毕业设计
3.292)?4.696?(6.6?1.8)?1.8?0.52 板传来
3.293.291?4.696?(6.6?)???27.923?39.425?67.348kN222故P1?8.334?23.558?30.193?67.348?129.433kN
1P2：次梁自重 ?2.625?6.35?2?8.334kN
4 纵梁自重 3.9375?(3.29?3.6?0.5)?25.161kN
3.294.69?61.?8?1.8?4.6962?()?4.?696?(6.?61.8)1.80.523.293.291 板传来 ?4.69?6(6.?6?)??4.?69?6(?3.61.?5 3.29)1.5222?27.92?339.?4253?7.967kN105.315故P2?8.334?25.161?105.315?138.81kN
4.696?1.8?1.8?4.696?(集中力矩：M1?Pe11?129.433?0.05?6.472kN?m M2?P2e2?138.81?0.1?13.881kN?m 对1~3及5层，q1?3.9375?1.998?3?9.932kNm
q2?3.1584?0.5?3.29?5.196kNm
??3.1584?3?9.475kNm q3?4.5384?0.5?3.6?8.169kNm,q211P1：次梁及其上墙体自重 ?2.625?6.35?1.998?4.5?3.1??15.302kN
24?0.?62?51.?05(?3.29?3. 6? 纵梁及其上墙体自重 0.3(11.82?3.799?0.4?7.35)?78.037kN
3.2924.538?41.?8?1.83.?1584?()?4.?538?4(?6.61.8)1.80.52 板传来
3.293.291?3.158?4(?6.6?)??2?7.923?39.42kN555.729222故P1?15.302?78.037?55.729?149.068kN
11P2：次梁及其上墙体自重 ?2.625?6.35?1.998?4.5?3.1??15.302kN
24?5(3.?29?3.6? 纵梁及其上墙体自重 3.937 0?(14.85?1.998?0.2?4.32)?55.695kN
3.2924.538?41.?8?1.83.?1584?()?4.?538?4(?6.61.8)1.80.523.293.291 板传来 ?3.158?4(?6.6?)??3.?158?4(?3.6?1.5 3.29)1.5222?27.92?339.?4252?5.536kN81.265故P2?15.302?55.695?81.265?152.262kN 集中力矩：M1?Pe11?149.068?0.05?7.453kN?m M2?P2e2?152.262?0.1?15.226kN?m 对第4层，q1?3.9375?1.998?3.48?10.891kNm
q2?3.1584?0.5?3.29?5.196kNm
??3.1584?3?9.475kNm q3?4.5384?0.5?3.6?8.169kNm,q2第 16 页
毕业设计
11?2.625?6.35?1.998?4.5?3.58??16.381kN 24?0.?62?51.?05(?3.29?3. 6? 纵梁及其上墙体自重 0.3?(16.627?3.799?0.4?7.35)?96.299kN
3.2924.538?41.?8?1.83.?1584?()?4.?538?4(?6.61.8)1.80.52 板传来
3.293.291?3.158?4(?6.6?)??2?7.923?39.42kN555.729222故P1?16.381?96.299?55.729?168.409kN
11P2：次梁及其上墙体自重 ?2.625?6.35?1.998?4.5?3.58??16.381kN
24 纵梁及其上墙体自重 3.937 0?5(3.?29?3.6??(10.368?1.998?0.2?2.16)?46.308kN
3.2924.538?41.?8?1.83.?1584?()?4.?538?4(?6.61.8)1.80.523.293.291 板传来 ?3.158?4(?6.6?)??3.?158?4(?3.6?1.5 3.29)1.5222?27.92?339.?4252?5.536kN81.265故P2?16.381?46.308?81.265?143.954kN
P1：次梁及其上墙体自重
集中力矩：M1?Pe11?168.409?0.05?8.420kN?m M2?P2e2?143.954?0.1?14.395kN?m (2)、活荷载计算
活荷载作用下各层框架梁上的荷载分布如图8.3。
图8.3 各层框架梁上作用的活荷载
对第6层：q2?0.5?3.292?0.823kNm
??0.5?3?1.5kNm q3?0.5?1.8?0.9kNm,q23.292112P?0.5?[()?1.8??(6.6?1.645)?1.645??(6.6?1.8)?1.8]?7.171kN122211P2?0.5?[1.6452?1.82??(6.6?1.645)?1.645??(6.6?1.8)?1.8 22?(3.6?1.5?3.29)?1.5]?11.213kNM1?Pe11?7.171?0.05?0.359kN?m
M2?Pe22?11.213?0.1?1.121kN?m
在雪荷载作用下，q2?0.4?3.292?0.658kNm
??0.4?3?1.2kNm q3?0.72kNm,q2P1?5.737kN，P2?8.97kN M1?Pe11?5.737?0.05?0.287kN?m
第 17 页
毕业设计
M2?Pe22?8.97?0.1?0.897kN?m 对1~3及5层：q2?2?1.645?3.29kNm
??2.5?3?7.5kNm q3?2?1.8?3.6kNm,q23.292112P?2?[()?1.8??(6.6?1.645)?1.645??(6.6?1.8)?1.8]?28.684kN1222 P2?28.684?2.5?(3.6?1.5?3.29)?1.5]?48.897kN
M1?Pe11?28.684?0.05?1.434kN?m
M2?Pe22?48.897?0.1?4.89kN?m 对第4层：q2?2.5?1.645?4.113kNm
??2.5?3?7.5kNm q3?2?1.8?3.6kNm,q23.29211P?2.5?[()??(6.6?1.645)?1.645]?2?[?(6.6?1.8)?1.8?1.82]?32.074kN1222P2?32.074?2.5?(3.6?1.5?3.29)?1.5]?52.287kN
M1?Pe11?32.074?0.05?1.604kN?m
M2?P2e2?52.287?0.1?5.229kN?m
将以上计算结果汇总，见表8.1与表8.2。
表8.1 横向框架恒荷载汇总表 层次 6 1~3,5 4 层次 6 1~3,5 4 q1 (kN/m) 3.9375 9.932 10.891 q2 (kN/m) 0.823 (0.658) 3.29 4.113 q2 (kN/m) 7.725 5.196 5.196 q’2 (kN/m) 14.088 9.475 9.475 q3 (kN/m) 8.453 8.169 8.169 P1 (kN) 129.433 149.068 168.409 P2 (kN) 138.81 152.262 143.954 P2 (kN) 11.213 (8.97) 48.897 52.287 M1 (kN·m) 6.472 7.453 8.42 M1 (kN·m) 0.359 (0.287) 1.434 1.604 M2 (kN·m) 13.881 15.226 14.395 M2 (kN·m) 1.121 (0.897) 4.89 5.229 表8.2 横向框架活荷载汇总表 q’2 (kN/m) 1.5 (1.2) 7.5 7.5 q3 (kN/m) 0.9 (0.72) 3.6 3.6 P1 (kN) 7.171 (5.737) 28.684 32.074 注:表中括号内数值对应于屋面雪荷载作用情况。
3、内力计算 (1)、计算简图
梁、柱弯矩采用弯矩二次分配法计算。由于AB跨与CD跨梁及5轴上A、B柱与C、D柱所受的荷载略有不同，但为了简化计算，将其视为对称荷载，荷载取较大值。因此结构与荷载均对称，计算时可取半框架计算。计算简图如图8.4。
第 18 页 毕业设计
图8.4 竖向荷载作用下的内力计算简图
(2)、计算框架梁梁端固端弯矩、弯矩分配系数等 a 计算梁柱转动刚度
梁柱相对转动刚度见图8.5。
图8.5 梁柱相对转动刚度
b 计算分配系数
见表8.3。
表8.3 梁柱转动刚度及分配系数 节点 左梁 A6 A5 A4 A3 A2 A1 B6 B5 B4 B3 B2 B1 20.616 20.616 20.616 20.616 20.616 20.616 相对转动刚度S' 上柱 18.228 16.084 18.228 18.228 18.228 18.228 16.084 18.228 18.228 18.228 下柱 18.228 16.084 18.228 18.228 18.228 21.592 18.228 16.084 18.228 18.228 18.228 21.592 右梁 20.616 20.616 20.616 20.616 20.616 20.616 11.34 11.34 11.34 11.34 11.34 11.34 相对转动刚度之和∑S' 38.844 54.928 54.928 57.072 57.072 60.436 50.184 66.268 66.268 68.412 68.412 71.776 分配系数S'/∑S' 左梁 0.411 0.311 0.311 0.301 0.301 0.287 上柱 0.332 0.293 0.319 0.319 0.302 0.275 0.243 0.266 0.266 0.254 下柱 0.469 0.293 0.332 0.319 0.319 0.357 0.363 0.243 0.275 0.266 0.266 0.301 右梁 0.531 0.375 0.375 0.361 0.361 0.341 0.226 0.171 0.171 0.166 0.166 0.158 (3)、计算各杆的固端弯矩
第 19 页
毕业设计
恒载作用下 6层梁：
11FF2223MA?M??[?3.9375?6.6??7.725?6.6?(1?2?0.249?0.249) BBA666612121??8.453?6.62?(1?2?0.2732?0.2733)] 12??(14.293?28.042?0.891?30.684?0.871)??66.01kN?m
15F22MB???3.9375?1.5??14.088?1.5??9.56kN?mE66324
11F22ME???3.9375?1.5??14.088?1.5??5.44kN?mB666811FF221~3层及5层梁：MA5B5?MB5A5??[?9.932?6.6??5.196?6.6?0.891
12121??8.169?6.62?0.871]??78.69kN?m 1215F22MB???9.932?1.5??9.475?1.5??11.89kN?m5E5324
11F22ME???9.932?1.5??9.475?1.5??6.39kN?m5B56811FF2?5.196?6.62?0.891 4层梁：MA4B4?MB4A4??[?10.891?6.6?12121??8.169?6.62?0.871]??82.17kN?m 1215F22MB???10.891?1.5??9.475?1.5??12.61kN?mE44324
11F22ME???10.891?1.5??9.475?1.5??6.75kN?mB4468活载作用下
6层梁：
11FF22MA?M??(?0.823?6.6?0.891??0.9?6.6?0.871)??5.51kN?mBBA666612125FMB???1.5?1.52??0.703kN?m6E624
1FME???1.5?1.52??0.422kN?m6B681~3层及5层梁：
11FF22MA?M??(?3.29?6.6?0.891??3.6?6.6?0.871)??22.02kN?m B5A55B512125F2MB???7.5?1.5??3.52kN?mE5524
1F2ME???7.5?1.5??2.11kN?mB5584层梁：
第 20 页