【《某钢筋混凝土框架结构的荷载内力分析计算案例》2100字】

某钢筋混凝土框架结构的荷载内力分析计算案例恒载计算节点分配系数为便于计算，将一榀框架节点编号如下：一榀框架节点图弯矩二次分配法中弯矩分配是按照节点连接处杆件线刚度大小进行分配，因此，需要先行计算节点分配系数，某杆件的分配系数即为杆件线刚度占该节点处所有杆件线刚度的比例，以1号节点为例，求1号节点处分配系数：μμ同理，计算其他节点处弯矩分配系数，结果绘图如下：弯矩分配系数图弯矩计算框架梁的固端弯矩计算公式如下：M以顶层为例，按上式计算梁固端弯矩：MMM其它层计算同理，得出各层固端弯矩见下表：梁端弯矩表梁端弯矩梁AB梁BC梁CD5-126.90-18.43-126.904-134.98-13.10-134.983-134.98-13.10-134.982-134.98-13.10-134.981-134.98-13.10-134.98恒载内力计算根据前面计算固端弯矩，使用Excel表进行弯矩二次分配计算，过程如下：恒载弯矩二次分配表恒载工况弯矩图均布荷载下梁柱端剪力计算方式如下：VV计算结果见下图：恒载作用下剪力图一榀框架轴力计算公式：N上式中，P为传至柱上的集中力，V为柱节点两侧的剪力差，且考虑柱自重，结果见下图恒载作用下轴力图活载计算活载梁端弯矩计算活载计算方法同恒载，计算结果如下：梁端活载弯矩表梁端弯矩梁AB梁BC梁CD第5层-8.91-1.21-8.91第4层-35.72-4.86-35.72第3层-35.72-4.86-35.72第2层-35.72-4.86-35.72第1层-35.72-4.86-35.72EQ活荷载弯矩二次分配法计算：活荷载弯矩二次分配表活载作用下弯矩图活载柱端剪力与梁端剪力计算公式：VV计算结果如下：活载作用下剪力图轴力计算公式：N活载作用下轴力图雪荷载计算根据荷载设计规范及建设地点，雪荷载标准值Sk=0.5kN/mm²雪荷载为活荷载，仅作用于屋面即顶层，梁端弯矩计算如下：MMM风荷载内力计算风荷载内力计算采用D值法（改进的反弯点法），柱水平力分配按照柱侧向刚度与总侧向刚度比值系数进行分配，即：一榀框架各层柱反弯点计算如下：第A轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)53.601.580.380.000.000.000.381.3743.601.580.430.000.000.000.431.5533.601.580.480.000.000.000.481.7323.601.580.500.000.000.000.501.8014.702.060.550.000.000.000.552.59第B轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)53.603.650.450.000.000.000.451.6243.603.650.480.000.000.000.481.7333.603.650.500.000.000.000.501.8023.603.650.500.000.000.000.501.8014.704.770.550.000.000.000.552.59第C轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)53.603.650.450.000.000.000.451.6243.603.650.480.000.000.000.481.7333.603.650.500.000.000.000.501.8023.603.650.500.000.000.000.501.8014.704.770.550.000.000.000.552.59第D轴柱反弯点计算表层号h(m)Ky0y1y2y3yyh(m)53.601.580.380.000.000.000.381.3743.601.580.430.000.000.000.431.5533.601.580.480.000.000.000.481.7323.601.580.500.000.000.000.501.8014.702.060.550.000.000.000.552.59EQ对梁、柱弯矩进行计算，计算过程见下表MM中柱：MM边柱：M第A轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)516.7119200946490.203.341.377.454.577.45436.5819200946490.207.321.5515.0211.3319.59354.8419200946490.2010.971.7320.5418.9631.87272.7419200946490.2014.551.8026.1926.1945.15192.1312345551330.2220.272.5942.8752.4069.06第B轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)516.7128125946490.305.011.629.928.124.295.63436.5828125946490.3010.971.7320.5418.9612.3916.27354.8428125946490.3016.451.8029.6129.6121.0127.56272.7428125946490.3021.821.8039.2839.2829.7939.10192.1315221551330.2825.802.5954.5766.6940.5953.26第C轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)516.7128125946490.305.011.629.928.125.634.29436.5828125946490.3010.971.7320.5418.9616.2712.39354.8428125946490.3016.451.8029.6129.6127.5621.01272.7428125946490.3021.821.8039.2839.2839.1029.79192.1315221551330.2825.802.5954.5766.6953.2640.59第D轴梁柱节点弯矩（风荷载）：层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)516.7119200946490.203.341.377.454.577.45436.5819200946490.207.321.5515.0211.3319.59354.8419200946490.2010.971.7320.5418.9631.87272.7419200946490.2014.551.8026.1926.1945.15192.1312345551330.2220.272.5942.8752.4069.06风荷载作用下弯矩图水平荷载作用下，根据力的平衡条件，可知，梁端剪力可通过梁端弯矩进行求解，公式如下：VM为梁端弯矩，L为框架梁跨度。风荷载作用下剪力图风荷载作用下轴力图地震作用内力计算地震作用为水平方向作用，采用D值法进行计算，计算方式同风荷载，弯矩计算结果如下：第A轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)573.6519200946490.2014.730.3832.8820.1532.884136.3319200946490.2027.270.4355.9642.2176.113184.4719200946490.2036.890.4869.0663.75111.272218.0819200946490.2043.620.5078.5278.52142.271238.5812345551330.2252.490.55111.02135.69189.54第B轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)573.6528125946490.3022.100.4543.7635.8018.9324.834136.3328125946490.3040.900.4876.5670.6848.5963.773184.4728125946490.3055.340.5099.6199.6173.6596.642218.0828125946490.3065.420.50117.76117.7694.01123.361238.5815221551330.2866.800.55141.28172.68112.03147.01第C轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb左

(kN.m)Mb右

(kN.m)573.6528125946490.3022.100.4543.7635.8024.8318.934136.3328125946490.3040.900.4876.5670.6863.7748.593184.4728125946490.3055.340.5099.6199.6196.6473.652218.0828125946490.3065.420.50117.76117.76123.3694.011238.5815221551330.2866.800.55141.28172.68147.01112.03第D轴地震作用内力计算表层号Vi(kN)Di∑DDi/∑DVi(kN)y(m)Mc上

(kN.m)Mc下

(kN.m)Mb总

(kN.m)573.6519200946490.2014.730.3832.8820.1532.884136.331920094