商城楼工程建筑及防火施工设计书

'商城楼工程建筑及防火施工设计书第1章设计资料1.1工程概况:xx楼位于包头市xx大街北,为6层框架结构,总建筑面积为5042.52m,1-2层为商场,3-6层为写字楼。建筑及防火等级:建筑防火等级为二级;建筑耐火等级为二级;耐久年限二级。1.2气象、水文、地质资料冬季室外温度:-20℃日最大降雨量:100.8mm月最大降雨量:229.2mm年最大降雨量:678.4mm年最大降雨日数:91.3天最大风速:25m/s基本风压:0.5KPa主导风向:冬季北风,夏季冬南风积雪深度:210mm基本雪压:0.25KPa最高地下水位:-9m土壤冻结深度:-1.5m土壤允许承载力:150KPa;场地为Ⅱ类抗震设计烈度:8度1.3结构抗震等级在进行建筑抗震设计时，原则上要满足三水准的抗震设防目标的要求，即“小震不坏、中震可修、大震不倒”。在具体做法上采用二阶段设计；《规范》根据房屋设防烈度、结构类型和房屋高度，将框架结构等级划分为四级，本设计为二级抗震等级。1.4变形缝设置变形缝包括伸缩缝、沉降缝和防震缝。1.4.1伸缩缝要求把建筑物的墙体、楼层板、屋面等地面的上部断开，基础部分受温度影响较小，不需断开。沉降缝在有下列情况时，均需设置：（1）同一建筑物相邻部分的高度相差较大或荷载大小相差悬殊、或结构形式变化较大，易导致地基不均匀沉降时；（2）当建筑物各部分相邻基础的形式、宽度及埋置深度相差较大，造成基础底部压力有很大差异，易形成不均匀沉降时；（3）当建筑物建造在不同地基上，且难于保证均匀沉降时；（4）建筑物体型复杂、连接部位又比较薄弱时；93 （5）新建建筑物与原有建筑物紧密相连时。1.4.2防震缝在下列情况时，均需设置：（1）建筑立面高差在6m以上；（2）建筑物有错层且错层楼板高差较大；（3）建筑物相邻各部分结构刚度、质量截然不同时。防震缝的最小宽度应按《抗震规范》规定来确定：（1）当高度不超过15m时，可采用70mm；（2）当高度超过15m时，对于6度、7度、8度、9度抗震设防地区，建筑物每增高5m、4m、3m、2m时，缝宽增加20mm。本设计建筑高度为24m，则防震缝宽度为130mm。根据以上规定，本设计设置130mm的变形缝。1.5设计依据及计算基本条件1.5.1设计依据1《建筑结构荷载规范》GB50009—20012《混凝土结构设计规范》GB50010—20023《建筑抗震设计规范》GB50011—20011.5.2计算基本条件1设计使用年限为50年2建筑及防火等级:建筑防火等级为二级;建筑耐火等级为二级;耐久年限二级；安全等级为二级，结构重要性系数取1.03设计基本地震加速度：0.2g4设计地震分组：第一组5场地按二类场地考虑第2章结构布置与计算简图2.1设计资料2.1.1设计标高：室内标高±0.000，室内外高差450mm。2.1.2墙身做法：墙身为混凝土空心砌块填充墙，外墙300mm，内墙200mm，用M5混合砂浆砌筑。2.2梁柱截面尺寸的确定2.2.1梁截面尺寸的确定：梁的截面尺寸，应符合下列要求：1截面高度小于或等于800mm时，为50mm的倍数；截面高度大于800mm时，为100mm的倍数。2现浇结构中主梁与次梁高度应相差50mm。3框架梁截面高度根据跨度、约束条件和荷载大小进行选择，一般取梁高4为了防止梁发生剪切破坏，梁高h≤1/4净跨。5框架梁截面宽度可取，梁宽b不宜小于柱宽的，且不小于250mm。93 6次梁高度宽度，且不小于梁高的1/4。7现浇结构中，主梁截面的宽度不应小于250mm，次梁截面的宽度不应小于200mm。根据以上规定，初步拟订梁截面尺寸：框架梁：7500mm跨:7200mm跨:6000mm跨:4200mm跨:3300mm跨：次梁：7200mm跨：5300mm跨：6000mm跨：取次梁高取次梁宽,次梁截面综上可知：2.3计算简图：93 93 2.4柱截面尺寸的确定：柱截面尺寸有轴压比和经验来初步确定：柱组合的轴压比设计值考虑地震作用组合后柱压力增大系数，边柱取1.3，不等跨内柱取1.25，等跨内柱取1.2按简支状态计算的柱的负载面积折算在单位建筑面积上的重力荷载设计值，可根据实际荷载计算，也可以近似取为验算柱截面的上楼层层数柱截面面积混凝土轴心抗压强度设计值框架柱轴压比限值，对一、二、三级抗震等级，分别取0.7、0.8、0.9边柱：中柱：根据上述计算结果并考虑其他因素，取柱截面1～2层为700×700mm、3～6层为500×500mm2.5屋面板、楼面板采用120mm2.5.1楼面做法：20厚大理石板铺实拍平、水泥浆擦缝30厚干硬性水泥砂浆结合层20厚水泥砂浆找平120厚现浇钢筋混凝土楼板20厚水泥砂浆找平2.5.2屋面做法：防水卷材SBS20厚水泥砂浆找平100厚水泥蛭石保温层120厚现浇钢筋混凝土楼板20厚水泥砂浆顶棚抹灰2.5.3门窗做法：门采用木门；窗采用钢框玻璃窗2.6材料的选取对梁、柱、框架节点，根据《混凝土结构设计规范》第11.2.1条，框支梁、框支柱以及一级抗震等级的框架梁、柱93 、节点，混凝土强度等级不应低于C30，其他结构构件，混凝土强度等级不应低于C20。第11.22条，结构构件中的纵向受力钢筋宜选用HRB400、HRB335级钢筋，箍金宜选用HRB335、HRB400、HPB235级钢筋。根据上述，选取混凝土等级如下：框架柱C35框架梁、板、次梁C30第3章荷载计算3.1屋面及楼面的可变荷载标准值：上人屋面2.0屋面活荷载2.0屋面雪荷载S=1.0×0.25=0.253.2重力荷载计算3.2.1屋面及楼面的永久荷载标准值1.屋面荷载：防水卷材SBS0.1520厚水泥砂浆找平20×0.02=0.4100厚水泥蛭石保温层5.0×0.1=0.5120厚现浇钢筋混凝土楼板25×0.12=3.020厚水泥砂浆顶棚抹灰20×0.02=0.4总计4.452.大理石楼面：20厚大理石板铺实拍平、水泥浆擦缝28×0.02=0.5630厚干硬性水泥砂浆结合层20×0.03=0.620厚水泥砂浆找平20×0.02=0.4120厚现浇钢筋混凝土楼板25×0.12=3.020厚水泥砂浆顶棚抹灰20×0.02=0.4总计4.963.楼梯板：水磨石面层（0.3+0.15）×0.65/0.3=0.98三角形踏步0.5×0.3×0.15×25/0.3=1.88混凝土斜板0.12×25/0.894=3.36板底抹灰0.02×17/0.894=0.38总计6.64.平台板：93 水磨石面层0.6570mm厚混凝土板0.07×25=1.75板底抹灰0.02×17=2.74总计2.743.2.2顶层重力荷载代表值：～轴1.屋面板：（6×6+7.5+0.6)×(7.2+7.5+0.6)×4.45=3002.552.梁自重：ZKL—10.35×0.58×(6-0.6)×18×25=493.29ZKL—20.35×0.58×(7.5-0.6)×4×25=140.07HKL—10.35×0.58×(7.2-0.6)×8×25=267.96HKL—20.35×0.58×(4.2-0.6)×2×25=36.55HKL—30.35×0.58×(3.3-0.6)×2×25=27.41HKL—40.35×0.58×(7.5-0.6)×6×25=210.11CL—10.25×0.43×(7.2-0.35)×7×25=128.87CL—20.25×0.43×(5.3-0.35)×6×25=115.29CL—30.25×0.43×(6.0-0.35)×25=3.柱子自重：0.5×0.5×3.3/2×25×26=268.134.梁粉刷重ZKL—1[0.58×6×（6-0.6）×2+0.58×（6-0.6）-0.25×0.43×4]×6×0.02×20=44.07ZKL—2[0.58×（7.5-0.6）×2+0.58×（7.5-0.6）-0.25×0.46]×4×0.02×20=9.43HKL—1（7.2-0.6)×0.58×2×8×0.02×20=24.50HKL—2（4.2-0.6)×0.58×2×2×0.02×20=3.34HKL—3（3.3-0.6)×0.58×2×2×0.02×20=3.43HKL—4（7.5-0.6)×0.58×2×6×0.02×20=19.21CL—1（7.2-0.6)×0.43×2×7×0.02×20=15.89CL—2（5.3-0.6)×0.43×2×6×0.02×20=14.245.板粉刷：6.墙体自重：（1）女儿墙（300厚水泥空心砖）自重：粉刷：（2）顶层1/2墙体自重（内墙）93 自重：粉刷：（3）顶层1/2墙体自重（外墙）自重：粉刷：（4）玻璃幕墙：（容重）自重：7.门窗自重：(木门容重钢框玻璃窗容重）自重：8.屋面活荷载：由此，顶层重力荷载代表值为：3.2.3三~五层重力荷载代表值：～轴梁自重、梁粉刷重、板粉刷重均与顶层相同。1.楼面板：2.墙体自重：内墙自重：粉刷：外墙自重：粉刷；93 3.柱自重；4.门窗自重：由此三~五层～轴恒荷载重76815.楼面活荷载：活荷载设计值：走廊、卫生间、楼梯活荷载2.5其他：2.0由此三~五层重力荷载代表值：3.2.4二层重力荷载代表值：～轴梁自重、梁粉刷重、楼面板、板粉刷重均与三~五层相同。二层顶部重力荷载代表值：1.墙体自重：玻璃幕墙：外墙：内墙：2.柱子自重：二层恒荷载重：3.楼面活荷载：活荷载设计值：卫生间活荷载2.5商场、楼梯活荷载3.5由此二层重力荷载代表值：93 3.2.5一层重力荷载代表值：～轴梁自重、梁粉刷重、楼面板、板粉刷重均与三~五层相同1.二层墙体自重：玻璃幕墙：外墙：内墙：2.二层门窗自重：3.一层墙体自重：玻璃幕墙：外墙：内墙：4.一层门窗自重：5.柱自重：6.活荷载与二层相同由此一层重力荷载代表值：93 各层重力荷载代表值如图：框架剖面图（单位m）质点重力荷载代表值第4章线刚度计算4.1梁、柱线刚度计算：柱为混凝土C35梁为混凝土C304.1.1梁的线刚度计算断面跨度矩形截面惯性矩边框架梁中框架梁4.1.2柱的线刚度计算93 柱的线刚度表层次砼等级断面层高惯性矩线刚度轴边框架边柱3~63.32.740.573115424.50.970.332737716.351.370.5516204轴边框架边柱3~63.31.270.392131524.50.450.181493316.350.630.4312669轴边框架边柱3~63.31.200.382076924.50.430.181493316.350.610.4212374轴边框架中柱3~63.34.900.713880624.51.730.463816216.352.450.6719740轴边框架中柱3~63.33.430.633443324.51.210.383152516.351.710.822415993 轴中框架中柱3~63.33.30.623388624.51.170.373069616.351.650.5917383轴中框架中柱3~63.36.540.774208524.52.320.544480016.353.280.7221213轴中框架中柱3~63.34.570.703825924.51.610.453733316.352.280.6519151轴中框架边柱3~63.31.270.392131624.50.450.181493316.350.630.4312669轴中框架边柱3~63.32.740.583170024.50.970.332737716.351.380.5616499轴中框架边柱3~63.31.200.382076924.50.430.181493316.350.610.4312669轴边框架中柱3~63.32.470.553006093 24.50.870.302488916.351.230.5415910各层D值汇总层数D值柱类型3~621角柱边柱中柱中柱第5章地震作用下内力和侧移计算5.1横向水平荷载作用下框架结构的内力和侧移计算：5.1.1自振周期计算按顶点位移法计算，考虑填充墙对框架刚度的影响，取基本周期调整系数，计算公式为，式中为顶点位移，按D值法计算：横向框架顶点位移法计算层数67646.127646.126897510.01110.307158367.8216014.546897510.02320.29648367.8224382.366897510.03530.272838367.8232750.186897510.04740.237527484.4440234.625940050.06770.190118336.548571.123968620.12240.12245.1.2水平地震作用及楼层地震剪力计算：由于，93 故应考虑顶点附加地震作用结构底部剪力为：顶部附加地震作用为：各层地震作用及楼层地震剪力层次63.324.057646.72183903.620.24353.320.758367.82173632.270.229881.8743.317.458367.82146018.460.193743.2433.314.158367.82118404.650.156600.7524.510.857674.5783269.080.110423.6116.356.358336.552936.780.069265.793 水平地震作用分布层间剪力分布5.1.3变形验算：层次层间剪力层间刚度层高层间相对弹性转角备注61475.886897510.00213.31/1571层间转角均满足=1/550的要求52357.756897510.00343.31/97143100.996897510.00453.31/73333701.746897510.00543.31/61124125.355940050.00694.51/65214391.063968620.01116.351/572由表可见，最大层间位移角发生在第一层，其值为1/5721/550。满足式要求。93 5.1.4地震作用下框架的内力分析：层次层高层间剪力层间刚度轴边柱63.31475.886897512076944.441.20.3693.8652.7953.32357.756897512076970.991.20.41138.2296.0543.33100.996897512076993.371.20.45169.47138.6533.33701.7468975120769111.461.20.46198.63169.2024.54125.3559400514933103.710.430.5233.35233.3516.354391.0639686212669140.180.610.75222.54667.61注：层次层高层间剪力层间刚度轴边柱63.31475.886897513388672.513.30.45131.61107.6753.32357.7568975133886115.833.30.465204.50177.7443.33100.9968975133886152.353.30.5251.38251.3833.33701.7468975133886181.863.30.5300.07300.0724.54125.3559400530696213.831.170.5481.12481.1216.354391.0639686217383192.331.650.595494.62726.68注：层次层高层间剪力层间刚度轴边柱63.31475.886897512131645.611.270.36595.5854.9353.32357.756897512131672.861.270.415140.6699.7843.33100.996897512131695.831.270.45173.93142.3133.33701.7468975121316114.401.270.465201.97175.5524.54125.3559400514933103.710.450.5233.35233.3516.354391.0639686212669140.180.630.75222.54667.61注：93 地震作用下框架梁柱弯矩图（单位：）93 地震作用下框架梁端剪力及柱轴力图（单位：）第6章竖向荷载作用下内力计算6.1竖向荷载作用下框架结构的内力计算在竖向荷载作用下，梁端可以考虑塑性内力重分布，取弯矩调幅系数0.8，楼面竖向荷载分别按恒荷载及全部活荷载计算：6.1.1计算单元：93 D—F轴单向板单向板C—D轴双向板6.1.2荷载计算：1.恒荷载作用下各层框架梁上荷载分布如图：（1）对于6层图中，为均布荷载，代表梁自重。分别为房间传给梁的均布荷载和梯形荷载。分别为边纵梁、中纵梁传给柱的恒荷载，包括梁自重、楼面板重和女儿墙等的重力荷载：　　　　　　　　　　　　　　　93 （2）对于2~5层图中：（3）对于1层图中：93 2.活荷载作用下各层框架梁上荷载分布如图：（1）对于6层图中：（2）对于2~5层图中：（3）对于1层图中：93 6.1.3内力计算因为荷载作用比较复杂，所以需对荷载进行分解再进行叠加的方法进行。1.恒荷载内力计算：（1）对于6层a其中：93 b其中：c其中：93 其中：（2）对于2~5层93 abc93 （3）对于一层abc93 2.活荷载内力计算：（1）对于6层abc93 （2）对于2~5层ab93 c（3）对于1层a93 bc恒荷载作用下支座弯矩汇总层数BF6-170.23-109.21-143.03-143.032~5-251.69-152.34-180.79-180.791-196.86-81.79-156.25-156.25活荷载作用下支座弯矩汇总层数BF6-96.43-48.87-51.84-51.842~5-101.88-51.9-51.84-51.841-165.59-85.52-90.72-90.7293 93 93 93 93 93 第7章框架内力组合7.1横向框架内力组合7.1.1结构抗震等级：结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素，本工程的抗震等级为二级。93 7.1.2框架柱的内力组合7.1.3框架梁的内力组合93 类别层次截面内力恒载Sgk活载Sqk地震Sek1.35Sgk+Sqk1.2Sgk+1.4SqkMmaxNNminMNmaxM6柱顶M82.7566.243.7935.032-93.86-17.247177.982124.402128.485123.360-55.79048.920N152.37121.89684.7184.71-21.65135.165180.197249.270264.869156.80096.620180.620柱底M-85.61-68.488-38.57-30.85658.79-19.418-141.701-123.315-125.384-81.7406.490-57.010N173138.484.7184.71-21.65151.009196.041271.550284.674184.170124.000219.110柱顶M76.7761.41630.2324.19-138.22-73.178214.319107.102107.565167.190-100.45048.6805N461.93369.544169.9169.9-68.31365.272507.357668.784681.313416.480268.990484.400柱底M-85.61-68.488-38.57-30.856-96.05-180.45119.333-123.315-125.384-126.32052.110-56.280N482.59386.072169.9169.9-68.31381.139523.224691.097701.146441.364293.870519.390柱顶M76.7761.41630.2324.19-169.47-105.678246.819107.102107.565203.268-123.98061.5654N771.55617.24260.34260.34-131.18581.086853.9411093.6141105.164828.391440.810828.390柱底M-85.61-68.488-38.57-30.856138.6563.637-224.755-123.315-125.384-172.79194.970-59.840N792.18633.744260.34260.34-131.18596.930869.7851115.8941124.969738.696465.700863.380柱顶M76.7761.41630.2324.19-198.63-127.504259.824107.102107.565220.047-148.60058.710B柱3N1073.82859.056350.78350.78-216.78719.6411142.3621510.5061521.959964.097558.2401172.400柱底M-62.38-49.904-23.73-18.984169.2111.514-218.426-86.354-86.462-185.014116.610-56.360N1094.45875.56350.78350.78-216.78734.4951157.2161532.7861541.764987.425581.5701207.390柱顶M127.13101.70462.1449.712-233.35-113.612341.420187.012191.642275.776-201.76060.7402N1378.791103.03444.22444.22-320.45880.1891505.0671933.3131945.5461280.536682.9401517.350柱底M-117.87-94.296-85.78-68.624233.35111.769-343.263-195.924-209.229-286.204191.330-77.440N1433.921147.14444.22444.22-320.45919.8831544.7601992.8541998.4711309.696712.1001561.090柱顶M38.7130.96843.1134.488-222.54-173.586260.36776.29585.445305.518-243.82049.6101N1679.821343.86568568443.681897.6581032.4822382.2062407.8271632.305789.4601875.220柱底M-19.36-15.488-21.56-17.248667.61629.219-672.621-38.157-42.733-525.532494.670-24.820N1754.611403.69568568-443.681086.3311951.5072462.9792479.6261679.933837.0801946.660框架柱的内力组合表7-193 框架柱的内力组合续表7-1类别层次截面内力恒载Sgk活载Sqk地震Sek1.35Sgk+Sqk1.2Sgk+1.4SqkMmaxNNminMNmaxM柱顶M71.9357.54424.2619.408-95.58-34.845163.96197.09296.224172.065-7.085117.7536N150.24120.19279.7779.77-23.43129.307178.041242.029255.908150.80890.634172.192柱底M-65.49-52.392-19.23-15.38454.93-0.553-114.808-86.113-84.408-128.416-40.183-122.640N170.87136.69679.7779.77-23.43145.151193.885264.310275.713178.180118.005210.680柱顶M54.5843.66414.7511.8-140.66-98.705193.86870.74668.917220.953-46.680124.2905N423.59338.872161.55161.55-70.74329.292476.431619.027632.816419.937272.444489.260柱底M-65.49-52.392-19.93-15.50499.7846.033-161.509-86.233-84.576-177.3741.049-128.070N444.22355.376161.55161.55-70.74345.135492.275641.308652.621444.820297.327524.250柱顶M54.5843.66414.7511.8-173.93-133.306228.46970.74668.917254.325-72.921133.3644N696.94557.552243.53243.53-140.86505.650798.639996.2251010.004726.876453.876846.762柱底M-65.49-52.392-19.93-15.504142.3190.264-205.741-86.233-84.576-224.27043.488-132.237N717.57574.056243.53243.53-140.86521.494814.4831018.5061029.809751.759478.759881.754柱顶M54.5843.66414.7511.8-201.97-152.313241.52870.74668.917267.186-101.462129.418F柱3N970.29776.232325.41325.41-228.5622.2561067.8311373.3231387.052985.236579.3831204.109柱底M-46.96-37.568-11.489.184175.55141.483-200.840-41.533-32.224-236.55265.075-133.668N990.92792.736325.41325.41-228.5637.1091082.6841395.6041406.8571008.564602.7111239.101柱顶M99.5279.61632.8926.312-233.35-144.021311.011133.794132.376312.309-165.227115.5372N1251.451001.16414.22414.22-352.19744.0581430.8281765.7861781.3001308.536710.9391559.350柱底M-98.19-78.552-47.69-38.152233.35139.651-315.381-144.197-147.675-309.597167.939-112.532N1306.581045.26414.22414.22-352.19783.7511470.5221825.3261834.2251337.696740.0991603.090柱顶M36.0628.84824.119.28-222.54-182.337251.61658.22561.610310.407-238.92756.9481N1560.161248.13561.09561.09-485.98901.9751849.6362246.0632283.2801619.395776.5471855.856柱底M-18.03-14.424-12.05-9.64667.61633.600-668.239-29.112-30.805-527.973492.228-28.479N1637.951310.36561.09561.09-485.98957.9841905.6452330.0762357.9581667.023824.1751927.29893 框架柱的内力组合续表7-1类别层次截面内力恒载Sgk活载Sqk地震Sek1.35Sgk+Sqk1.2Sgk+1.4SqkMmaxNNminMNmaxM柱顶M7.726.1762.52-131.61-129.985143.76310.33810.211156.356-97.82042.9096N77.6662.12877.6677.66-1.7895.06898.771161.533183.278205.193205.193290.981柱底M-5.55-4.44-1.73-1.384107.67107.050-116.904-7.378-7.266-104.33451.458-41.274N98.2978.63277.6677.66-1.78110.912114.615183.813203.082230.076230.076325.973柱顶M3.652.922.071.656-204.5-209.082216.2785.5985.822212.908-176.98826.9075N238.35190.68101.64101.64-2.43229.313234.367359.058371.112546.012546.012771.155柱底M-13.74-10.992-1.73-1.384177.74173.633-196.066-16.223-15.128-169.119125.014-34.544N258.98207.184101.64101.64-9.68237.617257.751381.338390.917570.896570.896806.147柱顶M3.652.922.071.656-251.38-241.722248.4695.5985.822257.570-212.84838.2944N399.04319.232152.62152.62-9.68346.550365.426583.583596.746854.330854.3301302.642柱底M-13.74-10.992-1.73-1.384251.38234.580-255.611-16.223-15.128-214.485170.406-37.479N419.64335.712152.62152.62-9.68361.382380.258605.831616.522877.658877.6581337.634柱顶M3.652.922.071.656-300.07-289.195295.9415.5985.822288.737-245.68136.712D柱3N559.73447.784203.6203.6-11.72483.199506.053808.108822.3811196.8141196.8141834.211(中柱)柱底M-13.74-10.992-1.26-1.008300.07282.222-302.915-15.847-14.602-268.049225.262-36.482N580.36464.288203.6203.6-11.72498.052520.906830.389842.1861220.1421220.1421869.203柱顶M43.7935.0322.592.072-481.12-436.631501.55349.36544.939375.273-334.19535.3102N727.44581.952250.65250.65-31.74605.603667.4961036.2851049.2521540.0761540.0762366.946柱底M-27.5-22-1.75-1.4481.12448.662-489.522-31.100-28.360-368.477340.991-22.480N782.57626.056250.65250.65-31.74645.296707.1891095.8261102.1771575.0681575.0682419.434柱顶M15.3712.2961.251-494.62-470.738493.77117.60016.155395.172-373.20619.2791N940.35752.28344.32344.32-42.3790.754873.2391359.8981384.7841865.0761865.0762872.231柱底M-7.87-6.296-0.62-0.496725.68701.648-713.428-8.996-8.250-606.406595.418-9.644N1018.38814.704344.32344.32-42.3846.935929.4201444.1701459.6931912.7041912.7042943.67393 框架梁的内力组合表7-2层次截面内力恒载Sgk活载Sqk地震Sek1.35Sgk+Sqk1.2Sgk+1.4SqkFM-71.93-57.544-24.26-19.40895.5830.4839-155.8971-101.9444-103.0168V104.3283.45636.5729.256-23.4377.88567129.66597149.2356151.3452D左M179.07143.2567257.6-73.1390.02865232.63215265.3956272.7072V134.07107.25649.8339.86423.43160.70457108.92427194.6256198.4692D右M-171.35-137.08-74.5-59.6131.61-28.57725-285.21675-259.558-268.796V105.0784.05655.5744.456-21.6590.15457138.00107169.0456178.66526BM82.7566.243.7935.032-93.86-12.228170.799133.16140.746V97.5678.04842.7134.16821.65125.3143177.46781148.0748153.4516跨中FDDBFM-120.07-96.056-34.68-27.744195.5988.64385-292.75665-164.3556-163.8192V136.84109.47238.6830.944-47.3179.11069183.66579186.4672185.5184D左M219.57175.65667.2553.8-159.2433.0939343.6119304.3856304.9372V164.48131.58447.7238.17647.31210.83043106.27533225.3584224.7088D右M-210.37-168.296-71.05-56.84152.93-34.33215-332.54565-298.2496-301.4252V143.68114.94456.4445.152-46.6694.46798197.58658211.6144216.94885BM162.38129.90468.855.04-197.01-44.21115339.95835244.1704252.2048V142.93114.34448.4438.75246.66192.8945889.77598202.8044205.0288跨中FDDBFM-120.07-96.056-34.68-27.744273.71164.81085-368.92365-164.3556-163.8192V136.84109.47238.6830.944-70.1253.90564208.87084186.4672185.5184D左M219.57175.65667.2553.8-231.14-37.0086413.7144304.3856304.9372V164.48131.58447.7238.17670.12236.0354881.07028225.3584224.708893 D右M-210.37-168.296-71.05-56.84205.9817.3916-384.2694-298.2496-301.4252V143.68114.94456.4445.15262.87215.4986376.55593211.6144216.94884BM162.38129.90468.855.04-265.52-111.0084406.7556244.1704252.2048V142.93114.34448.4438.75262.87210.8066371.86393202.8044205.0288跨中FDDBFM-120.07-96.056-34.68-27.744344.28233.6166-437.7294-164.3556-163.8192V136.84109.47238.6830.944-87.6434.54604228.23044186.4672185.5184D左M219.57175.65667.2553.8-286.75-91.22835467.93415304.3856304.9372V164.48131.58447.7238.17687.64255.3950861.71068225.3584224.7088D右M-210.37-168.296-71.05-56.84264.774.6436-441.5214-298.2496-301.4252V143.68114.94456.4445.152-85.651.43928240.61528211.6144216.94883BM162.38129.90468.855.04-377.28-219.9744515.7216244.1704252.2048V142.93114.34448.4438.75285.6235.9232846.74728202.8044205.0288跨中FDDBFM-146.38-117.104-44.37-35.496408.9273.3174-524.0376-202.4604-202.6428V144.65115.7245.6136.488-123.694.61805277.97295201.832202.718D左M189.78151.82461.6849.344-481.64-305.2014633.9966266.6424268.5408V156.67125.33640.7932.632123.69285.3230711.96817209.9936207.5092D右M-132.25-105.8-65.53-52.424374.97240.88725-490.30425-208.36-218.702V128.85103.0853.4442.752103.67246.9513517.84065192.598198.5122BM195.51156.40885.7768.616402.55571.84995-213.12255296.9208307.7676V157.76126.20851.4441.152103.67269.5219140.41121221.8208223.4656跨中FDDBFM-134.25-107.4-71.79-57.432455.89315.52725-573.45825-216.78-229.386V126.11100.88871.2757.016-133.79-8.58449287.09141207.4688220.8436D左M163.83131.06410382.4507.38659.0031-330.3879279.9364301.476893 V134.31107.44879.9363.944133.79298.199212.52331224.9848240.8396D右M-120.6-96.48-106-84.8468.36322.119-591.183-236.248-264.176V103.3182.64884.9667.968-123.23-8.53859263.79971196.5348218.12161BM156.58125.264129.89103.912455.89615.68085-273.30465298.9964332.1628V126.83101.46487.0369.624123.23284.0477311.70943224.0064243.5988跨中FDDB类别层次截面内力恒载Sgk活载Sqk地震Sekγre(1.2*(Sgk+0.5Sqk)+1.3Sek)1.35Sgk+Sqk1.2Sgk+1.4Sqk6V41.6435.39413.3911.3815-45.61-7.99386.87659.16358.4075V36.3830.92310.518.9335-72.86-41.800109.74950.68049.6154V36.3830.92310.518.9335-95.83-65.689133.63750.68049.615F柱3V36.3830.9237.956.7575-114.4-86.046151.90648.50446.5682V43.9437.34917.9115.2235-103.71-64.696151.02165.64566.1321V10.028.5176.695.6865-410.18-415.681437.49317.18418.1826V51.0243.36724.9621.216-44.445.59898.03479.76181.743B柱5V49.2141.828520.8517.7225-70.99-25.167122.49274.19175.0064V49.2141.828520.8517.722593.37145.767-48.44374.19175.0063V49.2141.828516.3213.872-111.48-69.122162.75070.34069.6152V54.5846.39333.5428.509-103.71-49.637166.08091.14095.5841V10.759.137511.9810.183-140.18-132.127159.44722.51925.2216V4.023.4171.281.088-72.51-67.13274.2625.7015.624D柱5V5.274.47954.153.5275-115.83-107.315118.5539.57510.3144V5.274.47951.150.9775-152.35-144.070153.0137.0256.7443V5.274.479510.85-181.86-172.899181.7286.8976.5652V15.8413.4640.960.816-213.83-195.999220.96918.99217.2991V4.373.71450.350.2975-192.33-184.045190.9995.3124.874剪力组合表表7-393 第8章截面设计8.1框架梁以第一层梁BD跨为例，从内力组合表中分别选出最不内力组合，并将支座中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋计算，当梁下部受拉时，按T行截面设计，当梁上部受拉时按矩形截面设计，混凝土等级，纵向受力钢筋为三级钢筋（），箍金为一级钢筋（）根据《抗震规范》给出的钢筋混凝土结构的的值，见下表结构构件类型正截面承载力计算斜截面承载力计算局部受压承载力计算梁偏心受压柱偏心受拉柱剪力墙各类柱件及框架节点结构的局部受压部位0.750.80.850.850.851.0注：—承载力抗震调整系数8.1.1正截面受弯承载力计算：（1）通过内力组合得出的设计内力还需进行调整以保证梁端的破坏先于柱端的破坏（强柱弱梁的原则）、弯曲破坏先于剪切破坏（强剪弱弯的原则）、构件的破坏先于节点的破坏（强节点弱构件的原则）。根据“强柱弱梁”的原则进行调整的思路是：对同一节点，使其在抗震作用组合下，柱端的弯矩设计值略大于梁端的弯矩设计值或抗震设计值。一、二、三级框架的梁柱节点处，除框支层最上层的柱上端、框架顶层和柱轴压比小于0.15者除外，柱端弯矩设计值应符合下式要求：其中，为节点上、下柱端截面顺时针或反时针方向组合的弯矩设计值之和，上、下柱端的弯矩设计值，一般情况可按弹性分析分配；为节点左右梁端截面顺时针或反时针方向组合的弯矩设计值之和，节点左右梁端均为负弯矩时，绝对值较小的弯矩值应取零；为强柱系数，一级为1.4、二级为1.2、三级为1.1。当反弯点不在柱的层高范围内时，柱端的弯矩设计值可直接乘以上述强柱系数。一、二、三级框架结构的底层柱下端截面的弯矩设计值，应分别乘以1.5、1.25和1.15。B柱的内力调整：不需调整D柱的内力调整：93 一层柱顶的弯矩设计值：二层柱底的弯矩设计值：（2）BD跨：梁端负弯矩：跨中弯矩：跨中按T形截面计算：故翼缘计算宽度：取B支座边的弯矩设计值：B支座边的弯矩设计值：（3）两类T形截面的判别：属于第一类T形截面实配钢筋428（）满足要求。93 将下部跨间的428钢筋伸入支座，作为支座负弯矩作用下的受压钢筋，再计算相应的钢筋，即支座B上部：说明富裕，且达不到屈服，可近似取：实配钢筋420（）支座D上部：说明富裕，且达不到屈服，可近似取：实配钢筋528（）8.1.2.斜截面受剪承载力计算：箍金采用级钢筋，则，故按构造配置箍筋，采用，在梁端范围内加密，8.2框架柱8.2.1柱端弯矩调整通过内力组合得出的设计内力还需进行调整以保证梁端的破坏先于柱端的破坏（强柱弱梁的原则）、弯曲破坏先于剪切破坏（强剪弱弯的原则）、构件的破坏先于节点的破坏（强节点弱构件的原则）。根据“强柱弱梁”的原则进行调整的思路是：对同一节点，使其在抗震作用组合下，柱端的弯矩设计值略大于梁端的弯矩设计值或抗震设计值。一、二、三级框架的梁柱节点处，除框支层最上层的柱上端、框架顶层和柱轴压比小于0.15者除外，柱端弯矩设计值应符合下式要求：其中，为节点上、下柱端截面顺时针或反时针方向组合的弯矩设计值之和，上、下柱端的弯矩设计值，一般情况可按弹性分析分配；为节点左右梁端截面顺时针或反时针方向组合的弯矩设计值之和，节点左右梁端均为负弯矩时，绝对值较小的弯矩值应取零；为强柱系数，一级为1.4、二级为1.2、三级为1.1。当反弯点不在柱的层高范围内时，柱端的弯矩设计值可直接乘以上述强柱系数。93 一、二、三级框架结构的底层柱下端截面的弯矩设计值，应分别乘以1.5、1.25和1.15。以第一层梁与B轴柱结点的梁端弯矩值由内力组合表查得：左震右震取左震左震右震上下柱端弯矩值：一层柱顶的弯矩设计值：二层柱底的弯矩设计值：对底层柱底弯矩：各控制截面控制内力如下：Ⅰ—Ⅰ截面：Ⅱ—Ⅱ截面：Ⅲ—Ⅲ截面：8.2.2正截面设计具体配筋如下：取Ⅲ—Ⅲ截面为控制截面：193 属于大偏心受压构件。采用对称配筋：2属于小偏心受压构件。故按构造配筋则按Ⅲ—Ⅲ截面组内力配置钢筋，即622（）8.2.3斜截面设计：柱端弯矩值：满足要求。验算柱的截面尺寸：符号要求。，取93 故该层柱构造配置箍筋。，查表取则根据八度抗震构造要求，取加密区箍筋为，加密区位置及长度按规定要求确定；非加密区应满足，故箍筋取8.3次梁设计（以首层次梁为例）8.3.1.荷载计算：板传来的荷载：次梁自重：抹灰自重：合计：活荷载设计值：8.3.2.计算弯矩：跨中：支座：8.3.3梁正截面配筋计算：跨中截面按T形截面计算翼缘宽度的选取：按跨度考虑：按梁间距离考虑：取93 属于第一类截面实配钢筋218（）满足要求。支座截面：实配钢筋320（）满足要求。8.3.4梁斜截面配筋计算：箍金采用级钢筋（），则满足截面要求，采用，在梁端范围内加密，8.4板的设计93 8.4.1单向板的设计：次梁截面，主梁截面板的计算跨度：计算简图：弯矩设计值：跨中截面：支座截面：跨中配筋计算：实配钢筋支座配筋计算：93 实配钢筋走廊单向板设计：板的计算跨度：计算简图：弯矩设计值：跨中截面：选配钢筋8.4.2双向板设计：楼面活荷载，恒荷载，采用混凝土，板中钢筋采用四边固定：四边简支：短跨方向配筋：选配长跨方向配筋：选配支座截面：短跨方向配筋：选配长跨方向配筋：93 选配8.5楼梯计算：8.5.1梯段板设计：梯段板荷载：荷载种类荷载标准值（）恒荷载水磨石面层三角形踏步混凝土斜板板底抹灰合计6.6活荷载3.593 总荷载设计值：板的水平计算跨度：弯矩设计值：取板厚，约为斜长的1/30，板的倾斜角取宽板带计算，板的有效高度实配钢筋，分布筋每级踏步1根8.5.2平台板设计1.荷载计算：平台板荷载荷载种类荷载标准值恒荷载水磨石棉层0.65厚混凝土板板底抹灰小计2.74活荷载3.5总荷载设计值：2.截面设计平台板的计算跨度弯矩设计值：板的有效高度93 实配钢筋8.5.3平台梁设计设平台梁截面尺寸为1.荷载计算：平台梁荷载荷载种类荷载标准值恒荷载梁自重梁侧粉刷平台板传来梯段板传来小计14.95活荷载2.截面设计：计算跨度：93 弯矩设计值：剪力设计值：截面按倒L行计算，梁的有效高度判别属第一类T形截面实配钢筋316（）配置的箍筋，则斜截面受剪承载力：满足要求。第9章节点设计9.1节点设计：根据地震震害分析，不同烈度地震作用下钢筋混凝土框架节点破坏程度不同，8度地震时，部分尤其是角柱节点发生不同程度，因此对不同的框架其节点承载力和延性要求不同，《建筑抗震设计规范》规定：对一、二级抗震等级的框架节点必须进行抗震承载力计算。以第一层横梁与B柱相交的节点为例进行节点设计：9.1.1节点核心区剪力设计值：对二级框架：：梁柱节点核心区组合的剪力设计值：柱的计算高度，可采用节点上下反弯点之间的距离：梁的截面高度93 9.1.2节点核心区截面验算：在节点设计中首先要验算节点截面的限制条件以防止节点截面过小，核心区混凝土承受过大斜压力使节点混凝土先被压碎而破坏。框架节点抗剪水平截面应符合如下条件：：正交梁的影响系数。楼板为现浇，四侧各梁截面宽度不小于该柱截面宽度的1/2且正交方向梁高度不小于框架高度的3/4时，可采用1.5，其他情况采用1.0满足要求。9.1.3节点核心区截面抗剪强度计算：其中N取二层柱底轴力二者较小值，故取设节点区配筋为，则满足要求。第10章基础设计10.1基础设计基础必须有足够的刚度和稳定性，能对上部结构有可靠的嵌固作用，避免由于基础沉降和转动造成的上部应力结构复杂，防止在重大的水平力作用下，建筑物发生倾覆和滑移。因此，基础应优先采用整体性好，刚度大的基础。基础的理深一般取建筑物高度的（），基础的形成和埋置深度确定后，设计内容还包括基础的底面尺寸和基础高度及底板配筋计算。10.1.1构造要求：根据《砼结构构造手册》规定：（1）扩展基础砼强度等级不宜底于C15；钢筋砼基础的垫层宜采用C7.5的砼，其厚度为100m；（3）底板受力钢筋的最小直径不宜小于8mm，间距不宜大于200mm，也不宜小于100mm；（4）底板钢筋为构造配筋时，一般采用，间距为200mm的钢筋网。根据《砼结构构造手册》，柱下钢筋为独立基础，基础的外形尺寸：（1）轴心受压基础的底板平面采用正方形，其边长为100mm的倍数。（2）偏心受压基础的底板平面一般采用矩形，其长边与短边之比不宜大于3，其边长宜为100mm93 的倍数（3）基础高度应按受冲切承载力及剪切承载力和柱内的纵向钢筋在基础内的锚固长度的要求确定，一般为100mm的倍数。（4）阶梯形基础的台阶高度宜为300~500mm，阶数按下列规定采用时为一阶；时为二阶；时为三阶。（5）阶梯形基础的外边线以外，其高度h及阶宽b一般按下述要求选用，考虑抗震要求的柱纵向受力钢筋在基础内的锚固长度：，对于一二级抗震等级的，对于三，四级不做考虑。（6）阶梯形基础边缘高度一般不宜小于400mm。10.1.2边柱基础计算：1、材料的选用：（1）基础砼采用，；（2）基础垫层采用c10素砼，厚度100mm，每边各伸出基础边100mm；（3）钢筋采用一级钢筋；2、结构形式及埋深：（1）采用现浇阶梯形柱下独立基础。（2）根据规范规定，基础埋深不宜小于，每阶高500mm，基础埋于土壤冻结深度（-1.5m）以下，则基础埋深2.55m。（3）基础顶面高为-1.5m，基础梁取，基础高为1.5m。（4）地基承载力标准值为，持力层为中粗砂层，二类场地。3、荷载计算：由B柱内力组合值查得：离开最不利情况则：，4、基础底面积计算：（1）基底面积估算：按中心荷载初步估计所需底面积，预估时先不考虑宽度修正。持力层承载力特征值：初步选择基础底面尺寸：基础平均埋深：由于偏心不大，基础底面积按20%增大即：取，则93 基础底面的截面抗矩：（2）验算地基承载力：偏心距：基底最大压力：满足要求。满足要求。故基础底面积尺寸满足要求。（3）基础抗冲切验算在基础承受柱传来的轴向力时，如果沿柱周边处的基础有效高度不够，就会产生沿柱边方向斜面的冲切破坏，故冲切破坏锥体以外的地基净反力所产生的冲切力不小于切面外的抗冲能力。即：其中：：基础冲切破坏锥体的有效高度柱边缘处：因偏心受压取冲切力93 抗冲切力：第一变阶处：取冲切力抗冲切力：第二变阶处：取冲切力抗冲切力：（4）配筋计算：柱边缘截面：第一变阶截面：93 第二变阶截面：故基底应按第一变阶截面配筋，对基础受力钢筋最小直径为10mm，间距不大于200mm，故两个方向配筋均为第一变阶截面：，实际配钢筋的面积：配筋如图2—19所示。93 93 第11章PKPM计算结果******PK11.EXE******DATA:5/25/2007-------总信息--------节点总数=27柱子总数=22梁数=14是否规则框架=20600支座约束数=5标准截面总数=3活载计算信息=1风活载计算信息=0抗震等级=2柱砼等级=0梁砼等级=0梁柱主筋级别=3梁柱箍筋级别=1柱保护层=35梁保护层=35柱梁自重计算信息=2基础计算信息=0输出方式=1梁支座负弯矩调幅系数=0.85梁惯性矩增大系数=1.20结构重要性系数=1.00柱计算长度考虑GB50010-2002第7.3.11-3条规定=0--------------节点坐标-----------------节点号x坐标y坐标节点号x坐标y坐标节点号x坐标y坐标(1)0.005.40(2)7.205.40(3)8.035.40(4)15.535.40(5)22.735.40(6)0.009.90(7)7.209.90(8)8.039.90(9)15.539.90(10)22.739.90(11)8.0313.20(12)15.5313.20(13)22.7313.20(14)8.0316.50(15)15.5316.50(16)22.7316.50(17)8.0319.80(18)15.5319.80(19)22.7319.80(20)8.0323.10(21)15.5323.10(22)22.7323.10(23)0.000.00(24)7.200.00(25)8.030.00(26)15.530.00(27)22.730.00--柱杆件关联号(左为上部节点号,右为下部节点号)--(1)231(2)242(3)253(4)264(5)275(6)16(7)27(8)38(9)49(10)510(11)811(12)912(13)1013(14)1114(15)1215(16)1316(17)1417(18)1518(19)1619(20)1720(21)1821(22)1922--梁杆件关联号(左为左边节点号,右为右边节点号)--(1)12(2)34(3)45(4)67(5)89(6)910(7)1112(8)1213(9)1415(10)1516(11)1718(12)1819(13)2021(14)2122--------------支座约束信息----------------(1)23111(2)24111(3)25111(4)26111(5)27111-------------柱计算长度系数---------------(1)1.00(2)1.00(3)1.00(4)1.00(5)1.00(6)1.25(7)1.25(8)1.25(9)1.25(10)1.25(11)1.25(12)1.25(13)1.25(14)1.25(15)1.25(16)1.25(17)1.25(18)1.25(19)1.25(20)1.25(21)1.25(22)1.25------------柱平面外计算长度--------------(1)5.40(2)5.40(3)5.40(4)5.40(5)5.40(6)5.62(7)5.62(8)5.62(9)5.62(10)5.62(11)4.12(12)4.12(13)4.12(14)4.12(15)4.12(16)4.12(17)4.12(18)4.12(19)4.12(20)4.12(21)4.12(22)4.12--------------节点偏心值----------------(1)0.00(2)0.00(3)0.00(4)0.00(5)0.00(6)0.00(7)0.0093 (8)0.00(9)0.00(10)0.00(11)0.00(12)0.00(13)0.00(14)0.00(15)0.00(16)0.00(17)0.00(18)0.00(19)0.00(20)0.00(21)0.00(22)0.00(23)0.00(24)0.00(25)0.00(26)0.00(27)0.00--------------标准截面数据----------------(1)1.000.700.70(2)1.000.500.50(3)1.000.350.70--------------柱截面类型号----------------(1)1(2)1(3)1(4)1(5)1(6)1(7)1(8)1(9)1(10)1(11)2(12)2(13)2(14)2(15)2(16)2(17)2(18)2(19)2(20)2(21)2(22)2--------------梁柱截面类型号----------------(1)3(2)3(3)3(4)3(5)3(6)3(7)3(8)3(9)3(10)3(11)3(12)3(13)3(14)3------恒载计算------节点荷载:节点弯矩垂直力水平力10.00148.400.0020.0081.400.0030.00102.500.0040.00140.700.0050.00182.100.0060.0097.000.0070.0097.000.0080.00165.200.0090.00186.400.00100.00159.800.00110.00149.600.00120.00186.400.00130.00159.800.00140.00149.600.00150.00186.400.00160.00159.800.00170.00149.600.00180.00186.400.00190.00159.800.00200.00112.500.00210.00131.300.00220.00122.900.000柱间荷载柱信息荷载类型荷载值荷载参数1荷载参数20梁间荷载:连续数荷载个数类型荷载值参数类型荷载值参数11629.73.001315.40.004100.715.3025.25.3011614.81.5011629.73.0013113.10.00493 145.995.3025.25.301217.60.00614.881.501315.40.004145.995.30212.85.301217.60.00614.881.501315.40.004145.995.30212.85.301217.60.00614.881.501315.40.004145.995.30212.85.301217.60.00614.881.501314.90.00493.905.3024.65.3011613.31.50**恒载内力**杆件号弯矩轴力剪力弯矩轴力剪力杆件号弯矩轴力剪力弯矩轴力剪力--柱(左面为柱下端,右为柱上端)--1-18.31535.77-9.81-34.68-469.629.81218.31468.779.8134.68-402.62-9.813-25.251664.66-11.19-35.20-1598.5111.1945.312788.794.9921.65-2722.64-4.9958.071571.646.2025.42-1505.49-6.206-78.00236.67-40.35-103.56-181.5540.35778.00236.6740.35103.56-181.55-40.358-86.081411.90-43.29-108.71-1356.7843.29943.002380.3823.2461.59-2325.25-23.241038.491264.9320.0551.72-1209.81-20.0511-59.961069.93-39.65-70.90-1049.3139.651232.681839.9120.8035.95-1819.29-20.801329.20968.7418.8633.03-948.11-18.8614-77.04782.25-46.21-75.47-761.6246.211540.081343.6224.0639.34-1323.00-24.061636.95710.0022.1536.15-689.38-22.1517-74.79494.24-45.50-75.35-473.6245.501838.91848.3023.5438.77-827.68-23.541936.19450.6221.9636.27-429.99-21.9620-73.69206.51-46.03-78.23-185.8846.032140.51352.7424.4140.05-332.12-24.412236.06191.2121.6235.30-170.58-21.62--梁(左面为梁左端,右为梁右端)--1112.68-30.5384.55-112.6830.5384.552121.29-32.0984.11-171.7932.09131.103107.14-13.8470.46-63.9213.8458.454103.5640.3584.55-103.56-40.3584.5593 5168.683.63121.65-252.41-3.63196.226158.141.19102.72-80.92-1.1981.277147.93-6.56117.46-244.566.56183.588168.54-3.29105.69-69.973.2978.319150.260.72117.78-244.47-0.72183.2610166.230.19105.04-72.34-0.1978.9611149.04-0.54117.51-245.290.54183.5312166.010.33105.01-72.33-0.3378.991378.2346.0373.38-165.34-46.03128.1414125.2921.6272.68-35.30-21.6247.68**恒荷载作用下的节点位移(mm)**节点号.X向位移Y向位移1-0.020.0020.020.003-0.120.004-0.090.005-0.070.0060.020.007-0.020.008-0.270.009-0.270.0010-0.270.0011-0.400.0012-0.400.0013-0.390.0014-0.500.0015-0.500.0016-0.500.0017-0.610.0018-0.610.0019-0.610.0020-0.640.0021-0.680.0022-0.700.00------活载计算------节点荷载:节点弯矩垂直力水平力10.0031.500.0020.0031.500.0030.0038.900.0040.0064.500.0050.0045.700.0060.0031.500.0070.0031.500.0080.0061.600.0090.0088.500.00100.0069.700.00110.0050.400.00120.0070.100.00130.0056.700.00140.0050.400.00150.0070.100.00160.0056.700.00170.0050.400.00180.0070.100.0093 190.0056.700.00200.0040.300.00210.0056.100.00220.0045.300.000柱间荷载柱信息荷载类型荷载值荷载参数1荷载参数20梁间荷载:连续数荷载个数类型荷载值参数类型荷载值参数11621.03.001313.80.00451.115.3023.65.3011610.51.5011621.03.001316.30.00472.205.3023.65.301212.50.00610.501.501315.20.00457.415.3022.65.301212.50.0067.501.501315.20.00457.415.3022.65.301212.50.0067.501.501315.20.00457.415.3022.65.301212.50.0067.501.501314.20.00445.935.3022.15.301212.00.0066.001.50**活荷载标准值作用下的节点位移(mm)**节点号.X向位移Y向位移1-0.010.0520.010.053-0.060.204-0.050.355-0.040.1860.010.087-0.010.088-0.150.349-0.150.6010-0.150.3111-0.230.4993 12-0.230.8713-0.220.4414-0.290.6015-0.291.0716-0.290.5517-0.370.6718-0.361.1919-0.360.6120-0.400.7021-0.421.2522-0.440.64-----------地震力计算------------计算振型数=1地震烈度=8.00场地土分类=2.00附加重量的质点数=0地震设计分组=1周期折减系数=1.00地震力计算方式=0阻尼系数=0.05**左地震方向计算**振动质点号:1368111417振动质点号:20振动质点质量:595.7671105.558493.8171345.3761217.0431217.0431217.043858.953水平地震标准值作用底层剪力：332.506底层最小地震剪力：257.619各质点地震力调整系数:1.000地震力调整后剪重比：0.041第1振动周期T=1.1539质点特征向量值:0.0000.2290.0000.4940.6950.8470.9491.000质点水平地震力:0.00017.5260.00045.93658.50571.28979.86859.383***各结构节点变位***(1)0.000(2)0.000(3)0.005(4)0.005(5)0.005(6)0.000(7)0.000(8)0.011(9)0.011(10)0.011(11)0.016(12)0.016(13)0.016(14)0.019(15)0.019(16)0.019(17)0.022(18)0.022(19)0.022(20)0.023(21)0.023(22)0.023(23)0.000(24)0.000(25)0.000(26)0.000(27)0.000杆件号弯矩轴力剪力弯矩轴力剪力杆件号弯矩轴力剪力弯矩轴力剪力--柱(左面为柱下端,右为柱上端)--10.000.000.000.000.000.0020.000.000.000.000.000.003406.99-274.81101.05138.69274.81-101.054458.51-18.98129.24239.4118.98-129.245409.17293.79102.21142.75-293.79-102.2160.000.0093 0.000.000.000.0070.000.000.000.000.000.008168.28-195.6477.68181.30195.64-77.689344.28-12.85156.86361.5912.85-156.8610174.42208.5080.43187.52-208.50-80.4311108.78-121.1873.23132.89121.18-73.2312184.03-7.29120.94215.067.29-120.9413111.45128.4774.87135.63-128.47-74.871478.96-68.4655.08102.7968.46-55.0815156.69-3.7499.13170.433.74-99.131681.2472.2156.33104.66-72.21-56.331748.83-30.5237.0873.5530.52-37.081898.32-1.3564.46114.411.35-64.461950.0231.8637.7074.40-31.86-37.702014.41-8.4414.8134.478.44-14.812141.60-0.1929.8256.810.19-29.822214.548.6314.7534.14-8.63-14.75--梁(左面为梁左端,右为梁右端)--10.000.000.000.000.000.002-306.97-17.52-79.16-286.7617.5279.163-296.9215.93-85.29-317.17-15.9385.2940.000.000.000.000.000.005-290.0810.86-74.47-268.40-10.8674.476-277.22-9.75-80.03-298.979.7580.037-211.851.34-52.71-183.50-1.3452.718-188.24-0.96-56.26-216.870.9656.269-151.615.77-37.95-132.98-5.7737.9510-135.77-5.13-40.34-154.685.1340.3411-87.964.35-22.08-77.64-4.3522.0812-78.37-3.67-23.24-88.943.6723.2413-34.474.98-8.44-28.83-4.988.4414-27.98-5.04-8.63-34.145.048.63**右地震方向计算**振动质点号:25710131619振动质点号:22振动质点质量:595.7671105.558493.8171345.3761217.0431217.0431217.043858.953水平地震标准值作用底层剪力：332.529底层最小地震剪力：257.619各质点地震力调整系数:1.000地震力调整后剪重比：0.041第1振动周期T=1.1539质点特征向量值:0.0000.2290.0000.4940.6950.8470.9491.000质点水平地震力:0.00017.5350.00045.93358.50871.29279.87259.389***各结构节点变位***(1)0.000(2)0.000(3)-0.005(4)-0.005(5)-0.005(6)0.000(7)0.000(8)-0.011(9)-0.01193 (10)-0.011(11)-0.016(12)-0.016(13)-0.016(14)-0.019(15)-0.019(16)-0.019(17)-0.022(18)-0.022(19)-0.022(20)-0.023(21)-0.023(22)-0.023(23)0.000(24)0.000(25)0.000(26)0.000(27)0.000杆件号弯矩轴力剪力弯矩轴力剪力杆件号弯矩轴力剪力弯矩轴力剪力--柱(左面为柱下端,右为柱上端)--10.000.000.000.000.000.0020.000.000.000.000.000.003-407.02274.82-101.06-138.70-274.82101.064-458.5418.98-129.25-239.42-18.98129.255-409.20-293.81-102.21-142.76293.81102.2160.000.000.000.000.000.0070.000.000.000.000.000.008-168.29195.66-77.69-181.31-195.6677.699-344.2912.85-156.87-361.61-12.85156.8710-174.43-208.51-80.44-187.53208.5180.4411-108.79121.19-73.24-132.90-121.1973.2412-184.047.29-120.94-215.07-7.29120.9413-111.46-128.48-74.88-135.64128.4874.8814-78.9768.47-55.08-102.79-68.4755.0815-156.703.74-99.13-170.45-3.7499.1316-81.24-72.21-56.34-104.6772.2156.3417-48.8330.52-37.09-73.55-30.5237.0918-98.321.35-64.47-114.42-1.3564.4719-50.02-31.87-37.71-74.4131.8737.7120-14.418.44-14.81-34.47-8.4414.8121-41.600.19-29.82-56.81-0.1929.8222-14.54-8.63-14.75-34.148.6314.75--梁(左面为梁左端,右为梁右端)--10.000.000.000.000.000.002306.9817.5379.17286.78-17.53-79.173296.94-15.9385.30317.1915.93-85.3040.000.000.000.000.000.005290.10-10.8674.47268.4210.86-74.476277.249.7580.03298.98-9.75-80.037211.86-1.3452.72183.511.34-52.728188.250.9656.27216.88-0.96-56.279151.62-5.7737.95132.995.77-37.9510135.785.1340.34154.69-5.13-40.341187.96-4.3522.0877.644.35-22.081278.383.6723.2488.95-3.67-23.241334.47-4.988.4428.834.98-8.441427.985.048.6334.14-5.04-8.63***组合与配筋***柱1(B=0.700,H=0.700,Lx=5.40,Ly=5.40Rc=35)NO1As=0.M=-21.97N=642.92NO1As=0.M=-41.62N=-563.54Asmin=1715.No51Vc=25.29N=707.13ASV=199.ASV0=0.No53N=654.26轴压比=0.08093 柱2(B=0.700,H=0.700,Lx=5.40,Ly=5.40Rc=35)NO1As=0.M=21.97N=562.52NO1As=0.M=41.62N=-483.14Asmin=1715.No49Vc=25.29N=626.73ASV=199.ASV0=0.No53N=573.86轴压比=0.070柱3(B=0.700,H=0.700,Lx=5.40,Ly=5.40Rc=35)NO56As=1097.M=504.10N=1303.36NO1As=0.M=-42.24N=-1918.21Asmin=1715.No51Vc=224.92N=2660.52ASV=199.ASV0=0.No53N=2614.65轴压比=0.319柱4(B=0.700,H=0.700,Lx=5.40,Ly=5.40Rc=35)NO56As=685.M=601.41N=2764.12NO1As=0.M=25.99N=-3267.17Asmin=1715.No49Vc=270.69N=3483.62ASV=224.ASV0=0.No53N=3894.78轴压比=0.475柱5(B=0.700,H=0.700,Lx=5.40,Ly=5.40Rc=35)NO56As=1199.M=-525.40N=1182.08NO1As=0.M=30.51N=-1806.59Asmin=1715.No49Vc=216.06N=2556.69ASV=199.ASV0=0.No53N=2502.59轴压比=0.305柱6(B=0.700,H=0.700,Lx=5.62,Ly=5.62Rc=35)NO14As=243.M=-133.80N=283.99NO23As=572.M=-204.20N=-279.66Asmin=1715.No51Vc=88.88N=329.34ASV=199.ASV0=0.No53N=263.22轴压比=0.032柱7(B=0.700,H=0.700,Lx=5.62,Ly=5.62Rc=35)NO31As=243.M=133.80N=283.99NO19As=572.M=204.20N=-279.66Asmin=1715.No49Vc=88.88N=329.34ASV=199.ASV0=0.No53N=263.22轴压比=0.032柱8(B=0.700,H=0.700,Lx=5.62,Ly=5.62Rc=35)NO1As=0.M=-103.30N=1694.28NO52As=171.M=-377.76N=-1707.85Asmin=1715.No51Vc=241.94N=1998.55ASV=199.ASV0=0.No53N=2174.17轴压比=0.26593 柱9(B=0.700,H=0.700,Lx=5.62,Ly=5.62Rc=35)NO50As=339.M=515.61N=2489.56NO50As=514.M=567.74N=-2611.47Asmin=1715.No49Vc=357.01N=3137.10ASV=199.ASV0=0.No53N=3319.61轴压比=0.405柱10(B=0.700,H=0.700,Lx=5.62,Ly=5.62Rc=35)NO1As=0.M=46.19N=1517.92NO50As=15.M=317.52N=-1547.21Asmin=1715.No49Vc=199.57N=1868.58ASV=199.ASV0=0.No53N=1991.86轴压比=0.243柱11(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO51As=414.M=-234.26N=1522.25NO51As=734.M=-281.74N=-1498.40Asmin=875.No51Vc=224.89N=1498.40ASV=135.ASV0=29.No53N=1638.21轴压比=0.392柱12(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO49As=718.M=300.79N=2316.12NO49As=1018.M=346.52N=-2437.96Asmin=875.No49Vc=282.31N=2437.96ASV=186.ASV0=80.No53N=2580.28轴压比=0.617柱13(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO50As=239.M=185.45N=1182.32NO50As=493.M=222.43N=-1161.69Asmin=875.No49Vc=185.55N=1385.38ASV=135.ASV0=0.No53N=1509.07轴压比=0.361柱14(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO51As=509.M=-220.31N=1106.67NO51As=732.M=-249.80N=-1056.65Asmin=875.No51Vc=204.62N=1056.65ASV=135.ASV0=22.No53N=1167.26轴压比=0.279柱15(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO50As=649.M=264.10N=1416.19NO50As=738.M=281.65N=-1486.17Asmin=875.No49Vc=248.55N=1784.38ASV=152.ASV0=50.No53N=1881.52轴压比=0.450柱16(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)93 NO50As=261.M=156.41N=833.40NO50As=472.M=186.49N=-815.01Asmin=875.No49Vc=157.54N=981.31ASV=135.ASV0=0.No53N=1073.24轴压比=0.257柱17(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO51As=523.M=-179.25N=683.42NO51As=773.M=-211.99N=-639.42Asmin=875.No51Vc=170.22N=639.42ASV=135.ASV0=16.No53N=714.33轴压比=0.171柱18(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO50As=425.M=187.37N=891.42NO50As=537.M=208.28N=-930.10Asmin=875.No50Vc=172.59N=930.10ASV=135.ASV0=1.No53N=1184.59轴压比=0.283柱19(B=0.500,H=0.500,Lx=4.12,Ly=4.12Rc=35)NO50As=231.M=115.87N=508.89NO50As=443.M=147.77N=-490.50Asmin=875.No49Vc=122.97N=602.39ASV=135.ASV0=0.No53N=656.38轴压比=0.157柱20(B=0.500,H=0.500,Lx=4.13,Ly=4.12Rc=35)NO23As=667.M=-154.08N=298.58NO8As=805.M=-170.51N=-277.92Asmin=875.No51Vc=132.82N=280.54ASV=135.ASV0=0.No53N=281.55轴压比=0.067柱21(B=0.500,H=0.500,Lx=4.13,Ly=4.12Rc=35)NO49As=323.M=127.86N=487.07NO49As=461.M=146.82N=-462.61Asmin=875.No49Vc=119.84N=462.61ASV=135.ASV0=0.No53N=486.78轴压比=0.116柱22(B=0.500,H=0.500,Lx=4.13,Ly=4.12Rc=35)NO19As=259.M=88.24N=262.56NO49As=437.M=109.17N=-233.60Asmin=875.No49Vc=81.77N=233.60ASV=135.ASV0=0.No53N=260.57轴压比=0.062梁1(B=0.350,H=0.700,L=7.20Rc=30)93 梁下部截面12345678910111213M=0.000.000.00-75.42-135.14-173.46-186.47-173.40-135.03-75.250.000.000.00As(1)=735.0.0.327.595.771.832.771.594.326.0.0.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=188.80100.4722.390.000.000.000.000.000.000.0022.61100.75188.80As(1)=843.438.96.0.0.0.0.0.0.0.97.440.843.As(2)=843.0.0.0.0.0.0.0.0.0.0.0.843.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=163.25NO5Vr=163.25NO8Asv/s=0.67Asmin=612.Umaxb=0.003Umaxt=0.003Umaxb=0.003Umaxt=0.003V1.5h=120.84Asv1.5h/s=0.00梁2(B=0.350,H=0.700,L=7.50Rc=30)梁下部截面12345678910111213M=-298.58-267.24-257.10-245.49-226.90-198.68-187.79-210.17-247.46-269.35-249.28-237.90-232.41As(1)=1009.898.862.821.756.678.838.944.993.905.834.794.775.As(2)=1009.0.0.0.0.0.0.0.0.0.0.0.775.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=557.30398.87282.92180.0585.830.000.000.000.0079.45229.95401.17592.05As(1)=1999.1378.953.594.278.0.0.0.0.257.767.1387.2143.As(2)=1999.0.0.0.0.0.0.0.0.0.0.0.2143.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=229.21NO27Vr=297.33NO29Asv/s=0.85Asmin=612.Umaxb=0.004Umaxt=0.009Umaxb=0.004Umaxt=0.009V1.5h=226.57Asv1.5h/s=1.04梁3(B=0.350,H=0.700,L=7.20Rc=30)梁下部截面1234567891011121393 M=-301.04-261.86-232.17-197.95-158.87-110.72-116.28-166.46-218.94-260.07-289.93-316.18-362.83As(1)=1018.879.774.656.522.468.509.548.728.872.978.1073.1243.As(2)=1018.0.0.0.0.0.0.0.0.0.0.0.1243.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=524.87384.60265.96161.7869.160.000.0023.9697.86179.33268.31367.32501.34As(1)=1868.1324.893.532.224.0.0.77.318.592.901.1260.1774.As(2)=1868.0.0.0.0.0.0.0.0.0.0.0.1774.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=215.85NO27Vr=200.49NO29Asv/s=0.67Asmin=612.Umaxb=0.005Umaxt=0.008Umaxb=0.005Umaxt=0.008V1.5h=150.50Asv1.5h/s=0.15梁4(B=0.350,H=0.700,L=7.20Rc=30)梁下部截面12345678910111213M=0.000.00-14.03-90.51-150.29-188.66-201.73-188.71-150.39-90.67-14.240.000.00As(1)=735.0.60.394.664.842.904.842.665.395.61.0.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=173.5785.488.580.000.000.000.000.000.000.008.3785.22173.57As(1)=772.371.37.0.0.0.0.0.0.0.36.370.772.As(2)=772.0.0.0.0.0.0.0.0.0.0.0.772.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=163.26NO5Vr=163.26NO8Asv/s=0.67Asmin=612.Umaxb=0.004Umaxt=0.003Umaxb=0.004Umaxt=0.003V1.5h=120.83Asv1.5h/s=0.00梁5(B=0.350,H=0.700,L=7.50Rc=30)梁下部截面12345678910111213M=-237.78-226.29-243.49-259.90-265.02-256.33-277.21-309.66-325.17-301.58-238.02-185.94-142.6893 As(1)=794.754.814.872.890.1028.1269.1431.1510.1060.795.614.735.As(2)=794.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=595.95401.87266.76151.8648.280.000.000.000.0017.14203.00419.45667.48As(1)=2159.1389.896.499.155.0.0.0.0.55.673.1456.2465.As(2)=2159.0.0.0.0.0.0.0.0.0.0.0.2604.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=277.60NO27Vr=385.26NO29Asv/s=1.33Asmin=612.Umaxb=0.006Umaxt=0.010Umaxb=0.006Umaxt=0.010V1.5h=294.81Asv1.5h/s=0.77梁6(B=0.350,H=0.700,L=7.20Rc=30)梁下部截面12345678910111213M=-235.38-210.28-200.03-182.06-158.88-141.37-154.96-194.73-239.89-269.87-284.73-292.89-327.41As(1)=785.698.663.601.522.623.686.661.801.907.960.989.1114.As(2)=785.0.0.0.0.0.0.0.0.0.0.0.1114.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=562.24393.22258.82143.6845.020.000.000.2171.20152.50244.07348.57501.60As(1)=2019.1357.868.471.145.0.0.1.230.501.816.1191.1775.As(2)=2019.0.0.0.0.0.0.0.0.0.0.0.1775.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=254.68NO27Vr=227.26NO29Asv/s=0.67Asmin=612.Umaxb=0.005Umaxt=0.008Umaxb=0.005Umaxt=0.008V1.5h=166.02Asv1.5h/s=0.33梁7(B=0.350,H=0.700,L=7.50Rc=30)梁下部截面12345678910111213M=-154.27-162.58-192.70-223.52-241.03-245.24-267.83-295.41-307.22-238.12-157.57-92.28-41.41As(1)=735.535.638.744.805.1012.1222.1359.1419.996.518.300.735.93 As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=464.60300.62186.7693.7810.360.000.000.000.000.00129.48318.02537.78As(1)=1629.1017.617.305.33.0.0.0.0.0.423.1079.1920.As(2)=1629.0.0.0.0.0.0.0.0.0.0.0.1920.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=238.16NO27Vr=332.42NO29Asv/s=1.04Asmin=612.Umaxb=0.006Umaxt=0.008Umaxb=0.006Umaxt=0.008V1.5h=273.52Asv1.5h/s=0.52梁8(B=0.350,H=0.700,L=7.20Rc=30)梁下部截面12345678910111213M=-113.81-104.46-114.29-115.29-112.50-133.50-147.54-179.53-208.68-223.30-223.44-215.28-229.74As(1)=735.340.373.376.445.587.651.636.693.743.744.716.766.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.766.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=452.59298.91184.2787.587.510.000.000.0036.4597.67169.16252.21378.48As(1)=1583.1011.609.284.24.0.0.0.117.317.557.844.1302.As(2)=1583.0.0.0.0.0.0.0.0.0.0.0.1302.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=222.49NO27Vr=188.36NO29Asv/s=0.67Asmin=612.Umaxb=0.003Umaxt=0.006Umaxb=0.003Umaxt=0.006V1.5h=139.00Asv1.5h/s=0.02梁9(B=0.350,H=0.700,L=7.50Rc=30)梁下部截面12345678910111213M=-74.75-93.65-135.71-178.99-208.97-225.64-267.43-295.81-308.43-223.24-115.25-38.230.00As(1)=735.304.444.591.724.1006.1220.1361.1425.1006.376.123.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.93 Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=390.89236.71134.2853.140.000.000.000.000.000.0086.94262.84472.47As(1)=1348.790.439.171.0.0.0.0.0.0.282.882.1724.As(2)=1348.0.0.0.0.0.0.0.0.0.0.0.1724.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=220.09NO27Vr=322.02NO8Asv/s=0.92Asmin=612.Umaxb=0.006Umaxt=0.007Umaxb=0.006Umaxt=0.007V1.5h=272.48Asv1.5h/s=0.51梁10(B=0.350,H=0.700,L=7.20Rc=30)梁下部截面12345678910111213M=-49.92-50.17-72.08-85.33-104.83-135.26-148.26-160.41-176.47-177.99-165.04-144.29-147.43As(1)=735.162.233.277.458.595.655.635.582.587.543.473.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=382.60239.47137.9254.710.000.000.000.006.1655.30114.71186.05302.20As(1)=1317.800.452.176.0.0.0.0.20.178.374.615.1022.As(2)=1317.0.0.0.0.0.0.0.0.0.0.0.1022.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=201.17NO27Vr=169.23NO29Asv/s=0.67Asmin=612.Umaxb=0.003Umaxt=0.005Umaxb=0.003Umaxt=0.005V1.5h=120.45Asv1.5h/s=0.00梁11(B=0.350,H=0.700,L=7.50Rc=30)梁下部截面12345678910111213M=0.00-23.33-78.37-134.67-177.68-222.90-267.63-296.60-309.80-225.18-67.920.000.00As(1)=735.75.254.441.720.1004.1221.1365.1432.1015.236.0.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.93 梁上部截面12345678910111213M=308.96165.3876.348.330.000.000.000.000.000.0040.11202.84401.54As(1)=1142.549.247.27.0.0.0.0.0.0.129.673.1731.As(2)=1142.0.0.0.0.0.0.0.0.0.0.0.1731.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=211.03NO5Vr=322.54NO8Asv/s=0.80Asmin=612.Umaxb=0.006Umaxt=0.007Umaxb=0.006Umaxt=0.007V1.5h=271.95Asv1.5h/s=0.50梁12(B=0.350,H=0.700,L=7.20Rc=30)梁下部截面12345678910111213M=0.000.00-23.65-60.59-107.40-136.80-148.78-143.34-143.76-131.49-104.75-70.54-62.40As(1)=735.0.76.262.469.602.657.632.530.430.341.228.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=308.11175.6487.8818.740.000.000.000.000.009.4955.44113.20218.71As(1)=1162.604.300.68.0.0.0.0.0.30.179.369.735.As(2)=1162.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=179.11NO5Vr=147.81NO8Asv/s=0.67Asmin=612.Umaxb=0.003Umaxt=0.005Umaxb=0.003Umaxt=0.005V1.5h=103.79Asv1.5h/s=0.00梁13(B=0.350,H=0.700,L=7.50Rc=30)梁下部截面12345678910111213M=0.00-6.55-50.66-92.22-135.43-176.20-206.16-225.29-233.61-174.05-53.540.000.00As(1)=735.21.163.364.596.784.925.1016.1056.774.231.0.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面1234567891093 111213M=152.5265.3917.010.000.000.000.000.000.000.0011.71106.21264.58As(1)=735.263.54.0.0.0.0.0.0.0.50.445.1206.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.1206.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=142.92NO5Vr=237.49NO8Asv/s=0.67Asmin=612.Umaxb=0.004Umaxt=0.005Umaxb=0.004Umaxt=0.005V1.5h=190.67Asv1.5h/s=0.00梁14(B=0.350,H=0.700,L=7.20Rc=30)梁下部截面12345678910111213M=0.000.00-1.40-43.72-79.37-102.55-113.28-111.55-97.36-82.37-59.92-30.27-20.43As(1)=735.0.6.188.344.448.496.488.424.306.193.97.735.As(2)=735.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.梁上部截面12345678910111213M=204.71116.8368.2427.360.000.000.000.000.000.008.3837.7899.45As(1)=918.512.295.117.0.0.0.0.0.0.27.121.735.As(2)=918.0.0.0.0.0.0.0.0.0.0.0.735.Asc=0.0.0.0.0.0.0.0.0.0.0.0.0.Vl=132.01NO5Vr=98.49NO8Asv/s=0.67Asmin=612.Umaxb=0.003Umaxt=0.004Umaxb=0.003Umaxt=0.004V1.5h=77.12Asv1.5h/s=0.00------------PK1计算终止---------------第12章参考资料1《建筑结构荷载规范》GB50009—20012《混凝土结构设计规范》GB50010—20023《建筑抗震设计规范》GB50011—20014《土木工程施工教科书》93 第13章外文翻译Projectapplicationofthehigh-performanceconcreteofflyash [Thesummary]  Everyperformanceofthistexttohigh-performanceconcreteofflyashhasdonedetailedresearch,andtotheconcreterespectivelytopersonwhomixofflyashKindsofinfluenceofperformanceandflyashconcretesomequestionsthatshouldnoticecarryonanalysisanddiscussioninnotconstructing.1.Summary  Flyash,asakindofindustrialwastematerial,resourcesareabundant,cheap,andcontainalargeamountofactivecomposition,itismodernconcreteCentralAfricaAoftenimportantcomponentpart.Thehigh-qualityflyashisappliedtotheconcreterationally,notonlycanreplacethecementpartly,savethefabricationcostoftheproject,And,itspeculiarperformancecanbeusedintheconcreteofvariouskindsofinstructionsforuseveryeffectively,improvetheperformanceoftheconcrete,Itistheidealinthehigh-performanceconcretethatadmixesthematerial.Amongitisatconcretenotmodern,whosenameisalreadywithcementinflyash,collectmaterial,water,admixtureandKindisimportant,becomeacomponentpartinconcrete.Flyashhigh-performanceconcreteregarddurabilityasmaingoalgoondesignmixCongealthesoil.Itregardsexcellentdurability(insteadofthehighstrength)asthemaincharacteristic,thatistosay,concretecapitalofanygradeofintensityCanmakeintothehighdurabilityconcrete.Inordertoreachhighdurability,theperformancethattheflyashconcreteshouldpossessis:MixingthestatenewlywellWork,namely,withoutemanating,secretingbywater,sothatshapingtheeven,closelyknitbymobility,hardennotshrinkingsubsidingearlywaterandWatershrinklight,warmtoriselow,hardencourseisitdwindletodo,inordertoreachhavingtheinitialcrack,thepermeabilityafterhardenningislow.2．"function"and"effect"oftheflyashareflyashmaterialtechnologyandapplicationfoundationoftheproject.  MixandaddthepowderoftheconcreteCoalash,inconformitywith93 understandingthatthefunctionoftheflyashismadeoverallly,by"volcanicashreact"and"economiccomponentpart"generaltoflyashoriginallyRead,expandtechnologicalconsciousnessof"flyasheffect"to,makeflyashfunctioncanserveperformanceofconcreteimprovewithqualityraisingbetter.Theroleinconcreteofflyashhasthefollowingseveralpoints:(1).Shapeeffect:Itisspongyvitreousbody,littlepearlofsilicateglassofaluminiumthatthemainmineraloftheflyashmakesup,smooththebodysurfaceofthesesphericalglass,thegrainsizeisthin,thequalityispre-pressing,insidesmallerthanthesurfacearea,thestrengthofabsorbingtowaterissmall,thislineofphysicalcharacteristics,reduceconcreterubobstructioninside,favorabletoimprovement,concreteofmobilitynotmerely;And,have"reducingwater"functioninvariousdegreeontheconcrete;(2).Activeeffect:TheactivecompositionSiO2oftheflyashandwaterresultofAI2O3andcementreactinasituationthatthereiswater,producingwatersilicicacidcalcium(C-S-H)andwatersourcalcium(C-A-S-H)ofsulphuraluminium,theseresponsesnearlyallgooninthegrouthole,waterthatproduceresultpack,cutaparttheheavyoriginalhole,maketheholethinning,canreducetheholeratewithintheconcrete,changetheholestructure,improveglueingthefunctionofformingofconcreteeverycomponentpart;(3).Collectthematerialeffectalittle:Verysmallparticleofflyasheventoisitamongcementparticle,packtheholetodistribute,playaroleingettingto"thinninghole",meanwhile,preventglueinggatheringeachotherofthecementparticle,andmakeitinstateofdispersing,helpwaterofthemixturetoreact,theflyashwillnotbetotallywithreactingwithwaterresultofthecement,cankeepits"collectingthematerialeffectalittle"foralongtime;(4).Effectoftheinterface:Itistheweaklinkintheconcretestructuretocollecttheinterfacebetweenthematerialandcementstone,widthoftransitionareaaswaterfordustthan,collecttherearen’tmaterial,transitionareahavethangroutbodymore,heavyhole.Mixingcanreducetheregionalwidthofthetransitiontoaddtheflyash,interfereCa(OH)orientationof2crystalinthetransitionarea,93 improvetheintensityofinterfaceanddensityintheconcrete.(5)PerformanceoftheflyashconcreteThechangeoftheflyashtoconcreteperformancecanbedividedintothreestages:1.Mixconcretestagenewly:Influencethecoagulationtimeoftheconcrete,isimprovingandeasy,changerheologynature,canimprovepump,etc.;(6).Theconcretestagewhilehardenning:Regulatethecourseofhardenning,reducetheheatofhydration;3.Theconcretestageafterhardenning:Raisetheintensityonlaterstage,raiseeverydurability,suchasanti-permeability,resistthesulphatecorroding,suppressthealkali-Collectthematerialandreactetc..3.1IntensityTheflyashhasthreekindsofinfluenceontheintensityofconcrete:Reducewaterconsumption,increasegluedmaterialcontentandreflectthroughthelong-termvolcanicashthatraiseshisintensity.Theparticleintheflyashoflowcalciumisthesiliconoxygentetrahedronstructure,one’sownactivationisverylow.Inthefinalresultofthecement,highalkalinewatersilicicacidcalciumandcrystallizationof2colloidofCa(OH)areverylowinintensity,especiallyCa(OH)2askvigoroustocome1-2%,stoneofintensityonly,butCa(OH)2volumeaccountforwholecement25%,stoneofvolume.Alargenumberofsilicon,aluminiumoxidethatcontainintheflyash,canandhighalkalinewatersilicicacidcalcium2responsestakeplacewithCa(OH)2progressively,produceintensitythanhighlowalkalinewatersilicicacidcalcium,so,makecementstonewatergluecongealquantityofmaterialincrease,andmakeitsqualityimprovedbyalargemargin,isfavorabletotheimprovementoftheintensityofconcrete.Meanwhile,toisitcandispersecementparticletomixflyash,makecementtobeinksufficient,improvecloselyknitdegreeofthegrout,maketheintensityoftheinterfacesoftheaggregateandgroutintheconcreteimprove.Flyashisitdrawintensitycomparewithcontributionofthebendingstrengthcompressionstrengthtobeheavytoconfrontwitheachother,thisisusefultoresistingtheperformanceofsplittingofconcrete.Theelasticmouldamountoftheflyashconcreteissimilartocompressionstrength,itisearlyandonthelowside,improveprogressivelylater93 stage,get28dtheconstantbasicconcreteisraisedby5-10%.Withtoholdstrengthofwrappingupinreinforcingbar,28d,flyashofconcreteisitformintensitythesamewith,etc.basicconcreteofgradebasicallytoglue,buthomogeneity,flyashofconcretefine,isitformintensitypersonwhotestgettingdispersedandkindthanbasicconcretetoglue.Watertwotimesoftheflyashreactsandgenerallystartsaftertheconcretebuilds14d,whentemperatureislow,willreflectnecessarytimeislonger.Ifstrictwithearlyintensityoftheconcrete,themixingamountoftheflyashisunsuitabletoexceed30%,winterconstructionlargevolumeattheconcrete,themixingamountoftheflyashisunsuitabletoexceed20%non-.BecausemodernconcreteChinaandforeigncountriesadduseofpharmaceutical,ononehand,reducibleconcretemixandstirwaterconsumption,itreducebydustwaterthan,ofnotlastingconcretedensityofcement;Ontheotherhand,water-reducingagentcanmakecementsilicicacidcalciuminkCa(OH)produced2increase,helpflyashandwatertwotimesof2ofCa(OH)toreflect,excitestheactivationoftheflyash,thiseffectualforearlyintensitytoimproveflyash,inadditionuseflyashactivationexcitepharmaceuticalorinlargevolumeusestrongcementearlyamongtheconcretenon-,cancompensatemixingtheimpactonearlyintensityofconcreteofflyashtoo.3.2andeasyWhetherflyashtherearethefollowingseveralpointstoconcreteandgettingeasyimprovementfunction.⑴.Thehigh-qualityflyashcontainsmorethan70%ofthesphericalvitreousbodies,toosmoothtohaveraisedanglethebodysurfaceofthesesphericalglass,performanceissteady,playakindoflubricatedfunctionwhichissimilartothebearinginthepumpsending,shakingthecourseofsmashingoftheconcrete;⑵.Mixparticleapttogathergroupcementintheconcretenewly,toisitcandispersecementparticleeffectivelytomixflyash,releasemorethickliquidbodyisitlubricateaggregatetocome,helpconcreteworktheimprovementofperformance;⑶.Mixflyashcancompensatedetaileddeficiencyofbitsinthedetailedaggregate,cutoffmortarbasebodysecretecontinuity,waterofchannel,93 theflyashthatatthesametimequalityisgoodcanreducethemixingwaterconsumptionoftheconcreteunderthesameconsistency,makewaterdustofconcretethanreducelightlevelto,isitsecreteinkandemanatethephenomenontoreduce.3.3shrinkingTheshrinkoftheconcreterelatestothefactthatthemixingwaterconsumptionandthickliquidbodybodyoftheconcreteareaccumulated,thelesswaterconsumptionis,shrinkthesmaller.High-qualityflyashwaterrequirementthansmallerthan100%,mixandstirreduction,waterofquantitymakemixflyashconcreteafterthe28dsincedrytoshrinkandnotdrytoshrinklittle.Flyashconcreteisitisitmixwithflyashimprovementofquantityreducetootocontracttodo.Butbecausewater,flyashofconcretereponseslowly,moistureevaporatefast,sobetweenflyashandtodoepitometobeloudandverymuchheavyinearlydaysconcrete.Forpreventearlyshrink,flyashofconcretefromfracture,shouldstrengtheninearlydaysraisingtoit3.4creepsIssueinthepastwillitbeageoneday,intensityofconcreterelativelylow,issueisititmeetsanemergencytobeheavythanordinaryconcretetootocreepcorrespondingage,butwithordinaryconcreteflyashinoneageonecreepandwassmallerthantheordinaryconcreteafterthisconcreteofintensity.3.5carbonizationperformanceFlyashconcreteresistcarbonizationtobeperformancerelativelypoor.Cementconsumption,flyashofconcretereduce,cementwaterCa(OH)2toocorrespondingtoreducequantitythatappear,andvolcanicashisitconsumeCa(OH)2ofacertainamounttootoreact,makehydrogenionindexoftheconcretereduce,willincreasethespeedofcarbonizationoftheconcrete.Unlessespeciallyatwaterinearlydays,flyashthelowindegreeinresponseinvolcanicash,flyash-thereisthelooseinstructureinholeinsystemcement,CO2,O2,moisture,etc.invadeobstructionsmall,socarbonizationisrelativelylargeindepth.Withthegrowthofoneandgradualfullplayoftheflyashvolcanicasheffectofage,the93 speedofcarbonizationwillbereducedgradually.Carbonization,flyashofconcreteaswaterfordustindepththanandflyashlastincreaseofquantityandnotincreasedtosomeextent.Than0.5-0.55inwaterdust,flyashpersonwhomixgreaterthan30%andunderthegeneralconstructionsituationofcompetence,thedepthofcarbonizationoftheconcretecanreachabout20mmin15-17.Carbonizationreactsandgoesonwithintherangeofcertainrelativehumidityfastest,otherwise,theresponseisrelativelyslow.Underoriscloseto100%25%intherelativehumidity,namelytheoccasionintheabundantdrynessorwatersaturationofconcrete,havemoredifficulttoproducecarbonizationshrinkconcretes.Insuchconcreteprojectsnotcontactedwiththeatmosphereasthefoundationworks,etc.,becauseofisolatingwithCO2,cantakeplacecarbonizationreact,socanmixandaddtheflyashmore,inordertofullyreducetheheatofhydrationoftheconcrete,improvethedurabilityoftheconcrete.Itisultratobeadoptlawquantityreplace,watergluenotlowerthan,mixcarryonmatchratiodesignwater-reducingagentforadmixtureofmainfactatthesametime,canmakeflyashconcreteresistcarbonizationperformanceimprovetosomeextent.3.6reinforcingbarcorrosionReinforcingbarofconcretecanitantiruststobebecauseconcretegettingalkalinetoformonepre-pressingpassivationmembraneinmetalsurface.Isitaddflyashtomixamongconcrete,ononehanditconsumeCa(OH)2,reducethealkalienvironmentoftheconcrete;Ontheotherhand,flyash2responsesturnintothehyratewithCa(OH),raisecloselyknitdegreeoftheconcrete,increasetheimpermeabilityoftheconcreteandobstructionspreadtothechlorineion,hinderandpreventtheinvasionofCO2,canshieldthereinforcingbar,soflyashismixed,inpreventingthereinforcingbarcorrosion,canoffsetbecausealkalidegreereduceadverseeffectthatbring.Theflyashisoncertainrange(FA≤24%)ofmixingamount,havenotinfluencedthereinforcingbarcorrosionbasically,evensuperiortotheblankconcrete.Butifthemixingamountoftheflyashisgreaterthan30%,thecarbonizationoftheconcretecanmakehydrogenionindexoftheconcretedroppedtoabout8.5from12.5,undersolowahydrogenionindexcondition,the93 reinforcingbarisnolongerpassivated.Reachreinforcingbarpositionbydepthascarbonization,completecarbonization,ontermsthatwaterandoxygenarepermeatedantiabrasionlayer,reinforcingbarcantakeplacebutcorrosionleadtothefactfractureoftheconcreteevendestroy.3.7heatofhydrationTheflyashisveryobvioustoreducingthefunctionoftheconcreteheatofhydration.Lowcalciumflyashwaterinthefirstseveraldaysobviousdegreehave,heatofhydrationproducedonlyandhalfofcement.Replace20%ofthecementwithflyashintheconcrete,canmaketheheatofhydrationofconcrete7ddropby11%.1-28dintheissue,roughlyformixpercentageofflyash,ShengWenandpercentagethatheatofhydrationreduceage.Flyashisitcanmakeheatofhydrationtimethatpeakappearisitappearto3dtodelaygenerallytomixamonglargevolumeconcrete,canpreventtheconcretefromproducingthetemperaturecrackeffectively.粉煤灰高性能混凝土的工程应用［摘要］本文对粉煤灰高性能混凝土的各项性能作了详细的研究，并针对粉煤灰的掺入量对混凝土各种性能的影响以及粉煤灰混凝土在施工中应注意的一些问题进行了分析和探讨。1．概述93 粉煤灰作为一种工业废料，资源丰富、价格低廉，且含有大量的活性成分，是现代混凝土中非常重要的一个组分。优质粉煤灰合理地应用于混凝土中，不但能部分代替水泥，节省工程造价，而且，其特有的性能可以很有效地用于各种使用要求的混凝土中，改善和提高混凝土的性能，是高性能混凝土中的理想掺和料。在现代混凝土中，粉煤灰已经与水泥、集料、水、外加剂同样重要，成为混凝土中的一个组分。粉煤灰高性能混凝土是以耐久性为主要目标进行设计的混凝土。它以优异的耐久性（而不是高强度）为主要特征，也就是说，任何强度等级的混凝土都可以做成高耐久性混凝土。为达到高耐久性，粉煤灰混凝土应具备的性能是：在新拌状态有良的工作性，即高流动性而不离析、不泌水，以使成型均匀、密实，水化硬化早期的沉降收缩和水化收缩小，温升低，硬化过程干缩小，以达到无初始裂缝，硬化后的渗透性低。2．对“粉煤灰效应”的认识粉煤灰的“功能”和“效应”是所有粉煤灰材料技术和工程的应用基础。在混凝土中掺加粉煤灰，应对粉煤灰的功能作全面的认识，由原来对粉煤灰的“火山灰反应”及“经济组分”的概念，扩展到“粉煤灰效应”的技术意识，使得粉煤灰功能能够更好地服务于混凝土的性能改善和质量提高。粉煤灰在混凝土中的作用有以下几点：1.形态效应：粉煤灰的主要矿物组成是海绵状玻璃体、铝硅酸盐玻璃微珠，这些球形玻璃体表面光滑，粒度细，质地致密，内比表面积小，对水的吸附力小，这一系列的物理特性，不仅减小了混凝土的内摩擦阻力，有利于混凝土流动性的提高；而且，对混凝土有不同程度的“减水”作用；2.活性效应：粉煤灰的活性成分SiO2和AI2O3与水泥的水化产物在有水的情况下发生反应，生成水化硅酸钙（C-S-H）和水化硫铝酸钙（C-A-S-H），这些反应几乎都在水泥浆孔隙中进行，生成的水化产物填充、分割原来的大孔，使孔隙细化，可降低混凝土内部的孔隙率，改变孔结构，提高混凝土各组分的粘结作用；3.微集料效应：粉煤灰中的微细颗粒均匀分布在水泥颗粒之中，填充孔隙，起到“细化孔隙”的作用，同时，阻止水泥颗粒的相互粘聚，而使之处于分散状态，有利于混合物的水化反应，粉煤灰不会完全与与水泥的水化产物发生反应，能长期保持其“微集料效应”；493 .界面效应：集料与水泥石之间的界面是混凝土结构中的薄弱环节，过渡区域的宽度随水灰比、集料吸附特性不同而异，过渡区域具有比水泥浆体更多、更大的孔隙。掺加粉煤灰能减小过渡区域宽度，干扰过渡区域中Ca（OH）2晶体的取向性，提高混凝土中的界面强度和密实性。3．粉煤灰混凝土的性能粉煤灰对混凝土性能的改变可分为三个阶段：1.新拌混凝土阶段:影响混凝土的凝结时间，改善和易性，改变流变性质，提高可泵性等；2.硬化中的混凝土阶段:调节硬化过程，降低水化热；3.硬化后的混凝土阶段:提高后期强度，提高各项耐久性，如抗渗性、抗硫酸盐侵蚀性，抑制碱—集料反应等。3.1强度粉煤灰对混凝土强度有三种影响：减少用水量、增大胶结材含量和通过长期火山灰反应提高其强度。低钙粉煤灰中的微粒为硅氧四面体结构，自身的活性很低。在水泥的最终产物中，高碱性水化硅酸钙和Ca（OH）2胶体的结晶强度很低，特别是Ca（OH）2仅是托勃莫来石强度的1-2%，而Ca（OH）2的体积占整个水泥石体积的25%。粉煤灰中含有的大量的硅、铝氧化物，能逐步与Ca（OH）2及高碱性水化硅酸钙发生二次反应，生成强度较高的低碱性水化硅酸钙，这样，不但使水泥石中水化胶凝物质的数量增加，而且也使其质量得到大幅度提高，有利于混凝土强度的提高。同时，粉煤灰的掺入可分散水泥颗粒，使水泥水化更充分，提高水泥浆的密实度，使混凝土中骨料与水泥浆的界面强度提高。粉煤灰对抗拉强度和抗弯强度的贡献比抗压强度还要大，这对混凝土的抗裂性能有利。粉煤灰混凝土的弹性模量与抗压强度相类似，早期偏低，后期逐步提高，到28d时可比基准混凝土提高5-10%。与钢筋的握裹力，粉煤灰混凝土的28d粘结强度基本与等标号的基准混凝土相同，但粉煤灰混凝土的均匀性好，粘结强度试验值的离散性比基准混凝土好粉煤灰的二次水化反应一般在混凝土浇筑14d以后才开始进行，在温度低时，该反应所需的时间更长。如果对混凝土的早期强度有严格要求，粉煤灰的掺量不宜超过30%，冬季施工非大体积混凝土时，粉煤灰的掺量不宜超过20%。由于现代混凝土中外加剂的使用，一方面，可减少混凝土拌和用水量，减小水灰比，提高混凝土中水泥的浓度；另一方面，减水剂能使水泥中硅酸钙水化所产生的Ca（OH）2增多，有利于粉煤灰与Ca（OH）2的二次水化反应，激发粉煤灰的活性，这对于改善粉煤灰的早期强度是有效的，另外，使用粉煤灰活性激发剂或在非大体积混凝土中使用早强型水泥，也可以补偿粉煤灰的掺入对混凝土早期强度的影响。3.2和易性粉煤灰对混凝土和易性的改善作用有以下几点：⑴.优质粉煤灰中含有70%以上的球状玻璃体，这些球状玻璃体表面光滑无棱角，性能稳定，在混凝土的泵送、振捣过程中起着一种类似于轴承的润滑作用；⑵.新拌混凝土中水泥颗粒易聚集成团，粉煤灰的掺入可有效分散水泥颗粒，释放更多的浆体来润滑骨料，有利于混凝土工作性能的提高；⑶.93 掺入粉煤灰可以补偿细骨料中细屑的不足，中断砂浆基体中泌水渠道的连续性，同时品质良好的粉煤灰在同样的稠度下能减少混凝土的拌和用水量，使混凝土中的水灰比降低到更小水平，减少泌水和离析现象3.3收缩混凝土的收缩与混凝土的拌和用水量和浆体体积有关，用水量越少，收缩也越小。优质的粉煤灰需水量比小于100%，拌和水量的减少使掺粉煤灰混凝土28d后的自干燥收缩和干燥收缩都小。粉煤灰混凝土的干缩也随粉煤灰掺量的提高而降低。但由于粉煤灰混凝土的水化反应慢，水分蒸发快，所以粉煤灰对混凝土的早期干缩影响很大。为防止粉煤灰混凝土的早期收缩开裂，对其更应加强早期养护。3.4徐变28天龄期以前，混凝土的强度较低，其相应龄期的徐变应变也较普通混凝土的大，然而与普通混凝土等强度的粉煤灰混凝土在此后所有龄期的徐变均小于普通混凝土。3.5碳化性能粉煤灰混凝土的抗碳化性能较差。粉煤灰混凝土中的水泥用量减少，水泥水化析出的Ca（OH）2数量也相应减少，而且，火山灰反应也消耗了一定量的Ca（OH）2，使混凝土的PH值降低，会增加混凝土的碳化速度。特别在水化早期，粉煤灰火山灰反应程度低，粉煤灰-水泥体系孔结构疏松，CO2、O2、水分等入侵阻力小，因此碳化深度较大。随着龄期的增长和粉煤灰火山灰效应的逐渐发挥，碳化速度将逐渐降低。粉煤灰混凝土的碳化深度随水灰比及粉煤灰掺量的增加而有所增加。在水灰比为0.5-0.55，粉煤灰掺量不大于30%和一般施工水平的情况下，15-17年混凝土的碳化深度可达20mm左右。碳化反应在一定的相对湿度范围内进行最快，否则，反应较慢。当相对湿度在25%以下或者接近100%，即混凝土在充分干燥或水饱和的场合，混凝土都不易产生碳化收缩。在基础工程等不与大气接触的混凝土工程中，由于与CO2隔绝，不会发生碳化反应，因此可较多地掺加粉煤灰，以充分降低混凝土的水化热，提高混凝土的耐久性。采用超量取代法，较低的水胶比，同时掺加以减水剂为主的外加剂进行配合比设计，可使粉煤灰混凝土的抗碳化性能有所改善3.6钢筋锈蚀混凝土中的钢筋能够防锈是由于混凝土的碱性（PH≥12.5）在金属表面形成一层致密的钝化膜。在混凝土中掺加粉煤灰，一方面会消耗Ca（OH）2，降低混凝土的碱环境；另一方面，粉煤灰又与Ca（OH）2反应生成水化物，提高混凝土的密实度，增加混凝土的不透水性和对氯离子扩散的阻力，阻碍和防止CO2的侵入，可对钢筋起保护作用，所以粉煤灰的掺入，在防止钢筋锈蚀方面，可以抵消因碱度降低带来的不利影响。粉煤灰在一定的掺量范围（FA≤24%），对钢筋锈蚀基本无影响，甚至优于空白混凝土。但是若粉煤灰的掺量大于30%，混凝土的93 碳化可使混凝土的PH值由12.5降至8.5左右，在这样低的PH值条件下，钢筋不再钝化。当碳化深度到达钢筋位置，保护层被完全碳化，在水与氧气渗入的条件下，钢筋就会发生锈蚀而导致混凝土的开裂甚至破坏。3.7水化热粉煤灰对降低混凝土水化热的作用十分明显。低钙粉煤灰在头几天的水化程度并不明显，所产生的水化热仅及水泥的一半。在混凝土中用粉煤灰取代20%的水泥，可使混凝土7d的水化热下降11%。1-28d龄期内，大致为掺入粉煤灰的百分数，就是温升和水化热降低的百分数。在大体积混凝土中粉煤灰的掺入一般可使水化热峰出现的时间延缓至3d以后才出现，可以有效防止混凝土产生温度裂缝。致谢信93 经过半年的忙碌和工作，本次毕业设计已经接近尾声，作为一个本科生的毕业设计，由于经验的匮乏，难免有许多考虑不周全的地方，如果没有导师的督促指导，以及一起工作的同学们的支持，想要完成这个设计是难以想象的。在这里首先要感谢我的指导老师郭晓燕老师。郭老师平日里工作繁多，但在我做毕业设计的每个阶段，从外出实习到查阅资料，设计草案的确定和修改，中期检查，后期详细设计，装配草图等整个过程中都给予了我悉心的指导。我的设计较为复杂烦琐，但是郭老师仍然细心地纠正图纸中的错误。除了敬佩郭老师的专业水平外，他的治学严谨和科学研究的精神也是我永远学习的榜样，并将积极影响我今后的学习和工作。然后还要感谢大学四年来所有的老师，为我们打下土木专业知识的基础；同时还要感谢所有的同学们，正是因为有了你们的支持和鼓励。此次毕业设计才会顺利完成。最后感谢建工工学院和我的母校—内蒙古科技大学对我的大力栽培。此致敬礼致谢人:吕海波2006.6.1593'