玉林小区住宅楼建筑结构设计

· 摘要本设计为玉林小区住宅楼建筑结构设计。该建筑位于武汉市洪山区。建筑共10层，拟建建筑物为主体10层，首层层高为3.6m，标准层为3m。设计建筑物地区抗震设防烈度为7度，建筑设计使用年限为50年，建筑的安全等级为二级，框架结构，建筑面积为。本设计分为两部分：第一部分是建筑设计部分，建筑设计本着“功能适用，济合理，造型美观，环境相宜”的原则，以国家相应规范、标准为依据，完成了设计任务书所要求的建筑平面设计，并在此基础上进行了平面、立面、剖面的设计。本设计功能分区明确、流线清晰、便于管理，且满足使用要求。第二部分为结构设计，结构设计分为构件选型,荷载计算,一榀框架的内力计算、内力组合,框架梁、柱截面计算和节点验算,楼屋面板、楼梯和基础计算,最后用PKPM2014版对整个结构进行了建模,并电算了一榀框架的内力,与手算结果比较,以校核手算结果的准确度。本设计严格遵守我国现行规范和有关规定，计算中包括荷载汇集，地震作用，风荷载，内力组合，楼板设计，基础设计，楼梯设计等。其中水平地震作用的计算的方法采用底部剪力法，采用修正后的反弯点法（D值法）确定柱子的反弯点和内力。计算竖向荷载作用内力时采用弯矩二次分配的方法。关键词：框架结构剪力墙内力组合框架结构居民楼AbstractofKeywords:concreteframestructure,shearwall,internalforce,combination,framestructure,residentialbuilding.目录TOC\o"1-3"\h\u3254摘要 I第5章梁、柱、板截面设计5.1梁截面设计材料强度：C30（fc=14.3N/mm，ft=1.43N/mm）；HRB335级钢筋（fy=300N/mm）。5.1.1梁的正截面受弯承载力计算梁的截面尺寸为250×500，200×400两种，则h01=500-35=465mm，h02=400-35=365mm。以第10层BC跨框架梁（b×h=250mm×500mm）为例来说明框架梁的截面设计。从梁的内力组合表中选取梁的最不利内力如下：左支座：MA=36.29Mmin=-25.41跨中：MB=60.36Mmin=—24.41右支座：MC=47.28Mmin=-97.58取=1870mm。考虑抗震承载力调整系数γRE=0.75，弯矩设计值为故属第一类形截面﹤0.550.55fc/ft的=0.55×300×650=0.0026>0.25%0.0026bh=0.0026×300×650=507mm2<AS故满足要求，实配钢筋：3B16As=402mm2⑵左支座：将下部截面的2B16钢筋深入支座，作为支座负弯矩作用下的受压钢筋（=402mm2）,再计算相应的受拉钢筋。考虑抗震承载力调整系数，弯矩设计值为0.75×25.41=19.06。说明富余，且达不到屈服，可以近似取=+=549mm2而=360.18mm2，故配筋3B16，As=603mm2⑶右支座：计算方法同上。，﹤0.55mm2=+=153+402=555mm2而=360.18mm2，故配筋3B16，=603mm2其它梁的配筋计算可利用《混凝土结构计算图表》逐一查表计算，见表5-15.1.2梁斜截面承载力设计承载力抗震调整系数γRE=0.85。箍筋用HPB235级钢筋，以第10层BC跨梁为例，①设计剪力取V=112.45×0.85=95.58kN②验算截面尺寸L0/h=5.6/0.5=11.2＞2.5，故=0.2×1.0×14.3×250×465×=332.48kN＞95.58kN可知截面尺寸满足要求③验算是否需按计算配置箍筋=0.7×1.0×1.43×250×465×=116.37kN＞95.58kN故不需要按计算配箍，只须按构造要求配置箍筋即可；④按构造要求配置箍筋最小配筋率=0.21×1.43/210=0.14%选取B8@200的双肢箍=2×78.5/（250×200）=0.2%＞楼层截面M(kN·m)计算配筋钢筋选用实际配筋10127.215494023B16603245.273252B16402335.915554023B16603465.798814962B16+2B18911536.573102B1850968165092B16+2B18911734.025474023B16603810.861402B1640295474023B166039146.75483453B16603228.71952B16402313.025504023B16603475.018155662B16+2B18911527.961933B1660368156032B16+2B18911758.785554383B1660388.731402B18509956.45553B166038129.996064163B1676322032B166033111.266803B16763427.9611188622B16+218763684.67902B16+2B1894178.847606433B1676381402B16763980.094813B167637129.998136073B1694122032B166283154.988443B16941427.96150412482B16+21812566105.799902B16+2B18101778.8410639463B16114081402B169419105.216103B1611406129.9911369453B16125622032B169413180.389393B161256427.96175414982B16+21814736124.2411622B16+2B18184778.841097980.453B16114081402B1611409123.57722′3B1611405127.821216976.893B16125621922B1610173192.79833B161017427.9618262B16+21812326138.4213002B16+2B18184778.32116210453B16125681402B169419123.759043B1612564124.6612709773B16152021402B1611403201.6110233B161520427.96188316892B16+21814736149.9214132B16+2B18196477.4714133B1619648131512012B1615209129.063B1611403125.8810823B1615202129610212B1615203215.091403B161140427.9610732B16+2B1815205188618412B18196461601932B16+2B18147377.2615093B1619648135412402B1615209133.071403B1611402125.8811603B1615202134010652B1615203222.741403B161140427.9611012B16+2B1815205211019152B1819646165.81932B16+2B18147377.2615643B1619648146413502B1615209149.091403B1611401125.1912034B2215202148212004B2215203250.221403B221140427.9612054B2215205246222154B2824636184.281933B28196477.5517394B2824638164715333B28196491402B281232·5.1.2梁斜截面受剪承载力计算承载力抗震调整系数γRE=0.85。箍筋用HPB235级钢筋，以第10层BC跨梁为例，①设计剪力取V=112.45×0.85=95.58kN②验算截面尺寸l0/h=5.6/0.5=11.2＞2.5，③验算是否需按计算配置箍筋0.7βCfCbh0=0.7×1.0×1.43×250×465×=116.37kN＞95.58kN故不需要按计算配箍，只须按构造要求配置箍筋即可；④按构造要求配置箍筋最小配筋率=0.21×1.43/210=0.14%选取B8@200的双肢箍=2×78.5/（250×200）=0.2%＞满足要求。梁端箍筋加密区选择双肢B8@100，非加密区选择双肢B8@1505.2框架柱截面设计料强度：C30（fc=14.3N/mm，ft=1.43N/mm）；HRB400级钢筋（fy=360N/mm）。混凝土采用C30，fc=14.3N/mm，ft=1.43N/mm，纵向受力钢筋选用HRB400（fy=360N/mm），箍筋选用HRB235（fy=210N/mm2）。柱的截面尺寸：边柱（1—5）层为400×400，边柱（6—10）层为300×300。中柱（1—5）层为500×500，边柱（6—10）层为400×400。5.2.1柱正截面受压承载力计算（见表5-2）框架结构的变形能力与框架破坏机制密切相关，一般框架的延性大于柱子，梁先屈服可使整个框架有较大的内力重分布和能量消耗能力，极限层间位移增大，抗震性能较好。若柱形成塑性叫铰，则会伴随产生较大的层间位移，危及结构承受重力荷载能力，并可能使结构成为机动体系。因此在框架设计中，应体现“强柱弱梁”，故在二级框架中，除顶层外，其余各结点的梁柱弯矩符合下述公式：，—结点上下柱端顺时针或反时针方向截面组合弯矩设计值之和。—结点左右梁顺时针或反时针方向截面组合弯矩设计值之和。①，，当ξ＜ξb时为大偏心受压柱；当ξ＞ξb为小偏心受压柱。②ei取20mm和h/30两者中的较大值。④柱计算长度底层乘以系数1.0，其它层乘以系数1.25。⑤⑥，当l0/h≤5时，可取η=1.0⑦ξ≤2αS/h0，；ξ＞2αS/h0，5.2.2柱斜截面受剪承载力计算（见表5-3）计算要点：①②当λ＜1时，取λ=1；当λ＞3时，取λ=3。③时截面满足要求。④⑤时按构造配箍，否则按计算配箍。⑥表5-2柱内力组合B柱10层9层8层7层6层NmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)KNm)43.629.547.7843.0719.0311.6353.7419.0320.962.419.0329.6389.8419.0359.81N(kN)186.44204.19173.54340.58371.48313.62495.52538.39452.25650.65705.3590.69803.23872.23731.68ξ0.130.150.120.240.270.220.360.390.320.470.510.420.580.630.52大小偏心大大大大大大大大大大大大小小小e0=M/N(mm)292.32144.6744.83126.4651.2337.08108.4535.3546.2195.9026.9850.16111.8521.8281.74ea(mm)202020202020202020202020202020ei=e0+ea(mm)312.32164.6764.83146.4671.2357.08128.4555.3566.21115.9046.9870.16131.8541.82101.74ei/h01.200.630.250.560.270.220.490.210.250.450.180.270.510.160.39ζ11.001.001.001.001.001.001.001.001.001.001.001.001.000.921.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h12.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.50ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.091.181.451.201.411.511.231.521.441.251.621.411.221.641.292aS'/h00.270.270.270.270.270.270.270.270.270.270.270.270.270.270.27e(mm)341.34193.6993.85175.48100.2586.10157.4784.3695.23144.9276.0099.18160.9168.58130.76AS=AS'(mm2)642.82399.48164.51603.68376.15272.76<0<0<0<0<0<0<0<0<0实配钢筋3B183B183B183B183B18面积(mm2)763.00763.00402.00402.00402.00B柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)KNm)89.6432.2735.4591.5728.7942.9995.9828.7946.1297.4128.7947.47165.7225.96143.24N(kN)956.631041.47875.901117.281219.861092.011276.811397.601182.101435.351575.791336.961598.131753.221486.28ξ0.370.400.340.430.470.420.500.540.460.560.610.520.620.680.58大小偏心大大大大大大大小大小小小小小小e0=M/N(mm)117.1338.7350.59102.4529.5049.2193.9625.7548.7784.8322.8444.38129.6218.51120.47ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)137.1358.7370.59122.4549.5069.21113.9645.7568.77104.8342.8464.38149.6238.51140.47ei/h00.380.160.200.340.140.190.320.130.190.290.120.180.420.110.39ζ11.001.001.001.001.001.001.001.001.001.000.911.000.890.820.96l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h9.389.389.389.389.389.389.389.389.389.389.389.3811.0511.0511.05ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.161.381.321.181.461.331.201.491.331.211.481.351.191.671.222aS'/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)159.7381.3393.19145.0572.1091.81136.5768.3591.37127.3563.3586.98177.7164.12170.68AS=AS'(mm2)﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0﹤0实配钢筋3B183B183B183B183B18面积(mm2)763.00763.00763.00763.00763.00C柱10层9层8层7层6层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)78.1525.3278.1572.1217.1472.17129.6015.25129.60156.9215.02156.52117.1612.24117.16N(kN)286.33340.60286.33505.67606.95505.67720.49870.98720.49934.601135.01934.601154.751399.651154.75ξ0.110.130.110.200.240.200.280.340.280.360.440.360.450.540.45大小偏心大大大大大大大大大大大大大小大e0=M/N(mm)341.1792.92341.17178.2835.30178.40224.8521.89224.85209.8816.54209.34126.8210.93126.82ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)361.17112.92361.17198.2855.30198.40244.8541.89244.85229.8836.54229.34146.8230.93146.82ei/h01.000.311.000.550.150.550.680.120.680.640.100.640.410.090.41ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h9.389.389.389.389.389.389.389.389.389.389.389.389.389.389.38ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.061.201.061.111.411.111.091.541.091.101.621.101.151.731.152aS'/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)383.77135.52383.77220.8877.90221.00267.4564.49267.45252.4859.14251.94169.4253.53169.42AS=AS'(mm2)763.09320.55763.09775.64328.34776.07<0<0<0<0<0<0<0<0-880.69实配钢筋4B164B164B164B164B16面积(mm2)804.00804.00804.00804.00804.00C柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)KNm)193.4122.11193.41217.0021.42217.00217.0019.30217.40221.3019.41221.30398.4617.03398.46N(kN)1376.051660.721376.051606.091929.491376.051826.512188.041826.512068.862468.232068.862293.862737.522293.86ξ0.330.400.330.390.470.330.440.530.440.500.600.500.560.670.56大小偏心大大大大大大大大大大小大小小小e0=M/N(mm)175.6916.64175.69168.8913.88197.12148.5111.03148.78133.719.83133.71217.137.78217.13ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)195.6936.64195.69188.8933.88217.12168.5131.03168.78153.7129.83153.71237.1327.78237.13ei/h00.430.080.430.410.070.470.370.070.370.330.060.330.520.060.52ζ11.001.001.001.001.001.001.001.001.001.000.911.000.970.820.97l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h7.507.507.507.507.507.507.507.507.507.507.507.508.848.848.84ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.091.501.091.101.551.091.111.601.111.121.561.121.111.751.112aS'/h00.170.170.170.170.170.170.170.170.170.170.170.170.170.170.17e(mm)214.1855.12214.18207.3752.36235.60186.9949.51187.26172.1946.56172.19262.1448.73262.14AS=AS'(mm2)<0<0<0<0<0<0<0<0<0<0<0<0<0<0<0实配钢筋4B184B184B184B184B18面积(mm2)1017.001017.001017.001017.001017.00D柱10层9层8层7层6层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)KNm)62.482.2562.4893.301.1891.33126.671.08126.67155.921.08155.92182.271.08182.27N(kN)223.01258.79223.01384.23429.62372.37564.11654.62564.11727.92852.62727.92897.731050.62897.73ξ0.090.100.090.150.170.140.220.250.220.280.330.280.350.410.35大小偏心大大大大大大大大大大大大大大大e0=M/N(mm)350.2110.87350.21303.533.43306.58280.692.06280.69267.751.58267.75253.791.28253.79ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)370.2130.87370.21323.5323.43326.58300.6922.06300.69287.7521.58287.75273.7921.28273.79ei/h01.030.091.030.900.070.910.840.060.840.800.060.800.760.060.76ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h9.389.389.389.389.389.389.389.389.389.389.389.389.389.389.38ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.061.731.061.071.971.071.082.031.081.082.051.081.082.061.082aS'/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)392.8353.49392.83346.1546.06349.21323.3144.69323.31310.3744.21310.37296.4243.91296.42AS=AS'(mm2)608.3796.13608.37923.63137.41903.02<0<0<0<0<0<0<0<0<0实配钢筋4B184B184B184B184B18面积(mm2)763.001017.00763.00763.00763.00D柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)(KNm)198.871.61198.87215.020.50215.02227.840.50227.84232.350.95232.35405.100.22404.93N(kN)1074.611248.021074.611258.761453.481258.761437.871658.681437.871617.671863.881617.671824.502069.381819.09ξ0.260.300.260.310.350.310.350.400.350.390.450.390.440.500.44大小偏心大大大大大大大大大大大大大大大e0=M/N(mm)231.331.61231.33213.520.43213.52198.070.38198.07179.540.64179.54277.540.13278.25ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)251.3321.61251.33233.5220.43233.52218.0720.38218.07199.5420.64199.54297.5420.13298.25ei/h00.550.050.550.510.040.510.470.040.470.430.040.430.650.040.65ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h7.507.507.507.507.507.507.507.507.507.507.507.508.848.848.84ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.071.861.071.081.901.081.081.911.081.091.901.091.092.281.092aS'/h00.170.170.170.170.170.170.170.170.170.170.170.170.170.170.17e(mm)269.8140.09269.81252.0138.91252.01236.5538.86236.55218.0239.12218.02323.2245.81323.93AS=AS'(mm2)<0<0<0<0<0<0<0<0<0<0<0<0<0<0<0实配钢筋4B184B184B184B184B18面积(mm2)1017.001017.001017.001017.001017.00E柱10层9层8层7层6层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)KNm)61.3761.3753.8135.9035.9029.8147.8347.8341.6558.2358.2352.0569.2269.2260.95N(kN)109.95109.9576.38233.80233.80140.22335.99335.99229.42447.01447.01309.78555.98555.98390.20ξ0.100.100.070.210.210.130.300.300.210.400.400.280.500.500.35大小偏心大大大大大大大大大大大大大大大e0=M/N(mm)558.16558.16704.50153.55153.55212.59142.36142.36181.54130.27130.27168.02124.50124.50156.20ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)578.16578.16724.50173.55173.55232.59162.36162.36201.54150.27150.27188.02144.50144.50176.20ei/h02.222.222.790.670.670.890.620.620.780.580.580.720.560.560.68ζ11.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.753.753.753.75l0/h12.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.5012.50ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.051.051.041.171.171.121.181.181.141.191.191.151.201.201.162aS'/h00.310.310.310.310.310.310.310.310.310.310.310.310.310.310.31e(mm)607.18607.18753.52202.57202.57261.61191.37191.37230.56179.28179.28217.04173.52173.52205.22AS=AS'(mm2)842.92842.92726.69597.98597.98463.17811.86811.86667.87<0<0<0<0<0<0实配钢筋4B184B184B184B184B18面积(mm2)1017.001017.001017.00402.00402.00E柱5层4层3层2层1层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(kN·m)(KNm)89.4389.4382.4898.2198.2186.96103.34103.4492.47105.21105.2197.61165.02165.02159.72N(kN)667.05667.05473.53783.80783.80563.63895.45895.45659.291003.681003.68758.351150.951150.95817.84ξ0.320.320.230.380.380.270.430.430.320.490.490.370.560.560.40大小偏心大大大大大大大大大大大大小小大e0=M/N(mm)134.07134.07174.18125.30125.30154.29115.41115.52140.26104.82104.82128.71143.38143.38195.29ea(mm)20.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.0020.00ei=e0+ea(mm)154.07154.07194.18145.30145.30174.29135.41135.52160.26124.82124.82148.71163.38163.38215.29ei/h00.590.590.750.560.560.670.520.520.620.480.480.570.630.630.83ζ11.001.001.001.001.001.001.001.001.001.001.001.000.990.991.00l0(m)3.753.753.753.753.753.753.753.753.753.753.753.754.424.424.42l0/h9.389.389.389.389.389.389.389.389.389.389.389.3811.0511.0511.05ζ21.001.001.001.001.001.001.001.001.001.001.001.001.001.001.00η1.111.111.081.111.111.091.121.121.101.131.131.111.141.141.112aS'/h00.220.220.220.220.220.220.220.220.220.220.220.220.220.220.22e(mm)170.39170.39210.50161.62161.62190.61151.73151.84176.58141.15141.15165.04185.92185.92237.97AS=AS'(mm2)<0<0<0<0<0<0<0<0<0<0<0<0<0<0<0实配钢筋4B184B184B184B184B18面积(mm2)763.00763.00763.00763.00763.00·B柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)5.775.775.775.775.774.174.174.174.176.14γREVC(kN)11.8524.6229.6334.5438.7450.3051.8654.7756.2653.810.2fcbh0(kN)31.8852.8471.5888.15102.35112.41121.81129.81133.93132.31是否满足是是是是是是是是是是17.3017.3017.3017.3017.3041.8241.8241.8241.8230.280.3fcbh(kN)334.62334.62334.62334.62334.62617.76617.76617.76617.76617.76N(kN)204.19371.48538.39705.3872.231041.471219.861397.61575.791753.220.056N11.4320.8030.1539.5048.8458.3268.3178.2788.2498.18+0.056N28.7338.1047.4556.8066.14100.14110.13120.09130.06128.46(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋加密区4B84B84B84B84B84B104B104B104B104B10非加密区4B84B84B84B84B84B104B104B104B104B10C柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)4.174.174.174.174.173.263.263.263.264.80γREVCkKN)39.4355.7872.6587.98101.12109.16117.67124.70127.82129.000.2fcbh0(kN)411.84411.84411.84411.84411.84657.80657.80657.80657.80657.80是否满足满足满足满足满足满足满足满足满足满足满足41.8241.8241.8241.8241.8281.0781.0781.0781.0759.540.3fcbh(kN)617.76617.76617.76617.76617.76986.70986.70986.70986.70986.70N(kN)340.06606.95870.981135.011199.651660.721929.492188.042468.232737.520.056N19.0433.9948.7763.5667.1893.00108.05122.53138.22153.30+0.056N60.8675.8190.59105.38109.00174.07189.12203.60219.29212.84(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋加密区4B10@1004B14B14B104B104B124B124B124B124B12非加密区4B10@1504B14B14B104B104B124B124B124B124B12D柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)4.174.174.174.174.173.263.263.263.264.80γREVC(kN)31.8852.8471.5888.15102.35112.41121.81129.81133.93132.310.2fcbh0(kN)39.4355.7872.6587.98101.12109.16117.67124.70127.82129.00是否满足是是是是是是是是是是41.8241.8241.8241.8241.8281.0781.0781.0781.0759.540.3fcbh(kN)617.76617.76617.76617.76617.76986.70986.70986.70986.70986.70N(kN)258.79429.62654.62852.621050.621248.021453.481658.681863.882069.380.056N14.4924.0636.6647.7558.8369.8981.3992.89104.38115.89+0.056N56.3165.8878.4889.57120.06150.96162.46173.96185.45175.43(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋加密区4B14B14B14B104B104B124B124B124B124B12非加密区4B14B14B14B104B104B124B124B124B124B12C柱10.009.008.007.006.005.004.003.002.001.00Hn(m)3.003.003.003.003.003.003.003.003.004.42λ=Hn/(2h0)5.775.775.775.775.774.174.174.174.176.14γREVC(kN)13.3120.3227.6833.5838.6250.1455.5457.6359.7055.660.2fcbh0(kN)223.08223.08223.08223.08223.08411.84411.84411.84411.84411.84是否满足满足满足满足满足满足满足满足满足满足满足17.3017.3017.3017.3017.3041.8241.8241.8241.8230.280.3fcbh(kN)334.62334.62334.62334.62334.62617.76617.76617.76617.76617.76N(kN)109.95233.80335.90447.01555.98667.05783.80895.451003.681150.950.056N6.1613.0918.8125.0331.1337.3543.8950.1556.2164.45+0.056N23.4630.3936.1142.3348.4379.1785.7191.9798.0394.73(ASV)/s<0<0<0<0<0<0<0<0<0<0实配箍筋加密区4B84B84B84B84B84B104B104B104B104B10非加密区4B84B84B84B84B84B104B104B104B104B105.3现浇板计算按弹性理论计算，选定标准层计算单元（12—14轴线）区域进行计算。板厚h=100mm，混凝土泊松比取0.2恒载设计值g=1.2×3.55=4.26kN/m2，活荷载设计值q=1.4×1.5=2.1kN/m2.g＋g/2=4.26+2.1/2=5.31kN/m2.q/2=1.05kN/m2g+g=6.36kN/,跨中最大弯矩值为当内支座固定时在g＋g/2作用下的跨中弯矩值与内支座绞支时在q/2作用下的跨中弯矩值之和。支座最大负弯矩为当内支座固定时g+g作用下的支座弯矩。根据不同情况，将所选区域分为A，B，C三种区格板。如图5-1图5-1楼板布置图（mm）区格项目ABCL01(m)3.93.63.3L02(m)5.63.93.9L01/L020.6960.9230.846M1（0.0351+0.2×0.0092）×5.31×3.92+（0.0688+0.2×0.0294）×1.05×3.92=4.18（0.02+0.2×0.0168）×5.31×3.62+（0.0435+0.2×0.0361）×1.05×3.62=2.30(0.0291+0.2×0.0137)×5.31×3.32+（0.051+0.2×0.0347）×1.05×3.32=2.5M2(0.0092+0.2×0.0351)×5.31×3.92+（0.0294+0.2×0.0688）×1.05×3.92=2.0（0.0168+0.2×0.02）×5.31×3.62+（0.0361+0.2×0.0435）×1.05×3.62=2.04（0.0137+0.2×0.0291）×5.31×3.32+（0.0347+0.2×0.051）×1.05×3.32=1.64M1ˊ-0.0777×6.36×3.92=-7.52-0.0571×6.36×3.62=-4.71-0.0695×6.36×3.32=-4.81M1ˊˊ0-4.71-4.81M2ˊ-0.0573×6.36×3.92=-5.54-0.0535×6.36×3.62=-4.41-0.0567×6.36×3.32=-3.93M2ˊˊ-5.54-4.410假定选用B8钢筋，则L01方向跨中截面的ho=81mm,L02方向跨中截面的ho=73mm，支座截面的ho=81mm。楼盖周边未设圈梁，故只能将区格A的跨中弯矩及B—B支座弯矩减少20%。其余不折减。为便于计算，近似取γ=0.95。截面配筋计算结果及实际配筋列于下表5-6。表5-6板配筋计算截面(mm)(kN·m)(mm2)配筋实有(mm2)跨中AL01方向814.18258.67B8@250279L02方向732.00141.20B8@250201BL01方向811.84113.86B8@250201L02方向731.63115.22B8@250201CL01方向812.50154.71B8@250201L02方向731.64115.78B8@250201支座A-A81-6.02372.29B8@250387B-B81-4.71291.47B8@250296C-C81-4.48277.30B8@250279A-C81-3.93243.20B8@250251B-C81-5.54342.83B8@250359第6章楼梯设计6.1梯段板设计楼梯平面布置图如图6-1,楼梯间层高3.0m,踏步尺寸150mm×280mm，采用混凝土强度等级C30，板采用钢筋HPB235，梁纵筋采用HPB335.级楼梯上均布荷载标准值,6.1.1荷载计算梯段板的荷载计算列于表6-2。恒荷载分项系数为1.2，活荷载分项系数为1.4。总荷载设计值图6-1楼梯平面布置图(mm)表6-1梯段板荷载计算荷载种类荷载标准值(kN/m)恒载斜板0.1×25/0.881=2.84板底抹灰0.02×17/0.894=0.38小计6.08活荷载2.56.1.2截面设计板水平计算跨度2.52m,弯矩设计值M=6.83kN/m,板的有效高度=100-20=80mm，选配B8@110，As=457mm2.分布筋每级踏步1根B86.2平台板设计取平台板厚h=80mm，按1m宽板带计算。6.2.1荷载计算平台板的荷载计算列于表6-3。总荷载设计值表6-2梯段板荷载计算荷载种类荷载标准值(kN/m)恒载水磨石面层0.6580厚混凝土板0.08×25=2.0板底抹灰0.02×17=0.34小计2.99活荷载2.5水磨石面层0.656.2.2截面设计板的计算跨度l=1.5m.弯矩设计值M=板的有效高度选配B6@200，。6.3平台梁设计设平台梁截面尺寸为b×h=250×300mm6.3.1荷载计算平台梁的荷载计算表6-4。荷载设计值表6-3平台梁荷载计算荷载种类荷载标准值(kN/m)恒载水磨石面层0.25×（0.3-0.08）×25=1.38梁侧粉刷0.02×（0.3-0.08）×2×17=0.18平台板传来2.74×1.5/2=2.47楼段板传来6.04×2.52/2=7.61小计11.64活荷载2.5×（2.52/2+1.5/2）=5.036.3.2截面设计计算跨度l0=1.05×(2.6-0.24)=2.478m弯矩设计值M=kN剪力设计值V=kN截面按倒L形计算，,梁的有效高度.经判别属于第一类T形截面，梁内纵向受拉钢筋最小配筋率；0.3%×250×300=225mm2﹤(65×1.43/300)%×250×265=205mm2=131mm2﹤=225mm2故按构造配筋2B14As=308mm2配置B6@200箍筋，则斜截面受剪承载力=0.7×1.43×250×265+1.25×210×265×56.6/200=85.99kN﹥27.378kN满足要求故平台梁纵筋选用214=308mm2，箍筋配置B6@200

第7章地基设计基础类型采用混凝土预制桩基础。7.1边柱基础计算7.1.1荷载最不利组合边柱B.E设计为同一大小基础；最不利组合取轴力最大，即,，7.1.2基本尺寸与桩数确定单桩承载力标准值：=3000×0.35×0.35+0.35×4（25×1.0+15×6.5+40×10+60×2.5）=1309kN边桩中心至承台边缘取d=350mm桩距取3d=1050mm.桩布置如下图7-1桩布置图7-1（单位：m桩布置图7-1（单位：mm）7.1.3桩顶作用效应计算单桩承载力设计值：在弯矩作用下满足要求。7.1.4承台受冲切力验算桩顶最大反力设计值=480.44kN平均反力设计值=462.2kN平均净反力设计值=462.22-G/n=438.33kN7.1.5承台受剪承载力计算剪跨比，取λ=0.3剪切系数故满足要求7.1.6承台受弯承载力计算=2×480.44×（0.525-0.2）=312.29选用12B14，As=1846.8mm²同理，在y方向也配置12B14,As=1846.8mm²7.2中柱基础计算7.2.1荷载最不利组合边柱C。D设计为同一大小基础；最不利组合取轴力最大，即,，7.2.2基本尺寸与桩数确定暂取承台高度为0.8m，埋深1.42m，桩径采用400×400mm，均采用C30混凝土。配置HRB335级钢筋。桩有效长度为20m，进入持力层1.3+20-19.7=1.6m。单桩承载力标准值：=3000×0.4×0.4+0.4×4（25×1.0+15×6.5+40×10+60×2.5）=1556KN特征值：所需桩数：n=1.1×2737.52/778=3.87，选用4根桩边桩中心至承台边缘取d=400mm桩距取3d=1200mm.桩布置如下图7-2桩布置图7-2（单位：mm）承台尺寸为2000mm×2000mm7.2.3桩顶作用效应计算单桩承载力设计值：在弯矩作用下满足要求。7.2.4承台受冲切力验算桩顶最大反力设计值=774.38kN平均反力设计值=715.58kN桩顶净反力设计值=774.38-G/n＝774.38-31.2=743.18kN平均净反力设计值=715.58-G/n=684.38kN因为基础底面落在冲切破坏锥体以内，故可不进行受冲切验算7.2.5承台受剪承载力计算剪跨比，取λ=0.3剪切系数满足要求7.2.6承台受弯承载力计算=2×774.38×（0.6-0.25）=542.06选用