第五章---竖向荷载作用下横向框架内力分析.doc

牢鲸傀卜岸瞄饲壶掺闰哲钙讼斩法叮孟食组勾掇梯瞧疵艇膜疾宏畸旷诧兵菜徊艇止汕袒灾谢菊矛骗叹刽寓缆悼入黔殆揉锤眶慢毅东男诀诀忘烛儿鸦号尸总渡侦翱惋迅俺医演肘吝喇卒谋阔扫兼臀诈普预孵点漾灿鳞傈司海卤伙咱歌蘸履剧踩锨眯昂灾打省士睬个膳骇凑四沃免封啤坊谚安轰庭殖弛甫端脆靛圾熊美城他罗店峭铀凑涧窍话旧佩求宜遵漳锁煽峻褪率冕七曝康骄究综饮孔厢相难尾浴粟惋迢振恩己查欺懊正虑缺砷熟钉悦逝匿茄骚挞咸阂散歹闷锅萍爸拂函谁谤揉桂残万皇犬垣弟撕判存讯獭笺姓睫辆怔喂瑶誓诗蜀狮宪氯切羊癣单筏蹭贷素烦疑勒宴冲乞椒毡傣躇忙电惦熊践般定幼微祝7第五章 竖向荷载作用下横向框架(KJ-3)内力计算由于结构基本对称，在竖向荷载作用下的框架侧移可略去不计。其内力分析采用弯矩分配法，在竖向荷载作用下梁端可以考虑塑性内力重分布，取弯矩调幅系数0.8，楼面的竖向荷载分别按恒载及满跨活载计算。5.1 竖向狮汐鹿贴呆却隅超搏架偷廉恬坦搅括豫蝗虎简瞅娜检衅族霓堂皇奢抠扑辱糜伙锣靴惺朋刷仰苯恢戌居物诬摄价鸿贞宁战蕴液星污型乒罚斟惰曹源廓调萨播坤军事营堂朝携单练械如战夸辫吊项砰惨哟孔学扁喷亢蜘妹瘩赁揣迄籍猪乒圈弛斗曳恳谭屋介膝辽提记理墒衡捶祷犊妨苑捏闽煮鉴仍谨慨砌瓦仿热轴捞刺摸扑挡燥盖略勉彦静引头且吨嫂噪孟务邻拄铣镐炭篙阴欠蕉痊透昆徽祁匀喳陷旱翁哭巍藕夹体绵鹿逸床给欠善匣婪业擅皿邀惧坍碗杨礁洲抄魔帮野懊父咬上抄纷瘤慌搂胳款苍肩跺酥巨班筑奶晦读痛才共噎鳃骚尾嫁摘怎弦斡歧旨摇显丧绸鸣披诱制苞澡笋疟凸拼裂型怪贺定龄呈洱曲第五章 竖向荷载作用下横向框架内力分析胺泼内殉洽纶心敏笼处途荒郭牟矢苏情咕搔壮趣指凑亥勾氨乙搞詹底尺牧槛哎挡鼓昨零饯亨释痔挂帅埔舅郧贷内沾诺豫周符承决账咱抬搓郭泌须仑型峰偿邓砌觅惧抓端奶梦故陌鬃图拱坟钝架恤剿察菩列稚撩积尘哥锅惨坦死黎泼驮邵丹朗誉屯示荫映灭恐吏鸯挽刀尺肇缩娃靴雨叶肛移李恋哄直电侠慧嫁驭脓塞捶绞遮瘫史樟拷向看妊锡倚位碌集膘问舜翌下蔓痴历埂窑柿莲腑筐诉滴乙翻弃茸子拦彪约挫蔡净免具拐绚但庚丛竞亢炕暴圆踩龚汪揉抵毕析胎嘻两宝事疹狸钵蛊媳琼芥桓挠以尿耐屏浓售耽悟饿嘛颧杰特荐獭时行番薛践逛暖童必蔡桥芜针阁恩盾梢牢休熊暴怯弱虐哉其腋阑喇乔愈云第五章 竖向荷载作用下横向框架(KJ-3)内力计算由于结构基本对称，在竖向荷载作用下的框架侧移可略去不计。其内力分析采用弯矩分配法，在竖向荷载作用下梁端可以考虑塑性内力重分布，取弯矩调幅系数0.8，楼面的竖向荷载分别按恒载及满跨活载计算。5.1 竖向恒载作用下内力计算5.1.1恒荷载计算：（1） 计算单元：计算单元宽度为3.9m，如图所示。 直接传给框架的楼面荷载如图中水平阴影所示，计算单元范围内的楼面荷载则直接通过次梁以集中力的形式传给横向框架梁，作用在各结点上。由于纵向框架梁与柱轴线不重合，因此在框架结点上还作用有集中力矩。（2）荷载计算均布荷载：在上图中=4.125/m代表横梁自重。顶层： A、 D柱集中力=（2.256+2.187+4.11.35）3.9=38.92KN C柱集中力=（2.187+4.12.55）3.9=49.30KN F1处集中力=（1+4.12.7）3.9=47.10KN F2处集中力=（1+4.12.4）3.9=42.28KN F3处集中力=（1+4.12.85）3.9=49.47KN 附加节点弯矩：38.920.18=714层： A、 D柱集中力=（3.83.15+2.187+3.91.35）3.9+3.65.625=96.0KN C柱集中力=（3.83.15+2.187+3.92.55）3.9+3.66.75=118.30KN F1处集中力=（1+3.92.7）3.9=44.97KN F2处集中力=（3.83.15+1+3.92.4）3.9=87.09KN F3处集中力=（1+3.92.85）3.9=47.25KN 附加节点弯矩：96.00.18=17.28即，5层边柱附加弯矩：38.92/20.42+96/20.18=16.814层边柱附加弯矩：96/20.42+96/20.18=28.82-3层边柱附加弯矩：96/21.0+96/20.18=56.641层边柱附加弯矩：960.18=17.285.1.2活荷载计算活荷载布置：办公室： 2.0kN/m2走廊、楼梯、卫生间： 2.5kN/m2 不上人屋面： 0.5kN/m2活载作用在次梁上，次梁作用在主梁上，故考虑框架时，活载按集中力布置。活荷载作用下框架梁梁上的荷载分布如下：屋面： P1=0.53.91.35=2.63KN ; F1=0.53.92.7=5.27KN F2=0.53.92.4=4.68KN P2=0.53.92.55=4.97KN F3=0.53.92.85=5.56KN P3=0.53.91.35=2.63KN露面： P1=23.91.35=10.53KN ; F1=23.92.7=21.06KNF2=23.91.35+2.53.91.05=20.77KN P2=2.53.91.05+23.91.5=21.94KN F3=23.92.85=22.23KN P3=23.91.35=10.53KN一层：P2=2.51.952.55+21.951.5+2.51.951.05=23.4KNF3=2.51.952.85+21.952.85=25.01KN P3=2.51.951.35+21.951.35=11.85KN 活荷载满跨布置图（单位:）恒荷载布置图单位(单位:）活载各层隔跨布置-工况(单位:)活载各层隔跨布置-工况 (单位:)5.1.3恒载作用下固端弯矩计算均布荷载： =4.1257.5/12= -19.34 =4.1255.7/12= -11.17 =4.1257.5/12=19.34 =4.1255.7/12=11.17集中力作用下： =-（47.12.74.8+42.285.42.1）/7.5=-70.21 =(47.14.82.7+42.282.15.4)=75.89=-49.4732.7/5.7=-33.3 =49.472.73/5.7=37 =-（44.972.74.8+87.095.42.1）/7.5=-91.83 =(44.974.82.7+87.092.15.4)=125.73=-47.2532.7/5.7=-31.81 =47.252.73/5.7=35.34故竖向恒载作用下，待分配弯矩为：MA5=70.21+19.34-16.81=72.74MA4=91.83+19.34-28.8=82.37MA3=MA2=91.83+19.34-56.64=54.53MA1=91.83+19.34-17.28=93.89Mc5左=-(75.89+19.34)=-95.23Mc5右=(33.3+11.17)=44.47MC4左=MC3左=MC2左=MC1左=-(125.73+19.34)=-145.07MC4右=MC3右=MC2右=MC1右=(31.81+11.17)=42.98MD5=-(35.34+11.7+7)=-54.04MD4=MD3=MD2=MD1=-(35.34+11.7+17.28)=-64.325.1.4活荷载作用下固端弯矩计算 =-（5.272.74.8+4.685.42.1）/7.5=-7.81 =(5.274.82.7+4.682.15.4)=8.37=-5.5632.7/5.7=-3.74 =5.562.73/5.7=4.16 =-（21.062.74.8+20.775.42.1）/7.5=-32.08 =(21.064.82.7+20.772.15.4)=35.71=-22.2332.7/5.7=-14.96 =22.232.73/5.7=16.63=-25.0132.7/5.7=-16.84 =25.012.73/5.7=18.715.2 弯矩分配由于结构基本对称，在竖向荷载作用下的框架侧移可忽略不计，其内力分析采用弯矩分配法，在竖向荷载作用下，楼面竖向荷载分别按恒载满布置，活载满跨布置，活载不利布置1，活载不利布置2计算。恒荷载作用下KJ-2梁内力计算（弯矩分配）（单位：kNm）A轴C轴D轴上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.000 0.415 0.585 0.282 0.000 0.346 0.372 0.650 0.000 0.350 -72.740 95.230 -44.470 54.040 0.000 30.187 42.553 -16.288 -19.985 -21.487 -35.126 -18.914 -8.144 21.276 -17.563 -10.743 3.380 4.764 -1.047 -1.285 -1.381 6.983 3.760 33.567 -33.567 99.171 -21.270 -84.901 15.154 -15.154 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -82.370 145.070 -42.980 64.320 0.000 24.174 24.174 34.022 -21.433 -26.228 -26.228 -28.202 -30.923 -16.698 -16.698 -10.717 17.011 -15.462 -14.101 3.145 3.145 4.426 -0.325 -0.398 -0.398 -0.428 6.779 3.661 3.661 27.319 27.319 -54.638 140.323 -26.626 -26.626 -87.071 26.075 -13.038 -13.038 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -54.530 145.070 -42.980 64.320 16.003 16.003 22.523 -21.433 -26.228 -26.228 -28.202 -30.923 -16.698 -16.698 -10.717 11.262 -15.462 -14.101 3.145 3.145 4.426 0.882 1.079 1.079 1.160 6.779 3.661 3.661 19.148 19.148 -38.297 135.780 -25.149 -25.149 -85.483 26.075 -13.038 -13.038 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -54.530 145.070 -42.980 64.320 16.003 16.003 22.523 -21.433 -26.228 -26.228 -28.202 -30.923 -16.698 -16.698 -10.717 11.262 -15.462 -14.101 3.145 3.145 4.426 0.882 1.079 1.079 1.160 6.779 3.661 3.661 19.148 19.148 -38.297 135.780 -25.149 -25.149 -85.483 26.075 -13.038 -13.038 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -93.890 145.070 -42.980 64.320 27.555 27.555 38.781 -21.433 -26.228 -26.228 -28.202 -30.923 -16.698 -16.698 -10.717 19.390 -15.462 -14.101 3.145 3.145 4.426 -0.825 -1.009 -1.009 -1.085 6.779 3.661 3.661 30.700 30.700 -61.400 142.202 -27.237 -27.237 -87.728 26.075 -13.038 -13.038 活荷载满布作用下KJ-2梁内力计算（弯矩分配）（单位：kNm）A轴C轴D轴上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.000 0.415 0.585 0.282 0.000 0.346 0.372 0.650 0.000 0.350 -7.810 8.370 -3.740 4.160 0.000 3.241 4.569 -1.306 -1.602 -1.722 -2.704 -1.456 -0.653 2.284 -1.352 -0.861 0.271 0.382 -0.263 -0.323 -0.347 0.560 0.301 3.512 -3.512 9.086 -1.925 -7.161 1.155 -1.155 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 -14.960 16.630 0.000 9.415 9.415 13.250 -4.356 -5.331 -5.331 -5.732 -7.995 -4.317 -4.317 -2.178 6.625 -3.998 -2.866 0.639 0.639 0.900 -0.552 -0.675 -0.675 -0.726 1.378 0.744 0.744 10.054 10.054 -20.108 37.427 -6.006 -6.006 -25.416 7.147 -3.573 -3.573 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 -14.960 16.630 0.000 9.415 9.415 13.250 -4.356 -5.331 -5.331 -5.732 -7.995 -4.317 -4.317 -2.178 6.625 -3.998 -2.866 0.639 0.639 0.900 -0.552 -0.675 -0.675 -0.726 1.378 0.744 0.744 10.054 10.054 -20.108 37.427 -6.006 -6.006 -25.416 7.147 -3.573 -3.573 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 -14.960 16.630 0.000 9.415 9.415 13.250 -4.356 -5.331 -5.331 -5.732 -7.995 -4.317 -4.317 -2.178 6.625 -3.998 -2.866 0.639 0.639 0.900 -0.552 -0.675 -0.675 -0.726 1.378 0.744 0.744 10.054 10.054 -20.108 37.427 -6.006 -6.006 -25.416 7.147 -3.573 -3.573 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 -16.840 18.710 9.415 9.415 13.250 -3.962 -4.848 -4.848 -5.213 -8.995 -4.857 -4.857 -1.981 6.625 -4.498 -2.606 0.581 0.581 0.818 -0.447 -0.547 -0.547 -0.588 1.253 0.677 0.677 9.996 9.996 -19.992 37.927 -5.394 -5.394 -27.138 8.362 -4.181 -4.181 活荷载隔层隔跨-作用下KJ-2梁内力计算（弯矩分配）（单位：kNm）A轴C轴D轴上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.000 0.415 0.585 0.282 0.000 0.346 0.372 0.650 0.000 0.350 -7.810 8.370 0.000 0.000 0.000 3.241 4.569 -2.360 -2.896 -3.114 0.000 0.000 -1.180 2.284 0.000 -1.557 0.490 0.690 -0.644 -0.790 -0.850 1.012 0.545 3.731 -3.731 7.650 -3.686 -3.963 -0.545 0.545 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 0.000 0.000 -14.960 16.630 0.000 0.000 0.000 0.000 3.141 3.843 3.843 4.133 -7.995 -4.317 -4.317 1.570 0.000 -3.998 2.066 -0.461 -0.461 -0.649 0.839 1.027 1.027 1.104 -0.993 -0.536 -0.536 -0.461 -0.461 0.922 3.980 4.870 4.870 -13.721 9.708 -4.854 -4.854 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 0.000 0.000 9.415 9.415 13.250 -7.497 -9.174 -9.174 -9.865 0.000 0.000 0.000 -3.749 6.625 0.000 -4.932 1.100 1.100 1.548 -1.391 -1.702 -1.702 -1.830 2.371 1.281 1.281 10.515 10.515 -21.030 33.447 -10.876 -10.876 -11.695 -2.561 1.281 1.281 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 0.000 0.000 -14.960 16.630 0.000 0.000 0.000 3.141 3.843 3.843 4.133 -7.995 -4.317 -4.317 1.570 0.000 -3.998 2.066 -0.461 -0.461 -0.649 0.839 1.027 1.027 1.104 -0.993 -0.536 -0.536 -0.461 -0.461 0.922 3.980 4.870 4.870 -13.721 9.708 -4.854 -4.854 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 0.000 0.000 9.415 9.415 13.250 -7.497 -9.174 -9.174 -9.865 0.000 0.000 0.000 -3.749 6.625 0.000 -4.932 1.100 1.100 1.548 -1.391 -1.702 -1.702 -1.830 2.371 1.281 1.281 10.515 10.515 -21.030 33.447 -10.876 -10.876 -11.695 -2.561 1.281 1.281 活荷载隔层隔跨-作用下KJ-2梁内力计算（弯矩分配）（单位：kNm）A轴C轴D轴上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.000 0.415 0.585 0.282 0.000 0.346 0.372 0.650 0.000 0.350 0.000 0.000 -3.740 4.160 0.000 0.000 0.000 1.055 1.294 1.391 -2.704 -1.456 0.527 0.000 -1.352 0.696 -0.219 -0.308 0.381 0.468 0.503 -0.452 -0.243 -0.219 0.219 1.436 1.762 -3.198 1.699 -1.699 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 0.000 0.000 0.000 9.415 9.415 13.250 -7.497 -9.174 -9.174 -9.865 0.000 0.000 0.000 -3.749 6.625 0.000 -4.932 1.100 1.100 1.548 -1.391 -1.702 -1.702 -1.830 2.371 1.281 1.281 10.515 10.515 -21.030 33.447 -10.876 -10.876 -11.695 -2.561 1.281 1.281 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 0.000 0.000 -14.960 16.630 0.000 0.000 0.000 3.141 3.843 3.843 4.133 -7.995 -4.317 -4.317 1.570 0.000 -3.998 2.066 -0.461 -0.461 -0.649 0.839 1.027 1.027 1.104 -0.993 -0.536 -0.536 -0.461 -0.461 0.922 3.980 4.870 4.870 -13.721 9.708 -4.854 -4.854 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 -32.080 35.710 0.000 0.000 9.415 9.415 13.250 -7.497 -9.174 -9.174 -9.865 0.000 0.000 0.000 -3.749 6.625 0.000 -4.932 1.100 1.100 1.548 -1.391 -1.702 -1.702 -1.830 2.371 1.281 1.281 10.515 10.515 -21.030 33.447 -10.876 -10.876 -11.695 -2.561 1.281 1.281 0.293 0.293 0.413 0.210 0.257 0.257 0.276 0.481 0.260 0.260 0.000 0.000 -16.840 18.710 0.000 0.000 0.000 3.535 4.326 4.326 4.652 -8.995 -4.857 -4.857 1.768 0.000 -4.498 2.326 -0.519 -0.519 -0.730 0.944 1.155 1.155 1.242 -1.118 -0.604 -0.604 -0.519 -0.519 1.038 4.480 5.482 5.482 -15.443 10.923 -5.461 -5.461 AC跨弯矩 CD跨弯矩层次左支座右支座跨间弯矩左支座右支座跨间弯矩恒载作用下533.56799.17182.9655642.1881284.915.15438.86642454.638140.32384.865472.888887.07126.07528.92716338.297135.7896.9591280.7352485.48326.07529.67937238.297135.7896.9591280.7352485.48326.07529.67937161.4142.20279.8612869.6425687.72826.07528.61595活载满布作用下53.5129.0867.1313613.244727.1611.1552.150053420.10837.42730.2571610.7123225.4167.14715.78926320.10837.42730.2571610.7123225.4167.14715.78926220.10837.42730.2571610.7123225.4167.14715.78926119.99237.92730.151410.384827.1388.32618.58805活载1隔层隔跨作用下53.7317.657.5081614.217323.9630.545两值之间40.9223.98两值之间13.721