框架结构毕业设计截面设计

框架结构毕业设计截面设计通过对梁内力组合的分析，对梁的截面设计分为3组，即6层梁，5、4、3层梁相同，2、1层梁相同。这里仅以第六层AB跨梁为例，说明计算方法和过程，其它层梁的配筋计算结果见表5-1-K5-1-2表5-1-1梁正截面配筋表层次截面M(kNm)As'(mm2)As(mm2)实配钢筋(mm2)As，/As(%)A148.260941687318(763)1.230.35支座Bl155.570941721318(763)1.230.35AB跨间192.020.0089838Br147.24支320(941) 1.230.410941682318(763)0.35座Cl150.350941696318(763)1.230.356BC跨间153.120.0072674A403.850.042913881870支320(941) 0.710.41425(1964)0.86座Bl350.290.020613881622225+222(1742)0.800.76AB跨间305.670.0143 1347Br346.920.05779411606支座Cl341.750.05769411582222+220(1388) 0.540.61225+222(1742)0.76225+222(1742)0.540.763BC跨间167.680.0078739A513.360.064917422445支座Bl402.360.010617421863320(941)0.670.41425+220(2592)1.16425(1964)0.890.86AB跨间370.430.01741639Br404.360.043113881872支座Cl402.680.041513881864225+222(1742) 0.710.76425(1964)0.86425(1964)0.710.862BC跨间251.170.01181112222+220(1388) 0.61表5-1-2梁斜截面配筋表梁端加密区非加密区层次位置REV区层次位置REV02.Obhfcc(kN)0025.142.OhfbhfvsAyvtREsv实配钢筋(sAsv)实配钢筋(sAsv)AB125.42652.08REV6BC114.57652.08REV-0.06双肢8@100(l.01)双肢8@200(0.50)-0.11双肢8@100(l.01)双肢8@200(0.50)AB204.05652.08REV3BC154.69652.08REVAB224.53652.08REV2BC204.23652.08REV0.34双肢8@100(1.01)双肢8@200(0.50)0.09双肢8@100(1.01)双肢8@200(0.50)0.44双肢8@100(1.01)双肢8@200(0.50)0.34双肢8@100(1.01)双肢8@200(0.50)5.1.1梁的正截面受弯承载力计算选出AB跨跨间截面及支座的最不利内力，并将支座中心处的弯矩换算为支座边缘限制截面的弯矩进行配筋计算。如最不利内力是由地震组合下得出，应引入承载力抗震调整系数RE。支座弯矩：MA=237.8-133.740.6/2=197.68kNmREMAR.75197.68=148.26kNmMB=208.44T76.240.6/2=155.57kNm跨间最大正弯矩：Mmax=192.02kNm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。翼缘计算宽度当按跨度考虑时，bf=l/3=7.8/3=2.6nl=2600mm；按梁间距考虑时，bf=b+Sn=300+3300=3600mm；按翼缘厚度考虑时，h0=h-as=800-40=760mm,bf/h0=120/760=0.1580.1,此种状况不起限制作用。取bf=2600mmo梁内纵向钢筋选HRB335级钢(fy=fy=300N/mm2),b=0.555,下部跨间截面按单筋T形截面计算，因为：)2('f0'f'flchhhbf=1.014.32600120(760-120/2)=3123.12kNml92.02kNm属第一类T形截面 s二2620'fl76026003.140.11002.192 hbfMc=0.00885=1 - s21 =0.00889yfcsfhbfA/O'1 =0.008891.014.32600760/300=838111n12 实配钢筋320(AS=941mm2),=941/(300760)=0.41%0.22%,满意要求。将下部跨间截面的320钢筋伸入支座，作为支座负弯距作用下的受压钢筋(AS=941mm2),在计算相应的受拉钢筋处上部受拉AS,A支座上部：s=267603003 .140 .1)40760(9413001026.148 =-0.0222二1一s21二-0.02200说明AS富有，且达不到屈服，可近似取)('OsysahfMA=)40760(3001026.1486 =687mm2实配钢筋318(AS=763mm), =763/(300720)=0.35%0.27%,满意要求。B1支座上部：s=267603003 .140 .1)40760(9413001057.155 =-0.0192 二1一s21 =-0.01900说明AS富有，且达不到屈服，可近似取)(^OsysahfMA=)40760(3001057.1556=721mm2实配钢筋318(AS=763mln),=763/(300720)=0.35%0.27%,满意要求。5.1.2梁斜截面受剪承载力计算。REV=125.42kN0.20bhfcc=0.21.014.3300760=652.08kN故截面尺寸满意要求，梁端加密区箍筋取双肢8@100,箍筋用HPB235级钢筋(fyv=210N/mm),则：0025. 142.OhSAfbhfsvyvt=0.421.43300760+1.25210101/100760=338.43kN125.42kN加密区长度取1250mni,非加密区箍筋取双肢8@200,箍筋设置满意要求。现将柱分为两组，即6层柱，5、4、3层柱，2、1层柱，各组柱的配筋相同。5.2.1剪跨比和轴压比验算表给出了框架柱各层剪跨比和轴压比计算结果。留意,表中的Me、Vc和N都不应考虑承载力抗震调整系数。由表5-2-1可见，各注的剪跨比和轴压比均满意规范要求。表5-2-1柱剪跨比轴压比验算表柱号层次bhOfcMeVcN0hVMccbhfNc66005603600560170066066005603600560170066066005603600560170066019.1255.0987.99417.9519.1335.55144.552034.8619.1562.08176.823251.3619.1227.5583.33676.2519.1415.73183.642778.7419.1626.43201.794237.7519.1214.5179.09647.2119.1408.16181.402667.3619.1622.80199.614072.565.1824.1524.8224.8824.0424.702 4.842 4.022 4.732 0.060.90.300.9 0.350.90.100.90.400.90.450.90.090.90.390.90.440.9A柱B柱C柱5.2.2柱正截面承载力计算第一层B柱轴力为例说明计算方法和过程。依据调整后的弯矩设计值，选出最不利内力，进行配筋计算。ea取20mm和偏心方向截面尺寸的1/30两者中的较大值，即700/30=23.3mmo柱的计算长度按公式Hl)2.02(minO确定，其中27.Imin 5)27.12.02(0111.27m1、按Mmax及相应的N一组计算， Mmax=576.31kNm,N=3390.20kN,100031.5760 N17020.3390Memm3 .1933 .231700 aieeemm因为hl/0=ll.27103/700=16.18,须要考虑偏心矩增大系数。)(取0.10.138.11020.33907001.195.05.01321 NAfc7.027.1101.015.101.015.102 hl=0.989 625. 1989. 011 .16660/3 .193140011)(/140011221200 hlhei1.624402/7003.193625.12/ siaheemm对称配筋 555. 0384.06607001.19102.3390300 bcbhfNhx为大偏心受压状况。2'sa=8044.253660384. 00 hxOhbTOC\o"1-5"\h\z=0.555660=366.3 )()2/('sO'01'ycssahfxhbxfNeAA )40660(300) 2/44.253660(44.2537001 . 190 .11.624102.33903 =1661mm 2、在按Nmax及相应的M一组计算，M=4.63kNm,N=5173.63kN100063.40N9.063.5173Memm2.243.239.00 aieeemm因为hl/0=11.27103/700=16.18,须要考虑偏心矩增大系数。904.01063.51737001.195.05.0321 NAfc7.027.1101.015.101.015.102 hl=0.989515.5989.0904.01,16660/2.24140011)(/140011221200hlheil986603.03.05,1332.24515.50 hei故为小偏心受压状况。5.443402/7002.24515.52/ siaheemm对TOC\o"1-5"\h\z称 配 筋bcsbcc20bbhfahbhfNebhfN ( 01'01101))(43.0555.06607001.190.1)40660()555.08.0(6607001.190.143.05.4431063..190.1555.01063.517333 =0.592)()5 01)40660(30('sO'201?ycssahfbhfNeAA)40660(3006607001 .1901)592.06607001 .1901)592.0501(592.05.4431063.517323 0按构造配筋，且应满意%7.Omin,单侧配筋率％2.Omins,故980700700%2.Omin' bhAAsssmm2综上所述，应按第一种状况一侧实配322+220(1768,ssAAmm2)o经过计算，各层柱配筋状况如下，满意%7.Omin,单侧配筋率昭.Omins,一层、二层柱一侧实配322+220,三层、四层、五层一侧实配222+218,六层柱一侧实配222+218柱斜截面受剪承载力计算以第一层B柱为例说明计算方法和过程。59.233VkN025,Obhfcc=0.251.019.1700660=2206VN=3390.20kNbhfc3. 0=0.319.17002/1000=2807.7kN,取N=2807.7kN66059.2331031.57630 VhM=3.743,取30007.0175.1hfNbhfVsAyvtsv=660210107.280707.066070071.11375.11059.23333 0故该柱应按构造配置箍筋。柱端加密区的箍筋选用4肢8@100o轴压比n=0.45,08.0v,则最小体积配箍率%728.0210/1 .1908.0/min yvcvvff 592.06508100650650728.0 icorvsvlAsA取4肢8,201svAmm2,则340smm,依据构造要求，取加密区箍筋为4肢8@100,加密区长度与位置按规定要求确定。非加密区还应满意slOd=220mm,故箍筋取4肢8@200,各层柱