土木工程毕业设计计算书

武汉科技大学本科毕业设计PAGE143–土木工程毕业设计计算书1工程概况1.1建设项目名称：龙岩第一技校学生宿舍1.2建设地点：龙岩市某地1.3建筑类型：八层宿舍楼，框架填充墙结构，基础为柱下独立基础，混凝土C30。1.4设计资料：1.4.1地质水文资料：由地质勘察报告知，该场地由上而下可分为三层：杂填土：主要为煤渣、石灰渣、混凝土块等，本层分布稳定，厚0-0.5米；粘土：地基承载力标准值fak=210Kpa,土层厚0.5-1.5米亚粘土：地基承载力标准值fak=300Kpa,土层厚1.5-5.6米1.4.2气象资料：全年主导风向：偏南风夏季主导风向：东南风冬季主导风向：西北风基本风压为：0.35kN/m2（c类场地）1.4.3抗震设防要求：七度三级设防1.4.4建设规模以及标准：1建筑规模：占地面积约为1200平方米，为8层框架结构。建筑防火等级：二级建筑防水等级：三级4建筑装修等级：中级2结构布置方案及结构选型2.1结构承重方案选择根据建筑功能要求以及建筑施工的布置图，本工程确定采用横向框架承重方案，框架梁、柱布置参见结构平面图，如图2.1所示。2.2主要构件选型及尺寸初步估算2.2.1主要构件选型（１）梁﹑板﹑柱结构形式：现浇钢筋混凝土结构图2.1结构平面布置图（２）墙体采用：粉煤灰轻质砌块（３）墙体厚度：外墙:250mm，内墙:200mm（４）基础采用：柱下独立基础2.2.2梁﹑柱截面尺寸估算横向框架梁:中跨梁（BC跨）：因为梁的跨度为7500mm，则.取L=7500mmh=(1/8~1/12)L=937.5mm~625mm取h=750mm.375mm~250mm取b=400mm满足b>200mm且b750/2=375mm故主要框架梁初选截面尺寸为：b×h=400mm×750mm同理，边跨梁（AB、CD跨）可取：b×h=300mm×500mm其他梁：连系梁：取L=7800mmh=(1/12~1/18)L=650mm~433mm取h=600mm300mm~200mm取b=300mm故连系梁初选截面尺寸为：b×h=300mm×600mm由于跨度一样，为了方便起见，纵向次梁截面尺寸也初选为：b×h=300mm×600mm横向次梁：跨度L=6300mmh=(1/12~1/18)L=525mm~350mm取h=450mm225mm~150mm取b=250mm故横向次梁初选截面尺寸为：b×h=250mm×450mm（3）框架柱:×3000=374.7mm~281mmb=(1~2/3)h取b=h=1\*GB3①按轴力估算:A、D列柱:No=8×2×3.9×3.15m2×14KN/m2=2752KNB、C列柱:No=8×2×3.9×6.8m2×14KN/m2=2\*GB3②按轴压比验算:此建筑抗震等级为三级，=0.9选C30型混凝土=14.3N/㎡N=1.2NoB、C列柱：(2.1)A﹑D列柱：(2.2)故初选柱截面尺寸为：B、C列柱：b×h=750mm×750mmA﹑D列柱：b×h=600mm×600mm2.3确定结构计算简图2.3.1三个假设：=1\*GB3①平面结构假定：认为每一方向的水平力只由该方向的抗侧力结构承担，垂直于该方向的抗侧力结构不受力；=2\*GB3②楼板在自身平面内在水平荷载作用下，框架之间不产生相对位移；=3\*GB3③不考虑水平荷载作用下的扭转作用。2.3.2计算简图根据结构平面布置图,选定第5轴线作为计算单元.如图2.2所示框架梁跨度(按柱中心线确定)：AB、CD跨:6300mmBC跨:7500mm框架柱高度：假定基础顶面到室外地面的距离为500mm,则可取底层:H1=4500+300+500=5300mm其它层:H2=H3=H4=H5=H6=H7=H8=H9=3000mm框架计算简图如图2.3所示图2.2框架计算单元2.4梁﹑柱惯性矩,线刚度,相对线刚度计算2.4.1梁﹑柱惯性矩计算计算梁截面惯性矩时，考虑到现浇楼板的作用，边跨取I=1.5IO，中跨取I=2IO（IO为不考虑梁翼缘作用的梁截面惯性矩）图2.3框架计算简图主要框架梁：(2.3)次要框架梁：(2.4)边框架梁：(2.5)中框架梁：(2.6)内柱：(2.7)外柱：(2.8)2.4.2梁﹑柱线刚度计算根据公式i=EI/l(2.9)可以得出梁﹑柱的线刚度如下(E=EC)梁：iA8B8=iC8D8=3.125×109E/6300=0.5×106Eib8C8=14.06×109E/7500=1.87×106柱：iD1D0=1.08×1010E/5300=2.04×106EiC1C0=2.64×1010E/5300=4.98×106iD7D8=1.08×1010E/3000=3.6×106EiC7C8=2.64×1010E/3000=8.8×1062.4.3梁﹑柱相对线刚度计算取iD1D0值作为基准值1.算得梁﹑柱的相对线刚度标于图2.3中。3.荷载标准值计算3.1永久荷载3.1.1作用于框架梁上的均布荷载1屋面恒载三毡四油屋面防水层0.4kN/m21:3水泥沙浆找平层20mm0.4kN/m2水泥蛭石板保温层60mm0.12kN/m21:8水泥炉渣找坡80mm1.44kN/m21:3水泥沙浆找平层20mm0.4kN/m2现浇钢筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合计5.66kN/m22楼面恒载水磨石地面0.65kN/m2现浇钢筋混凝土板100mm2.5kN/m2板底抹灰20mm0.4kN/m2合计3.55kN/m23框架梁自重边跨框架梁：0.30.525=3.75kN/m中跨框架梁：0.40.7525=7.5kN/m4柱子自重上层柱：外柱：0.60.6253=27kN/根内柱：0.750.75253=42.2kN/根底层柱：外柱：0.60.6255.3=47.7kN/根内柱：0.750.75255.3=74.5kN/根5墙自重及两面抹灰女儿墙：0.251.58=3KN/m两面抹灰：0.8kN/m2~8层：内墙:0.2（3-0.5）8=4kN/m0.2（3-0.75）8=3.6kN/m外墙:0.25（3-0.5）8=5kN/m0.25（3-0.75）8=4.5kN/m底层:0.25（4.5-0.75）8=7.5kN/m0.25（4.5-0.5）8=7.5kN/m6作用在框架梁上的恒载（走廊板按单向板计算）楼面荷载分配按双向板进行等效分配短向分配：5aq/8(3.1)长向分配：(3.2)顶层：（走廊板按单向板计算）边跨框架梁自重0.30.525=3.75kN/m梁侧粉刷2（0.5-0.1）0.0217=0.27kN/m中跨框架梁自重0.40.7525=7.5kN/m梁侧粉刷2（0.75-0.1）0.0217=0.44kN/mqA1=qB1=qG4=qH4=5.660.53.9=11.04kN/m(峰值)则等效均布荷载为q===9.25kN/mqE4=qF3=qC4=Qd1=2.550.55.66=7.22kN/m(峰值)则等效均布荷载为q=5aq/8=57.22/8=4.51kN/m所以，作用在框架梁上的线荷载为：qL5=qL1=4.02+9.252=22.52kN/mqL2=qL4=7.94+4.512=16.96kN/mqL3=7.94kN/m同理可求得作用在框架梁上的集中荷载为F=146.15kN作用在标准层梁上的线荷载以及集中荷载同理可以求出，在此不再赘述，仅列结果如下：标准层框架梁上的线荷载为：qL5=qL1=9.72+5.82=21.32kN/mqL2=qL4=13.07+2.832=18.73kN/mqL3=7.94kN/m集中荷载为F=157.57KN3.1.2恒载作用于框架柱上的集中荷载计算方法：每层柱分为上下两个截面，其中：上截面集中荷载=与柱相连接的纵向框架梁自重以及其上墙体、次梁传来恒载、楼面结构层传来恒载之和下截面集中荷载=上截面传来荷载+该层柱自重1边跨顶层：连系梁自重qL6=qL7=qL16=qL17=0.30.625=4.5kN/m梁侧粉刷2（0.6-0.1）0.0217=0.34kN/m横向次梁自重L18=qL19=qL24=qL25=0.250.4525=2.81kN/m侧粉刷2（0.45-0.1）0.0217=0.24kN/m女儿墙自重37.8=23.4kN墙面抹灰0.8kN/mqA3=qB3=qG2=qH2=5.660.53.9=11.04kN/m(峰值)则等效均布荷载为q===9.25kN/mqA2=qB2=qG3=qH3=5.660.53.9=11.04kN/m(峰值)则等效均布荷载为q=5aq/8=511.04/8=6.9kN/m所以，作用在边跨柱顶的集中荷载为F81=［（3.05+9.25）6.3/（22）+（4.84+6.9+0.8）3.9］2+23.4=159.96KN作用在边跨柱底的集中荷载为F82=159.96+27=187.96KN七层：连系梁自重qL6=qL7=qL16=qL17=0.30.625=4.5kN/m梁侧粉刷2（0.6-0.1）0.0217=0.34kN/m连系梁上纵墙自重0.25（3-0.6）87.8=37.44kN墙面粉刷2（3-0.6）0.0217=1.63kN/m横向次梁自重L18=qL19=qL24=qL25=0.250.4525=2.81kN/m梁侧粉刷2（0.45-0.1）0.0217=0.24kN/m横向次梁上横墙自重0.2（3-0.45）8=4.08kN/m墙面粉刷2（3-0.45）0.0217=1.73kN/mqA3=qB3=qG2=qH2=3.550.53.9=6.92kN/m(峰值)则等效均布荷载为q===5.8kN/mqA2=qB2=qG3=qH3=3.550.53.9=6.92kN/m(峰值)则等效均布荷载为q=5aq/8=56.92/8=4.33kN/m所以，作用在边跨柱顶的集中荷载为F71=［（4.84+4.33+1.63）7.8/2+（3.05+5.8+4.08+1.72）6.3/（22）］2+37.44+179.16=167.86+187.96=354.82KN作用在边跨柱底的集中荷载为F72=354.82+27=381.82KN同理可算得其余各层柱集中荷载，在此不再赘述，仅列结果如下六层F61=167.86+381.82=549.68KNF62=549.68+27=576.68KN五层F51=167.86+576.68=744.54KNF52=744.54+27=771.54KN四层F41=167.86+771.54=939.4KNF42=939.4+27=966.4KN三层F31=167.86+966.4=1134.26KNF32=1134.26+27=1161.26KN二层F21=167.86+1161.26=1329.12KNF22=1329.12+27=1356.12KN一层F11=167.86+1356.12=1523.98KNF12=1523.98+47.7=1571.68KN2中跨顶层：连系梁自重qL14=qL15=qL18=qL19=0.30.625=4.5kN/m梁侧粉刷2（0.6-0.1）0.0217=0.34kN/mqA4=qB4=qG1=qH1=5.660.53.9=11.04kN/m(峰值)则等效均布荷载为q=5aq/8=511.04/8=6.9kN/mqE1=qF2=qC1=qD2=5.660.52.55=7.22kN/m(峰值)则等效均布荷载为q===5.93kN/m所以，作用在中跨柱顶的集中荷载为F81=（4.84+6.9+5.93）7.82/2+（6.3+2.55）3.05/2+4.152.55/2+9.256.3/2=185.75KN作用在边跨柱底的集中荷载为F82=185.75+42.2=227.95KN七层：连系梁自重qL8=qL9=qL14=qL15=0.30.625=4.5kN/m梁侧粉刷2（0.6-0.1）0.0217=0.34kN/m横向次梁自重L18=qL19=qL24=qL25=L20=qL21=qL22=qL23=0.250.4525=2.81kN/m梁侧粉刷2（0.45-0.1）0.0217=0.24kN/m横向次梁上横墙自重0.2（3-0.45）8=4.08kN/m墙面粉刷2（3-0.45）0.0217=1.73kN/mqA4=qB4=qG1=qH1=3.550.53.9=6.92kN/m(峰值)则等效均布荷载为q=5aq/8=56.92/8=4.33kN/mqE1=qF2=qC1=qD2=3.550.52.55=4.53kN/m(峰值)则等效均布荷载为q===3.72kN/m所以，作用在中跨柱顶的集中荷载为F71=(4.84+4.33+3.72)7.82/2+（6.3+2.55）8.86/2+2.832.55/2+5.86.3/2+242=161.63+227.95=389.58KN作用在边跨柱底的集中荷载为F72=389.58+42.2=431.78KN同理可算得其余各层柱集中荷载，在此不再赘述，仅列结果如下六层F61=161.63+431.78=593.41KNF62=593.41+42.2=635.61KN五层F51=161.63+635.61=797.24KNF52=797.24+42.2=839.44KN四层F41=161.63+839.44=1000.74KNF42=1000.74+42.2=1042.94KN三层F31=161.63+1042.94=1204.24KNF32=1204.24+42.2=1246.44KN二层F21=161.63+1246.44=1408.07KNF22=1408.07+42.2=1450.27KN一层F11=161.63+1450.27=1611.9KNF12=1611.9+74.5=1686.4KN恒载作用受荷简图如图3.1所示3.2活荷载查荷载规范：楼面均布活荷载标准值为2.0KN/m2,上人屋面均布活荷载标准值为2.0KN/m2。3.2.1作用在框架梁上的活荷载1作用在框架梁上的均布活荷载qL1=qL5=2.00.53.92=7.8kN/m(峰值)则等效均布荷载为图3.1恒载作用受荷简图q===6.54KN/mqL2=qL4=2.00.52.552=5.1kN/m(峰值)则等效均布荷载为q=5aq/8=55.1/8=3.19kN/m2作用在框架梁上的集中活荷载qE3=qF4=qC3=qD4=2.00.52.55=5.1kN/m(峰值)则等效均布荷载为q===4.0KN/mqI1=qI2=qK1=qK2=2.00.52.4=2.4kN/m（均值）qC2=qE2=qF1=qD3=2.00.52.55=2.55kN/m（峰值）则等效均布荷载为q=5aq/8=52.55/8=1.59kN/m所以集中荷载为F=［1.592.55/(22)+2.47.8/2+4.07.8/2］2=51.95KN3.2.2作用在框架柱上的集中活荷载边跨qA2=qB2=qG3=qH3=2.00.53.9=3.9kN/m（峰值）则等效均布荷载为q=5aq/8=53.9/8=2.44kN/mqA3=qB3=qG2=qH2=2.00.53.9=3.9kN/m（峰值）则等效均布荷载为q==3.27kN/m所以，作用在边跨柱子上的集中活载为FA=FD=2.447.82/2+3.276.32/(22)=29.33KN2中跨qA4=qB4=qG1=qH1=2.00.53.9=3.9kN/m（峰值）则等效均布荷载为q=5aq/8=53.9/8=2.44kN/mqC1=qE1=qF2=qD2=2.00.52.55=2.55kN/m（峰值）则等效均布荷载为q==2.09kN/m所以，作用在边跨柱子上的集中活载为FB=FC=(2.44+2.09)7.8+1.592.55/2+3.276.3/2=47.66KN活载作用受荷简图如图3.2所示图3.2活载作用受荷简图3.3风荷载风压标准值计算公式为：w=βZμSμZω0本地区基本风压为：w0=0.35地面粗糙类别为C类；风振系数：βZ=1+Hi/Hξγ/μZ(3.3)表3.1层次12345678Hi（第i层距离室外地面的高度）4.87.810.813.816.819.822.825.8H总=30.9mB≈58mH/B≈0.5查表：脉动影响系数γ=0.40表3.2离地面高度（m）z4.87.810.813.816.819.822.825.8风压高度系数μZ0.740.740.740.740.7760.8360.8850.933结构基本周期：==0.41(3.4)ω0=0.350.62=0.22kN/m2(3.5)ω0T2=0.220.412=0.04(3.6)查表得：脉动增大系数ξ=1.17βZ=1+Hi/Hξγ/μZ(3.7)表3.3Z4.87.810.813.816.819.822.825.8βZ1.131.191.261.341.391.431.471.50ωk=βZμSμZω0(3.8)∵结构高度H=25.8<30m,故取βZ=1.0,μS=1.3表3.4z4.87.810.813.816.819.822.825.8ωk0.380.400.420.450.490.540.590.64转化为集中荷载（受荷面与计算单元同）8层：FW8K=7.8(3.0/2+1.5)0.64=14.98KN7层：FW7K=7.83.0（0.64+0.59）2=28.78KN6层：FW6K=7.83.0（0.59+0.54）2=26.44KN5层：FW5K=7.83.0（0.54+0.49）2=24.1KN4层：FW4K=7.83.0（0.49+0.45）2=22KN3层：FW3K=7.83.0（0.45+0.42）2=20.36KN2层：FW2K=7.83.0（0.42+0.4）2=19.19KN1层：FW1K=7.80.43.0/2+3.60.384.8=18.91KN风荷载受荷简图如图3.3所示图3.3风载作用受荷简图3.4地震荷载3.4.1重力荷载代表值计算所谓重力荷载代表值是指的一个变形缝范围内楼层所有恒载与活荷载标准值的组合值，即恒载＋0.5活载,具体计算结果如下:1恒载屋面重力值：G面=5.66（3.06.5+7.8720.1-2.17.8-7.86.75-36.3）=5515KN楼板重力值：G板=3.55（3.06.5+7.8720.1-2.17.8-7.86.75-36.3）=3459K梁重力值：G1=0.40.756.5259+0.30.56.32517+0.30.67.82536+0.30.63425+0.30.67.8255+0.250.458.852513+(20.026.59+20.026.317+20.027.836+20.0234+20.027.85+20.028.8513)17=3073KN柱重力值：G上柱=2717+42.218+0.250.2525312=1256KNG底柱=47.717+74.518+0.250.25255.312=2218KN突出屋面部分板自重：G2=6.757.8=52.65KN楼梯自重：楼梯间荷载近似取为楼面荷载的1.5倍，即q=3.551.5=5.3KN/m2为了安全起见取大值，可取q=6KN/m2，则楼梯自重为G梯=6(3.06.3+7.86.75+3.06.3)=542.7KN墙重力值：G女儿墙=（220.1+32+7.852+2.12+7.83）3=455.4KN标准层墙重：G3=0.251.2858.032+0.30.256.382+0.2537.58+0.25832.12+0.251.27.58+0.238(58.03-15)2+0.2583(3+2.43)+0.23817.712=1936KNG标门窗=0.41.258.032+0.12.11.0(152+122)=67KNG墙=0.251.5858.03+0.254.5820.12+0.24.5813.86=1132KNG底门窗=0.42.658.03+0.43.858.03=148KNG突柱=0.250.255.42512=101KNG突墙=0.255.46.7528+0.255.42.78+0.255.42.48+0.255.48.858+0.255.46.38+0.255.47.88=449KN2活荷载Q=2.0(313.8+20.17.85+7.8211.25+4.86.3)=2062KNQ突板=2.0(7.86.75+36.3)=143KN3重力荷载代表值G8=G面+G梁+G上柱/2+G标墙/2+Q/2+G女儿墙+（G2+G突墙+G突柱+Q突板/2）3=5515+3073+1256/2+455.4+1936/2+2062/2+（52.65+101+449+143/2）=12733KNG7=G板+G梁+G上柱+G标墙+Q/2=3459+3073+1256+1936+2062/2=10755KNG2=G3=G4=G5=G6=G7=10755KNG1=G板+G梁+G上柱/2+G底柱/2+G标墙/2+G底墙/2+Q/2=3459+3073+1256/2+2218/2+1936/2+1132/2+2062/2=10834KN3.4.2柱抗侧移刚度D的计算1横梁线刚度为了简化计算，框架梁截面惯性矩增大系数取1.2AB、CD跨：kb=iC8D8×1.2=5×1053104×1.2=18109N·mmBC跨：kb=iB8C8×1.2=18.7×1053104×1.2=67.3109N·2柱的线刚度边柱：底层：kc=20.41053104=61.2109N·mm其它层：kc=361053104=108109N·mm中柱：底层：kc=49.81053104=149.4109N·mm其它层：kc=881053104=264109N·mm3框架柱的侧移刚度D值表3.52～8层D值的计算Dk=∑kb/2kcα=k/(2+k)D=12αkc/h2边柱A、D0.1670.07711088中柱B、C0.3230.13948928表3.6底层D值的计算Dk=∑kb/2kcα=k+0.5/(2+k)D=12αkc/h2边柱A、D0.2940.3469046中柱B、C0.5710.416265504计算框架自振周期各层D值汇总（见表3.7）表3.7各层D值汇总D值/层次柱类型2～8层（D值根数）1层（D值根数）边柱A、D轴1108817=188496904617=153782中柱B、C轴4892818=8807042655018=477900∑D（KN/m）1069200631682按顶点位移法计算，考虑轻质砌块墙对框架刚度的影响，取基本周期调整系数α0=0.8，计算公式为1=1.7α0,式中△T为顶点横向框架顶点位移计算位移。按D值法计算。见表3.85水平地震作用标准值和位移的计算多遇地震作用下，设防烈度为7度，查表αmax=0.08.龙岩市反应谱特征周期查表Tg=0.35s,Tg＜T1＜5Tg∴(3.9)6水平地震作用计算因为T1=0.88s＞1.4Tg=1.40.35=0.49s.尚需考虑顶部附加水平地震作用。δn=0.08T1+0.07=0.080.88+0.07=0.140(3.10)结构总水平地震作用标准值：Fek=α1Geq=0.0340.8588097=2546KN(3.11)顶部附加的集中水平地震作用为：ΔFn=δn·Fek=0.142546=356KN(3.12)表3.8横向框架顶点位移计算层次Gi(kN)DiΔi－Δi－1=∑Gi/DΔi(m)8127331273310692000.010.4167107552348810692000.020.4066107553424310692000.030.3865107554499810692000.040.3564107555575310692000.050.3163107556650810692000.060.2662107557726310692000.070.206110834880976316820.1360.136T1=1.70.8=0.88s(3.13)(3.14)=108345.3+10755(8.3+11.3+14.3+17.3+20.3+23.3)+1273326.3=1422790.9KN同理：F2=134KNF3=182KNF4=231KNF5=279KNF6=327KNF7=376KNF8=423KNF8＇=875KNFi,Vi和△ue的计算（见表3.9）表3.9Fi,Vi和△ue的计算层次87654321Fi(KN)87537632727923118213486Vi(KN)8751291157818572088227024042490∑D(KN/m)1069200106920010692001069200106920010692001069200631682△ue(m)0.00070.00110.00140.00160.00190.0020.00220.0038应将地震作用按柱刚度转化为计算单元的那一榀框架,转化后地震作用下框架计算简图如图3.4所示。4内力分析作用于框架上的荷载总的分为两大类型,即水平作用和竖向作用,对竖向作用可不考虑框架的侧移,故可采用弯矩二次分配法计算;水平作用考虑框架节点转动,采用D值法分析,各种作用的内力计算分述如下:4.1恒载作用下的内力计算4.1.1固端弯矩计算1恒荷载作用下框架梁两端的固端弯矩由于结构和荷载都对称，故可取半结构进行内力计算，如图4.1所示AB跨：八层MAB=-ql²/12=-22.52×6.3²/12=-74.5KN·m(4.1)MBA=ql²/12=22.52×6.3²/12=74.5KN·m(4.2)图3.4水平地震作用受荷简图图4.1恒载作用计算简图一～七层MAB=-ql²/12=-21.32×6.3²/12=-70.5KN·mMBA=ql²/12=21.32×6.3²/12=70.5KN·mBE跨：八层MC8＇E8＇＝－7.943.752/3-146.152.55(23.75-2.55)/(23.75)＝－283.2KN·mME8＇C8＇＝－7.943.752/6-146.151.22/(23.75)＝-46.7KN·mMC8＇＇E8＇＇＝－22.35KN·mME8＇＇C8＇＇＝6.65KN·m∴MC8E8＝MC8＇E8＇+MC8＇＇E8＇＇＝－305.55KN·mME8C8＝ME8＇C8＇+ME8＇＇C8＇＇＝-40.05KN·利用《结构力学》知识，分别求出了每层每根梁在恒荷载作用下梁两端的固端弯矩，然后（注意考虑节点的偏心弯矩）进行叠加，总的固端弯矩标注于表4.1中。4.1.2节点分配系数计算μA8B8==0.124(4.3)μA8A7==0.876(4.4)其余分配系数见表4.14.1.3弯矩分配、传递具体计算可在表中进行，计算过程和结果参见表4.1。4.1.4画内力图根据计算结果先画出各杆件弯矩图，如图所示，括号里弯矩值为框架梁在恒荷载作用下经过调幅（调幅系数取0.85）后的弯矩,其中跨中弯矩是根据等效均布荷载作用下由平衡条件计算所得。杆件弯矩求出后，按力的平衡可求出剪力和轴力，恒荷载作用下的框架弯矩图如图4.2所示，剪力图和轴力图如图4.3所示。表4.1恒载作用下内力计算上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱0.000.880.120.050.000.900.050.050.000.900.050.120.8828.00.0-74.574.50.00.0-305.6305.60.00.0-74.574.50.0-28.00.040.75.812.00.0207.911.1-11.10.0-207.9-12.0-5.80.0-40.70.09.66.02.90.061.1-5.55.50.0-61.1-2.9-6.00.0-9.6续表4.1恒载作用下内力计算0.0-13.7-1.9-3.00.0-52.6-2.82.80.052.63.01.90.013.70.036.7-64.786.40.0216.4-302.8302.80.0-216.4-86.464.70.0-36.70.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.220.49.63.51.4104.061.1-3.23.2-104.0-61.1-1.4-3.5-20.4-9.6-15.6-15.6-2.2-4.4-77.3-77.3-4.14.177.377.34.42.215.615.623.913.2-66.574.4148.8105.8-329.0329.0-148.8-105.8-74.466.5-23.9-13.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.4729.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.69.63.51.461.161.1-3.23.2-61.1-61.1-1.4-3.5-9.6-9.6-10.6-10.6-1.5-3.2-57.0-57.0-3.03.057.057.03.21.510.610.618.218.2-65.875.6126.2126.2-327.9327.9-126.2-126.2-75.665.8-18.2-18.20.470.470.070.030.470.470.030.030.470.470.030.070.470.47续表4.1恒载作用下内力计算29.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.419.219.22.77.0122.1122.16.4-6.4-122.1-122.1-7.0-2.7-19.2-19.29.612.03.51.461.176.8-3.23.2-61.1-76.8-1.4-3.5-9.6-12.0-11.7-11.7-1.7-3.7-64.5-64.5-3.43.464.564.53.71.711.711.717.119.5-66.075.1118.7134.4-328.3328.3-118.7-134.4-75.166.0-17.1-19.50.590.330.080.040.600.340.030.030.600.340.040.080.590.3329.40.0-70.570.50.00.0-328.1328.10.00.0-70.570.50.0-29.424.013.63.49.0153.686.88.2-8.2-153.6-86.8-9.0-3.4-24.0-13.69.60.04.51.761.10.0-4.14.1-61.10.0-1.7-4.5-9.60.0-8.3-4.7-1.2-2.1-35.0-19.8-1.91.935.019.82.11.28.34.725.49.0-63.879.2179.767.1-325.9325.9-179.7-67.1-79.263.8-25.4-9.06.843.4-43.4-6.8注：表格中方框里数据为节点弯矩。恒荷载作用下框架梁的跨内最大弯矩和梁两端剪力以八层AB跨框架梁为例：设最大弯矩截面距A端Xm,则有由QA8B8×6.3-64.5-22.52×6.32/2+86.1=0(4.5)＝＞QA8B8=67.5KN(方向与图中标示相同，即顺时针方向)＝＞QB8A8从而又有22.52*X=67.5＝＞X=3.0m(4.6)所以Mmax=67.5×3-64.5-22.52×3.0²/2=36.7KN·m(梁下侧受拉)(4.7)4.2活荷载作用下的内力计算4.2.1固端弯矩计算1活荷载作用下框架梁两端的固端弯矩由于结构和荷载都对称，故可取半结构进行内力计算，如图4.4所示图4.2恒载作用弯矩图(KN·M)图4.3恒载作用内力图图4.4活载作用计算简图AB跨：一～八层MAB=-ql²/12=-6.54×6.3²/12=-21.6KN·m,MBA=ql²/12=6.54×6.3²/12=21.6KN·m具体计算过程、方法同恒载,利用≤结构力学≥知识,分别求出每层每根梁在不同荷载形式作用下梁两端的固端弯矩,然后进行叠加,总的固端弯矩标于表4.2中.4.2.2节点分配系数计算μA8B8==0.124μA8A7==0.876其余分配系数见表4.24.2.3弯矩分配、传递具体计算可在表中进行，计算过程和结果参见表4.2表4.2活载作用下内力计算 上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱梁左梁右上柱下柱0.000.880.120.050.000.900.050.050.000.900.050.120.885.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.10.014.52.03.80.066.43.5-3.50.0-66.4-3.8-2.00.0-14.50.03.91.91.00.017.5-1.81.80.0-17.5-1.0-1.90.0-3.90.0-5.1-0.7-0.90.0-15.1-0.80.80.015.10.90.70.05.10.013.3-18.425.60.068.8-94.494.40.0-68.8-25.618.40.0-13.30.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.77.23.91.00.533.217.5-0.90.9-33.2-17.5-0.5-1.0-7.2-3.9-5.6-5.6-0.8-1.4-23.9-23.9-1.31.323.923.91.40.85.65.69.35.9-20.322.844.328.6-95.795.7-44.3-28.6-22.820.3-9.3-5.90.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.47续表4.2活载作用下内力计算5.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.93.91.00.517.517.5-0.90.9-17.5-17.5-0.5-1.0-3.9-3.9-4.1-4.1-0.6-0.9-16.4-16.4-0.90.916.416.40.90.64.14.17.57.5-20.123.236.136.1-95.395.3-36.1-36.1-23.220.1-7.5-7.50.470.470.070.030.470.470.030.030.470.470.030.070.470.475.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.17.77.71.12.035.035.01.8-1.8-35.0-35.0-2.0-1.1-7.7-7.73.94.81.00.517.522.0-0.90.9-17.5-22.0-0.5-1.0-3.9-4.8-4.5-0.6-1.1-18.5-18.5-1.01.018.518.51.10.64.54.511.68.0-20.223.133.938.4-95.595.5-33.9-38.4-23.120.2-7.0-8.00.590.330.080.040.600.340.030.030.600.340.040.080.590.335.10.0-21.621.60.00.0-95.495.40.00.0-21.621.60.0-5.19.75.51.42.644.024.92.4-2.4-44.0-24.9-2.6-1.4-9.7-5.53.90.01.30.717.50.0-1.21.2-17.50.0-0.7-1.3-3.90.0-3.0-1.7-0.4-0.6-10.1-5.7-0.50.510.15.70.60.43.01.710.53.8-19.424.351.319.1-94.894.8-51.3-19.1-24.319.4-10.5-3.82.712.4-12.4-2.7注:表中方框里的数据为节点弯矩4.2.4画内力图根据计算结果先画出各杆件弯矩图，如图所示，括号里弯矩值为框架梁在活荷载作用下经过调幅（调幅系数取0.85）后的弯矩,其中跨中弯矩是根据等效均布荷载作用下由平衡条件计算所得。杆件弯矩求出后，按力的平衡可求出剪力和轴力，活荷载作用下的框架弯矩图如图4.5、剪力图和轴力图如图4.6所示。图4.5活载作用弯矩图(KN·M)图4.6活载作用内力图4.3风荷载作用下的内力计算风荷载内力计算可采用D值法，其过程和结果见表4.3,风荷载作用下弯矩图见图4.7，剪力图4.8，轴力图见图4.9。表4.3风荷载内力计算图4.7风载作用弯矩图(KN·M)图4.8风载作用剪力图(KN)图4.9风载作用轴力图(KN)4.4水平地震作用下的内力计算水平地震作用内力计算可采用D值法，其过程和结果见表4.4,水平地震作用下弯矩图见图4.10，剪力图见图4.11，轴力图见图4.12。4.5重力荷载代表值作用下的内力计算前述，重力荷载代表值为恒载和活载组合值，属于竖向荷载作用，计算内力同样采用弯矩二次分配法，由于恒载和活载标准值作用下内力也已经求出，故在此不再重复计算，具体数据见内力组合表。表4.4水平地震作用内力计算图4.10水平地震作用弯矩图(KN·M)图4.11水平地震作用剪力图(KN)图4.12水平地震作用轴力图(KN)5内力组合多种荷载作用在结构上必须考虑荷载组合,依据不同荷载内力计算结果,取控制截面进行内力组合,梁控制截面选取左、右支座和跨中截面,柱取上、下截面.一般列表进行(组合过程详见表5.1和表5.2)按<高层建筑混凝土结构技术规程>(JGJ-2002)规定，需有无地震及有震两种组合，次工程考虑如下：无震组合：①S=1.35恒+0.7×1.4活;(以恒载为主)②S=1.2恒+1.4(活+0.6×风);(以活载为主)③S=1.2恒+1.4(0.7×活+风);(以活载为主)表5.1梁内力组合表层梁跨截面内力①②③④⑤1.35①+1.4*0.7②1.2①+1.4（②+0.6*③）1.2①+1.4（0.7*②+③）1.2④+1.3⑤SGKSQKSWKSGESEHK八AB左M-55-15.6∓5.1-63∓29-89.3-91.8-88.12-112.2V67.519.5±1.477.3±8.02110.2109.5102.07103.13中M47.915.1-55.5-79.4678.6272.27866.54右M73.221.6±3.884±22120121.3114.33129.37V-74-21.7∓1.4-85∓8-122-121-112.5-112.7BC梁端M-253-78.9∓14-292∓81-419-426-400.5-455.9V19960.1±3.73229±21.5327.4326302.8302.73中M95.77501330202.7219.8188.34159.84七AB左M-57-17.3∓10-65∓34-93.2-101-99.26-121.9V65.920.2±3.0776±10.1108.8109.9103.17104.33中M45.316.3-53.5-77.1377.1870.33464.14右M-63-19.4∓9-73∓30-104-111-107.4-126.5V-68-21∓3.1-79∓10-113-114-107-107.8BC梁端M-277-80.7∓33-317∓110-453-473-457.5-524.1V21560.1±8.76245±29.4349349.4329.04332.15中M96.373.201330201.7218187.3159.48六AB左M-56-17.1∓17-64∓44-92.2-105-107.3-134.2V65.620.1±5.1575.7±13.3108.3111.2105.63108.08中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7∓16-74∓40-106-118-118.3-141V-69-21.1∓5.2-79∓13-113-116-110.3-112.4BC梁端M-276-80.3∓58-316∓147-451-492-490.5-570.8V21560.1±15.3245±39.3349354.9338.24344.97中M96.173.201330201.5217.8187.06159.24五AB左M-56-17.1∓23-64∓48-92.2-110-115.4-139.5V65.620.1±6.9975.7±15.3108.3112.7108.2110.71中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7∓21-74∓49-106-123-126.4-152.2V-69-21.1∓7-79∓15-113-118-112.9-115BC梁端M-276-80.3∓79-316∓179-451-510-520.5-612.3V21560.1±21.1245±47.8349359.7346.25356.02中M96.173.2-133-201.5217.8187.06159.24续表5.1梁内力组合表层梁跨截面内力①②③④⑤1.35①+1.4*0.7②1.2①+1.4（②+0.6*③）1.2①+1.4（0.7*②+③）1.2④+1.3⑤SGKSQKSWKSGESEHK四AB左M-56-17.1∓27-64∓57-92.2-114-121.7-151.4V65.620.1±8.5575.7±18.1108.3114110.39114.3中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7∓27-74∓57-106-127-133.9-163V-69-21.1∓8.6-79∓18-113-119-115.1-118.6BC梁端M-276-80.3∓99-316∓209-451-527-548.1-651.7V21560.1±26.3245±55.8349364.1353.58366.48中M96.173.201330201.5217.8187.06159.24三AB左M-56-17.1∓32-64∓61-92.2-118-129.1-156.4V65.620.1±10.275.7±19.3108.3115.5112.75115.83中M45.716.3-53.9-77.6777.6670.81464.62右M-64-19.7∓32-74∓61-106-132-141.4-167.7V-69-21.1∓10-79∓19-113-121-117.5-120.2BC梁端M-276-80.3∓118-316∓223-451-543-575.6-668.9V21560.1±31.5245±59.4349368.5360.92371.11中M96.173.201330201.5217.8187.06159.24二AB左M-56-17.6∓33-65∓58-93-120-130.7-153.1V65.720.1±10.775.8±19108.4116113.53115.63中M45.816.3-54-77.877.7870.93464.74右M-64-19.6∓35-74∓62-105-133-144.1-168.9V-69-21.1∓11-79∓19-113-121-118-119.7BC梁端M-276-80.4∓127-317∓228-452-551-588-675.9V21560.1±33.8245±60.7349370.4364.11372.86中M96.173.201330201.5217.8187.06159.24一AB左M-54-16.4∓45-62∓72-89.2-125-143.6-168.3V64.719.8±14.174.6±23.7106.7117.2116.73120.27中M45.116.1-53.2-76.6676.6669.89863.78右M-67-20.7∓44-78∓77-111-147-162.5-193.3V-70-21.4∓14-80∓24-115-125-124.2-127.1BC梁端M-274-79.6∓161-313∓283-447-575-632.3-744.4V21560.1±43.1245±75.6349378.2377.05392.16中M97.473.801340203.8220.2189.2161.16有震组合:S=1.2×重力荷载代表值+1.3×水平地震作用值得注意的是，一般情况下梁端部下截面正弯矩在跨中钢筋不弯起、不截断时，跨中配筋可满足抵抗端部正弯矩。对于水平荷载较大情况下，端部正弯矩可能于跨中正弯矩，此时尚需考虑梁端下截面正弯