P1M1A3000P2P3M2P4CP4M2D36002100P3P2M1P1F3000210030003000
图4-15 各层梁上作用的活荷
对于第7层：P1=P2=P3?0
P4=2.0?3.9?1.8=14.04kN
同理，在屋面雪荷载作用下：
P1=P2=P3?0
P4=0.45?3.9?1.8=3.16kN
对于第6层：活荷载标准值取2.0kN/m2，则
P1?2.0?7.8?1.5?23.4kN P2?2.0?7.8?3?46.8kN P3?2.0?7.8?5.1/2?39.78kN P4?2.0?7.8?5.7/2?44.46kN
对于第1~5层：标准层楼面活荷载标准值取与走廊楼面活荷载标准值相同的值2.5kN/m2，这样取值给计算带来了方便，同时使结构有更高的安全富余度。则
P1?2.5?7.8?1.5?29.25kN P2?2.5?7.8?3?58.5kN P3?2.5?7.8?5.1/2?49.73kN P4?2.5?7.8?5.7/2?55.58kN
将以上结果汇总，见下表4-18和表4-19。
表4-18 横向框架恒载汇总表
层次 7 6 3-5 1-2 P1（kN） P2（kN） P3（kN） P4（kN） 0
0 0 表4-19 横向框架活载汇总表
层次 7 6 1-5 P1（kN） P2（kN） P3（kN） P4（kN） 0 0 0 注：因雪荷载相对于楼（屋）面活荷载而言很小，取较大值进行组合，故此处可以不计算雪荷载。
内力计算
梁端、柱端弯矩采用弯矩二次分配法计算。由于结构和荷载均对称，故计算时可用半框架。弯矩计算过程如图4-16，所得弯矩图如图4-17。梁端剪力可根据梁上竖向荷载引起的剪力和梁端弯矩引起的剪力相叠加而得，柱轴力可由梁端剪力和节点集中力相叠加得到，计算柱底轴力还需要考虑柱的自重，具体计算过程见表4-17和表4-18所列。
查《毕业设计指导书》[4]第39页，根据相应的公式求得竖向荷载引起的梁固端弯矩和剪力。
在竖向恒荷载作用下：以第6层为例，其余各层计算过程从略。 第6层：
MAC=?190.94?3?(5.122.15.34)?166.76?6?()2??8.12??323.54kN?m 8.18.112365.34MCA=190.94?5.1?()2?166.76?2.1?()2??8.12?354.93kN?m
8.18.112MCD??MDC=?VAC=190.94?(VCA=?190.94?(VCD=?VDC=20.41?3.62=?22.04kN?m 125.1232.12125.34)(1+2?)+166.76?()(1+)+?8.1=181.22kN 8.18.18.18.12325.1624.25.34)(1+2?)?166.76?()(1+)??8.1=?219.90kN8.18.18.18.12
20.41?3.6=36.74kN 2第7层：
MCD??MDC??q1'l2/12??4.78kN?m
VCD=?VDC=7.97kN
第3、4、5层：
MAC=?231.77kN?m MCA?254.35kN?m MCD??MDC??21.43kN?m VAC=138.91kN VCA=?158.87kN VCD=?VDC=35.71kN
第1、2层：
MAC=?359.75kN?m MCA=453.70kN?m MCD??MDC??21.43kN?m VAC=219.48kN VCA=?291.06kN
VCD=?VDC=35.71kN
在竖向活荷载作用下： 第6层：
MAC=?71.60kN?m；MCA=78.51kN?m VAC=39.52kN；VCA=?48.40kN
第1-5层：
MAC=?89.51kN?m；MCA=98.14kN?m VAC=49.40kN；VCA=?60.49kN
根据节点处各梁柱的转动刚度[5]，确定各梁柱的弯矩分配系数。具体计算过程从略。弯矩传递过程中，柱的传递系数为
11，梁远端固端传递系数为。 22上柱下柱右梁0.4620.538-323.54149.48174.0636.62-69.5815.2317.73201.33-201.330.3160.3160.368-231.7773.2473.2485.2974.7436.62-35.87-23.85-23.85-27.78124.1386.01-210.130.3160.3160.368-231.7773.2473.2485.2936.6236.62-35.87-11.81-11.81-13.7598.0598.05-196.10.3160.3160.368-231.7773.2473.2485.2936.6256.84-35.87-18.2-18.2-21.1991.66111.88-203.540.3160.3160.368-359.75113.68113.68132.3936.6245.51-66.57-4.92-4.92-5.72145.38154.27-299.650.2530.4520.295-359.7591.02162.61106.12-55.1256.84-0.44-0.78-0.50147.42161.83-309.2580.92左梁上柱下柱右梁0.418354.93-139.1587.03-23.53279.280.3590.223-22.04-74.23-119.51-30.75-20.2-12.55-108.82-170.46上柱下柱右梁0.4620.538-71.633.0838.5214.15-16.411.041.2248.27-48.270.3160.3160.368-89.5128.2928.2932.9316.5414.15-15.12-4.92-4.92-5.7339.9137.52-77.430.3160.3160.368-89.5128.2928.2932.9314.1514.15-15.12-4.16-4.16-4.8638.2838.28-76.560.3160.3160.368-89.5128.2928.2932.9314.1514.15-15.12-4.16-4.16-4.8638.2838.28-76.560.3160.3160.368-89.5128.2928.2932.9314.1511.33-15.12-3.27-3.27-3.8239.1736.35-75.520.2530.4520.295-89.5122.6540.4626.40-12.5214.15-0.41-0.74-0.4836.3939.72-76.1119.86左梁上柱下柱右梁0.41878.51-32.8219.26-2.6362.320.3590.223-28.19-17.5-12.96-2.26-1.40-43.41-18.900.3080.2640.2640.164-21.43254.35-71.74-61.49-61.49-38.242.65-59.76-30.7514.7412.6412.647.84240-108.61-79.6-51.790.3080.264254.35-71.74-61.4942.65-30.755.814.98231.07-87.260.3080.264254.35-71.74-61.4942.65-30.7513.9111.92239.17-80.320.2640.164-21.43-61.49-38.2-30.754.983.09-87.26-56.540.2640.164-21.43-61.49-38.2-57.0611.927.41-52.22-106.630.3080.2640.2640.16498.14-30.23-25.91-25.91-4.9816.47-14.10-12.963.262.792.791.7487.64-37.22-36.08-14.350.3080.26498.14-30.23-25.9116.47-12.962.912.4987.29-36.480.3080.26498.14-30.23-25.9116.47-12.962.912.4987.29-36.380.3080.26498.14-30.23-25.9116.47-12.962.231.9186.61-36.960.2550.21998.14-25.03-21.4913.2-12.96-0.06-0.0586.25-34.50.2640.164-25.91-16.09-12.962.491.55-36.48-14.540.2640.164-25.91-16.09-12.962.491.55-36.48-14.540.2640.164-25.91-16.09-10.751.911.19-34.75-14.90.3900.136-38.27-13.35-0.09-0.04-38.36-13.39-19.180.3080.2640.2640.164-21.43453.70-133.14-114.12-114.12-70.8966.2-30.75-47.343.663.143.141.95-90.37390.42-141.73-158.320.2550.2190.3900.136-21.43453.7-110.23-94.67-168.58-58.7953.06-57.061.020.881.560.54397.55-150.85-167.02-79.68-83.51
（a）恒载作用下 （b）活载作用下 图4-16 横向框架弯矩的二次分配法 (单位：kN?m)
注：由于框架节点上集中力矩相对于固端弯矩来说很小，为计算方便，弯矩二次分配时忽略集中力矩。
钢筋混凝土框架结构办公楼毕业设计计算书
