.2 70.9 +6 1.4=93.48kN跨間均布荷載：q=1.2 26.77+2.11 1.4=35.08 kN/m11（b）圖8.1 （a）圖為計(jì)算簡圖；（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+1.332=3.806m Mmax1=227.01 3.806-154.8-93.48 1.332-35.08 3.0862/2=330.61 kN m-（2）組合情況：1.2Sgk T.4Sqk 0.6 1.4Swk 右Mmax2= Mmax1=330.61 kN m（3）組合情況 1.2Sgk - 0

26、.71.4Sqk 1.4Swk 左梁左端：V=219.45kNM=-142.92 kN m-梁右端：V=-227.48kNM=-174.64kN跨間荷載：梁左側(cè)集中力 F1=1.270.9 +61.4 0.7=90.96kN梁右側(cè)集中力 F2=1.270.9 +61.4 0.7=90.96kN跨間均布荷載：q=1.2 26.77+2.11 1.4 0.7=34.19 kN/mhi江"二二二（a）PIT(b)圖8.2 (a)圖為計(jì)算簡圖；(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=3.758mMma

27、x3=219.45 3.758-142.92-90.96 1.283-34.19 3.7582/2=323.65 kNm-(4)組合情況:1.2Sgk T.4Sqk 0.61.4Swk 右Mmax4= Mmax3=323.65 kN m(5)組合情況：1.35 Sgk - 0.71.4Sqk梁左端：V=249.66kNM=-176.67 kN m-梁右端：V=-249.66kNM=-177.29kN跨間荷載：梁左側(cè)集中力 F1=1.35 70.9 +6 1.4 0.7=101.60kN梁右側(cè)集中力 F2=1.35 70.9 +6 1.4 0.7=101.60kN跨間均布荷載：q=1.35 26

28、.77+2.11 1.4 0.7=38.21 kN/m圖8.3計(jì)算簡圖其跨間最大正彎矩Mmax5在跨中。Mmax5=249.66 3.875-176.67-101.60 1.4-38.21 3.8752/2=361.65 kN m-梁左端：V=193.77kNM=-84.10 kN m-梁右端：V=-225.36kNM=-207.09kN跨間荷載:梁左側(cè)集中力 F1=1.270.9 =85.08kN梁右側(cè)集中力F2=1.270.9 =85.08kN跨間均布荷載：q=1.2 26.77=32.12kN.m(6)組合情況：1.2(Sgk 0 Sqk) T.3Sek 左(a)圖8.4 (a)圖為計(jì)算

29、簡圖；(b)圖是其剪力圖(單位：kN )則跨間最大彎矩 Mmaxi 的位置：x=2.475+29.19/32.12=2.475+0.909=3.366mRE Mmax6= (193.77 3.366-84.10-85.08 0.909-32.12 3.3662/2)0.75=231.62 kN m- 組合情況：1.( Sgk - 0 Sqk) T.3Sek右re M max7 & re Mmax6=231.62 kN m因此，7層框架梁的跨間最大彎矩的控制組合為1.35Sgk - 0.7 1.4Sqk ,其跨間最大彎矩為 Mmax=361.65 kN m（注意：隨著層數(shù)的降低，地震作用

30、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8.5824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層M min及相應(yīng)的V1 V | max及相應(yīng)的MMmax及相應(yīng)的V組合項(xiàng)目值組合項(xiàng)目值組合項(xiàng)目值7左M1.35 +0.7 X.4-176.671.35 +0.7 >1.4-176.67V249.66249.66中M1.35 +0.7 X1.4361.65右M1.35 +0.7 X.

31、4-177.291.35 +0.7 >.4-177.29V-249.66-249.666左M1.2 +1.4 +0.6 X.4-289.481.2 +1.4 +0.6 >.4-289.48V321.81321.81中M1.35 +0.7 X1.4349.66右M1.2 +1.4 +0.6 X.4-300.541.2 +1.4 +0.6 >.4-300.54V-335.02-335.025左M1.2 （ +0.5）+1.3-274.491.2 +1.4 +0.6 >.4-269.77V293.73中M1.2 +1.4 +0.6 X1.4292.50右M1.2 （ +0.5

32、）+1.3-270.491.2 +1.4 +0.6 >.4-264.68V-273.534左M1.2 （ +0.5）+1.3-296.311.2 +1.4 +0.6 >.4-276.32V297.49中M1.2 +1.4 +0.6 X1.4301.20右M1.2 （ +0.5）+1.3-292.651.2 +1.4 +0.6 >.4-271.65V-276.663左M1.2 （ +0.5）+1.3-282.061.2 +1.4 +0.6 >.4-249.91V245.52中M1.2 +1.4 +0.6 X1.4249.65右M1.2 （ +0.5）+1.3-281.99

33、1.2 +1.4 +0.6 >.4-250.10V-240.292左M1.2 （ +0.5）+1.3-330.111.2 +1.4 +0.6 >.4-298.72V305.30中M1.2 +1.4 +0.6 X1.4306.17右M1.2+1.4 )0.7+1.4 -339.871.2 +1.4 +0.6 >1.4-313.25V-291.51-303.54M1.2-433.921.2 +1.4 +0.6 >.4-393.44左V+1.4 ).7+1.4 314.21322.561中M1.2 +1.4 +0.6 X1.4289.84右M1.2 ( +0.5-341.06

34、1.2 +1.4 -294.52V）+1.3+0.6 >.4-270.98懸M1.35 -275.991.35 -275.99臂V+0.7 X.4138.67+0.7 >.4138.67注：表中彎矩以下側(cè)受拉為正，單位為可kNm。（2表中V以繞柱端順時(shí)針為正，單位kN（3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。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)對于有地震組合的剪力設(shè)計(jì)值 進(jìn)行調(diào)整如下：(M bl M式中：gV 剪力增大系數(shù)，對三級框架取1.1； In梁的凈跨。VGb 梁在重力荷載作用下，按簡支梁分析的梁端截面剪力設(shè)計(jì)值。M ； , M

35、br 分別為梁的左、右端順時(shí)針方向或反時(shí)針方向截面組合的彎矩值。r用公式 3 nvb（Mb Mb） /In V® ,計(jì)算出有地震組合的梁端剪力設(shè)計(jì)值并與無地 震組合梁端剪力的最大值（見表 8.5）作出比較，具體過程見下表 8.6。表8.6梁剪力設(shè)計(jì)值計(jì)算表層M br (kN -m)Mbl (kN-m)Ln (m)Vcb (kN)Vb (kN)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36

36、5.990.007.20237.98293.90右0.00-360.657.20-218.75-273.854左395.0821.337.20238.41302.03右16.45-390.207.20-218.75-275.853左376.0867.427.20184.04251.80右-67.32-375.997.20-179.77-247.502左440.1448.487.00240.27317.05右-60.64-451.957.00-237.87-318.421左550.01126.807.00251.41357.77右-31.54-454.757.00-202.10-278.52注：

37、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)值與無地震組合梁端剪力設(shè)計(jì)值比較層截面ftN/mm2b mmho mm無地震作用組合有地震作用組合1 Vb | /kNVb-0.7ft bh0/kN| Vb 1 /kNYEVb-0.42ft bh0/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1.4330

38、0635293.73103.04293.90135.40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1.43300635322.56131.87357.771

39、89.69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)無地震時(shí)M min及相應(yīng)的V+0.6+0.6 +0.7 +0.7+組合項(xiàng)目值左M-121.11-13.4411.13-11.13-127.87-141.23-119.39-141.65+0.7+-141.657V174.6414.18-2.872.87187.10190.54181.70187.44187.44右M-121.55-13.47-11.1311.13-141.70-128.

40、34-142.11-119.85+0.7+-142.11V-174.64-14.18-2.872.87-190.54-187.10-187.44-181.70-187.44左M-168.87-47.0624.94-24.94-200.97-230.89-176.87-226.75+0.6-230.896V194.7659.06-6.446.44249.96257.68229.66242.54257.68右M-176.55-48.38-24.9424.94-239.89-209.97-235.36-185.48+0.6-239.89V-204.43-60.21-6.446.44-268.50-2

41、60.78-253.02-240.14-268.50左M-139.04-47.8742.74-42.74-161.27-212.55-129.81-215.29+0.7+-215.295V169.2658.11-11.0311.03220.75233.99198.91220.97220.97右M-134.43-48.19-42.7442.74-208.26-156.98-210.90-125.42+0.7+-210.90V-153.84-56.90-11.0311.03-217.36-204.12-204.70-182.64-109.24左M-133.87-47.7858.08-58.08-1

42、46.80-216.50-109.24-225.40+0.7+-225.404V169.6258.11-14.9914.99218.74236.72195.31225.29225.29右M-129.68-48.03-58.0858.08-212.56-142.86-221.38-105.22+0.7+-221.38V-153.84-56.90-14.9914.99-219.73-201.75-208.66-178.68-208.66左M-105.26-46.7869.17-69.17-110.54-193.54-68.84-207.18+0.7+-207.183V124.3158.11-17.

43、8517.85171.71193.13147.14182.84182.84右M-105.00-47.14-69.1769.17-193.64-110.64-207.17-68.83+0.7+-207.17V-121.36-56.90-17.8517.85-188.97-167.55-179.04-143.34-179.04左M-134.73-46.7985.17-85.17-130.42-232.62-82.31-252.65+0.7+-252.652V171.3557.75-22.4222.42215.65242.55189.36234.20234.20右M-142.87-50.19-85.

44、1785.17-244.16-141.96-263.17-92.83+0.7+-263.17V-168.95-58.55-22.4222.42-240.95-214.05-232.36-187.52-232.36左M-190.34-51.38110.83-110.83-175.22-308.22-115.48-337.14+0.7+-337.14V180.2658.50-28.9828.98221.37256.15192.23250.19250.191右M-113.24-46.81-110.83110.83-226.55-93.55-256.84-35.18+0.7+-256.84V-140.

45、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 -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+1.4 X 0.6風(fēng)載組合2： 1.2恒載+1.4 X 0.7活載+1.4風(fēng)載組合3: 1.35恒載+1.4 X 0.7活載+1.4X 0.6風(fēng)載組合4: 1.2重力荷載代表值+1.3水平地震作用欲