土木工程毕业设计计算书

武汉科技大学本科毕业设计-PAGE98–1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=6027KN=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=1.87×106E柱：iD1D0=1.08×1010E/5300=2.04×106EiC1C0=2.64×1010E/5300=4.98×106EiD7D8=1.08×1010E/3000=3.6×106EiC7C8=2.64×1010E/3000=8.8×106E2.4.3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=1667.86++1356..12=15523.988KNF12=15233.98+447.7=11571.668KN2中跨顶层：连系系梁自重qL14=qL15=qLL18=qL19=0.330.625==4.5kkN/m梁侧粉刷2（0.6-00.1）0.02177=0.344kN/mmqA4=qB4=qG1=qH1=5.6660.53.99=11.004kN//m(峰值)则等效均布荷载为为q=5aq/8==511.004/8=66.9kNN/mqE1=qF2==qC1=qD2=5.6660.52.555=7.222kN/mm(峰值)则等效均布荷载为为q===5.933kN/m所以，作用在中跨跨柱顶的集中中荷载为F81=（4.84++6.9+55.93）7.82/22+（6.3+22.55）3.05//2+4.1152.555/2+9..256.33/2=1885.75KKN作用在边跨跨柱底的集中中荷载为F82=185..75+422.2=2227.95KKN七层：连系梁自重重qL8=qL9=qL144=qL15=0.330.625==4.5kkN/m梁侧粉刷2（0.6-00.1）0.02177=0.344kN/mm横向次梁自自重L118=qL19=qL24=qL25=L20=qL21=qL22=qL23=0.250.44525=22.81kNN/m梁侧粉刷2（0.45--0.1）0.02177=0.244kN/m横向次梁上上横墙自重0.22（3-0.445）8=4.008kN/mm墙面粉刷2（3-0.445）0.02177=1.733kN/mqA4=qB4==qG1=qH1=3.5550.53.99=6.922kN/m((峰值)则等效均布荷载为为q=5aq/8==56.922/8=4..33kN//mqE1=qF2=qC1=qD2=3.5550.52.555=4.553kN/mm(峰值)则等效均布荷载为为q===3.722kN/m所以，作用在中跨跨柱顶的集中中荷载为FF71=(4..84+4..33+3..72)7..82/2++（6.3+22.55）8.86//2+2.8832.555/2+5..86.3//2+2422=161..63+2227.95==389.558KN作用在边边跨柱底的集集中荷载为FF72=389..58+422.2=4331.78KKN同理可算得其余各各层柱集中荷荷载，在此不不再赘述，仅仅列结果如下下六层F61=1661.63++431.778=5933.41KNNF62=593..41+422.2=6335.61KKN五层F51=1661.63++635.661=7977.24KNNF52=797..24+422.2=8339.44KKN四层F41=1661.63++839.444=10000.74KKNF42=10000.74+442.2=11042.994KN三层F31=1661.63++1042..94=12204.244KNF32=12044.24+442.2=11246.444KN二层F21=1661.63++1246..44=14408.077KNF22=14088.07+442.2=11450.227KN一层F11=1661.63++1450..27=16611.9KKNF12=16111.9+744.5=16686.4KKN恒载作用受荷简图图如图3.1所示3.2活荷载载查荷载规范：楼面面均布活荷载载标准值为2.0KNN/m2,上人屋面均均布活荷载标标准值为2.0KNN/m2。3.2.1作用在在框架梁上的的活荷载1作用在框架架梁上的均布布活荷载qL1=qL5==2.00..53.92=77.8kN//m(峰值)则等效均布荷载为为图3.1恒载作作用受荷简图图q===6..54KN//mqL2=qL4==2.00..52.5552=5.11kN/m((峰值)则等效均布荷载为为q=5aq/8==55.1//8=3.119kN/mm2作用在框架架梁上的集中中活荷载qE3=qF4==qC3=qD4=2.00..52.555=5.1kkN/m(峰值)则等效均布荷载为为q===4.0KKN/mqI1=qI2==qK1=qK2=2.00..52.4==2.4kNN/m（均值）qCC2=qE2=qF1=qD3=2.00..52.555=2.555kN/m（峰值）则等效均布荷载为为q=5aq/8==52.555/8=1..59kN//m所以集中荷载为F=［1.592.555/(22))+2.47.88/2+4..07.8//2］2=51.95KNN3.2.2作用在在框架柱上的的集中活荷载载边跨qA2==qB2=qG3=qH3=2.00..53.9==3.9kNN/m（峰值）则等效均布荷载为为q=5aq/8==53.9//8=2.444kN/mmqA33=qB3=qG2=qH2=2.00..53.9==3.9kNN/m（峰值）则等效均布荷载为为q==3.27kN/m所以，作用在边跨跨柱子上的集集中活载为FA=FD==2.4477.82/22+3.2776.32/((22)=229.33KKN2中跨qA44=qB4=qG1=qH1=2.00..53.9==3.9kNN/m（峰值）则等效均布荷载为为q=5aq/8==53.9//8=2.444kN/mmqqC1=qE1=qF2=qD2=2.00..52.555=2.555kN/m（峰值）则等效均布荷载为为q==2.09kkN/m所以，作用在边跨跨柱子上的集集中活载为FBB=FC=(2.444+2.009)7.88+1.5992.55//2+3.2276.3//2=47..66KN活载作用受荷简图图如图3.2所示图3.2活载作作用受荷简图图3.3风荷载载风压标准值计算公公式为：w=βZμSμZω0本地区基本本风压为：w0=0.355地面粗糙类别为CC类；风振系系数：βZ=1+Hi/Hξγ/μZ(3.3)表3.1层次12345678Hi（第i层距离离室外地面的的高度）4.87.810.813.816.819.822.825.8H总=30.9mB≈58mH/B≈0.5查表：脉动影响系系数γ=0.400表3.2离地面高度（m）z4.87.810.813.816.819.822.825.8风压高度系数μZZ0.740.740.740.740.7760.8360.8850.933结构基本周期：==0.41((3.4)ω0=0.350.662=0.222kN/mm2(3.5)ω0T2=0.220.4412=0.044((3.6)查表得：脉动增大大系数ξ=1.177βZ=1+Hi/Hξξγ/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=255.8<300m,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（受受荷面与计算算单元同）8层：FW8K=7..8(3.0/22+1.5))0.64==14.988KN7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=22KKN3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..80.43.00/2+3..60.3884.8=118.91KN风荷载受荷简图如如图3.3所示图3.3风载作作用受荷简图图3.4地震荷荷载3.4.1重力荷荷载代表值计计算所谓重力荷载代表表值是指的一一个变形缝范范围内楼层所所有恒载与活活荷载标准值值的组合值，即恒载＋0..5活载,具体计算结结果如下:1恒载屋面重力值值：G面=5.666（3.06.55+7.87720.1--2.17..8-7.886.75--36.3）=55155KN楼板重力值值：G板=3.555（3.06.55+7.87720.1--2.17..8-7.886.75--36.3）=34599K梁重力值：G1==0.40..756.55259+0..30.56.332517+00.30.667.82536+0.330.63425+0..30.67.88255+0..250.4458.8552513+((20.0226.59+220.026..317+220.027..836+220.0234+20..027.885+20.0028.85513)17==3073KKN柱重力值值：G上柱=2717++42.2118+0.2250.25525312=12256KNG底柱柱=47.7717+744.518++0.2500.252555.312==2218KKN突出屋面部分板自自重：G2=6.7557.8=552.65KKN楼梯自重：楼梯间间荷载近似取取为楼面荷载载的1.5倍，即q=3.5551.5==5.3KNN/m2为了安全起起见取大值，可可取q=6KNN/m2，则楼梯自自重为G梯=6(3.06..3+7.886.75++3.06..3)=5442.7KNN墙重力值：G女儿儿墙=（220.1++32+7..852+2.112+7.883）3=4555.4KN标准层墙重：G33=0.2551.2858.0332+0.330.256..382+0.22537.58+0.258332.12+00.251..27.58+00.238(58.033-15)22+0.25583(3+2.443)+0..23817.7122=19366KNG标门窗=0.411.258..032+00.12.111.0(152+1222)=677KNG墙=0..251.55858.033+0.2554.5820.12++0.24..5813.886=11332KNG底门窗=0.422.658..03+0..43.858..03=1448KNG突柱=0.2500.255..42512=1101KNG突墙=0.2555.46.77528+0.2255.42.778+0.2255.42.448+0.255.488.858++0.2555.46.338+0.2255.47.888=4499KN2活荷载Q==2.0(313.8++20.177.85+77.8211.255+4.866.3)=22062KNNQ突突板=2.00(7.86.775+36..3)=1443KN3重力荷载代代表值G8=G面+GG梁+G上柱/2+G标墙/2+QQ/2+GG女儿墙+（G2+G突墙+G突柱+Q突板/2）3=55515+30073+12256/2++455.44+19366/2+20062/2++（52.655+101++449+1143/2）=12733KNNG7=G板+G梁+G上柱+G标墙+Q/22=34559+30773+12556+19336+20662/2=110755KKNG2=G3=G4=GG5=G6=G7=107555KNG1=G板+G梁+G上柱/2+GG底柱/2+GG标墙/2+GG底墙/2+QQ/2=34559+30773+12556/2+22218/22+19366/2+11132/2++2062//2=108834KN3.4.2柱抗侧侧移刚度D的计算1横梁线刚度度为了简化计算，框框架梁截面惯惯性矩增大系系数取1.2AB、CD跨：kb=iC8D8×11.2=5××1053104×1.2==18109N·mmBC跨：kb=iiB8C8×1.2==18.7××1053104×1.2==67.31109N·mmm2柱的线刚度度边柱：底层：kkc=20.441053104=61.22109N·mm其它层：kc==361053104=1081009N·mm中柱：底层：kkc=49.881053104=149..4109N·mm其它层：kc==881053104=2641009N·mm3框架柱的侧侧移刚度D值表3.522～8层D值的计算Dk=∑kb/2kkcα=k/(2+k))D=12αkc//h2边柱A、D0.1670.07711088中柱B、C0.3230.13948928表3.6底底层D值的计算Dk=∑kb/2kkcα=k+0.5/((2+k)D=12αkc//h2边柱A、D0.2940.3469046中柱B、C0.5710.416265504计算框架自自振周期各层D值汇汇总（见表3.7）表3.7各层层D值汇总D值值/层次柱类型2～8层（D值根数）1层（D值根数）边柱A、D轴1108817=17=11537822中柱B、C轴4892818==88070042655018==4779000∑D（KN/m）1069200631682按顶点位移法计算算，考虑轻质质砌块墙对框框架刚度的影影响，取基本本周期调整系系数α0=0.8，计算公式式为1=1.7α0,式中△T为顶点横向向框架顶点位位移计算位移移。按D值法计算。见见表3.85水平地震作作用标准值和和位移的计算算多遇地震作用下，设设防烈度为7度，查表αmax=0..08.龙岩市反应应谱特征周期期查表Tg=0..35s,TTg＜T1＜5Tg∴(3.9)6水平地震作用计算算因为T1=0.88s＞11.4Tg==1.40..35=0..49s.尚需考虑顶顶部附加水平平地震作用。δn=0.08T11+0.077=0.0880.88++0.07==0.1400(3.10))结构总水平地震作作用标准值：：Fek=α1Geq=00.03400.85888097=22546KNN((3.11))顶部附加的集中水水平地震作用用为：ΔFn=δn·Fek=0.11425466=356KKN(3..12)表3.88横向框架顶顶点位移计算算层次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==0.88ss((3.13))(3.14)=108345..3+107755(8.3+111.3+114.3+117.3+220.3+223.3)++12733326.3=14227900.9KN同理：F2=1334KNF3=182KKNF4=231KKNF55=279KKNF66=327KKNF77=376KKNFF8=423KKNF88＇=875KKNFi,Vi和△ue的的计算（见表表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应将地震作用按柱柱刚度转化为为计算单元的的那一榀框架架,转化后地震震作用下框架架计算简图如如图3.4所示。4内力分析作用于框架上的荷荷载总的分为为两大类型,即水平作用用和竖向作用用,对竖向作用用可不考虑框框架的侧移,故可采用弯弯矩二次分配配法计算;水平作用考考虑框架节点点转动,采用D值法分析,各种作用的的内力计算分分述如下:4.1恒载作作用下的内力力计算4.1.1固端弯弯矩计算1恒荷载作用用下框架梁两两端的固端弯弯矩由于结构和荷载都都对称，故可可取半结构进进行内力计算算，如图4.1所示AB跨：八层MAB=-qll²/12=--22.522×6.3²/12=--74.5KKN·m((4.1)MBA=qll²/12=222.52××6.3²/12=774.5KNN·m(4.2)图3.4水平地地震作用受荷荷简图图4.1恒载作作用计算简图图一～七层MAB=-ql²²/12=--21.322×6.3²/12=--70.5KKN·mMBA=ql²//12=211.32×6.3²/12=770.5KNN·mBE跨：八层MC8＇E8＇＇＝－7.943..752/3-1446.1522.55(23.75--2.55))/(23..75)＝－283.2KN··mME8＇C8＇＇＝－7.943..752/6-1446.1511.22/(23.775)＝-46.77KN·mMC8＇＇＇E8＇＇＝－22.355KN·mMME8＇＇C8＇＇＝6.65KKN·m∴MC8E8＝MMC8＇E8＇+MC8＇＇E8＇＇＝－305.555KN·mmMME8C8＝ME8＇C8＇+MEE8＇＇C8＇＇＝-40.005KN·mm利用《结构力学》知知识，分别求求出了每层每每根梁在恒荷荷载作用下梁梁两端的固端端弯矩，然后后（注意考虑虑节点的偏心心弯矩）进行行叠加，总的的固端弯矩标标注于表4.1中。4.1.2节点分分配系数计算算μA8B8==0.1124(4.3)μA8A7==0.8876(4.4)其余分配系数见表表4.14.1.3弯矩分分配、传递具体计算可在表中中进行，计算算过程和结果果参见表4.1。4.1.4画内力力图根据计算结果先画画出各杆件弯弯矩图，如图图所示，括号号里弯矩值为为框架梁在恒恒荷载作用下下经过调幅（调调幅系数取0.85）后的弯矩,其中跨中弯弯矩是根据等等效均布荷载载作用下由平平衡条件计算算所得。杆件件弯矩求出后后，按力的平平衡可求出剪剪力和轴力，恒恒荷载作用下下的框架弯矩矩图如图4.2所示，剪力力图和轴力图图如图4.3所示。表4.1恒恒载作用下内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恒载载作用下内力力计算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恒载载作用下内力力计算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：表格中方框里里数据为节点点弯矩。恒荷载作用下框架架梁的跨内最最大弯矩和梁梁两端剪力以八层AB跨框架架梁为例：设设最大弯矩截截面距A端Xm,则有由QAA8B8×6.3-664.5-222.52××6.32/2+866.1=0(4.5)＝＞QA8B8=667.5KNN(方向与图中中标示相同，即即顺时针方向向)＝＞QB8A8=774.4KNN(方向与图中中标示相同，即即顺逆针方向向)从而又有222.52*XX=67.55＝＞X=3.0mm(4.6)所以Mmax=667.5×3-64..5-22..52×3.0²/2=366.7KN··m(梁下侧受拉)(4.7)4.2活荷载载作用下的内内力计算4.2.1固端弯弯矩计算1活荷载作用用下框架梁两两端的固端弯弯矩由于结构和荷载都都对称，故可可取半结构进进行内力计算算，如图4.4所示图4.22恒载作用弯弯矩图(KN·M))图4.3恒载作作用内力图图4.4活载作作用计算简图图AB跨：一～八层MAB=-qql²/12=--6.54××6.3²/12=--21.6KKN·m,MBAA=ql²/12=66.54×6.3²/12=221.6KNN·m具体计算过程、方方法同恒载,利用≤结构力学≥知识,分别求出每每层每根梁在在不同荷载形形式作用下梁梁两端的固端端弯矩,然后进行叠叠加,总的固端弯弯矩标于表4.2中.4.2.2节点分分配系数计算算μA8B8==0.1124μA8A7==0.8776其余分配系数见表表4.24.2.3弯矩分分配、传递具体计算可在表中中进行，计算算过程和结果果参见表4.2表4.2活载作用下下内力计算 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:表中方框里的数据据为节点弯矩矩4.2.4画画内力图根据计算结果先画画出各杆件弯弯矩图，如图图所示，括号号里弯矩值为为框架梁在活活荷载作用下下经过调幅（调调幅系数取0.85）后的弯矩,其中跨中弯弯矩是根据等等效均布荷载载作用下由平平衡条件计算算所得。杆件件弯矩求出后后，按力的平平衡可求出剪剪力和轴力，活活荷载作用下下的框架弯矩矩图如图4.5、剪力图和和轴力图如图图4.6所示。图4.5活载作作用弯矩图(KN·M))图4.6活载作作用内力图4.3风荷载载作用下的内内力计算风荷载内力计算可可采用D值法，其过过程和结果见见表4.3,风荷载作用用下弯矩图见见图4.7，剪力图4.8，轴力图见见图4.9。表4.3风荷载载内力计算图4.7风载作作用弯矩图(KN·M))图4.8风载作作用剪力图(KN)图4.9风载作作用轴力图(KN)4.4水平地地震作用下的的内力计算水平地震作用内力力计算可采用用D值法，其过过程和结果见见表4.4,水平地震作用用下弯矩图见见图4.10，剪力图见见图4.11，轴力图见见图4.12。4.5重力荷荷载代表值作作用下的内力力计算前述，重力荷载代代表值为恒载载和活载组合合值，属于竖竖向荷载作用用，计算内力力同样采用弯弯矩二次分配配法，由于恒恒载和活载标标准值作用下下内力也已经经求出，故在在此不再重复复计算，具体体数据见内力力组合表。表4.4水平地地震作用内力力计算图4.10水平平地震作用弯弯矩图(KN·M))图4.11水平平地震作用剪剪力图(KN)图4.12水平平地震作用轴轴力图(KN)5内力组合多种荷载作用在结结构上必须考考虑荷载组合合,依据不同荷荷载内力计算算结果,取控制截面面进行内力组组合,梁控制截面面选取左、右右支座和跨中中截面,柱取上、下下截面.一般列表进进行(组合过程详详见表5.1和表5.2)按<高层建筑混凝土结结构技术规程程>(JGJJ-20022)规定，需有有无地震及有有震两种组合合，次工程考考虑如下：无震组合：①S=1.335恒+0.7××1.4活;(以恒载为主)②S=1.2恒+11.4(活+0.6×风);(以活载为主)③S=1.2恒+11.4(0..7×活+风);(以活载为主)表5.1梁内力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+1.44（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+1.44（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=1.22×重力荷载代代表值+1.3×水平地震作作用值得注意的是，一一般情况下梁梁端部下截面面正弯矩在跨跨中钢筋不弯弯起、不截断断时，跨中配配筋可满足抵抵抗端部正弯弯矩。对于水水平荷载较大大情况下，端端部正弯矩可可能于跨中正正弯矩，此时时尚需考虑梁梁端下截面正正弯矩组合，其其组合表达式式为：S=1.33MEK-1.00MGE。表5.2柱内内力组合表层柱位截面内力①②③④⑤1.35*①+11.4*0..7*②1.2*①+1..4*（②+0.6*③）1.2*①+1..4*（0.7*②+③）1.2*④+1..3*⑤SGKSQKSWKSGESEHK∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN∣MMAX∣NMAXNMIN八A上M36.513.3±5.143.2±28.662.362.349.366