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目 录
1 设计资料 ····················································································································· –1– 2 板的设计 ····················································································································· –1– 2.1 荷载 ······················································································································ –2– 2.2 内力计算 ············································································································· –2– 2.3 正截面承载力计算 ··························································································· –3– 3 次梁的设计 ··················································································································· –3– 3.1 荷载 ························································································································ –3– 3.2 内力计算 ··············································································································· –4– 3.3 截面承载力计算 ·································································································· –5– 4主梁的设计 ···················································································································· –6– 4.1 荷载 ··························································································································· –6– 4.2 内力计算 ·················································································································· –7– 4.3 截面承载力计算 ·································································································· –11– 4.4 主梁吊筋计算 ······································································································· –13– 参考文献 ·························································································································· –14–
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1.设计资料
本设计为设计任务书上对应学号为24的设计。对象为某多层仪器仪表生产厂房，采用框架结构，边柱为砖柱，采用钢筋混凝土现浇单向板肋梁楼盖，楼面活荷载标准值为10.0kN/m2，楼面梁格布置L1×L2=6900×6000,h=80mm,如图1。楼面层为20mm水泥砂浆面层，自重20kN/m3。板底及梁侧采用15mm厚混合砂浆打底。板深入墙内120mm，次梁伸入墙内240mm，主梁伸入墙内360mm，柱的截面尺寸为400mm×400mm。混凝土采用C25（fc=11.9N/mm2），梁的受力纵筋采用HRB335级钢筋（fy=300N/mm2），其余采用HPB300级钢筋（fy=270N/mm2）。
图1 结构布置图
2.板的设计
板按塑性内力重分部方法设计。按刚度条件板厚为，按构造要求，工业房屋楼面的最小厚度为80mm，故取板厚h?80mm ，取次梁截面高度h?550mm，截面宽度b?200mm。板的几何尺寸和计算简图见图2（a）。
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图2（a）板的几何尺寸
2.1 荷载
恒荷载
80mm钢筋混凝土板自重 0.08m?25m?2.0KN/m2 20mm水泥砂浆楼面面层 0.02m?20m?0.4KN/m2 15mm混合砂浆天棚抹灰 0.015?17=0.255KN/m2
gk=2.655KN/m2
使用活荷载 qk=10KN/m2 荷载组合设计值 g?q?1.2gk?1.3qk?1.2?2.655?1.3?10?16.186KN/m2
2.2 内力计算
计算跨度(取一米宽的板带作为计算单元)
h0.2m0.08?2.0m?0.12m???1.82m?1.82m 222a0.2m0.12 l0?ln??2.0m?0.12m???1.84m?1.82m取l0?1.82m
222h 中间跨： l0?ln??2.0m?0.2m?1.8m
2边跨： l0?ln?边跨与中间跨的计算跨度相差：?1.82m?1.8m?/1.8m?1.1%?10%故可按等跨连续梁计算反力。计算简图如下。
图2（b）板的计算简图
各截面的弯矩计算见表1。
表1 板的弯矩计算
截 面 弯矩系数α Word 资料
边跨跨内 ?1 11离端第二支座 ?1 11离端第二跨内中间跨跨内 ?1 16中间支座 ?1 14 .
M=αm(g?q)l0 24.87 -4.87 3.28 -3.75 2.3 正截面承载力计算
b?1000mm,h?80mm,板的有效高度h0?80mm?20mm?60mm,?1?1.0各截面的配筋计算见表2。
表2 板的正截面承载力计算 边区板带 板带部位截面 边跨跨内 离端第二支座 -4.78 0.114 0.121 320 Φ8@140 359 中间跨跨内 3.28 0.077 0.079 209 Φ8@240 209 中间支座 -3.75 0.088 0.092 243 Φ8@200 251 边跨跨内 4.78 0.114 0.121 320 Φ8@140 359 中间区板带 离端第二支座 -4.78 0.114 0.121 320 Φ8@140 359 中间跨跨内 3.82×0.8=2.62 0.061 0.062 164 Φ8@240 209 中间支座 -3.75×0.8=-3 0.070 0.072 190 Φ8@240 209 M?kN?m? 2?s?M/?1fcbh0 4.78 0.114 0.121 320 Φ8@140 359 ??1?1?2?s As???1bh0fc/fy 选配钢筋 实配钢筋面积(mm2) 注：最小配筋率?min=(45ft/fy , 0.2)max% = 0.2 %
3.次梁的设计
取主梁的梁高h=700mm,，梁宽b=250mm。次梁的截面尺寸及支撑情况见图3。
图3 次梁的几何尺寸及支撑情况
3.1 荷载
恒荷载设计值
由板传来 3.185KN/m2?2.0m?6.37KN/m
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次梁自重 1.2?25KN/m3?0.2m?(0.55m?0.08m)?2.52KN/m
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混凝土结构课程设计
