(整理)荷载效应及地震作用效应组合仅供参考

(整理)荷载效应及地震作用效应组合仅供参考8荷载效应效应组合本 设计 领导形象设计圆作业设计ao工艺污水处理厂设计附属工程施工组织设计清扫机器人结构设计 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：①无地震时，由可变荷载效应控制的组合：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—永久荷载、楼面活荷载和风荷载的分项系数；ΨQ、ΨW—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 excel标准偏差excel标准偏差函数exl标准差函数国标检验抽样标准表免费下载红头文件格式标准下载 值。②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[2]第3.2.3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，当风荷载效应不大时也可忽略之。)：？③有地震时，即重力荷载与水平地震作用的组合：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：？8.1控制截面及最不利内力类型8.1.1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()和最大剪力()(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的正弯矩）；跨间截面则是最大正弯矩()作用处(也要注意组合可能出现的负弯矩)。因此，框架梁的最不利内力为：梁端截面：、、梁跨间截面：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：式中—柱边缘处梁截面的弯矩标准值；—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、，梁跨中最大正弯矩为，则调幅后梁端弯矩可取：式中，为弯矩调幅系数。对于现浇框架，可取0.8～0.9。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1.1～1.2的调整系数。这时应核对静力平衡条件，即调幅后梁端弯矩、的平均值与跨中最大正弯矩之和应大于按简支梁计算的跨中弯矩值（或1.05）。必须指出，有关规范 规定 关于下班后关闭电源的规定党章中关于入党时间的规定公务员考核规定下载规定办法文件下载宁波关于闷顶的规定 ，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/2。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。8.1.2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的弯矩标准值及调幅后弯矩层数 内力性质︱M︳/kN·m︱V︳/kNq/kN/mb/mM边/kN·mV边/kNM调/kN·m7左竖向恒载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222.43176.8526.280.55-173.80169.62-139.04 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236.27177.4926.280.65-178.59-168.95-142.871左299.28188.826.280.65-237.92180.26-190.34 右190.02149.1226.280.65-141.56-140.58-113.24 悬臂278.75107.9816.190.65-243.66-102.72影响支付意愿的因素有：收入、替代品价格、年龄、教育、个人独特偏好以及对该环境物品的了解程度等。-194.93（三）环境影响 评价 LEC评价法下载LEC评价法下载评价量规免费下载学院评价表文档下载学院评价表文档下载 的原则73.划分评价 单元 初级会计实务单元训练题天津单元检测卷六年级下册数学单元教学设计框架单元教学设计的基本步骤主题单元教学设计 左竖向活载[例题-2006年真题]下列关于建设项目环境影响评价实行分类管理的表述，正确的是（　）20.8614.76对于不同的评价单元，可根据评价的需要和单元特征选择不同的评价方法。2.110.55-16.8014.18C.可能造成较大环境影响的建设项目，应当编制环境影响报告书-13.44 右20.914.76第1页2.110.55-16.841）采取防护措施。-14.18-13.47疾病成本法和人力资本法将环境污染引起人体健康的经济损失分为直接经济损失和间接经济损失两部分。直接经济损失有：预防和医疗费用、死亡丧葬费；间接经济损失有：影响劳动工时造成的损失（包括病人和非医务人员护理、陪住费）。这种方法一般通常用在对环境有明显毒害作用的特大型项目。6左75.7161.398.460.55-58.8359.06-47.06 右77.6762.548.460.55-60.47-60.21-48.385左76.4660.448.460.55-59.8458.11-47.87 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84.1361.258.460.65-64.2258.50-51.38 右77.558.428.460.65-58.51-55.67-46.81 悬臂18.897.731.090.65-16.38-7.38-13.102）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︱M︱/kN·m︱V︳/kNq/kN/mb/mM边/kN·mV边/kN7风荷载11.922.8700.55±11.13±2.87626.716.4400.55±24.94±6.44545.7711.0300.55±42.74±11.03462.214.9900.55±58.08±14.99374.0817.8500.55±69.17±17.85293.0622.4200.65±85.77±22.421120.2528.9800.65±110.83±28.987地震作用50.4412.1500.55±47.10±12.15695.432300.55±89.11±235140.3933.8300.55±131.09±33.834169.5140.8500.55±158.28±40.853182.6444.0100.55±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①活载②左风③右风④无地震时由活载控制由恒载控制1.2①+1.4②+0.6×1.4③1.2①+1.4②+0.6×1.4④1.2①+1.4×0.7②+1.4③1.2①+1.4×0.7②+1.4④1.35①+0.7×1.4②7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-168.87-47.0624.94-24.94-247.58-289.48-213.85-283.68-274.09V194.7659.06-6.446.44310.99321.81282.57300.61320.80右M-176.55-48.38-24.9424.94-300.54-258.64-294.19-224.36-285.75V-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-134.43-48.19-42.7442.74-264.68-192.88-268.38-148.71-228.71V-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-153.84-56.90-14.9914.99-276.86-251.68-261.36-219.38-263.453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-134.73-46.7985.17-85.17-155.64-298.72-88.29-326.77-227.74V171.3557.75-22.4222.42267.64305.30230.83293.60287.92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-190.34-51.38110.83-110.83-207.24-393.44-123.60-433.92-307.31V180.2658.50-28.9828.98273.87322.56233.07314.21300.68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悬臂M-194.93-13.10  -252.26-252.26-246.75-246.75-275.99V102.72-7.38  112.93112.93116.03116.03138.67注：⑴表中弯矩以下侧受拉为正，单位为kN·m。⑵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①活载②左震⑤右震⑥有地震时重力荷载与水平地震作用组合1.2（①+0.5②）+1.3⑤1.2（①+0.5②）+1.3⑥SSγRESSγRE7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-168.87-47.0689.11-89.11-115.04-86.28-346.72-260.04V194.7659.06-23.0023.00239.25299.05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-153.84-56.90-33.8333.83-262.73-174.774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-190.34-51.38223.67-223.6731.5423.65-550.01-412.51V180.2658.50-58.4858.48175.39327.44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悬臂M-194.93-13.10-241.78-181.33-241.78-181.33V102.72-7.38118.84118.84注：⑴表中弯矩以下侧受拉为正，单位为kN·m。⑵表中V以绕梁端顺时针为正，单位kN。⑶γRE为承载力抗震调整系数⑷屋面的组合为1.2①+1.3⑤和1.2①+1.3⑥8.2.3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：7层框架梁的跨间最大弯矩计算如下:（1）组合情况①：梁左端：V=227.01kNM=-154.80kN·m梁右端:V=-231.83kNM=-174.07kN跨间荷载：梁左侧集中力F1=1.270.9+61.4=93.48kN梁右侧集中力F2=1.270.9+61.4=93.48kN跨间均布荷载：q=1.226.77+2.111.4=35.08kN/m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+1.332=3.806mMmax1=227.013.806-154.8-93.481.332-35.083.0862/2=330.61kN·m（2）组合情况②：Mmax2==Mmax1==330.61kN·m（3）组合情况③梁左端：V=219.45kNM=-142.92kN·m梁右端：V=-227.48kNM=-174.64kN跨间荷载：梁左侧集中力F1=1.270.9+61.40.7=90.96kN梁右侧集中力F2=1.270.9+61.40.7=90.96kN跨间均布荷载：q=1.226.77+2.111.40.7=34.19kN/m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=3.758mMmax3=219.453.758-142.92-90.961.283-34.193.7582/2=323.65kN·m（4）组合情况④：Mmax4==Mmax3==323.65kN·m（5）组合情况⑤：梁左端：V=249.66kNM=-176.67kN·m梁右端：V=-249.66kNM=-177.29kN跨间荷载：梁左侧集中力F1=1.3570.9+61.40.7=101.60kN梁右侧集中力F2=1.3570.9+61.40.7=101.60kN跨间均布荷载：q=1.3526.77+2.111.40.7=38.21kN/m图8.3计算简图其跨间最大正弯矩Mmax5在跨中。Mmax5=249.663.875-176.67-101.601.4-38.213.8752/2=361.65kN·m(6）组合情况⑥：梁左端：V=193.77kNM=-84.10kN·m梁右端：V=-225.36kNM=-207.09kN跨间荷载：梁左侧集中力F1=1.270.9=85.08kN梁右侧集中力F2=1.270.9=85.08kN跨间均布荷载：q=1.226.77=32.12kN.m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=3.366mMmax6=（193.773.366-84.10-85.080.909-32.123.3662/2）0.75=231.62kN·m(7）组合情况⑦：Mmax7≈Mmax6=231.62kN·m因此，7层框架梁的跨间最大弯矩的控制组合为，其跨间最大弯矩为Mmax=361.65kN·m（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。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层Mmin及相应的V︱V︱max及相应的MMmax及相应的V组合项目值组合项目值组合项目值7左M1.35①+0.7×1.4②-176.671.35①+0.7×1.4②-176.67V249.66249.66中M1.35①+0.7×1.4②361.65右M1.35①+0.7×1.4②-177.291.35①+0.7×1.4②-177.29V-249.66-249.666左M1.2①+1.4②+0.6×1.4④-289.481.2①+1.4②+0.6×1.4④-289.48V321.81321.81中M1.35①+0.7×1.4②349.66右M1.2①+1.4②+0.6×1.4③-300.541.2①+1.4②+0.6×1.4③-300.54V-335.02-335.025左M1.2（①+0.5②）+1.3⑥-274.491.2①+1.4②+0.6×1.4④-269.77V293.73中M1.2①+1.4②+0.6×1.4③292.50右M1.2（①+0.5②）+1.3⑤-270.491.2①+1.4②+0.6×1.4③-264.68V-273.534左M1.2（①+0.5②）+1.3⑥-296.311.2①+1.4②+0.6×1.4④-276.32V297.49中M1.2①+1.4②+0.6×1.4④301.20右M1.2（①+0.5②）+1.3⑤-292.651.2①+1.4②+0.6×1.4③-271.65V-276.663左M1.2（①+0.5②）+1.3⑥-282.061.2①+1.4②+0.6×1.4④-249.91V245.52中M1.2①+1.4②+0.6×1.4④249.65右M1.2（①+0.5②）+1.3⑤-281.991.2①+1.4②+0.6×1.4③-250.10V-240.292左M1.2（①+0.5②）+1.3⑥-330.111.2①+1.4②+0.6×1.4④-298.72V305.30中M1.2①+1.4②+0.6×1.4④306.17右M1.2①+1.4×0.7②+1.4③-339.871.2①+1.4②+0.6×1.4③-313.25V-291.51-303.541左M1.2①+1.4×0.7②+1.4④-433.921.2①+1.4②+0.6×1.4④-393.44V314.21322.56中M1.2①+1.4②+0.6×1.4④289.84右M1.2（①+0.5②）+1.3⑤-341.061.2①+1.4②+0.6×1.4③-294.52V-270.98悬臂M1.35①+0.7×1.4②-275.991.35①+0.7×1.4②-275.99V138.67138.67注：⑴表中弯矩以下侧受拉为正，单位为可kN·m。⑵表中V以绕柱端顺时针为正，单位kN⑶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。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：式中：——剪力增大系数，对三级框架取1.1；——梁的净跨。——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。,——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。用公式，计算出有地震组合的梁端剪力设计值并与无地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（kN·m）Mbl（kN·m）Ln（m）VGb（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365.990.007.20237.98293.90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：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︱Vb︱/kNVb-0.7ftbh0/kN︱Vb︱/kNγREVb-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①活载②左风③右风④无地震时Mmin及相应的V①+②+0.6③①+②+0.6④①+0.7②+③①+0.7②+④组合项目值7左M-121.11-13.4411.13-11.13-127.87-141.23-119.39-141.65①+0.7②+④-141.65V174.6414.18-2.872.87187.10190.54181.70187.44187.44右M-121.55-13.47-11.1311.13-141.70-128.34-142.11-119.85①+0.7②+③-142.11V-174.64-14.18-2.872.87-190.54-187.10-187.44-181.70-187.446左M-168.87-47.0624.94-24.94-200.97-230.89-176.87-226.75①+②+0.6④-230.89V194.7659.06-6.446.44249.96257.68229.66242.54257.68右M-176.55-48.38-24.9424.94-239.89-209.97-235.36-185.48①+②+0.6③-239.89V-204.43-60.21-6.446.44-268.50-260.78-253.02-240.14-268.505左M-139.04-47.8742.74-42.74-161.27-212.55-129.81-215.29①+0.7②+④-215.29V169.2658.11-11.0311.03220.75233.99198.91220.97220.97右M-134.43-48.19-42.7442.74-208.26-156.98-210.90-125.42①+0.7②+③-210.90V-153.84-56.90-11.0311.03-217.36-204.12-204.70-182.64-109.244左M-133.87-47.7858.08-58.08-146.80-216.50-109.24-225.40①+0.7②+④-225.40V169.6258.11-14.9914.99218.74236.72195.31225.29225.29右M-129.68-48.03-58.0858.08-212.56-142.86-221.38-105.22①+0.7②+③-221.38V-153.84-56.90-14.9914.99-219.73-201.75-208.66-178.68-208.663左M-105.26-46.7869.17-69.17-110.54-193.54-68.84-207.18①+0.7②+④-207.18V124.3158.11-17.8517.85171.71193.13147.14182.84182.84右M-105.00-47.14-69.1769.17-193.64-110.64-207.17-68.83①+0.7②+③-207.17V-121.36-56.90-17.8517.85-188.97-167.55-179.04-143.34-179.042左M-134.73-46.7985.17-85.17-130.42-232.62-82.31-252.65①+0.7②+④-252.65V171.3557.75-22.4222.42215.65242.55189.36234.20234.20右M-142.87-50.19-85.1785.17-244.16-141.96-263.17-92.83①+0.7②+③-263.17V-168.95-58.55-22.4222.42-240.95-214.05-232.36-187.52-232.361左M-190.34-51.38110.83-110.83-175.22-308.22-115.48-337.14①+0.7②+④-337.14V180.2658.50-28.9828.98221.37256.15192.23250.19250.19右M-113.24-46.81-110.83110.83-226.55-93.55-256.84-35.18①+0.7②+③-256.84V-140.58-55.67-28.9828.98-213.64-178.86-208.53-150.57-208.53悬臂M-194.93-13.10-208.03-208.03-204.10-204.10①+②-208.03V102.72-7.38①102.72注：⑴表中弯矩以下侧受拉为正，单位为kN·m⑵表中V以绕柱端顺时针为正，单位kN。⑶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+1.4×0.6风载组合2：1.2恒载+1.4×0.7活载+1.4风载组合3：1.35恒载+1.4×0.7活载+1.4×0.6风载组合4：1.2重力荷载代表值+1.3水平地震作用欲求Nmin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+1.4×0.6风载组合2a：1.0恒载+1.4×0.7活载+1.4风载组合3a：1.0恒载+1.4×0.7活载+1.4×0.6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①活载②左风③右风④无地震时由活载控制由恒载控制1.2①+1.4②+0.6×1.4③1.2①+1.4②+0.6×1.4④1.2①+1.4×0.7②+1.4③1.2①+1.4×0.7②+1.4④1.35①+0.7×1.4②7顶M191.7720.26-11.9211.92248.48268.50233.29266.67278.74N237.2818.20-2.872.87307.81312.63298.55306.59338.16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-107.72-37.5016.51-16.51-167.90-195.63-142.90-189.13-182.17N554.6889.59-9.319.31783.22798.86740.38766.45836.62V-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-105.85-37.3024.33-24.33-158.80-199.68-129.51-197.64-179.45N824.93160.30-20.3420.341197.251231.421118.531175.491270.75V-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-81.36-38.3631.49-31.49-124.88-177.79-91.14-179.31-147.43N1095.17230.47-35.3335.331607.181666.541490.601589.531704.34V-54.26-22.9321.02-21.02-79.55-114.87-58.15-117.01-95.723顶M73.4234.99-42.5942.59101.31172.8762.77182.02133.41N1295.57300.91-53.1853.181931.292020.631775.121924.032043.91底M-85.88-28.8142.59-42.59-107.61-179.17-71.66-190.92-144.17N1318.08300.91-53.1853.181958.302047.641802.141951.042074.30V-48.27-19.3325.81-25.81-63.31-106.67-40.74-113.01-84.112顶M125.0547.09-50.4750.47173.59258.38125.55266.87214.97N1568.86371.41-75.6075.602339.102466.112140.772352.452481.94底M-16.76-42.1850.47-50.47-36.77-121.569.21-132.11-63.96N1600.87371.41-75.6075.602377.512504.522179.192390.872525.16V-42.97-27.0530.59-30.59-63.74-115.13-35.25-120.90-84.521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M10.87-9.91111.47-111.4792.80-94.46159.39-152.734.96N2062.14454.35-104.58104.583022.813198.512773.423066.243229.15V6.52-5.9536.25-36.2529.95-30.9552.75-48.752.97注：⑴表中弯矩以左侧受拉为正，单位为kN·m;轴力以受压为正，单位kN。⑵表中V以绕柱端顺时针为正，单位kN。⑶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。⑷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8.10 D轴柱无地震时的内力组合层 恒载①活载②左风③右风④无地震时由活载控制由恒载控制1.2①+1.4②+0.6×1.4③1.2①+1.4②+0.6×1.4④1.2①+1.4×0.7②+1.4③1.2①+1.4×0.7②+1.4④1.35①+0.7×1.4②7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-116.47-40.67-20.1820.18-213.65-179.75-207.87-151.37-197.09N572.0696.509.31-9.31829.39813.75794.08768.01866.85底M104.2837.5116.51-16.51191.52163.78185.01138.78177.54N594.5796.509.31-9.31856.40840.76821.09795.02897.24V66.8923.6911.12-11.12122.78104.10119.0687.92113.525顶M-95.12-37.00-29.2629.26-190.52-141.37-191.37-109.44-164.67N829.02167.2320.34-20.341246.031211.861187.191130.231283.06底M100.1437.1624.33-24.33192.63151.75190.65122.52171.61N851.51167.2320.34-20.341273.021238.851214.171157.221313.42V59.1722.4716.28-16.28116.1488.79115.8270.23101.904顶M-93.42-37.16-37.8737.87-195.94-132.32-201.54-95.50-162.53N1085.97237.9635.33-35.331665.991606.631585.831486.901699.26底M80.0238.1031.49-31.49175.82122.91177.4589.28145.37N1108.48237