五层框架结构坡屋顶住宅楼毕业设计

五层框架结构坡屋顶住宅楼毕业设计平地震影响系数α=0.08，建筑场地类别为Ⅱ类，设计地震分组是第一组，特征周期含细砂的粉土含粘性土细砂粉质粘土强风化变粒岩土层厚度0.70~1.802.70~6.001.00~3.501.00~2.201.30~5.000.60~10.600.60~2.207.30~8.603.00~5.00地基承载力特征值属挖除围天然重度行了建筑平面、立面及剖面设计，其建筑平面分组是第一组，根据本工程的特点选用钢筋混表2.1梁的尺寸统计表梁梁LL1mm×mm200×300LL2mm×mm250×400KL1mm×mm250×400KL2mm×mm250×45022NAA1（abcd）图2.4框架结构的计算简图矩时，对现浇楼面的中框架取I=2I，边框架取I=1.5I，具体计算过程见表3.1。表3.1横梁线刚度的计算4250×400250×400250×4009位L459045901010表3.2柱线刚度计算表4500×500450×4509 4.4210c（3.1）jcc表表3.3一层柱抗侧刚度修正系数10 A轴/2~16 B轴/2~1604.424.424.424.424.424.424.424.420.3370.3620.3370.3620.4620.5090.4620.509K0.2620.3510.2620.3510.7901.0520.7901.0521010表3.4二~七层柱抗侧刚度修正系数位位0000置2~162~161010101010αKA10A（B）轴2A（B）轴5420α0000表3.6楼梯间柱抗侧刚度修正系数10101010100000004.424.423.423.42α0.3620.3370.1850.145K0.3510.2620.4530.339~层一表3.7一层柱抗侧刚度3300330033003300330033003300330033003300104.424.424.424.424.424.424.424.420.3370.3620.3370.3620.4620.5090.4620.509表3.8二~七层柱抗侧刚度 10iα 92929292944.5022.314.5022.31433002800444.42层一层0.3620.1851022表3.10楼梯间框架柱抗侧刚度数数44.424.423.423.42α0.3620.337数一层~二置量2444表3.11横向框架层间侧移刚度（N/mm）480.0480.0480.0480.0480.0480.04ΣD/ΣD=80.04/80.04=1.0>0.7，故该框架为竖向规则框架。浆浆2水泥砂浆找平钢筋混凝土板水泥保护层2满刮腻子一遍凝2表4.1梁重力荷载标准值i（mkN）251.04658.9882.56243.8121.5233.8950.82133.40257.04674.7382.56243.8121.1233.2650.82133.4275.17723.7182.56243.81967.52g0.400.450.300.400.400.450.300.400.400.250.250.200.250.250.250.200.250.25β件KL1KL2LL1LL2KL1KL2LL1LL2KL1KL2层~二层次表4.2各层框架柱自重计算表各层柱的总长度L（m）截面尺寸各层柱的总长度L（m）截面尺寸c500×500450×4506.88一层~二阁楼阁楼~二阁楼阁楼~二873.38一层层452.28452.2881.20c2~6层：5.46×72.96+4.57×472.57+7.01×（118.80×0.24）=722二~七层墙体总荷载G=722.19+37.50+261.72+104.92+131.42+384.74+73外墙砌块：5.33×（116.16×0.265）+2.33×（116.16×0.695-65iiG=3056.93+1070.08+0.5×(873.38+1271.42)+0.5×(2309.05+1741.58)+1G2~6=3262.19+1085.20+873.38+1741.58+0.5×1379.42=7652G=3153.92+3730.10+1085.20+967.52+452.28+0.5×(87图4.1各质点的重力荷载代表值（单位：kN）TT表5.1结构顶点的假想侧移计算67652.0619127.6180.0423.90268.4657652.0626779.6780.0433.46244.5647652.0634431.7380.0443.02211.1037652.0642083.7980.0452.58168.0827652.0649735.8580.0462.14115.50根据式5.1计算结构的基本自振周期，本框架的结构的顶点假想位移u=282.80mm，T1最大值αmax=0.08。查表5.1.4-2可得特征周期值Tg=0.35s。=0.85×57609.79=48961nΔF=δFnΔF=δF=0.128×2056.67=263.2表表5.2各质点横向水平地震作用及楼层地震剪力计算表ii7652.067652.067652.067652.067652.067873.94848.832056.67848.8320.018.90765432iiiHVF（a）水平地震作用的分布（b）层间剪力分布图5.1横向水平地震作用及楼层地震剪力表表5.3横向水平地震作用下的位移验算480.042800i848.83i7V6680.04580.04480.048.85380.04280.044.3912056.67《建筑设计抗震规》第5.2.5条，抗震验算时j表5.4剪重比计算表Gi（kN）7652.067652.0626779.677652.0634431.737652.0642083.797652.0649735.857873.9457609.79则楼层最小地震剪力系数λ=0.016。7654321表5.5一榀框架在楼层处的地震作用计算Fi848.83480.0480.0480.0480.0480.0480.04一榀框架的抗侧刚度4（N/mm）i6.186.186.186.186.188.48一榀框架在楼层处的地震作用（kN）9.195.20图5.2左震的计算简图（单位：kN）图5.3右震的计算简图（单位：kN）图5.4左震的弯矩图（单位：kNm）图5.5左震的剪力图（单位：kN）图5.6左震的轴力图（单位：kN）图5.7右震的弯矩图（单位：kNm）图5.8右震的剪力图（单位：kN）zsz0发生顺风向风振的影响。由于本工程的建筑高度为21.86m<30m且高宽比H/B=3ssz基本风压楼层剪力j28.56237.86352.54458.72564.90671.08754.51风压高度81.1528.5687.1983.4321.864.40-0.57654321表5.7风荷载作用下框架侧移计算7654321楼层剪力237.86352.54458.72564.90671.08754.51Vj480.0480.0480.0480.0480.0480.04μ表5.8一榀框架在楼层处的风荷载计算一榀框架的抗侧刚度一榀框架的抗侧刚度i8.48一榀框架在楼层480.0480.0480.0480.0480.0480.04Fi87.1983.437654321图5.10左风的计算简图（单位：kN）图5.11右风的计算简图（单位：kN）图5.12左风的弯矩图（单位：kNm）图5.13左风的剪力图（单位：kN）图5.14左风的轴力图（单位：kN）图5.15右风的弯矩图（单位：kNm）图5.16右风的剪力图（单位：kN）图5.17右风的轴力图（单位：kN）图6.1横向框架计算单元图6.2各层梁上作用的恒载MA=MD=29.77×（0.45-0.25）/2=2.98kN.mM=M=49.25×（0.45-0.25）/2=4.93kN.mFA=FD=14.53+10.26+21.04=45MA=MD=45.83×（0.45-0.25）/2=4.58kN.mM=M=37.09×（0.45-0.25）/2=3.71kN.m2=5.98+2.63=8.61kN/mFA=FD=17.38+10.26+2.02+17.09=46.MA=MD=46.75×（0.45-0.25）/2=4.68kN.mM=M=63.43×（0.45-0.25）/2=6.34kN.m2=5.98+2.63=8.61kN/mFA=FD=16.01+10.26+2.02+17.09=45.3MA=MD=45.38×（0.50-0.25）/2=5.67kN.mM=M=60.89×（0.50-0.25）/2=7.61kN.m图6.3恒荷载的计算简图（单位:kN）图6.4各层梁上作用的活载F=F=2.0×0.5×3.9×1.95+3.22×2=14.05活活F=F=0.5×0.5×3.9×1.95+0.84×2=3.81kNMA=MD=1.90×（0.45-0.25）/2=0.19kEQ\*jc3\*hps36\o\al(\s\up1(·),·)MA=MD=1.52×（0.45-0.25）/2=0.15kEQ\*jc3\*hps36\o\al(\s\up1(·),·)图6.5活荷载计算简图（单位:kN）6.6恒载弯矩图（单位：kNm）图6.7恒载剪力图（单位：kN）图6.8恒载轴力图（单位：kN）6.9活载弯矩图（单位：kNm）图6.10活载剪力图（单位：kN）6.11活载轴力图（单位：kN）2GK左WK3GK右WK6GKQK左wK7GKQK右wK9GK右WK下式调整V=Y[η(Mr+Ml)/l+V]η—梁端剪力增大系数，三级抗震取1.1；表7.1承载力抗震调整系数正截面承载力计算正截面承载力计算斜截面承载力计算结构构件类型YnlV=0.85×[1.1×（56.51+105.50）/4.04+59.1筑抗震设计规》的6.2.2知，一、二、三、四级框架的梁柱节点处，除框架顶层和柱轴ΣM=ηΣM（7.15）c—节点上下柱端截面顺时针或反时针方向组合的弯矩设η—框架柱端弯矩的增大系数，本工程为三级框架，取c），），），上下b应按下式调整V=η(Mb+Mt)/H（7.16）nMt、Mb—分别为柱的上下端顺时针和反时针方向截面组合的弯矩设计值；的调整。由于七层框架柱的轴压比均小于0.15，则不需进行强f360yf360yfs0面积较大，且A'不能达到其抗压强度的设计值，因此，取x=2a'。s说明受压区所配钢筋的面积较大，且A'不能达到其抗压强度的设计值，因此，取ss00表8.1框架梁钢筋计算表M2)83.1740.1379.1546.4311.0146.4386.4444.9582.1546.437.2346.4332.3333.1330.678.785.398.78As/A'ss0.1030.0920.0320.0060.0320.1110.1000.0320.0040.0320.0170.0032)4164164174173C163C183C183C163C184C183C164C184C183C184C183C163C163C163C163C163C16s2)1.160.69ξ0.1090.0330.0060.0330.1180.1020.0330.0040.0330.017Asmin截面左中右左中右左中右左中右左中右左中右AB0.003A'ABABBCBCBC/EQ\*jc3\*hps35\o\al(\s\up11(f),f)yvyv0cAAV≤0.6αcvftbh0+fyvh0由于0.6αfbh=0.6×0.7×1.27×250×360=48.01kN<87.79kN故需按计算配箍筋。查《建筑抗震设计规》表6.3.3可得到梁加4表8.2框架梁的斜截面计算V0.20βfbh0.400.400.400.400.400.400.400.200.200.200.200.200.2087.7966.5389.3867.6746.2618.9887.7966.5389.3867.6746.2618.98CS214.20214.20214.20214.20214.20214.20ABBCABBCABBCABBCABBCABBCN0c表8.3剪跨比和轴压比计算N4.204.885.463.953.1094.3665.9340.51cN297.00348.98 460 410 410 460 410 410 450 450 450 45043.6849.4029.6960.7565.6128.74A1271271cNNmaxM-31.43N969.68512.58NminM-8.01494.43512.58力MNMN0c10按上式计算时，应满足N>ξfbh及Ne>0.43fbh20c10i按上式计算时，应满足N>ξfbh及Ne>0.43fbh2010i按上式计算时，应满足N>ξfbh及Ne>0.43fbh20110isssminmins0c10isssminmins0110NξfbhiNξfbh c0+fbh c0+fbh按上式计算时，应满足N>ξfbh及Ne>0.43fbh2N-54.19-157.09NminM-33.51844.46862.61NmaxM-35.82力MNMN01c0i按上式计算时，应满足N>ξfbh及Ne>0.43fbh20c110i按上式计算时，应满足N>ξfbh及Ne>0.43fbh20c10i按上式计算时，应满足N>ξfbh及Ne>0.43fbh2。010is300i算s0c10按上式计算时，应满足N>ξfbh及Ne>0.43fbh22=f ffvvyvvN—考虑地震作用组合的框架柱和框支柱轴向压力设计值，当N>0.3fcA时，取0故该层柱按构造配箍筋，柱端加密区的箍筋选用4肢B8。nNvP=λf/f=0.07×16.7/300×100%=0.39%<0.4%。故取表8.6框架柱箍筋计算表541.45541.45433.76433.76N512.58164.21176.44892.5892.5722.93722.93Asv/sV67.1289.7840.6329.32B8100B8100B8100B8100B8200B8200B8200B8200号ABAByv0jscjbbcjfcbjhj)（8.8）jjcjj0.85j本工程轴力N取二层柱底轴力N=845.55/0.8=1056.94kN和：－cj331g+q/2=g+q=1.2×5.32+1.4×2/2=7.78kN/mg+q=1.2×5.32+1.4×2=9.18kN/myxyyym/=0.0965+0.2×0.0174）×8.28×2.42=－4.77kxyyss0），fam2a表9.6B柱柱底的力组合表40.95-13.9017.32-11.47组合一-18.04-38.9711.11-16.28-2.10-1.90200.10MNV力kkkkkakk2akabpj—扣除基础自重及其上土重后相应于荷载效应a1=a1=1.4m，a1=2.0m，h2.选取基本组合三：N=1254.55kN；M=57.08l0