六层框架结构毕业设计.doc

'第一章结构布置及计算简图第一节设计资料一．设计标高：室内设计标高+0.000，室内外高差为450mm。二．墙身做法：200mm厚加气混凝土砌块做填充墙;外墙面粉刷5mm厚1:2.5水泥砂浆找平，15mm厚混合砂浆抹面，分两次抹灰，刷801胶素水泥浆一遍，胶水配合比为1:4，总厚度为20mm；内墙面粉刷20mm厚混合砂浆。三．楼面做法：铺地砖面层10mm，1:4水泥砂浆结合层20mm，1:3水泥砂浆找平层20mm,板底20mm粉刷抹平厨房与卫生间楼面做法：防滑地砖面层10mm，1:4水泥砂浆结合层30mm，C20细石砼找坡60mm，聚胺脂防水涂层2mm，1:3水泥砂浆找平层20mm，板底20mm厚粉刷抹平。四．屋面做法：地砖10mm，1:4水泥砂浆结合层25mm，高分子防水卷材4mm，1:3水泥砂浆找平层20mm，聚苯保温板100mm，1:3水泥砂浆找平层20mm，1:6水泥焦渣找坡80mm，板底20mm厚粉刷抹平。五．门窗做法：楼梯入口处为铁门，入户门为钢门，其余为木门，钢窗。六．活荷载：上人屋面活荷载2.0kN/m2，楼面活荷载为2.0kN/m2。七．梁板柱混凝土采用C30，梁板柱中箍筋及基础底板中采用HPB300级钢筋，梁板柱中纵向受力钢筋均采用HRB335级钢筋。第二节结构选型一．结构选型根据该设计的适用功能和建筑设计要求，采用现浇钢筋混凝土框架结构（横向承重）体系。二．其它结构选型（一）屋面：采用现浇钢筋混凝土板作承重结构，屋面板按上人屋面的使用荷载选用。（二）楼面：采用现浇钢筋混凝土板，板厚100。（三）基础：因地质情况良好，故采用柱下独立基础。 图1-1标准层结构平面布置图图1－2第5轴传力路径图第三节截面尺寸估算一．框架梁，柱，板截面尺寸横向框架梁截面尺寸估算：h=(1/10~1/18)l0其中l0为框架梁计算长度。h1=(1/10~1/18)×6600mm=367~660mm，取h1=500mm，则b1=250mmh2=(1/10~1/18)×5100mm=283~510mm，取h2=400mm，则b2=200mm纵向框架梁截面尺寸估算：h=(1/12~1/20)l0h3=(1/12~1/20)×6900=345mm~575mm，取h3=400mm，则b3=200mmh4=(1/12~1/20)×5100=255mm~425mm，取h4=400mm，则b2=200mm 框架柱截面尺寸估算：h>l0/25，b>l0/30柱截面的宽与高通常取为柱高的1/15~1/20，h>120mm,h=1/15×3000=200mm;b>100mm,b=1/20×3000=150mm;考虑到多层房屋建筑中框架柱截面高度和宽度不宜小于300mm，框架柱截面高宽比为1~2，柱净高与柱截面高度之比宜大于4，故初步选定柱截面为450×450。板厚取100mm。二．刚度计算AB跨梁的线刚度：i6AB=(2EC/12)×0.25×0.5×0.5×0.5/6.6=7.89×10-4ECBC跨梁的线刚度：i6BC=(2EC/12)×0.2×0.4×0.4×0.4/5.1=4.18×10-4EC底层柱线刚度：i11=(EC/12)×0.45×0.45×0.45×0.45/4.5=2.78×10-4EC中间层柱线刚度：i12=(EC/12)×0.45×0.45×0.45×0.45/3.0=4.17×10-4EC图1－3计算简图 第二章荷载统计第一节屋面及楼面永久荷载标准值一．屋面框架梁线荷载标准值屋面做法厚度（mm)容重(kN/m3)重量(kN/m2)地砖10200.21:4水泥砂浆结合层25200.5高分子防水卷材4120.051:3水泥砂浆找平层20200.4聚苯保温板10040.41:3水泥砂浆找平层20200.41:6水泥焦渣找坡80151.2钢筋混凝土楼板100252.5板底20厚粉刷抹平20170.34屋面恒载标准值6.00AB跨框架梁自重:0.25×0.5×25=3.13kN/m两侧粉刷：2×（0.5-0.1）×0.02×17=0.27kN/mBC跨框架梁自重：0.2×0.4×25=2.0kN/m两侧粉刷：2×（0.4-0.1）×0.02×17=0.2kN/m故作用在顶层框架梁上的线荷载为：g5AB1=3.4kN/mg5BC1=2.2kN/mg5AB2=6.00×6.9=41.4kN/mg5BC2=6.00×6.9=41.4kN/m二.楼面框架梁线荷载标准值楼面做法厚度（mm)容重(kN/m3)重量(kN/m2)铺地砖面层10200.21:4水泥砂浆结合层20200.41:3水泥砂浆找平层20200.4钢筋混凝土楼板100252.5板底20厚粉刷抹平20170.34楼面恒载标准值3.84 AB跨框架梁及两侧粉刷：3.4kN/mAB跨填充墙自重：0.20×（3.0-0.5）×5.5=2.75kN/m墙面粉刷：（3.0-0.5）×0.02×2×17=1.7kN/mBC跨框架梁及两侧粉刷：2.2kN/mBC跨填充墙自重：0.20×（3.0-0.4）×5.5=2.86kN/m墙面粉刷：（3.0-0.4）×0.02×2×17=1.77kN/m故作用在中间层框架梁上的线荷载为：gAB1=7.85kN/mgBC1=6.83kN/mgAB2=3.84×6.9=26.50kN/mgBC2=3.84×6.9=26.50kN/m三.屋面框架节点集中荷载标准值A边柱连系梁自重：0.2×0.4×6.9×25=13.8kN粉刷：0.02×（0.40-0.10）×2×6.9×17=1.41kN1米高女儿墙自重：1×0.2×5.5×6.9=7.59kN女儿墙粉刷：1×0.02×2×6.9×17=11.56kN连系梁传来屋面自重：0.5×（6.9+6.9-6.6）×0.5×6.6×6.00=68.31kN顶层A轴边节点集中荷载：G6A=102.67kNC边柱连系梁自重：0.2×0.4×6.9×25=13.8kN粉刷：0.02×（0.40-0.10）×2×6.9×17=1.41kN1米高女儿墙自重：1×0.2×5.5×6.9=7.59kN女儿墙粉刷：1×0.02×2×6.×17=11.56kN连系梁传来屋面自重：0.5×（6.9+6.9-5.1）×0.5×5.1×6.00=63.50kN顶层C轴边节点集中荷载：G6C=97.86kN中柱连系梁自重：0.2×0.4×6.9×25=13.8kN粉刷：0.02×（0.40-0.10）×2×6.9×17=1.41kN连系梁传来屋面荷载：0.5×（6.9+6.9-6.6）×0.5×6.6×6.00=68.31kN0.5×（6.9+6.9-5.1）×0.5×5.1×6.00=63.50kN顶层B轴中节点集中荷载：G6B=147.02kN四.楼面框架节点集中荷载标准值A边柱连系梁自重：0.2×0.4×6.9×25=13.8kN 粉刷：0.02×（0.40-0.10）×2×6.9×17=1.41kN钢窗自重：（2.4+2.1）×1.5×0.45=3.04kN窗下墙体自重：0.2×0.9×6.9×5.5=6.83kN粉刷：0.02×0.9×2×6.9×17=4.22kN窗边墙体自重：（6.9-2.1-2.4）×1.5×0.2×5.5=3.96kN粉刷：（6.9-2.1-2.4）×1.5×0.02×2×17=2.45kN框架柱自重：0.45×0.45×3.0×25=15.19kN粉刷：（0.45×4-0.2×3）×0.02×3.0×17=0.82kN连系梁传来楼面自重：0.5×（6.9+6.9-6.6）×0.5×6.6×3.84=45.62kN中间层A轴边节点集中荷载：GA=91.34kNC边柱连系梁自重：0.2×0.4×6.9×25=13.8kN粉刷：0.02×（0.40-0.10）×2×6.9×17=1.41kN钢窗自重：（2.4+2.1）×1.5×0.45=3.04kN窗下墙体自重：0.2×0.9×6.9×5.5=6.83kN粉刷：0.02×0.9×2×6.9×17=4.22kN窗边墙体自重：（6.9-2.1-2.4）×1.5×0.2×5.5=3.96kN粉刷：（6.9-2.1-2.4）×1.5×0.02×2×17=2.45kN框架柱自重：0.45×0.45×3.0×25=15.19kN粉刷：（0.45×4-0.2×3）×0.02×3.0×17=0.82kN连系梁传来楼面自重：0.5×（6.9+6.9-5.1）×0.5×5.1×3.84=40.64kN中间层C轴边节点集中荷载：GC=86.36kN中柱连系梁自重：0.2×0.4×6.9×25=13.8kN粉刷：0.02×（0.40-0.10）×2×6.9×17=1.41kN内纵墙自重：6.9×（3.0-0.4）×0.2×5.5=19.73kN粉刷：6.9×（3.0-0.4）×0.02×2×17=12.20kN扣除门洞重加门重：-2.1×0.9×0.2×5.5-2.1×0.9×0.02×2×17-1.2×2.9×0.2×5.5-1.2×2.9×0.02×2×17=-9.56kN框架柱自重：0.45×0.45×3.0×25=15.19kN粉刷：（0.45×4-0.2×3）×0.02×3.0×17=0.82kN 连系梁传来屋面荷载：0.5×（6.9+6.9-6.6）×0.5×6.6×3.84=45.62kN0.5×（6.9+6.9-5.1）×0.5×5.1×3.84=40.64kN中间层B轴中节点集中荷载：GB=133.85kN图2－1恒荷载作用下的结构计算简图第二节楼面活荷载计算一．上人屋面活荷载p6AB=2.0×6.6=13.2kN/mp6BC=2.0×5.1=10.2kN/mP6A=0.5×（6.9+6.9-6.6）×0.5×6.6×2.0=23.76kNP6C=0.5×（6.9+6.9-5.1）×0.5×5.1×2.0=21.17kNP6B=0.5×（6.9+6.9-6.6）×0.5×6.6×2.0+0.5×（6.9+6.9-5.1）×0.5×5.1×2.0=44.93kN二．楼面活荷载pAB=2.0×6.6=13.2kN/mpBC=2.0×5.1=10.2kN/mPA=0.5×（6.9+6.9-6.6）×0.5×6.6×2.0=23.76kNPC=0.5×（6.9+6.9-5.1）×0.5×5.1×2.0=21.17kN PB=0.5×（6.9+6.9-6.6）×0.5×6.6×2.0+0.5×（6.9+6.9-5.1）×0.5×5.1×2.0=44.93kN图2－2活荷载作用下的结构计算简图第三节风荷载计算风压标准值计算公式：ω=βZμsμzω0因结构高度H=15m<30m,可取βZ=1.0；对矩形平面μs=1.3；μz可查《建筑结构荷载规范》。将风荷载换算成作用于框架每层节点上的集中荷载，计算过程如下（z为框架节点至室外地面的高度，A为一榀框架各层节点的受风面积）：表2－1层次βZμsz（m）μzω0（kN/m2）A（m2）PW（kN）51.01.315.50.740.3517.255.8141.01.312.50.740.3520.76.9731.01.39.50.740.3520.76.9721.01.36.50.740.3520.76.9711.01.33.50.740.3522.437.55 图2－3风荷载作用下结构计算简图第三章内力计算第一节恒荷载作用下的内力计算恒荷载（竖向荷载）作用下的内力计算采用分层法，分层法计算简图如下图3－1分层法计算简图(a) 图3－2分层法计算简图(b)屋顶梁上分布荷载由矩形和三角形组成，可将三角形荷载化为等效均布荷载如图（b）,把三角形荷载划作等效均布荷载：g’6AB=g5AB1+5g5AB2/8=3.4+5×41.4/8=29.28kN/mg’6BC=g5BC1+5g5BC2/8=2.2+5×41.4/8=28.08kN/m各杆固端弯矩为：M6AB=g’6AB×l6AB2/12=29.28×6.62/12=106.29kN.mM6BC=g’6BC×l6BC2/12=28.08×5.12/12=60.86kN.m中间层：g’AB=gAB1+5gAB2/8=7.85+5×26.50/8=24.41kN/mg’BC=gBC1+5gBC2/8=6.83+5×26.50/8=23.39kN/m各杆固端弯矩为：MAB=g’AB×lAB2/12=24.41×6.62/12=88.61kN.mMBC=g’BC×lBC2/12=23.39×5.12/12=50.70kN.m横梁跨中弯矩计算：M5AB中=0.096×3.4×6.62＋0.064×41.4×6.62=129.63kN.mM5BC中=0.096×2.2×5.12＋0.064×41.4×5.12=74.41kN.mMAB中=0.096×7.85×6.62＋0.064×26.5×6.62=106.70kN.mMBC中=0.096×6.83×5.12＋0.064×26.5×5.12=61.17kN.m 表3－1恒荷载弯矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.350.650.490.250.260.50.5-106.29106.290.00-60.8660.8637.2069.09-22.26-11.36-11.81-30.43-30.437.38-11.1334.54-2.53-15.22-5.91-5.581.312.44-8.23-4.20-4.375.745.7445.90-45.90110.34-18.09-92.2630.27-30.270.250.260.490.390.20.20.210.340.330.33-88.6188.610.00-50.7050.7022.1523.0443.42-14.78-7.58-7.58-7.96-17.24-16.73-16.7312.407.38-7.3921.71-3.79-2.53-8.62-3.98-10.14-5.58-3.10-3.22-6.07-2.64-1.36-1.36-1.426.706.506.5031.4527.20-58.6692.89-12.72-11.46-68.7036.18-20.37-15.810.250.260.490.390.20.20.210.340.330.33-88.6188.610.00-50.7050.7022.1523.0443.42-14.78-7.58-7.58-7.96-17.24-16.73-16.737.687.38-7.3921.71-2.53-2.53-8.62-3.98-5.58-5.58-1.92-1.99-3.76-3.13-1.61-1.61-1.695.154.994.9927.9128.43-56.3492.40-11.72-11.72-68.9734.63-17.31-17.310.250.260.490.390.20.20.210.340.330.33-88.6188.610.00-50.7050.7022.1523.0443.42-14.78-7.58-7.58-7.96-17.24-16.73-16.737.688.27-7.3921.71-2.53-2.78-8.62-3.98-5.58-6.25-2.14-2.22-4.19-3.04-1.56-1.56-1.635.385.225.2227.6929.08-56.7892.50-11.67-11.92-68.9134.86-17.09-17.770.280.190.530.410.220.220.150.380.370.25-88.6188.610.00-50.7050.7024.8116.8446.96-15.54-8.34-8.34-5.69-19.27-18.76-12.687.680.00-7.7723.48-2.530.00-9.63-2.84-5.580.000.030.020.05-4.64-2.49-2.49-1.703.203.122.1132.5216.85-49.3791.91-13.36-10.83-67.7231.79-21.22-10.57梁端弯矩调幅：采用调幅系数降β低各支座截面弯矩，可按公式M=(1-β)Me其中β不宜超过0.2,取β为0.1 图3－3框架梁在恒荷载作用下经调幅并算至柱边截面的弯矩图（单位：kN.m）轴力和剪力的计算剪力公式为;式中Volk、Vork——简支梁支座左端和右端的剪力标准值，当梁上无荷载作用时，Volk=Vork=0Mijk、Mjik——梁端弯矩标准值。轴力计算公式：N=V+P（V表示梁端剪力；P表示节点集中力及柱自重）恒荷载的剪力计算：V5AB=(41.34-99.31)÷6.6＋0.5×41.4×6.6=－8.78＋136.62=127.84kNV5BA=－(8.78＋136.62)=－145.4kNV5BC=(83.03-27.24)÷5.1＋0.5×41.4×5.1=10.94＋105.57=116.51kNV5CB=－(－10.94＋105.57)=－94.36kNV4AB=(52.74-83.25)÷6.6＋0.5×26.50×6.6=－4.62＋87.45=82.83kN V4BA=－(4.62＋87.45)=－92.07kNV4BC=(62.02-31.37)÷5.1＋0.5×26.50×5.1=6.01＋87.45=93.46kNV4CB=－(－6.01＋87.45)=－81.44kNV3AB=(51.10-83.25)÷6.6＋0.5×26.50×6.6=－4.87＋87.45=82.58kNV3BA=－(4.87＋87.45)=－92.32kNV3BC=(62.02-31.37)÷5.1＋0.5×26.50×5.1=6.01＋87.45=93.46kNV3CB=－(－6.01＋87.45)=－81.44kNV2AB=(51.10-83.25)÷6.6＋0.5×26.50×6.6=－4.87＋87.45=82.58kNV2BA=－(4.87＋87.45)=－92.32kNV2BC=(62.02-31.37)÷5.1＋0.5×26.50×5.1=6.01＋87.45=93.46kNV2CB=－(－6.01＋87.45)=－81.44kNV1AB=(44.43-82.72)÷6.6＋0.5×26.50×6.6=－5.80＋87.45=81.65kNV1BA=－(5.80＋87.45)=－93.25kNV1BC=(60.95-28.61)÷5.1＋0.5×26.50×5.1=6.34＋87.45=93.79kNV1CB=－(－6.34＋87.45)=－81.11kN 图3－4恒荷载作用下的剪力图（单位：kN）恒荷载轴力计算C轴柱:5层：N5C=梁端剪力＋纵梁传来恒载+柱自重＝94.36＋97.86＋15.19＝201.41kN4层：N4C=N5C＋梁端剪力＋纵梁传来恒载＝201.41＋81.44＋86.36＝369.21kN3层：N3C=N4C＋梁端剪力＋纵梁传来恒载＝369.21＋81.44＋86.36＝537.01kN2层：N2C=N3C＋梁端剪力＋纵梁传来恒载＝537.01＋81.44＋86.36＝704.81kN1层：N1C=N2C＋梁端剪力＋纵梁传来恒载＝704.81＋81.11＋86.36＝872.28kNB轴柱:5层：N5B=（左＋右）梁端剪力＋纵梁传来恒载+柱自重＝145.4＋116.51＋147.02＋15.19＝418.12kN 4层:N4B=N5B＋（左＋右）梁端剪力＋纵梁传来恒载＝418.12＋92.07＋93.46+133.85＝737.5kN3层：N3B=N4B＋（左＋右）梁端剪力＋纵梁传来恒载＝737.5＋92.32＋93.46＋133.85＝1057.13kN2层：N2B=N3B＋（左＋右）梁端剪力＋纵梁传来恒载＝1057.13＋92.32＋93.46＋133.85＝1376.76kN1层：N1B=N2B＋（左＋右）梁端剪力＋纵梁传来恒载＝1376.76＋93.25＋93.79＋133.85＝1697.65kNA轴柱:5层：N5A=梁端剪力＋纵梁传来恒载+柱自重＝127.84＋102.67＋15.19＝239.7kN4层：N4A=N5A＋梁端剪力＋纵梁传来恒载＝239.7＋82.83＋91.34＝413.87kN3层：N3A=N4A＋梁端剪力＋纵梁传来恒载＝413.87＋82.58＋91.34＝587.79kN2层：N2A=N3A＋梁端剪力＋纵梁传来恒载＝587.79＋82.58＋91.34＝761.71kN1层：N1A=N2A＋梁端剪力＋纵梁传来恒载＝761.71＋81.65＋91.34＝934.7kN 图3－5恒荷载作用下的轴力图（单位：kN）第二节活荷载作用下的内力计算顶层屋面活荷载呈三角形分布，把三角形荷载划作等效均布荷载：p’6AB=5×13.2/8=8.63kN/mp’6BC=5×10.2/8=6.38kN/m各杆固端弯矩为：M’6AB=p’6AB×l6AB2/12=8.63×6.62/12=31.33kN.mM’6BC=p’6BC×l6BC2/12=6.38×5.12/12=13.83kN.m中间层楼面活荷载：p’AB=5×13.2/8=8.63kN/mp’BC=5×10.2/8=6.38kN/m各杆固端弯矩为：M’AB=p’AB×lAB2/12=8.63×6.62/12=31.33kN.m M’BC=p’BC×lBC2/12=6.38×5.12/12=13.83kN.m横梁跨中弯矩计算：M5AB中=0.064×8.63×6.62=24.06kN.mM5BC中=0.064×6.38×5.12=10.62kN.mMAB中=0.064×8.63×6.62=24.06kN.mMBC中=0.064×6.38×5.12=10.62kN.m表3－2活荷载弯矩分配表上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.350.650.490.250.260.50.5-8.638.630.00-6.386.383.025.61-1.10-0.56-0.59-3.19-3.190.72-0.552.80-0.15-1.60-0.29-0.70-0.06-0.11-0.52-0.26-0.280.500.503.68-3.689.81-0.98-8.843.39-3.390.250.260.490.390.20.20.210.340.330.33-8.638.630.00-6.386.382.162.244.23-0.88-0.45-0.45-0.47-2.17-2.11-2.111.010.72-0.442.11-0.19-0.15-1.08-0.24-1.06-0.70-0.32-0.33-0.63-0.27-0.14-0.14-0.150.680.660.662.842.63-5.479.60-0.78-0.74-8.084.66-2.51-2.150.250.260.490.390.20.20.210.340.330.33-8.638.630.00-6.386.382.162.244.23-0.88-0.45-0.45-0.47-2.17-2.11-2.110.750.72-0.442.11-0.15-0.15-1.08-0.24-0.70-0.70-0.26-0.27-0.50-0.28-0.15-0.15-0.150.560.540.542.652.70-5.349.58-0.75-0.75-8.094.53-2.27-2.270.250.260.490.390.20.20.210.340.330.33-8.638.630.00-6.386.382.162.244.23-0.88-0.45-0.45-0.47-2.17-2.11-2.110.750.81-0.442.11-0.15-0.17-1.08-0.24-0.70-0.79-0.28-0.29-0.55-0.28-0.14-0.14-0.150.590.570.572.632.76-5.399.59-0.74-0.76-8.094.56-2.24-2.320.280.190.530.410.220.220.150.380.370.25-8.638.630.00-6.386.382.421.644.57-0.92-0.50-0.50-0.34-2.42-2.36-1.600.750.00-0.462.29-0.150.00-1.21-0.17-0.700.00-0.08-0.05-0.15-0.38-0.20-0.20-0.140.330.320.223.081.59-4.679.62-0.85-0.70-8.074.12-2.74-1.38 梁端弯矩调幅：采用调幅系数降β低各支座截面弯矩，可按公式M=(1-β)Me其中β不宜超过0.2，取β为0.1图3－6框架梁在活荷载作用下经调幅并算至柱边截面的弯矩图（单位：kN.m）活荷载的剪力计算：V5AB=(3.31-8.83)÷6.6＋0.5×13.2×6.6=－0.84＋43.56=42.72kNV5BA=－(0.84＋43.56)=－44.40kNV5BC=(7.96-3.05)÷5.1＋0.5×10.2×5.1=0.96＋26.01=26.97kNV5CB=－(－0.96＋26.01)=－25.05kNV4AB=(4.92-8.64)÷6.6＋0.5×13.2×6.6=－0.56＋43.56=43kNV4BA=－(0.56＋43.56)=－44.12kNV4BC=(7.27-4.19)÷5.1＋0.5×10.2×5.1=0.60＋26.01=26.61kNV4CB=－(－0.60＋26.01)=－25.41kNV3AB=(4.92-8.64)÷6.6＋0.5×13.2×6.6=－0.56＋43.56=43kN V3BA=－(0.56＋43.56)=－44.12kNV3BC=(7.27-4.07)÷5.1＋0.5×10.2×5.1=0.63＋26.01=26.64kNV3CB=－(－0.63＋26.01)=－25.38kNV2AB=(4.92-8.64)÷6.6＋0.5×13.2×6.6=－0.56＋43.56=43kNV2BA=－(0.56＋43.56)=－44.12kNV2BC=(7.27-4.07)÷5.1＋0.5×10.2×5.1=0.63＋26.01=26.64kNV2CB=－(－0.63＋26.01)=－25.38kNV1AB=(4.20-8.64)÷6.6＋0.5×13.2×6.6=－0.67＋43.56=42.89kNV1BA=－(0.67＋43.56)=－44.23kNV1BC=(7.27-3.71)÷5.1＋0.5×10.2×5.1=0.70＋26.01=26.71kNV1CB=－(－0.70＋26.01)=－25.31kN图3－7活荷载作用下的剪力图（单位：kN) 活荷载轴力计算C轴柱:5层：N5C=梁端剪力＋纵梁传来活载＝25.05＋21.17＝46.22kN4层：N4C=N5C＋梁端剪力＋纵梁传来活载＝46.22＋25.41＋21.17＝92.8kN3层：N3C=N4C＋梁端剪力＋纵梁传来活载＝92.8＋25.38＋21.17＝139.35kN2层：N2C=N3C＋梁端剪力＋纵梁传来活载＝139.35＋25.38＋21.17＝185.9kN1层：N1C=N2C＋梁端剪力＋纵梁传来活载＝185.9＋25.31＋21.17＝232.38kNB轴柱:5层：N5B=（左＋右）梁端剪力＋纵梁传来活载＝44.4＋26.97＋44.93＝116.35kN4层:N4B=N5B＋（左＋右）梁端剪力＋纵梁传来活载＝116.35＋44.12＋26.61+44.93＝232.01kN3层：N3B=N4B＋（左＋右）梁端剪力＋纵梁传来活载＝232.01＋44.12＋26.61+44.93＝347.7kN2层：N2B=N3B＋（左＋右）梁端剪力＋纵梁传来活载＝347.7＋44.12＋26.61+44.93＝463.39kN1层：N1B=N2B＋（左＋右）梁端剪力＋纵梁传来活载＝463.39＋44.23＋26.71＋44.93＝579.26kNA轴柱:5层：N5A=梁端剪力＋纵梁传来活载＝42.72＋23.76＝66.48kN4层：N4A=N5A＋梁端剪力＋纵梁传来活载＝66.48＋43＋23.76＝133.24kN3层：N3A=N4A＋梁端剪力＋纵梁传来活载＝133.24＋43＋23.76＝200kN2层：N2A=N3A＋梁端剪力＋纵梁传来活载＝200＋43＋23.76＝266.76kN1层：N1A=N2A＋梁端剪力＋纵梁传来活载＝266.76＋42.89＋23.76＝333.41kN 图3－8活荷载作用下的轴力图(单位：kN) 第三节风荷载作用下的内力计算风荷载作用下的内力计算采用D值法。表3－3D值计算表层构件名称2～5层边柱C1.000.331.8348中柱B2.890.593.2804边柱A1.890.492.72447.8396底层边柱C1.500.570.9390中柱B4.340.761.2520边柱A2.840.691.13673.3277表3－4风荷载作用下层间剪力及侧移计算 层数层高（mm）V剪力（kN)△u(m)△u/h限值530005.817.83960.000077/1/5504300012.787.83960.00022/300003300019.757.83960.00031/100002300026.727.83960.00031/100001300034.273.32770.0011/3000风荷载作用下内力计算框架在风荷载下的内力用D值法进行计算。一．反弯点的高度：各柱反弯点高度比y按式确定，其中底层柱需考虑修正值，第二层柱需考虑修正值，其余柱均无修正。二．根据各柱分配到的剪力及反弯点的位置计算柱端弯矩，再由柱端弯矩根据节点平衡求梁端弯矩。公式为和边跨梁端弯矩为中柱梁端弯矩为风荷载作用下框架结构内力计算过程：表3－5风载作用下的柱反弯点高度计算表 层柱HKy0y1y2y3yyh/m5边柱C3.01.000.350000.351.05中柱B3.02.890.450000.451.35边柱A3.01.890.400000.401.204边柱C3.01.000.400000.401.20中柱B3.02.890.450000.451.35边柱A3.01.890.450000.451.353边柱C3.01.000.450000.451.35中柱B3.02.890.500000.501.50边柱A3.01.890.500000.501.502边柱C3.01.000.5000.0500.551.65中柱B3.02.890.5000.0500.551.65边柱A3.01.890.5000.0500.551.651边柱C4.51.500.6000-0.050.552.48中柱B4.54.340.5500-0.050.502.25边柱A4.52.840.5500-0.050.502.25表3－6风荷载作用下边柱A剪力和梁柱端弯矩计算表 层数Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb总/(kN·m)55.817.83962.72442.031.203.652.443.65412.787.83962.72444.471.357.386.039.82319.757.83962.72446.911.5010.3710.3716.40226.727.83962.72449.351.6512.6215.4322.99134.273.32771.136711.652.2526.2126.2141.64表3－7风荷载作用下中柱B剪力和梁柱端弯矩计算表层数Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb左(kN·m)Mb右/(kN·m)55.817.83963.28042.441.354.033.292.621.41412.787.83963.28045.371.358.867.257.904.25319.757.83963.28048.301.5012.4512.4512.816.89226.727.83963.280411.221.6515.1518.5117.949.66134.273.32771.252013.022.2529.3029.3031.0816.73表3－8风荷载作用下中柱C剪力和梁柱端弯矩计算表层数Ｖi/(kN)∑Ｄ(N/mm)Dim(N/mm)Vim（kN）yh/(m)Mc上/(kN·m)Mc下/(kN·m)Mb总/(kN·m)55.817.83961.83481.341.052.611.412.61412.787.83961.83482.941.205.293.536.70319.757.83961.83484.541.357.496.1311.02226.727.83961.83486.151.658.3010.1514.43134.273.32770.93909.602.4819.3923.8129.54以各个梁为截离体，将梁的左、右端弯矩之和除以该梁的跨长，便得梁端剪力，自上而下逐层叠加节点左右的梁端剪力，即可得到柱内轴力表3－9风荷载作用下框架柱C、B、A轴力和梁端剪力计算表层次梁端剪力/KN柱轴力/KN CB跨BA跨CBA5（2.61+1.41）/5.1=0.79（2.62+3.65）/6.6=0.95-0.790.16-0.954(6.70+4.25）/5.1=2.15（7.90+9.82）/6.6=2.68-2.940.69-3.633(11.02+6.89)/5.1=3.51（12.81+16.40）/6.6=4.43-6.451.61-8.062(14.43+9.66)/5.1=4.72（17.94+22.99）/6.6=6.20-11.173.09-14.261(29.54+16.73)/5.1=9.07（31.08+41.64）/6.6=11.02-20.245.04-25.28图3－9风荷载作用下的弯矩图（单位：kN.m） 图3－10风荷载作用下的剪力图（单位：kN) 图3－11风荷载作用下的轴力图（单位：kN)第四章内力组合第一节控制截面的选择取CB梁和BA梁的梁左、梁中及梁右为控制截面。取每层柱顶和柱底两个截面为控制截面。第二节梁柱内力组合一．符号规定（一）梁弯矩以下部受拉为正，剪力以沿截面顺时针为正。梁的控制截面弯矩为柱边弯矩（二）柱弯矩以顺时针为正，轴力以受压为正二.《建筑结构荷载规范》规定，对于一般框架结构，可以采用简化规则，在下列荷载效应组合中取最不利值确定 由可变荷载效应控制的组合（一）“恒荷载”+任一种“活荷载”（二）“恒荷载”+0.9(任意两种或两种以上“活荷载”)三．梁支座边缘处的内力值：式中：M-----支座边缘截面的弯矩标准值；V-----支座边缘截面的剪力标准直；M-----梁柱中线交点处的弯矩标准值；V-----与M相应的梁柱中线交点处的剪力标准值；q-----梁单位长度的均布荷载标准值；b-----梁端支座宽度（即柱截面高度）四．梁和柱的内力组合：表4－1框架梁的内力组合表层次位置内力恒载活载风荷载内力组合①②③1.2①+1.4②1.2①+1.4③1.2①+0.9×1.4（②+③）5AM－41.34－3.31-3.65-54.24-54.72-58.38 V127.8442.722.03213.22156.25209.79B左M－99.31－8.83-2.62-131.53-122.84-133.60V145.444.42.44236.64177.90233.50B右M－83.03－7.96-1.41-110.78-101.61-111.44V116.5126.972.44177.57143.23176.87CM－27.24－3.05-2.61-36.96-36.34-39.82V94.3625.051.34148.30115.11146.48BA跨中M129.6324.06189.24155.56185.87BC跨中M74.4110.62104.1689.29102.674、3、2AM－51.10－4.92-16.40-68.21-84.28-88.18V82.54436.91159.25108.72161.93B左M－83.25－8.64-12.81-112.00-117.83-126.93V92.3244.128.30172.55122.40176.83B右M－62.02－7.27-12.81-84.60-92.36-99.72V93.4626.618.30149.41123.77156.14CM－31.37－4.07-11.02-43.34-53.07-56.66V81.4425.384.54133.26104.08135.43BA跨中M106.7024.06161.72128.04158.36BC跨中M61.1710.6288.2773.4086.791AM－44.45－4.20-41.64-59.22-111.64-111.10V81.6542.8911.65158.03114.29166.70B左M－82.72－8.64-31.08-111.36-142.78-149.31V93.2544.2313.02173.82130.13184.04B右M－60.95－7.27-16.93-83.32-96.84-103.63V93.7926.7113.02149.94130.78162.61CM－28.26－3.71-29.54-39.11-75.27-75.81V81.1125.319.60132.77110.77141.32BA跨中M106.7024.06161.72128.04158.36BC跨中M61.1710.6288.2773.4086.79续表层次位置内力恒载活载风荷载内力组合①②③1.35①+0.7×1.4②AM－41.34－3.31-3.65-59.05 5V127.8442.722.03214.45B左M－99.31－8.83-2.62-142.72V145.444.42.44239.80B右M－83.03－7.96-1.41-119.89V116.5126.972.44183.72CM－27.24－3.05-2.61-39.76V94.3625.051.34151.94BA跨中M129.6324.06198.58BC跨中M74.4110.62110.864、3、2AM－51.10－4.92-16.40-73.81V82.54436.91153.57B左M－83.25－8.64-12.81-120.85V92.3244.128.30167.87B右M－62.02－7.27-12.81-90.85V93.4626.618.30152.25CM－31.37－4.07-11.02-46.34V81.4425.384.54134.82BA跨中M106.7024.06167.62BC跨中M61.1710.6292.991AM－44.45－4.20-41.64-64.12V81.6542.8911.65152.26B左M－82.72－8.64-31.08-120.14V93.2544.2313.02169.23B右M－60.95－7.27-16.93-89.41V93.7926.7113.02152.79CM－28.26－3.71-29.54-41.79V81.1125.319.60134.30BA跨中M106.7024.06167.62 BC跨中M61.1710.6292.99表4－2框架柱的内力组合表层次位置内力恒载活载风载内力组合①②③1.2①+1.4②1.2①+1.4③1.2①+0.9×1.4（②+③）A5柱顶M-41.34-3.31-3.65-54.24-54.72-58.38N230.5166.480.95369.68277.94361.57柱底M25.202.322.4433.4933.6636.24N239.766.480.95380.71288.97372.604、3、2柱顶M-25.03-2.60-10.37.-33.68-44.55-46.38N752.52266.7614.261276.49922.991257.11柱底M26.072.3210.3734.5345.8047.27N761.71266.7614.261287.52934.021268.141柱顶M-30.53-3.0-26.21-40.84-73.33-73.44N925.51333.4125.281577.391146.001562.56柱底M15.261.5026.2120.4155.0153.23N934.7333.4125.281588.411157.031573.59B5柱顶M-18.09-0.97-4.03-23.07-27.35-28.01N408.93116.350.16653.61490.94637.52柱底M10.010.683.2912.9616.6217.01N418.12116.350.16664.63501.97648.554、3、2柱顶M-11.22-0.68-12.45-14.42-30.89-30.01N1362.57463.393.092283.831639.412222.85柱底M10.010.6812.4512.9629.4428.56N1376.76463.393.092300.861656.442239.881柱顶M-11.36-0.68-29.30-14.58-54.65-51.41N1688.46579.265.042837.122033.212762.37柱底M10.310.3429.3012.8553.3949.72N1697.65579.265.042848.142044.242773.40 C5柱顶M-27.24-3.15-2.61-37.10-36.34-39.95N192.2246.220.79295.37231.77289.90柱底M18.272.261.4125.0923.9026.55N201.4146.220.79306.40242.80300.924、3、2柱顶M-13.10-2.03-7.49-18.56-26.21-27.72N695.02185.911.171094.28849.661082.33柱底M18.272.046.1324.7830.5132.22N704.81185.911.171106.03861.411094.081柱顶M-9.30-1.37-19.39-13.08-38.31-37.32N863.09232.3820.241361.041064.041354.01柱底M9.661.2723.8113.3744.9343.19N872.28232.3820.241372.071075.071365.04续表层次位置内力恒载活载风载内力组合①②③1.35①+0.7×1.4②A5柱顶M-41.34-3.31-3.65-59.05N230.5166.480.95376.34柱底M25.202.32-2.4436.29N239.766.480.95388.754、3、2柱顶M-25.03-2.60-10.37.-36.34N752.52266.7614.261277.33柱底M26.072.32-10.3737.47N761.71266.7614.261289.731柱顶M-30.53-3.0-26.21-44.16N925.51333.4125.281576.18柱底M15.261.50-26.2122.07N934.7333.4125.281588.59B5柱顶M-18.09-0.97-4.03-25.37N408.93116.350.16666.08柱底M10.010.68-3.2914.18 N418.12116.350.16678.494、3、2柱顶M-11.22-0.68-12.45-15.81N1362.57463.393.092293.59柱底M10.010.68-12.4514.18N1376.76463.393.092312.751柱顶M-11.36-0.68-29.30-16.00N1688.46579.265.042847.10柱底M10.310.34-29.3014.25N1697.65579.265.042859.50C5柱顶M-27.24-3.15-2.61-39.86N192.2246.220.79304.79柱底M18.272.26-1.4126.88N201.4146.220.79317.204、3、2柱顶M-13.10-2.03-7.49-19.67N695.02185.911.171120.46柱底M18.272.04-6.1326.66N704.81185.911.171133.681柱顶M-9.30-1.37-19.39-13.90N863.09232.3820.241392.90柱底M9.661.27-23.8114.29N872.28232.3820.241405.31第五章梁柱截面设计第一节框架梁的设计表5－1正截面受弯承载力计算表框架梁位置 设计计算钢筋位置组合弯矩值M(KN.m）梁截面截面宽度b（mm）截面高度h（mm）保护层+d/2截面有效高度砼强度设计值钢筋强度设计值翼缘板厚度腹板高度跨中截面翼缘计算宽度按计算跨度l0考虑l0/3=按梁净距Sn考虑b+Sn=按翼缘高度=系数（≤C50,取1.0）系数（≤C50,取0.8）下部配筋计算公式上部配筋计算公式T型截面类型下部钢筋时b换成初算相对受压区高度初算相对受压区高度初算绝对受压区高度受拉区钢筋面积（mm)选筋（二级抗震钢筋直径不小于12mm）实配面积（）配筋率 构造要求受力纵筋支座0.220.270.250.27跨中0.160.210.20.21支座2.5梁端截面底面和顶面纵筋截面面积比梁端截面底面和顶面纵筋截面面积比是否满足≥0.3腰筋梁每侧构造纵筋（梁腹板高度≥450mm时）梁每侧构造纵筋最小配筋率（≥0.1%）/（是否满足）每侧构造钢筋最大间距(200mm）/（是否满足）续表五层AB跨梁五层BC跨梁梁下部钢筋梁上部钢筋（左端）梁上部钢筋（右端）梁下部钢筋梁上部钢筋（左端）梁上部钢筋（右端）189.2458.38133.60104.16111.4439.822502502502002002005005005004004004003535353535354654654653653653651.431.431.431.431.431.4314.314.314.314.314.314.3300300300300300300100//100//365//265//2200//1700//////////1.01.01.01.01.01.00.80.80.80.80.80.8//////1305.59145.98145.98765.76571.6471.64第一类型-87.60-45.78第一类型11.94-41.770.//0.// 0.//0.//满足//满足//////0.9859//0.9878//1147//602//////3776477042513202163163163162149434026036036033080.810.350.520.830.830.42满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足/2.351.56/1.001.96满足满足满足满足需要214308不需要0.34满足//121.满足//续表三层AB梁三层BC梁梁下部钢筋梁上部钢筋（左端）梁上部钢筋（右端）梁下部钢筋梁上部钢筋（左端）梁上部钢筋（右端）158.3688.18126.9388.2799.7256.662502502502002002005005005004004004003535353535354654654653653653651.431.431.431.431.431.4314.314.314.314.314.314.3300300300300300300100//100// 365//265//2200//1700//////////1.01.01.01.01.01.00.80.80.80.80.80.8//////1305.59121.65121.65765.76559.7059.70第一类型-33.47-26.45第一类型15.09-17.200.//0.//0.//0.//满足//满足//////0.9882//0.9897//1149//611//////6847387554293203163163163162169436036036036034020.810.520.520.830.830.55满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足满足/1.561.56/1.001.50满足满足满足满足需要214308不需要0.34满足//121.满足//表5－2斜截面受剪承载力计算框架横梁AB的斜截面承载力计算 位置截面AB顶层236.64其他层176.83顶层=0.25×1.0×14.3×250×465=415.59截面符合要求其他层截面符合要求顶层=0.7×1.43×250×465=116.37按计算配置箍筋其他层按计算配置箍筋续表框架横梁BC的斜截面承载力计算位置截面BC顶层177.57其他层123.77顶层=0.25×1.0×14.3×200×365=260.98截面符合要求其他层截面符合要求顶层=0.7×1.43×200×365=73.07按计算配置箍筋其他层按计算配置箍筋表5－3箍筋计算表五层AB跨五层BC跨梁端剪力236.64177.57 0.0.配箍筋(双肢箍）Ø8＠100Ø8＠200最低配箍率0.24ft/fyv0.001270.00127实际配箍率0.0040.002续表：三层AB跨三层BC跨梁端剪力176.83123.770.0.配箍筋(双肢箍）Ø8＠200Ø8＠200最低配箍率0.24ft/fyv0.001270.00127实际配箍率0.0020.002第二节框架柱的设计一．已知条件：材料：C30混凝土HRB335：，底层柱Nmax=2859.5kN轴压比u=N/fcA=2859.5×1000÷14.3÷450÷450=0.98<1.05,满足柱正截面承载力计算计算中注意的要点：（一）ea取20mm和h/30两者中的较大值（二），若,则取为1（三）柱计算长度底层计算长度为l0=4.50m，第二层柱计算长度为l0=1.25H=3.75m（四）l0/h≤15时，ζ2=1.0；l0/h>15时，ζ2=1.15-0.01l0/h且≤1.0（五）偏心距增大系数： （六）按大偏心计算，按小偏心计算（七）若采用对称配筋，对于大偏心配筋：，则x2αS，；x>2αS，。。对于小偏心配筋：，。表5－4柱正截面配筋计算表ABC柱顶柱底柱顶柱底柱顶柱底M(kN·m)73.4453.2351.4149.7237.3243.19N(kN)1562.561573.592762.372773.41354.011365.04e0=M/N(mm)47.0033.8318.6117.9327.5631.64ea202020202020ei=e0+ea67.0053.8338.6137.9347.5651.64=0.5fcA/N0.930.920.520.5211l0(m)4.54.54.54.54.54.5l0/h101010101010ζ2111111η1.411.501.391.401.621.57ηei94.2480.7753.8453.1676.8580.930.3h0123123123123123123偏心类型小偏心小偏心小偏心小偏心小偏心小偏心e279.24265.77238.84238.16261.85265.930.600.610.830.830.480.49AS=AS"(mm2)-171.10-393.581353.171357.10-416.29-393.71ρmin0.6%0.6%0.6%0.6%0.6%0.6% 实配钢筋420420420420420420面积(mm2)125612561256125612561256三．柱斜截面承载力计算计算要点：（一）框架柱斜截面计算中剪跨比λ=Hn/(2h0)。当λ＜1时，取λ=1；当λ＞3时，取λ=3。（二）当N≤0.3fcA时取实际值计算；当N＞0.3fcbh时取0.3fcbh计算。（三）时按构造配箍，否则按计算配箍。（四）箍筋加密区长度底层柱根部取1300mm，其他端部取为600mm。表5－5柱斜截面配筋计算表柱五层标准层一层边柱中柱边柱中柱边柱中柱Hn(m)3.003.003.003.004.54.5λ=Hn/(2h0)333333VC(kN)2.032.446.918.3011.6513.02115.43115.43115.43115.43115.43115.430.3fcbh(kN)868.7868.7868.7868.7868.7868.7N(kN)388.75678.491289.732312.751588.592859.500.07N27.2147.4960.8160.8160.8160.81142.64162.92176.21176.21176.21176.21ASV/s按构造配筋按构造配筋按构造配筋按构造配筋按构造配筋按构造配筋实配箍筋加密区Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100Ф8@100非加密区Ф8@150Ф8@150Ф8@150Ф8@150Ф8@150Ф8@150 第六章楼梯设计第一节梯段板设计取板厚h=120mm,约为板斜长的1/30.板倾斜角tanα=150/300=0.5,cosα=0.894取1m宽板带计算.表6－1梯段板荷载计算表：荷载种类荷载标准值(kN/m)恒荷载水磨石面层(0.30+0.15)×0.65/0.30=0.98三角形踏步0.5×0.30×0.15×25/0.30=1.88混凝土斜板0.12×25/0.894=3.38板底抹灰0.02×17/0.894=0.38小计6.6活荷载2.0总荷载设计值1.2×6.6+1.4×2.0=10.72截面设计：板水平计算跨度ln=3.0m,弯矩设计值M=1/10×Pln2=0.1×10.72×3.02=9.65kN/m板的有效高度h0=120-20=100mmαs=M/α1fcbh02=9.65×106/1.0×14.3×1000×1002=0.07,查表得ξ=1-(1-2αs)1/2=0.07rs=0.5×(1+(1-2αs)1/2)=0.965As=M/rsfyho=9.65×106/270×0.965×100=370mm2选配Φ8@140,As=359mm2分布钢筋每级踏步1根Φ8.第二节平台板的设计：设平台板厚h=80mm,取1m宽板带计算 表6－2平台板的荷载计算表荷载种类荷载标准值(kN/m)水磨石面层0.6580mm厚混凝土板0.08×25=2板底抹灰0.02×17=0.34小计2.99活荷载2.0总荷载设计值1.2×2.99+1.4×2.0=6.39截面设计：平台板的计算跨度lo=1.0m.弯矩设计值M=1/10×Pln2=0.1×6.39×1.02=0.64kN.m.板的有效高度ho=80-20=60mm.αs=M/α1fcbh02=0.64×106/1.0×14.3×1000×602=0.02ξ=1-(1-2αs)1/2=1-(1-2×0.02)1/2=0.02rs=0.5×(1+(1-2αs)1/2)=0.5×(1+(1-2×0.116)1/2)=0.99As=M/rsfyho=0.64×106/0.99×270×60=235mm2选配Φ8@200,As=251mm2第三节平台梁设计设平台梁截面尺寸为200mm×350mm表6－3平台梁的荷载计算表：荷载种类荷载标准值(kN/m)梁自重0.2×(0.35-0.08)×25=1.35梁侧粉刷0.02×(0.35-0.08)×2×17=0.19平台板传来2.99×2.4/2=3.60楼梯段传来6.6×3.0/2=9.90小计15.04活荷载2.0×(1.0+3.0)/2=4.0总荷载设计值1.2×15.04+1.4×4.0=25.61截面设计计算跨度lo=1.05ln=1.05×(2.7-0.4)=2.31弯矩设计值M=1/8Plo2=1/8×25.61×2.312=17.08kN.m 剪力设计值V=1/2Pln=1/2×25.61×2.31=29.58kN截面按倒L形计算bf=b+5hf=200+5×80=600mm,梁的有效高度ho=350-35=315mm经判别属第一类T形截面αs=M/α1fcbh02=17.08×106/1.0×14.3×600×3152=0.02ξ=1-(1-2αs)1/2=1-(1-2×0.067)1/2=0.02rs=0.5×(1+(1-2αs)1/2)=0.5×(1+(1-2×0.067)1/2)=0.99As=M/rsfyho=17.08×106/0.99×270×315=203mm2选配3Φ16,As=603mm2配置Φ6@200箍筋.则斜截面受剪承载力Vcs=0.7ftbho+fyvAsvho/s=0.7×1.43×200×315+270×56.6×315/200=93.15kN>29.58kN满足要求。第七章基础设计第一节基础选型及埋深确定表7－1地质情况层序地层名称状态地层包含物层厚（M）地基承载力特征值（kPa）1杂填土可塑黑灰色，含少量碎砖1.0~1.3852粉质粘土可塑黄灰色，含氧化铁0.9~1.11453粘土硬塑褐黄色，含少量氧化铁、铁锰结核9.02904砂岩强风化坚硬棕红色，含风化砂岩颗粒未钻穿380由地质情况，该工程基础选为柱下钢筋混凝土独立基础。基础采用C30混凝土(ft=1.43N/mm2)，垫层采用C10混凝土，垫层厚度为100mm。钢筋采用HRB335级钢筋（fy=300N/mm2)。基础埋深（从室外平面算起）为1.5m，室内地面高出室外地面0.45m。此处以A柱为例计算基础内力分配和配筋计算，荷载效应标准组合时由柱传给基础顶面的=1268.11kN,=42.97kN.m，=26.21kN；相应于荷载效应基本组合时柱传给基础顶面的 =1573.59kN,=73.44kN.m，=33.02kN。第二节基础底面尺寸确定一．地基承载力深度修正由于基础埋置深度大于0.5m，所以地基承载力应按下式进行修正：基础埋深的地基承载力修正系数为：基础底面以上土的加权平均重度为：。得修正后的地基承载力特征值为：=290+1.0×18.2×(1.5-0.5)=308.2kPa。二．基础底面尺寸的计算首先按轴心荷载作用计算柱下独立基础边长，将计算所得的基底面积增大30%，计算公式为：计算基础及其上土的重力Gk时的基础埋深为：d=（1.5+1.4）/2=1.45；Fk=Nk=1268.11KN；由于在埋深范围内无地下水，hw=0。则由上式可得基础地面宽度为：=2.35m，取b=3.6m，l=2.4m。三．验算荷载偏心距e基底处的总竖向力：Nk+Gk=1268.11+20×2.4×3.6×1.45=1518.67kN基底处的总力矩：=42.97+26.21×1.25=94.08kN.m偏心距：e=/(Nk+Gk)=94.08÷1518.67=0.062m<3.6/6=0.60m，可以四．验算基底最大压力=(Nk+Gk)×(1+6e/b)/bl=1518.67×(1+6×0.062÷3.6)÷2.4÷3.6=193.93kN<1.2×308.2=369.84kN，可以五．基础承载力验算Pj=F/bl=1573.59÷(2.4×3.6)=182.13kN净偏心距: e0=/F=73.44÷1573.59=0.047基底最大和最小净反力设计值:Psmax=F(1+6e0/b)/bl=1573.59×(1+6×0.047÷3.6)÷2.4÷3.6=196.40kN<1.2×308.2=369.84kN,满足Psmin=F(1-6e0/b)/bl=1573.59×(1-6×0.047÷3.6)÷2.4÷3.6=167.87kN<1.2×308.2=369.84kN，满足第三节基础高度确定柱边截面：取h=1250mm,h0=1150mm,则bc+2h0=0.45+2×1.15=2.75m<3.6m,bc+2h0=0.45+2×1.15=2.75m>2.4即基础底面部分落在45。冲切破坏锥体底边以内，基础为刚性基础，需进行冲切验算。变阶处截面：b1+2h01=1.25+2×0.45=2.15m<3.6m,也需进行变阶面处冲切验算。因为at+2h0=1250+2×1150=3550mm>2400mm,所以应该按照公式Al=（b/2-bt/2-h0）l=(3.6/2-1.25/2-1.15)×2.4=0.06㎡Fl=psAl=182.13×0.06=10.93kNat=1.25m;因at+2h0=3550mm>2400mm,故取ab=l=2.4m,am=(1.25+2.4)/2=1.83m0.7·βhp·ft·am·h0=0.7×0.93×1.43×1830×1150=1959kN>Fl=10.93kN故基础高度满足要求第四节基础配筋计算:MⅠ=a12[(2l＋a")(pmax＋ps)＋(pmax－ps)·l]/12MⅡ=(l－a")2(2b＋b")(pmax＋pmin)/48Ⅰ-Ⅰ截面处弯矩设计值：MⅠ=0.62×[(2×2.4＋1.6)×(196.40＋183.24)＋(196.40－183.24)×2.4]/12=73.84kN.mⅡ-Ⅱ截面处弯矩设计值：MⅡ=(2.4-1.6)2×(2×3.6+2.4)×(196.40＋167.87)/48=77.71kN.mAs1=MⅠ/0.9fyh0=238mm2选用钢筋：1612,AS=1808mm2。 As2=MⅡ/0.9fyh0=250mm2选用钢筋：812@,AS=904mm2。第八章电算校核及分析第一节内力计算根据PKPM的电算结果所示，与手算结果进行比较，明显存在着一些偏差。用分层法计算的荷载弯矩图与电算进行比较，存在着一定的偏差，这主要是因为分层法不是很精确的一种算法，它假定结构无侧移，柱端假定为固端，这与实际情况有一定的误差，所以力矩分配出来的结果会有一定的偏差。活载计算时，用的也是力矩分配法，也存有上面的问题。用D值法计算地震荷载与电算结果相比较，同样也存在一定的偏差，但不大。这主要是因为D值法不是很精确的计算水平荷载作用下内力的方法，并且忽略了竖向地震作用。用反弯点法计算水平风荷载与电算比较有很大的偏差，但是对总的结果影响不大，因为建筑高度不到30米，风荷载相对较小。在笔算中，水平荷载作用的反弯点取的是柱的中点和1/3处点，故也会是计算结果与PKPM计算间出现误差。第二节内力组合由于本计算书中未考虑地震荷载，且是考虑的活荷载在满布荷载情况下的内力组合，所以内力组合的结果基本满足设计要求。但PKPM计算的组合形式种类多且全面，故计算结果见存在误差。第三节配筋问题手算的配筋结果与PKPM计算所得有一定差距，由于手算仅考虑一榀框架的受荷情况，忽略了结构的整体作用，是得手算结果偏大。在基础配筋的手算过程中尤其忽略上部结构对基础的作用，导致计算结果与电算有很大差别。'