西界娱乐城框架设计-土木工程专业毕业设计-毕业设计论文

西界娱乐城框架设计***************毕业设计(论文)结构平面布置图2、主要构件尺寸的初步确定（1）主梁：框架梁跨度为8000mm,9000mm取跨度较大的进行计算：取取框架梁截面尺寸为：次梁：次梁跨度取9000mm取取次梁截面尺寸为：（2）框架柱：框架柱采用C30混凝土，截面尺寸的选定，是通过其轴压比限值实现的，相关公式如下：≥其中，n为验算截面以上楼层层数，G为折算在单位建筑面积上的重力荷载代表值，框架结构近似取13kN/m2，A为按简支状态计算柱的负载面积，为考虑地震作用组合后柱轴压力增大系数，通常边柱取1.3，不等跨内柱取1.25，等跨内柱取1.2。抗震等级三级的框架结构轴压比μ=0.85，主体结构边柱负荷面积是8000mm×9000mm边柱、中柱均取700mm×700mm。（3）板厚度确定楼盖及屋盖采用C30现浇混凝土板，h==90mm，取100mm。3、框架结构计算简图：框架结构计算简图，取顶层柱的形心线作为框架柱的轴线，梁轴线取至板顶，室内外高差为0.9m，底层柱高从基础顶取至一层板板顶，即4.2+0.5+0.9=5.6m。二至五层即为层高3.6m。考虑现浇板对梁的有利作用，边跨梁取Ib=1.5I0，中跨梁取Ib=2.0I0（I0为不考虑楼板翼缘作用的梁截面惯性矩）。C30的混凝土Ec=由于CD、DE跨梁均属边跨梁：2~6层柱：底层柱：框架结构计算简图第二章结构荷载计算计算单元如下图示计算单元2.1恒荷载计算恒荷载计算：1、屋面框架梁面荷载标准值：20mm厚小瓷砖层：25×0.02=0.50KN/㎡三毡四油屋面防水层0.40KN/㎡20mm厚1:3水泥砂浆找平层：20×0.02=0.40KN/㎡60mm厚水泥蛭石板保温层5×0.06=0.30KN/㎡80mm厚水泥炉渣找坡：12×0.08=0.96KN/㎡20mm厚1:3水泥砂浆找平层：20×0.02=0.40KN/㎡100mm厚现浇钢筋混凝土板25×0.10=2.50KN/㎡15mm厚纸筋石灰抹底16×0.015=0.24KN/㎡合计5.70KN/㎡2、楼面框架面荷载标准值：10mm厚水磨石地面28×0.01=0.28KN/㎡20mm厚1:3水泥砂浆找平层20×0.02=0.40KN/㎡100mm厚现浇钢筋混凝土板：25×0.10=2.50KN/㎡15mm厚纸筋石灰抹底：16×0.015=0.24KN/㎡合计3.42KN/㎡3、作用在顶层框架梁的恒荷载（线荷载）CD、DE边跨梁梁自重0.3×0.8×25=6.00KN/m粉刷（两面）总重6.48KN/m作用在顶层框架边跨梁上的线荷载：5.70KN/m²×9m=51.30KN/m；作用在中间层框架边跨梁上的线荷载：3.42KN/m²×9m=30.78KN/m；、作用在中间层框架梁上的线荷载:AB、DE梁自重以及梁侧粉刷：6.48KN/m边跨填充墙的自重：墙面粉刷：合计18.29KN/m屋面框架节点集中荷载标准值边柱连系梁自重：梁侧粉刷：女儿墙自重：女儿墙粉刷：连系梁传来屋面自重：顶层边节点集中荷载合计：顶层中节点集中荷载合计：楼面框架节点集中荷载标准值边柱连系梁自重：48KN梁侧粉刷：3.47KN窗下墙体自重：粉刷：铝合金窗自重：窗边墙体自重粉刷：连系梁传来的楼面自重：中间层边结点集中荷载合计：197.65KN中间层中结点集中荷载：顶层等高梁传给主梁的集中荷载为：中间层等高梁传给主梁的集中荷载为：恒荷载作用下计算简图(单位:集中力KN,线荷载KN/m)计算时需要进行荷载等效处理：等效公式为：，式中则有则：等效恒荷载作用下结构计算简图(单位:集中力KN,线荷载KN/m)2.2活荷载计算由《建筑结构荷载规范》（GB50009-2001）查得楼面和屋面活荷载见下表：（《建筑结构荷载规范》规定当楼面的从属面积（楼面梁所承担的楼面荷载范围的面积）超过一定值（根据使用功能分别取25㎡或50㎡），计算楼面梁内力时应该乘以系数0.9，在这里取偏安全考虑，就没有取乘以系数0.9。）活荷载标准值类别荷载标准值（KN/㎡）楼面储藏室活荷载5.0厕所活荷载2.0客房活荷载2.0餐厅健身房、厨房、会议室4.0楼梯、走廊、门厅、餐厅活荷载2.5屋面不上人屋面活荷载0.5屋面框架梁线荷载标准值：边跨梁：楼面框架梁线荷载标准值：边跨：屋面框架节点集中荷载标准值：边节点：；中间结点：楼面框架节点集中荷载标准值：边节点：；中间节点：顶层传给主梁的集中荷载：中间层传给主梁的集中荷载：等效处理：；；等效活荷载下结构计算简图(单位:集中力KN,线荷载KN/m)2.3风荷载计算房屋总高度25.4米，小于30米。房屋宽度为66米，高宽比，不需要考虑风振的影响,即βz=1.0。基本风压ω0=0.35kN/m2，B类场地，风荷载体型系数μs=1.3。风压高度变化系数μz见下表风压高度变化系数表离地面高度/m50.74100.74150.74200.84250.92301.00的具体值用内插法求出各层风载见下表：层数()A（m2）W（KN）61.01.30.8980.3528.811.7751.01.30.840.3532.412.3841.01.30.7680.3532.411.3231.01.30.740.3532.410.9121.01.30.740.3532.410.9111.01.30.740.3541.413.94风荷载作用下结构计算简图如图所示：风荷载作用下计算简图(单位:KN)2.4地震荷载计算1、重力荷载代表值计算计算地震作用时，建筑结构的重力荷载代表值应取永久荷载和可变荷载组合值之和，屋面活荷载不考虑其组合值，楼面活荷载组合值系数取0.5。（计算填充墙时，取梁截面高度均值600mm参与计算）女儿墙重：25×0.3×1.4+17×2×0.02×1.4=11.452KN/m外填充墙重：11.8×0.3+2×0.02×17=4.22KN/m内填充墙重：11.8×0.2+2×0.02×17=3.04KN/m300×800梁重：700×700柱重：0.7×0.7×25=12.25KN/m第六层重力荷载代表值：屋面重：（9×9×4+8×9×8×2+8×8×4）×5.70=9872.4KN梁重：5.73×（34×10+18×7+66×5+34×4）=5340.36KN女儿墙重：11.452×（66+34-0.6+9.4×2+8×2-0.6+8×2+7.7×2+31.6）=2251.46KN柱子重：12.25×3.6×39=1719.9KN铝合金窗重：0.5×(2.4×2.7×41+1.8×2.4×10+1.2×2.4×2)=314.64KN活载：（9×9×4+8×9×8×2+8×8×4）×0.5=866KN填充墙：4.22×[(66.4-0.7×9-2.4×17)+(34.4-5×0.7-2.4×6-1.8×3-1.5)×2+(9.4-0.7×2-2.4×2-1.2)×2+(8-0.7)×4+(8-0.7-1.8×2)×2+(31.6-0.7×3-2.4×8)]+3.04×[(65.8-0.9×12-1.5-0.6×5)+(65.0-0.7×7-1.4×2-7.3-0.9)+6.8×11+6.4×11+(24.8-0.9×5-0.6×2)×2+7.3×2]=1281.97KN重力荷载代表值：21646.73KN第五层重力荷载代表值：（二至四层同第五层）屋面重：1732×5.70=9872.4KN梁重：5340.36KN柱子重：1719.9KN铝合金窗重：314.64KN活载：1732×2.5=4330KN填充墙：1281.97KN重力荷载代表值：22859.27KN第一层重力荷载代表值：屋面重：1732×5.7=9872.4KN柱子重：12.25×5.6×39=2675.4KN梁重：5340.36KN铝合金窗重：314.64KN填充墙：1281.97KN活载：4330KN重力荷载代表值：23814.77KN结构等效总重力荷载代表值自震周期计算此建筑物为一般建筑物，场地土壤属Ⅱ类场地。设计地震分组为第一组。其抗震设防烈度为7度。抗震等级为三级。横向地震作用内力极端可采用底部剪力法。自震周期按顶点位移计算，考虑填充墙对框架刚度的影响，取基本周期调整系数а0=0.7。计算公式为T1=，式中△i为顶点位移（单位为米），按D值法计算：一般层（线刚度为16.67×104KN·m）：，，底层：（线刚度为10.72×104KN·m）：，，从而得知：一般层：；底层：；横向框架顶点位移计算层次Gi（KN）ΣGi（KN）DiΣGi/Di（m）△i（m）621646.7321646.731667462.940.0130.363522859.2744506.001667462.940.0270.350422859.2767365.271667462.940.0400.323322859.2790224.541667462.940.0540.283222859.27113083.811667462.940.0680.229123814.77136898.58847891.840.1610.1613、横向地震作用计算此建筑物为一般建筑物，场地土壤属Ⅱ类场地，设计地震分组为第一组，其抗震设防烈度为7度，根据框架结构的高度h=24.5m〈30m。对于高度不超过40m，质量和刚度沿高度分布较均匀的框架结构，可以采用底部剪力法。根据场地类别和设计地震分组可以知道，特征周期值Tg=0.35sаmax=0.08。由于T1=0.72s>Tg=0.35，所以顶部附加地震作用系数δn=0.08T1+0.01=0.068，因Tg<T1=0.72<5Tg=1.75,所以地震影响系数=。结构总水平地震作用标准值为：FEk=а1Geq=0.042×116363.79=4887.28KN主体结构顶层附加水平地震作用标准值为：△Fn=δnFEk=0.068×4887.28=332.34KN质点i的水平地震作用为:Fi=；第三章结构内力计算3.1恒荷载下框架的内力计算3.1.1二次弯矩分配法计算杆端弯矩二次弯矩分配法计算恒荷载作用下的框架结构内力,由于框架结构对称,荷载对称,故可取半边结构计算。构计算简图具体计算步骤：（1）首先计算框架各杆件的线刚度及分配系数。（2）计算框架各层梁端在竖向荷载作用下的固端弯矩。（3）计算框架各节点处的不平衡弯矩，并将每一节点处的不平衡弯矩同时进行分配并向远端传递，传递系数为1/2。（4）进行两次分配后结束（仅传递一次，但分配两次）。梁、柱转动刚度及相对转动刚度构件名称固转动刚度S相对转动刚度S'框架梁边跨1.000框架柱底层1.675二至六层2.605顶层各杆的固端弯矩为：中间层各杆的固端弯矩为：采用二次弯矩分配法计算恒荷载作用下的框架结构内力，右（左）梁分配弯矩向左（右）梁传递，上（下）柱分配弯矩向下（上）柱传递，传递系数均为。第一次分配弯矩传递后，在进行第二次弯矩分配，各节点杆件分配系数见下表：节点61+2.065=3.065--0.277--0.7235--0.1624--0.1623--0.1622--0.16211+1.675+2.605=5.280--0.189121+1+2.065=4.0650.2170.217--0.566111×2+2.605×2=7.2100.1390.1390.3610.361101×2+2.605×2=7.2100.1390.1390.3610.36191×2+2.605×2=7.2100.1390.1390.3610.36181×2+2.605×2=7.2100.1390.1390.3610.36171×2+2.605+1.675=6.2800.1590.1590.4150.267181+2.605=3.6050.2770.723171+2.605×2=6.2100.162--0.4190.419161+2.605×2=6.2100.162--0.4190.419151+2.605×2=6.2100.162--0.4190.419141+2.605×2=6.2100.162--0.4190.419131+2.605+1.675=5.2800.189--0.4930.317弯矩分配与传递见下图所示。首先将各节点的分配系数填在相应的方框内，将梁的固端弯矩填写在框架横梁相应位置上，然后将节点放松，把各节点不平衡弯矩“同时”进行分配。假定：远端固定进行传递（不向滑动端传递）；右（左）梁分配弯矩向左（右）梁传递；上（下）柱分配弯矩向下（上）柱传递（传递系数均为1/2）；第一次分配弯矩传递后，再进行第二次弯矩分配，然后不再传递。上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.7230.2770.2170.5660.2170.2770.723-285.46285.46-285.46285.46206.3979.070.000.000.00-79.07-206.3984.400.0039.540.00-39.540.00-84.40-61.02-23.380.000.000.0023.3861.02229.77-229.77325.000.00-325.00229.77-229.770.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.79103.2084.400.0032.630.000.00-32.630.00-103.20-84.40-78.60-78.60-30.390.000.000.000.0030.3978.6078.60193.39174.59-367.97435.470.000.00-435.47367.97-193.39-174.590.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.7984.4084.400.0032.630.000.00-32.630.00-84.40-84.40-70.73-70.73-27.350.000.000.000.0027.3570.7370.73182.46182.46-364.93435.470.000.00-435.47364.93-182.46-182.460.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.7984.4084.400.0032.630.000.00-32.630.00-84.40-84.40-70.73-70.73-27.350.000.000.000.0027.3570.7370.73182.46182.46-364.93435.470.000.00-435.47364.93-182.46-182.460.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-402.84402.84-402.84402.84168.79168.7965.260.000.000.000.00-65.26-168.79-168.7984.4099.300.0032.630.000.00-32.630.00-84.40-99.30-76.97-76.97-29.760.000.000.000.0029.7676.9776.97176.22191.12-367.34435.470.000.00-435.47367.34-176.22-191.120.4930.3170.1890.1590.4150.2670.1590.1890.4930.317-402.84402.84-402.84402.84198.60127.7076.140.000.000.000.00-76.14-198.60-127.7084.400.0038.070.000.00-38.070.00-84.40-41.61-26.75-15.950.000.000.000.0015.9541.6126.75241.39100.95-342.65440.910.000.00-440.91342.65-241.39-100.9550.480.00-50.48楼面恒荷载按照满布考虑的，则梁跨中弯矩应该乘以1.1放大：弯矩调幅：边跨梁弯矩值乘以0.8，跨中弯矩值乘以1.2，框架弯矩图的括号内数值即调幅后的弯矩值。恒荷载作用下的框架弯矩图如下图所示：恒载作用下弯矩图（单位：kN·m）3.1.2恒载下剪力、轴力计算梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得：①荷载引起的剪力：V左=V右=q1L1/2②弯矩引起的剪力：V左=-V右=（M左+M右）/L利用杆件弯矩平衡原理，计算恒荷载作用下的剪力：柱的轴力计算：顶层柱顶轴力由节点剪力和节点集中力叠加得到，柱底轴力为柱顶轴力加上柱的自重。其余层轴力计算同顶层，但需要考虑该层上部柱的轴力传递。轴力计算结果如下:212.30+214.13=426.43KN;236.62×2+142.67=615.91KN426.43+12.25×3.6=470.53KN;615.91+12.25×3.6=600.01KN470.53+201.31+197.65=869.49KN;600.01+216.31×2+106.19=1198.82KN869.49+12.25×3.6=913.59KN1198.82+12.25×3.6=1242.92KN913.59+200.97+197.65=1312.21KN1242.92+216.65×2+106.19=1782.41KN1312.21+12.25×3.6=1356.31KN1782.41+12.25×3.6=1826.51KN1356.31+200.97+197.65=1754.93KN1826.51+216.65×2+106.19=2366.00KN1754.93+12.25×3.6=1799.03KN2366.00+12.25×3.6=2410.10KN1799.03+201.24+197.65=2197.92KN2410.10+216.38×2+106.19=2949.05KN2197.92+12.25×3.6=2242.02KN2949.05+12.25×3.6=2993.15KN2242.02+197.89+197.65=2637.56KN2993.15+219.73×2+106.19=3538.8KN2637.56+12.25×5.6=2706.16KN3538.8+12.25×5.6=3582.9KN恒载下梁剪力图、柱轴力图（单位：KN）3.2活荷载下框架的内力计算3.2.1活荷载下二次弯矩分配法计算杆端弯矩活荷载作用下用二次弯矩分配法计算杆件弯矩计算方法同恒载计算方法相同梁端固端弯矩顶层各杆的固端弯矩为：中间层各杆的固端弯矩为：弯矩分配与传递见下图所示。首先将各节点的分配系数填在相应的方框内，将梁的固端弯矩填写在框架横梁相应位置上，然后将节点放松，把各节点不平衡弯矩同时进行分配。假定：远端固定进行传递；右（左）梁分配弯矩向左（右）梁传递；上（下）柱分配弯矩向下（上）柱传递（传递系数均为1/2）；第一次分配弯矩传递后，再进行第二次弯矩分配，然后不再传递。活荷载作用下的弯矩分配与传递如下图:上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.7230.2770.2170.5660.2170.2770.723-21.2021.20-21.2021.2015.335.870.000.000.00-5.87-15.3322.220.002.940.00-2.940.00-22.22-16.07-6.150.000.000.006.1516.0721.48-21.4824.140.00-24.1421.48-21.480.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.3317.180.000.000.000.00-17.18-44.33-44.337.6722.220.008.590.000.00-8.590.00-7.67-22.22-12.52-12.25-4.840.000.000.000.004.8412.5212.5239.5854.13-93.70114.630.000.00-114.6393.70-39.58-54.130.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.4317.180.000.000.000.00-17.18-44.43-44.4322.2222.220.008.590.000.00-8.890.00-22.22-22.22-18.62-18.62-7.20.000.000.000.007.218.6218.6248.0348.03-96.06114.630.000.00-114.6396.06-48.03-48.030.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.4317.180.000.000.000.00-17.18-44.43-44.4322.2222.220.008.590.000.00-8.590.00-22.22-22.22-18.62-18.62-7.20.000.000.000.007.218.6218.6248.0348.03-96.06114.630.000.00-114.6396.06-48.03-48.030.4190.4190.1620.1390.3610.3610.1390.1620.4190.419-106.04106.04-106.04106.0444.4344.4317.180.000.000.000.00-17.18-44.43-44.4322.2226.140.008.590.000.00-8.590.00-22.22-26.14-20.26-20.26-7.830.000.000.000.007.8320.2620.2646.3950.31-96.69114.630.000.00-114.6396.69-46.39-50.310.4930.3170.1890.1590.4150.2670.1590.1890.4930.317-106.04106.04-106.04106.0452.2833.6120.040.000.000.000.00-20.04-52.28-33.6122.220.0010.020.000.00-10.020.00-22.22-10.95-7.04-4.200.000.000.000.004.2010.957.0463.5526.57-90.2116.060.000.00-116.0690.2-63.55-26.5713.290-13.29单位：KN·m活载作用下框架弯矩图（单位：KN·m）3.2.2活载下框架剪力及轴力计算梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得：①荷载引起的剪力：V左=V右=q1L1/2②弯矩引起的剪力：边跨：V左=-V右=（M左+M右）/L剪力和轴力计算结果如下：轴力计算：活荷载下梁剪力、柱轴力图（单位：kN·m）3.3风荷载下框架的内力计算内力计算采用D值法a值及相应的K值的计算公式楼层简图Kα一般层α=底层α=各层柱子的D值：一般层700×700柱子的D值计算：边柱：k=α=D=α×中柱：k=α=D=α×底层700×700柱子的D值计算：边柱：k=α=D=α×中柱：k=α=D=α×各层柱D值及每根柱分配的剪力 654321C柱2.4852.4852.4852.4852.4851.731D柱4.2764.2764.2764.2764.2762.174E柱2.4852.4852.4852.4852.4851.7319.2469.2469.2469.2469.2465.636层间剪力11.7712.3811.3210.9110.9113.94C柱剪力3.333.042.932.934.28D柱剪力5.725.245.055.055.38E柱剪力3.333.042.932.934.28柱底至反弯点的高度y可以由下式计算：y=(y0+y1+y2+y3)，其中y0为标准反弯点高度比，为上下梁刚度比变化时的反弯点高度比修正系数，、是柱上下层高度变化时的反弯点高度比修正系数。各层柱反弯点高度比计算层数6n=6;j=65n=6;j=54n=6;j=43n=6;j=32n=6;j=21n=6;j=1C柱K=0.384y0=0.184α1=1y1=y2=y3=0y=y0=0.184K=0.384y0=0.292α1=1y1=y2=y3=0y=y0=0.292K=0.384y0=0.35α1=1y1=y2=y3=0y=y0=0.35K=0.384y0=0.442α1=1y1=y2=y3=0y=y0=0.442K=0.384y0=0.508α1=1y1=y2=y3=0y=y0=0.508K=0.597y0=0.702α1=1y1=y2=y3=0y=y0=0.702D柱K=0.768y0=0.3α1=1y1=y2=y3=0y=y0=0.3K=0.768y0=0.4α1=1y1=y2=y3=0y=y0=0.4K=0.768y0=0.434α1=1y1=y2=y3=0y=y0=0.434K=0.768y0=0.45α1=1y1=y2=y3=0y=y0=0.45K=0.768y0=0.5α1=1y1=y2=y3=0y=y0=0.5K=1.194y0=0.631α1=1y1=y2=y3=0y=y0=0.631E柱K=0.384y0=0.184α1=1y1=y2=y3=0y=y0=0.184K=0.384y0=0.292α1=1y1=y2=y3=0y=y0=0.292K=0.384y0=0.35α1=1y1=y2=y3=0y=y0=0.35K=0.384y0=0.442α1=1y1=y2=y3=0y=y0=0.442K=0.384y0=0.508α1=1y1=y2=y3=0y=y0=0.508K=0.597y0=0.702α1=1y1=y2=y3=0y=y0=0.702柱端弯矩计算公式为：M下=V×y×h,M上=V×(1-y)×h在求得柱端弯矩后，可以由接点平衡条件求得梁端弯矩，公式为：顶部边节点：Mb=Mc一般边节点：Mb=Mc1+Mc2中间节点按梁线刚度比分配柱端弯矩：Mb1=ib1(Mc1+Mc2)/(ib1+ib2)Mb2=ib2(Mc1+Mc2)/(ib1+ib2)计算各柱端弯矩计算（单位KN·m）：M5-6=3.160.1843.6=2.093M11-12=5.440.33.6=5.875M17-18=3.160.1843.6=2.093M6-5=3.16(1-0.184)3.6=9.283M12-11=5.44(1-0.3)3.6=13.709M18-17=3.16(1-0.184)3.6=9.283M4-5=3.330.2923.6=3.500M10-11=5.720.43.6=8.237M16-17=3.330.2923.6=3.500M5-4=3.33(1-0.292)3.6=8.488M11-10=5.72(1-0.4)3.6=12.355M17-16=3.33(1-0.292)3.6=8.488M3-4=3.040.353.6=3.830M9-10=5.240.4343.6=8.187M15-16=3.040.353.6=3.830M4-3=3.04(1-0.35)3.6=7.114M10-9=5.24(1-0.434)3.6=10.677M16-15=3.04(1-0.35)3.6=7.114M2-3=2.930.4423.6=1.570M8-9=5.050.453.6=8.181M14-15=2.930.4423.6=1.570M3-2=2.93(1-0.442)3.6=5.886M9-8=5.05(1-0.45)3.6=2.020M15-14=2.93(1-0.442)3.6=5.886M1-2=2.930.5083.6=5.358M7-8=5.050.53.6=9.09M13-14=2.930.5083.6=5.358M2-1=2.93(1-0.508)3.6=5.190M8-7=5.05(1-0.5)3.6=9.09M14-13=2.93(1-0.508)3.6=5.190MC-1=4.280.7025.6=16.826MD-7=5.380.6315.6=19.011ME-13=4.280.7025.6=16.826M1-C=4.28(1-0.702)5.6=7.142M7-D=5.38(1-0.631)5.6=11.117M13-E=4.28(1-0.702)5.6=7.142计算各梁端弯矩计算：M6-12=M6-5=9.283；M12-6=M12-11=0.513.709=6.855M12-18=M12-11=0.513.709=6.855；M18-12=M18-17=9.283同理有：M5-11=10.581;M11-5=9.115;M11-17=9.115;M17-11=10.581M4-10=10.614;M10-4=9.457;M10-16=9.457;M16-10=10.614M3-9=9.716;M9-3=9.093;M9-15=9.093;M15-9=9.716M2-8=9.852;M8-2=8.636;M8-14=8.636;M14-8=9.852M1-7=12.500;M7-1=10.104;M7-13=10.104;M13-7=12.500梁端剪力计算：风荷载作用下的框架弯矩图（单位：kN·m）风荷载作用下的框架剪力和柱轴力图（单位：KN）3.4水平地震作用下框架的内力计算各层柱端弯矩计算及梁端弯矩计算方法同风荷载作用下框架内力计算。计算结果见下表。此建筑物为一般建筑物，场地土壤属Ⅱ类场地，设计地震分组为第一组，其抗震设防烈度为7度，根据框架结构的高度h=17.7m〈30m。对于高度不超过40m，质量和刚度沿高度分布较均匀的框架结构，可以采用底部剪力法。各层柱剪力计算：楼层ABC630.1330.13526.9626.96422.1122.11317.2517.25212.412.417.867.86计算各柱的柱端弯矩：(单位：)M5-6=30.130.1843.6=19.958M11-12==32.540M17-18=30.130.1843.6=19.958M6-5=30.13(1-0.184)3.6=88.510M12-11=30.13(1-0.3)3.6=75.928M18-17=30.13(1-0.184)3.6=88.510M4-5=26.960.2923.6=28.340M10-11=26.960.43.6=38.822M16-17=26.960.2923.6=28.340M5-4=26.96(1-0.292)3.6=68.716M11-10=26.96(1-0.4)3.6=58.234M17-16=26.96(1-0.292)3.6=68.716M3-4=22.110.353.6=27.859M9-10=22.110.4343.6=8.187M15-16=22.110.353.6=27.859M4-3=22.11(1-0.35)3.6=51.737M10-9=22.11(1-0.434)3.6=45.051M16-15=22.11(1-0.35)3.6=51.737M2-3=17.250.4423.6=27.448M8-9=17.250.453.6=27.945M14-15=17.250.4423.6=27.448M3-2=17.25(1-0.442)3.6=34.652M9-8=17.25(1-0.45)3.6=34.155M15-14=17.25(1-0.442)3.6=34.652M1-2=12.40.5083.6=22.677M7-8==22.32M13-14=12.40.5083.6=22.677M2-1=12.4(1-0.508)3.6=21.963M8-7=12.4(1-0.5)3.6=22.32M14-13=12.4(1-0.508)3.6=21.963MC-1=7.860.7025.6=30.899MD-7=7.860.6315.6=27.774ME-13=7.860.7025.6=30.899M1-C=7.86(1-0.702)5.6=13.117M7-D=7.86(1-0.631)5.6=16.242M13-E=7.86(1-0.702)5.6=13.117梁端弯矩计算(单位：)M6-12=M6-5=88.51；M12-6=M12-11=0.575.928=37.964M12-18=M12-11=0.575.928=37.964；M18-12=M18-17=88.51同理有：M5-11=88.674;M11-5=45.387;M11-17=45.387;M17-11=88.674M4-10=80.077;M10-4=41.937;M10-16=41.937;M16-10=80.077M3-9=62.511;M9-3=34.35;M9-15=34.35;M15-9=62.511M2-8=49.411;M8-2=25.133;M8-14=25.133;M14-8=49.411M1-7=35.794;M7-1=19.281;M7-13=19.281;M13-7=35.794梁端剪力计算：水平地震作用下的框架弯矩图（单位：kN·m）水平地震作用下的框架剪力和柱轴力图（单位：KN）第四章内力组合4．1内力组合方式根据前面的内力计算结果，即可进行框架各梁柱控制截面上的内力组合。其中梁的控制截面为梁端柱边及跨中，由于结构对称，荷载对称。一层的梁取6个控制界面，柱分3个柱，每根柱取2个控制截面。内力组合使用的控制截面标于下图。内力组合控制截面图内力组合由竖向荷载作用、风荷载作用与地震荷载作用组合而成，因所取的这榀框架比较特殊，无论取左风荷载还是右风荷载均只有一边受力，所以在进行内力组合的时候均取左风荷载进行计算，就不再分左风荷载与右风荷载的区别。组合时直接将其相应数值与竖向荷载作用下的弯矩值，剪力符号一致，即可得组合的最不利值。地震荷载作用组合与风荷载作用组合同理进行组合取值。①恒荷载效应控制的组合：②竖向荷载与水平地震作用下的组合：4．2框架梁内力组合梁内力组合表楼层截面恒荷载活荷载地震荷载①组合②组合MmaxMminVmaxMVMVMVMVMV六层1-183.82212.30-17.1814.43-88.5114.053-345.96281.69-345.96281.692371.0515.02515.64515.643-260-236.62-19.31-15.0337.96-14.053-274.24-311.23-274.24311.234-260236.62-19.3115.03-37.9614.053-372.93-311.23-372.93311.235371.0515.02515.64515.646-183.82-212.30-17.18-14.4388.51-14.053-115.83-281.69-115.83281.69五层1-294.38201.31-74.9671.37-88.5714.90-513.50303.76-513.5303.762158.8188.30-300.93300.933-348.38-216.31-91.70-76.0245.39-14.90-414.07-324.55-414.07324.554-348.38216.31-91.7076.02-45.3914.90-532.08324.55-532.08324.555158.8188.30300.93300.936-294.38-201.31-74.96-71.3788.67-14.90-282.96-303.76-282.96303.76四层1-291.94200.97-76.8579.13-80.7713.56-501.44306.27-501.44306.272160.8186.74302.1024.89302.103-348.38-216.65-91.70-75.7641.94-13.56-418.55-323.06-418.55323.064-348.38216.65-91.7075.76-41.9413.56-527.60323.06-527.60323.065160.8186.74302.10302.106-291.94-200.97-76.85-79.1380.77-13.56-291.44-306.27-291.44306.27三层1-291.94200.97-76.8579.13-62.5110.76-477.70302.63-477.70302.632160.8186.74302.10302.103-348.38-216.65-91.70-75.7634.35-10.76-428.42-319.42-428.42319.424-348.38216.65-91.7075.76-34.3510.76-517.73319.42-517.73319.425160.8186.74302.10302.106-291.94-200.97-76.85-79.1362.51-10.76-315.18302.63-315.18302.63二层1-293.87201.24-77.3571.70-49.418.28-463.29295.27-463.29295.272159.2286.33299.55299.553-348.38-216.38-91.70-75.6925.13-8.28-440.41-313.35-440.41313.354-348.38216.38-91.7076.69-25.138.28-505.75313.35-505.75313.355159.2286.33299.55299.556-293.87-201.24-77.35-71.7049.41-8.28-334.82-295.27-334.82295.27一层1-274.12197.89-72.1670.82-35.796.12-418.77287.92-418.77287.922171.9489.66319.99319.993-352.73-219.73-92.85-76.5719.28-6.12-453.92-317.57-453.92317.574-352.73219.73-92.8576.57-19.286.12-504.05317.57-504.05317.575171.9489.66319.99319.996-274.12-197.89-72.16-70.8235.79-6.12-325.71-287.92-325.71287.924．3框架柱内力组合边柱C(E)柱内力组合表楼层柱子截面恒荷载活荷载地震荷载①组合②组合|M|max及NNmax及|M|Nmin及MMNMNMNMNMNMNMNMN六层C2229.77426.4321.4822.4388.5114.05331.24597.66403.68548.92403.68548.92331.24597.66403.68548.921193.39470.5339.5822.4319.9614.05299.86657.20281.76596.36299.86657.20299.86657.20281.76596.36五层C2174.59869.4954.13133.868.7228.95288.741304.94331.321161.30331.321161.30288.741304.94331.321161.301182.46913.5948.03133.828.3428.95293.391318.79284.611214.22293.391318.79293.391318.79284.611214.22四层C2182.461312.2148.03252.9351.7442.51293.392019.35315.031781.67315.031781.67293.392019.35315.031781.671182.461356.3148.03252.9327.8642.51293.392078.89283.991834.59293.392078.89293.392078.39283.991834.59三层C1182.461754.9348.03372.0634.6553.27293.392733.77292.822398.40293.392733.77293.392733.77292.822398.401176.221799.0346.39372.0627.4553.27309.792793.31274.982451.32309.792793.31309.792793.31274.982451.32二层C2191.122197.9250.31483.7621.9661.55307.323441.28288.083007.78307.323441.28307.323441.28288.083007.781241.392242.0263.55483.7622.6861.55388.163500.81357.283060.70388.163500.81388.163500.81357.283060.70一层C2100.952637.5626.57594.5813.1267.67162.324143.39154.143609.79162.324143.39162.324143.39154.143609.79150.482706.1613.29594.5830.9067.6781.174236.00108.723691.92108.723691.9281.174236.00108.723691.92中柱内力组合表楼层柱子截面恒荷载活荷载地震荷载①组合②组合|M|max及NNmax及|M|Nmin及MMNMNMNMNMNMNMNMN六层D20615.91039.0637.9628.110869.7649.35799.0749.35799.070869.7649.35799.0710660.01039.0632.5428.110929.2942.30851.9942.30851.990929.2942.30851.99五层D201198.820236.1058.2357.9001849.7975.701655.5175.701655.5101849.7975.701655.51101242.920236.1038.8257.9001909.3250.471708.4350.471708.4301909.3250.471708.43四层D201782.410432.6245.0585.0102830.2258.572508.9858.572508.9802830.2258.572508.98101826.510432.6234.5585.0102889.7644.922561.9044.922561.9002889.7644.922561.90三层D202366.000629.1434.16106.5403810.6644.413355.1944.413355.1903810.6644.413355.19102410.100629.1427.95106.5403870.1936.343408.1136.343408.1103870.1936.343408.11二层D202949.050825.5222.32123.1004790.2329.024194.2029.024194.2004790.2329.024194.20102993.150825.5222.32123.1004849.7629.024247.1229.024247.1204849.7629.024247.12一层D203538.8001023.6627.77135.3405840.5721.115036.7021.115036.7005780.5721.115036.70103582.9001023.6627.77135.3405840.1036.105089.6236.105089.6205840.1036.105089.624．3．1框架梁端弯矩及剪力根据上表计算所得的弯矩值计算，并同上表的结果比较得梁剪力设计值V。计算公式为：，其中计算过程见下表：楼层梁6CD345.96274.248.5223.69303.95DE372.93115.838.5223.69286.945CD513.50414.078.5242.89362.93DE532.08282.968.5242.89348.374CD501.44418.558.5242.89361.95DE527.60291.448.5242.89348.883CD477.70428.428.5242.89360.15DE517.73315.188.5242.89350.682CD463.29440.418.5242.89359.84DE505.75334.828.5242.89351.671CD418.77453.928.5242.89355.83DE504.05325.718.5242.89350.27根据柱子内力组合表计算所得的弯矩值计算柱剪力设计值。计算公式为计算过程见下表：楼层柱MtMbHnVc6C403.68281.763.1243.22D49.3542.303.132.523C331.32293.393.1221.67D75.7050.473.140.704C315.03293.393.1215.89D58.5744.923.136.723C293.39309.793.1214.03D44.4136.343.128.652C307.32388.163.1246.78D29.0229.023.120.591C162.32108.725.158.46D21.14截面设计5.1框架梁截面设计5.1.1框架梁正截面设计所有梁混凝土等级采用C30，fc=14.3N/mm2，ft=1.43N/mm2，纵向钢筋选用HRB335钢筋，fy=300N/mm2，箍筋选用HPB235钢筋，fy=210N/mm2。梁的截面尺寸为300mm×800mm，则。承载里抗震调整系数γRE=0.75。三级抗震设防要求，框架梁的混凝土受压区高度X≤0.35h0。X1=0.35h01=0.35×765=267.75mm。梁的纵筋最小配筋率：支座：0.25%××300×765=0.25%××300×765=600mm2(55×)%××300×765=629mm2所以Asmin=629mm²跨中：0.2%××300×765=0.2%××300×765=480mm2(45×)%××300×765=515mm2所以As1min=515mm²箍筋的配筋率：。因为结构、荷载均对称，故整个框架采用左右对称配筋，当梁下部受拉时，按T形截面设计。当梁上部受拉时，按矩形截面设计。以第五层梁为例，给出计算方法和过程，其他梁的配筋只给出简要计算过程。跨中下部受拉，按T形截面设计，翼缘计算宽度按跨度考虑时，==，考虑抗震调整系数γRE=0.75，弯矩设计值为0.75×515.64=386.73KN·m。>386.73KN·m可以判断为第一类T形截面。，=>As1min=515mm²。。故按最小配筋率,配418+220，实配As=1645mm²。将下部钢筋伸入支座，作为支座负弯矩作用下的受压钢筋，，再计算相应的受拉钢筋。考虑抗震承载力调整系数，弯矩设计值=0.75×372.93=279.7KN·m。，说明As富余，达不到屈服，可以近似取=>As1min=515mm²。故配420，实配As=1256mm²。六层其他支座截面的配筋同上：五层：跨中：>225.7KN·m可以判断为第一类T形截面。,=>As1min=515mm²。故按最小配筋率,配418，实配As=1017mm²。支座：，，说明不能达到其抗压强度设计值，可以近似的取=>As1min=515mm²,故配418，实配As=1017mm²。四层：跨中：，配418，实配As=1017mm²。支座：，=故配418，实配As=1017mm²三层：跨中同理可取：配418，实配As=1017mm²。支座同理可取：配418，实配As=1017mm²。二层：跨中同理可取：配418，实配As=1017mm²。支座同理可取：配418，实配As=1017mm²。一层：跨中同理可取：配418，实配As=1017mm²。支座同理可取：配418，实配As=1017mm²。梁正截面配筋计算表楼层截面M（KN·m）AS（mm2）ASmin（mm2）实配AS（mm2）61-345.96420,12562515.640.0151640.93515418+220,16453-274.24420,12564-372.93420,12565515.64418+220,16456-115.85420,125651-513.50418,10172300.930.009984.6515418,10173-414.07418,10174-532.08418,10175300.93418,10176-282.96418,101741-501.44418,10172302.10418,10173-418.55.55418,10174-527.60418,10175302.1418,10176-291.44418,101731-477.70418,10172302.10418,10173-428.42418,10174-517.73418,10175302.1418,10176-315.18418,101721-463.29418,10172299.55418,10173-440.41418,10174-505.75418,10175299.55418,10176-334.822418,101711-418.77418,10172319.99418,10173-453.92418,10174-504.05418,10175319.99418,10176-325.71418,1017承载能力抗震系数γRE=0.85。以第六层CD跨梁为例，给出计算方法与过程。其他各梁的配筋计算见表格。CD跨，属厚腹梁。γRE×=0.85×362.93=308.49KN<0.25=0.25×1.0×14.3×300×765=820.51KN，故截面尺寸满足要求。=0.7×1.43×300×765=229.73KN<308.49KN故应该按计算进行配箍:梁端箍筋加密区箍筋计算（加密区长度为1.5=1.5×800=1200mm）取箍筋为双肢箍φ8@100，则，满足要求。非加密区取箍筋双肢箍φ8@200。楼层梁VbV加密区钢筋非加密区钢筋6CD303.95258.36820.510.14双肢箍φ8@100双肢箍φ8@200DE286.94243.90820.510.07双肢箍φ8@100双肢箍φ8@2005CD362.93308.49820.510.39双肢箍φ8@100双肢箍φ8@200DE348.37296.11820.510.33双肢箍φ8@100双肢箍φ8@2004CD361.85307.66820.510.39双肢箍φ8@100双肢箍φ8@200DE348.88296.55820.510.33双肢箍φ8@100双肢箍φ8@2003CD360.15306.13820.510.38双肢箍φ8@100双肢箍φ8@200DE350.68298.92820.510.34双肢箍φ8@100双肢箍φ8@2002CD359.84305.86820.510.38双肢箍φ8@100双肢箍φ8@200DE351.67298.92820.510.34双肢箍φ8@100双肢箍φ8@2001CD355.83302.46820.510.38双肢箍φ8@100双肢箍φ8@200DE350.27297.73820.510.34双肢箍φ8@100双肢箍φ8@2005.2框架柱截面设计各层柱采用C30混凝土。C30：，ft=1.43N/mm2。纵向钢筋选用HRB400钢筋，fy=360N/mm2，箍筋选用HPB235钢筋，fy=210N/mm2。柱的截面尺寸为700mm×700mm，h0=700-35=665mm，三级抗震设防要求，抗震调整系数γRE=0.8框架柱纵筋最小配筋率应满足0.6%，Asmin=0.006×700×665=2793mm²。5.2.1柱截面尺寸验算柱截面尺寸宜满足剪跨比和轴压比的要求：剪跨比，其值宜大于2，三级轴压比应小于0.9。其中M、V、N均不应考虑抗震承载力调整系数。柱的剪跨比和轴压比验算楼层柱bhMcVcN6C700700403.68243.22657.202.370.099D70070049.3532.52929.292.170.1395C700700331.32221.671318.792.140.198D70070075.7040.701909.322.660.2874C700700315.03215.892078.392.080.312D70070058.5736.722889.762.280.4343C700700292.82214.032793.311.950.420D70070044.4128.6538812C700700288.08246.783500.811.670.526D70070029.0220.594849.762.010.7291C700700154.1458.464236.003.770.636D70070021.1112.345840.102.440.877,,当为大偏心受压柱，时为小偏心受压柱。,，，,且当时取。当；，，，。当，；（小偏心时）当，；（小偏心时）C(E)柱正截面配筋计算A柱六层五层四层三层二层一层组合方式|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N|M|max及NNmax及MMmin及N对应M403.68299.86403.68331.32293.39331.32315.03293.39315.03309.79309.79292.82388.16388.16288.08162.3281.17154.14对应N548.92657.20548.921161.301318.791161.301781.672078.391781.672793.312793.312398.403500.813500.813007.784143.394236.003609.790.070.080.040.230.270.230.360.360.310.450.450.3