混凝土结构课程设计.

.Word资料目录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–.Word资料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10.02/kNm，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203/kNm。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（cf=11.92/Nmm），梁的受力纵筋采用HRB335级钢筋（yf=3002/Nmm），其余采用HPB300级钢筋（yf=2702/Nmm）。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mm80，故取板厚mmh80，取次梁截面高度mmh550，截面宽度mmb200。板的几何尺寸和计算简图见图2（a）。图2（a）板的几何尺寸.Word资料2.1荷载恒荷载80mm钢筋混凝土板自重2/0.22508.0mKNmm20mm水泥砂浆楼面面层2/4.02002.0mKNmm15mm混合砂浆天棚抹灰2/0.255=170.015mKN2k2.655KN/m=g使用活荷载2k10KN/m=q荷载组合设计值2kk16.186KN/m101.32.6551.21.3q1.2gqg2.2内力计算计算跨度(取一米宽的板带作为计算单元)边跨：mmmmmhlln82.182.1208.022.012.00.220mmmmmalln82.184.1212.022.012.00.220取ml82.10中间跨：mmmhlln8.12.00.220边跨与中间跨的计算跨度相差：%10%1.18.1/8.182.1mmm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板的弯矩计算截面边跨跨内离端第二支座离端第二跨内中间跨跨内中间支座弯矩系数α11111111611420)(=Mlqgαm4.87-4.873.28-3.75.Word资料2.3正截面承载力计算mmb1000,mmh80,板的有效高度mmmmmmh6020800,0.11各截面的配筋计算见表2。表2板的正截面承载力计算板带部位截面边区板带中间区板带边跨跨内离端第二支座中间跨跨内中间支座边跨跨内离端第二支座中间跨跨内中间支座MkNm4.78-4.783.28-3.754.78-4.783.82×0.8=2.62-3.75×0.8=-3201/bhfMcs0.1140.1140.0770.0880.1140.1140.0610.070112s0.1210.1210.0790.0920.1210.1210.0620.072ycffbhA/01s320320209243320320164190选配钢筋Φ8@140Φ8@140Φ8@240Φ8@200Φ8@140Φ8@140Φ8@240Φ8@240实配钢筋面积(2mm)359359209251359359209209注：最小配筋率min=(45ytff/,0.2max)%=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mKNmmKN/37.60.2/185.32次梁自重mKNmmmmKN/52.2)08.055.0(2.0/252.13.Word资料梁侧抹灰mKNmmmmKN/13.0)08.055.0(015.0/172.13mKNg/02.9活荷载设计值mKNmmKNq/260.2/132荷载组合设计值合计mKN/02.353.2内力计算按塑性内力重分布方法计算次梁内力。计算跨度：中间跨：mmmlln65.625.09.60边跨：mmmmln655.6225.012.09.6mmaln775.6224.0655.62mmln775.6821.6655.6025.1025.1取ml775.60计算跨度相差：%10%88.165.6/)65.6775.6(mmm故可按等跨连续梁计算内力。剪力计算时跨度取净跨。计算简图如图4所示。图4次梁的计算简图次梁内力计算表3，表4表3连续次梁弯矩计算截面边跨跨内离端第二支座离端第二跨跨内中间跨跨内中间支座弯矩系数mα111111116114mKNlqgαVm/)(20146.13-146.1396.79-110.61表4连续次梁剪力计算截面端支座内侧离端第二支座外侧离端第二支座内侧中间支座外侧内侧剪力系数v0.450.600.550.55.Word资料续表4KNlqgαVnv/)(104.87139.83128.08128.083.3截面承载力计算次梁跨中截面按T形截面进行计算，其翼缘宽度取二者中的较小值：边跨：mmmmmmsbmmmmlbf2200200020022606775313100'第二跨和中间跨：mmmmmmbf22002220665031'梁高：mmh550，mmmmmmh515355500翼缘厚：mmhf80'判别各跨中截面属于哪一类T形截面，按第一类T形截面试算。跨内截面155.0515/80/0.0210'mmmmhhf,故属于第一类T形截面。支座截面按矩形截面计算,第一内支座按布置俩排纵筋考虑，mmmmmmh490605150,其他按布置一排纵筋考虑0h=515mm。连续次梁正截面承载力计算见表5。表5次梁正截面承载力计算截面边跨跨内离端第二支座中间跨跨内中间支座MkNm146.13-146.1396.79-110.61cscfsfbhMfhbM201201//0.0210.2560.0140.175112s0.0210.3010.0140.194)(//201s01smmffbhAffhbAycycf9431170629792选配钢筋222+118222+218216+118214+218实配钢筋面积(2mm)10141269656817%20.0bminshA0.86%0.20%1.06%0.20%0.59%0.20%0.74%0.20%.Word资料次梁斜截面承载力计算见表6。表6连续次梁斜截面承载力计算截面端支座内侧离端第二支座外侧离端第二支座内侧中间支座内外侧()VkN104.87139.85128.08128.08Nbhfcc/25.00306400V291500V291500V306400VNbhft/7.00109600V87100V87100V109600V箍筋肢数、直径8282828221()svsvAnAmm101101101101mmbhfVhAfstsvyv/7.0000281362844实配箍筋间()smm200200200200%20.0bminshA0.25%0.20%0.25%0.20%0.25%0.20%0.25%0.20%次梁配筋见施工图。4.主梁的设计按弹性理论计算主梁内力取柱截面尺寸为400400mmmm。主梁的截面几何尺寸与支撑情况如图5。图5主梁几何尺寸及支撑情况4.1荷载恒荷载设计值由次梁传来KNmmKN24.629.62/02.9主梁自重（折算为集中荷载）KNmmmmmKN275.42)08.065.0(25.0/252.13.Word资料梁侧抹灰（折算为集中荷载)KNmmmmmKN7.022)08.065.0(015.0/172.13215.67GkN活荷载设计值KNmmKNQ4.1799.6/26荷载组合设计值KNQG6.2464.2内力计算计算跨度如下：边跨：mmmmln68.524.012.00.6mbalmmmbllnn06.624236.068.522022.624.068.525.1225.10取ml022.60。中间跨：mmmmln6.524.04.00.6mmmblln0.64.06.50跨度差：%10%37.00.6/)0.6022.6(mmm，故可按等跨连续梁计算内力。计算简图见图6。图6主梁计算简图（尺寸单位m）跨内和支座截面最大弯矩及剪力按下式计算：00KQlKGlMKQKGV具体计算结果以及最不利荷载组合见表7、表8，主梁弯矩包络图见图7。.Word资料序号计算简图边跨跨内中间支座中间跨跨内内力图1MKcMMKB2MK①73.98244.004.108-267.0-02.27067.0②12.312289.063.143-133.0-43.631--BM③87.4731BM63.143-133.0-28.215200.0④31.247229.011.96-35.873-089.0-311.0-98.182170.0⑤同④相反2.043-31BM）（35.873-6.119-98.182同④相反最不利荷载组合①+②85.410-251.67-116.61①+③86.50-251.67242.3.Word资料表7主梁弯矩计算表（KN）.Word资料续表7表8主梁剪力计算表（KN）①+④346.04-443.91(-204.15）210①+⑤同①+④相反66.69-204.15(-443.91）210同①+④相反序号计算简图端支座中间支座内力图AinVK)(CexBexVVK)(CexBexVVK49.27733.021.67-85.16-000.1-267.1-16.8567.21267.1000.136.155866.043.203-134.10.Word资料续表8exBV=-23.85.4)23.85(-179-5)179.4(23.8④6.123689.057.139-35.192-778.0-311.1-96.1522.219089.01.222⑤同④相反exBV=-15.96)22.219(96.15)19.235(57.139同④相反`最不利荷载组合①+②204.63-288.5967.21①+③25.42-109.01246.12①+④172.87-320.35(-206.78)286.43(101.12)①+⑤同①+④相反33.25-101.12(-286.43)206.78(