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'1引言本工程是10层框架—剪力墙结构体系，设计此结构体系力求平面结构布置对称，剪力墙布置均匀落地。在设计过程中，框架梁、柱和剪力墙的布置充分考虑了建筑物的使用功能和结构的合理性，既可以满足空间的灵活布置，同时考虑框架和剪力墙同时承受竖向荷载和侧向力的作用，可以满足抵抗水平和竖向荷载。针对框架结构易于形成较大的自由灵活的空间，以满足不同建筑功能的要求，及剪力墙可提供很大的抗侧刚度，以减少结构在风荷载和侧向地震荷载作用下的侧向位移，有利于提高结构的抗震能力。因此，框架—剪力墙结构具有很广泛的使用范围，在旅馆、办公楼等公共建筑中得到广泛的应用。框架—剪力墙结构应用于高层建筑非常广泛，针对以上的毕业设计题目及框剪结构的特点，作为土木专业的我，选择了框剪结构目的是将四年所学的知识总结与应用于此框-剪结构设计，设计过程分为建筑部分与结构部分，每一大部分都根据规范来设计，同时灵活地根据实际情况来设计。设计的收获是不但能将框架结构于剪力墙结构掌握好及两者之间的联系，同时为今后学习其他结构的知识打下了牢固的基础，为今后的工作必定有非常大的帮助。第63页共190页
2建筑设计1）、总平面设计拟建豪华公寓位于广州某地区，坐北朝南，主导风向为西南风。拟建豪华公寓处主干道，交通方便；同时有其他几栋拟建公寓，形成建筑群；周围有一定的现代建筑物及商业区，考虑周围环境，与周围环境相协调，城市管网供水供电。建成后的公寓将有完善的配套设施、运动场所以及一定的绿化面积，满足建筑各项技术。2）、平面设计设计思路是从建筑功能上出发，从总体布局到局部的原则去把握整个设计。建筑平面是表示建筑物在水平方向各部分组合关系以及各部分房间的具体设计。a、平面组合采用对称式组合，满足住宅的设计要求，形成一梯（两电梯）4户，公寓内部为套间式。走廊的宽度采用1.2m。防烟楼梯、电梯遵照《高层民用建筑设计防火规范》的要求，合用消防前室面积采用3.8*6＝22.8m2>,满足要求。b、交通组织及防火设计，本建筑总高度为35.4m<50m,建筑类别为二类高层建筑，每层的建筑面积〈1000m2。耐火等级二类高层建筑耐火等级为二类。防火分区根据规范二类建筑每个防火区的最大建筑面积为1500m2，满足要求。本设计将建筑在平面上将楼梯同套间分开，用防火墙或防火门隔开，竖向上用钢筋混凝土楼板和防火门分隔。防火区设置疏散楼梯一个，设置防火门及楼梯前室，前室面积为22.8m2〉6m2，满足要求，其他尺寸根据防火要求均满足，具体尺寸参照平面图。c、柱网的布置。按照每间公寓的布置以及走廊的布置确定，开间为4.2m+4.5m，横向的开间为5.4m+1.2m+3.3m。柱网的布置做到整齐划一、对称，以利于构件的统一化。该高层二至十层均为豪华公寓，一层为停车场。3)、剖面设计剖面设计目的是确定建筑物竖向各空间的组合关系、空间的形状和尺寸、建筑层数等。第63页共190页
考虑结构的统一、功能的要求，以及施工的方便，建筑层高均为3m，室内外高差为0.52m，电梯机房的空间高度及其相对高程应根据所选电梯型号的说明书确定，取顶层高为4.2m。门窗的高度满足《高规》的要求，门的高度均为2.1m，窗台的高度取0.9m。本建筑的基础拟做桩基础。4)、立面设计立面设计目的是在紧密结合平面、剖面的内部空间组合、外部环境及在满足建筑使用要求和技术经济条件下，运用建筑造型和立面构图的规律进行的。5)、建筑构造设计建筑构造设计是建筑设计的重要组成部分，是建筑平、立、剖设计的继续和深入，也是结构设计和建筑施工的重要依据。外墙：高层建筑结构多为框架和剪力墙承重，外墙只起围护的作用。各种轻质砌块（蒸压粉煤灰加气混凝土砌块，240mm）——目的：轻质、保温、隔热。外侧加砌瓷砖墙面——目的：为避免墙体受水，影响墙体隔热、保温性能。内墙：（除剪力墙外）根据使用要求，楼梯间、防烟前室、电梯间墙应又足够的防火性能；宿舍墙具有必要的隔声性能；卫生局应有放水防潮性能等。初选：蒸压粉煤灰加气混凝土砌块（240mm）；轻质内隔墙：蒸压粉煤灰加气混凝土砌块（100mm）。高层建筑女儿墙一般为较高（1.2m），为了保证其稳定，需在上端设钢筋混凝土圈梁且与主体结构有可靠的拉结。楼梯的设计也要满足《高层民用建筑设计防火规范》的要求，采用。楼梯的宽度、平台梁的跨度也满足要求。以下表2-1为建筑构造的用法：建筑装修做法表2-1地面做法屋面做法停车场做法轻质隔热板水磨石面层40mm厚C20级细石混凝土防水层：内配双向φ6@200钢筋网3~4厚水泥胶结合层纵横每6米分缝，分缝处用防水油膏填缝第63页共190页
20mm厚1：2.5水泥砂浆10mm厚纸筋灰隔离层100mm厚C15混凝土垫层20mm厚1：3水泥砂浆找平大厅做法120mm厚钢筋混凝土板大理石面层15mm厚混合水泥石灰浆粉刷3~4厚水泥胶结合层墙面装修做法20mm厚1：2.5水泥砂浆外围护墙做法100mm厚C15混凝土垫层75*75外墙面瓷砖（聚合物水泥浆沟缝）标准层做法5mm厚聚合物水泥砂浆粘贴面层（瓷砖）20mm厚聚合物水泥砂浆找平20mm厚1：2水泥砂浆找平扫聚合物水泥浆一道素水泥浆结合层一道内墙1做法100mm厚钢筋混凝土楼板混合砂浆批档：用于所有房间、客厅、梯间1200mm以上墙面`15mm厚混合水泥石灰浆粉刷15mm厚1：1：6水泥砂浆打底卫生间、厨房、阳台做法5mm厚1：1：3水泥沙浆过面面层（玻化面砖）扫乳胶漆一道15mm1:2水泥砂浆保护层内墙2做法2mm厚水泥基防水涂料耐磨抛光砖：用于候梯厅，梯间1200以下墙面20mm1：2水泥砂浆找平15mm厚1：1.25水泥砂浆胶合层素水泥浆结合层一道300*300mm耐磨抛光砖面，纯白水泥浆擦缝100mm厚钢筋混凝土楼板内墙3做法15mm厚混合水泥石灰浆粉刷瓷砖面（用于厨房、卫生间）楼梯间做法15mm厚1：1.25水泥砂浆打底、纯水泥磨平楼梯耐磨专用地砖（素白水泥浆擦缝）3~4mm厚水泥胶结合层3~4厚水泥胶结合层5mm厚彩花瓷片白水泥擦缝20mm厚1：2.5水泥砂浆找平层 100mm厚钢筋混凝土楼板门窗做法15mm厚混合水泥石灰浆粉刷采用铝合金窗、木门、铝合门说明：外围护墙、分户墙采用180墙，隔墙采用120墙第63页共190页
3结构设计基本资料1）、工程名称：10层豪华公寓。2）、建设地点：广州某地区。3）、工程概况：总建筑高度为35.4m,共10层，每层层高3.0m，室内外高差0.52m。4）、主导风向：全年为西北风，夏季西南风，基本风压为W0=0.5KN/m2。5）、雨雪条件：无。6）、地震条件：该工程所在地区抗震设防烈度为7度，场地土为Ⅱ类土，设计地震分组为第一组。7）、材料选用：8）、地质报告：根据广州市城市规划勘测设计研究院提供的《广州某豪华公寓岩土工程勘察报告》的工程地质资料。混凝土：全部采用C30钢筋：纵向受力钢筋采用热轧HRB300，其余采用热轧钢筋HPB235。墙体：外墙、分户墙采用180墙、隔墙采用120墙，具体构造要求参照表2-1门、窗：铝合门窗、木门。9）、设计年限：50年。4结构选型与布置经过对该建筑的建筑高度、建筑造型、抗震要求等因素综合考虑后，采用钢筋混凝土框架-剪力墙结构。第63页共190页
结构体系选型：采用钢筋混凝土现浇框架-剪力墙结构，平面布置如图3-1所示：图3-1标准层结构平面布置1)、屋面结构：采用现浇钢筋混凝土肋形屋盖，刚性屋面。2)、楼面结构：全部采用现浇钢筋混凝土肋形楼盖。3)、楼梯结构：采用现浇钢筋混凝土板式楼梯。4)、电梯间：采用剪力墙结构。结构布置：柱采用小柱网，小开间布置，满足住宅功能及其布置。3结构基本截面尺寸估算及截面几何特征第63页共190页
5.1结构基本截面尺寸估算5.1.1框架柱截面尺寸估算1）、中柱广州地震烈度为7度、框剪结构、结构总高度为35.4m<60m。查的抗震等级框架三级，剪力墙二级。按以上查规范得：首层中柱楼层数为N=10，取按最大负荷面积：则柱估算的面积为：取：第六层：取：2）、分析C、D轴上的中柱虽然层高N=11，但由于10层以下都是属于剪力墙端柱，并且剪力墙可以当成长柱来承担楼面负荷面积，所以C、D轴上的中柱必定比以上的小，考虑柱的尺寸不能太小，取。3）、首层边柱按最大负荷面积第63页共190页
取：第六层：取：综上得出：1~5层：取6~11层：取5.1.1框架梁截面尺寸估算1）、横向框架梁按经验公式估算：最大计算跨度：梁截面高度：梁宽度：取：按简支梁荷载估算：按简支梁荷载时：选用HRB335级，混凝土C3080%，为方便计算，反弯点高度取倒三角形荷载的反弯点高度比。根据梁柱线刚度比，总层数n进行计算，由《高层建筑结构设计规范》依次查出。列表如下6-11进行计算：风荷载作用下反弯点高度系数计算表6-11层号101.154110.408000.40891.1541110.450000.450第63页共190页
81.1541110.4580000.45871.1541110.50000.50061.1541110.50000.50050.7581110.4790000.47940.7581110.50000.50030.7581110.50000.50020.758111.40.5210000.52111.06110.7140.647000.647a)4轴A/F框架柱，梁端弯矩计算，列表6-12如下计算4轴A/F框架柱，梁端弯矩计算表6-12层次 A/F轴右框架梁 10 上2.3720.3831.4641.464下0.9092.2799 上2.4010.4291.371下1.0302.3758 上2.4640.4541.345下1.1192.4367 上2.5280.4791.317下1.2112.5476 上2.5630.4791.336下1.2282.5565 上2.4830.4651.328下1.1552.4004 上2.3720.4751.245下1.1272.1983 上2.1420.5001.071下1.0711.9322 上1.7610.5110.861下0.9001.3491 上1.2720.6470.449下0.823 第63页共190页
1)连梁内力分配（与剪力墙相连的一端）连梁内力的分配（查EXECL表格）,所采用的公式如下：KL4-1、KL4-2连梁计算如下KL4-1、KL4-2连梁计算如表6－13、6-14所示。第63页共190页
KL4-1连梁端内力计算表6-13层号标高(M)L0(M)1031.23898.85120.829217.666.753010.1185.1636.8841.4641.617928.23898.85122.289217.666.833320.4815.16313.9352.2793.140825.23898.85125.493217.667.013321.0185.16314.3002.3753.230722.23898.85128.778217.667.193321.5685.16314.6752.4363.314619.23898.85130.573217.667.293321.8685.16314.8792.5473.375516.23898.85129.348217.667.223321.6635.21214.8612.5563.342413.23898.85123.559217.666.903320.6945.21214.1962.4003.184310.23898.85111.600217.666.233318.6915.21212.8222.1982.88227.23898.8591.744217.665.123315.3655.21210.5411.9322.39314.23898.8562.094217.663.474.2312.4795.2128.5611.3491.901第63页共190页
KL4-1连梁端内力计算表6-13`标高(M)L0(M)1031.23898.850120.829230.2257.135010.70210.7025.7755.8222.016928.23898.850122.289230.2257.2213321.66321.6635.77511.7854.081825.23898.850125.493230.2257.4103322.23122.2315.77512.0944.188722.23898.850128.778230.2257.6043322.81322.8135.77512.4104.298619.23898.850130.573230.2257.7103323.13123.1315.77512.5834.358516.23898.850129.348230.2257.6383322.91422.9145.82412.5804.320413.23898.850123.559230.2257.2963321.88821.8885.82412.0174.127310.23898.850111.600230.2256.5903319.77019.7705.82410.8543.72727.23898.85091.744230.2255.4173316.25216.2525.8248.9233.06414.23898.85062.094230.2253.6674.2313.20013.2005.8247.2472.489第63页共190页
1)4轴W3剪力墙的弯矩和剪力计算。分配原则如所示：W3为整体截面剪力墙，由于两端有连梁与其相连，这对第片剪力墙第层楼盖上、下方的剪力墙截面弯矩按下试进行：式中，为第层第根连梁1端（与剪力墙相连端）在剪力墙轴线处的集中约束弯矩，数据参考附表6-1。具体计算如表6-15。横向水平荷载作用下的内力图见附图6-1、6-2、6-3。所作出的内力图为左风作用下的，右风作用下的内力同左风相同，方向相反，内力图略。第63页共190页
4轴单片W3剪力墙分配(考虑与连梁端的影响） 表6－15层次 101090.3150.000-44.51095.9400.0880.0006.88410.7023717.587-3.91791090.315-367.38241.33595.9400.088-32.32713.93521.663-14.5283.637-50.12681090.315-492.595122.04895.9400.088-43.34514.30022.231-25.07910.739-61.61171090.315-392.327198.56295.9400.088-34.52214.67522.813-15.77817.472-53.26661090.315-75.717271.75796.9400.089-6.73214.87923.13112.27324.162-25.73751213.013455.336342.492109.7600.09041.20114.86122.91460.08930.99022.31441213.0131206.108411.630109.7600.090109.13514.19621.888127.17737.24791.09331213.0132189.232480.074109.7600.090198.09412.82219.770214.38943.440181.79821213.0133425.116548.790109.7600.090309.92310.54116.252323.32049.658296.52711213.0134942.628618.843109.7600.090447.2368.56113.200458.11655.996436.35501213.0137615.195721.477109.7600.090689.0640.0000.000689.06465.283第63页共190页
6.2.2横向水平地震作用1)重力荷载代表值计算各层楼面取建筑总面积计算恒载，取楼板净面积计算活荷载；各根梁取梁截面高度减去板厚的尺寸计算梁自重；各根柱取层高减取板厚计算柱自重；墙、剪力墙按实际墙重加上门窗重。最后按各楼面包括梁及上下各半层的墙柱恒载的100%，楼面活荷载的50%相加算得各楼层重力荷载代表。计算如附表6-16，汇总表如附表6-17。重力荷载计算表 表6-16序号2~10层楼面恒荷载计算位置长(m）宽(m）数量面积（㎡）面荷载（KN/㎡）1A~C-1~726.30010.4002.000547.0403.4002楼梯间5.5002.6001.00014.3003.4003 5.5003.9001.00021.4503.4004外挑阳台1.2009.1202.00021.8883.4005 总面积604.678 6厨房、阳台、卫生间4.5004.2004.00075.6003.7007 9.1203.7002.00067.4883.7008 总面积143.088 9总荷（KN）2098.832序号2~10层楼面活荷载计算 位置厚度（m)长度（m)数量面积（㎡） 1外围护墙面积0.18072.1202.00025.963 1内隔墙面积0.1208.4004.0004.032 2 0.1204.2004.0002.016 3 0.18017.2002.0006.192 4 0.1203.3004.0001.584 5 0.1201.2004.0000.576 6 0.1203.3004.0001.584 第63页共190页
7 0.1806.4002.0002.304 8 0.1805.4004.0003.888 合计48.139 序号剪力墙面积位置厚度（m)长度（m)数量面积（㎡）总面积（㎡）1Q1 4.0001.2054.8202Q2 1.0001.3601.3603Q3 2.0001.0752.1504Q4不用计算 5Q50.2502.5004.0002.500 6Q6不用计算 合计10.830 位置净面积（㎡）面荷载（KN/㎡）总荷载（KN） 1阳台活荷载67.4882.500168.720 2储藏室10.0005.00050.000 3一般楼层468.2212.000936.442 总荷（KN）1155.162 序号屋面恒荷载位置长(m）宽(m）数量面积（㎡）面荷载（KN/㎡）总荷(KN)1A~C-1~726.30010.4002547.0405.5003008.7202外挑板1.2009.120221.8885.500120.3843楼梯间5.5002.600121.4504.00085.800 总荷（KN）3214.904 屋面活荷载位置长(m）宽(m）数量面积（㎡）面荷载（KN/㎡）总荷(KN)1外围护墙26.2500.240425.200 2 10.3500.24049.936 第63页共190页
3 1.2000.24041.152 4楼梯间5.5000.18041.980 5 38.268 6剪力墙Q2 1.360 7 39.628 8屋面净面积 538.1002.0001076.2009电梯间5.5004.900126.9507.000188.65010总荷（KN）1264.850序号楼梯、电梯间屋面恒载长(m）宽(m）数量面积（㎡）面荷载（KN/㎡）总荷(KN)1 9.4506.450160.9535.500335.2392活载9.4506.450160.9530.50030.476序号柱恒载标准值层次截面b×h长度(m）数量总长度(m）线荷载（KN/m）总荷(KN)11.0500×5004.10026106.6007.250772.85022~5500×5002.9002675.4007.250546.65036~9450×4502.9002675.4006.000452.400410450×4502.8802674.8806.000449.280511.450×4504.080 层次梁恒载标准值说明截面b×h总长度(m）数量线荷载（KN/m）总荷(KN) 1~5横向框架梁250×550108.65013.263354.525 纵向框架梁250×500128.80012.900373.520 次梁200×450109.15012.100229.215 次梁200×3003.90011.2004.680 合计961.940 第63页共190页
6~10横向框架梁250×550110.20013.263359.583 纵向框架梁250×500130.50012.900378.450 次梁200×450109.15012.100229.215 次梁200×3003.90011.2004.680 合计971.928 屋面梁横向框架梁250×550110.20013.263359.583 纵向框架梁250×500130.50012.900378.450 次梁200×45032.60012.10068.460 合计806.493 塔楼屋面梁总长度(m）线荷载（KN/m）荷载(KN) 16.2002.90046.980 11.0002.10023.100 合计70.080 层次剪力墙恒载标准值说明（柱宽度）长度(m）柱高度(m）数量总长度(m）线荷载（KN/m）荷载(KN)1Q14.775 419.10024.600469.860Q25.500 15.50023.130127.215Q34.125 28.25024.600202.950Q45.500 15.50029.730163.515Q52.500 410.00029.730297.300Q62.600 37.80029.730231.894剪力墙边框0.500.5004.1001665.6007.260476.256合计1968.9902~5Q14.775 419.10017.400332.340Q25.500 15.50015.81086.955Q34.125 28.25017.400143.550第63页共190页
Q45.500 15.50021.030115.665Q52.500 410.00021.030210.300Q62.600 37.80021.030164.034剪力墙框0.50.5002.9001646.4007.260336.864合计1389.7086~10Q14.850 419.40017.400337.560Q25.550 15.55015.81087.746Q34.150 28.30017.400144.420Q45.550 15.55021.030116.717Q52.500 410.00021.030210.300Q62.600 37.80021.030164.034剪力墙边框0.4500.4502.9001646.4006.000278.400合计1339.17611Q25.550 15.55023.130128.372Q45.550 15.55029.730165.002Q62.600 37.80029.730231.894剪力墙边框0.4500.4504.080416.3206.00097.920 合计623.187层次墙恒荷载标准值说明及位置总长度(m）高度(m）门面积（㎡）窗面积（㎡）墙总面积（㎡）面荷载（KN/㎡）总荷载(KN)底层纵向外围护墙35.6003.650 129.944.340563.940横向外围护墙29.6003.700 109.524.340475.317180mm内隔墙35.6003.650 129.944.240550.946 5.8003.6502.100 19.0704.24080.857 6.0003.65013.680 8.2204.24034.853 5.4003.700 19.9804.24084.715 8.0003.700 29.6004.240125.504120mm内隔墙4.5954.1001.8900.90016.0503.16050.716第63页共190页
120玻璃墙8.0003.7007.560 22.0403.07267.707合计2034.5542~5层纵向外围护墙1、7轴处35.6002.450 3.60083.6204.340362.911阳台处4.6402.450 11.3684.34049.337阳台处4.3402.450 10.6334.34046.147横向外围护墙客厅处35.1602.55024.3607.20058.0984.340252.145A/C/D/F处42.4002.500 20.40085.6004.340371.504内隔墙180mm厚 分户墙7.1202.450 17.4444.24073.963楼梯5.8202.6502.100 13.3234.24056.490电梯隔墙5.8202.6503.780 11.6434.24049.366C/D-3~5轴间墙17.0007.560 128.524.240544.925120mm厚 2/6轴12.2002.450 29.8903.16094.4523/5轴12.2002.4507.560 22.3303.16070.563厨房/卫生间处12.6002.650 33.3903.360112.190主人房卫生间处4.3202.700 11.6643.16036.858主人房处14.8002.50013.440 23.5603.16074.4504(B~C-1~3)+4(客厅处）50.4002.55021.000 107.523.160339.763合计2535.0646~10层纵向外围护墙1、7轴处36.0002.450 3.60084.6004.340367.164阳台处4.7402.450 11.6134.34050.400阳台处4.3902.450 10.7564.34046.679横向外围护墙 客厅处35.1602.55024.3607.20058.0984.340252.145A/C/D/F处45.0002.500 20.40092.1004.340399.714内隔墙180mm厚 0.000 0.000分户墙7.1702.450 17.5674.24074.482第63页共190页
楼梯5.8202.6502.100 13.3234.24056.490电梯隔墙5.8202.6503.780 11.6434.24049.366C/D-3~5轴间墙17.1007.560 129.274.240548.130120mm厚 0.000 0.0002/6轴12.3002.450 30.1353.16095.2273/5轴12.3002.4507.560 22.5753.16071.337厨房/卫生间处12.6002.650 33.3903.360112.190主人房卫生间处4.3202.700 11.6643.16036.858主人房处15.0002.50013.440 24.0603.16076.0304(B~C-1~3)+4(客厅处）50.4002.55021.000 107.523.160339.763合计2575.97塔楼墙位置及说明面积（㎡）面荷载（KN/㎡）总荷载（KN） 外隔墙56.1603.340187.574 内隔墙52.1003.240168.804 合计356.378 女儿墙总长度（m)线荷载（KN/m）总荷载（KN） 129.6006.545848.232 层次门、窗恒载标准值底层位置及说明门面积（㎡）窗面积（㎡）门面荷载（KN/㎡）窗面荷载（KN/㎡）总荷载（KN）钢化玻璃门9.660 0.400 3.864设备间门窗1.4700.9000.4000.3500.903电梯门3.780 0.400 1.512楼梯间窗 1.800 0.3500.630合计6.9092~10窗 43.200 0.35015.120第63页共190页
层木门55.440 0.200 11.088钢化玻璃门及其他门39.270 0.400 15.708合计41.916塔楼窗 1.800 0.3500.630门9.660 0.400 3.864合计4.494栏杆恒载标准值位置说明总长度（m)线荷载（KN/m）总荷载（KN） 2~10层30.8005.400166.320 第63页共190页
序号重力荷载代表值汇总表（KN） 表16－17说明及位置G1G2G3G4G5G6G7G8G9G10G111楼板恒载标准值 2123.1422123.1422123.1422123.1422123.1422123.1422123.1422123.1422123.1423214.904335.2392楼板活载标准值 1169.4621169.4621169.4621169.4621169.4621169.4621169.4621169.4621169.4621279.15030.4763柱恒载标准值下柱772.850546.650546.650546.650546.650452.400452.400452.400452.400449.280449.2804上柱546.650546.650546.650546.650452.400452.400452.400452.400449.2800.0000.0005梁恒载标准值 961.940961.940961.940961.940961.940971.730971.730971.730971.730806.49370.0806剪力墙恒载标准值下墙1968.9901389.7081389.7081389.7081389.7081339.1761339.1761339.1761339.1761339.176623.1877上墙1389.7081389.7081389.7081389.7081339.1761339.1761339.1761339.1761339.176623.1870.0008墙恒载标准值下墙2034.5042535.0642535.0642535.0642535.0642575.9762575.9762575.9762575.9762575.976356.3789上墙2535.0642535.0642535.0642535.0642575.9762575.9762575.9762575.9762575.976356.3780.00010门、窗恒载标准值下层6.90941.91641.91641.91641.91641.91641.91641.91641.9160.0000.00011上层41.91641.91641.91641.91641.91641.91641.91641.91641.9160.0000.00012栏杆恒载标准值 166.320166.320166.320166.320166.320166.320166.320166.320166.3200.0000.00013 7332.970 14女儿墙重868.320 15合计8484.4288349.4718349.4718349.4718297.5358255.3908255.3908255.3908253.8308201.2901134.980 总重力荷载代表值 84186.65第63页共190页
1)横向水平地震作用计算分析建筑总高度为35.4m小于40m，刚度同质量分布比较均匀，所以横向水平震作用下的计算采用低部剪力法。结构等效总重力荷载结构基本自振周期T1计算各层水平地震作用计算不考虑顶点附加水平地震作用的影响楼层各质点水平地震作用计算如下表6-18楼层各质点水平地震作用表6-18层次 114.2035.401134.9840178.280.03129.02 4.57103.0031.208201.29255880.250.17821.65387.0525.6493.0028.208253.83232758.000.15747.40950.6621.0883.0025.208255.39208035.830.14668.021698.0616.83第63页共190页
73.0022.208255.39183269.660.12588.492366.0813.0663.0019.208255.39158503.490.11508.962954.579.7753.0016.208297.54134420.070.09431.633463.546.9943.0013.208349.47110213.010.07353.903895.174.6733.0010.208349.4785164.600.06273.474249.072.7923.007.208349.4760116.190.04193.044522.541.3914.204.208484.4335634.600.02114.434715.570.480 4830.00 35.40 84186.641504173.971.004830.00 107.271)水平地震作用折算为方便计算，把各质点处水平地震作用和顶点附加水平地震作用折算为倒三角形分布荷载qo和顶点集中荷载F。计算如下：水平地震作用下主体结构协同工作计算简图如下：2)水平位移验算将及各楼层标高处代入下式列表6-19进行计算位移均布荷载作用下：集中荷载作用下：第63页共190页
横向地震作用下位移计算表6-19层号标高z(m)倒三角形分布荷载顶点集中荷载层间位移层间相对位移1031.21.0000.0100.00212.2261.571915928.20.9040.0090.00210.6591.531959825.20.8080.0070.0029.1271.511992722.20.7120.0060.0017.6211.472034619.20.6150.0050.0016.1461.422110516.20.5190.040.0014.7241.342246413.20.4230.0030.0013.3891.202496310.20.3270.0020.0002.1871.01297327.20.2310.0010.0001.1770.74402914.20.1350.0000.0000.4331.571915000.0000001.531959比较表6-3的规范相对位移满足要求。1)水平地震作用下的内力计算均布荷载作用下：集中荷载作用下：地震作用下总剪力墙弯矩MW(ξ)计算表表6-20层号总弯矩第63页共190页
标高Z(m)倒三角形分布荷载顶点集中荷载1031.21.0000.0000.0000.000928.20.904-2.8880.578-2.310825.20.808-3.6891.175-2.514722.20.712-2.6621.812-0.850619.20.615-0.0052.5092.504516.20.5194.1383.2907.428413.20.4239.6754.18113.856310.20.32716.5575.21221.77027.20.23124.7846.41831.20214.20.13534.3987.83842.236000.00050.36610.8060.646地震作用下V＇W计算表6-21层号标高Z(m)总剪力倒三角形荷载作用下顶点集中荷载作用下1031.21.000-1.3450.192-1.153928.20.904-0.5990.195-0.404825.20.8080.0500.2040.255722.20.7120.6230.2210.844619.20.6151.1400.2451.385516.20.5191.6170.2771.894413.20.4232.0710.3192.390310.20.3272.5170.3712.88827.20.2312.9700.4353.40514.20.1353.4440.5143.959000.0004.1760.6554.831总剪力墙底部总弯矩与水平地震作用下产生的底部总弯矩之比第63页共190页
。由于为刚结体系计算，上表计算的剪力不是剪力墙的总剪力，将其记为。总框架的总剪力、总连梁的分布约束弯矩、总剪力墙的总剪力计算如下表6-22。表6-22层号标高1031.21.000654.660-1153.4051808.0651158.607416.1725.202928.20.9041419.149-403.8501823.0001168.177419.610764.326825.20.8082106.418254.7521851.6661186.546426.2081441.298722.20.7122716.465844.4441872.0201199.589430.8932044.033619.20.6153249.2911384.9641864.3271194.659429.1232579.623516.20.5193704.8961894.4011810.4951160.164416.7323054.564413.20.4234083.2792389.8061693.4731085.176389.7963474.982310.20.3274384.4422887.7601496.681959.072344.5003846.83227.20.2314608.3833404.9301203.453771.172277.0054176.10214.20.1354755.1033958.625796.478510.383183.3304469.008000.0004830.7804830.7800.0000.0000.0004830.780注：连梁刚度，框架刚度查前面刚度计算表横向地震作用下总剪力墙、总框架、总连梁所分配的内力汇总如下表6-23：第63页共190页
表6-23层次总剪力墙总框架总连梁 100.0000.0050.6491.1599-2.3100.7640.6551.1688-2.5141.4410.6651.1877-0.8502.0440.6721.20062.5042.5800.6701.19557.4283.0550.6501.160413.8563.4750.6081.085321.7703.8470.5380.959231.2024.1760.4320.771142.2364.4690.2860.510060.6464.8310.0000.000总框架剪力的调整的楼层，取，分析上表知：，各层总剪力按调整后的比例放大各柱和梁的剪力和端部弯矩，求柱轴力时用不调整的剪力所求出的结果。取4轴进行计算1)4轴各根框架柱内力计算a)框架剪力分配，如下表6-24进行计算第63页共190页
框架剪力分配计算表6-24框架柱剪力分配，总剪力按1.5Vfmax=1.5*672.431KN>0.2Vo=0.2*4830=966KN计算；V`ci为柱剪力未调整所求层号 A轴F轴A轴F轴A/F轴10476.38916.85016.685649.45834.16833.83322.9729476.38916.68516.685654.82333.83333.83322.9348476.38916.68516.685665.12033.83333.83323.2957476.38916.68516.685672.43133.83333.83323.5516476.38916.68516.685669.66833.83333.83323.4545557.29719.08419.084650.33133.08033.08022.2704557.29719.08419.084608.29733.08033.08020.8303557.29719.08419.084537.60933.08033.08018.4102557.29719.08419.084432.28133.08033.08014.8031353.23812.90812.908286.09635.29835.29810.454a)柱反弯点高度比计算。倒三角形产生的荷载占集中力产生的荷载为4176.12/（4176.12+654.66）=80%>80%，为方便计算，反弯点高度取倒三角形荷载的反弯点高度比。根据梁柱线刚度比，总层数10进行计算，由《高层建筑结构设计规范》依次查出。列表6-25如下进行计算：横向地震作用下反弯点高度系数计算表6-25层号101.154110.408000.40891.1541110.450000.45081.1541110.4580000.45871.1541110.50000.50061.1541110.50000.50050.7581110.4790000.479第63页共190页
40.7581110.50000.50030.7581110.50000.50020.758111.40.5210000.52111.06110.7140.647000.647a)4轴A/F框架柱，梁端弯矩计算，列表6-26如下计算A/F框架柱，梁端弯矩计算 表6-264轴梁柱弯矩图层次A/F轴KL4-1端A/F轴KL4-1端10上33.8330.40820.02920.02922.97213.59913.600下13.80432.4129.37321.9869上33.8330.45018.60822.93412.614下15.22533.56210.32022.9468上33.8330.45818.33723.29512.626下15.49532.41210.66922.4457上33.8330.50016.91623.55111.776下16.91633.83311.77623.5036上33.8330.50016.91623.45411.727下16.91634.15111.72723.3305上33.0800.47917.23422.27011.603下15.84532.38510.66721.0824上33.0800.50016.54020.83010.415下16.54033.08010.41519.6203上33.0800.50016.54018.4109.205下16.54032.3859.20516.2962上33.0800.52115.84514.8037.091下17.23429.6957.71211.4031上35.2980.64712.46010.4543.690下22.838 6.764 说明：剪力单位为KN、弯矩为KN*M；、、为柱剪力未调整所求得内力第63页共190页
1)轴上连梁内力分配与计算（与剪力墙相连端）所采用的公式如下：KL4-1、KL4-2连梁计算如下表：KL4-1、KL4-2连梁计算如表6－27所示。第63页共190页
KL4-1连梁弯矩计算 表6-27层号标高 L0(M) 1031.23898.851158.61217.6664.683.00.097.025.1666.0120.0313.6016.6715.42928.23898.851168.18217.6665.223.03.0195.655.16133.1232.9621.9932.1730.04825.23898.851186.55217.6666.243.03.0198.725.16135.2135.1022.9532.9930.63722.23898.851199.59217.6666.973.03.0200.915.16136.7034.8322.4533.2230.82619.23898.851194.66217.6666.693.03.0200.085.16136.1437.3323.5033.6030.92516.23898.851160.16217.6664.773.03.0194.305.21133.2936.1523.3332.5130.05413.23898.851085.18217.6660.583.03.0181.755.21124.6832.8921.0830.2327.97310.23898.85959.07217.6653.543.03.0160.635.21110.1934.5819.6227.7824.9127.23898.85771.17217.6643.053.03.0129.165.2188.6034.8216.3023.6820.1314.23898.85510.38217.6628.494.23.0102.575.2170.3731.2611.4019.5015.69第63页共190页
KL4-2连梁弯矩计算层号标高 L0(M) 1031.23898.851158.61230.2368.423.00.0102.62102.625.7855.8319.3318.61 928.23898.851168.18230.2368.983.03.0206.94206.945.78112.5838.9937.53 825.23898.851186.55230.2370.063.03.0210.19210.195.78114.3539.6038.12 722.23898.851199.59230.2370.843.03.0212.51212.515.78115.6040.0438.53 619.23898.851194.66230.2370.543.03.0211.63211.635.78115.1339.8738.38 516.23898.851160.16230.2368.513.03.0205.52205.525.82112.8338.7537.61 413.23898.851085.18230.2364.083.03.0192.24192.245.82105.5436.2435.18 310.23898.85959.07230.2356.633.03.0169.90169.905.8293.2732.0331.09 27.23898.85771.17230.2345.543.03.0136.61136.615.8275.0025.7625.00 14.23898.85510.38230.2330.144.23.0108.50108.505.8259.5620.4519.85 说明：弯矩单位KN*M；剪力单位KN；KL4-1所求得Vb`为A/F柱轴力用。第63页共190页
1)4轴W3剪力墙的弯矩和剪力计算。分配原则如所示：W3为整体截面剪力墙，由于两端有连梁与其相连，这对第片剪力墙第层楼方的剪力墙截面弯矩按下试进行：式中，为第层第根连梁1端（与剪力墙相连端）在剪力墙轴线处的集中约束弯矩，数据参考附表6-4。具体计算如表6-28。横向水平地震作用下的内力图见附图6-4、6-5、6-6。所作出的内力图为左震作用下的，右震作用下的内力同左震相同，方第63页共190页
4轴单片W3剪力墙分配(考虑与连梁端的影响） 表6－15层次 101090.3150.0005.20295.9400.0880.00097.022102.6226499.8220.45891090.315-2310.166764.32695.9400.088-203.278195.646206.941-1.98567.255-407.73781090.315-2513.9531441.29895.9400.088-221.210198.723210.195-16.751126.824-427.91671090.315-850.4882044.03397.9400.090-76.397200.907212.505130.309183.610-282.25461090.3152503.5952579.62398.9400.091227.187200.082211.632433.044234.08627.27451213.0137428.2463054.564109.7600.090672.148194.304205.521872.061276.394485.15741213.01313855.8523474.982109.7600.0901253.764181.746192.2371440.756314.4351088.50331213.01321769.6273846.832109.7600.0901969.834160.626169.8982135.096348.0821836.95021213.01331201.7384176.102109.7600.0902823.303129.156136.6122956.186377.8762717.76711213.01342235.6934469.008109.7600.0903821.715102.575108.4963927.250404.3803821.71501213.01360646.1054830.780109.7600.0905487.5890.0000.0005487.589437.115第63页共190页
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6竖向荷载作用下4轴框剪内力计算7.1荷载简化计算计算以4轴为设计对象，计算简图如图7-1~7-4。第190页共190页
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图7-34轴处楼层荷载传递示意图第190页共190页
图7-44轴处屋面层荷载传递示意图1)2~10层梁的受荷计算a)A（F后）轴前悬臂梁：恒载：梁梯形荷载：端部：未部：墙均布荷载：未部集中力计算：封口梁传来：第190页共190页
板传来：栏杆传来：总集中力：活载计算：未部集中力计算：封口梁传来：a)AB（EF）轴恒荷载计算：恒载：框架梁（连梁）均布荷载计算墙传来的均布荷载：板传来的三角形荷载：转化为均布荷载：次梁L7（4）传来的集中力计算：次梁自重传来的：次梁上墙传来的：传给次梁上板传来的：集中力为：。活荷载：板传来的三角形荷载：转化为均布荷载：次梁L7（4）传来的集中力计算：传给次梁上板传来的：集中力为：b)连梁KL4-2的计算恒载计算：梁自重均布荷载：板传来的均布线荷载：活载计算：第190页共190页
1)剪力墙上竖向荷载计算恒载：墙肢均布荷载：底层：2~10层：板传来的三角形荷载：屋面传来的三角形荷载：活载：板传来的三角形荷载：2)屋面梁的竖向荷载：a)A（F后）轴前悬臂梁：恒载：梁梯形荷载：端部：未部：未部集中力计算：封口梁传来：女儿墙、板传来：总集中力：活载计算(未部集中力计算)：封口梁传来：b)AB（EF）轴恒荷载计算：恒载：板传来的梯形荷载形荷载：转化为均布荷载：活荷载：板传来的梯形荷载形荷载：第190页共190页
转化为均布荷载：1)顶层连梁KL4-2的计算恒载计算：梁自重均布荷载：板传来的均布线荷载：活载计算：5)柱顶点纵向传来的恒活载集中力：a)A/F柱：顶层柱：恒载纵梁自重传来的恒载：板传来的三角形及矩形荷载：总纵向传来的顶点恒载集中力：活载板传来的三角形及矩形荷载：总纵向传来的顶点活载集中力：2~10层柱纵梁自重传来的恒载：板传来的三角形及矩形恒荷载：总纵向传来的顶点恒载集中力：板传来的三角形及矩形活荷载：总纵向传来的顶点活载集中力：b)B/E轴W3边框柱（纵向传给B/E轴W3边框柱顶点轴力）：顶层第190页共190页
恒载：纵向梁自重传来的：板传来的：恒载集中力：活载：板传来的：活载集中力：2~10层纵向梁自重传来的：板传来的：恒载集中力：活载：板传来的：活载集中力：a)C/D轴W3边框柱（纵向传给C/D轴W3边框柱顶点轴力）：顶面恒载：纵向梁自重传来的：纵向墙自重传来的：板传来的：左边纵梁承受集中力传来的楼梯板（按板面荷载增大20%来考虑）及L4上墙恒载传来的：L3传来的自重：左边梁传来的集中力为：右边纵梁承受集中力传来的第190页共190页
L4上墙传给纵梁的的荷载：L4上板传给右纵梁的的荷载：L4传来的自重：右边梁传来的集中力为：纵向传来的恒载集中力为：活载：板传来的：左边纵梁承传来的集中力楼梯板活载：左边梁传来的集中力为：右边纵梁承受集中力传来的L4上板传给纵梁的的荷载：右边梁传来的集中力为：纵向传来的活载集中力为：2~10层恒载：纵向梁自重传来的：纵向墙自重传来的：板传来的：第190页共190页
左边纵梁承受集中力传来的楼梯板（按板面荷载增大20%来考虑）及L3上墙恒载传来的：L3传来的自重：左边梁传来的集中力为：右边纵梁承受集中力传来的L4上墙传给纵梁的的荷载：L4上板传给右纵梁的的荷载：L4传来的自重：右边梁传来的集中力为：纵向传来的恒载集中力为：活载：与屋面传来的相同9)楼梯、电梯间屋面上传来的荷载计算：a)传给WKL1恒载：梁均布荷载：板传来的梯形恒荷载计算：活载：板传来的梯形活荷载计算：纵向梁传给柱的集中力计算：恒载：纵向梁传来的自重：板传来的三角形荷载：总集中力为：第190页共190页
活载：纵向板传来的：楼梯、电梯间柱自重计算：10)柱自重a)A/F轴底层、楼梯间层：2~5层：6~10层：b)剪力墙边框底层：2~5层：6~10层：11)基础梁及其上的恒荷载传给基础梁的计算：基础梁截面纵横的尺寸同楼面上的一样，纵向为b×h=250mm×550mm,横向b×h=250mm×500mm；传给A/F柱的集中力：Pk=基础梁传给W3的集中力及力矩计算：B端柱：Pk=基础梁+玻璃墙C端柱：左端基础梁上的集中力传来的(楼梯间的基础梁、楼梯段及楼梯平台梁传来的)：右端基础梁上的集中力传来的（电梯间的基础梁及其上的墙传来的）：第190页共190页
基础梁及其上的墙传来的总集中力及其设计值为：将集中力转化为剪力墙中心的总集中力和力矩（逆时针为正）：6.2竖向荷载作用下内力计算本内力计算采用分层法进行计算（梁刚度比较大、荷载比较均匀、结构对称）：分层时视除底层的下端固定端，其余各层的柱端均有转角产生，为弹性支撑。所以，为减少误差，把除底层柱以外的其他各层柱的线刚度均乘以修正系数0.9。向远端传递的弯矩底层柱和各层梁的传递系数按远端固定端取1/2，其他柱的传递系数考虑远端为弹性支撑取1/3。7.2.1框架梁柱线刚度、固端弯矩及内力计算由前已知道柱线刚度：1层：2~5层：6~10层：梁线刚度：1)KL4-1固端弯矩的计算：a)2~10层以第2层为对象：第190页共190页
受力简图（可参照附图7-1~7-4）如图7-5：图7-5KL4-1受力简图根据《静力荷载计算手册》进行查表及计算得：恒载：悬臂梁产生的端弯矩：BB1跨：集中力产生的：梁均布产生的：墙均布产生的：板三角形荷载产生的：第190页共190页
综合得梁端固端弯矩为：活载作用下的固端弯矩计算：悬臂梁产生的端弯矩：BB1跨：板三角形荷载产生的：集中力产生的：综合得固端弯矩为：a)屋面梁的固端弯矩计算，受力简图如图7-6：图7-6KL4-1受力简图悬臂梁产生的端弯矩：KK1跨：梁均布产生的：板梯形荷载产生的：第190页共190页
综合得梁端固端弯矩为：活载作用下的固端弯矩计算：悬臂梁产生的端弯矩：KK1跨：板梯形荷载产生的：综合得梁端固端弯矩为：1)KL4-1与相应框架柱端固端分配系数的计算以相对刚度计算：假设梁为则柱为：底层；2~5层；6~10层底层：2~4层（以3层楼面为对象）：5层：6~9层：顶层：2)KL4-1与A（F）柱的分层计算将以上固端弯矩及分配系数列表如下7-1、7-2进行分层计算：第190页共190页
恒载作用下分层计算表7-1恒荷载作用下底层节点AB（66.56）B1（-6.43）C杆件ABBABCBB1B1BCB分配系数 0.3010.3800.390 固端弯矩 -91.5569.46 分配与传递3.767.529.509.754.873.17合计3.767.529.50-81.8067.903.172~4层（以2层为计算）节点BC（66.56）C1（-6.43）D杆件BCCBCDCC1C1CDC分配系数 0.3520.3520.296 固端弯矩 -91.5569.46 分配与传递2.938.808.807.403.702.93合计2.938.808.80-84.1566.732.935层节点EF（66.56）F1（-6.43）G杆件EFFEFGFF1F1FGF分配系数 0.4000.2630.337 固端弯矩 -91.5569.46 分配与传递3.3310.006.578.424.212.19合计3.3310.006.57-83.1367.242.196~9层(以6层为对象）节点FG（66.56）G1（-6.43）H杆件FGGFGHGG1G1GHG分配系数 0.3050.3050.390 固端弯矩 -91.5569.46 分配与传递2.547.627.629.754.872.54合计2.547.627.62-81.8067.902.54顶层节点JK（68.91）K1（-8.51 第190页共190页
杆件JKKJKK1K1K 分配系数 0.4380.562 固端弯矩 -49.0649.06 分配与传递-2.90-8.69-11.16-5.58 合计-2.90-8.69-60.2234.97 说明：弯矩单位KN*M。活载作用下分层计算表7-2活荷载作用下底层节点AB（9.48）B1（-2.70）C杆件ABBABCBB1B1BCB分配系数 0.3010.3800.390 固端弯矩 -20.4115.55 分配与传递1.643.294.154.262.131.38合计1.643.294.15-16.1514.981.382~4层（以2层为计算）节点BC（9.48）C1（-2.70）D杆件BCCBCDCC1C1CDC分配系数 0.3520.3520.296 固端弯矩 -20.4115.55 分配与传递1.283.853.853.241.621.28合计1.283.853.85-17.1714.471.285层节点EF（9.48）F1（-2.70）G杆件EFFEFGFF1F1FGF分配系数 0.4000.2630.337 固端弯矩 -20.4115.55 分配与传递1.464.372.873.681.840.96合计1.464.372.87-16.7314.690.966~9层(以6层为对象）节点FG（9.48）G1（-2.70）H杆件FGGFGHGG1G1GHG分配系数 0.3050.3050.390 第190页共190页
固端弯矩 -20.4115.55 分配与传递1.113.333.334.262.131.11合计1.113.333.33-16.1514.981.11顶层节点JK（9.46）K1（-2.53） 杆件JKKJKK1K1K 分配系数 0.4380.562 固端弯矩 -15.1315.13 分配与传递0.832.483.191.59 合计0.832.48-11.9416.72 说明：弯矩单位为连梁及相应柱的弯矩图见附图7-1（对于叠加后的有节点不平衡的，如果相差很小则忽略，相差比较大的则采用本节点重新分配，不传递远端。计算如下表7-3节点不平衡分配表7-3 恒载节点平衡计算（柱节点） 活载节点平衡计算（柱节点） 层次底层底层节点B（66.56）B（9.48）杆段BABCBB1BABCBB1分配系数0.3010.3800.3900.3010.3800.390杆段弯矩7.5212.43-81.803.295.43-16.15分配-1.42-1.79-1.84-0.62-0.78-0.80合计6.1010.64-83.642.674.65-16.95层次2层2层节点C（66.56）C（9.48）杆段CBCDCC1CBCDCC1分配系数0.3520.3520.2960.3520.3520.296杆段弯矩11.9711.73-84.155.235.13-17.17分配-2.15-2.15-1.81-0.94-0.94-0.79合计9.829.58-85.964.294.19-17.96第190页共190页
层次3层2层节点D（66.56）C（9.48）杆段DCDEDD1DCDEDD1分配系数0.3520.3520.2960.3520.3520.296杆段弯矩11.7311.73-84.155.135.13-17.17分配-2.07-2.07-1.74-0.90-0.90-0.76合计9.669.66-85.894.234.23-17.93层次4层4层节点E（66.56）E（9.48）杆段EDEFEE1EDEFEE1分配系数0.3520.3520.2960.3520.3520.296杆段弯矩11.7312.13-84.155.135.31-17.17分配-2.21-2.21-1.86-0.97-0.97-0.81合计9.529.92-86.014.164.34-17.98层次5层5层节点F（66.56）F（9.48）杆段FEFGFF1FEFGFF1分配系数0.4000.2630.3370.4000.2630.337杆段弯矩12.939.11-84.155.653.98-16.73分配-1.78-1.17-1.50-0.95-0.63-0.80合计11.157.94-85.654.703.35-17.53层次6层6层节点G（66.56）G（9.48）杆段GFGHGG1GFGHGG1分配系数0.3050.3050.3900.3050.3050.390杆段弯矩9.8110.16-83.134.294.44-16.15分配-1.04-1.04-1.33-0.63-0.63-0.80合计8.779.12-84.463.663.81-16.95层次7层7层节点H（66.56）H（9.48）杆段HGHIHH1HGHIHH1分配系数0.3050.3050.3900.3050.3050.390杆段弯矩10.1610.16-81.804.444.44-16.15分配-1.55-1.55-1.98-0.67-0.67-0.86第190页共190页
合计8.618.61-83.783.773.77-17.01层次8层8层节点I（66.56）I（9.48）杆段IGIJII1IGIJII1分配系数0.3050.3050.3900.3050.3050.390杆段弯矩10.1610.16-81.804.444.44-16.15分配-1.55-1.55-1.98-0.67-0.67-0.86合计8.618.61-83.783.773.77-17.01层次9层9层节点J（66.56）J（9.48）杆段JIJKJJ1JIJKJJ1分配系数0.3050.3050.3900.3050.3050.390杆段弯矩10.164.72-81.804.444.16-16.15分配0.110.110.14-0.59-0.59-0.75合计10.274.83-81.663.853.57-16.90层次10层10层节点K（68.91） K（9.46） 杆段KJKK1 KJKK1 分配系数0.4380.562 0.4380.562 杆段弯矩-6.15-60.22 3.59-11.94 分配-1.11-1.43 -0.493.41 合计-7.26-61.65 3.10-8.53 说明：弯矩单位为KN*MKL4-1梁端剪力与跨内最大弯矩求解：对与梁剪力的求解要根据以上已求的梁端弯矩，按梁实际受荷情况梁端简化为两端简支，再对一端取矩求出剪力，根据力平衡求出另一端的剪力。求梁跨内最大弯矩采用先从左端开始判断剪力为零处的可能位置，再根据力平衡求出剪力为零距左端的距离X1，再从一端开始取隔离体求出跨内最大弯矩。KL4-1恒载跨内荷载对左端的弯矩：2~10层：第190页共190页
跨内总荷载值：屋面梁：跨内总荷载值：活载跨内荷载对左端的弯矩跨内总荷载值：屋面梁：跨内总荷载值：根据以上求得数据列表计算，梁端剪力与跨内最大弯矩计算过程如表7-4，柱轴力根据梁端剪力求出，列表7-5计算。梁调幅计算：考虑框架梁的端弯矩较大以及超静定钢筋混凝土梁具有塑性内力重分布的性质，所以对梁进行塑性调幅。支座调幅系数取0.85，跨内取1.15。调幅后弯矩图见附图7-4。第190页共190页
梁端剪力与跨内最大弯矩计算表7-4恒载层次L（M）端部M内左端弯矩右端弯矩右端剪力跨内总荷左端剪力x1（M）x2（M）最大弯矩15.275BB1382.02-83.6467.9069.44171.18101.742.035-2.92555.3025.275CC1382.02-85.5466.7368.85171.18102.332.069-2.95854.5635.275DD1382.02-85.5466.7368.85171.18102.332.069-2.95854.5645.275EE1382.02-85.5466.7368.85171.18102.332.069-2.95854.5655.275FF1382.02-85.7467.2468.91171.18102.272.065-2.95554.2465.275GG1382.02-84.9767.9069.18171.18102.002.050-2.93954.4775.275HH1382.02-83.6467.9069.44171.18101.742.035-2.92555.3085.275II1382.02-83.6467.9069.44171.18101.742.035-2.92555.3095.275JJ1382.02-83.6467.9069.44171.18101.742.035-2.92555.30105.275KK1272.70-61.6434.9746.6493.6647.022.672 17.50活载层次L（M）端部M内左端弯矩右端弯矩右端剪力跨内总荷左端剪力x1（M）x2（M）最大弯矩第190页共190页
续上表15.275BB177.47-17.9914.9814.1233.1319.012.0450.95510.7525.275CC177.47-18.5614.4713.9133.1319.222.1290.87110.6135.275DD177.47-18.5614.4713.9133.1319.222.1290.87110.6145.275EE177.47-18.5614.4713.9133.1319.222.1290.87110.6155.275FF177.47-18.3214.6914.0033.1319.132.0950.90510.6765.275GG177.47-17.9914.9814.1233.1319.012.0450.95510.7575.275HH177.47-17.9914.9814.1233.1319.012.0450.95510.7585.275II177.47-17.9914.9814.1233.1319.012.0450.95510.7595.275JJ177.47-17.9914.9814.1233.1319.012.0450.95510.75105.275KK173.29-13.3616.7214.5328.0013.472.622 9.97说明：剪力单位KN、弯矩单位KN*M；x1、x2为跨内剪力为零处距梁左端的距离；M内为跨内荷对左端的力矩第190页共190页
A/F柱恒载作用下轴力计算层次纵向柱顶集中力粱传来的剪力悬臂梁传来的柱自重每层上下端合计合计1055.8847.0259.2317.40162.13162.13179.53179.53935.14101.7457.2517.40194.13373.67211.53391.07835.14101.7457.2517.40194.13585.20211.53602.60735.14101.7457.2517.40194.13796.73211.53814.13635.14102.0057.2517.40194.391008.53211.791025.93535.14102.2757.2521.03194.661220.59215.691241.62435.14102.3357.2521.03194.721436.35215.751457.38335.14102.3357.2521.03194.721652.10215.751673.13235.14102.3357.2521.03194.721867.85215.751888.88135.14101.7457.2530.00194.132083.02224.132113.02A/F柱活载作用下轴力计算层次纵向柱顶集中力粱传来的剪力悬臂梁传来的每层上下端合计合计备注1016.0013.477.8837.3537.35 912.1519.017.9039.0676.41 812.1519.017.9039.06115.47 712.1519.017.9039.06154.53 612.1519.017.9039.06193.59 512.1519.017.9039.06232.65 412.1519.017.9039.06271.71 312.1519.017.9039.06310.77 212.1519.017.9039.06349.83 第190页共190页
112.1519.017.9039.06388.89 4)KL4-2内力计算：由于KL4-2为一跨，并且两端为固定端，根据《静力结构计算手册》查表及计算得两端的弯矩值恒载2~10层楼面（以2层楼面为计算对象）：楼梯、电梯间的楼面计算：活载2~10层楼面（以2层楼面为计算对象）：楼梯、电梯间的楼面计算：KL4-2梁端剪力与跨内最大弯矩求解：对与梁剪力的求解要根据以上已求的梁端弯矩，按梁实际受荷情况梁端简化为两端简支，再对一端取矩求出剪力，根据力平衡求出另一端的剪力。求梁跨内最大弯矩采用先从左端开始判断剪力为零处的可能位置，再根据力平衡求出剪力为零距左端的距离X1，再从一端开始取隔离体求出跨内最大弯矩。由于KL4-2受的荷载为均布荷载，受力均匀，跨中最大弯矩可以认为在中间，按：求出内力，具体内力见附图7-3~7-9。梁调幅计算（见表7-6）：考虑框架梁的端弯矩较大以及超静定钢筋混凝土梁具有塑性内力重分布的性质，对梁进行塑性调幅。支座调幅系数取0.85，跨内取1.15。调幅后弯矩见附图7-3~7-9。5)楼梯间屋面的分层计算a)固端弯矩的计算：第190页共190页
由《静力结构设计手册》查得：屋面板传来的恒梯形荷载产生的：梁均布恒荷载产生：总为：板传来的活梯形荷载产生的：a)分配系数的计算：根据以上算得的数据列表7-5如下计算：楼梯间屋面的分层计算表7-5恒载作用下节点KJJ1杆件KJJKJJ1J1J分配系数 0.3580.642 固端弯矩 -67.1067.10分配与传递8.0124.0243.0821.54合计8.0124.02-24.02 活荷载作用下节点KJJ1杆件KJJKJJ1J1J分配系数 0.3580.642 固端弯矩 -5.215.21分配与传递0.621.873.341.67合计0.621.87-1.87 节点不平衡分配计算（本节点计算）作用荷载恒载 活载 杆端JKJJ1JKJJ1第190页共190页
分配系数0.3580.6420.3580.642杆端弯矩24.02-45.561.87-3.54分配计算7.7113.830.601.07合计31.73-31.732.46-2.47各层梁端剪力及跨内最大弯矩计算跨中弯矩根据调幅前的梁端弯矩、剪力和梁上实际荷载由平衡条件求得，计算步骤同KL4-1。梁调幅计算如下表7-5梁调幅计算表7-5层次恒载作用下梁（KL4-1）调幅计算调幅前调幅后备注左端弯矩右端弯矩最大弯矩左端弯矩右端弯矩最大弯矩 1-83.64067.90055.304-71.09457.71563.599 2-85.54066.73054.560-72.70956.72162.744 3-85.54066.73054.560-72.70956.72162.744 4-85.54066.73054.560-72.70956.72162.744 5-85.74067.24054.242-72.87957.15462.378 6-84.97067.90054.472-72.22557.71562.643 7-83.64067.90055.304-71.09457.71563.599 8-83.64067.90055.304-71.09457.71563.599 9-83.64067.90055.304-71.09457.71563.599 10-61.64034.97017.496-52.39429.72520.121 说明：弯矩单位KN*M；支座乘以0.85、跨中Mmax乘以1.15调幅系数层次活载作用下梁（KL4-1）调幅计算调幅前调幅后备注左端弯矩右端弯矩最大弯矩左端弯矩右端弯矩最大弯矩 1-17.9914.9810.755-15.29212.73312.368 2-18.5614.4710.612-15.77612.30012.204 第190页共190页
3-18.5614.4710.612-15.77612.30012.204 4-18.5614.4710.612-15.77612.30012.204 5-18.3214.6910.668-15.57212.48712.268 6-17.9914.9810.755-15.29212.73312.368 7-17.9914.9810.755-15.29212.73312.368 8-17.9914.9810.755-15.29212.73312.368 9-17.9914.9810.755-15.29212.73312.368 10-13.3616.729.973-11.35614.21211.469 说明：弯矩单位KN*M；支座乘以0.85、跨中Mmax乘以1.15调幅系数层次恒载作用下梁（KL4-2）调幅计算：调幅前调幅后备注左端弯矩右端弯矩最大弯矩左端弯矩右端弯矩最大弯矩 1-29.1729.1714.580-24.79524.79516.767 2-29.1729.1714.580-24.79524.79516.767 3-29.1729.1714.580-24.79524.79516.767 4-29.1729.1714.580-24.79524.79516.767 5-29.1729.1714.580-24.79524.79516.767 6-29.1729.1714.580-24.79524.79516.767 7-29.1729.1714.580-24.79524.79516.767 8-29.1729.1714.580-24.79524.79516.767 9-29.1729.1714.580-24.79524.79516.767 10-32.5932.5916.300-27.70227.70218.745 11-31.7331.73 -26.97126.971 说明：弯矩单位KN*M；支座乘以0.85、跨中Mmax乘以1.15调幅系数层次活载作用下梁（KL4-2）调幅计算：调幅前调幅后备注左端弯矩右端弯矩最大弯矩左端弯矩右端弯矩最大弯矩 1-11.4011.405.700-9.6909.6906.555 2-11.4011.405.700-9.6909.6906.555 第190页共190页
3-11.4011.405.700-9.6909.6906.555 4-11.4011.405.700-9.6909.6906.555 5-11.4011.405.700-9.6909.6906.555 6-11.4011.405.700-9.6909.6906.555 7-11.4011.405.700-9.6909.6906.555 8-11.4011.405.700-9.6909.6906.555 9-11.4011.405.700-9.6909.6906.555 10-25.6525.6512.830-21.80321.80314.755 11-2.472.47 -2.1002.100 说明：弯矩单位KN*M；支座乘以0.85、跨中Mmax乘以1.15调幅系数7.2竖向荷载作用下剪力墙内力分析计算简图参照图7-1、7-2所示。竖向荷载作用下剪力墙只有弯矩，并且弯矩一般都比较小，但此设计的连梁跨度比较大，传递给剪力墙的弯矩值比较大，不能忽视。1)轴力的计算轴力的计算按以下几部分共同计算：墙肢自重；墙肢两侧由楼板传来的；纵向梁传来的集中荷载；连梁端传来的梁端剪力。具体计算过程如表7-7、7-8。2)弯矩计算弯矩计算按各连梁弯矩与各轴力向剪力墙形心处所产生的力矩之和。计算过程如如表7-7、7-8。第190页共190页
剪力墙竖向恒荷载标准值下内力计算表7-7层次板传来的剪力墙边框上纵梁传来的集中力KL4-1传来的KL4-2传来的剪力墙边框自重 墙自重本层内力最后内力B/E轴C/D轴B/E轴C/D轴NNMNMNM1MNM1MNNNNtNbMNtNbM1055.768.1149.8178.7-410.947.035.0138.432.6-24.6-99.547.417.472.2382.1519.1-222.2382.1519.1-222.2934.468.8151.4130.0-299.069.467.9220.729.2-29.2-96.317.417.472.2331.8438.9-23.2850.9957.9-245.5834.468.8151.4130.0-299.069.467.9220.729.2-29.2-96.317.417.472.2331.8438.9-23.21289.81396.8-268.7734.468.8151.4130.0-299.069.467.9220.729.2-29.2-96.317.417.472.2331.8438.9-23.21728.61835.6-291.9634.468.8151.4130.0-299.069.267.9220.129.2-29.2-96.317.417.472.2331.6438.6-23.82167.22274.2-315.7534.451.4112.5130.0-268.168.967.2218.029.2-29.2-89.321.021.071.8313.9427.8-27.02588.12702.0-342.6434.472.4158.5130.0-268.168.966.7217.429.2-29.2-89.321.021.071.8334.9448.718.43036.93150.7-324.2334.472.4158.5130.0-268.168.966.7217.429.2-29.2-89.321.021.071.8334.9448.718.43485.63599.4-305.8234.472.4158.5130.0-268.168.966.7217.429.2-29.2-89.321.021.071.8334.9448.718.43934.34048.1-287.4134.451.4112.5130.0-268.169.467.9219.829.2-29.2-89.330.030.0102.314.4475.9-25.24362.64524.1-312.6说明：1、B/E轴上的顶点集中力到剪力墙形心距离1~5层L=2.2（m),6~10层L=2.188（m）;C/D轴上的顶点集中力到剪力墙形心距离1~5层L=2.2（m),6~10层L=2.188（m）;2、连粱传来的剪力和弯矩同样简化为剪力墙形心处的轴力同弯矩，弯矩为M=M1+VL，L值同第一点说明；3、轴力单位为KN，弯矩单位为KN*M，长度单位为M；4、剪力墙弯矩逆时针方向为正，顺时针为负。第190页共190页
剪力墙竖向恒荷载标准值下内力计算表7-7层次板传来的剪力墙边框上纵梁传来的集中力KL4-1传来的KL4-2传来的本层内力最后内力B/E轴C/D轴NNMNMNM1MNM1MNMNM1020.320.344.624.7-56.914.516.748.729.2-25.0-92.1108.9-55.8108.9-55.8920.321.647.522.1-50.914.115.046.029.2-11.4-78.5107.3-35.8216.2-91.6820.321.647.522.1-50.914.115.046.029.2-11.4-78.5107.3-35.8323.5-127.4720.321.647.522.1-50.914.115.046.029.2-11.4-78.5107.3-35.8430.7-163.2620.321.647.522.1-50.914.115.046.029.2-11.4-78.5107.3-35.8538.0-199.1520.321.647.322.1-45.614.114.745.629.2-11.4-71.6107.3-24.4645.3-223.4420.321.647.322.1-45.614.114.545.429.2-11.4-71.6107.3-24.6752.6-248.0320.321.647.322.1-45.614.114.545.429.2-11.4-71.6107.3-24.6859.8-272.6220.321.647.322.1-45.614.114.545.429.2-11.4-71.6107.3-24.6967.1-297.2120.321.647.322.1-45.614.115.045.929.2-11.4-71.6107.3-24.11074.4-321.3说明：1、B/E轴上的顶点集中力到剪力墙形心距离1~5层L=2.2（m),6~10层L=2.188（m）;C/D轴上的顶点集中力到剪力墙形心距离1~5层L=2.2（m),6~10层L=2.188（m）;2、连粱传来的剪力和弯矩同样简化为剪力墙形心处的轴力同弯矩，弯矩为M=M1+VL，L值同第一点说明；3、轴力单位为KN，弯矩单位为KN*M，长度单位为M。第190页共190页
8荷载效应组合根据《高规》规定，抗震设计时要同时考虑无地震作用效应时的组合和有地震作用效应时的组合：1)无地震组合时：S：荷载效应组合的设计值：永久荷载分项系数，当其效应对结构不利时，对由可变荷载效应控制的组合取1.2；对由永久荷载效应控制的组合取1.35；当其效应对结构有利时取1.0。：分别为楼面活荷载和风荷载的分项系数，取1.4。：分别为永久荷载、楼面活荷载、风荷载的效应标准值。：分别为楼面活荷载和风荷载的组合系数，当永久荷载效应起控制作用时分别取0.7和0；当可变荷载效应起控制作用时分别取1.0和0.6或0.7和1.0。对书库、档案库、储藏室、通风机房和电梯机房，楼面活荷载组合值取0.7的场合应取0.9。2)有地震作用效应组合时：相应的系数查《高规》得：：风荷载的组合值系数取0.2。由于抗震设防为7度，建筑总高度为35.4m<60m,故地震作用效应下的效应组合公式为：8.14轴上框架梁（连梁）、框架柱、W3剪力墙的控制截面内力值的汇总1)梁的控制截面剪力在支座两端，弯矩在支座两端及跨中。梁、内力的调整对于梁、柱端截面的弯矩和剪力，原则上要将节点内的标准值换算成支座边缘的内力标准值。本设计为了简化计算，不采取换算，直接取节点内的内力标准值。对竖向荷载作用下的梁支座弯矩需乘以调幅系数0.8~0.9，本设计取0.85，跨内约乘以1.15的调幅系数。见竖向荷载设计。框架梁柱、连梁汇总表如表8-1。2)柱、剪力墙内力汇总柱、剪力墙的控制截面在柱、剪力墙上下的两端。第190页共190页
一般要将柱的内力转化为柱边缘的内力，为了简化计算，本设计直接取节点内的标准值。汇总表如2表8-2。第190页共190页
框架梁（连梁）控制截面内力标准值汇总表 表8-14轴框架梁控制截面内力标准值层号跨次截面恒载活荷载左风荷载右风荷载左震作用右地震作用MGKVGKMQKVQKMWKVWKMWKVWKMEHKVEHKMEHKVEHK12CD跨J2-26.97102.64-2.108.44 J326.97-102.642.10-8.44 跨内Mmax69.31 18.40 11AB跨K-52.3947.02-11.3613.471.46-1.62-1.461.6220.03-16.67-20.0316.67K129.73-46.6414.21-14.536.88-1.62-6.881.6266.01-16.67-66.0116.67跨内Mmax20.12 11.47 CD跨K2-27.7032.59-21.8025.655.82-2.02-5.822.0255.83-19.33-55.8319.33K327.70-32.5921.80-25.655.82-2.02-5.822.0255.83-19.33-55.8319.33跨内Mmax18.75 14.76 10AB跨J-71.09101.74-15.2919.012.28-3.14-2.283.1432.96-32.17-32.9632.17J157.72-69.4412.73-14.1213.94-3.14-13.943.14133.12-32.17-133.1232.17跨内Mmax63.60 12.37 CD跨J2-24.7929.17-9.6911.4011.78-4.08-11.784.08112.58-38.99-112.5838.99J324.79-29.179.69-11.4011.78-4.08-11.784.08112.58-38.99-112.5838.99跨内Mmax16.77 6.56 9AB跨I-71.09101.74-15.2919.012.38-3.23-2.383.2335.10-32.99-35.1032.99I157.72-69.4412.73-14.1214.30-3.23-14.303.23135.21-32.99-135.2132.99跨内Mmax63.60 12.37 CD跨I2-24.7929.17-9.6911.4012.09-4.19-12.094.19114.35-39.60-114.3539.60第190页共190页
I324.79-29.179.69-11.4012.09-4.19-12.094.19114.35-39.60-114.3539.60跨内Mmax16.77 6.56 8AB跨H-71.09101.74-15.2919.012.44-3.31-2.443.3134.83-33.22-34.8333.22H157.72-69.4412.73-14.1214.67-3.31-14.673.31136.70-33.22-136.7033.22跨内Mmax63.60 12.37 CD跨H2-24.7929.17-9.6911.4012.41-4.30-12.414.30115.60-40.04-115.6040.04H324.79-29.179.69-11.4012.41-4.30-12.414.30115.60-40.04-115.6040.04跨内Mmax16.77 6.56 7AB跨G-72.23102.00-15.2919.012.55-3.38-2.553.3837.33-33.60-37.3333.60G157.72-69.1812.73-14.1214.88-3.38-14.883.38136.14-33.60-136.1433.60跨内Mmax62.64 12.37 CD跨G2-24.7929.17-9.6911.4012.58-4.36-12.584.36115.13-39.87-115.1339.87G324.79-29.179.69-11.4012.58-4.36-12.584.36115.13-39.87-115.1339.87跨内Mmax16.77 6.56 6AB跨F-72.88102.27-15.5719.132.56-3.34-2.563.3436.15-32.51-36.1532.51F157.15-68.9112.49-14.0014.86-3.34-14.863.34133.29-32.51-133.2932.51跨内Mmax62.38 12.27 CD跨F2-24.7929.17-9.6911.4012.58-4.32-12.584.32112.83-38.75-112.8338.75F324.79-29.179.69-11.4012.58-4.32-12.584.32112.83-38.75-112.8338.75跨内Mmax16.77 6.56 5AB跨E-72.71102.33-15.7819.222.40-3.18-2.403.1832.89-30.23-32.8930.23E156.72-68.8512.30-13.9114.20-3.18-14.203.18124.68-30.23-124.6830.23跨内Mmax62.74 12.20 CD跨E2-24.7929.17-9.6911.4012.02-4.13-12.024.13105.54-36.24-105.5436.24第190页共190页
E324.79-29.179.69-11.4012.02-4.13-12.024.13105.54-36.24-105.5436.24跨内Mmax16.77 6.56 4AB跨D-72.71102.33-15.7819.222.20-2.88-2.202.8834.58-27.78-34.5827.78D156.72-68.8512.30-13.9112.82-2.88-12.822.88110.19-27.78-110.1927.78跨内Mmax62.74 12.20 CD跨D2-24.7929.17-9.6911.4010.85-3.73-10.853.7393.27-32.03-93.2732.03D324.79-29.179.69-11.4010.85-3.73-10.853.7393.27-32.03-93.2732.03跨内Mmax16.77 6.56 3AB跨C-72.71102.33-15.7819.221.93-2.39-1.932.3934.82-23.68-34.8223.68C156.72-68.8512.30-13.9110.54-2.39-10.542.3988.60-23.68-88.6023.68跨内Mmax62.74 12.20 CD跨C2-24.7929.17-9.6911.408.92-3.06-8.923.0675.00-25.76-75.0025.76C324.79-29.179.69-11.408.92-3.06-8.923.0675.00-25.76-75.0025.76跨内Mmax16.77 6.56 2AB跨B-71.09101.74-15.2919.011.35-1.90-1.351.9031.26-19.50-31.2619.50B157.72-69.4412.73-14.128.56-1.90-8.561.9070.37-19.50-70.3719.50跨内Mmax63.60 12.37 CD跨B2-24.7929.17-9.6911.407.25-2.49-7.252.4959.56-20.45-59.5620.45B324.79-29.179.69-11.407.25-2.49-7.252.4959.56-20.45-59.5620.45跨内Mmax16.77 6.56 说明：弯矩单位KN*M，轴力、剪力单位KN。第190页共190页
4轴A/F框架柱和W3控制截面内力标准值 表8-2 恒载活载左震右震左风右风层号截面内力A/FW3A/FW3A/FW3A/FW3A/FW3A/FW310上端M-7.26-222.242.48-55.76-20.0399.8220.03-99.82-1.4617.591.46-17.59N162.13382.0537.35108.93-15.4255.3315.4255.33-1.625.651.625.65下端M3.28-222.242.72-55.76-13.80-1.9813.801.98-0.9117.590.91-17.59N179.53519.0637.35108.93-15.4255.3315.4255.33-1.625.651.625.65 V1.33 -1.74 33.8367.26-33.83-67.26-1.623.641.62-3.649上端M8.72-245.453.00-91.59-19.16-407.7419.16407.74-4.76-14.534.7614.53N373.67850.9176.41216.20-45.46165.4745.46165.47-4.7616.954.7616.95下端M8.72-245.453.00-91.59-15.67-16.7515.6716.75-1.03-50.131.0350.13N391.07957.9276.41216.20-45.46165.4745.46165.47-4.7616.954.7616.95 V-5.81 -3.00 33.83126.82-33.83-126.82-3.1410.743.14-10.748上端M8.72-268.673.00-127.42-19.42-427.9219.42427.92-1.35-25.081.3525.08N585.201289.76115.47323.47-76.09277.6676.09277.66-7.9928.567.9928.56下端M8.72-268.673.00-127.42-16.41130.3116.41-130.31-1.12-61.611.1261.61N602.601396.77115.47323.47-76.09277.6676.09277.66-7.9928.567.9928.56 V-5.81 -3.00 33.83183.61-33.83-183.61-3.2317.473.23-17.477上端M8.72-291.883.00-163.24-18.42-282.2518.42282.25-1.32-15.781.3215.78N796.731728.62154.53430.74-106.92390.95106.92390.95-11.3040.4711.3040.47下端M8.72-291.883.00-163.24-18.42433.0418.42-433.04-1.21-53.271.2153.27第190页共190页
N814.131835.63154.53430.74-106.92390.95106.92390.95-11.3040.4711.3040.47 V-5.81 -3.00 33.83234.09-33.83-234.09-3.3124.163.31-24.166上端M8.37-315.662.85-199.07-18.9227.2718.92-27.27-1.34-25.741.3425.74N1008.532167.21193.59538.01-137.84504.30137.84504.30-14.6852.5614.6852.56下端M7.87-315.662.74-199.07-18.92872.0618.92-872.06-1.2360.091.23-60.09N1025.932274.22193.59538.01-137.84504.30137.84504.30-14.6852.5614.6852.56 V-5.41 -1.87 33.83276.39-33.83-276.39-3.3830.993.38-30.995上端M11.05-342.633.77-223.44-17.23485.1617.23-485.16-1.3322.311.33-22.31N1220.592588.14232.65645.28-167.89614.30167.89614.30-18.0264.5418.0264.54下端M10.47-342.633.65-223.44-15.851440.7615.85-1440.76-1.15127.181.15-127.18N1241.622701.97232.65645.28-167.89614.30167.89614.30-18.0264.5418.0264.54 V-7.17 -2.48 33.08314.44-33.08-314.44-3.3437.253.34-37.254上端M10.07-324.233.47-248.04-17.041088.5017.04-1088.50-1.2591.091.25-91.09N1436.353036.86271.71752.55-195.85717.02195.85717.02-21.2075.9821.2075.98下端M10.07-324.233.47-248.04-17.042135.1017.04-2135.10-1.13214.391.13-214.39N1457.383150.69271.71752.55-195.85717.02195.85717.02-21.2075.9821.2075.98 V-6.71 -2.32 33.08348.08-33.08-348.08-3.1843.443.18-43.443上端M10.07-305.833.47-272.63-17.541836.9517.54-1836.95-1.07181.801.07-181.80N1652.103485.58310.77859.82-220.76808.85220.76808.85-24.0886.3124.0886.31下端M10.07-305.833.47-272.63-17.542956.1917.54-2956.19-1.07323.321.07-323.32N1673.133599.41310.77859.82-220.76808.85220.76808.85-24.0886.3124.0886.31第190页共190页
V-6.71 -2.32 33.08377.88-33.08-377.88-2.8849.662.88-49.662上端M10.31-287.433.57-297.23-17.282717.7717.28-2717.77-0.86296.530.86-296.53N1867.853934.30349.83967.09-240.89884.04240.89884.04-26.4894.8426.4894.84下端M10.64-287.433.64-297.23-18.803927.2518.80-3927.25-0.90458.120.90-458.12N1888.884048.13349.83967.09-240.89884.04240.89884.04-26.4894.8426.4894.84 V-6.98 -2.41 33.08404.38-33.08-404.38-2.3956.002.39-56.001上端M6.10-312.591.87-321.32-12.463821.7112.46-3821.71-0.45436.360.45-436.36N2083.024362.58388.891074.36-256.57944.45256.57944.45-28.38101.7128.38101.71下端M3.76-312.591.64-321.32-22.845487.5922.84-5487.59-0.82689.060.82-689.06N2113.024524.06388.891074.36-256.57944.45256.57944.45-28.38101.7128.38101.71 V-2.35 -0.84 35.30437.12-35.30-437.12-1.9065.281.90-65.28说明：剪力墙弯矩逆时针为正，反之为负；剪力逆时针为负，反之为正；轴力受压为正；弯矩单位KN*M，轴力、剪力单位KN。8.1内力组合计算根据有无地震组合原则及表8-1、8-2数据进行列表计算如表8-3、8-4。框架梁（连梁）内力组合表表8-3 内力组合S=1.35SGK+0.7×1.4SQKS=1.2SGK+1.0×1.4SQK±0.6×1.4SWKS=1.2SGK+0.7×1.4SQK±1.4SWKS=RGSGE±1.3SQK层号跨次截面MV左风右风左风右风左震右震MVMVMVMVMVMV12CD跨J2-38.47146.84 第190页共190页
J338.47-146.8461.35 跨内Mmax111.60 11AB跨K-81.8676.68-77.5473.92-80.0076.64-71.9567.36-76.0571.89-43.6542.84-95.7286.17K154.06-77.2161.35-77.6749.78-74.9559.24-72.4739.96-67.95130.01-77.63-41.62-43.02跨内Mmax38.40 40.20 40.20 35.38 35.38 31.03 31.03 CD跨K2-58.7669.13-58.8873.32-68.6676.71-46.4661.42-62.7667.0733.9720.28-118.9079.63K358.76-69.1368.66-76.7158.88-73.3262.76-67.0746.46-61.42118.90-79.63-33.97-20.28跨内Mmax39.77 43.15 43.15 36.95 36.95 31.35 31.35 10AB跨J-110.96155.99-104.81146.07-108.64151.35-97.11136.33-103.49145.12-51.6491.68-137.34175.32J190.39-107.5798.79-105.7275.38-100.45101.25-101.5562.23-92.76249.95-125.14-96.16-49.98跨内Mmax97.98 93.63 93.63 88.44 88.44 83.74 83.74 CD跨J2-42.9750.55-33.4247.54-53.2254.39-22.7540.46-55.7551.89116.71-15.81-181.9292.53J342.97-50.5553.22-54.3933.42-47.5455.75-51.8922.75-40.46181.92-92.53-116.7115.81跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 9AB跨I-110.96155.99-104.73146.00-108.72151.42-96.97136.20-103.62145.25-48.8690.62-140.11176.38I190.39-107.5799.10-105.8075.07-100.37101.76-101.6861.72-92.64252.67-126.21-98.88-48.91跨内Mmax97.98 93.63 93.63 88.44 88.44 83.74 83.74 CD跨I2-42.9750.55-33.1647.45-53.4854.48-22.3240.31-56.1852.04119.01-16.61-184.2293.32I342.97-50.5553.48-54.4833.16-47.4556.18-52.0422.32-40.31184.22-93.32-119.0116.61跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 8AB跨H-110.96155.99-104.67145.93-108.77151.50-96.89136.09-103.71145.37-49.2190.31-139.76176.69H190.39-107.5799.41-105.8774.76-100.30102.28-101.8061.19-92.52254.60-126.51-100.81-48.61跨内Mmax97.98 93.63 93.63 88.44 88.44 83.74 83.74 第190页共190页
CD跨H2-42.9750.55-32.8947.35-53.7454.57-21.8840.16-56.6252.19120.64-17.18-185.8593.89H342.97-50.5553.74-54.5732.89-47.3556.62-52.1921.88-40.16185.85-93.89-120.6417.18跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 7AB跨G-112.49156.33-105.94146.18-110.22151.85-98.09136.30-105.22145.75-47.3190.12-144.38177.48G190.39-107.2399.58-105.6274.59-99.95102.57-101.5860.91-92.13253.87-126.70-100.08-47.81跨内Mmax96.69 92.49 92.49 87.29 87.29 82.59 82.59 CD跨G2-42.9750.55-32.7547.30-53.8954.62-21.6340.08-56.8752.28120.03-16.96-185.2393.68G342.97-50.5553.89-54.6232.75-47.3056.87-52.2821.63-40.08185.23-93.68-120.0316.96跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 6AB跨F-113.65156.81-107.11146.70-111.40152.31-99.14136.79-106.29146.15-49.8091.94-143.79176.46F189.39-106.7598.55-105.1073.58-99.49101.63-101.0960.02-91.74249.36-124.96-97.20-48.83跨内Mmax96.23 92.03 92.03 86.88 86.88 82.22 82.22 CD跨F2-42.9750.55-32.7547.34-53.8954.59-21.6440.13-56.8652.22117.04-15.50-182.2592.22F342.97-50.5553.89-54.5932.75-47.3456.86-52.2221.64-40.13182.25-92.22-117.0415.50跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 5AB跨E-113.62156.97-107.32147.02-111.35152.37-99.35137.17-106.07146.08-53.9795.02-139.47173.62E188.63-106.5997.21-104.7873.36-99.4399.99-100.7260.24-91.80237.53-121.93-86.64-51.67跨内Mmax96.66 92.38 92.38 87.25 87.25 82.61 82.61 CD跨E2-42.9750.55-33.2347.50-53.4154.43-22.4340.40-56.0751.95107.56-12.25-172.7788.96E342.97-50.5553.41-54.4333.23-47.5056.07-51.9522.43-40.40172.77-88.96-107.5612.25跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 第190页共190页
4AB跨D-113.62156.97-107.49147.28-111.18152.12-99.63137.59-105.79145.66-51.7698.21-141.67170.43D188.63-106.5996.05-104.5274.51-99.6898.07-100.2962.17-92.22218.69-118.73-67.80-54.86跨内Mmax96.66 92.38 92.38 87.25 87.25 82.61 82.61 CD跨D2-42.9750.55-34.2047.83-52.4454.09-24.0540.96-54.4451.3991.62-6.77-156.8283.48D342.97-50.5552.44-54.0934.20-47.8354.44-51.3924.05-40.96156.82-83.48-91.626.77跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 3AB跨C-113.62156.97-107.71147.69-110.96151.71-100.01138.27-105.42144.98-51.45103.54-141.99165.11C188.63-106.5994.14-104.1176.43-100.0994.88-99.6165.36-92.91190.63-113.41-39.74-60.19跨内Mmax96.66 92.38 92.38 87.25 87.25 82.61 82.61 CD跨C2-42.9750.55-35.8248.39-50.8153.54-26.7641.89-51.7450.4767.861.39-133.0775.33C342.97-50.5550.81-53.5435.82-48.3951.74-50.4726.76-41.89133.07-75.33-67.86-1.39跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 2AB跨B-110.96155.98-105.59147.11-107.85150.31-98.41138.06-102.19143.38-53.85108.15-135.12158.84B190.39-107.5794.28-104.6879.89-101.4993.72-99.8269.75-94.50168.37-108.67-14.58-66.45跨内Mmax97.98 93.63 93.63 88.44 88.44 83.74 83.74 CD跨B2-42.9750.55-37.2348.87-49.4153.05-29.1042.69-49.4049.6647.798.28-113.0068.44B342.97-50.5549.41-53.0537.23-48.8749.40-49.6629.10-42.69113.00-68.44-47.79-8.28跨内Mmax29.06 29.30 29.30 26.54 26.54 24.05 24.05 说明：单位：轴力KN、剪力KN、弯矩KN*M 第190页共190页
4轴A/F柱内力组合计算 表8－4层号截面内力S=1.35SGK+0.7×1.4SQKS=1.2SGK+1.0×1.4SQK±0.6×1.4SWKS=1.2SGK+0.7×1.4SQK±1.4SWKS=RGSGE±1.3SQK︱M︱max及相应的N、VNmax及相应的M、VNmin及相应的M、V左风右风左风右风左震右震10上端M-7.37-6.47-4.01-8.33-4.24-33.2620.02-33.26-7.37-33.26N255.48245.49248.21228.90233.43196.92237.01196.92255.48196.92下端M7.096.988.515.337.87-13.3023.5123.517.09-13.30N278.97266.37269.09249.78254.31217.80257.89257.89278.97217.80 V0.09-2.200.52-2.372.1544.53-43.5244.539上端M14.7110.6718.666.7420.06-14.6937.1737.1714.71-14.69N579.33551.38559.37516.62529.94435.15553.35553.35579.33435.15下端M14.7113.8015.5311.9614.85-10.1632.6432.6414.71-10.16N602.82572.26580.25537.50550.82456.03574.23574.23602.82456.03 V-10.78-13.81-8.53-14.31-5.5236.67-52.75-52.758上端M14.7113.5315.7911.5215.29-15.0337.5137.5114.71-15.03N903.18857.19870.61804.22826.58672.60870.44870.44903.18672.60下端M14.7113.7215.6011.8414.97-11.1133.6033.6014.71-11.11N926.67878.07891.49825.10847.46693.48891.32891.32926.67693.48 V-10.78-13.89-8.46-14.43-5.3936.67-52.75-52.757上端M14.7113.5615.7711.5615.25-13.7236.2136.2114.71-13.72N1227.031162.931181.921091.701123.34909.811187.791187.791227.03909.81下端M14.7113.6515.6811.7115.10-13.7236.2136.2114.71-13.72N1250.521183.811202.801112.581144.22930.691208.671208.671250.52930.69第190页共190页
V-10.78-13.96-8.39-14.55-5.2736.67-52.75-52.756上端M14.0912.9115.1610.9714.71-14.8036.3536.3514.09-14.80N1551.231468.931493.591379.401420.501147.201505.581505.581551.231147.20下端M13.3112.2514.3110.4113.85-15.3535.6835.6813.31-15.35N1574.721489.811514.471400.281441.381168.081526.461526.461574.721168.08 V-9.14-11.95-6.27-13.05-3.6037.64-51.60-51.605上端M18.6117.4219.6515.0918.81-9.4737.9337.9318.61-9.47N1875.801775.291805.561667.481717.931386.051822.551822.551875.801386.05下端M17.7116.7018.6414.5217.76-8.3035.3535.3517.71-8.30N1904.191800.521830.791692.721743.171411.281847.791847.791904.191411.28 V-12.11-14.88-9.27-15.71-6.3634.60-53.10-53.104上端M17.0015.9017.9913.7417.23-10.3536.3236.3217.00-10.35N2205.342086.202121.821960.212019.571632.032141.252141.252205.341632.03下端M17.0016.0017.8913.9117.06-10.3536.3236.3217.00-10.35N2233.732111.442147.061985.442044.811657.272166.492166.492233.731657.27 V-11.33-13.97-8.63-14.78-5.8735.14-52.45-52.453上端M17.0016.0417.8413.9916.98-11.0036.9736.9717.00-11.00N2534.892397.372437.832253.362320.791881.992455.972455.972534.891881.99下端M17.0016.0417.8413.9916.98-11.0036.9736.9717.00-11.00N2563.282422.602463.062278.592346.031907.232481.212481.212563.281907.23 V-11.33-13.72-8.88-14.36-6.2935.14-52.45-52.452上端M17.4216.6518.0914.6617.08-10.3736.9836.9817.42-10.37N2864.442708.952753.432547.192621.332138.172764.472764.472864.442138.17下端M17.9317.1118.6215.0817.60-11.9839.3939.3917.93-11.98第190页共190页
N2892.832734.182778.662572.432646.562163.412789.712789.712892.832163.41 V-11.78-13.76-9.74-14.09-7.3934.82-52.83-52.831上端M10.079.5610.328.529.78-9.1624.6424.6410.07-9.16N3193.193020.233067.912841.002920.462399.413066.503066.503193.192399.41下端M6.686.127.504.977.27-25.1135.1935.196.68-25.11N3233.693056.233103.912877.002956.462435.413102.503102.503233.692435.41 V-3.99-5.59-2.39-6.30-0.9843.12-49.21-49.214轴A/F柱内力组合计算 表8－4层号截面内力S=1.35SGK+0.7×1.4SQKS=1.2SGK+1.0×1.4SQK±0.6×1.4SWKS=1.2SGK+0.7×1.4SQK±1.4SWKS=RGSGE±1.3SQK︱M︱max及相应的N、VNmax及相应的M、VNmin及相应的M、V左风右风左风右风左震右震10上端M-354.68-345.99-359.53-323.38-345.96-120.36-429.92-429.92-354.68-323.38N622.52609.60615.71562.95573.12595.75595.75595.75622.52562.95下端M-354.68-345.52-359.53-322.61-345.96-302.73-297.57-297.57-354.68-322.61N807.48774.02780.12727.36737.53760.16760.16760.16807.48727.36 V -3.06 -5.0987.43-87.4387.439上端M-421.12-426.77-410.57-390.96-363.96-821.31180.56-821.31320.19-390.96N1360.601319.771338.011226.301256.701365.921365.921365.921365.921226.30下端M-421.12-423.64-380.66-385.75-314.13-371.28-327.72-327.72-421.12-385.75N1505.061448.181466.421354.711385.111494.341494.341494.341505.061354.71 V -9.02 -15.03164.87-164.87164.87 164.87第190页共190页
8上端M-501.91-479.71-449.15-412.15-888.66157.44-888.66157.44-449.15-501.91N1993.862024.561853.531904.702102.752102.752102.752102.751853.531993.86下端M-501.72-449.03-448.83-361.01-229.45-568.25-568.25-229.45-448.83-501.72N2122.272152.971981.942033.112231.172231.172231.172231.171981.942122.27 V -14.68 -24.46238.69-238.69238.69 238.697上端M-579.90-565.54-512.07-488.14-740.43-81.27-740.43-81.27-512.07-579.90N2667.882711.372480.642553.122841.022841.022841.022841.022480.642667.88下端M-579.81-534.05-511.92-435.66114.76-1011.15-1011.15114.76-511.92-579.81N2796.292839.782609.052681.532969.442969.442969.442969.442609.052796.29 V -20.30 -33.83304.31-304.31304.31 304.316上端M-658.61-635.87-575.75-537.85-379.74-533.69-379.74-533.69-575.75-658.61N3341.543398.023107.353201.493579.043579.043579.043579.043107.353341.54下端M-658.52-707.96-575.60-658.00718.49-1631.91-1631.91718.49-575.60-658.52N3469.953526.433235.773329.903707.453707.453707.453707.453235.773469.95 V -26.03 -43.39359.31-359.31359.31 359.315上端M-725.09-742.72-631.99-661.3785.48-1175.93-1175.9385.48-631.99-725.09N3994.024063.373712.913828.494291.524291.524291.524291.523712.913994.02第190页共190页
下端M-724.95-830.81-631.75-808.181418.63-2418.21-2418.211418.63-631.75-724.95N4130.624199.973849.513965.104428.124428.124428.124428.123849.514130.62 V -31.29 -52.15408.77-408.77408.77 408.774上端M-737.38-812.85-633.90-759.69877.15-1952.95-1952.95877.15-633.90-737.38N4679.994761.624352.044488.105027.885027.885027.885027.884352.044679.99下端M-737.28-916.42-633.73-932.302327.37-3313.53-3313.532327.37-633.73-737.28N4816.594898.224488.644624.705164.485164.485164.485164.484488.644816.59 V -36.49 -60.82452.51-452.51452.51 452.513上端M-749.59-901.40-635.68-888.701857.46-2918.61-2918.611857.46-635.68-749.59N5366.215458.944991.605146.155750.095750.095750.095750.094991.605366.21下端M-749.59-1020.27-635.68-1086.833312.46-4373.62-4373.623312.46-635.68-749.59N5502.815595.545128.205282.765886.695886.695886.695886.695128.205502.81 V -41.71 -69.52491.24-491.24491.24 491.242上端M-761.76-1010.12-637.41-1051.343009.84-4056.35-4056.353009.84-637.41-761.76N6052.846154.745631.835801.676450.676450.676450.676450.675631.836052.84下端M-761.80-1145.86-637.46-1277.574669.38-5628.68-5628.684669.38-637.46-761.80N6189.446291.345768.445938.276587.276587.276587.276587.275768.446189.44 V -47.04 -78.39525.69-525.69525.69 525.691上端M-825.32-1191.48-690.62-1300.894400.34-5536.12-5536.124400.34-690.62-825.32N6715.366824.636248.236430.367107.497107.497107.497107.496248.236715.36下端M-825.63-1403.76-691.14-1654.686660.62-7701.76-7701.766660.62-691.14-825.63N6909.137018.416442.016624.147301.277301.277301.277301.276442.016909.13 V -54.84 -91.40568.25-568.25568.25 568.25第190页共190页
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9 截面设计各构件最不利荷载组合完成后，即可进行截面设计。截面设计应按照抗震等级的要求进行，本结构框架的抗震等级为三级，剪力墙的抗震等级为二级。本设计只设计4轴上的梁、柱、剪力墙等。根据《高规》规定，对非抗震设计与抗震设计的各构件承载力要满足下式：无地震作用组合：有地震组合：：结构重要系数，根据规范要求取。：荷载效应组合设计值。：构件承载力设计值。：承载力抗震调整系数，按下表9-1取。承载力抗震调整系数表9-1构件类别梁轴压比大于0.15的柱轴压比小于0.15的柱剪力墙各类构件节点受弯状态受弯偏压偏压偏压局部承压受剪、偏拉受剪 0.750.750.800.851.000.850.859.1框架梁承载力计算1)材料及其强度混凝土强度等级C30，，纵筋为HRB335,；箍筋HPB235，。2)正截面受弯承载力计算，框架梁按弹性方法计算。梁下部受拉时按T形截面设计，上部受拉时按矩形配筋。判断T形截面类型：按T形截面计算，b=250mm,h=550mmKL4-1：KL4-2：第190页共190页
比较上值取小值：，按单排布筋，比较组合值的最大值均小于200KN*M，则必定小于1151.15KN*M，所以为第一类T形截面类型。根据组合表的数据及以上条件列表9-2进行梁正截面承载力设计：梁正截面承载力计算表9-2AB跨CD跨层次计算公式支座左截面跨中截面支座右截面左右支座截面跨中截面顶面底部顶面底部顶面底部10M-95.7240.20130.01-41.62-118.9033.9730.00γREM-71.7940.2097.51-31.22-89.1825.4830.000.0910.0430.1230.0060.1130.0050.0320.0950.0440.1320.0060.1200.0050.033534.67268.68740.49222.01672.86181.11199.35选配钢筋318314218+120314318314314实配钢筋截面面积763.00461.00823.00461.00763.00461.00461.009M-137.3497.98249.98-96.16-182.92116.7130.00γREM-103.0197.98187.49-72.12-137.1987.5330.000.130.110.240.010.170.020.030.140.110.280.010.190.020.03785.63678.241541.93514.871076.42625.79199.35第190页共190页
选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.008M-140.1197.98252.67-98.88-184.22119.0032.00γREM-105.0897.98189.50-74.16-138.1789.2532.000.1330.1050.2400.0130.1750.0160.0340.1430.1120.2790.0140.1940.0160.035802.80678.241561.72529.531084.98638.17212.88选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.007M-139.7697.98254.60-100.81-185.85120.6430.00γREM-104.8273.49190.95-75.61-139.3990.4830.000.1330.0790.2420.0140.1770.0160.0320.1430.0820.2810.0140.1960.0170.033800.63500.941575.98539.941095.75647.04199.35选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10556.001610.00716.201135.00656.00656.006M-144.3896.69253.87-100.08-185.23120.6430.00γREM-108.2996.69190.40-75.06-138.9290.4830.000.1370.1040.2410.0140.1760.0160.0320.1480.1100.2800.0140.1950.0170.033829.39668.751570.58536.001091.65647.04199.35选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.00第190页共190页
5M-143.7996.23249.36-97.20-182.00117.0030.00γREM-107.8496.23187.02-72.90-136.5087.7522.500.1370.1030.2370.0130.1730.0160.0240.1470.1090.2740.0130.1910.0160.024825.71665.381537.38520.481070.36627.36148.88选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.004M-139.4796.66237.53-86.64172.77107.5630.00γREM-104.6096.66178.15-64.98129.5880.6730.000.1320.1040.2260.012-0.1640.0150.0320.1430.1100.2590.012-0.1520.0150.033798.83668.531451.56463.59-853.90576.36199.35选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.003M-141.9996.66218.69-67.80-156.8291.6230.00γREM-106.4996.66164.02-50.85-117.6268.7230.000.1350.1040.2080.0090.1490.0120.0320.1450.1100.2350.0090.1620.0130.033814.49668.531318.42362.31907.70490.41199.35选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.002M-141.9996.66190.63-39.74-133.0967.8630.00γREM-106.4996.66142.97-29.81-99.8250.9030.00第190页共190页
0.1350.1040.1810.0050.1260.0090.0320.1450.1100.2010.0050.1360.0090.033814.49668.531127.47211.96759.41362.63199.35选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.001M-135.1297.98168.37-14.58-133.0047.7930.00γREM-101.3497.98126.28-10.94-99.7535.8430.000.1280.1050.1600.0020.1260.0060.0320.1380.1120.1750.0020.1350.0070.033771.92678.24981.6077.63758.86255.03199.35选配钢筋220+116216+120225+220216+120114+225118+216216+114实配钢筋截面面积829.10716.201610.00716.201135.00656.00556.00说明：1、对于采用的弯矩设计值是有地震组合的情况，应给与调整，调整系数γRE为0.75；2、ξb=0.550，梁最小配筋率ρmin=max(0.2%,45ft/fy=0.306%)=0.306%,Asmin=ρminbh=0.306%×250×550=421mm2，计算结果小于最小配筋面积时采用最小配筋面积；3、表中单位：弯矩KN*M、面积mm2分析上表可知2~10层的配筋相同与屋面层不同配筋。1)梁斜截面承载力设计由于本工程在抗震区，故应采用箍筋作抗剪钢筋，不满足时采用箍筋和弯起钢筋抗剪。考虑抗震设计时候要满足强剪弱弯的要求。：考虑地震作用组合的重力荷载代表值作用下，按简支梁计算的梁端截面剪力值。第190页共190页
：剪力增大系数，一、二、三级分别取1.3、1.2、1.1。重力代表值作用下的计算过程如下表9-3，具体竖向荷载作用下的数据参照图7-1、7－2。重力代表值作用下的计算表9-3按100%恒载加50%活载下两端剪力求出重力荷载代表值，再将梁按简支求出两端剪力，乘以1.2求出设计值VGb层次KL4-1KL4-2第7层恒载荷载说明荷载L(M)A轴端VB轴端V荷载说明荷载L(M)C轴端VD轴端V均布荷载产生的13.665.2836.0436.04均布荷载下9.726.0029.1729.17集中力产生的74.085.2853.0121.07 29.1729.17三角形产生的13.265.288.9616.07 98.0173.17 活载集中力产生的18.405.2813.175.23均布荷载下6.466.0019.3819.38三角形产生的7.805.285.279.45 18.4414.69 VGb 128.6796.62 VGb46.6346.63顶层 均布荷载产生的3.265.288.618.61均布荷载下10.866.0032.5829.17梯形产生的24.765.2876.4576.45 32.5829.17 85.0585.05 活载集中力产生的18.405.2813.175.23 三角形产生的7.805.285.279.45均布荷载下7.606.0022.8019.38 18.4414.69 VGb 113.12110.88 VGb52.7846.63说明：所求得数据是考虑梁的强剪弱弯；单位：剪力为KN，荷载：KN/m2,集中力KN。根据以上求出的数据同组合出来的剪力比较取大值。斜截面承载力计算如下表9-4所示：由于各层梁端梁剪力相差不大，所以取梁端的大值配箍计算。第190页共190页
梁斜截面承载力计算表9-4截面A支座B支座C/D支座V(KN)177.480-126.70093.890VGb(KN)128.6796.6246.630Mb(KN*m)-104.852254.600185.85/120.64164.093149.916107.928γREVmax(KN)133.110112.43780.946455.813455.813455.813127.628127.628127.628计算配筋构造配筋构造配筋选用箍筋2Φ82Φ82Φ8101.000101.000101.000 0.240//计算箍筋间距s(mm)421.095//配置箍筋2Φ8@2002Φ8@2002Φ8@2000.2020.2020.2020.1630.1630.163实际配置箍筋2Φ8@2002Φ8@2002Φ8@200说明：9.1框架柱承载力计算9.1.1框架柱正截面承载力计算1)已知条件：柱截面尺寸1~5为500mm*500mm，6~10为450*450混凝土强度等级为C30，，。第190页共190页
1)正截面承载力计算，采用对称配筋。(1)强柱弱弯的计算除了顶层和轴压比小于0.15外，柱端弯矩设计值根据强柱弱弯的要求对节点进行调整，次此设计采用计算A（F）柱的1、2、6层考虑抗震要求时应满足：具体解释参照《高规》，此略。调整计算如下表9-5“强柱弱梁”调整表表9-5层次调整前柱端M梁端∑Mbmaxηc∑Mbmax调整后的柱端M︱M︱max及相应的NNmax及相应的MNmin及相应的M︱M︱max及相应的NNmax及相应的MNmin及相应的M1柱顶24.64010.068-9.163-135.120148.63257.19853.44446.0992柱底39.38917.931-11.97771.94761.30843.286柱顶36.98117.417-10.372-141.990156.18978.10879.05255.0673柱底36.96816.995-10.99778.09578.63054.4425柱顶37.92718.612-9.470-143.790158.16980.76890.01442.7856柱底36.34514.093-14.79679.18785.49437.459柱顶35.67913.310-15.351-144.380158.81878.82875.43553.1587柱底36.20514.712-13.72179.35476.83754.788说明：柱端弯矩调整根据强柱弱梁的原则进行，当ηc∑Mbmax>∑Mc给于调整；三级ηc=1.1；单位KN*M(2)以二层柱的一组不利荷载为对象设计剪跨比和轴压比：根据《高规》，柱剪压比可取柱净高与计算方向2倍柱截面有效高度之比，即：为长柱。最大柱轴力为：N=2846.436N，于是。满足轴压比极限值的要求轴压比参照《高规》。正截面抗弯承载力计算：作为算例，现取的一组（第190页共190页
）进行配筋计算，其余5组计算在excel表中进行。柱的计算长度采用对称配筋，选用HRB335级钢筋（）取h/30=500/30=16.67及20mm中的较大者。即：=20.0mm，取为小偏心受压对称配筋时先按下式子求出值，再代入求的公式计算配筋面积。上式若及时，截面以构造配筋。具体计算及配筋见如表9-6~9-7。当设计出为大偏心配筋时根据〈〈混凝土规范〉〉的公式进行设计。根据构造要求，全部纵向配筋率不应大于5%，且不小于0.7%，每一侧不应小于0.2%。第190页共190页
柱正截面承载力计算表9-6层数柱号不利截面bhho(mm)Nb(kN)最不利内力组合轴压比eo=M/Neaei=eo+ea0.5fcA/Nζ1lo/hζ2ηe=ηei+(h/2)-aM(kN.m)N(kN)N/fcbh(mm)(mm)(mm)1A/F柱顶5005004601808.9557.203141.080.8818.212038.210.570.56918.411.35261.405005004601808.9553.443193.190.8916.742036.740.560.55988.411.35259.715005004601808.9546.102324.830.6519.832039.830.770.76898.411.45267.65柱底5005004601808.9535.193177.080.8911.072031.070.560.56268.411.42254.125005004601808.956.683233.690.902.072022.070.550.55288.411.58244.885005004601808.9525.112360.830.6610.642030.640.760.75718.411.57258.192A/F柱顶5005004601808.9578.112820.850.7927.692047.690.630.63377.511.25269.405005004601808.9579.052864.440.8027.602047.600.620.6247.511.24269.135005004601808.9555.072081.800.5826.452046.450.860.85867.511.34272.32柱底5005004601808.9571.952846.080.8025.282045.280.630.62817.511.26266.895005004601808.9561.312892.830.8121.192041.190.620.61797.511.28262.615005004601808.9543.292107.040.5920.542040.540.850.84837.511.39266.226A/F柱顶4504504101451.0978.831524.310.5351.712071.710.950.94996.6711.22272.364504504101451.0975.441551.230.5448.632068.630.930.93346.6711.22269.004504504101451.0953.161128.470.3947.112067.111.2816.6711.25268.58柱底4504504101451.0979.191545.190.5351.252071.250.940.9376.6711.22271.684504504101451.0985.491574.720.5454.292074.290.920.91946.6711.20274.444504504101451.0937.461149.350.4032.592052.591.2616.6711.31254.06第190页共190页
4轴A/F柱正截面承载力计算表9-7层数柱号χ=N/αfcb(mm)ξbho(mm)判别大小偏心ζ2as"(mm)As=As"(mm)一边最小配筋选筋每边选筋每边实配总配筋率ρmin1A/F439.31253小0.8280.0704.9500.0757.2320942.00.820.7446.60253小0.8380.0757.2500.0325.15253小0.7280.0-597.4500.0444.35253小0.8480.0565.2500.0452.26253小0.8680.0403.1500.0330.19253小0.7480.0-761.5500.02A/F394.52253小0.7880.0308.5500.0500.0320942.00.820.7400.62253小0.7980.0384.5500.0291.16253小0.6680.0-808.2500.0398.05253小0.7980.0290.3500.0404.59253小0.8080.0264.7500.0294.69253小0.6780.0-907.5500.03A/F236.88225.5小0.5880.0-292.8405.0405.0320942.01.020.7241.06225.5小0.6080.0-322.7405.0175.36225.5大0.4380.0-546.3405.0240.12225.5小0.5980.0-286.7405.0244.71225.5小0.6080.0-215.9405.0178.61225.5大0.4480.0-689.9405.0第190页共190页
9.1.1框架柱斜截面承载力计算框架柱的剪力设计值要调整，调整同梁斜截面道理相同按与组合出来的V值比较，取大值，此为了简化计算只取直接组合出来的V与相对应的N值。计算步骤如下：由内力组合表中选取与相应的轴向压力设计值N<。当N>取；，当大于3取3，小于1时取1.0。考虑抗震条件及轴力为压力按下式计算：具体列表9-8进行计算：表9-8层次N（KN）bc(mm)hc(mm)Hn(mm)2h0(mm)λ实取λVc(KN)γREVcAsv/s配筋10257.8945045030009003.333.0043.5236.99-0.55构造配9574.2345045030009003.333.0052.7544.84-0.66构造配8891.3245045030009003.333.0052.7544.84-0.86构造配71208.6745045030009003.333.0052.7544.84-1.07构造配61526.4645045030009003.333.0051.6043.86-1.28构造配51847.79500500300010003.003.0053.1045.14-1.49构造配42166.49500500300010003.003.0052.4544.58-1.68构造配32481.21500500300010003.003.0052.4544.58-1.86构造配22789.71500500300010003.003.0052.8344.91-2.03构造配13102.50500500420010004.203.0049.2141.83-2.24构造配由上表计算结果得出柱的配筋为构造配筋柱端加密区箍筋选用，采用复合箍筋，其体积配箍率：第190页共190页
满足要求。柱的非加密区采用4肢，，且间距s=150<15d=270mm，满足要求。9.1剪力墙承载力计算剪力墙设计，本设计以底层为例1)强肢截面尺寸及材料截面尺寸示意图如示：第一层：hw=5125mm；bw=200mm；as=as′=250mm；hw0=hw-250=4875mm；bf′=500mm；hf′=500mm。第六层：hw=4850mm；bw=200mm；as=as′=225mm；hw0=hw-225=4625mm；bf′=450mm；hf′=450mm。材料：混凝土C30（，）钢筋：水平、竖向钢筋采用HPB235级（）剪力墙边柱、构造边缘构件纵筋采用HRB335级钢筋（）2)配筋计算：第一层：采用对称配筋，由内力组合表取Mmax最大的一组（M=7701.76KN*m,N=7301.27KN）水平及竖向分布钢筋选用双排8@150双向，分布筋配筋率：a)剪力墙竖向钢筋计算假定则由《高规》得1143.07mm>h′f=500mm 故每层为大偏心受压第190页共190页
由《高规》得查表采用416+214As=308+804=1112mm2约束边缘构件设置部位：剪力墙底部加强部位由前比较可知道在第一、二层及其上1层（第三层）的墙肢端部。构造要求：由《高规》得有端柱的阴影部分边长max{bf+bw,bf+300}={500+200,500+300}=800mm,阴影面积=则同上的端部配筋面积结果比较按取大值考虑，则面积按3100mm2，选择425+420As=1964+1256=3220mm2，满足要求。构造边缘构件设置设置部位：除剪力墙第1、2、3层加强层外的其他层墙肢端部。构造要求：阴影部分边长=max{bf+bw,bf+300}={500+200,500+300}=800mm阴影面积=，则0.008Ac=0.008×310000=2480mm2按规范要求至少要满足612，面积为679mm2，故按面积大值取2480mm2选取425+220As=1964+628=2592mm2。a)斜截面承载力计算为保证剪力墙的“强剪弱弯”要求，底部加强区适当调高强肢剪力设计值，即剪跨比验算截面尺寸第190页共190页
截面尺寸满足要求偏心受压剪力墙斜截面受剪承载力：计算时V取实际值，由《高规》得选用双排Φ8@150，相应的>0.634配筋率为：最小配筋率满足要求约束边缘构件：设置部位：设置部位：剪力墙底部加强部位由前比较可知道在第一、二层及其上1层（第三层）的墙肢端部。构造要求：约束边缘构件沿墙方向的长Lc=max{0.15hw,1.5bw,450}=max{0.15×5125,1.5×200,450}=770mm。阴影部分设采用Φ8@50双向配置，其体积配箍率为：符合要求。构造边缘构件设置部位：除剪力墙第1、2、3层加强层外的其他层墙肢端部。构造要求：采用Φ8@100双向配置，其体积配箍率：第190页共190页
符合要求。配筋图详见施工图。9楼板设计楼板编号参照前结构布置图。对于本设计按规范要求当板比例：按双向板计算，按单向板计算。考虑内力重分布因素，一般的楼板可采用塑性方法计算，计算方法是在弹性方法的基础上给与调整（同梁调幅原理相同），对于有防水要求及对裂缝宽度控制较严等情况（参照混凝土结构规范）板要采用弹性方法。对于本设计，为了简化计算，全部采用弹性方法计算。1)设计资料：由前已知楼面：楼面活荷载：阳台：楼面其他：楼面恒荷载：卫生间、阳台、厨房：楼面其他：屋面：电梯房活载：屋面：小塔楼屋面：第190页共190页
楼面恒荷载：材料选用：混凝土C30（，）钢筋：采用HPB235级（）1)双向板弯矩计算：对与双向板的弹性计算方法如楼面板B1，B1跨内最大弯矩由g+q/2作用下实际边（两邻边简支、两邻边固定）的跨中弯距与q/2作用下四边简支板的跨中弯矩之和计算求得；支座最大负弯矩则为g+q作用下作用下实际边（两邻边简支、两邻边固定）的支座弯矩。由，总为短边，查《静力手册》双向板的均布荷载作用下的内力系数表得（查表时已经考虑了泊松比v,计算时候就不用再考虑）：根据弯矩进行配筋：弯矩具体计算见表10-1。第190页共190页
板内力计算表10-1双向板内力计算板号lx(m)ly(m)lx/ly支座类号mxmaxmymaxmxmy支座类型m"xm"ygqMxMyMx"My"B14.205.400.78两邻边固定两邻边简支0.0380.021-0.091-0.075四边简支0.0590.0334.0802.8005.0882.863-11.010-9.142B21.201.690.71四边固定0.0320.012-0.073-0.057四边简支0.0610.0564.0802.8000.3710.205-0.721-0.563B33.304.200.79两邻边固定两邻边简支0.0370.022-0.089-0.075四边简支0.0570.0334.0802.8003.0691.791-6.698-5.622B42.904.200.69四边固定0.0330.011-0.074-0.057四边简支0.0380.0374.0802.8001.9450.937-4.289-3.295B52.003.300.61三边固定一边简支0.0380.011-0.081-0.057四边简支0.0810.0254.4402.8001.3460.389-2.347-1.654B62.203.300.67三边固定一边简支0.0360.012-0.079-0.057四边简支0.0720.0284.4402.8001.5190.531-2.758-2.004B73.904.500.87四边固定0.0240.016-0.061-0.055四边简支0.0490.0354.0802.8003.0022.080-6.392-5.724B84.504.501.00四边固定0.0180.018-0.0510.0372.800-7.147-7.147第190页共190页
-0.051四边简支0.0374.0802.9962.996WB14.205.400.78两邻边固定两邻边简支0.0380.021-0.091-0.075四边简支0.0590.0336.6002.8006.7613.808-15.043-12.491WB24.204.500.93两邻边固定两邻边简支0.0280.024-0.075-0.072四边简支0.0430.0366.6002.8004.9954.302-12.370-11.985WB34.205.400.78三边固定一边简支0.0320.014-0.073-0.057四边简支0.0580.0336.6002.8005.9932.826-12.158-9.465WB44.204.500.93三边固定一边简支0.0260.017-0.064-0.056四边简支0.0430.0366.6002.8004.7333.269-10.675-9.286WB54.205.400.78四边固定0.0280.014-0.068-0.056四边简支0.0580.0336.6002.8005.4092.761-11.256-9.309WB64.504.501.00四边固定0.0180.018-0.051-0.051四边简支0.0370.0376.6002.8003.8943.894-9.765-9.765WB84.5060.75一边固定三边简支0.0370.009-0.08/四边简支0.0620.0326.6000.7005.5901.463-11.811/TB1.772.60.68两邻边固定两邻边简支0.0450.019-0.101-0.077四边简支0.0710.0294.0802.8001.0760.452-2.184-1.666说明：Mx、My、分别表示板跨中X方向、Y方向的弯距，Mx"、My"分别表示板支座X方向、Y方向的弯距；单位KN*M；以每米板宽为计算单位。第190页共190页
第190页共190页
1)单向板弯矩计算单向板弯矩计算根据《静力手册》进行查表查出弯矩系数计算，计算过程如下表10-2。单向板弯矩计算表10-2单向板内力计算单跨单向板计算备注板编号跨度Lgq支座跨中 B91.204.442.80-0.870.43 B101.504.443.50-1.490.74 WB71.206.602.80-1.130.56 多跨单向板计算说明截面位置A1.00B2.00备注端支座边跨跨中中间支座边跨跨中弯矩系数-1/161/14-1/141/14B11和B12计算跨度L01.201.201.201.00g=4.08KN/m2g=2.8KN/m2M=αM（g+q)L02-0.620.71-0.620.49B13和B14计算跨度L01.501.501.501.20g=4.44KN/m2g=3.5KN/m2M=αM（g+q)L02-1.121.28-1.120.82B15和B15计算跨度L00.950.950.950.95g=4.08KN/m2g=2.8KN/m2M=αM（g+q)L02-0.390.44-0.390.44B15和B16计算跨度L00.950.950.950.95g=4.90KN/m2g1=2.8KN/m2g2=2.8KN/m2M=αM（g+q)L02-0.430.50-0.830.952)配筋计算根据已求出单双向板的内力数据后进行列表10-3计算。配筋图计算书上略，具体见板配筋施工图。第190页共190页
板配筋计算表10-3标准层板配筋跨中截面h0(mm)M(KN*m)αsγsAs(mm)ρ1=100%(As/bh)配筋实际配筋面积（mm2)B1lx方向805.090.060.97311.790.31Φ8@160314ly方向702.860.040.98198.890.20Φ8@160314B2lx方向800.370.001.0022.160.02Φ8@160314ly方向700.200.001.0013.940.01Φ8@160314B3lx方向803.070.030.98185.870.19Φ8@160314ly方向701.790.030.99123.410.12Φ8@160314B4lx方向801.940.020.99117.010.12Φ8@160314ly方向700.940.010.9964.140.06Φ8@160314B5lx方向801.350.010.9980.720.08Φ8@160314ly方向700.390.011.0026.550.03Φ8@160314B6lx方向801.520.020.9991.210.09Φ8@160314ly方向700.530.011.0036.240.04Φ8@160314B7lx方向803.000.030.98181.720.18Φ8@160314702.080.03143.650.14Φ8@160314第190页共190页
ly方向0.98B8lx方向803.000.030.98181.370.18Φ8@160314ly方向703.000.040.98208.390.21Φ8@160314B9短方向800.430.001.0025.920.03Φ8@160314B10短方向800.740.011.0044.490.04Φ8@160314B11短方向800.490.011.0029.330.03Φ8@160314B12短方向800.710.011.0042.290.04Φ8@160314B13短方向800.820.011.0048.830.05Φ8@160314B14短方向801.280.010.9976.490.08Φ8@160314B15短方向800.440.001.0026.460.03Φ8@160314B16短方向1000.500.001.0023.680.02Φ8@160314B17短方向1000.950.011.0045.280.05Φ8@160314TB2lx方向601.08-2.181.6651.480.05Φ8@160314 ly方向500.45-1.671.5427.940.03Φ8@160314支座B1-B9 80-9.140.100.95574.460.57Φ10@130604B1-B2 80-9.140.100.95574.460.57Φ10@130604B1-B4 80-11.010.12700.380.70Φ10@100785第190页共190页
0.94B1-B10 80-11.010.120.94700.380.70Φ10@100785B2-B3 80-5.620.060.97345.620.35Φ8@130387B2-B9 80-6.700.070.96414.470.41Φ10@180436B2-B10 80-0.560.011.0033.610.03Φ8@160314B3-B9 80-6.700.070.96414.470.41Φ10@180436B3-B5 80-0.560.011.0033.610.03Φ8@160314B4-B10 80-4.290.050.98261.560.26Φ8@160314B4-B11 80-4.290.050.98261.560.26Φ8@160314B4-B7 80-3.290.040.98199.770.20Φ8@160314B5-B6 80-2.760.030.98166.750.17Φ8@160314B5-B12 80-1.650.020.9999.370.10Φ8@160314B6-B12 80-2.000.020.99120.640.12Φ8@160314B6-B8 80-2.760.030.98166.750.17Φ8@160314B7-B7 80-5.720.060.97352.100.35Φ8@130387B7-B14 80-6.390.070.96394.760.39Φ10@180436B7-B8 80-6.390.07394.760.39Φ10@180436第190页共190页
0.96B8-B8 80-7.150.080.96443.470.44Φ8@100503B8-TB 80-7.150.080.96443.470.44Φ8@100503B10 80-1.490.020.9989.350.09Φ8@160314B13 80-1.120.010.9966.870.07Φ8@160314B13-B14 80-1.120.010.9966.870.07Φ8@160314B15 80-0.390.001.0023.150.02Φ8@160314B15-B15 80-0.390.001.0023.150.02Φ8@160314B16 100-0.430.001.0020.710.02Φ8@160314B16-B17 100-0.830.011.0039.600.04Φ8@160314B17 100-0.830.011.0039.600.04Φ8@160314屋面板配筋计算跨中截面h0(mm)M(KN*m)αsγsAs(mm)ρ1=100%(As/bh)配筋实际配筋面积（mm2)WB1lx方向1006.760.050.98329.960.33Φ8@130387ly方向903.810.030.98204.920.20Φ8@160314WB2lx方向1005.000.030.98242.170.24Φ8@160314第190页共190页
ly方向904.300.040.98232.040.23Φ8@160314WB3lx方向1005.990.040.98291.650.29Φ8@160314ly方向902.830.020.99151.400.15Φ8@160314WB4lx方向1004.730.030.98229.230.23Φ8@160314ly方向903.270.030.99175.500.18Φ8@160314WB5lx方向1005.410.040.98262.650.26Φ8@160314ly方向902.760.020.99147.880.15Φ8@160314WB6lx方向1003.890.030.99188.050.19Φ8@160314ly方向903.890.030.98209.640.21Φ8@160314WB8lx方向1005.590.040.98271.630.27Φ8@160314ly方向901.460.010.9977.910.08Φ8@160314WB7短方向1000.560.001.0026.910.03Φ8@160314支座WB1-WB2 100-12.490.090.95623.320.62Φ8/10@100644WB1-WB3 100-15.040.110.94758.580.76Φ10@100785WB2-WB4 100-12.370.090.95616.990.62Φ8/10@100644WB3-WB4 100-9.460.070.97466.700.47Φ8@160314WB3-WB5 100-12.160.090.96605.890.61Φ8/10@100644第190页共190页
WB4-WB6 100-10.680.070.96528.880.53Φ10@130604WB5-WB5 100-11.260.080.96558.920.56Φ10@130604WB5-WB6 100-9.760.070.96482.060.48Φ8@100503WB5-WB7 100-9.310.070.97458.730.46Φ8@100503WB6-WB6 100-9.760.070.96482.060.48Φ8@100503WB6-TB 100-9.760.070.96482.060.48Φ8@100503WB7 100-1.130.011.0053.930.05Φ8@160314WB8-WB8 100-11.810.080.96587.810.59Φ8/10@100644 9楼梯设计图11－1 板式楼梯简图第190页共190页
采用现浇楼梯，由于板跨度不大、活载较小，采用板式楼梯计算，简图如图11－1。由于每层层高相同，所以每层的楼梯设计都相同，设以第一层为设计对象。1)设计资料：活载标准值：材料选用：混凝土C30（）钢筋：2)梯段板计算：计算梯段板时取1m宽板作为计算单元，两端支承在平台梁上的梯段板内力计算时将其简化为简支斜板，再简化为水平板计算，简图如图11-2。确定板厚：L0=2600mm图11-2 斜板简图荷载计算（取1m板宽计算）：楼梯斜板倾斜角：。恒荷载标准值：踏步重：耐磨砖面层：斜板：扶手荷载：（不计入，另加2Φ12）板底抹灰： 第190页共190页
恒载标准荷载值值：荷载设计值：活载设计值：总荷载设计值：内力计算：计算跨度L0=（2240+200）=2440mm跨中弯矩：配筋计算：采用分布筋采用1)平台板计算a)TB1计算：按单向板计算由于跨度小，取板厚80mm,ho=80-25=55mm考虑板板与梁现浇的影响，考虑弹性作用、则：第190页共190页
分布筋取a)TB2计算：分析为双向板，已经由板配筋中计算配筋结果参照板配筋步骤。4)平台梁计算，平台梁简图如图11-3a)中间平台梁TL1计算，分析梁为简支梁：计算跨度L0=（2240+200）=2440mm初步确定：荷载计算：TB1传来：梯段传来：梁自重：梯段扶手传来：总均布荷载为：内力计算：跨中弯矩：倒L形截面、约按矩形截面计算配筋：第190页共190页
实配选用216()支座剪力：构造配筋，箍筋的最大间距为200mm选双肢箍，a)TL2计算：截面尺寸同TL1荷载计算：TB2传来：梯段传来：梁自重：梯段扶手传来：总均布荷载为：内力计算：跨中弯矩：倒L形截面、约按矩形截面计算配筋：实配选用216()支座剪力：构造配筋，箍筋的最大间距为200mm第190页共190页
选双肢箍，楼梯配筋图此略，具体见楼梯结构施工图。具体构造要求按《混凝土结构规范》进行，采用分离式配筋。9基础设计12.1工程地质资料根据广州市城市规划勘测设计研究院提供的《广州某豪华公寓岩土工程勘察报告》的工程地质资料如下：第一层：人工填土，平均厚度2.0m，第二层：粘土（软塑0.75150mm,满足要求。取承台的长边和短边为：承台埋深取1.8m，承台高0.8m，桩顶伸入承台85mm，钢筋保护层厚度取50mm，则承台有效高度为：第190页共190页
。承台大样及桩布置见图10-1。10-1承台大样及桩布置图1)计算桩顶荷载设计值。计算桩顶荷载设计值取承台及其上土的平均重度，则桩顶竖向荷载特征值为:满足要求。基桩水平力因此无须验算考虑群桩效应的基桩水平承载力设计值。2)承台受冲切承载力计算。a.柱边对承台的冲切第190页共190页
柱对承台的冲切按下式计算式中：——扣除承台及其上填土自重，作用在冲切破坏锥体上相应于荷载效应基本组合的冲切力设计值；——冲切破坏锥体的有效高度；——受冲切承载力截面高度影响系数；、——冲切系数；、——柱边或变阶处至桩边的水平距离；、——柱的尺寸。现将圆桩换算成方桩：由《基础设计规范》得冲跨比和冲切系数柱边冲切满足要求。b.角桩向上冲切，从角桩内边缘至承台外边缘距离角桩对承台的冲切按下式计算式中：——扣除承台及其上填土自重后角桩桩顶相应于荷载效应基本组合时的竖向力设计值；——承台外边缘的有效高度；——受冲切承载力截面高度影响系数；、——角桩冲切系数；第190页共190页
、——从承台底角桩内边缘引冲切线与承台顶或承台变阶处相交点至角桩内边缘的水平距离；、——从角桩内边缘至承台外边缘的距离。扣除承台及其上填土自重，作用在冲切破坏锥体上相应于荷载效应基本组合的冲切力设计值；角桩冲切满足要求。1)承台受剪承载力计算承台斜截面受剪计算按下式计算式中：——扣除承台及其上填土自重后角桩桩顶相应于荷载效应基本组合时斜截面最大剪力设计值；——承台计算截面处的计算宽度；——计算宽度处承台的有效高度；——剪切系数；——受剪切承载力截面高度影响系数。剪跨比与以上冲垮比相同，故对Ι–Ι斜截面第190页共190页
Ⅱ–Ⅱ截面，验算同上相同，满足要求。1)承台局部受压计算承台采用的混凝土等级是C30，预制管桩的混凝土等级是C80，承台和柱的强度等级一样，不用验算柱下承台局部受压；承台比桩的强度小，需要验算桩上承台的局部受压。承台局部受压承载力按下式计算式中：——局部受压面上作用的局部荷载或局部压力设计值；——混凝土强度影响系数；——混凝土局部受压时的强度提高系数；——混凝土局部受压净面积。承台局部受压满足要求。2)承台受弯承载力计算考虑承台效应i桩为竖向总反力设计值。第190页共190页
采用20，n=4172.04/254.5+1=14.2根s=（L-70）/14.2=150mm,取150mm，则选20@120，承台配筋图如图12-2。12.1W3下的桩基础设计地质资料参照12.1节。12.4.1初选桩长和桩径：上部结构传来的荷载设计值，通过PKPM的SATWE软件计算分析可知手计同机计的结果差别不大，手计比较大，所以X方向的采用手计，Y方向的由于没进行手计，采用机计的结果，同时计算时没加上基础梁传来的荷载，设计值应加上基础梁传来的：第190页共190页
图12-2 A/F柱下承台配筋大样图、，、、。采用预应力PHC混凝土管桩基础，桩径取500mm，壁厚100mm，桩长取20m，桩身材料C80混凝土。承台材料C30混凝土，配置HRB335级钢筋。管桩单桩竖向承载力的确定：管桩桩身竖向承载力设计值同A柱下的设计相同单桩竖向承载力标准值（与A柱设计相同）为了简化计算，并且桩端部支撑在岩层上故视为嵌岩桩,不考虑群桩效应第190页共190页
单桩单位竖向承载力设计值为（考虑桩主要为端承桩，所以确定不考虑群桩效应）：12.4.1确定桩数和承台尺寸a)初选桩数及布桩(根)由于受偏心荷载作用，故取b)初选承台尺寸，查桩基规范，桩距如下：取x方向取1500mm；Y方向取1800mm.根据桩构造要求得：承台边缘到边桩中心为一个桩直径500mm，边缘挑出500-200=300mm>150mm,满足要求。取承台的长边和短边为：承台埋深取2.0m，承台高1.0m，桩顶伸入承台85mm，钢筋保护层厚度取50mm，则承台有效高度为：承台大样及桩布置见图10-3。第190页共190页
10－3承台大样及桩布置图12.4.1桩顶荷载设计值计算桩顶荷载设计值取承台及其上土的平均重度，则桩顶竖向荷载特征值为:满足要求。基桩水平力因此无须验算考虑群桩效应的基桩水平承载力设计值。12.4.2承台验算与承载力配筋1)承台受冲切承载力计算。第190页共190页
a.柱边对承台的冲切柱对承台的冲切按下式计算（各参数含义同上独立桩基础）现将圆桩换算成方桩：由《基础设计规范》得冲跨比和冲切系数墙长边到边桩内边缘的水平距离为墙短边到边桩内边缘的水平距离小于零，并且短边边中无桩，难形成对承台的冲切，所以不用进行冲切验算。柱边冲切满足要求。b.角桩向上冲切，从角桩内边缘至承台外边缘距离角桩对承台的冲切按下式计算扣除承台及其上填土自重，作用在冲切破坏锥体上相应于荷载效应基本组合的冲切力设计值；分析可知道：Y方向上柱子在桩线以内，所以不用进行角桩冲切验算角桩冲切满足要求。1)承台受剪承载力计算承台斜截面受剪计算按下式计算第190页共190页
剪跨比与以上冲垮比相同，故对Ι–Ι斜截面Ⅱ–Ⅱ截面（短边方向），柱边到桩内边缘水平距离小于零，满足斜截面抗剪要求承台受剪承载力计算1)承台局部受压计算承台采用的混凝土等级是C30，预制管桩的混凝土等级是C80，承台和柱的强度等级一样，不用验算柱下承台局部受压；承台比桩的强度小，需要验算桩上承台的局部受压。承台局部受压承载力按下式计算式中：——局部受压面上作用的局部荷载或局部压力设计值；——混凝土强度影响系数；——混凝土局部受压时的强度提高系数；——混凝土局部受压净面积。承台局部受压满足要求。2)承台受弯承载力计算。不考虑承台效应i桩为竖向总反力设计值。第190页共190页
各排桩竖向反力为总竖向反力计算由前已计算。采用20，n=4000/314.2+1=14根s=（L-70）/n=150mm,取150mm，则选20@150，采用14，n=2047.0/153.9+1=15根s=（L-70）/n=125mm＝（6400-70）/15=422考虑配筋间距构造要求，取s=200mm，则第190页共190页
参 考 文 献1.《建筑制图标准》（GB/T50104-2001）.北京：中国建筑工业出版社，20022.《房屋建筑制图统一标准》（GB/T50001—2001）.北京：中国建筑工业出版社，20023.《民用建筑设计通则》（JGJ37-87）北京：中国建筑工业出版社，19884．《建筑结构可靠度设计统一标准》（GB50068-2001）.北京：中国建筑工业出版社，20025．《建筑结构荷载规范》（GB50009-2001）.北京：中国建筑工业出版社，20026．《高层建筑混凝土结构技术规范》（JGJ3-2002）.北京：中国建筑工业出版社，20017．《混凝土结构设计规范》（GB50010-2002）.北京：中国建筑工业出版社，20028．《建筑抗震设计规范》（GB50011-2001）.北京：中国建筑工业出版社，20019．《建筑桩基技术规范》（JGJ94-94）.北京：中国建筑工业出版社，199410.《建筑结构制图标准》(GB/T50105-2001).北京：中国建筑工业出版社，200211．李汝庚，张季超主编,《混凝土结构设计原理》(教材)，北京：中国环境科学出版社，200312.李汝庚,张季超主编,《混凝土结构设计》(教材)，北京：中国环境科学出版社，200313.方鄂华、钱稼茹、叶列平编著，《高层建筑结构设计》，北京：中国建筑工业出版社，2003致谢本工程的毕业设计是在教授刘树堂老师的精心指导和悉心关怀下完成的，在我的毕业设计中无不倾注着老师辛勤的汗水和心血。在此我要向我的指导老师致以最衷心的感谢和深深的敬意！另外还得到了同组同学、朋友的热心帮助，在此谨表崇高的敬意及忠心的感谢！同时，衷心地感谢在百忙之中评阅论文和参加答辩的各位专家、教授！第190页共190页
附录：PKPM电算结果建筑结构的总信息SATWE中文版文件名:WMASS.OUT|工程名称:10层豪华公寓设计人:黄日梁|工程代号:校核人:杨光罗伟程日期:2006/5/17///////////////////////////////////////////////////////////////////////////总信息..............................................结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=25.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算结构类别:框架-剪力墙结构风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.50地面粗糙程度:C类结构基本周期（秒）:T1=0.71体形变化分段数:MPART=1各段最高层号:NSTi=11各段体形系数:USi=1.30地震信息............................................振型组合方法:CQC计算振型数:NMODE=15地震烈度:NAF=7.00场地土类别:KD=2设计地震分区:一组框架的抗震等级:NF=3剪力墙的抗震等级:NW=3活荷质量折减系数:RMC=0.50周期折减系数:TC=1.00结构的阻尼比(%):DAMP=5.00活荷载信息..........................................第190页共190页
考虑活荷不利布置的层数不考虑柱、墙活荷载是否折减不折算传到基础的活荷载是否折减折算------------柱，墙，基础活荷载折减系数-------------计算截面以上的层号---------------折减系数11.002---30.854---50.706---80.659---200.60>200.55调整信息........................................中梁刚度增大系数：BK=1.50梁端弯矩调幅系数：BT=0.85梁跨中弯矩增大系数：BM=1.20连梁刚度折减系数：BLZ=0.70梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=11顶塔楼内力放大：RTL=3.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=0强制指定的薄弱层层号WEAKNO=配筋信息........................................梁主筋强度(N/mm2):IB=300柱主筋强度(N/mm2):IC=300墙主筋强度(N/mm2):IW=210梁箍筋强度(N/mm2):JB=210柱箍筋强度(N/mm2):JC=210墙分布筋强度(N/mm2):JWH=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=200.00墙竖向筋分布最小配筋率(%):RWV=0.30设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:无侧移第190页共190页
梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：是柱配筋计算原则:按双偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=35.00柱保护层厚度(mm):ACA=35.00荷载组合信息........................................恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50剪力墙底部加强区信息.................................剪力墙底部加强区层数IWF=2剪力墙底部加强区高度(m)Z_STRENGTHEN=7.20**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)11154.85519.99735.400100.85.410154.13619.99731.200696.760.09154.13919.99928.200750.459.68154.13919.99925.200750.459.67154.13919.99922.200750.459.66154.13919.99919.200750.459.65154.13819.99916.200765.457.74154.13819.99913.200765.457.73154.13819.99910.200765.457.72154.13819.9997.200765.457.71154.16019.9994.200835.357.7活载产生的总质量(t):592.102恒载产生的总质量(t):7695.748结构的总质量(t):8287.850恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)第190页共190页
**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁数柱数墙数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)1178(30)42(30)18(30)4.2004.2002178(30)42(30)18(30)3.0007.2003178(30)42(30)18(30)3.00010.2004178(30)42(30)18(30)3.00013.2005178(30)42(30)18(30)3.00016.2006178(30)42(30)18(30)3.00019.2007178(30)42(30)18(30)3.00022.2008178(30)42(30)18(30)3.00025.2009178(30)42(30)18(30)3.00028.20010178(30)42(30)18(30)3.00031.20011114(30)6(30)8(30)4.20035.400**********************************************************风荷载信息**********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y11127.7527.8116.541.3141.3173.510184.06111.8452.076.90118.2528.19178.95190.81024.372.23190.41099.58173.81264.61818.067.53258.01873.47168.59333.22817.462.75320.72835.56163.22396.44006.657.84378.63971.25157.61454.05368.652.71431.35265.04154.07508.16892.749.46480.76707.23151.67559.78571.947.27528.08291.22149.17608.910398.644.99573.010010.21165.01673.913229.159.48632.512666.5==================================================================计算信息==================================================================第一步:计算每层刚度中心、自由度等信息第二步:组装刚度矩阵并分解第190页共190页
第三步:地震作用分析第四步:计算位移第五步:计算杆件内力==================================================================各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo:层号TowerNo:塔号Xstif，Ystif:刚心的X，Y坐标值Alf:层刚性主轴的方向Xmass，Ymass:质心的X，Y坐标值Gmass:总质量Eex，Eey:X，Y方向的偏心率Ratx，Raty:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值Ratx1，Raty1:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者RJX，RJY，RJZ:结构总体坐标系中塔的侧移刚度和扭转刚度==================================================================FloorNo.1TowerNo.1Xstif=53.9146(m)Ystif=20.0024(m)Alf=0.0000(Degree)Xmass=54.1596(m)Ymass=19.9990(m)Gmass=950.6657(t)Eex=0.0173Eey=0.0004Ratx=1.0000Raty=1.0000Ratx1=1.7413Raty1=1.7773薄弱层地震剪力放大系数=1.00RJX=2.6791E+06(kN/m)RJY=8.5093E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=53.8611(m)Ystif=20.0040(m)Alf=0.0000(Degree)Xmass=54.1382(m)Ymass=19.9991(m)Gmass=880.7055(t)Eex=0.0215Eey=0.0006Ratx=0.8204Raty=0.8038Ratx1=1.7442Raty1=1.8835薄弱层地震剪力放大系数=1.00RJX=2.1979E+06(kN/m)RJY=6.8398E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=53.8611(m)Ystif=20.0040(m)Alf=0.0000(Degree)Xmass=54.1382(m)Ymass=19.9991(m)Gmass=880.7055(t)Eex=0.0215Eey=0.0006Ratx=0.8074Raty=0.7585Ratx1=1.5715Raty1=1.7526薄弱层地震剪力放大系数=1.00RJX=1.7745E+06(kN/m)RJY=5.1877E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=53.8611(m)Ystif=20.0040(m)Alf=0.0000(Degree)Xmass=54.1382(m)Ymass=19.9991(m)Gmass=880.7055(t)Eex=0.0215Eey=0.0006Ratx=0.8706Raty=0.8151第190页共190页
Ratx1=1.4819Raty1=1.6829薄弱层地震剪力放大系数=1.00RJX=1.5449E+06(kN/m)RJY=4.2285E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=53.8611(m)Ystif=20.0040(m)Alf=0.0000(Degree)Xmass=54.1382(m)Ymass=19.9991(m)Gmass=880.7056(t)Eex=0.0215Eey=0.0006Ratx=0.9101Raty=0.8489Ratx1=1.4462Raty1=1.6636薄弱层地震剪力放大系数=1.00RJX=1.4060E+06(kN/m)RJY=3.5896E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=53.8552(m)Ystif=20.0044(m)Alf=0.0000(Degree)Xmass=54.1386(m)Ymass=19.9990(m)Gmass=869.5460(t)Eex=0.0219Eey=0.0007Ratx=0.9129Raty=0.8587Ratx1=1.4339Raty1=1.6470薄弱层地震剪力放大系数=1.00RJX=1.2836E+06(kN/m)RJY=3.0824E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=53.8552(m)Ystif=20.0044(m)Alf=0.0000(Degree)Xmass=54.1386(m)Ymass=19.9990(m)Gmass=869.5460(t)Eex=0.0219Eey=0.0007Ratx=0.9503Raty=0.8674Ratx1=1.5254Raty1=1.6824薄弱层地震剪力放大系数=1.00RJX=1.2198E+06(kN/m)RJY=2.6736E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.8TowerNo.1Xstif=53.8552(m)Ystif=20.0044(m)Alf=0.0000(Degree)Xmass=54.1386(m)Ymass=19.9990(m)Gmass=869.5460(t)Eex=0.0219Eey=0.0007Ratx=0.9365Raty=0.8491Ratx1=1.6405Raty1=1.8246薄弱层地震剪力放大系数=1.00RJX=1.1423E+06(kN/m)RJY=2.2702E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.9TowerNo.1Xstif=53.8552(m)Ystif=20.0044(m)Alf=0.0000(Degree)Xmass=54.1386(m)Ymass=19.9990(m)Gmass=869.5460(t)Eex=0.0219Eey=0.0007Ratx=0.8708Raty=0.7830Ratx1=2.0799Raty1=2.3287薄弱层地震剪力放大系数=1.00RJX=9.9478E+05(kN/m)RJY=1.7775E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.10TowerNo.1Xstif=53.8552(m)Ystif=20.0044(m)Alf=0.0000(Degree)Xmass=54.1359(m)Ymass=19.9970(m)Gmass=816.7097(t)Eex=0.0217Eey=0.0009Ratx=0.6869Raty=0.6135Ratx1=10.4869Raty1=10.9177薄弱层地震剪力放大系数=1.00第190页共190页
RJX=6.8327E+05(kN/m)RJY=1.0904E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.11TowerNo.1Xstif=52.9659(m)Ystif=19.9972(m)Alf=0.0000(Degree)Xmass=54.8545(m)Ymass=19.9970(m)Gmass=111.5714(t)Eex=0.3661Eey=0.0000Ratx=0.1192Raty=0.1145Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=8.1443E+04(kN/m)RJY=1.2485E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------==================================================================结构整体稳定验算结果==================================================================X向刚重比EJd/GH**2=15.03Y向刚重比EJd/GH**2=33.61该结构刚重比EJd/GH**2大于1.4,能够通过高规(5.4.4)的整体稳定验算该结构刚重比EJd/GH**2大于2.7,可以不考虑重力二阶效应周期、地震力与振型输出文件(侧刚分析方法)==================================================================考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数10.9603179.941.00(1.00+0.00)0.0020.845985.960.01(0.00+0.01)0.9930.589689.970.99(0.00+0.99)0.0140.2795179.991.00(1.00+0.00)0.0050.228386.380.00(0.00+0.00)1.0060.149390.000.98(0.00+0.98)0.0地震作用最大的方向=0.000(度)============================================================仅考虑X向地震作用时的地震力Floor:层号Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)11141.770.000.28101329.98-0.4026.3091325.61-0.3825.8781293.86-0.3222.1571258.38-0.2718.3261219.54-0.2214.49第190页共190页
51181.17-0.1811.0441139.17-0.138.063197.80-0.085.422159.41-0.043.181129.12-0.021.52振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.00-0.04-0.301010.010.21-28.82910.010.20-29.20810.010.17-25.88710.010.15-22.34610.010.12-18.64510.010.10-15.17410.010.07-11.44310.010.05-7.90210.000.03-4.74110.000.01-2.30振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.000.060.001010.000.430.34910.000.410.35810.000.360.31710.000.300.27610.000.250.23510.000.200.19410.000.150.15310.000.100.11210.000.060.07110.000.030.04振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)111-61.45-0.06-0.27101-333.40-0.08-20.0891-206.29-0.11-10.3881-45.34-0.150.9971106.75-0.1710.6861229.76-0.1817.4951310.89-0.1921.0741329.92-0.1820.32第190页共190页
31293.64-0.1616.9721213.63-0.1111.8911121.34-0.066.66振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.000.040.25101-0.01-0.0918.0891-0.01-0.0611.88810.00-0.012.89710.000.03-5.62610.000.06-12.49510.010.08-17.08410.010.08-18.25310.010.07-16.44210.010.05-12.23110.000.03-7.20振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)1110.00-0.030.041010.00-0.11-0.04910.00-0.06-0.03810.000.00-0.01710.000.050.01610.000.090.04510.000.110.06410.000.120.07310.000.100.08210.000.080.07110.000.050.05各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)11975.8120.1030.004959.4550.0260.00各层X方向的作用力(CQC)Floor:层号Tower:塔号Fx:X向地震作用下结构的地震反应力Vx:X向地震作用下结构的楼层剪力第190页共190页
Mx:X向地震作用下结构的弯矩StaticFx:静力法X向的地震力Qox:X向的基底剪力Mox:X向的地震倾覆弯矩Qox/Ge:X向剪重比-------------------------------------------------------FloorTowerFxVx(剪重比)MxStaticFx(kN)(kN)(kN-m)(kN)11197.6297.62(9.19%)410.01243.70101494.92581.59(6.74%)2123.21402.0791392.37940.97(5.62%)4896.83388.9881340.101186.66(4.78%)8341.08347.6071338.991368.57(4.16%)12223.22306.2261357.671522.07(3.71%)16424.02264.8451380.871674.45(3.40%)20911.62227.0641384.831834.02(3.19%)25712.98185.0131368.621993.76(3.03%)30870.16142.9621325.932134.54(2.89%)36401.77100.9211244.192236.40(2.70%)44695.9663.87抗震规范(5.2.5)条要求的X向楼层最小剪重比=1.60%X方向的有效质量系数:97.11%============================================================仅考虑Y向地震时的地震力Floor:层号Tower:塔号F-y-x:Y方向的耦联地震力在X方向的分量F-y-y:Y方向的耦联地震力在Y方向的分量F-y-t:Y方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------第190页共190页
FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.040.000.00101-0.340.00-0.0391-0.340.00-0.0381-0.300.00-0.0271-0.270.00-0.0261-0.230.00-0.0151-0.190.00-0.0141-0.140.00-0.0131-0.100.00-0.0121-0.060.000.0011-0.030.000.00振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.02-0.40-3.341010.152.30-318.90910.162.18-323.08810.151.91-286.31710.141.63-247.16610.131.34-206.23510.111.07-167.82410.090.79-126.59310.060.53-87.44210.040.30-52.40110.020.14-25.46振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.0170.81-0.661010.05525.96413.00910.17502.77423.08810.27438.88379.54710.34373.11332.70610.37306.61283.05510.36245.01236.14410.31181.58184.11310.24123.14133.34210.1672.4586.06110.0834.9647.18振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)第190页共190页
1110.090.000.001010.510.000.03910.310.000.02810.070.000.0071-0.160.00-0.0261-0.350.00-0.0351-0.470.00-0.0341-0.500.00-0.0331-0.450.00-0.0321-0.330.00-0.0211-0.180.00-0.01振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)111-0.020.463.21101-0.10-1.19234.0691-0.08-0.72153.7681-0.04-0.1637.41710.010.35-72.69610.050.75-161.63510.091.00-221.12410.111.04-236.28310.100.91-212.86210.080.64-158.33110.050.36-93.21振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)1110.05-96.62123.301010.16-328.89-135.6391-0.04-182.14-102.0881-0.17-8.16-31.0571-0.19148.7445.6561-0.12269.33120.02510.01344.23187.12410.13356.96227.99310.21316.72236.14210.20235.14205.64110.14142.46144.61各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)10.00211.7832875.2740.00第190页共190页
53.4561197.76各层Y方向的作用力(CQC)Floor:层号Tower:塔号Fy:Y向地震作用下结构的地震反应力Vy:Y向地震作用下结构的楼层剪力My:Y向地震作用下结构的弯矩StaticFy:静力法Y向的地震力Qoy:Y向的基底剪力Moy:Y向的地震倾覆弯矩Qoy/Ge:Y向剪重比-------------------------------------------------------FloorTowerFyVy(剪重比)MyStaticFy(kN)(kN)(kN-m)(kN)111125.91125.91(11.86%)528.84106.43101636.14745.19(8.64%)2715.74668.5991537.131267.16(7.57%)6485.73646.8181448.121659.89(6.69%)11395.14578.0071427.371969.78(5.98%)17144.26509.1961428.882235.88(5.45%)23561.69440.3851428.102479.73(5.03%)30565.86377.5741411.202699.97(4.70%)38102.84307.6531378.812892.03(4.40%)46121.59237.7321308.433042.58(4.11%)54555.81167.8111206.453140.04(3.79%)66872.62106.21抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%Y方向的有效质量系数:94.60%==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号X向调整系数Y向调整系数11.0001.00021.0001.00031.0001.00041.0001.000第190页共190页
51.0001.00061.0001.00071.0001.00081.0001.00091.0001.000101.0001.000111.0001.000结构位移验算所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD:最大层间位移对应的节点号Max-(Z):节点的最大竖向位移h:层高Max-(X)，Max-(Y):X,Y方向的节点最大位移Ave-(X)，Ave-(Y):X,Y方向的层平均位移Max-Dx，Max-Dy:X,Y方向的最大层间位移Ave-Dx，Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大层间位移角X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h11181711.6711.651.004200.8171.201.201.001/3488.10174310.5110.451.013000.7710.870.851.021/3465.916689.659.601.013000.6680.950.951.011/3146.815938.698.651.003000.5931.051.041.011/2867.715187.657.621.003000.5181.131.121.011/2656.614436.526.491.003000.4431.191.191.011/2515.513685.335.311.003000.3961.201.191.011/2499.412934.134.121.003000.2931.191.191.001/2518.312182.942.931.003000.2461.131.121.011/2649.211431.811.811.003000.1710.990.971.021/3027.11680.840.831.004200.680.840.831.001/5012.X方向最大值层间位移角:1/2499.第190页共190页
===工况2===X-5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h11182811.9311.651.024200.8281.231.201.031/3409.10179211.5210.451.103000.7920.950.851.121/3156.9171710.579.601.103000.7171.050.951.111/2847.816429.528.651.103000.6421.151.041.111/2602.715678.367.611.103000.5671.241.121.111/2417.614927.126.491.103000.4921.311.191.101/2294.514175.815.311.103000.4171.311.191.101/2289.413424.504.121.093000.3421.301.191.101/2303.312673.202.931.093000.2671.231.121.091/2441.211921.971.811.093000.1981.060.971.091/2832.111170.910.831.094200.1170.910.831.091/4605.X方向最大值层间位移角:1/2289.===工况3===X+5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h11181711.9611.661.034200.8171.241.201.031/3397.10174311.6410.451.113000.7430.970.851.141/3103.9166810.679.601.113000.6681.070.951.131/2804.815939.608.661.113000.5931.171.041.131/2566.715188.437.621.113000.5181.261.121.121/2387.614437.176.491.103000.4431.321.191.111/2269.513685.855.311.103000.3681.321.191.111/2271.412934.534.121.103000.2931.311.191.101/2287.312183.222.931.103000.2181.241.121.101/2427.211431.981.811.103000.1431.070.971.101/2816.11680.920.831.104200.第190页共190页
680.920.831.101/4581.X方向最大值层间位移角:1/2269.===工况4===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h1118177.457.321.024200.8171.181.011.171/3546.1017496.746.291.073000.7490.720.681.051/4161.916746.025.611.073000.6740.750.711.061/3975.815995.264.891.083000.5990.780.731.061/3864.715244.494.161.083000.5240.780.741.071/3823.614493.703.431.083000.4490.780.731.071/3870.513742.932.701.083000.3740.740.691.071/4054.412992.192.011.093000.2990.690.641.081/4369.312241.501.371.093000.2240.600.561.081/4979.211490.900.811.103000.1490.490.441.091/6179.11740.410.371.124200.740.410.371.121/9999.Y方向最大值层间位移角:1/3546.===工况5===Y-5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h1118267.707.241.064200.8171.201.001.201/3499.1017437.496.341.183000.7430.800.691.171/3727.916686.695.651.183000.6680.840.721.171/3562.815935.854.931.193000.5930.870.741.181/3461.715184.984.191.193000.5180.880.741.181/3422.614434.103.451.193000.4430.870.731.181/3463.513683.242.721.193000.3680.830.701.191/3630.412932.412.021.193000.2930.770.641.191/3913.第190页共190页
312181.641.381.193000.2180.670.561.191/4468.211430.970.821.193000.1430.540.451.201/5600.11680.440.371.184200.680.440.371.181/9633.Y方向最大值层间位移角:1/3422.===工况6===Y+5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h1118197.937.391.074200.8171.171.021.151/3593.1017498.236.241.323000.7490.860.681.271/3475.916747.365.571.323000.6740.910.711.281/3303.815996.454.861.333000.5990.940.731.291/3196.715245.524.131.333000.5240.950.731.301/3147.614494.563.401.343000.4490.950.721.321/3169.513743.622.681.353000.3740.910.691.321/3311.412992.712.001.363000.2990.850.631.331/3550.312241.861.361.373000.2240.750.551.351/4023.211491.120.811.383000.1490.600.441.371/4962.11740.510.371.404200.740.510.371.401/8174.Y方向最大值层间位移角:1/3147.===工况7===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h1118173.353.351.004200.8170.350.351.001/9999.1017433.013.001.003000.7710.240.241.021/9999.916682.772.771.003000.6680.260.261.001/9999.815932.512.501.003000.5930.290.291.001/9999.第190页共190页
715182.212.211.003000.5180.320.321.001/9397.614431.891.891.003000.4430.340.341.001/8803.513961.551.551.003000.3960.350.341.011/8657.412931.211.211.003000.3210.350.341.001/8675.312180.860.861.003000.2460.330.331.011/9076.211430.540.541.003000.1710.290.291.021/9999.11680.250.251.004200.680.250.251.001/9999.X方向最大值层间位移角:1/8657.===工况8===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h1118171.461.371.074200.8170.310.221.391/9999.1017431.241.161.073000.7430.130.131.071/9999.916681.111.031.073000.6680.140.131.071/9999.815930.970.901.073000.5930.140.131.071/9999.715180.830.771.083000.5180.140.131.081/9999.614430.680.641.083000.4430.140.131.081/9999.513680.540.501.073000.3680.140.131.081/9999.412930.410.381.073000.2930.130.121.081/9999.312180.280.261.073000.2180.110.101.081/9999.211430.170.161.063000.1430.090.081.081/9999.11680.080.071.054200.680.080.071.051/9999.Y方向最大值层间位移角:1/9999.===工况9===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)111816-0.67第190页共190页
101762-1.3891725-1.6881650-2.3071575-2.6461500-2.7951425-2.7641350-2.6531275-2.3821200-1.9411125-1.34===工况10===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)111816-0.52101800-0.8991725-0.8981650-0.8571575-0.8061500-0.7351425-0.6541350-0.5731275-0.4721200-0.3511125-0.21第190页共190页'
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