《S市区商品住宅2#楼结构设计》15000字（论文）

杭州市25号地块住宅楼2#楼结构设计第3.2.2恒载计算图3-2各层梁上作用的恒载在图3-1中，q1为均布荷载形式的横梁自重。q2,q3，q4q1=0.25×0.5×25×1.05=3.25P1板重和女儿墙等的重力荷载，计算如下：P1=(2.1×2.1×12)×2×1P集中力矩：M12～5层，q1包括梁自重和其上横墙自重，为均布荷载。其他荷载计算方法同顶层。q1=0.25×0.5×25×1.05+2.08×(2.9−0.5)=8.4P1=(2.1×2.1×12)×2×12P4=2.1−1.5+2.1其中底层M1将以上结果汇总，见表表3-4横向框架恒荷载汇总表层次q(kN/)q(kN/m)q(kN/)q(kN/m)P(kN)P(kN)P(kNP(kN)M(kN·m)M(kN·m)63.2518.049.0112.8743.9046.9539.8842.323.283.1758.2414.257.1110.1840.3559.2654.0844.653.013.3548.2414.257.1110.1840.3559.2654.0844.653.013.3538.2414.257.1110.1840.3559.2654.0844.653.013.3528.2414.257.1110.1840.3559.2654.0844.653.013.3518.2414.257.1110.1840.3559.2654.0844.656.026.693.3活荷载标准值计算活荷载标准值参照现行《建筑结构荷载规范》：住宅楼的楼面活荷载标准值2.0kN/m²，阳台、卫生间2.5kN/m²；非上人屋面活荷载标准值0.5kN/m²，屋面雪荷载0.4kN/m²（屋面活荷载标准值和雪荷载取两者较大值计算）。图3-3各层梁上作用的活载对于顶层，在屋面雪荷载作用下q2=0.2×4.2=0.84kN/mP1M1在屋面活荷载作用下，q2=0.5×4.2=2.1kN/mP1M12到5层EMBEDEquation.DSMT4q2=2.0×4.2=8.4kN/m

qP1=2.0×4.M1底层：M1表3-5横向框架活荷载汇总表层次q(kN/m)q(kN/)q(kN/m)P(kN)P(kN)P(kN)P(kNM(kN·m)M(kN·m)62.1(0.8)1.05(0.42)1.5(0.60)3.85(0.86)3.85(1.53)3.67(1.46)2.01(0.810)0.16(0.06)0.14(0.05)58.404.206.08.8015.4214.707.90.650.6048.404.206.08.8015.4214.707.90.650.6038.404.206.08.8015.4214.707.90.650.6028.404.206.08.8015.4214.707.90.650.6018.404.206.08.8015.4214.707.90.650.60注：表中括号内数值对应屋面雪荷载作用情况。3.4风荷载标准值计算

风压标准值计算公式：Wx=βzμsμzω0，金华市的基本风压ω0=0.35kN/m²，地面粗糙程度为C类，因结构高度18m<30m（表4-1μz离地高度(m)369121518μ0.650.650.650.650.740.74风荷载标准值以6层为例进行计算：P其余各层计算见表4-2（B、H分别为这一榀框架的迎风面宽度以及高度）：表4-2风荷载标准值P层次离地高度(m)βμμωB(m)H(m)Pk618.21.01.30.740.354.23.04.24515.21.01.30.740.354.23.04.24412.21.01.30.650.354.23.03.7339.21.01.30.650.354.23.03.7326.21.01.30.650.354.23.03.7313.21.01.30.650.354.24.04.94向框架在风荷载作用下的计算简图如图4-7：图4-7横向框架在风荷载作用下计算简图3.5地震作用标准值计算恒荷载总值计算屋面249.48标准层249.48底层249.48活荷载总值计算屋面7.18+6.13++6.6+（16.39+18.58）×2=标准层8.72+8.25+7.52+（17.88+20.31）×2=1屋框架重力荷载代表值：G标准层框架重力荷载代表值：G标准层框架重力荷载代表值：G（2）柱的侧移刚度计算11轴一榀框架的抗侧刚度的计算见表4-3：表4-3地震作用柱的抗侧刚度层次柱轴号线刚度比KαiℎcD=∑2-6E1.330.67230002.7524281.5272844.57C1.330.67230002.7524281.52B1.330.67230002.7524281.521E1.460.57420003.7520303.2260909.67C1.460.57420003.7520303.22B1.460.57420003.7520303.22（3）结构自振周期的计算按顶点位移法计算，计算公式为：T考虑填充墙对框架刚度的影响，取基本周期调整系数α0=0.6。其中∆T表4-4横向框架顶点位移计算层次G∑D∆∆6463.96463.9672844.574780.010.215767.651231.6172844.574780.020.204767.651999.2672844.574780.030.183767.652766.9172844.574780.040.162767.653534.5672844.574780.050.121817.654302.2160909.667520.070.07（4）水平地震作用标准值计算本工程设防烈度为七度，场地类别为二类，抗震设计分组为第一组，查抗震规范得，水平地震影响系数最大值αmax=0.08，场地特征周期α1结构等效总重力荷载：Geq则框架横向水平地震作用标准值：Fek由于T1<T楼层地震作用和地震剪力标准值计算见表4-5：表4-5地震作用标准值计算层次G层高(m)HiGGFi6463.963.019.08815.240.1943.475767.653.016.012282.40.2660.564767.653.013.09979.450.2149.213767.653.010.07676.50.1637.852767.653.07.05373.550.1126.501817.654.04.03270.60.0716.13—汇总——47397.74—233.71（5）剪重比验算根据《抗震设计规范》的要求：七度抗震烈度的最小地震剪力系数为0.016，剪重比的验算见表4-6：表4-6剪重比验算层次G∑Fi层间剪力Viλ=V6463.96463.9643.4743.470.095767.651231.6160.56104.030.084767.651999.2649.21153.240.083767.652766.9137.85191.090.072767.653534.5626.50217.580.061817.654302.2116.13233.710.05结论：最小剪重比为0.0604>0.016，满足最小地震剪力系数的要求。横向框架在水平地震作用下的计算简图如图4-8：图4-8横向框架在水平地震作用下计算简图3.6侧移验算

3.6.1风荷载作用下的侧移验算按式ui表4-7风荷载作用下侧移验算层次Fi(Vi(∑D(kN)层间位移(m)层高(m)位移角64.244.2449269.420.00008630.000028754.248.4849269.420.00017230.000057443.7312.2149269.420.00024830.000082633.7315.9449269.420.00032430.000107823.7319.6749269.420.00039930.000133114.9424.6170963.200.00034740.0000867结论：层间最大位移角为0.00001331<1/550=0.001818，满足要求。3.6.2地震作用下的侧移验算地震作用下侧移验算结果见表4-8：表4-8地震作用下侧移验算层次Fi(Vi(∑D(kN)层间位移(m)层高(m)位移角643.4743.4749269.420.00088230.0002941560.56104.0349269.420.00211130.0007038449.21153.2449269.420.00311030.0010367337.85191.0949269.420.00387830.0012928226.50217.5849269.420.00441630.0014721116.13233.7170963.200.00329340.0008233结论：层间最大位移角为0.0014721<1/550=0.001818，满足要求。第四章内力计算4.1横向作用下的内力计算4.1.1风荷载作用下的内力计算

风荷载作用下的内力计算采用采用D（1）柱剪力计算依照DV其余柱分配剪力计算见表5-7：表5-7风荷载作用下柱剪力分配层号柱轴号64.244.24E24281.5272844.571.41C24281.521.41B24281.521.4154.248.48E24281.5272844.572.83C24281.522.83B24281.522.8343.311.78E24281.5272844.573.93C24281.523.93B24281.523.9333.7315.51E24281.5272844.575.17C24281.525.17B24281.525.1723.7319.24E24281.5272844.576.41C24281.526.41B24281.526.4114.9424.18E20303.2260909.678.06C20303.228.06B20303.228.06（2）柱弯矩计算反弯点高度：y对于11轴横向框架，柱上下横梁线刚度无变化，则y1=0；底层柱α2=ℎu/ℎ=0.75且αc>0.6，查表得以6层G轴为例计算柱端弯矩：MM其余柱端弯矩计算见表5-8：表5-8风荷载作用下柱端弯矩层号柱轴号柱高(m)(m)6E3.000.670.291.41-3.01-1.23C3.000.670.291.41-3.01-1.23B3.000.670.291.41-3.01-1.235E3.000.670.392.83-5.17-3.31C3.000.670.392.83-5.17-3.31B3.000.670.392.83-5.17-3.314E3.000.670.403.93-7.07-4.71C3.000.670.403.93-7.07-4.71B3.000.670.403.93-7.07-4.713E3.000.670.455.17-8.53-6.98C3.000.670.455.17-8.53-6.98B3.000.670.455.17-8.53-6.982E3.000.670.506.41-9.62-9.62C3.000.670.506.41-9.62-9.62B3.000.670.506.41-9.62-9.621E4.000.570.708.06-9.67-22.57C4.000.570.708.06-9.67-22.57B4.000.570.708.06-9.67-22.57（3）梁弯矩计算利用节点弯矩平衡计算梁端弯矩，以5层E轴为例：Mb左右梁端弯矩根据线刚度分配：MM其余梁端弯矩计算见表5-9：号节点Mb梁相对线刚度iM(kN·m)左右左右6G1.64010.001.64E2.7010.771.531.18C2.370.770.881.111.27B1.710.8801.710.005G4.01010.004.01E5.7910.773.272.52C5.690.770.882.663.04B3.670.8803.670.004G6.22010.006.22E9.2110.775.204.01C8.990.770.884.204.80B6.190.8806.190.003G8.80010.008.80E12.9910.777.345.65C12.610.770.885.886.73B7.890.8807.890.002G10.51010.0010.51E15.5010.778.756.74C14.880.770.886.947.93B9.830.8809.830.001G11.86010.0011.86E17.5710.779.937.65C17.930.770.888.379.56B12.250.88012.250.00表5-9风荷载作用下梁端弯矩（4）梁剪力计算、柱轴力计算以6层DC为例计算梁端剪力：V其余梁端剪力和柱中轴力计算见表5-10：表梁端剪力层号节点(kN·m)梁相对线刚度(kN·m)左右左右6E-3.0100.680.00-3.01C-3.010.680.77-1.41-1.60B-3.010.770-3.010.005E-6.4000.680.00-6.40C-6.400.680.77-3.00-3.40B-6.400.770-6.400.004E-10.3800.680.00-10.38C-10.380.680.77-4.87-5.51B-10.380.770-10.380.003E-13.2400.680.00-13.24C-13.240.680.77-6.21-7.03B-13.240.770-13.240.002E-16.6000.680.00-16.60C-16.600.680.77-7.78-8.81B-16.600.770-16.600.001E-19.2900.680.00-19.29C-19.290.680.77-9.05-10.24B-19.290.770-19.290.00表5-10风荷载作用下梁端剪力和柱中轴力层号节点/柱轴号梁端剪力(kN)柱中轴力(kN)左右6E-4.420.00-0.880.88C-4.61-0.88-0.961.84B0.00-0.960.000.965E-9.400.00-1.862.74C-9.80-1.86-2.045.74B0.00-2.040.003.004E-15.240.00-3.025.76C-15.88-3.02-3.3112.07B0.00-3.310.006.313E-19.450.00-3.859.61C-20.27-3.85-4.2220.14B0.00-4.220.0010.542E-24.380.00-4.8314.44C-25.41-4.83-5.2930.27B0.00-5.290.0015.831E-28.340.00-5.6120.05C-29.54-5.61-6.1542.03B0.00-6.150.0021.98（5）风荷载作用下横向框架内力图（弯矩、剪力、轴力）如图5-8：（a）风荷载作用下弯矩图（单位：kN·m）（b）风荷载作用下剪力图（单位：kN）（c）风荷载作用下轴力图（单位：kN）图5-8风荷载作用下横向框架内力图4.1.2地震作用下的内力计算

地震作用下的内力计算同风荷载计算过程，详见表5-11、5-12、5-13、5-14。表5-11地震作用下柱剪力分配层号柱轴号643.4743.47E24281.5272844.5714.49C24281.5214.49B24281.5214.49560.56104.03E24281.5272844.5734.68C24281.5234.68B24281.5234.68449.21153.24E24281.5272844.5751.08C24281.5251.08B24281.5251.08337.85191.09E24281.5272844.5763.70C24281.5263.70B24281.5263.70226.50217.59E24281.5272844.5772.53C24281.5272.53B24281.5272.53116.13233.72E20303.2260909.6777.91C20303.2277.91B20303.2277.91表5-12地震作用下柱端弯矩层号柱轴号柱高(m)(m)6E3.000.670.2914.49-30.86-12.61C3.000.670.2914.49-30.86-12.61B3.000.670.2914.49-30.86-12.615E3.000.670.3934.68-63.46-40.57C3.000.670.3934.68-63.46-40.57B3.000.670.3934.68-63.46-40.574E3.000.670.4051.08-91.94-61.30C3.000.670.4051.08-91.94-61.30B3.000.670.4051.08-91.94-61.303E3.000.670.4563.70-105.10-85.99C3.000.670.4563.70-105.10-85.99B3.000.670.4563.70-105.10-85.992E3.000.670.5072.53-108.80-108.80C3.000.670.5072.53-108.80-108.80B3.000.670.5072.53-108.80-108.801E4.000.570.7077.91-93.49-218.14C4.000.570.7077.91-93.49-218.14B4.000.570.7077.91-93.49-218.14表5-13地震作用下梁端弯矩层号节点(kN·m)梁相对线刚度i(kN·m)左右左右6E-30.860.000.680.00-30.86C-30.860.680.77-14.47-16.39B-30.860.770.00-30.860.005E-76.060.000.680.00-76.06C-76.060.680.77-35.67-40.39B-76.060.770.00-76.060.004E-132.520.000.680.00-132.52C-132.520.680.77-62.15-70.37B-132.520.770.00-132.520.003E-166.400.000.680.00-166.40C-166.400.680.77-78.03-88.36B-166.400.770.00-166.400.002E-194.790.000.680.00-194.79C-194.790.680.77-91.35-103.44B-194.790.770.00-194.790.001E-202.280.000.680.00-202.28C-202.280.680.77-94.86-107.42B-202.280.770.00-202.280.00表5-14地震作用下梁端剪力和柱中轴力层号节点/柱轴号梁端剪力(kN)柱中轴力(kN)左右6E-45.340.00-8.988.98C-47.25-8.98-9.8418.82B0.00-9.840.009.845E-111.740.00-22.1331.10C-116.46-22.13-24.2665.21B0.00-24.260.0034.114E-194.660.00-38.5569.65C-202.89-38.55-42.27146.02B0.00-42.270.0076.373E-244.430.00-48.40118.05C-254.76-48.40-53.07247.50B0.00-53.070.00129.452E-286.130.00-56.66174.71C-298.22-56.66-62.13366.29B0.00-62.130.00191.581E-297.150.00-58.84233.55C-309.70-58.84-64.52489.65B0.00-64.520.00256.10地震荷载作用下横向框架内力图（弯矩、剪力、轴力）如图5-9：（a）地震荷载作用下弯矩图（单位：kN·m）（b）地震荷载作用下剪力图（单位：kN）（c）地震荷载作用下轴力图（单位：kN）图5-9地震荷载作用下横向框架内力图4.2竖向作用下内力计算梁端和柱端弯矩采用弯矩二次分配法计算。先确定梁的固端弯矩以及节点各杆的弯矩分配系数。在竖向荷载作用下，结构为偶数跨非对称结构，故可取如图2.3a）所示的两跨框架进行计算，计算过程及结果见图2.10，所得弯矩图见图2.11。梁端弯矩求出以后，从框架中截取隔离体，应用平衡条件，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，柱端剪力可由柱端弯矩确定。柱轴力为柱所在层以上所有与该柱相连的梁端剪力和节点集中力之和，计算恒载作用时的柱轴力要考虑柱自重。计算结果列于表2.28，2.29，2.30，2.31。BCEa)恒载作用下BCEb)活载作用下图3-4横向框架弯矩的二次分配法（M单位kN·m）BCEa)恒载作用下BCEb)活载作用下图3-5竖向荷载作用下框架弯矩图（单位KN·m）表2.28恒载作用下梁的弯矩梁类型层号跨度(m)梁端弯矩(kN·m)跨中弯矩左右(kN·m)CE65.10-56.07-26.8540.6055.10-71.41-46.0423.3445.10-71.66-45.8123.3335.10-71.66-45.8123.3325.10-71.66-45.6223.4215.10-68.50-41.8526.89BC64.80-15.48-47.6229.9154.80-22.69-52.8523.6944.80-22.31-52.8523.8834.80-22.31-52.8523.8824.80-22.31-52.6124.0014.80-23.73-52.7823.20表2.28恒载作用下梁的弯矩梁类型层号跨度(m)梁端弯矩(kN·m)跨中弯矩左右(kN·m)CE65.10-5.02-2.914.3355.10-18.80-10.4518.5445.10-18.93-11.0318.1835.10-18.93-11.0318.1825.10-18.94-11.0018.1915.10-18.48-9.9418.95BC64.80-2.03-4.132.9754.80-7.09-15.6012.8544.80-7.09-15.4512.9234.80-7.09-15.4712.9124.80-8.28-15.4712.3214.80-8.01-15.3312.52表2柱的弯矩与剪力（活载）柱类型层号柱高(m)柱端弯矩(kN·m)柱端剪力(kN)上下上下E轴63-3.44-4.272.572.5753-5.22-5.223.483.4843-5.22-5.223.483.4833-5.22-5.223.483.4823-5.16-5.643.603.6014-3.08-1.541.161.16C轴631.481.40-0.96-0.96531.731.73-1.15-1.15431.731.73-1.15-1.15331.731.73-1.15-1.15231.721.97-1.23-1.23141.180.59-0.44-0.44B轴63-1.85-7.012.952.9553-3.71-3.712.472.4743-3.71-3.712.472.4733-3.71-3.712.472.4723-3.01-2.941.981.9814-3.75-1.881.411.41表2柱的弯矩与剪力（恒载）柱类型层号柱高(m)柱端弯矩(kN·m)柱端剪力(kN)上下上下E轴63-7.43-21.69.689.6853-21.23-21.2314.1514.1543-21.23-21.2314.1514.1533-21.23-21.2314.1514.1523-20.91-22.714.5414.5414-12.44-6.224.674.67C轴638.458.86-5.77-5.77539.549.54-6.36-6.36439.549.54-6.36-6.36339.549.54-6.36-6.36239.5510.07-6.54-6.54146.213.11-2.33-2.33B轴63-12.18-10.287.497.4953-9.38-9.646.346.3443-9.64-9.646.436.4333-9.64-10.186.616.6123-8.32-8.185.505.5014-9.49-4.753.563.56表2.28恒载作用下梁端剪力荷载引起剪力弯矩引起剪力总剪力层BC跨CE跨BC跨CE跨次VB=VCVC=VEVB=-VCVC=-VEVBVCVCVE632.2637.97-6.85.725.5638.9443.7231.26539.1541.32-6.305.0032.8345.4246.3036.35439.1541.32-6.325.0632.8345.4546.3936.26339.1541.32-6.325.0632.8345.4546.3936.26239.1541.32-6.495.0632.8345.6046.4036.20139.1541.32-6.044.0633.0945.2045.3737.28表2.29恒载作用下柱轴力BCE层次N顶N底N顶N底N顶N底669.5080.69129.635142.4074.6587.415153.88165.08293.35306.10168.41181.184238.25249.43457.15469.93262.08274.853322.60333.79620.97633.73355.75368.512406.76417.97784.99797.75449.40462.151491.42526.38947.54966.02544.08562.56表2.30活载作用下梁端剪力荷载引起剪力弯矩引起剪力总剪力BC跨CE跨BC跨CE跨BC跨CE跨层次VB=VCVC=VEVB=-VCVC=-VEVBVCVCVE62.853.93-0.450.422.413.294.373.541.151.580.10-0.071.201.061.531.63511.3515.73-1.781.669.5813.1317.4014.1211.3515.73-1.811.959.5313.1817.6713.83411.3515.73-1.761.569.6013.1017.3014.20311.3515.73-1.761.569.6013.1017.3014.20211.3515.73-1.511.589.8612.8517.3114.20111.3515.73-1.541.689.8312.8517.4014.10表2.31活载作用下柱轴力层次BCE柱顶=柱底（雪荷载）柱顶=柱底（雪荷载）柱顶=柱底（雪荷载）66.2711.505.572.104.122.46516.6757.4328.4812.4550.4025.05427.0322.85103.2596.2351.4848.05337.4833.27149.07142.0574.4671.06248.1443.92194.63187.6297.4794.04158.7854.53240.37233.35120.35116.92注：V以向上为正。内力组合建筑结构设计应根据使用过程中在结构上可能同时出现的荷载，按承载能力极限状态分别进行荷载组合，并选取各自的最不利效应进行设计。5.1弯矩调幅

考虑框架梁塑性变形产生的内力重分布时，应在内力组合之前对竖向荷载作用下的支座处梁端负弯矩进行调幅，调幅系数β=0.1M=梁端负弯矩调幅后，梁跨中弯矩应按平衡条件相应增大，可按下式计算：M=1.025.2内力组合

（1）无震作用组合：①1.2恒+1.4活②1.2恒+1.4活+1.4×0.6左风③1.2恒+1.4×0.7活+1.4左风④1.2恒+1.4活+1.4×0.6右风⑤1.2恒+1.4×0.7活+1.4右风⑥1.35恒+1.4×0.7活⑦1.35恒+1.4×0.7活+1.4×0.6左风⑧1.35恒+1.4×0.7活+1.4×0.6右风（2）有震作用组合考虑地震作用时，由于结构高度＜60m，不必考虑风荷载的作用。⑨1.2重力荷载+1.3左震⑩1.2重力荷载+1.3右震=11\*GB2⑾1.0重力荷载+1.3左震=12\*GB2⑿1.0重力荷载+1.3右震重力荷载代表值的效应，根据《建筑抗震规范》GB50011-2010第5.1.3条，屋面取结构自重标准值和50%的活荷载（由于本工程不上人屋面的活荷载为0.5kN/m²，雪荷载为0.4kN/m²，故近似取屋面活荷载效应值代替雪荷载），楼面取结构自重标准值和50%的按实际情况计算的楼面活荷载。

截面设计6.1框架梁（1）正截面受弯承载力计算从表2.20中的控制值中取用的最不利内力时，须将支座中心处的弯矩换算为支座边缘控制截面的弯矩再进行配筋计算。1层BC跨MB=-228.91+107.90×（0.55-0.4/2）=-191.15kN·mγREMB=-191.05×0.75=-143.36kN·mMB=-160.19+124.26×0.2=-135.34kN·mγREMB=-135.34×0.75=-101.5kN·m跨间弯矩取控制截面值，即B支座支座边缘值。剪力取按有利组合值V=1.3×（-47.94）+（33.08+0.5×9.81）=-24.33kN则支座边缘处的控制弯矩为Mmax=132.78/0.75-24.33×0.35=168.52kN·mγREMmax=0.75×168.52=126.39kN·m现以1层AB跨说明配筋计算过程。当梁下部受拉时，现浇板可作为受压翼缘，其计算宽度故取=1600mm。梁内纵向钢筋选HRB335级钢（Ey=Ey’=300N/mm2），。属于第一类T形截面取3Φ20（As=942mm2），，满足要求。将梁下部的3Φ20（As=942mm2）伸入支座A，作为支座负弯矩作用下的受压钢筋（As’=942mm2）。说明受拉钢筋As不能达到其抗压强度设计值，可近似认为此时内力臂为，即假设混凝土压应力合力也作用再受压钢筋合力点处，则支座B上部：，实取3Φ22（As=1140mm2）支座C上部：实取3Φ20（As=942mm2），表2.40框架梁纵向钢筋计算表层次控制截面直径数量实配ρ/%支座B-43.043283281636030.540.486支座C左-57.673289042039420.350.75BC跨间36.192681636030.48支座C右-64.54734801636030.780.48支座E-50.144733281636030.780.48CE跨间68.693281636030.48支座B-153.525228022039420.550.75支座C左-137.395228722039420.550.752BC跨间91.553361636030.48支座C右-153.027489982039420.790.75支座E-166.747489012039420.790.75CE跨间108.757482039420.75支座B-143.36942111122311400.830.91支座C左-101.59427882039421.000.751BC跨间126.399002039420.75支座C右112.67609162039420.810.75支座E-64.57608892039420.810.75CE跨间-50.144472039420.75（2）梁斜截面承载力计算采用钢筋HPB235级钢筋（Eyv=210N/mm2）一层BC跨γREV=104.58kN<0.2βcbh0=0.2×1.0×19.1×250×465=444.08kN，故截面尺寸满足要求。加密区长度：max（1.5×500=750，500）=750。，箍筋间距s=100mm，梁端加密区箍筋取用28@100,则非加密区取28@150，。CE跨加密区长度：max（1.5×500=750，500）=750mm。梁端加密区箍筋取用28@100,HPB235级钢筋（Eyv=210N/mm2）,则非加密区取28@150，。表2.41框架梁箍筋数量计算表层次截面/kN/kN加密区非加密区实配实配6B、C左53.7444.08-0.2428@100(2.01)28@150(0.21)6C右、E70.8444.08-0.1028@100(2.01)28@150(0.21)2B、C左80.4444.08-0.0328@100(2.01)28@150(0.21)2C右、E110444.080.2228@100(2.01)28@150(0.21)1B、C左105444.080.1728@100(2.01)28@150(0.21)1C右、E110444.080.2228@100(2.01)28@150(0.21)6.2框架柱（1）剪跨比和轴压比验算以二层C柱为例。b=350mm,h=400-40=360mm,,,，N=873.89/0.8=1092.36kN，剪跨比,轴压比。柱号层次640036014.350.20-29.27109.53-4.760.05B240036014.390.99-62.68696.34-4.030.30155051019.1-333.67-101.24895.116.460349.65-32.10171.74-4.300.09C235036014.3112.70-78.151047.46-4.010.52140036019.1108.29-47.051261.46-6.390.41635036014.347.3730.62116.224.300.06E235036014.3102.4969.84756.994.080.38140036019.1115.5745.86938.267.000.31表2.42柱的剪跨比和轴压比验算（2）框架柱正截面承载力计算遵循强柱弱梁的设计原则，为了保证框架柱的受弯承载力大于梁的受弯承载力，避免柱中出现塑性铰而形成柱铰型破坏机构，需要根据梁端弯矩对柱端弯矩进行调整，并与柱端组合弯矩的调整值比较后，选出最不利内力，进行配筋计算。以2层C柱为例，C节点左右梁端支座中心处的弯矩值由内力组合表可知，支座边缘的弯矩值调整方法同梁正截面受弯承载力计算，考虑左震和右震中较为不利情况，现列出第2层C节点左右梁端弯矩值，Mc=-120.15/0.75+105.62/0.85×0.2=-135.34kN·mMc=9.28/0.75+15.16/0.85×0.2=15.94kN·m下拉为正，式中的负号表示上部受拉。C节点上下柱端支座中心处的弯矩须调整至支座边缘，即板顶和梁底处。由表2.35可知上下柱端的六组控制内力，现重新列于下表2.43：表2.43二层C柱控制内力控制值组合2柱顶90.1690.1614.61825.67825.671254.36柱底-91.16-91.16-16.10837.97837.971271.59取6组控制内力中偏心距离e0最大的内力组合进行计算，Mc上=86.63/0.80-66.42/0.85×0.1=100.47kN·mMc下=-91.16/0.80+40.00/0.85×（0.5-0.1）=-94.07kN·m以柱左侧受拉为正，负号表示右侧受拉。γREMB上=100.47×0.8=80.38N·m除框架柱顶层和柱轴压比小于0.15者外，其余框架柱端弯矩均应调整。该框架为三级框架，底层框架柱下端截面的弯矩设计值直接乘以增大系数1.15。ei=e0＋ea=96+20=116mm对柱的计算长度由《混凝土结构设计规范》（GB50010－2002）7.3.11，当水平荷载产生的弯矩设计值占总弯矩设计值的75％以上时，框架柱的计算长度l0可按下列两个公式计算，并取其中的较小值：l0＝[1＋0.15（ψu＋ψl）]Hl0＝H（2＋0.2ψmin）ψu、ψl—柱的上端、下端节点处交汇的各柱线刚度之和与交汇的各梁线刚度之和的比值；

ψmin———比值ψu、ψl中的较小值；

H———柱的高度。由此l0＝[1＋0.15×（0.61＋0.53）]×3.6=3.40m，由于l0/h=3.4×103/400=8.5>5,故应考虑偏心距增大系数。ξ1=0.5EcA/N=0.5×14.3×350×400/837970=1.19ξ1—偏心受压构件的截面曲率修正系数，当ξ1＞1.0时，取ξ1＝1.0；ξ2=1.15－0.01l0/hξ2—构件长细比对截面曲率的影响系数，当l0/h＜15时，取ξ2＝1.0对称配筋，为大偏压的情况再取Nmax以及相应的M进行计算，该组控制内力是非地震作用下的组合，所以ei=e0＋ea=13+20=33mml0＝[1＋0.15×（0.61＋0.53）]×3.6=3.40m，由于l0/h=3.4×103/400=8.5>5,故应考虑偏心距增大系数。ξ1=0.5EcA/N=0.5×14.3×350×400/1271590=0，78﹤1.0，取ξ1＝0.78；l0/h＜15，取ξ2＝1.0，为小偏压的情况。按公式计算时，<0,故按构造配筋。根据《建筑抗震设计规范》（GB500011－2001）6.3.8条，当抗震等级为3级时，柱纵向钢筋的最小总配筋率，对于中柱和边柱为0.7，同时每一侧配筋率不应小0.2％，采用HRB400级热轧钢筋时应允许减少0.1。取3Φ16（603mm2），单侧配筋率（3）柱斜截面受剪承载力计算为防止构件发生脆性剪切破坏，宜使构件的斜加饿面的受剪承载里大于构件弯曲屈服时实际达到的剪力，以第1层柱为例进行调整。1层B柱的上柱和下柱的柱端弯矩设计值为=94.07×0.85=79.96kN·m=115.0×1.15=82.19kN·m则框架柱的剪力设计值γREV=48.21×0.85=40.98kN0.2βcbh0=0.2×1.0×19.1×400×360=550.08kN>40.98kN与Vc相应的轴力N=1009.17/0.8=1261.46kN﹥0.3Ecbh=0.3×19.1×4002/1000=916.8kN取N=916.8kN层柱应按构造配筋，根据抗震设计规范6.3.12条，柱端加密区ρv不应小于0.4％，1层B柱的轴压比为0.41，查得最小配箍特征值λv=0.072。ρvmin=λv·Ec/Eyv=0.072×19.1/210=0.65%Ec—混凝土轴心抗压强度设计值；强度等级低于C35时，应按C35计算，须注意该建筑采用的混凝土为C30。Eyv—箍筋或拉筋抗拉强度设计值，超过360N/mm2时，应取360N/mm2计算。加密区长度：max（400，3700/6=617,500）=617mm,取700mm。选用410，,。s=min(8×10,150)=80mm,故加密区选用410@100。非加密区选用410@200。表2.44框架柱箍筋数量表柱层实配加密实配非加密号次/kN/kN/kN/mm/%@100@200A622411.84109.53686.40-0.510.4148(1.14)48(0.57)247411.84696.34686.40-0.600.4148(1.14)48(0.57)1871071.51895.111607.27-0.840.55410(1.24410(0.62)B624360.36171.74600.60-0.440.4148(1.22)48(0.61)258360.361047.46600.60-0.300.8548(1.22)48(0.61)139550.081261.46916.80-1.020.6548(1.14)48(0.57)C6-23360.36116.22600.60-1.100.4148(1.22)48(0.61)2-52360.36756.99600.60-1.760.4648(1.22)48(0.61)1-38550.08938.26916.80-2.040.5548(1.14)48(0.57)6.3框架梁柱节点核芯区截面抗震验算该框架的抗震等级为三级，核心区剪力较小，一般不需计算，节点箍筋可按构造要求设置。根据《建筑抗震设计规范》（GB500011－2001），节点核心区配箍特征值分别不宜小于0.08，且体积配箍率分别不宜小于0.4％。取节点区箍筋410@100。6.4板的计算本人选取四层楼板计算，板厚为100mm，楼板的布置和分类如下图所示：图2.13板结构布置图由于l02/l01>2,按双向板进行计算；双向板按弹性理论设计。(1)荷载设计值：(2)计算跨度：内跨：（轴线间距离），边跨：。(3)弯矩计算：跨中最大弯矩为当内支座固定在作用下的跨中弯矩值，与内支座铰支时在作用下的跨中弯矩值之和。支座最大负弯矩为当内支座固定时作用下的支座弯矩。对于混凝土板，泊松比可取。根据不同的尺寸，整个楼板可以分为A、B、C、D、E、E、G七种区格板，再根据支承情况进行分类。板的计算跨度等于矩形板的短边。、——板中心平行于、方向的跨中弯矩、——板固定边中点平行于、方向的支座弯矩A1区格板：计算跨度（，），查表得均布荷载作用下双向板，，，；均布荷载作用下双向板的弯矩系数为，表2.45各区格板弯矩值区格'A14.204.600.9103.693.13-7.040.00-6.53-6.53A24.004.600.8704.075.210.00-6.73-6.020.00B4.604.800.9584.063.78-7.920.00-7.66-7.66C12.104.200.5001.600.51-2.52-2.52-1.73-1.73C22.104.000.5251.570.54-2.49-2.49-1.730.00C32.104.000.5251.570.54-2.490.00-1.73-1.73D13.004.200.7142.581.43-4.49-4.49-3.52-3.52D23.004.000.7502.451.49-4.34-4.34-3.500.00E2.804.000.7002.291.24-3.960.000.00-3.07E4.004.001.0002.842.84-5.650.00-5.650.00G3.505.100.6863.651.90-6.27-6.27-4.80-4.80(4)配筋计算截面有效高度：假定选用钢筋，则方向跨中截面的，方向跨中截面的，支座截面的。采用HPB235级钢筋（Eyv=210N/mm2）,混凝土C25，保护层厚度20mm。为了便于计算，近似取，。表2.46截面配筋计算结果及实际配筋区格直径间距实有A1l01方向803.69231.208200251l02方向703.13224.138200251跨A2l01方向804.07255.248200251l02方向703.78270.608200251Bl01方向804.06254.398200251l02方向703.78270.608200251C1l01方向801.2880.326200141l02方向700.4129.326200141C2l01方向801.5798.356200141l02方向700.5438.446200141C3l01方向801.5798.356200141中l02方向700.5438.446200141D1l01方向802.58161.418200251l02方向701.43102.046200141D2l01方向802.45153.468200251l02方向701.49106.616200141El01方向802.29143.548200251l02方向701.2488.526200141El01方向802.84178.018200251l02方向702.84203.448200251Gl01方向803.65228.698200251l02方向701.90136.186200141A1-A180-6.53409.1112200565支A1-C180-7.04441.0412200565A1-B80-7.92496.2212200565C1-C180-1.73108.3612200251C1-D180-4.49281.2812200565C1-G80-4.80301.0012200565D1-D180-3.52220.378200251D1-E80-4.49281.2812200565D1-G80-4.80301.0012200565B-B80-7.66479.8012200565B-G80-7.92496.2212200565座C3-G80-6.27392.8812200565C3-C380-1.73108.558200251A2-B80-7.66479.8012200565A2-C280-6.73421.4212200565C2-G80-4.80301.0012200565C2-D280-4.34271.9712200565D2-G80-4.80301.0012200565D2-E80-5.65353.831220012565E-C380-5.65353.8312200565板中受力钢筋的间距，当板厚小于等于150mm时，不宜大于200mm；采用分离式配筋时，跨中正弯矩钢筋宜全部伸入支座，支座负弯矩钢筋向跨内的延伸长度应覆盖负弯矩图并满足钢筋锚固的要求。对于与支承结构整体浇筑的现浇混凝土板，应沿支承周边配置上部构造钢筋，其直径不宜小于8mm，间距不宜大于200mm，楼梯计算图2.14楼梯结构布置图2.18x270=21609x161=1450tga=161/270=0.596cosa=0.8597.1楼梯斜板1）荷载计算：设板厚h=90mm,混凝土强度等级C20，钢筋HPB235，取1m宽板带计算。恒载：踏步自重：1/2x0.27x0.161/0.27x25=2.01KN/m2斜板自重：0.1/0.859x25=2.91KN/m2抹面：(0.27+0.161)/0.27x0.02x25=0.80KN/m2抹灰：20x0.02/0.859=0.47KN/m2总计：6.19KN/m2活载：2.0KN/m2合计：1.2×6.19+1.4×2.0=10.22KN/m22）截面设计：TB1板水平计算跨度Ln=2.16m,弯矩设计值M=1/10×p×Ln2=1/10×10.22×2.162=4.77KN·mh0=90-20=70mm,αS=M/Ecmbh02=47700000/(9.6×1000×702)=0.101γs=(1+√1-2αs)/2=0.945As=M/γsEyho=47700000/(0.945×210×100)=343mm2选用φ10@150As=471mm2分布钢筋φ6@200.7.2平台板1）荷载计算：设平台板板厚h=80mm,混凝土强度等级C20，钢筋HPB235，取1m宽板带计算。恒载：平台板自重：25x0.08x1=2.0KN/m2抹面：25x0.02x1=0.50KN/m2抹灰：20x0.02×1=0.4KN/m2总计：2.9KN/m2活载：2.0KN/m2合计：1.2×2.9+1.4×2.0=6.28KN/m22）截面设计：PB1板水平计算跨度Ln=1.520m,弯矩设计值M=1/10×p×Ln2=1/10×6.28×1.522=1.45KN·mh0=80-20=60mm,αs=M/Ecmbh02=1450000/(9.6×1000×602)=0.042γs=(1+√1-2αs)/2=0.978As=M/γsEyho=1450000/(0.978×210×60)=118mm2选用φ6@200As=141mm2分布钢筋φ6@200.PB2板水平计算跨度Ln=1.42m弯矩设计值M=1/10×p×Ln2=1/10×6.28×1.422=1.27KN·mh0=80-20=60mm,αs=M/Ecmbh02=1270000/(9.6×1000×602)=0.037γs=(1+√1-2αs)/2=0.981As=M/γsEyho=1270000/(0.981×210×60)=103mm2选用φ6@200As=141mm2分布钢筋φ6@200.7.3平台梁设平台梁截面b=250mm,h=300mm1）荷载计算：梁自重：25×0.25×0.3=1.88KN/m梁侧粉刷：0.02×（0.3-0.08）×2×20=0.17KN/m平台板自重：6.19×2.61/2=8.08KN/m梯段板自重:2.9×1.52/2=2.20KN/m小计:12.33KN/m活荷载:2.0×（2.16/2+1.52/2+0.2）=4.08KN/m总荷载设计值:p=1.2×12.331+4.08×1.4=20.51KN/m2）截面设计计算跨度:L0=1.05Ln=1.05×(2.6-0.20)=2.52m内力设计值:M=1/8pLn2=1/8×20.51×2.522=16.28KN·mV=1/2pLn=1/2×20.51×2.52=25.84KN截面按倒L形计算，bE’=b+5hE’=250+5×80=650h0=300-30=265mm,EcmbE’hE’(h0-1/2hE’)=9.6×650×80×(265-1/2×80)=112.32≥25.84KN·m=M;属于第一类T形截面αs=M/Ecmbh02=16280000/(9.6×250×2652)=0.0966γs=(1+√1-2αs)/2=0.988采用HRB335钢筋，As=M/γsEyho=16280000/（0.988×300×265）=207mm2选用3φ12As=462mm2。0.07Ecbh0=0.07×9.6×250×265=44.52kN>25.840kN,按构造配置箍筋φ6@200。则VCS=0.07Ecbh0+1.5Eyv(Asv/s)×h0=0.07×9.6×250×265+1.5×210×2×28.3×250/265=63420N>25840N符合设计要求。基础设计工程地质条件：地表下0.6m为杂填土，0.6--2.0m为粉质粘土，承载力为70kPa；2.0m以下为砂质粘土，承载力为250kPa。本工程基础选用柱下独立基础。8.1C柱基础计算选择所选框架的C柱基础进行设计。基础混凝土等级用C30，垫层混凝土等级C10。基础埋置深度初步定为2000mm。基础高度初步定为1500mm。按规范阶梯每阶高度宜为300～500mm，所以取为500mm、500mm、500mm。Eak=250KPa先按轴心受压估算，这时基础埋置深度按室内标高和天然地坪标高平均值考虑，即d=（2.45+2.0）/2=2.23m。设计简图如图：图2.15基础结构图1）最不利荷载的选择正常使用极限状态下，荷载效应的标准组合值，荷载效应的准永久组合值，承载能力极限状态下，由可变荷载基本组合设计值由永久荷载效应控制的组合，柱子各内力对应的偏心状态都为大偏心，就是说弯矩起控制作用，所以经比较决定选取：这组内力进行基础设计。这组内力对应的荷载标准组合值为2）初估基础底面积地基承载力由设计资料得：Eak=180KpaAm2取A=1.2A1=5.89×1.2=7.05又规范规定：柱为大偏心受压，基础高度大于等于1400mm,最后初步确定基础尺寸为3.4m×3.4m=12.56加权平均重度：γw=20KN/m3进行地基承载力修正Ea=Eak+ηbγ(b-3)+ηdγm(d-0.5)=250+2.0×20×（3.4-3）+3.0×20×（2.0-0.5）=356Kpa3）验算荷载偏心距Gk=rmbld，=20×3.4×3.4×2.0=515.58kN基底处的总竖向力：E=Ek+Gk=1206.36+515.58=1721.94KN基底处的总力矩：Mk=3.7+2.64×1.5=7.66KM·m偏心距：=7.66/1721.94=0.004m（<b/6=0.57m，满足）4）验算基底边缘最大压力pmax均满足要求。5）基础冲切计算基地净反力计算：（不包括基础及回填土自重）对阶梯基础柱边或边阶处作450的扩散角得到冲切荷载作用面积。柱与基础交接处：h0=1.500-0.050=1.450mmb=3.4m〉bb=0.4+2×(1.5-0.05)=3.3mam=(at+ab)/2=(0.4+3.3)/2=1.85m冲切荷载时取用的多边形面积AA=（3.4/2-0.4/2-1.45）×3.4-（3.4/2-0.4/2-1.45）=0.1675El=Pj·A=130.76×0.167