【框架结构设计中的框架内力组合探析案例综述5800字】

框架结构设计中的框架内力组合分析案例综述目录TOC\o"1-2"\h\u12058框架结构设计中的框架内力组合分析案例综述 1176951.1弯矩调幅(Bendingmomentamplitudemodulation) 181101.2内力组合(Internalforcecombination) 3181981.无地震作用效应组合（一般荷载组合） 3176162.有地震作用效应组合 3256603.内力组合计算表 41.1弯矩调幅(Bendingmomentamplitudemodulation)在竖向荷载作用下，可考虑框架梁端塑性变形产生的内力重分布，对梁端负弯矩乘以调幅系数进行调幅，并应符合下列规定：（1）现浇框架梁端负弯矩调幅系数β可取为0.8-0.9QUOTE0.8~0.9，调幅后弯矩；MM式中Ml0、M（2）框架梁端负弯矩调幅后，梁跨中弯矩应按平衡条件相应增大调幅后跨中弯矩可按下列公式计算：M=式中M0Ml0、MM弯矩调幅后梁跨中弯矩标准值。（3）对竖向荷载作用下框架梁的弯矩调幅后，再与水平作用产生的框架梁弯矩进行组合；（4）截面设计时，框架梁跨中截面正弯矩设计值不应小于竖向荷载作用下按简支梁计算的跨中弯矩设计值的50%。《混凝土结构设计规范》（GB50010-2010，2015版）中第5.4.3条规定，按考虑塑性内力重分布分析方法设计的结构和构件，钢筋混凝土梁支座或节点边缘截面的负弯矩调幅幅度不应大于25%；弯矩调整后的梁端截面相对受压区高度不应超过0.35，且不宜小于0.10。钢筋混凝土板的负弯矩调幅幅度不宜大于20%。取β=0.85对梁进行调幅，调幅计算过程见表6-1、6-2、6-3。表6-1恒载作用下框架梁弯矩调幅计算Table6-1CalculationofAmplitudeModulationofFrameBeamBendingMomentunderDeadLoad杆件跨向弯矩标准值（kN∙m）调幅系数调幅后弯矩标准值（kN∙m）MMMβMMM顶层AB-62.07-73.3391.850.85-52.76-62.33102.01BC-18.27-18.27-3.110.85-15.53-15.53-0.37五层AB-64.69-67.4467.530.85-54.99-57.3277.44BC-10.37-10.372.420.85-8.81-8.813.98四层AB-61.24-61.2669.830.85-52.05-51.3279.39BC-11.53-11.531.260.85-9.80-9.802.99三层AB-62.12-61.0969.490.85-52.80-51.1879.11BC-11.29-11.291.500.85-9.60-9.603.19二层AB-62.06-61.5969.260.85-52.75-51.6078.91BC-11.26-11.261.530.85-9.57-9.573.22一层AB-60.94-65.8470.20.85-51.80-55.9679.71BC-11.72-11.721.060.85-9.96-9.962.82表6-2活载作用下框架梁弯矩调幅计算Table6-2CalculationofAmplitudeModulationofFrameBeamBendingMomentunderLiveLoad杆件跨向弯矩标准值（kN∙m）调幅系数调幅后弯矩标准值（kN∙m）MMMβMMM顶层AB-5.71-5.781.620.85-4.85-4.917.48BC-0.89-0.89-0.230.85-0.76-0.76-0.10五层AB-25.63-28.1234.870.85-21.79-23.9038.90BC-1.45-1.451.420.85-5.48-5.482.39四层AB-21.17-28.9934.180.85-22.24-24.6438.32BC-1.26-1.261.160.85-5.32-5.322.10三层AB-21.3-28.2834.450.85-22.35-24.0438.54BC-1.24-1.241.630.85-5.30-5.302.57二层AB-21.18-28.9934.170.85-22.25-24.6438.31BC-1.25-1.251.620.85-5.31-5.312.56一层AB-25.6-28.6934.610.85-21.76-24.3938.68BC-1.44-1.441.430.85-5.47-5.472.40表6-30.5（雪+活）作用下框架梁弯矩调幅计算杆件跨向弯矩标准值（kN∙m）调幅系数调幅后弯矩标准值（kN∙m）MMMβMMM顶层AB-2.23-2.112.210.85-1.90-1.792.54BC-0.24-0.240.160.85-0.20-0.200.20五层AB-12.66-14.2817.410.85-10.76-12.1419.43BC-3.24-3.240.700.85-2.75-2.751.19四层AB-13.08-14.5117.090.85-11.12-12.3319.16BC-3.12-3.120.820.85-2.65-2.651.29三层AB-13.06-14.3817.190.85-11.10-12.2219.24BC-3.12-3.120.820.85-2.65-2.651.29二层AB-13.09-14.517.080.85-11.13-12.3319.15BC-3.12-3.120.820.85-2.65-2.651.29一层AB-12.8-14.3417.340.85-10.88-12.1919.38BC-3.22-3.220.720.85-2.74-2.741.20Table6-30.5(snowload+liveload)framebeambendingmomentamplitudemodulationcalculation1.2内力组合(Internalforcecombination)1.无地震作用效应组合（一般荷载组合）对于一般的框架结构，基本组合可采用简化规则，取下列组合值中的最不利值：（1）由可变荷载效应控制的组合：S（2）由永久荷载效应控制的组合：S式中γG1）当永久荷载效应对结构不利时，对由可变荷载效应控制的组合应取1.3；2）当永久荷载效应对结构有利时，不应大于1.0。γQ1第i个可变荷载的分项系数，其中γQSkGjSQikφcj按第i个可变荷载m参与组合的永久荷载数；n参与组合的可变荷载数；γL2.有地震作用效应组合有地震作用效应组合时，应按下式计算：S=式中S结构构件内力组合的设计值；γGγEh、γEv分别为水平、竖向地震作用分项系数，应按表γWSGESEhkSEvkSWkφW表6-4地震作用分项系数Table6-4Partialcoefficientofearthquakeaction地震作用γγ仅计算水平地震作用1.30仅计算竖向地震作用01.3同时计算水平与竖向地震作用（水平地震为主）1.30.5同时计算水平与竖向地震作用（竖向地震为主）0.51.3根据上述规定，确定如下基本组合公式：（1）当只考虑重力荷载作用时由可变荷载效应控制的组合：S（2）当考虑重力荷载和风荷载共同作用时：SS（3）仅计算水平地震作用当重力荷载效应对构件承载能力不利时：S=1.2[当重力荷载效应对构件承载能力有利时：S=1.0[上述公式中，SK由可变荷载效应控制的组合：3.内力组合计算表见78页到89页，为框架梁、柱内力组合表。层次跨向截面内力荷载种类1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左风右风左风右风左震右震左震右震左风右风左震右震6AB跨梁左端M-52.76-4.85-1.902.79-2.7941.16-41.16-75.86-69.50-77.87-73.35-78.37-12.08-119.10-1.15-108.17V59.174.271.53-0.700.70-10.3410.3483.3380.3582.4582.7083.9659.4081.2847.2674.14跨中M102.017.482.540.26-0.263.91-3.91143.83140.86140.08144.07143.60130.54120.38109.6399.47梁右端M-62.33-4.91-1.79-2.272.27-33.3433.34-88.39-89.59-82.78-90.44-81.35-120.29-33.60-107.46-20.78V-62.29-4.29-1.49-0.700.70-10.3410.34-87.41-81.53-84.43-88.04-81.78-89.98-63.09-77.22-50.34BC跨梁左端M-15.53-0.76-0.201.16-1.1623.65-23.65-21.33-19.25-22.73-20.29-22.3711.87-49.6215.02-41.48V11.171.120.40-1.071.07-15.7715.7722.7020.5923.8021.7423.66-0.6240.39-3.9337.07跨中M-0.37-0.100.200.000.000.000.00-0.63-0.59-0.59-0.63-0.63-0.20-0.20-0.17-0.17梁右端M-15.53-0.76-0.20-1.161.16-23.6523.65-21.33-22.73-19.25-22.37-20.29-49.6211.87-41.4815.02V-11.17-1.12-0.40-1.071.07-15.7715.77-22.70-23.80-20.59-23.66-21.74-40.390.62-37.073.93表6-5框架梁、柱内力组合表Table6-5Framebeamandcolumninternalforcecombinationtable层次跨向截面内力荷载种类1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左风右风左风右风左震右震左震右震左风右风左震右震5AB跨梁左端M-54.99-21.79-10.761.09-1.0995.36-95.36-104.17-85.23-103.50-98.69-109.6545.07-202.8758.22-189.72V51.3721.0210.46-1.541.54-23.7523.7598.3181.5491.1691.9399.7043.32105.0730.9692.71跨中M77.4438.9019.430.54-0.549.85-9.85159.02142.33140.71159.51158.54129.05103.44109.6884.07梁右端M-57.32-23.90-12.14-5.025.02-75.6575.65-110.37-107.14-92.08-114.88-105.85-181.7014.99-167.8128.89V-52.13-21.72-10.92-1.541.54-23.7523.75-100.35-92.89-88.27-101.74-98.96-101.54-44.79-93.93-32.18BC跨梁左端M-8.81-5.48-2.753.56-3.5653.67-53.67-19.67-11.87-22.55-11.47-22.8855.90-83.6458.21-81.33V13.817.873.94-2.372.37-35.7835.7829.7622.6629.7727.6331.89-25.2167.81-28.7664.26跨中M3.982.391.190.000.000.000.008.767.687.688.768.761.201.205.175.17梁右端M-8.81-5.48-2.75-3.563.56-53.6753.67-19.67-22.55-11.87-22.88-11.47-83.6455.90-81.3358.21V-13.81-7.87-3.94-2.372.37-35.7835.78-29.76-29.77-22.66-31.89-27.63-67.8125.21-64.2628.76层次跨向截面内力荷载种类1.3×1.3×1.3×1.2[1.0[SS0.5（SK+SSS左风右风左风右风左震右震左震右震左风右风左震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