多层学生公寓建筑结构设计-毕业设计计算书

'合肥工业大学毕业设计题目：多层学生公寓建筑结构设计学院名称：合肥工业大学继续教育学院专业（班级）：土木工程专业2013级学号：2013813352姓名：2015年04月II 目录1.工程概况12.框架结构布置及计算简图12.1结构平面布置12.2本工程的布置12.3梁柱尺寸22.4计算简图33.恒荷载内力计算43.1恒荷载计算43.2恒荷载作用下内力计算64.活荷载内力计算124.1活荷载计算124.2活荷载作用下内力计算135.地震荷载内力计算195.1地震荷载计算195.2水平地震荷载作用下的结构变形验算245.3地震荷载作用下的横向框架内力计算256.内力组合306.1梁的内力组合306.2柱的内力组合337梁、柱的截面设计367.1梁的配筋计算367.2柱的配筋计算398.基础设计计算448.1地基承载力设计值和基础材料448.2中柱下独立基础计算448.3边柱下独立基础计算4732 9.楼梯配筋计算509.1设计说明509.2梯段计算过程509.3梯段板计算结果519.4平台板计算529.5平台梁计算52致谢54参考文献5532 1.工程概况1、工程名称：多层学生公寓建筑结构设计；2、工程总面积：2925㎡，地上五层，底层层高3.9m，其余各层层高3.6m。3、结构形式：现浇整体框架。4、场地地质情况：a）地层特性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）a杂填土可塑黑灰色含少量碎砖1.0~1.385b粉质粘土可塑黄灰色含氧化铁0.90~1.1145c粘土硬塑褐黄色含氧化铁、铁锰结核9.0270d砂岩强风化坚硬棕红色含风化砂岩颗粒未钻穿380b）地下水上层滞水，主要分布于上部填土层中，水量中等，对砼无侵蚀性。c）建筑物位于合肥地区。拟建场地地面平坦。抗震设防烈度为7度，设计基本地震加速度值为0.10g，设计地震第一组，场地土类别为II类。d）拟建物建议其基础均全部埋置于粘土层中，其地基承载力特征值取270KPa，压缩模量取15Mpa。e）基础开挖时，严禁坑底土被水侵泡活曝晒。32 2.框架结构布置及计算简图2.1结构平面布置结构布置的一般原则：同一结构单元，宜使结构布置简单、规则和对称，结构的抗震刚度要求均匀，且宜使抗侧刚度中心与质量中心重合。1、满足使用要求，并尽可能与建筑平、立、剖面划分相一致。2、满足人防、消防要求，使水、暖、电各专业的布置能有效地进行。3、结构上应尽可能地简单、均匀、规则、对称，构件类型少。4、妥善处理温度，地基不均匀沉降及地震等因素对建筑的影响。5、尽可能施工简便，经济合理。6、柱网尺寸：主梁的经济跨度：6～7m7、承重方案：横向承重、纵向承重、横纵双向承重，本工程采用横纵双向承重方式。8、次梁的轴向布置：次梁的布置间距要使板满足经济跨度的要求，板的经济跨度为2.8～3.3m。9、主梁布置：主梁为纵横双向框架梁，梁轴线尽量通过柱的中心。10、次梁布置：（1）、墙下一定要布置次梁来承受墙的重量。（2）、选定承重方案，本工程的承重方案为横纵双向承重。（3）、选定次梁布置的主要方向。（4）、不同的楼层的次梁的走向、位置、数量应尽量统一。（5）、次梁布置将分隔板块，其布置应尽量使板的短边满足经济跨度的要求。2.2本工程的布置本工程中，根据提供的建筑施工图的要求，结合工程实际情况，布置柱子。根据实际情况本工程选定承重方案为纵横双向承重。梁、柱的平面布置图详见“结构平面布置图”。1、框架梁柱的布置根据本工程的建筑平面布置及要求，本工程横向刚度相对较小，采用横向框架承重，平面框架横梁沿房屋横向布置，可提高横向刚度，利于抵抗横向水平荷载，纵向框架内力很小，仅按构造要求布置莲系梁，结构受力均匀，布置简单、灵活，柱的布置按方案中的柱位要求进行。2、次梁和板的布置沿房屋纵向布置次梁及连系梁，将横向承重框架连结成空间骨架，加强房屋的整体刚度，且使现浇板的跨度在经济跨度之内。32 4、其它结构布置卫生间楼面及楼梯采用现浇方案，楼梯结构布置包括梯段板、梯段梁、平台、平台梁的布置。5、根据房屋总长、地质情况、抗震等要求，可不设变形缝。6、标准层楼面及屋面结构布置详见“结构布置平面图”。2.3梁柱尺寸1．梁高hb=(1/12~1/8)lb横向hb=(1/12~1/8)×8100=675~1013mm，取bb×hb=300mm×700mm；纵向hb=(1/12~1/18)×7800=650~433mm，取bb×hb=250mm×500mm；2．柱截面尺寸截面尺寸应满足柱轴压比的控制，目的保证柱有足够的延性。轴压比定义：式中：—轴压比限值，抗震设防烈度为7度，取；—初估柱截面面积—验算截面以上层数；—验算柱的负荷面积，可根据柱网尺寸确定；—混凝土轴心抗压强度设计值，C30混凝土；—结构单位面积上的竖向荷载设计值，依经验约为,取；—抗震设计中，柱的尺寸调整系数。，，取。32 2.4计算简图初步设计基础顶面离室外地面550mm，则底层层高为3.9+0.45+0.55=4.9m框架结构计算简图(其中E=3.0×104N/mm2)AB跨梁i=2E××0.30×0.73/8.1=3.56×10-3E上部各层柱i=E××0.5×0.53/3.6=3.00×10-3E底层柱i=E××0.5×0.53/4.9=2.81×10-3E将梁柱线刚度标于计算简图中32 梁柱线刚度图3.恒荷载内力计算计算轴号为轴,计算宽度为7.8m.3.1恒荷载计算1．屋面框架梁线荷载标准值30厚细石混凝土保护层SBS卷材防水层20厚水泥砂浆找平层240厚膨胀珍珠岩板20厚水泥砂浆找平层100厚钢筋混凝土楼板20厚石灰砂浆抹面屋面恒荷载标准值32 框架梁自重0.30×0.7×25=6.0kN/m框架梁粉刷2×(0.7-0.1)×0.02×17=0.48kN/m则作用于屋面框架梁上线荷载标准值为：g5AB1=6.48kN/mg5AB2=5.36×3.9=15.91kN/m2．楼面框架梁线荷载标准值20mm厚水泥砂浆找平0.02×20=0.46kN/m2钢筋混凝土预制楼板0.1×25=2.5kN/m220mm厚石灰砂浆抹底0.02×17=0.34kN/m2水磨石面层0.65kN/m2楼面恒荷载3.89kN/m2边框架梁自重及粉刷6.48kN/m中框架梁自重及粉刷4.85kN/m边跨填充墙自重0.24×3.6×18=15.55kN/m填充墙粉刷2×0.02×2×17=2.45kN/m则作用于楼面框架梁上线荷载标准值为：gAB1=6.48+15.55+2.45=24.48kN/mgBC1=4.85kN/mgAB2=3.89×3.9=15.17kN/m3．屋面框架节点集中荷载标准值纵向框架梁自重0.25×0.5×7.8×25=46.8kN纵向框架梁粉刷2×(0.6-0.1)×0.02×8.1×17=3.71kN纵向框架梁传来的屋面恒荷载2×(8.1/2)2×5.36=31.02kN次梁自重及粉刷0.5×0.25×25×8.1/2+2×0.02×(0.5-0.1)×8.1/2=10.67kN次梁传来的屋面恒荷载(1-2×0.272+0.273)×5.36×8.1×8.1/2=50.06kN1m高女儿墙自重及粉刷1×7.2×0.24×18+2×1×8.1×0.02×17=39kN则顶层边节点集中荷载为：G5A=181.46kN纵向框架梁自重及粉刷46.8+3.71=50.51kN纵向框架梁传来的屋面恒荷载31.02+(1-2×0.192+0.193)×5.36×8.1×3/2=75.64kN次梁自重、粉刷及传来的屋面恒荷载10.67+50.06=60.93kN则顶层中节点集中荷载为：G5B=187.08kN4．楼面框架节点集中荷载标准值纵向框架梁自重及粉刷51.51kN纵向框架梁传来的楼面恒荷载2×(8.1/2)2×3.89=29.44kN次梁自重及粉刷10.67kN次梁传来的楼面恒荷载(1-2×0.272+0.273)×3.89×8.1×3.6/2=47.73kN钢窗自重2×2.3×1.8×0.4=3.31kN32 墙体自重(3.6×7.8-2×2.3×1.8)×0.24×18=85.54kN墙面粉刷2×(3.6×7.8-2×2.3×1.8)×0.02×1.7=13.46kN框架柱自重0.5×0.5×3.6×25=32.4kN柱面粉刷4×0.552×0.02×17=0.62kN中间层边柱节点集中荷载为：GA=275.36kN纵向框架梁自重及粉刷50.51kN纵向框架梁传来的楼面恒荷载29.44+(1-2×0.192+0.1923)×3.89×8.1×3/2=71.98kN次梁粉刷、自重及传来的楼面恒荷载10.67+47.73=58.6kN木门自重2×1.0×2.6×0.2=1.04Kn墙体自重(3.6×7.8-2×1.0×2.6)×0.24×18=98.84kN墙面粉刷2×0.02×(0.25+0.5)×17=15.56kN框架柱自重及粉刷32.4+0.62=33.22kN中间层中柱节点集中荷载为：GB=329.75kN3.2恒荷载作用下内力计算1．荷载等效顶层边跨顶层中跨中间层边跨中间层中跨2．固端弯矩计算顶层边跨顶层中跨中间层边跨中间层中跨4．分层计算弯矩1）顶层分配系数计算如下32 内力计算过程如下（单位：kN∙m）1-41-22-12-52-30.4310.5690.4420.3350.223-88.0488.04-59.3837.9550.09→25.05-22.92←-45.84-34.74-23.139.8813.04→6.52-1.44←-2.88-2.19-1.450.620.62→0.41-0.18-0.14-0.0948.45-48.4571.12-37.07-34.052）中间层分配系数计算如下内力计算过程如下（单位：kN∙m）3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-163.04163.04-58.9848.1848.1864.88→32.44-30.67←-61.73-46.81-46.81-31.159.299.2912.29→6.15-1.02←-2.04-1.54-1.54-1.0332 0.310.310.40→0.20-0.07-0.05-0.05-0.0358.6858.68-117.36137.99-48.4-48.4-41.193）底层分配系数计算如下内力计算过程如下（单位：kN∙m）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-163.04163.04-58.9852.1750.0560.62→30.41-30.26←-60.51-45.75-47.78-30.439.689.2911.29→5.65-0.93←-1,85-1.40-1.47-0.930.300.290.34→0.17-0.06-0.04-0.04-0.0362.1559.63121.78136.85-47.19-49.29-40.374．不平衡弯矩分配计算过程见如下（单位：kN∙m），方框内为原不平衡弯矩不平衡弯矩调整之后即可得出恒荷载作用下框架弯矩图（单位：kN∙m，括号内为调幅后的弯矩值）。6．跨中弯矩计算32 M图（单位：kN∙m）7．剪力计算32 8．轴力计算框架结构的剪力图和轴力图如下（单位：kN）32 V图（单位：kN）N图（单位：kN）32 9．梁端柱边剪力与弯矩V(kN)M(kN∙m)60.19-65.3713.55-32.5848.10-21.82118.02-122.5014.02-76.4288.81-26.76118.07-122.4514.02-78.1689.64-26.23118.11-122.4114.02-77.6789.53-26.28117.77-121.3913.84-71.4481.37-28.154.活荷载内力计算4.1活荷载计算1．屋面框架梁线荷载标准值Q5AB=2.0×3.9=7.8kN/mQ5BC=2.0×3.9=7.8kN/m2．楼面框架梁线荷载标准值qAB=2.0×3.9=7.8kN/mqBC=2.0×3.9=7.8kN/m3．屋面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.92×2.0/2=13.89kN次梁传来的活荷载(1-2×0.3612+0.3613)×2.0×3.9×8.1/2=24.54kN则Q5A=39.75kN中节点：纵向框架梁传来的活荷载13.89+(1-2×0.3252+0.3253)×2.0×8.1×3/2=37.08kN32 则Q5D=37.08+24.54=61.62kN4．楼面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.92×2.0/2=13.89kN次梁传来的活荷载(1-2×0.3612+0.3613)×2.0×3.9×8.1/2=24.54kN则QA=39.75kN中节点：纵向框架梁传来的活荷载13.89+(1-2×0.3252+0.3253)×2.0×7.8×3/2=42.55kN则QD=42.55+24.54=67.09kN4.2活荷载作用下内力计算1．荷载等效顶层边跨顶层中跨中间层边跨中间层中跨3．固端弯矩计算顶层边跨顶层中跨中间层边跨中间层中跨4．分层计算弯矩1）顶层内力计算过程如下（单位：kN∙m）1-41-22-12-52-30.4310.5690.4420.3350.223-29.4629.46-12.8212.7014.36→8.38-7.74←-15.48-11.73-7.213.344.40→2.2032 -0.97-0.74-0.4916.04-16.0423.59-12.47-11.122）中间层内力计算过程见下页（单位：kN∙m）3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-29.4629.46-13.528.878.8711.72→5.86-5.27←-10.53-7.98-7.98-5.311.581.582.11→1.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-93）底层内力计算过程如下（单位：kN∙m）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-13.529.438.1410.99→5.50-5.16←-10.31-7.20-8.14-5.191.651.581.93→0.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.875．不平衡弯矩分配计算过程如下（单位：kN∙m），方框内为原不平衡弯矩左梁上柱下柱右梁1.221.983.48-1.98-1.83-2.750.615.352.692.29-4.16-2.420.623.48-3.51-1.02-2.751.1532 3.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.46不平衡弯矩调整之后即可得出活荷载作用下框架弯矩图，见下页（单位：kN∙m，括号内为调幅后的弯矩值）6．跨中弯矩计算因为楼面活载是按满布计算的，故跨中弯矩应乘以1.1进行放大。32 M图（单位：kN∙m）7．剪力计算各边跨段部剪力：8．轴力计算32 框架结构的剪力图和轴力图如下（单位：kN）V图（单位：kN）32 N图（单位：kN）9．梁端柱边剪力与弯矩V(kN)M(kN∙m)19.36-21.235.22-9.5114.72-7.6319.83-20.765.41-14.817.39-5.0519.79-20.65.41-14.1918.18-5.2519.80-20.795.41-13.3118.17-5.2619.83-20.75.37-13.1115.54-5.4032 5.地震荷载内力计算5.1地震荷载计算地震作用的计算即地震荷载的计算。按《建筑抗震设计规范》规定，本设计的结构底部总剪力(即总地震荷载)可以按公式FEK=α1·Geq来计算，其中α1=αmax·。1、产生地震荷载的建筑物总质量Geq的计算(1)、作用于房屋上的恒载标准值①、屋面荷载Σ=5.36KN/㎡②、楼面荷载Σ=3.89KN/㎡③、框架梁、柱重量a、700mm高横向框架梁0.3×0.7×25+(0.8×2+0.3)×0.02×20=5.85KN/mb、框架柱0.5×0.5×25+0.5×4×0.02×20=9.96KN/mc、门过梁0.25×0.1×25+(0.25×2+0.1)×0.02×20=0.70KN/m(2)、质点质量Gi的计算决定多层框架的地震荷载时，结构的计算简图可以认为是一多质点体系，产生地震荷载的建筑物重量集中于各层的楼盖处，各质点质量还应包括上下各半层范围内的恒载，50%的楼面等效均布活荷载。①、集中于屋盖平面处的质点质量G５屋面恒载5.36×59×14=3452.68KN700高横向框架梁5.85×(7.0-0.7/2-0.45/2)×20=758.175KN500高纵向框架梁5.85×(7.0-0.5)×8+5.85×（3-0.6）×1+5.85×(7.0-0.5)×8×2+5.85×（3-0.5）×2=957.1KN门过梁0.7×1×17=11.9KN1m高女儿墙0.24×1×(59+14)×2×19=665.76kN外墙0.24×(2.1-0.7)×[(59+14)×2-3-3]×19=893.76kN内墙0.24×(2.1-0.7)×[5×7+7×7+7-2+2+(7-1)×12+(4-1)]×19=1059.74kN柱9.96×2.1×10+5.78×2.1×20=451.92KN合计：=7553.64KN②、集中于四层顶盖处的质点质量G432 楼面活载（50%）0.5×5.0×59×14=2065KN楼面恒载59×14×3.89=3560.06KN700高横向框架梁758.17KN500高纵向框架梁957.10KN过梁11.9KN外墙0.24×(3.3-0.8)×[(59+14)×2-3-3]×19=2234.4kN内墙0.24×(3.3-0.8)×[5×7+7×7+7-2+2+(7-1)×12+(4-1)]×19=2649.36kN柱9.96×4.2×10+5.78×4.2×20=903.84KN合计:=13130.23KN③、集中于二、三层顶盖平面处的质点质量G2=G3=G4=13130.23KN④、集中于一层顶盖处的质点质量G1楼面活载2065KN楼面恒载3560.06KN屋面恒载5.36×59×7=1726.34700高横向框架梁5.85×(8.1-0.7/2-0.5/2)×30=1136.46KN500高纵向框架5.85×(8.1-0.5)×16+5.85×(3-0.5)×2+5.85×(8.1-0.5)×8×2+5.85×（3-0.5）×2=1270KN柱9.96×(2.1+2.55)×20+5.78×(2.1+2.55)×20=1463.82KN外墙0.24×2.1×[(59+14)×2-3-3]×19+0.24×(2.55-0.7)×[(59+21)×2-4×6-2×6-7]×19=2327.652KN设计时底层没有布置内隔墙，取底层内墙荷载为2.5kN/m2;则内墙荷载为2.5/2×59×21+0.24×(2.1-0.7)×[5×7+7×7+7-2+2+(7-1)×12+(4-1)]×19=2608.49合计：G1=16240.42KN整个建筑物的重力荷载代表值如下图所示：32 2、梁和柱刚度的计算本工程柱、梁的砼均采用C30，EC=3.0×107KN/m2。(1)、梁和柱的线刚度计算①、梁的线刚度计算在计算框架梁的惯性矩时，考虑梁为矩形截面。框架梁截面的折算惯性矩计算时，对于现浇整体式结构，中框架的折算系数为2，边框架的折算系数为1.5。类型截面积b×h跨度截面惯性矩中框架边框架IB=2I0iBIB=1.5I0iB700高0.3×0.78.18.575×10-316.15×10-37267512.86×10-357870注：表中iB=(KNm)②、柱的线刚度计算a、中柱（500×500mm）层次层高(m)截面积b×h(m2)截面惯性矩IC=bh3线刚度iC底层4.90.5×0.510.8×10-366706其余层3.60.5×0.510.8×10-381000注：表中iC=(KNm)b、边柱（500×500mm）32 层次层高(m)截面积b×h(m2)截面惯性矩IC=bh3线刚度iC底层4.90.5×0.53.42×10-321106其余层3.60.5×0.53.42×10-325628注：表中iC=(KNm)(2)、柱的侧移刚度D值的计算a、中柱(C柱)侧移刚度D值的计算层次截面(m2)层高(m)线刚度KαD=α·50.5×0.53.6810001.0540.3451901040.5×0.53.6810001.0540.3451901030.5×0.53.6810001.0540.3451901020.5×0.53.6810001.0540.3451901010.5×0.54.9667062.1790.64119727注：底层=，α=；非底层==4×42675/(2×81000)=1.054，α=b、边柱（A、D柱）侧移刚度D值的计算层次截面(m2)层高(m)线刚度KαD=α·50.5×0.53.6256282.8360.5861021640.5×0.53.6256282.8360.5861021630.5×0.53.6256282.8360.5861021620.5×0.53.6256282.8360.5861021610.5×0.54.9211063.4430.7247050注：底层=，α=；非底层=，α=(3)、各层柱侧移刚度之和(层间刚度)的计算层次C柱A、D柱∑D519010×8=15208010216×8×2=163456152080+163456+45844+36960=39834032 41520801634563983403152080163456398340215208011855×8×2=189680431464119727×8=1578167050×8+7829×8+7050×8=1754324111863、结构基本自振周期T1的计算层次各层重量(KN)总重量(KN)层间刚度∑DiΔui=∑um=∑Δui57553.647553.643983400.0190.418413130.2333814.13983400.0850.347313130.2333814.13983400.0850.347213130.2346944.334314640.1090.262116240.4263184.754111860.1540.154T1=1.7×ΨT×=1.7×0.6×=0.659(s)＞Tg=1.4×0.4=0.56(s)注：上式中，对于民用建筑取ΨT=0.6~0.8，本设计取ΨT=0.6；对于Ⅱ类场地土近震取特征周期值Tg=0.4(s)4、横向水平地震作用的计算本设计的建筑为7°近震，地震影响系数αmax=0.08，则相应于基本自振周期的α1值为：α1＝αmax·()0.9=0.08×()0.9=0.0510所以结构总水平地震作用值为：FEK=α1·Geq=0.0510×0.85×63184.75=2739.06KN因为T1＞1.4Tg，由于高振型影响，根据对大量结构的地震反应直接动力分析证明，计算时结构顶部的地震剪力偏小，故须进行调整。方法是将结构的总地震作用的一部分作为集中力，作用于结构顶部，再将余下的地震作用按倒三角形分配给各质点。对于多层钢筋砼房屋，顶部附加地震作用系数δn可以按照特征周期Tg及结构的基本周期T1来确定，当Tg=0.3~0.4s时，δn=0.08T1+0.01=0.08×0.659+0.01=0.0627故附加的集中水平地震作用为：32 ΔFn=δn×FEK=0.0627×2663.87=167.0KN则各质点分配的地震作用为：Fi=×FEK(1-δn)层次层高(m)高度(m)重量(KN)Fi=×FEK(1-δn)剪力Vi53.618.77553.640.212076544.4672711.467243.615.413130.230.215452546.32541436.54833.612.113130.230.227247583.4162059.80623.68.513130.230.156548401.9092461.71514.94.916240.420.106184272.60842734.3245.2水平地震荷载作用下的结构变形验算根据《建筑抗震设计规范》的要求，本结构须进行多遇地震作用下的抗震变形验算，要对结构的变形加以限制，使其层间弹性位移以及结构顶点位移不超过一定的限值。对于砌体填充墙的框架结构，其层间弹性位移限值为≤，其顶点弹性位移变形限值≤。本结构变形计算如下表所示：层次剪力Vi刚度Di层间位移ΔUi=iiDViihUDΣΔUi5711.46723983400.0017861/2351.5180.02301941436.5483983400.0035711/812.2260.02055632059.8063983400.0051711/812.2260.01752622461.7154314640.0057051/736.13270.01235512734.3244111860.006651/631.59350.00665由上表可知，结构层间相对位移ihiUD均小于32 ，故其层间弹性位移满足要求。结构的顶点位移为==≤，故也满足要求。5.3地震荷载作用下的横向框架内力计算由底部剪力法计算出来的每层的地震剪力，按照每榀框架的刚度比值分配到每榀框架上，而每榀框架的地震剪力按柱的刚度比值分配到每一根柱上，最后以反弯点法求结构的内力。现以KJ-3为例，其内力的计算如下：1、地震剪力的分配在每层结构中，KJ-5的地震剪力分配系数为：底层第二层其他层故地震剪力分配为：柱轴号A柱(C柱)B柱第五层=711.47×0.0990=70.44KNV=Vim××70.44=18.24KN×70.44=33.95KN第四层=1436.548×0.0990=125.36KNV=Vim×125.36=29.39KN×125.36=59.64KN第三层=2059.81×0.0990=203.92KN203.92=52.82KN203.92=52.82KN×234.36=108.45第二层=2461.72×0.0952=234.36KN32 ×234.36=67.63KN×234.36=67.63KN×276.99=131.17KN第一层=2734.32×0.1013=276.99KNV=Vim××276.99=52.06KN×276.99=153.65KN（2）框架内力用反弯点法列表计算，底层柱反弯点载1/3h处，其余载0.5h处。柱端弯矩层数柱∑F(KN)D(KNm)∑D(KNm)D/∑DV(KN)yhMc上(KNm)Mc下(KNm)五层柱A18.246.145×10-71.982×10-60.3102.910.53.66.116.11柱B33.958.132×10-71.982×100.3803.560.53.67.487.48柱C18.246.145×10-71.982×100.3102.910.53.66.116.11四层柱A29.396.145×10-71.982×10-60.3106.700.53.614.0714.07柱B59.648.132×10-71.982×100.3808.210.53.617.2417.24柱C29.396.145×10-71.982×100.3106.700.53.614.0714.07三层柱A52.826.145×10-71.982×10-60.31010.160.53.621.3321.33柱B108.458.132×10-71.982×100.38012.450.53.626.1526.15柱C52.826.145×10-71.982×100.31010.160.53.621.3321.33二层柱A67.636.145×10-71.982×10-60.31013.360.53.628.0528.0532 柱B131.178.132×10-71.982×100.38016.370.53.635.2835.28柱C67.636.145×10-71.982×100.31013.360.53.628.0528.05一层柱A52.064.924×10-715.499×10-70.31217.280.6294.934.5669.12柱B46.895.651×10-715.499×10-70.37719.830.5504.939.6679.32柱C153.654.924×10-715.499×10-70.31217.280.6294.934.5669.12由节点平衡条件求出各横梁梁端弯矩梁端弯矩层数A节点B节点C节点∑McMb右∑McMb左Mb右∑McMb左五层-6.116.11-7.484883.743.74-6.116.11四层-20.1820.18-24.728812.3612.36-20.1820.18三层-35.4035.40-43.393221.7021.70-35.4035.40二层-49.3949.39-60.533430.2730.27-49.3949.39一层-62.4462.44-74.045837.0237.02-62.4462.44备注：∑Mc=Mc上+Mc下，Mb左=-ib左/(ib左+ib右)∑Mc，Mb右=-ib左/(ib左+ib右)∑Mc，取梁和柱为脱离体，由平衡条件可求出梁端剪力和柱轴力。剪力以绕杆端顺时针转为正，反之为负；轴力以受压为正，反之为负。框架柱子计算由左风M图可得，梁剪力层数AB梁BC梁跨度l弯矩∑M剪力V跨度l弯矩∑M剪力V五层8.19.85-1.435.79.85-1.43四层8.132.54-4.725.732.54-4.72三层8.157.1-8.285.757.1-8.28二层8.179.66-11.545.779.66-11.54一层8.199.46-14.415.799.46-14.41由剪力可得柱轴力柱轴力32 层数A柱B柱C柱梁剪力和柱轴力梁剪力和柱轴力梁剪力和柱轴力5-1.43-1.43-1.43-1.43-1.431.434-4.72-4.72-4.72-4.72-4.726.143-8.28-8.28-8.28-8.28-8.2814.422-11.54-11.54-11.54-11.54-11.5425.961-14.41-14.41-14.41-14.41-14.4140.38注：左地震作用下框架内力与右地震作用的框架内力数值相等，符号相反。地震弯矩图32 地震剪力图地震轴力图32 6.内力组合6.1梁的内力组合在进行梁的内力组合时，每层的框架梁均取边跨左支座、边跨跨中、边跨右支座、中跨支座和中跨跨中五个截面来进行。在组合时，梁的弯矩以梁下部受拉为正，上部受拉为负；梁的剪力以使梁产生顺时针转动为正，反之为负。1、梁的弯矩、剪力组合（见下页）梁剪力设计值根据公式求得本结构为三级框架，=0.75，=1.1，各梁净跨=7.0-（0.6+0.45）/2=6.47m32 层次截面位置内力SGkSQkSwkSEk1.2SGk+1.4×0.9(SQk+Swk)rRE[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+1.4×0.7SQk1.2SGk+1.4SQkMmaxVbAM-19.47-8.503.5442.75-29.61-38.5320.33-63.03-34.61-35.2663.0390.15五层V56.015.77-1.05-12.7073.1675.8140.6265.3981.2775.2981.27AB跨中M146.1517.480.001.68197.40197.40141.04137.76214.43199.85214.43B左M-126.25-21.12-3.82-46.12-182.92-173.30-168.10-78.16-191.14-181.07191.14V-97.02-10.38-1.05-12.70-130.83-128.18-104.37-79.61-141.15-130.96141.15B右M-129.72-24.383.8246.12-181.43-191.20-82.75-172.69-199.01-189.80199.0178.02V127.0414.23-1.05-12.70169.05171.70108.36133.12185.45172.37185.45BC跨中M114.5510.210.001.68150.32150.32109.33106.05164.65151.75164.65CM-22.88-10.52-3.54-42.75-45.17-36.25-67.0116.36-41.20-42.1867.01V-75.30-9.04-1.05-12.70-103.07-100.43-84.22-59.46-110.51-103.02110.510.00AM-48.81-38.1612.20121.31-91.28-122.0357.18-179.38-103.29-112.00179.38176.97三层V107.1847.71-6.01-50.73181.16196.3068.47167.39191.45195.41196.30AB跨中M194.99135.290.004.91404.45404.45241.16231.58395.82423.39423.39B左M-170.14-123.41-20.62-172.66-385.65-333.68-377.00-40.32-350.63-376.94385.65V-152.39-75.09-6.01-50.73-285.05-269.91-220.40-121.48-279.31-287.99287.99B右M-174.94-138.5520.62172.66-358.52-410.48-51.45-388.14-371.95-403.90410.48163.39V159.73102.42-6.01-50.73313.15328.30140.38239.31316.01335.06335.0632 BC跨中M148.1388.780.004.91288.90288.90178.12167.94286.17301.33301.33CM-55.69-50.19-21.42-182.48-157.06-103.08-250.62105.21-124.37-137.09250.62V-123.14-63.93-6.01-50.73-235.89-220.75-189.06-90.13-228.89-237.27237.270.00AM-45.06-38.1041.58249.61-48.93-153.71185.94-300.80-98.18-106.57300.80207.93一层V106.6547.20-12.01-69.04172.32202.5849.91184.54190.23194.06202.58AB跨中M201.99139.310.007.99417.92417.92252.27236.69409.21437.42437.42B左M-165.65-121.01-42.52-233.64-404.83-297.68-431.3424.26-342.22-368.19431.34V-152.91-75.28-12.01-69.04-293.48-263.21-238.81-104.18-280.20-288.88293.48B右M-159.59-127.2842.52233.64-298.31-405.4626.89-428.71-340.18-369.70428.71172.43V150.74100.85-8.69-50.65297.01318.91131.66230.43302.33322.08322.08BC跨中M135.7597.690.0056.35285.99285.99221.08111.19279.00299.67299.67CM-89.14-71.80-18.30-120.94-220.49-174.38-230.455.38-190.70-207.49230.45V-132.13-65.50-8.69-50.65-252.04-230.14-197.78-99.01-242.57-250.26252.0432 6.2柱的内力组合6.2.1外柱的内力组合(A、C柱)在进行柱的内力组合，假定弯矩以使柱右侧受拉为正，使左侧受拉为负；剪力以使柱顺时针转动为正，反之为负；轴力以柱受压为正，受拉为负。1)横向框架A柱弯矩和轴力组合层次截面位置内力SGkSQkSwkSEk1.2SGk+1.4×0.9(SQk+Swk)rRE[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+1.4×0.7SQk1.2SGk+1.4SQkNMM轴压比1.1×∑Mb∑Mc剪力设计值54柱顶M-46.85-10.52-3.54-42.75-73.94-65.01-94.49-5.57-73.56-70.95-94.49-5.22-73.5649.05N205.4617.621.0512.70270.08267.43218.91192.49294.64271.22205.23192.49294.640.087126柱底M47.9324.12.833.8591.4184.3592.7822.3888.3291.2692.7820.9888.32N229.7417.621.0512.70299.21296.56242.21215.80327.41300.35299.21215.80327.410.0968173柱顶M-49.06-29.52-13.73-110.92-113.37-78.77-176.6254.09-95.16-100.20-176.6250.71-95.16275.687312.3192.90N845.03267.4610.4696.971364.221337.861040.46838.761402.901388.48975.43838.761402.900.414845柱底M50.2230.2313.73110.92115.6581.05178.08-52.6497.42102.59178.08-49.3597.42N869.31267.4610.4696.971393.351366.991063.76862.071435.671417.61997.28862.071435.670.4245361柱顶M-19.25-11.48-18.06-119.48-60.32-14.81-148.25100.27-37.24-39.17-148.2594-39.17253.4978349.4367.37N1493.71534.9422.71177.922495.092437.861875.771505.702540.752541.371758.531505.702541.370.751495柱底M9.636.1922.08146.0347.18-8.47164.09-139.6619.0720.22164.09-130.9319.07N1517.99534.9422.71177.922524.222466.991899.071529.002573.522570.501780.381529.002573.520.76100339 2）横向框架A柱剪力组合层次SGkSQkSwkSEk1.2SGk+1.4×0.9(SQk+Swk)rRE[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+1.4×0.7SQk1.2SGk+1.4SQkrRE[nvc(Mcb+Mct)/Hn]522.578.241.5118.2439.3735.5647.387.0738.5438.6241.69323.6414.236.5452.8254.5438.0689.74-27.0045.8648.2978.9615.663.467.8752.0621.071.2465.06-49.9911.0311.6457.263)横向框架A柱弯矩和轴力组合层次截面位置内力SGkSQkSwkSEk1.2SGk+1.4×0.9(SQk+Swk)rRE[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+1.4×0.7SQk1.2SGk+1.4SQkNMM轴压比1.1×∑Mb∑Mc剪力设计值5柱顶M37.748.50-3.54-42.7551.5460.46-4.1584.7759.2857.1984.77-4.1559.2869.3344.52N186.1715.35-1.05-12.70241.42244.07172.88199.30266.37244.89199.30172.88266.370.08柱底M-42.25-19.682.8033.85-71.97-79.02-14.80-85.21-76.32-78.25-85.21-14.80-76.32N210.4515.35-1.05-12.70270.55273.20196.19222.60299.15274.03222.60196.19299.150.093柱顶M44.5924.14-13.73-110.9266.62101.22-60.96169.7583.8587.30169.75-60.9683.85270.76298.5688.89N800.11232.41-10.46-96.971239.791266.15778.81980.511307.911285.51980.51778.811307.910.39柱底M-44.49-24.0913.73110.92-66.44-101.0461.08-169.63-83.67-87.11-169.6361.08-83.67N824.39232.41-10.46-96.971268.921295.28802.121003.821340.681314.641003.82802.121340.680.401柱顶M32.9917.93-20.05-108.1936.9287.44-71.62152.1762.1164.69152.17-71.6262.11330.88358.7666.81N1407.40449.48-31.74-231.752215.232295.221325.831807.872340.482318.151807.871325.832340.480.69柱底M-16.50-10.4224.52131.50-2.03-63.82115.92-157.60-32.49-34.39-157.60115.92-32.49N1436.88449.48-31.74-231.752250.612330.591354.131836.172380.282353.531836.171354.132380.280.7039 4）横向框架C柱剪力组合层次SGkSQkSwkSEk1.2SGk+1.4×0.9(SQk+Swk)rRE[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+1.4×0.7SQk1.2SGk+1.4SQkrRE[nvc(Mcb+Mct)/Hn]5-19.04-6.711.5118.24-29.40-33.21-2.69-43.00-32.28-32.24-37.843-21.21-11.486.5452.82-31.68-48.1630.88-85.86-39.88-41.52-75.551-9.70-5.568.7446.88-7.63-29.6639.07-64.53-18.54-19.42-56.796.2.2内柱的内力组合(B柱)1）横向框架B柱弯矩和轴力组合层次截面位置内力SGkSQkSwkSEk1.2SGk+1.4×0.9(SQk+Swk)rRE[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+1.4×0.7SQk1.2SGk+1.4SQkNMM轴压比1.1×∑Mb∑Mc调整后柱端弯矩剪力设计值5柱顶M14.683.25-7.63-92.2412.1031.32-80.28111.5823.0022.17111.58104.6123.0042.71N348.9738.080.000.00466.74466.74353.29353.29508.43472.08331.21353.29508.430.084569柱底M-6.71-7.3911.850.35-2.50-32.2342.38-62.35-16.30-18.40-62.35-58.46-16.3-63.10N390.8038.080.000.00516.94516.94393.45393.45564.90522.27368.86393.45564.900.0939623柱顶M4.128.9-24.81-226.04-15.1047.42-226.85243.3114.2817.40243.31228.117.4382.60375.58247.86109.48N1505.23586.680.000.002545.492545.491726.631726.632607.012627.631618.711726.632627.630.437064柱底M-4.08-9.2923.47186.7312.97-46.17185.82-202.58-14.61-17.90-202.58-189.91-17.9-206.78N1547.06586.680.000.002595.692595.691766.781766.782663.482677.821656.361766.782677.820.4454131柱顶M-4.78-2.55-18.54-239.52-32.3114.41-254.91243.29-8.95-9.31-254.91228.08-9.31498.26474.82255.30138.88N2652.723.7521.194615.734606.283112.553068.484691.644769.652918.023068.484769.650.79335439 1133.13柱底M2.391.6261.74429.4582.70-72.88449.70-443.564.815.14449.70-415.835.14N2694.551133.133.7521.194665.934656.483152.713108.634748.114819.842955.663108.634819.840.8017042）横向框架B柱剪力组合层次SGkSQkSwkSEk1.2SGk+1.4×0.9(SQk+Swk)rRE[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+1.4×0.7SQk1.2SGk+1.4SQkrRE[nvc(Mcb+Mct)/Hn]5-5.09-2.532.8133.95-5.76-12.8431.03-44.00-9.35-9.65-38.723-1.95-4.3312.3598.287.77-23.36104.40-112.80-6.88-8.40-99.2611.410.8222.01131.1730.46-25.01146.80-143.092.712.84-125.927梁、柱的截面设计7.1梁的配筋计算1、梁的正截面计算(1)、已知条件砼采用C30，fc=14.3N/mm2，纵向钢筋采用Ⅱ级，fY=300N/mm2，箍筋采用Ⅰ级，fY=210N/mm2。梁的截面尺寸为300×700，则h0=700-35=665mm，(2)、配筋计算39 梁的截面配筋计算采用表格进行。表1梁端截面配筋计算截面位置bhH0MfcftfyαsξγSAsAsminAsmaxξb配筋实配面积5层支座MAC30070066563.0314.31.433000.0280.0290.986320.575256429.50.550316603MBC300700665191.1414.31.433000.0860.0900.9551003.435256429.50.5504201256MCD300700665199.0114.31.433000.0900.0940.9531046.915256429.50.5504201256MAB30070066567.0114.31.433000.0300.0310.985341.115256429.50.5503166033层支座MAC300700665246.1414.31.433000.1110.1180.9411311.205256429.50.550220+2221388MBC300700665385.6514.31.433000.1740.1930.9042139.075256429.50.550422+2202199MCD300700665410.4814.31.433000.1850.2070.8972294.615256429.50.5505252454MAB300700665250.6214.31.433000.1130.1200.9401336.715256429.50.55042214071层支座MAC300700665300.8014.31.433000.1360.1460.9271626.935256429.50.550220+4181646MBC300700665431.3414.31.433000.1950.2190.8912427.385256429.50.5505252454MCD300700665428.7114.31.433000.1930.2170.8912410.515256429.50.5505252454MAB300700665230.4514.31.433000.1040.1100.9451222.435256429.50.5504201257表2梁跨中截面配筋计算39 bhH0l0hf"bf"fcftfyMa1×fc×bf"hf"(h0-hf"/2)T形截面类型αsξγSAsAsminAsmaxξb配筋实配面积5层MAB3007006657500100250014.31.43300214.43292293.745第一类0.0130.0130.9931081.935256429.50.5503221140MBC300700665750100250014.31.43300164.64832293.745第一类0.0100.0100.995829.475256429.50.550320942.47763层MAB3007006657500100250014.31.43300423.3942293.745第一类0.0260.0260.9872150.245256429.50.5507202199.114MBC3007006657500100250014.31.43300301.3282293.745第一类0.0180.0180.9911524.475256429.50.5505201570.7961层MAB3007006657500100250014.31.43300437.4222293.745第一类0.0270.0270.9872222.465256429.50.5506222280.796MBC3007006657500100250014.31.43300299.6662293.745第一类0.0180.0180.9911515.985256429.50.5506181526.8142．梁斜截面配筋计算表3梁斜截面配筋计算bhh0rRE×Vfcftfyv0.2βcfcbh0截面尺寸Asv/sρsv,minAcor构造要求Asv/sAsvs加密区实配箍筋ρv非加密区实配箍筋ρv5层MAB30070066590.1514.31.43210666.33满足<0按构造0.19%1625000.12148850.26544413.747948@1000.80%48@2000.40%MBC30070066578.0214.31.43210666.33满足<0按构造0.19%1625000.12148850.26544413.747948@1000.80%48@2000.40%3层MAB300700665191.2114.31.43210666.33满足0.3417570.19%16250050.26544147.079548@1000.80%48@2000.40%MBC300700665163.3914.31.43210666.33满足0.1823990.19%16250050.26544275.579348@1000.80%48@2000.40%1层MAB300700665207.9314.31.43210666.33满足0.4375280.19%16250050.26544114.88548@1000.80%48@2000.40%MBC300700665172.4314.31.43210666.33满足0.2341590.19%16250050.26544214.663548@1000.80%48@2000.40%39 7.2柱的配筋计算1、已知条件砼采用C30，fc=14.3N/mm2，纵向钢筋采用Ⅱ级，fY=300N/mm2，箍筋采用Ⅰ级，fYV=210N/mm2。柱的截面尺寸：边柱为500×500；中柱为500×500。则h01=500-35=465mm，h02=500-35=465mm。2、配筋计算柱的配筋采用对称截面配筋。柱的内力组合较复杂，一般取|M|max、Nmax、Nmin及相应的内力进行计算(1)、外柱的正截面配筋计算(A柱)39 层数组合方式M(KNm)N(KN)bhh0fcfyξ大小偏压xe0=M/Nea(mm)ei=e0+ea(mm)ei/h0ζ1l0(m)l0/hζ2η2aS"/h0e(e")(mm)AS=AS"(mm2)As,min实配钢筋面积(mm2)ρS(%)5柱顶|M|max-94.49205.2350050046514.30300.000.07大偏压27.31460.3920.00480.391.161.003500.009.331.001.050.17316.21569.26405.00416804.001.29%Nmax-73.56294.6450050046514.30300.000.09大偏压39.21249.6620.00269.660.651.003500.009.331.001.100.17105.48272.63405.00416804.001.29%Nmin-5.22192.4950050046514.30300.000.06大偏压25.6127.1220.0047.120.110.513500.009.331.001.280.17-129.80<0405.00416804.001.29%柱底|M|max92.78299.2150050046514.30300.000.10大偏压39.82310.1020.00330.100.801.003500.009.331.001.080.17165.92435.49405.00416804.001.29%Nmax88.32327.4150050046514.30300.000.10大偏压43.57269.7520.00289.750.701.003500.009.331.001.090.17125.57360.65405.00416804.001.29%Nmin20.98215.8050050046514.30300.000.07大偏压28.7297.2220.00117.220.280.963500.009.331.001.210.17-47.92<0405.00416804.001.29%3柱顶|M|max-176.62975.4350050046514.30300.000.31大偏压129.80181.0720.00201.070.481.003500.009.331.001.130.17416.90571.52405.00416804.001.29%Nmax-95.161402.9050050046514.30300.000.45大偏压186.6867.8320.0087.830.210.773500.009.331.001.230.17297.75<0405.00416804.001.29%Nmin50.71838.7650050046514.30300.000.27大偏压111.6160.4620.0080.460.190.723500.009.331.001.230.17289.14<0405.00416804.001.29%柱底|M|max178.08997.2850050046514.30300.000.32大偏压132.71178.5620.00198.560.481.003500.009.331.001.130.17414.39575.09405.00416804.001.29%Nmax97.421435.6750050046514.30300.000.46大偏压191.0467.8620.0087.860.210.773500.009.331.001.230.17297.78<0405.00416804.001.29%Nmin-49.35862.0750050046514.30300.000.28大偏压114.7157.2520.0077.250.190.703500.009.331.001.230.17285.39<0405.00416804.001.29%1柱顶|M|max-148.251758.5350050046514.30300.000.56小偏压233.6484.3020.00104.300.250.885200.0011.331.001.320.17327.76463.33405.00416804.001.29%Nmax-39.172541.3750050046514.30300.000.81小偏压320.1915.4120.0035.410.090.435200.0011.331.001.460.17241.8010.06405.00416804.001.29%Nmin94.001505.7050050046514.30300.000.48大偏压200.3662.4320.0082.430.200.745200.0011.331.001.340.17300.46<0405.00416804.001.29%柱底|M|max164.091780.3850050046514.30300.000.57小偏压235.7892.1620.00112.160.270.935200.0011.331.001.320.17338.16653.91405.00416804.001.29%Nmax19.072573.5250050046514.30300.000.83小偏压328.857.4120.0027.410.070.385200.0011.331.001.530.17231.81<0405.00416804.001.29%Nmin-130.931529.0050050046514.30300.000.49大偏压203.4685.6320.00105.630.250.895200.0011.331.001.320.17329.41216.50405.00416804.001.29%(2)、内柱的正截面配筋计算(B柱)层数组合方式M(KNm)N(KN)bhh0fcfyξ大小偏心xe0=M/Nea(mm)ei=e0+eaei/h0ζ1l0(m)l0/hζ2η2aS"/h0e(e")(mm)AS=AS"As,min实配钢筋面积(mm2)ρS(%)54 (mm)(mm)(mm2)(as=as")5柱顶|M|max111.58331.2150050046514.30300.000.06大偏压33.05336.8920.00356.890.631.003500.007.001.001.060.17111.67232.61720.004201257.001.11%Nmax23.00508.4350050046514.30300.000.09大偏压50.7445.2420.0065.240.120.513500.007.001.001.160.17-189.64<0720.004201257.001.11%Nmin104.61353.2950050046514.30300.000.06大偏压35.26296.1020.00316.100.561.003500.007.001.001.060.1770.88157.49720.004201257.001.11%柱底|M|max-63.10368.8650050046514.30300.000.07大偏压36.81171.0720.00191.070.341.003500.007.001.001.100.17-54.16<0720.004201257.001.11%Nmax-16.30564.9050050046514.30300.000.10大偏压56.3828.8520.0048.850.090.433500.007.001.001.180.17-208.17<0720.004201257.001.11%Nmin-58.46393.4550050046514.30300.000.07大偏压39.27148.5820.00168.580.301.013500.007.001.001.120.17-76.53<0720.004201257.001.11%3柱顶|M|max247.861618.7150050046514.30300.000.29大偏压161.55153.1220.00173.120.311.003500.007.001.001.110.17457.90<0720.004201257.001.11%Nmax17.402627.6350050046514.30300.000.46大偏压262.246.6220.0026.620.050.333500.007.001.001.240.17298.09<0720.004201257.001.11%Nmin228.101726.6350050046514.30300.000.30大偏压172.32132.1120.00152.110.270.933500.007.001.001.120.17435.44<0720.004201257.001.11%柱底|M|max-206.781656.3650050046514.30300.000.29大偏压165.31124.8420.00144.840.260.893500.007.001.001.120.17427.48<0720.004201257.001.11%Nmax-17.902677.8250050046514.30300.000.47大偏压267.256.6820.0026.680.050.333500.007.001.001.240.17298.16<0720.004201257.001.11%Nmin-189.911766.7850050046514.30300.000.31大偏压176.33107.4920.00127.490.230.813500.007.001.001.130.17408.49<0720.004201257.001.11%1柱顶|M|max255.302918.0250050046514.30300.000.52大偏压291.2287.4920.00107.490.190.715200.008.501.001.190.17393.30<0720.004201257.001.11%Nmax-9.314769.6550050046514.30300.000.84小偏压468.511.9520.0021.950.040.305200.008.501.001.400.17295.84<0720.004201257.001.11%Nmin228.083068.4850050046514.30300.000.54大偏压306.2474.3320.0094.330.170.655200.008.501.001.200.17378.31<0720.004201257.001.11%柱底|M|max449.702955.6650050046514.30300.000.52大偏压294.98152.1520.00172.150.301.005200.008.501.001.170.17466.31907.05720.004201257.001.11%Nmax5.144819.8450050046514.30300.000.85小偏压471.261.0720.0021.070.040.305200.008.501.001.420.17294.83<0720.004201257.001.11%Nmin-415.833108.6350050046514.30300.000.55大偏压310.24133.7720.00153.770.270.935200.008.501.001.180.17446.02706.67720.004201257.001.11%(3)、外柱的正截面配筋计算(C柱)54 层数组合方式M(KNm)N(KN)bhh0fcfyξ大小偏心xe0=M/N(mm)ea(mm)ei=e0+ea(mm)ei/h0ζ1l0(m)l0/hζ2η2aS"/h0e(e")(mm)AS=AS"(mm2)As,min实配钢筋面积(mm2)ρS(%)5柱顶|M|max84.77199.3050050046514.30300.000.06大偏压26.52425.3420.00445.341.071.003500.009.331.001.060.17281.16491.54405.00416804.001.29%Nmax59.28266.3750050046514.30300.000.09大偏压35.45222.5520.00242.550.581.003500.009.331.001.110.1778.37183.11405.00416804.001.29%Nmin-4.15172.8850050046514.30300.000.06大偏压23.0124.0020.0044.000.110.493500.009.331.001.290.17-133.44<0405.00416804.001.29%柱底|M|max-85.21222.6050050046514.30300.000.07大偏压29.62382.8020.00402.800.971.003500.009.331.001.060.17238.62465.93405.00416804.001.29%Nmax-76.32299.1550050046514.30300.000.10大偏压39.81255.1320.00275.130.661.003500.009.331.001.090.17110.95291.14405.00416804.001.29%Nmin-14.80196.1950050046514.30300.000.06大偏压26.1175.4420.0095.440.230.823500.009.331.001.220.17-73.36<0405.00416804.001.29%3柱顶|M|max169.75980.5150050046514.30300.000.31大偏压130.47173.1220.00193.120.471.003500.009.331.001.130.17408.95509.04405.00416804.001.29%Nmax83.851307.9150050046514.30300.000.42大偏压174.0464.1120.0084.110.200.753500.009.331.001.230.17293.40<0405.00416804.001.29%Nmin-60.96778.8150050046514.30300.000.25大偏压103.6378.2720.0098.270.240.843500.009.331.001.220.17309.95<0405.00416804.001.29%柱底|M|max-169.631003.8250050046514.30300.000.32大偏压133.58168.9820.00188.980.461.003500.009.331.001.140.17404.81498.34405.00416804.001.29%Nmax-83.671340.6850050046514.30300.000.43大偏压178.4062.4120.0082.410.200.743500.009.331.001.230.17291.42<0405.00416804.001.29%Nmin61.08802.1250050046514.30300.000.26大偏压106.7476.1520.0096.150.230.833500.009.331.001.220.17307.47<0405.00416804.001.29%1柱顶|M|max152.171807.8750050046514.30300.000.58小偏压239.2484.1720.00104.170.250.885200.0011.331.001.320.17328.19536.64405.00416804.001.29%Nmax62.112340.4850050046514.30300.000.75小偏压301.1426.5420.0046.540.110.505200.0011.331.001.410.17255.68<0405.00416804.001.29%Nmin-71.621325.8350050046514.30300.000.43大偏压176.4354.0220.0074.020.180.685200.0011.331.001.350.17289.97<0405.00416804.001.29%柱底|M|max-157.601836.1750050046514.30300.000.59小偏压242.0685.8320.00105.830.260.895200.0011.331.001.320.17329.66618.96405.00416804.001.29%Nmax-32.492380.2850050046514.30300.000.76小偏压312.8013.6520.0033.650.080.425200.0011.331.001.470.17239.60<0405.00416804.001.29%Nmin115.921354.1350050046514.30300.000.43大偏压180.1985.6020.00105.600.250.895200.0011.331.001.320.17329.3853.15405.00416804.001.29%（4）外柱的斜截面配筋计算（A柱）层数fcftbh0VrRE×V/(Bcfcbh0)McVcA0.3×fcbchcNcNfyvAsv/s轴压比λvρv,minAcorAsv/sAsvs加密区实配箍筋ρv非加密区实配箍筋ρv54 514.31.4350046549.050.01118.1155.7431014.525374.01374.01210<0,按构造配筋0.100.0600.48%1600000.2450.27210.6948@1001.01%48@2000.50%314.31.4350046592.900.03212.19105.5731014.5251246.601014.53210<0,按构造配筋0.420.0750.60%1600000.3050.27168.7848@1001.01%48@2000.56%114.31.4350046567.370.02197.0076.5531014.5252225.481014.53210<0,按构造配筋0.760.1421.13%1600000.5778.54138.91410@1001.43%410@2000.79%（5）内柱的斜截面配筋计算（B柱）层数fcftbh0VrRE×V/(Bcfcbh0)McVcA0.3×fcbchcNcNfyvAsv/s轴压比λvρv,minAcorAsv/sAsvs加密区实配箍筋ρv非加密区实配箍筋ρv514.31.4350046545.550.01139.4851.7631803.6461.0751803.60210<0,按构造配筋0.090.0600.48%3025000.3350.27153.2348@1000.73%48@2000.37%314.31.43500465114.380.02212.19132.702.831803.62070.451803.60210<0,按构造配筋0.450.0800.64%3025000.4450.27114.9248@1000.73%48@2000.43%114.31.43500465148.140.02197.00168.342.071803.63694.5751803.60210<0,按构造配筋0.800.1501.19%3025000.8278.5495.77410@901.14%410@2000.63%（6）外柱的斜截面配筋计算（C柱）层数fcftbh0VrRE×V/(Bcfcbh0)McVcMc/Vch0A0.3×fcbchcNcNfyvAsv/s轴压比λvρv,minAcorAsv/sAsvs加密区实配箍筋ρv非加密区实配箍筋ρv5414.31.4350046544.520.01106.5150.595.0731014.53278.25278.25210<0,按构造配筋0.090.060.48%1600000.2450.27210.6948@1001.01%48@2000.50%314.31.4350046588.890.02212.19101.015.0631014.531254.781014.53210<0,按构造配筋0.400.070.56%1600000.2850.27180.5948@1001.01%48@2000.50%114.31.4350046566.810.02197.0075.926.2531014.532295.211014.53210<0,按构造配筋0.700.131.03%1600000.5278.54151.94410@1001.43%410@2000.79%54 8.基础设计计算8.1地基承载力设计值和基础材料该工程框架层数不多，地基较均匀，且柱距较大，故选择独立柱基础。混凝土C30，fc=14.3N/mm2，ft=1.43N/mm2,采用HPB235级钢筋，fy=210N/mm2,垫层混凝土C10,厚100mm。假定基础高度为500＋300＋300=1100㎜,基础埋深d=1500㎜。地基承载力设计值f=180KN/㎡，地基承载力特征值修正，ηb=0.3,ηd=1.6。fa=fak＋ηbγ(b－3)＋ηdγo(d－0.5)=270＋1.6×20×(1.5－0.5)=302.0KN/m3γo为基础与其上填土的平均重度，γo=20KN/m3。8.2中柱下独立基础计算一、基础顶面以上荷载1、由柱传至基顶荷载第一组|Mmax|第二组Nmax第三组M、N都较大MNVMNVMNV-79.971675.84-26.97-56.171774.41-18.92-78.691716.73-25.982、由基础梁传至基顶的荷载基础梁上砌筑双面抹灰200厚砌块墙，墙上设置铝合金窗，按0.35KN/㎡计，则每个基础梁承受的由墙体传来并传至基础的重力荷载设计值：梁上墙重：3.9×[(0.55＋1.1＋0.8＋0.7)×(4.8－0.5)＋7.2×(4.8－0.7)]/2=83.977KN梁上窗重：0.35×(2.1×2.1＋0.9×1.2)/2=0.961KN梁上门重：0.2×1.0×2.4×2/2=0.480KN基础梁自重：25×[0.25×0.5×(5.1＋3.6)＋0.3×0.7×7.2]/2=32.494KNNw=117.911KNNw对基础底面中心的偏心矩ew=0.025m，相应的偏心弯矩设计值为Nw×ew=117.911×0.025=2.948KNm。二、确定基础底面尺寸基础底面面积先按轴心受压公式进行估算，由内力组合表知，基础顶面最大轴力，Nmax=1774.41+117.911=1892.321KN，则估计基础底面积为A=(1.2～1.4)×Nmax/(f－rd)=(1.2～1.4)×1892.321/(302－20×1.5)=10.711～12.496㎡54 按构造要求，取A=a×b=4.4×2.7=11.88㎡基础底面截面抵抗矩W=1/6ba2=1/6×2.7×4.42=8.712m3基础及基础底面积以上土重G=rAd=20×11.88×1.5=356.4KN三、计算基底内力基础高度H=500＋300＋300=1100㎜，Mbot=M+VH－Nw×ewNbot=N+Nw+G根据基础设计要求及柱截面内力组合结果，应按下述三组内力进行基础设计。基础底面反力计算基底内力和组别第一组|Mmax|第二组Nmax第三组M、N较大内力种类MNVMNVMNV数值-79.971675.84-26.97-56.171774.41-18.92-78.691716.73-25.98Mbot-112.585　　-79.930　　-110.216　　Nbot　2150.151　　2248.721　　2191.041　N+Nw　1793.751　　1892.321　　1834.641　Nbot/A　180.989　　189.286　　184.431　(N+Nw)/A　150.989　　159.286　　154.431　|Mbot|/W　12.923　　11.989　　16.532　Pmax=Nbot/A+|Mbot|/W　193.912　　201.275　　200.963　Pmin=Nbot/A-|Mbot|/W　168.066　　177.297　　167.899　Pnmax=(N+Nw)/A+|Mbot|/W　163.912　　171.275　　170.963　Pnmin=(N+Nw)/A-|Mbot|/W　138.066　　147.297　　137.899　由表可见，Pmax=201.275KN/㎡＜1.2fa=1.2×302=362.4KN/㎡Pmin=167.899KN/㎡＞0(Pmax＋Pmin)/2=(201.275＋167.899)/2=184.587KN/㎡＜f=302KN/㎡，且eo=Mbot/Nbot=112.585/2150.151=0.052m＜4.4/6=0.733m，可以。基础底面尺寸定为2.7×4.4=11.88㎡。四、基础高度验算采用台阶式独立柱基础，基础的抗冲切承载力应满足Fl≤0.7βhpftbmho，其中，βhp=(800/ho)1/4，bm=(bt＋bb)/2，冲切力近似按最大土壤净反力Pnmax计算，由表知，第二组荷载设计值作用下的净反力最大，即取Pn=Pnmax=171.275KN/㎡计算。Ⅰ-Ⅰ、Ⅱ-Ⅱ截面变阶处A=2.294㎡54 βhp=(800/ho)1/4=(800/1065)1/4=0.931bm=(bt＋bb)/2≈(0.4＋2.7)/2=1.55mFL=Pnmax×A=171.275×2.294=392.905KN＜0.7βhpftbmho=0.7×0.931×1.10×1550×1065=1183.373KN，可以。Ⅲ-Ⅲ、Ⅳ-Ⅳ截面变阶处B=1.794㎡βhp=(800/ho)1/4=(800/765)1/4=1.011bm=(bt＋bb)/2≈(0.9＋2.7)/2=1.8mFL=Pnmax×B=171.275×1.794=307.267KN＜0.7βhpftbmho=0.7×1.011×1.43×1800×765=1071.953KN，可以。五、底板配筋计算长边计算Ⅰ-Ⅰ和Ⅲ-Ⅲ截面，短边计算Ⅱ-Ⅱ和Ⅳ-Ⅳ截面。（1）Ⅰ-Ⅰ截面变阶处（沿长边）ho=1065㎜Pnmax=171.275KN/㎡，Pnmin=137.899KN/㎡。Pn=Pnmin＋2.45/4.4×(Pnmax－Pnmin)=137.899＋2.45/4.4×(168.582－114.900)=167.790KN/㎡PnⅠ=(Pnmax＋Pn)/2=(171.275＋167.790)/2=169.533KN/㎡MⅠ=PnⅠ(4.4－0.5)2×(2×2.7＋0.4)/24=169.533×(4.4－0.5)2×(2×2.7＋0.4)/24=623.161KNmAsⅠ=MⅠ/(0.9hoⅠfy)=623.161×106/(0.9×1065×210)=3096㎜2（2）Ⅲ-Ⅲ截面变阶处（沿长边）ho=765㎜Pn=Pnmin＋2.87/4.4×(Pnmax－Pnmin)=137.899＋2.87/4.4×(171.275－137.899)=159.669KN/㎡PnⅢ=(Pnmax＋Pn)/2=(171.275＋159.669)/2=165.472KN/㎡MⅢ=PnⅢ(4.4－1.34)2×(2×2.7＋0.9)/24=165.472×(4.4－1.34)2×(2×2.7＋0.9)/24=406.721KNmAsⅢ=MⅢ/(0.9hoⅠfy)=406.721×106/(0.9×765×210)=2813㎜2（3）Ⅱ-Ⅱ、Ⅳ-Ⅳ截面变阶处沿短边方向由于为轴心受压，其钢筋用量应按第二组荷载设计值作用下的平均土壤净反力进行计算。ho=1050㎜Pn=(N+Nw)/A=159.286KN/㎡MⅡ=Pn(2.7－0.4)2×(2×4.4＋0.5)/24=159.286×(2.7－0.4)2×(2×4.4＋0.5)/24=326.516KNm54 AsⅡ=MⅡ/(0.9hoⅠfy)=326.516×106/(0.9×1050×210)=1645㎜2ho=750㎜MⅣ=Pn(2.7－0.9)2×(2×4.4＋1.34)/24=159.286×(2.7－0.9)2×(2×4.4＋1.34)/24=218.047KNmAsⅣ=MⅣ/(0.9hoⅠfy)=218.047×106/(0.9×750×210)=1538㎜2钢筋选配：长边方向应以AsⅢ=3096㎜2选配钢筋，选用16Φ16，即Φ16@180,As=3128㎜2，短边方向应以AsⅡ=1645㎜2选配钢筋，选用23Φ10，即Φ10@200,As=1774㎜2，由于长边a＞3m，其钢筋长度可切断10%，若交错布置，钢筋可用同一编号。8.3边柱下独立基础计算一、基础顶面以上荷载1、由柱传至基顶荷载第一组|Mmax|第二组Nmax第三组M、N都较大MNVMNVMNV69.09975.9826.9945.621036.3519.6268.131008.8426.472、由基础梁传至基顶的荷载基础梁上砌筑双面抹灰200厚砌块墙，墙上设置铝合金窗，按0.35KN/㎡计，则每个基础梁承受的由墙体传来并传至基础的重力荷载设计值：梁上墙重：3.9×[(0.6＋0.65×2＋1.05×2)×(4.8－0.5)＋7.2×(4.8－0.7)]/2=91.104KN梁上窗重：0.35×1.5×2.1×3/2=1.654KN基础梁自重：25×[0.25×0.5×(5.1＋3.6)＋0.3×0.7×7.2]/2=32.494KNNw=125.252KNNw对基础底面中心的偏心矩ew=0.025m，相应的偏心弯矩设计值为Nw×ew=125.252×0.025=3.131KNm。二、确定基础底面尺寸基础底面面积先按轴心受压公式进行估算，由内力组合表知，基础顶面最大轴力，Nmax=1036.35+125.252=1161.602KN，则估计基础底面积为A=(1.2～1.4)×Nmax/(f－rd)=(1.2～1.4)×1161.602/(302－20×1.5)=6.575～7.671㎡按构造要求，取A=a×b=3.5×2.1=7.35㎡基础底面截面抵抗矩W=1/6ba2=1/6×2.1×3.52=4.288m3基础及基础底面积以上土重G=rAd=20×7.35×1.5=220.5KN54 三、确定基础底面内力基础高度H=500＋300＋300=1100㎜，Mbot=M+VH－Nw×ewNbot=N+Nw+G根据基础设计要求及柱截面内力组合结果，应按下述三组内力进行基础设计。基础底面反力计算基底内力和组别第一组|Mmax|第二组Nmax第三组M、N较大内力种类MNVMNVMNV数值69.09975.9826.9945.621036.3519.6268.131008.8426.47Mbot87.551　　58.185　　86.175　　Nbot　1321.732　　1382.102　　1354.592　N+Nw　1101.232　　1161.602　　1134.092　Nbot/A　179.827　　188.041　　184.298　(N+Nw)/A　149.827　　158.041　　154.298　|Mbot|/W　4.288　　13.569　　20.097　Pmax=Nbot/A+|Mbot|/W　184.115　　201.610　　204.395　Pmin=Nbot/A-|Mbot|/W　175.539　　174.472　　164.201　Pnmax=(N+Nw)/A+|Mbot|/W　154.115　　171.610　　174.395　Pnmin=(N+Nw)/A-|Mbot|/W　145.539　　144.472　　134.201　由表可见，Pmax=204.395KN/㎡＜1.2fa=1.2×302=362.4KN/㎡Pmin=164.201KN/㎡＞0(Pmax＋Pmin)/2=(204.395＋164.201)/2=184.298KN/㎡＜f=302KN/㎡，且eo=Mbot/Nbot=87.551/1321.732=0.066m＜3.5/6=0.583m，可以。基础底面尺寸定为2.1×3.5=7.35㎡。四、确定基础高度采用台阶式独立柱基础，基础的抗冲切承载力应满足Fl≤0.7βhpftbmho，其中，βhp=(800/ho)1/4，bm=(bt＋bb)/2，冲切力近似按最大土壤净反力Pnmax计算，由表知，第二组荷载设计值作用下的净反力最大，即取Pn=Pnmax=174.395KN/㎡计算。Ⅰ-Ⅰ、Ⅱ-Ⅱ截面变阶处A=0.842㎡（由CAD量得）βhp=(800/ho)1/4=(800/1065)1/4=0.931bm=(bt＋bb)/2=(0.4＋2.1)/2=1.25mFL=Pnmax×A=174.395×0.842=146.841KN＜0.7βhpftbmho=0.7×0.931×1.10×125054 ×1065=954.333KN，可以。Ⅲ-Ⅲ、Ⅳ-Ⅳ截面变阶处B=0.452㎡（由CAD量得）βhp=(800/ho)1/4=(800/765)1/4=1.011bm=(bt＋bb)/2=(0.9＋2.1)/2=1.5mFL=Pnmax×B=174.395×0.452=78.827KN＜0.7βhpftbmho=0.7×1.011×1.43×1500×765=893.294KN，可以。五、基底配筋计算包括沿长边和短边两个方向的配筋计算。（1）Ⅰ-Ⅰ截面变阶处（沿长边）ho=1065㎜Pnmax=174.395KN/㎡，Pnmin=134.201KN/㎡。Pn=Pnmin＋2/3.5×(Pnmax－Pnmax)=134.201＋2/3.5×(195.440－120.320)=177.127KN/㎡PnⅠ=(Pnmax＋Pn)/2=(174.395＋177.127)/2=175.761KN/㎡MⅠ=PnⅠ(3.5－0.5)2×(2×2.1＋0.4)/24=175.761×(3.5－0.5)2×(2×2.1＋0.4)/24=303.188KNmAsⅠ=MⅠ/(0.9hoⅠfy)=303.188×106/（0.9×1065×210）=1506㎜2（2）Ⅲ-Ⅲ截面变阶处ho=765㎜Pn=Pnmin＋2.42/3.5×(Pnmax－Pnmin)=134.201＋2.42/3.5×(174.395－134.201)=161.992KN/㎡PnⅢ=(Pnmax＋Pn)/2=(174.395＋161.992)/2=168.194KN/㎡MⅢ=PnⅢ(3.5－1.34)2×(2×2.1＋0.9)/24=168.194×(3.5－1.34)2×(2×2.1＋0.9)/24=166.754KNmAsⅢ=MⅢ/(0.9hoⅠfy)=166.754×106/(0.9×765×210)=1153㎜2（3）Ⅱ-Ⅱ、Ⅳ-Ⅳ截面变阶处沿短边方向由于为轴心受压，其钢筋用量应按第二组荷载设计值作用下的平均土壤净反力进行计算。ho=1050㎜Pn=(N+Nw)/A=158.041KN/㎡MⅡ=Pn(2.1－0.4)2×(2×3.5＋0.5)/24=158.041×(2.1－0.4)2×(2×3.5＋0.5)/24=142.731KNmAsⅡ=MⅡ/(0.9hoⅠfy)=142.731×106/(0.9×1050×210)=719㎜2ho=750㎜MⅣ=Pn(2.1－0.9)2×(2×3.5＋1.34)/2454 =158.041×(2.1－0.9)2×(2×3.5＋1.34)/24=79.084KNmAsⅣ=MⅣ/(0.9hoⅠfy)=79.084×106/(0.9×750×210)=558㎜2钢筋选配：长边方向应以AsⅠ=1506㎜2选配钢筋，选用11Φ14，即Φ14@200,As=1708㎜2，短边方向应以AsⅢ=719㎜2选配钢筋，选用18Φ10，即Φ10@200,As=1421㎜2，由于长边a＞3m，其钢筋长度可切断10%，若交错布置，钢筋可用同一编号。9.楼梯配筋计算9.1设计说明1、楼梯踏步尺寸150mm×300mm，采用混凝土强度等级C30，钢筋Ⅲ级，楼梯上均布活荷载标准值q=2.5KN/m2,面层荷载：q0=1.70kN/m22、几何参数：楼梯净跨:L1=3900mm楼梯高度:H=1950mm梯板厚:t=120mm踏步数:n=13(阶)上平台楼梯梁宽度:b1=200mm，下平台楼梯梁宽度:b2=200mm3、材料信息：混凝土强度等级:C30fc=14.30N/mm2ft=1.43N/mm2Rc=25.0kN/m3钢筋强度等级:HRB335fy=300.00N/mm2抹灰厚度：c=20.0mm梯段板纵筋合力点至近边距离：as=20mm9.2梯段计算过程踏步高度：h=0.150m踏步宽度：b=0.300m计算跨度：L0=L1＋(b1＋b2)/2=3.90＋(0.20＋0.20)/2=4.10m梯段板与水平方向夹角余弦值：cosα=0.8782、荷载计算(取B=1m宽板带)：(1)梯段板：面层：g=(B＋B×h/b)q0=(1＋1×0.15/0.30)×1.7054 =2.55kN/m自重：g=Rc×B×(t/cosα＋h/2)=25×1×(0.10/0.878＋0.30/2)=4.72kN/m抹灰：g=RS×B×c/cosα=20×1×0.02/0.878=0.46kN/m恒荷标准值：2.55＋4.72＋0.46=7.73kN/m恒荷控制：1.35gk＋1.4×0.7×B×q=1.35×7.73＋1.4×0.7×1×2.50=12.89kN/m活荷控制：1.2gk＋1.4×B×q=1.2×7.73＋1.4×1×2.50=12.78kN/m荷载设计值取两者较大值　12.78kN/m3、正截面受弯承载力计算：纵筋计算面积M=pl02/10=12.78×3.902/10=16.11kN·mH0=t1-20=100-20=80mmas=M/fcBh02=16.11×106/14.3×1000×802=0.176mm2ξ=1-(1-2as)1/2=0.195As==0.195×1.0×14.3×1000×80/300=619.67mm2支座负筋计算面积M=-pl02/20=-12.78×3.902/20=-8.05kN·mas=M/fcBh02=8.05×106/14.3×1000×802=0.088mm2ξ=1-(1-2as)1/2=0.092As==0.092×1.0×14.3×1000×80/300=292.36mm29.3梯段板计算结果(为每米宽板带的配筋)1．1号钢筋计算结果(跨中)计算面积As:619.67mm2采用方案：Φ10@100实配面积：785mm22．2/3号钢筋计算结果(支座)54 计算面积As":292.36mm2采用方案：Φ10@200实配面积：393mm23．4号分布钢筋采用采用方案：Φ10@200实配面积：393mm29.4平台板计算设平台板厚h=100mm。1、荷载计算：平台板荷载取楼面荷载3.47kN/m2,活载取2.5kN/m2，取1m宽板带计算。g=3.47kN/m,q=2.5kN/m基本组合的总荷载设计值p=3.47×1.2+1.4×2.5=7.664KN/m2、截面设计：板的计算跨度L0=1.75-0.20/2+0.20/2=1.80m弯矩设计值:　M=pl02/10=7.664×1.802/10=2.78kN·mh0=100-20=80mmas=M/fcBh02=2.78×106/14.3×1000×802=0.027mm2ξ=1-(1-2as)1/2=0.027As==0.027×1.0×14.3×1000×80/300=85.8mm2配筋率ρ＝As/(b×h0)＝85.8/(1000×80)＝0.11%　最小配筋率ρmin＝Max{0.20%,0.45ft/fy}＝Max{0.20%,0.18%}＝0.20%实际配筋：As,min＝b×h×ρmin＝200mm2　采用方案：Φ10@200　实配面积：393mm29.5平台梁计算设平台梁截面b=200mmh=400mm1、荷载计算：平台梁的恒载：梁自重：0.20×（0.40-0.12）×25＝1.56kN/m梁侧粉刷:0.02×（0.40-0.12）×2×17=0.17kN/m平台板传来:3.47×1.75/2＝3.13kN/m梯段板传来：7.73×3.9/2＝12.76kN/m　　　　　　　　　　　　　　54 恒载合计：15.89KN/m活载2.5×3.9＋2.5×1.75/2＝6.38kN/m荷载分项系数rG=1.2rQ=1.4基本组合的总荷载设计值p=15.89×1.2+6.38×1.4=28.00KN/m2、截面设计：计算跨度L0=1.05ln=1.05×（7.2-0.2）=7.35m内力设计值M=pl02/8=28.00×7.352/8=128.11kN·mV=pLn/2=28.00×（7.35-0.20）/2=80.64KN截面按倒L形计算，bf=b+5hf=200+5×100=700mmh0=300-35=265mm经计算属第一类T形截面。计算得；as=M/fcBh02=128.11×106/14.3×1000×3652=0.090mm2ξ=1-(1-2as)1/2=0.094ξ=0.094≤ξb=0.518　As=ξα1fcbh0/fy=0.094×1.0×14.3×700×365/300=882mm2Ρ=As/(b×h0)=815/(700×265)=0.34%　选320,实有As=941mm2斜截面受剪承载力计算，0.20βcfcbh0=0.20×1.0×14.3×200×265=225.23kN>γREV=60.48kN故截面尺寸满足要求。Asv＝(γREV-0.42ftbh0)×s/(1.25fyvh0)　＝(60.48×103-0.42×1.43×200×365)×200/(1.25×210×365)＝32mm2　按构造要求：　箍筋最小直径Dmin＝6mm，箍筋最大间距Smax＝200mm　最小配箍面积Asv,min＝(0.24×ft/fyv)×b×s＝82mm2　取箍筋2Φ8@200,Asv＝101mm54 致谢历经两个多月的时间，我完成了毕业设计。在设计过程中，我遇到了很多在学校和课堂上没有遇到过的问题，经过指导老师的悉心教导、同学和其他同事的帮助，许多问题都顺利得以解决。在这过程当中，我学到了很多在学校里和书本上没有学到的东西，知识面得到极大的拓展，实际动手操作能力有了质的提高，对结构设计的整个流程有了较全面的认识，实践知识的掌握将对我将来的学习和工作产生重要的影响，同时也为我将来的工作打下了坚实的基础。在此，我真诚的感谢我们的指导老师的热心指导，为我提供了宝贵的意见和建议，并对帮助过我的所有同事和同学表示衷心的感谢！参考文献（1）高层建筑结构方案优选，中国建筑工业出版社（2）高层建筑结构设计，清华大学出版社（3）钢筋混凝土结构构造手册，中国建筑工业出版社（4）混凝土结构设计规范（GB50010-2010）（5）建筑结构荷载规范（GB50009-2010）（6）建筑抗震设计规范（GB50011-2010）（7）建筑地基基础设计规范（GB50007-2010）（8）建筑施工手册（上、中、下），中国建筑工业出版社（10）建筑工程施工组织设计实例应用手册，中国建筑工业出版社54'