五層框架結(jié)構(gòu)坡屋頂住宅樓畢業(yè)設(shè)計(jì)

五層框架結(jié)構(gòu)坡屋頂住宅樓畢業(yè)設(shè)計(jì)平地震影響系數(shù)α=0.08，建筑場(chǎng)地類別為Ⅱ類，設(shè)計(jì)地震分組是第一組，特征周期含細(xì)砂的粉土含粘性土細(xì)砂粉質(zhì)粘土強(qiáng)風(fēng)化變粒巖土層厚度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地基承載力特征值屬挖除圍天然重度行了建筑平面、立面及剖面設(shè)計(jì)，其建筑平面分組是第一組，根據(jù)本工程的特點(diǎn)選用鋼筋混表2.1梁的尺寸統(tǒng)計(jì)表梁梁LL1mm×mm200×300LL2mm×mm250×400KL1mm×mm250×400KL2mm×mm250×45022NAA1（abcd）圖2.4框架結(jié)構(gòu)的計(jì)算簡(jiǎn)圖矩時(shí)，對(duì)現(xiàn)澆樓面的中框架取I=2I，邊框架取I=1.5I，具體計(jì)算過(guò)程見(jiàn)表3.1。表3.1橫梁線剛度的計(jì)算4250×400250×400250×4009位L459045901010表3.2柱線剛度計(jì)算表4500×500450×4509 4.4210c（3.1）jcc表表3.3一層柱抗側(cè)剛度修正系數(shù)10 A軸/2~16 B軸/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3.4二~七層柱抗側(cè)剛度修正系數(shù)位位0000置2~162~161010101010αKA10A（B）軸2A（B）軸5420α0000表3.6樓梯間柱抗側(cè)剛度修正系數(shù)10101010100000004.424.423.423.42α0.3620.3370.1850.145K0.3510.2620.4530.339~層一表3.7一層柱抗側(cè)剛度3300330033003300330033003300330033003300104.424.424.424.424.424.424.424.420.3370.3620.3370.3620.4620.5090.4620.509表3.8二~七層柱抗側(cè)剛度 10iα 92929292944.5022.314.5022.31433002800444.42層一層0.3620.1851022表3.10樓梯間框架柱抗側(cè)剛度數(shù)數(shù)44.424.423.423.42α0.3620.337數(shù)一層~二置量2444表3.11橫向框架層間側(cè)移剛度（N/mm）480.0480.0480.0480.0480.0480.04ΣD/ΣD=80.04/80.04=1.0>0.7，故該框架為豎向規(guī)則框架。漿漿2水泥砂漿找平鋼筋混凝土板水泥保護(hù)層2滿刮膩?zhàn)右槐槟?表4.1梁重力荷載標(biāo)準(zhǔn)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層~二層次表4.2各層框架柱自重計(jì)算表各層柱的總長(zhǎng)度L（m）截面尺寸各層柱的總長(zhǎng)度L（m）截面尺寸c500×500450×4506.88一層~二閣樓閣樓~二閣樓閣樓~二873.38一層層452.28452.2881.20c2~6層：5.46×72.96+4.57×472.57+7.01×（118.80×0.24）=722二~七層墻體總荷載G=722.19+37.50+261.72+104.92+131.42+384.74+73外墻砌塊：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圖4.1各質(zhì)點(diǎn)的重力荷載代表值（單位：kN）TT表5.1結(jié)構(gòu)頂點(diǎn)的假想側(cè)移計(jì)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根據(jù)式5.1計(jì)算結(jié)構(gòu)的基本自振周期，本框架的結(jié)構(gòu)的頂點(diǎn)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各質(zhì)點(diǎn)橫向水平地震作用及樓層地震剪力計(jì)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）層間剪力分布圖5.1橫向水平地震作用及樓層地震剪力表表5.3橫向水平地震作用下的位移驗(yàn)算480.042800i848.83i7V6680.04580.04480.048.85380.04280.044.3912056.67《建筑設(shè)計(jì)抗震規(guī)》第5.2.5條，抗震驗(yàn)算時(shí)j表5.4剪重比計(jì)算表Gi（kN）7652.067652.0626779.677652.0634431.737652.0642083.797652.0649735.857873.9457609.79則樓層最小地震剪力系數(shù)λ=0.016。7654321表5.5一榀框架在樓層處的地震作用計(jì)算Fi848.83480.0480.0480.0480.0480.0480.04一榀框架的抗側(cè)剛度4（N/mm）i6.186.186.186.186.188.48一榀框架在樓層處的地震作用（kN）9.195.20圖5.2左震的計(jì)算簡(jiǎn)圖（單位：kN）圖5.3右震的計(jì)算簡(jiǎn)圖（單位：kN）圖5.4左震的彎矩圖（單位：kNm）圖5.5左震的剪力圖（單位：kN）圖5.6左震的軸力圖（單位：kN）圖5.7右震的彎矩圖（單位：kNm）圖5.8右震的剪力圖（單位：kN）zsz0發(fā)生順風(fēng)向風(fēng)振的影響。由于本工程的建筑高度為21.86m<30m且高寬比H/B=3ssz基本風(fēng)壓樓層剪力j28.56237.86352.54458.72564.90671.08754.51風(fēng)壓高度81.1528.5687.1983.4321.864.40-0.57654321表5.7風(fēng)荷載作用下框架側(cè)移計(jì)算7654321樓層剪力237.86352.54458.72564.90671.08754.51Vj480.0480.0480.0480.0480.0480.04μ表5.8一榀框架在樓層處的風(fēng)荷載計(jì)算一榀框架的抗側(cè)剛度一榀框架的抗側(cè)剛度i8.48一榀框架在樓層480.0480.0480.0480.0480.0480.04Fi87.1983.437654321圖5.10左風(fēng)的計(jì)算簡(jiǎn)圖（單位：kN）圖5.11右風(fēng)的計(jì)算簡(jiǎn)圖（單位：kN）圖5.12左風(fēng)的彎矩圖（單位：kNm）圖5.13左風(fēng)的剪力圖（單位：kN）圖5.14左風(fēng)的軸力圖（單位：kN）圖5.15右風(fēng)的彎矩圖（單位：kNm）圖5.16右風(fēng)的剪力圖（單位：kN）圖5.17右風(fēng)的軸力圖（單位：kN）圖6.1橫向框架計(jì)算單元圖6.2各層梁上作用的恒載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圖6.3恒荷載的計(jì)算簡(jiǎn)圖（單位:kN）圖6.4各層梁上作用的活載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(·),·)圖6.5活荷載計(jì)算簡(jiǎn)圖（單位:kN）6.6恒載彎矩圖（單位：kNm）圖6.7恒載剪力圖（單位：kN）圖6.8恒載軸力圖（單位：kN）6.9活載彎矩圖（單位：kNm）圖6.10活載剪力圖（單位：kN）6.11活載軸力圖（單位：kN）2GK左WK3GK右WK6GKQK左wK7GKQK右wK9GK右WK下式調(diào)整V=Y[η(Mr+Ml)/l+V]η—梁端剪力增大系數(shù)，三級(jí)抗震取1.1；表7.1承載力抗震調(diào)整系數(shù)正截面承載力計(jì)算正截面承載力計(jì)算斜截面承載力計(jì)算結(jié)構(gòu)構(gòu)件類型YnlV=0.85×[1.1×（56.51+105.50）/4.04+59.1筑抗震設(shè)計(jì)規(guī)》的6.2.2知，一、二、三、四級(jí)框架的梁柱節(jié)點(diǎn)處，除框架頂層和柱軸ΣM=ηΣM（7.15）c—節(jié)點(diǎn)上下柱端截面順時(shí)針或反時(shí)針?lè)较蚪M合的彎矩設(shè)η—框架柱端彎矩的增大系數(shù)，本工程為三級(jí)框架，取c），），），上下b應(yīng)按下式調(diào)整V=η(Mb+Mt)/H（7.16）nMt、Mb—分別為柱的上下端順時(shí)針和反時(shí)針?lè)较蚪孛娼M合的彎矩設(shè)計(jì)值；的調(diào)整。由于七層框架柱的軸壓比均小于0.15，則不需進(jìn)行強(qiáng)f360yf360yfs0面積較大，且A'不能達(dá)到其抗壓強(qiáng)度的設(shè)計(jì)值，因此，取x=2a'。s說(shuō)明受壓區(qū)所配鋼筋的面積較大，且A'不能達(dá)到其抗壓強(qiáng)度的設(shè)計(jì)值，因此，取ss00表8.1框架梁鋼筋計(jì)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故需按計(jì)算配箍筋。查《建筑抗震設(shè)計(jì)規(guī)》表6.3.3可得到梁加4表8.2框架梁的斜截面計(jì)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剪跨比和軸壓比計(jì)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按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh20c10i按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh2010i按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh20110isssminmins0c10isssminmins0110NξfbhiNξfbh c0+fbh c0+fbh按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh2N-54.19-157.09NminM-33.51844.46862.61NmaxM-35.82力MNMN01c0i按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh20c110i按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh20c10i按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh2。010is300i算s0c10按上式計(jì)算時(shí)，應(yīng)滿足N>ξfbh及Ne>0.43fbh22=f ffvvyvvN—考慮地震作用組合的框架柱和框支柱軸向壓力設(shè)計(jì)值，當(dāng)N>0.3fcA時(shí)，取0故該層柱按構(gòu)造配箍筋，柱端加密區(qū)的箍筋選用4肢B8。nNvP=λf/f=0.07×16.7/300×100%=0.39%<0.4%。故取表8.6框架柱箍筋計(jì)算表541.45541.45433.76433.76N512.58164.21176.44892.5892.5722.93722.93Asv/sV67.1289.7840.6329.32B8100B8100B8100B8100B8200B8200B8200B8200號(hào)ABAByv0jscjbbcjfcbjhj)（8.8）jjcjj0.85j本工程軸力N取二層柱底軸力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柱柱底的力組合表40.95-13.9017.32-11.47組合一-18.04-38.9711.11-16.28-2.10-1.90200.10MNV力kkkkkakk2akabpj—扣除基礎(chǔ)自重及其上土重后相應(yīng)于荷載效應(yīng)a1=a1=1.4m，a1=2.0m，h2.選取基本組合三：N=1254.55kN；M=57.08l0