6层框架住宅毕业设计结构计算书-建筑类毕业论文

'XXXXXXX学院毕业设计题目姓名学号专业班级分院指导教师20XX年XX月XX日 1.　工程概况黑龙江省某市兴建六层商店住宅，建筑面积4770平方米左右，拟建房屋所在地震动参数，，基本雪压，基本风压，地面粗糙度为B类。地质资料见表1。表1地质资料编号土质土层深度（m）e1人工填土1152粉质粘土518.8530.930.35101903粘土1018.524.20.820.40122102.　结构布置及计算简图根据该房屋的使用功能及建筑设计的要求，进行了建筑平面、立面及剖面设计，其标准层建筑平面、结构平面和剖面示意图分别见图纸。主体结构共6层，层高1层为3.6m，2～6层为2.8m。填充墙采用陶粒空心砌块砌筑：外墙400mm；内墙200mm。窗户均采用铝合金窗，门采用钢门和木门。楼盖及屋面均采用现浇钢筋砼结构，楼板厚度取120mm，梁截面高度按跨度的估算，尺寸见表2，砼强度采用。屋面采用彩钢板屋面。表2梁截面尺寸（mm）层次混凝土强度等级横梁纵梁次梁柱截面尺寸可根据式估算。因为抗震烈度为7度，总高度，查表可知该框架结构的抗震等级为二级，其轴压比限值；各层的重力荷载代表值近似取12，由图2.2可知边柱及中柱的负载面积分别为和。由公式可得第一层柱截面面积为 边柱中柱如取柱截面为正方形，则边柱和中柱截面高度分别为和。根据上述计算结果并综合考虑其它因素，本设计框架柱截面尺寸取值均为，构造柱取。基础采用柱下独立基础，基础埋深标高-2.40m，承台高度取1100mm。框架结构计算简图如图1所示。取顶层柱的形心线作为框架柱的轴线；梁轴线取至板底，层柱高度即为层高，取2.8m；底层柱高度从基础顶面取至一层板底，取4.9m。图1.框架结构计算简图3.　重力荷载计算3.1　屋面及楼面的永久荷载标准值屋面（上人）：20厚水泥砂浆找平层　150厚水泥蛭石保温层　100厚钢筋混凝土板　20厚石灰砂浆 合计4.111～5层楼面：瓷砖地面（包括水泥粗砂打底）0.55120厚钢筋混凝土板V型轻钢龙骨吊顶或20厚水泥砂浆0.34合计3.393.2　屋面及楼面可变荷载标准值上人屋面均布荷载标准值2.0楼面活荷载标准值2.0屋面雪荷载标准值3.3　梁、柱、墙、窗、门重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等计算出单位长度上的重力荷载；对墙、门、窗等可计算出单位面积上的重力荷载了。具体计算过程从略，计算结果见表3。表3梁、柱重力荷载标准值层次构件n1横梁0.30.5251.053.9385.414397.714288.76纵梁0.30.6251.054.7253.012170.10纵梁0.30.6251.054.7252.8452.92柱0.60.6251.059.4504.9663056.13横梁0.30.5251.053.9383.011129.95纵梁0.30.6251.054.7254.816362.88纵梁0.30.6251.054.7252.112119.07续表3 纵梁0.30.6251.054.7253.018255.153588.57纵梁0.30.6251.054.7254.816362.88纵梁0.30.6251.054.7252.112119.07纵梁0.30.6251.054.7252.8679.38柱0.60.6251.059.452.8661746.36横梁0.30.5251.053.9385.422467.83横梁0.30.5251.053.9383.022259.91次梁0.30.4251.053.153.2880.64次梁0.30.4251.053.153.5222.05次梁0.30.4251.053.155.28131.04次梁0.30.4251.053.153.4664.26注:1)表中为考虑梁、柱的粉刷层重力荷载而对其重力荷载的增大系数；表示单位长度构件重力荷载；n为构件数量2）梁长度取净长；柱高取层高。外墙为400厚陶粒空心砌块（5），外墙面贴瓷砖（0.5），内墙面为20mm厚抹灰，则外墙单位墙面重力荷载为：；内墙为200厚陶粒空心砌块，两侧均为20mm厚抹灰，则内墙单位面积重力荷载为：1。木门单位面积重力荷载为；铝合金窗单位面积重力荷载取；钢铁门单位面积重力荷载为。3.4　重力荷载代表值（见图4）集中于各楼层标高处的重力荷载代表值，为计算单元范围内的各楼层楼面上的重力荷载代表值及上下各半层的墙柱等重量。计算时，各可变荷载的组合按规定采用，屋面上的可变荷载均取雪荷载，具体过程略，计算简图见图2。 　　　　　　　　4.　横向框架侧移刚度计算横梁线刚度计算过程见表4；柱线刚度计算见表5。表4横梁线刚度计算表类别层次AB3600BC6000表5柱线刚度计算表层次149002800柱的侧移刚度D值按下式计算：。根据梁柱线刚度比的不同，柱可分为中框架中柱和边柱、边框架中柱和边柱以及楼、电梯间柱等，计算结果分别见表6、 表7、表8。表6中框架柱侧移刚度D值层次左边柱（18根）右中柱（18根）中柱（18根）10.3540.363119960.5190.421139101.260.54178457875182～60.2030.092162920.3380.145256780.720.265469291366066表7边框架柱侧移刚度D值层次A-1，A-15，A-16，A-30D-1，D-15，D-16，D-30B-1，B-15，B-16，B-3010.5910.421139100.3540.363119960.9450.49161931683962～60.3380.145256780.2030.092162920.540.21337721318764将上述不同情况下同层框架侧移刚度相加，即得框架各层层间侧移刚度，见表8。由表8可见，，故该框架为横向规则框架。表8横向框架层间侧移刚度D值层次1234561194642168483016848301684830168483016848305.　横向水平荷载作用下框架结构的内力和侧移计算5.1　横向水平地震作用下框架结构的内力和侧移计算5.1.1　横向自振周期计算结构顶点的假想位移计算见表9。表9结构顶点的假想位移计算层次64940.394940.3916848302.93088.58 56880.2811820.6716848307.02085.6546880.2818700.95168483011.1078.6336880.2825581.23168483015.18067.5326880.2832461.51168483019.27052.3517058.8839520.39119464233.08033.08结构基本自震周期，其中υT的量纲为m，取，则5.1.2　水平地震作用及楼层地震剪力计算本方案结构高度小于40m，质量和刚度沿高度分布较均匀，变形以剪切型为主，故可用底部剪力法计算水平地震作用。因为是多质点结构，所以设防烈度按7度考虑，场地特征周期分区为二区，场地土为Ⅱ类，查表得：特征周期Tg=0.40s水平地震影响系数最大值因为，所以不应考虑顶部附加水平地震作用。各质点的水平地震作用：表10各质点横向水平地震作用及楼层地震剪力计算表层次Hi（m）Gi（KN）GiHi（KN）Fi（KN）Vi（KN）618.94940.3993373.370.271116.791116.79 516.16880.28110772.510.223922.3862039.176413.36880.2891507.720.185765.2082804.384310.56880.2872242.940.146603.9843408.27827.76880.2852978.160.107442.583850.85814.97058.8834588.510.07289.544140.398各质点水平地震作用及楼层地震剪力沿房屋高度的分布如下图3。（a）纵向水平地震作用分布（b）层间剪力分布图3纵向水平地震作用及层间剪力分布图5.1.3　水平地震作用下的位移验算水平地震作用下框架结构的层间位移和顶点位移按下式计算和，各层的层间弹性位移角，计算结果如表11。表11横向水平地震作用下的位移验算层次61116.7916848300.6611.3128000.23652039.17616848301.2110.6528000.43242804.38416848301.669.4428000.593 33408.27816848302.027.7828000.72123850.85816848302.295.7628000.81814140.39811946423.473.4749000.708由表可见，最大层间弹性位移角发生在第2层，其值0.818〈1/550,满足要求,其中是由弹性层间位移角限值查得。5.1.4　水平地震作用下框架内力计算以4轴线框架内力计算，其余框架计算从略。框架柱端剪力及弯矩按式；　；各柱反弯点高度比本例中底层柱需考虑修正值y2，第二层柱需考虑修正值y1和y3，其余柱均无修正。计算结果见表12。梁端弯矩、剪力及柱轴力分别按式；　；　　　　　；　；计算结果见表12。 表12各层柱端弯矩及剪力计算层次hi/mVi/kNΣDijN·m右边柱中柱Di1Vi1yDi2Vi2y62.81116.7916848303567817.020.1300.13.16228.463975325.320.1490.0503.872.1652.82039.17616848302567831.080.1310.1510.1957.763975354.440.1490.116.33146.9942.82804.38416848302567842.740.1310.219.6578.63975378.70.1490.2559.03177.0832.83408.27816848302567851.940.1310.3514.2779.53975397.990.1490.35102.89191.0822.83850.85816848302567858.690.1570.698.854.8926711108.390.1730.53206.81183.414.94140.39811946421391048.210.230.95305.8316.12547183.580.4160.9368.5940.59注:表中M的量纲为kN·m,V量纲为kN 续表12层次hi/mVi/kNΣDijN·m边柱Di1Vi1y63.076111946031654110.540.1300.13.16228.4653.01635.8711946031654122.650.1310.1510.1957.7643.02364.9311946031654132.750.1310.219.6578.633.02944.5311946031654140.770.1310.3514.2779.523.63363.748289631127145.740.1570.698.854.8914.93640.7911095932002265.70.230.95305.8316.1表13梁端弯矩、剪力及柱轴力计算层次边梁边梁柱轴力LVbLVb右边柱中柱N1左边柱639.60224.7543.617.8828.57710.7166.06.5517.88-11.33-6.55567.31742.0733.630.3942.90916.096.09.8348.27-31.89-16.38499.56462.2283.644.9452.17219.5656.011.9693.21-64.87-28.343127.85779.9113.657.7171.69226.8856.016.43150.92-106.15-44.77231.75619.8483.614.3378.33829.3776.017.95165.25-102.53-62.721278.574174.113.6125.75101.9038.2116.023.35291-204.93-86.07注:1)柱轴力中的负号表示拉力。当为左地震时，左侧两根柱为拉力,对应的右侧两根柱为压力。2）表中单位为kN·m，V单位N，l的单位为m。 .（a）框架弯矩图（b）梁端剪力及柱轴力图图4左地震作用下框架弯矩图、梁端剪力及柱轴力图5.2　横向风荷载作用下框架结构内力和侧移计算5.2.1　风荷载标准值风荷载标准值按式，基本风压w0=0.40KN/m2。由《荷载规范》查得（迎风面）和（背风面），B类地区，H/B=18.9/82.9=0.23，查表得：脉动影响系数υ=0.42.T1=0.492S，W0T12=0.097KNS2/m2.查表得脉动增大系数ξ=1.23。仍取图4轴线横向框架，其负载宽度4.05m，沿房屋高度分布风荷载标准值根据各楼层标高处高度Hi查取，沿房屋高度的分布见表14。沿房屋高度的分布见图5（a）。 表14沿房屋高度分布风荷载标准值层次Hi（m）Hi（m）618.91.001.2261.4212.261.41516.10.8521.1641.3782.081.30413.30.7031.0921.3331.891.18310.50.5561.0141.2831.691.0527.70.4071.01.2101.570.9814.90.2591.01.1341.470.92《荷载规范》规定，对于高度大于30m且高宽比大于1.5的房屋结构，应采用风振系数来考虑风压脉动的影响，本例房屋高度H=18.9m<30m,H/B<0.23,因此，该房屋应不考虑风压脉动的影响。框架结构分析时，应按静力等效原理将分布风荷载转化为节点集中荷载，节点集中荷载见图5（b），例第5层集中荷载F5的计算如下：F5=(2.08+1.3+1.89+1.18)×2.8×1/2+［（2.26-2.08）+（1.41-1.3）］×2.8×1/2×1/3+［（2.08-1.89）+（1.3-1.18）］×2.8×1/2×2/3=9.45KN（a）风荷载沿房屋高度的分布（b）等效节点集中风荷载图5框架上的风荷载 5.2.2　风荷载作用下的水平位移验算根据图5（b）所示水平荷载，由式计算层间剪力Vi，然后依据表6求出轴-4线框架的层间侧移刚度，再按式；计算各层的相对侧移和绝对侧移，计算结果见表15。表15风荷载作用下框架层间剪力及侧移计算层次123456Fi（KN）10.977.157.748.599.458.43Vi（KN）52.3341.3634.2126.4717.888.434375188899888998889988899888991.1960.4650.3850.2980.2010.0941.1961.6612.0462.3442.5452.6390.2440.1660.1380.1060.0720.034由表15可见，风荷载作用下框架最大层间位移角为0.244，远小于1/550，满足规范要求。5.2.3　风荷载作用下框架结构内力计算风荷载作用下框架结构内力计算过程与水平地震作用下的相同。4轴线横向框架在风荷作用下的弯矩，梁端剪力及柱轴力见图6。计算结果见表16表17； 表17风荷作用梁端弯矩剪力及柱轴力计算层次左边梁右边梁柱轴力LVbLVb右边柱中柱N1左边柱64.0750.4896.00.765.6543.5343.62.552-0.76-1.7922.55257.0970.8526.01.32510.9896.8683.64.96-2.085-2.0857.512411.0971.3326.02.07217.46110.9133.67.882-4.157-4.15715.394314.4631.7366.02.7023.78314.8643.610.735-6.857-6.85726.129215.3921.8476.02.8735.593.4943.62.523-9.73-9.7328.652125.6153.0746.04.78268.12342.5773.630.75-14.512-14.5159.4024轴线横向框架在风荷载作用下的弯矩、梁端剪力及柱轴力见图6。 表16风荷作用各层柱端弯矩及剪力计算层次hi/mVi/kNΣDijN·m左边柱中柱Di1Vi1yDi2Vi2y62.88.4388899162921.540.2030.0550.2374.075469294.450.720.718.8473.61352.817.8843751162923.280.2030.2532.3246.86469299.4390.720.410.57215.85742.826.4743751162924.850.2030.3544.8078.7734692913.9730.720.4517.60621.51832.834.2143751162926.270.2030.457.99.6564692918.0590.720.4522.75427.81122.841.3643751162927.580.2030.64713.7327.4924692921.8340.721.1670.917-9.78114.952.33437511199614.350.3540.83158.43211.8831784521.3441.260.5961.70642.88 层次hi/mVi/kNΣDijN·m右边柱Di1Vi1y62.88.4388899256782.430.3380.1691.155.65452.817.8843751256785.160.3380.3194.6099.83942.826.4743751256787.650.3380.48.56812.85232.834.2143751256789.880.3380.4512.44915.21522.841.36437512567811.950.3381.20540.319-6.85914.952.33437511391016.640.5910.65953.73227.804续表16（a）框架弯矩图（b）梁端剪力及柱轴力图图6横向框架在水平风荷载作用下框架弯矩图、梁端剪力及柱轴力图 6.　竖向荷载作用下框架结构的内力计算6.1　横向框架内力计算6.1.1　计算单元取8轴线横向框架进行计算，计算单元宽度为3.6m，如图9所示。由于房间内布置有次梁，故直接传给该框架的楼面荷载如图中的水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架，作用于各节点上。由于纵向框架的中心线与柱的中心线不重合，因此在框架节点上还作用有集中力矩。6.1.2　荷载计算6.1.2.1　恒荷计算在图7中，代表横梁自重，为均布荷载。对于第6层：=，为房间板传给横梁的梯形荷载，由图7所示，几何关系得图7横向框架计算单元 图8各层梁上作用的恒荷载=、分别为由边纵梁、中纵梁直接传给柱的恒载，它包括梁自重、楼板重和女儿墙等的重力荷载，计算如下：集中力矩对2～5层，包括梁自重和其上横墙自重，为均布荷载。其它荷载计算方法同第6层： 对1层：6.1.2.2　活荷载计算活荷载作用下各层框架梁上的荷载分布如图9所示。图9各层梁上作用的活荷载 在雪荷载作用下：对于1～5层：将以上计算结果汇总，见表18，表19。表18横向框架恒荷汇总表层次63.93814.79614.796045.143.64045.16.77006.7652～512.40212.2049.15311.1932.5762.5863.3432.494.89004.87117.5512.2049.15311.1932.5762.5863.3432.494.89004.87 表19横向框架活荷汇总表层次67.21206.4812.9625.9200.972000.9721～57.25.46.66.4812.5625.9212.510.972000.9656.1.3　内力计算梁端、柱端弯矩采用弯矩二次分配法计算。弯矩计算过程如图10所示，所得弯矩图如图11所示。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得；柱轴力可由梁端剪力和节点集中力叠加得到，计算柱底轴力还需要考虑柱的自重，如表20和表21所列。 （a）恒荷作用下图10横向框架弯矩的二次分配法 （b）活荷作用下图10横向框架弯矩的二次分配法 （a）恒荷作用下图11竖向荷载作用下框架弯矩图 （b）活荷作用下图11竖向荷载作用下框架弯矩图 表20恒荷作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱C柱VA=VBVBVCVA=-VBVB=VCVAVBVBVCN顶N底N顶N底N顶N底623.3151.0751.07-3.9771.35919.33327.28749.71149.71164.433110.738120.638166.94394.811141.116553.98100.7393.43-6.4642.17847.51660.44491.25298.552203.354229.814369.579396.039277.468303.928453.98100.7393.43-6.272.27947.7160.2591.15198.451322.624349.084598.38624.84440.179466.639353.98100.7393.43-6.272.27947.7160.2591.15198.451441.894468.354827.181853.641602.89629.35253.98100.7393.43-6.292.1447.6960.2791.2998.59561.144587.6041056.1411082.601765.74792.2153.98100.7393.43-6.4041.9947.57660.38491.4498.74680.28706.741285.3651311.825928.74955.2 表21活荷作用下梁端剪力及柱轴力层次荷载引起的剪力弯矩引起的剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱C柱VA=VBVBVCVA=-VBVB=VCVAVBVBVCN顶=N底N顶=N底N顶=N底66.4825.2025.20-1.9310.1214.5498.41125.32125.07911.02946.69231.55956.4815.6415.05-0.5630.0225.9177.04315.66215.02812.39735.26521.46346.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44136.4815.6415.05-0.7230.0445.7577.21215.68415.00612.23735.45621.44126.4815.6415.05-0.740.0385.747.2215.67815.01212.2235.45821.44716.4815.6415.05-1.1250.085.3557.60515.7214.9711.83535.88521.405 6.2　横向框架内力组合6.2.1　结构抗震等级结构的抗震等级根据结构类型、地震烈度、房屋高度等因素查表得，本商场框架结构为二级抗震等级。6.2.2　框架梁内力组合本方案考虑了四种内力组合，即，，及。此外，对于本方案，这种内力组合与考虑地震作用的组合相比一般较小，对结构设计不起控制作用，故不予考虑。各层梁的内力组合结果见表22，表中，两列中的梁端弯矩为经过调幅后的弯矩（调幅系数取0.8）。6.2.3　框架柱内力组合取每层柱顶和柱底两个控制截面进行组合，组合结果以及柱端弯矩设计值的调整见表6.6～表6.9。在考虑地震作用效应的组合中，取屋面为雪荷载时的内力进行组合。 层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQK一AM-30.461-2.58668.123278.57453.999135.546243.031-300.188-43.708-40.174177.843V47.5765.35530.75125.7521.538107.638-77.378167.84369.58364.588B左M-48.905-5.82542.58174.11-126.453-7.229-216.393123.122-71.847-66.841V60.3847.60530.75125.75126.15840.658180.374-64.83889.12383.108层B右M-105.02-14.34425.62101.896-110.233-181.969-1.62-200.318-156.116-146.101128.706V98.7415.724.78223.35133.801147.19173.174118.706149.019140.496CM95.46213.9593.07438.211129.793138.40154.942129.453142.833134.097V43.03814.974.78223.3579.29865.90968.23722.70473.07172.604跨间MAB75.2646.39111.37153.7248.48162.89MBC230.18174.42299.37189.38272.31201.94三AM-30.553-2.93323.783127.857-7.474-74.06695.843-153.478-44.18-40.77111.797V47.715.75710.73557.7150.28380.341-10.738101.79770.16665.312B左M-48.61-5.01414.86779.911-86.165-44.538-123.91931.908-70.638-65.352V60.257.21210.73557.7197.42667.368113.7381.20388.5582.397层B右M-99.863-15.04814.46371.692-120.655-161.151-26.749-166.548-149.863-140.903121.683V98.45115.6842.716.43136.319143.87979.644111.683148.593140.099C右M88.92614.8381.73626.885125.054129.91560.497112.924134.888127.484V91.15115.0062.716.43134.17126.61104.80872.769138.06130.39跨间MAB68.9831.45151.13270.5634.53157.54MBC176.56148.31218.76153163.87160.03表22框架梁内力组合表 续表22层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQK六层AM-25.302-2.015.65439.602-25.261-41.09214.936-62.288-36.168-33.17646.88V19.3334.5492.55217.8825.99533.1412.01436.8830.63929.568B左M36.7557.5733.53424.75449.76159.65612.35260.62357.19254.708V27.2878.4112.55217.8848.09340.94745.77610.9145.24844.52B右-49.586-21.5624.07528.577-83.985-95.395-26.468-82.193-88.503-89.6893.35749.71125.3210.766.5594.03996.16749.74862.52192.43195.103CM43.06122.1420.48910.71681.98783.35738.27159.16780.27482.672V49.71125.0790.766.5595.82893.762.41249.63992.18994.764跨间MAB78.1143.2662.8766.1432.45132.32MBC96.2793.9494.3784.63150.7293.27 表23(a)横向框架A柱弯矩和轴力组合层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM6柱顶M19.7982.5135.65439.60219.36039.191-19.66357.56129.24027.27657.561-19.66329.240N64.43311.0292.55217.88089.18796.33345.52080.38698.01492.76080.38645.52098.014柱底M-18.324-1.7641.1508.054-22.848-26.068-9.433-25.138-26.501-24.458-25.138-9.433-26.501N110.73811.0292.55217.880144.753151.89987.194122.060160.525148.326122.06087.194160.5255柱顶M16.6712.1879.83959.2639.29236.842-41.79373.76924.69323.06773.769-41.79324.693N203.35412.3977.51248.270250.864271.897141.534235.661286.925261.381235.661141.534286.925柱底M-16.333-1.4394.60927.761-15.162-28.06711.720-42.414-23.489-21.614-42.41411.720-23.489N229.81412.3977.51248.270282.616303.649165.348259.475322.646293.133259.475165.348322.6464柱顶M16.3142.41112.85271.8034.95940.945-54.24085.77524.43522.95285.775-54.24024.435N322.62412.23715.39493.210382.729425.832204.989386.748447.779404.281386.748204.989447.779柱底M-16.333-1.4398.56847.869-9.619-33.60931.325-62.020-23.489-21.614-62.02031.325-23.489N349.08412.23715.39493.210414.481457.584228.803410.562483.500436.033410.562228.803483.5003柱顶M16.3142.41115.21579.9881.65144.253-62.22193.75624.43522.95293.756-62.22124.435N441.89412.23726.129150.92510.824583.985256.064550.358608.794547.405550.358256.064608.794柱底M-17.056-1.47712.44965.444-5.106-39.96447.793-79.823-24.503-22.535-79.82347.793-24.503N468.35412.23726.129150.92542.576615.737279.878574.172644.515579.157574.172279.878644.5152柱顶M17.9602.3542.85933.68815.24534.450-15.62350.06926.60024.84850.069-15.62326.600N561.14412.22028.652165.25650.368730.594349.410671.647769.764690.481671.647349.410769.764柱底M-20.104-1.52640.319198.0230.185-82.708185.908-225.973-28.666-26.261-225.973185.908-28.666N587.60412.22028.652165.25682.120762.346398.105741.825805.485722.233741.825398.105805.485 续表23(a)注：表中M以左侧受拉为正，单位为KN.m。N以受压为正，单位为KN。SQK一列中括号内的数值为屋面作用雪荷载，其它层楼面作用活荷载对应的内力值。表23(b)横向框架A柱柱端组合弯矩设计值调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底78.41132.82105.15340.29671.647741.825961.39986.791注：表中弯矩为相应于本层柱净高上、下两端弯矩设计值层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM1柱顶M8.9241.70527.80480.554-25.83052.021-74.39193.16213.75213.09693.162-74.39113.752N680.28011.83559.402291.00749.742916.068356.110961.390930.213832.905961.390356.110930.213柱底M-4.462-0.85353.732155.6868.676-81.773157.209-166.595-6.877-6.549-166.595157.209-6.877N706.74011.83559.402291.00781.494947.820381.511986.791965.934864.657986.791381.511965.934 表24横向框架A柱剪力组合（KN）层次SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQK1.4SQK6-13.615-1.5282.4317.02-15.075-21.8793.653-29.536-19.908-18.47718.665-11.787-1.2955.1631.08-8.733-23.18119.112-41.494-17.2707-15.95726.224-11.787-1.3757.6542.74-5.359-26.77930.444-52.899-17.287-16.06933.353-33.370-1.3889.8851.94-28.155-55.81919.984-81.299-46.438-41.98739.172-13.594-1.38611.9558.69-1.523-34.98344.364-70.081-19.738-18.25362.291-1.821-0.34816.6448.2120.624-25.96845.209-48.800-2.806-2.67268.62注:表中V以绕柱端顺时针为正。为相应于本层柱净高上下两端的剪力设计值。 表25(a)横向框架B柱弯矩和轴力组合层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM6柱顶M27.27217.4873.61325.26152.15062.2667.78457.04354.30457.20857.0437.78454.304N120.63846.6901.79211.330207.623212.640118.538140.631209.551210.132140.631118.538209.551柱底M-33.427-9.2888.84761.847-40.730-65.50126.037-94.565-54.414-53.116-94.56526.037-54.414N166.94346.6921.79211.330263.192268.209160.213182.307272.065265.700182.307160.213272.0655柱顶M45.1724.51415.85795.42438.32682.726-50.352135.72565.49660.526135.725-50.35265.496N369.57935.2655.42731.890485.268500.464317.398379.583534.197492.866379.583317.398534.197柱底M-43.421-6.27110.57263.616-46.084-75.68520.125-103.926-64.889-60.885-103.92620.125-64.889N396.03935.2655.42731.890517.020532.216341.212403.397569.918524.618403.397341.212569.9184柱顶M43.4216.27121.518120.28930.75991.010-80.406169.79564.88960.885169.795-80.40664.889N598.38035.46511.23764.870751.975783.439524.003658.933843.278767.707658.933524.003843.278柱底M-43.421-6.27117.60698.419-36.236-85.53357.662-147.050-64.889-60.885-147.05057.662-64.889N624.84035.46511.23764.870783.727815.191549.405684.334878.999799.459684.334549.405878.9993柱顶M43.4216.27127.811146.19221.94999.820-107.345196.73464.88960.885196.734-107.34564.889N827.18135.45619.272106.1501015.2751069.236700.717921.5091152.1501042.256921.509700.7171152.150柱底M-49.879-6.43422.754119.612-37.007-100.71873.424-175.369-73.771-68.862-175.36973.424-73.771N853.64135.45619.272106.1501047.0271100.988726.118946.9101187.8711074.008946.910726.1181187.8712柱顶M49.7286.4349.78146.55154.98882.3752.41499.24073.56768.68199.2402.41473.567N1056.14135.45818.922102.5301290.5201343.501924.2841137.5461461.2481317.0101137.546924.2841461.248柱底M-46.046-6.66170.917346.87934.703-163.864313.353-408.156-68.823-64.581-408.156313.353-68.823N1082.60135.45818.922102.5301322.2721375.253949.6861162.9481496.9691348.7621162.948949.6861496.969 续表25(a)层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM1柱顶M28.6233.98942.88123.954-20.10099.964-99.519158.30542.63039.932158.305-99.51942.630N1285.36535.8944.89204.9301529.831655.5231038.0481464.3021771.1281592.6771464.3021038.0481771.128柱底M-14.311-1.9961.71179.11166.422-106.355171.579-200.972-21.315-19.966-200.972171.579-21.315N1311.82535.8944.89204.9301561.581687.2751063.4501489.7041806.8491624.4291489.7041063.4501806.849注：表中M以左侧受拉为正，单位为KN.m。N以受压为正，单位为KN。SQK一列中括号内的数值为屋面作用雪荷载，其它层楼面作用活荷载对应的内力值。表25(b)横向框架B柱柱端组合弯矩设计值调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底157.22104.21303.42344.27155.059551.215921.509946.911137.5461162.9481464.3021489.704 注：表中弯矩为相应于本层柱净高上、下两端弯矩设计表27(b)横向框架C柱柱端组合弯矩设计值调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底111.2174.3453.82187.34767.29249.16635.627661.28810.634836.035991.3781016.779注：表中弯矩为相应于本层柱净高上、下两端弯矩设计表26横向框架B柱剪力组合（KN）层次SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQK1.4SQK621.6789.5634.4531.1145.631833.171854.1458-6.518738.828339.401834.27531.643.8529.43956.856.575430.146285.5894-25.170646.56643.360854.08431.0154.47913.97378.1163.050823.9264106.0863-46.228246.3492543.488671.5333.3214.53818.05994.9371.62121.0558124.5878-60.525849.5213546.338483.97234.2054.67721.834107.2678.161417.0262137.4677-71.689450.8537547.5938114.515.8410.81421.83461.8538.7164-22.418865.92695-54.68068.699358.1488181.08 注:表中V以绕柱端顺时针为正。为相应于本层柱净高上下两端的剪力设计值。表28横向框架C柱剪力组合（KN）层次SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQK1.4SQK6-35.726-14.5662.4310.8-59.862-66.666-28.178-49.238-62.796-63.26434.275-39.088-5.4145.1619.72-47.261-61.709-18.389-56.843-58.183-54.48554.084-38.024-6.6287.6521.12-44.198-65.618-16.612-57.796-57.960-54.90871.53-38.437-6.689.8832.96-41.644-69.308-5.463-69.735-58.570-55.47683.972-42.109-7.05911.9537.24-43.683-77.143-4.766-77.384-63.906-60.413114.51-9.144-1.47916.6441.5810.253-36.33931.645-49.436-13.823-13.043181.08 层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM6柱顶M47.31327.6774.07528.57789.818101.22827.17482.89991.55095.52382.89927.17491.550N94.81131.5590.7606.550156.892159.02093.145105.918159.554157.956105.91893.145159.554柱底M-52.719-13.1080.2371.663-81.282-81.946-51.724-54.967-84.279-81.614-54.967-51.724-84.279N141.11631.5590.7606.550212.458214.586134.820147.592222.066213.522147.592134.820222.0665柱顶M56.2136.3616.86041.24666.75785.96513.23993.66982.24976.36193.66913.23982.249N277.46821.4632.08516.380360.091365.929243.409275.350396.045363.010275.350243.409396.045柱底M-53.234-8.7972.32413.970-72.943-79.450-38.249-65.490-80.663-76.197-65.490-38.249-80.663N303.92821.4632.08516.380391.843397.681267.223299.164431.766394.762299.164267.223431.7664柱顶M53.2349.7628.77338.20265.26589.83015.05789.55081.62877.54889.55015.05781.628N440.17921.4414.15728.340552.412564.052378.178433.441615.683558.232433.441378.178615.683柱底M-53.234-8.7974.80720.934-69.467-82.926-31.459-72.280-80.663-76.197-72.280-31.459-80.663N466.63921.4414.15728.340584.164595.804401.992457.255651.404589.984457.255401.992651.4043柱顶M53.2349.7629.65650.75864.02991.0663.002108.57981.62877.548108.5793.00281.628N602.89021.4416.85744.770743.886763.085542.505635.627835.343753.485635.627542.505835.343柱底M-54.390-8.9417.90041.530-66.725-88.845-13.315-99.697-82.368-77.785-99.697-13.315-82.368N629.35021.4416.85744.770775.638794.837567.907661.028871.064785.237661.028567.907871.0642柱顶M52.3909.5797.49236.80865.79086.76716.61293.17380.30676.27993.17316.61280.306N765.74021.4479.73062.720935.292962.536680.176810.6341055.196948.914810.634680.1761055.196柱底M-65.516-10.18713.73267.464-73.656-112.112.377-137.948-98.634-92.881-137.9482.377-98.634N792.20021.4479.73062.720967.044994.288705.578836.0351090.917980.666836.035705.5781090.917 表27(a)横向框架C柱弯矩和轴力组合续表27(a)层次截面内力SGKSQKSWKSEK1.2SGK+1.4(SQK+SWK)SQKSQKNNminMNmaxM1柱顶M44.8077.24811.88334.43247.27980.55210.68482.30367.73763.91682.30310.68467.737N928.74021.40514.51286.0701124.1381164.772812.352991.3781275.2041144.455991.378812.3521275.20柱底M-22.403-3.62458.432169.3149.848-113.762152.836-199.329-33.868-31.957-199.33152.836-33.868N955.20021.40514.51286.0701155.8901196.524837.7541016.7791310.9251176.2071016.78837.7541310.93注：表中M以左侧受拉为正，单位为KN.m。N以受压为正，单位为KN。SQK一列中括号内的数值为屋面作用雪荷载，其它层楼面作用活荷载对应的内力值。 7.　截面设计7.1　框架梁本方案以第一层为例，说明计算方法和过程，各层梁的配筋计算结果见表29和表7.2。表29框架梁横向钢筋计算表层次截面M（KN.m）ξAs(mm2)实配钢筋As6支座A57.321<0603427.28316(603)1.00.421BL68.19<0603368.21316(603)1.00.421支座Br107.26<0603547.89316(603)1.00.517C41.34<0603299.24316(603)1.00.421AB跨67.540.003-333.8316(603)-0.369BC跨127.590.001-547.64316(603)-0.5171支座A-255.758<012561552.18520(1570)0.520.67BL-153.647<012561081.69520(1271)1.160.82支座Br-168.9<012561091.09520(1271)1.160.65C-208.02<012561343.8520(1570)0.821.04AB跨128.250.035-1073420(1256)-0.71BC跨137.340.034-1427422-0.83 (1520)7.1.1　梁的正截面承载力计算从表22中分别选出AB跨跨间截面及支座截面的最不利内力，并将支座中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋计算。A支座弯矩：B左支座弯矩：跨间弯矩取控制截面，即支座边缘的正弯矩。由表6.5，可求得相应的剪力：则支座边缘处即跨中最大正弯矩：当梁下部受拉时，按T形截面设计；当梁上部受拉时，按矩形截面设计。翼缘计算宽度当按跨度考虑时，按梁间距考虑时，按翼缘厚度考虑时，此种情况不起控制作用，取三者最小者，故。梁内纵向钢筋选HRB400级钢（），。下部跨间截面按单筋T形截面计算，因为：属第一类T形截面。AB跨： 实配钢筋4Φ20(),满足要求。将下部跨间截面的4Φ20钢筋伸入支座，作为支座负弯矩作用下的受压钢筋（），再计算相应的受拉钢筋，即支座A上部说明富裕，且达不到屈服，可近似取实取，，，满足要求。支座B上部实取，，，满足要求。支座C上部实取7.1.2　梁斜截面受剪承载力 表30框架梁箍筋数量计算表层次截面（KN）（KN）梁端加密区非加密区实配筋Asv/s实配筋6ABL46.88570.57><0三肢φ8@100(1.51)三肢φ8@150(0.335)BrC93.36570.57><0三肢φ8@100(1.51)三肢φ8@150(0.335)1ABL177.84570.57>0.14四肢φ8@100(3.14)四肢φ8@150(0.447)BrC128.71570.57>0.09四肢φ8@100(3.14)四肢φ8@150(0.447)AB跨：故截面满足要求。梁端加密区箍筋取4肢φ8@100，箍筋用HPB235级钢筋（）加密区长度取0.85m，非加密区箍筋取4肢φ8@150，箍筋设置满足要求。BC跨：故截面满足要求。加密区长度取0.85m，非加密区箍筋取4肢φ8@150，箍筋设置满足要求。7.2　框架柱7.2.1　剪跨比和轴压比验算表31柱的剪跨比和轴压比验算 柱号层次B、H（mm）Fc（N/mm2）Mc（KN.m）Vc（KN）N（KN）A柱６14.376.7534.75162.753.94>20.031<0.8114.3222.1357.47740.096.91>20.144<0.8Ｂ柱６14.3126.0963.71243.0763.53>20.047<0.8114.3267.9677.561986.2726.11>20.386<0.8Ｃ柱６14.3110.5357.93196.793.41>20.038<0.8114.3265.77258.161355.718.16>20.263<0.8注：表中Mc、Vc和N都不应考虑，承载力抗震调整系数。由上表31柱的剪跨比和轴压比计算结果可见，各柱的剪跨比和轴压比均满足规范要求。7.2.2　柱正截面承载力计算以第二层B柱为例说明，根据B柱内力组合表，将支座中心处的弯矩换算到支座边缘，并与柱端组合弯矩的调整值比较后，选出最不利的内力，进行配筋计算．B节点左右梁端弯矩B节点上下柱端弯矩在节点处将其按弹性弯矩分配给上下柱端，即 ea取20mm和偏心方向截面尺寸的1/30两者中较大值，即600/30=20mm,故取ea=20mm,柱的计算长度按公式确定，其中柱的计算长度因为L0/h=4880/600=8.13>5,故应考虑偏心矩增大系数。此为大偏心受压情况再按及相应的M一组计算，节点上，下端弯距；此内力组合是非地震作用下的组合情况，且水平荷载等效，故不必进行调整， 取同理可求得：故按构造配筋，且应满足，单侧配筋率，故选，总配筋率。7.2.3　柱斜截面受剪承载力计算以第一层柱为例进行计算，有前可知，上柱柱端弯矩设计值对二级抗震等级，柱底弯矩设计值则框架柱的剪力设计值，满足要求。 其中取较大的柱下端值，而且不应考虑，故为将表25查得的值除以0.8，为将表26查得的值除以0.85。与相应的轴力取故该层柱应按构造配置箍筋。柱端加密区的箍筋选用4肢。一层柱底轴压比,查表得柱箍筋最小配箍率特征值，则最小体积配箍率：取，则，根据构造要求，取加密区箍筋为，加密区位置及长度按规范要求确定。非加密区还应满足，故箍筋取，各层柱箍筋计算结果见表32。表32框架柱箍筋数量表柱号层次实配箍筋加密区非加密区A柱618.66960.96274.641544.40.4424φ10@1004φ10@200168.62960.962209.7181544.40.4754φ10@1004φ10@200B634.27960.96356.2761544.40.4424φ10@1004φ10@200 柱1202.15960.963067.421544.40.5814φ10@1004φ10@200续表32C柱631.11960.96299.221544.40.4424φ10@1004φ10@200190.53960.962339.0291544.40.6084φ10@1004φ10@2007.3　框架梁柱节点核芯区截面抗震验算以一层节点为例，由节点两侧梁的弯矩承载力计算节点核芯区的剪力设计值。因节点两侧梁不等高，故计算时取梁的平均高度．，二级框架梁柱节点核芯区组合的剪力设计值V；应按下式公式确定：为柱的计算高度，可采用节点上、下柱反弯点之间的距离。（左震）剪力设计值因，故取，，则满足要求。节点核芯区的承载力按式计算，其中N取二层柱底轴力和二者中的较小者，故取。设节点区配箍为则 故承载力满足要求。８.基础设计采用柱下独立基础，根据要求，基础埋深标高取-2.40m，承台高度标高取-1.3m，地质条件见表1.1。８.1　地基承载力计算及基础底面积确定根据所给地质条件查得基础宽度和深度修正系数，。先不考虑对地基宽度进行修正，地基承载力特征值由计算，而土的加权平均重度，所以基础平均埋深８.1.1　Ａ柱以Ａ柱为例进行计算，中心荷载作用下基底面积A按下式计算由于偏心距不大，所以基础底面可按20%增大。故　　　取Ａ＝6确定基础底的长度L和宽度b由L/b=1.2～2.0可取L=3m，b=2m，不需要对进行修正基础上方回填土重偏心距即满足。基底压力 最大基底压力最小基底压力满足要求，所以该截面符合要求。A柱设计值：　　　　　　基底压力基底附加压力最大值沉降计算深度查表得计算厚度８.1.2　B柱中心荷载作用下基底面积A按下式计算由于偏心距不大，所以基础底面可按20%增大。故确定基础底的长度L和宽度b由L/b=1.2～2.0可取L=4m，b=3m地基承载力特征值最终修正值：基础上方回填土重偏心距即满足。基底压力最大基底压力最小基底压力满足要求，所以该截面符合要求。 基底压力基底附加压力最大值沉降计算深度查表得计算厚度８.1.3　C柱中心荷载作用下基底面积A按下式计算确定基础底的长度L和宽度b由L/b=1.2～2.0可取L=3m，b=2.5m地基承载力特征值最终修正值：基础上方回填土重基底压力基底附加压力最大值沉降计算深度查表得计算厚度。８.2　用规范法计算基础沉降用规范法计算基础沉降见表33８.2.1　确定沉降经验系数A柱：　　　　８.2.2　基础最终沉降量 　　　B柱:最终沉降量C柱:最终沉降量８.2.3　基础的沉降差８.2.4　软弱下卧层强度验算持力层粉质粘土的压缩模量Es1=10KPa下层粘土的压缩模量Es2=12KPa因此可以认为不存在软弱下卧层。 表33规范法计算基础沉降柱号点号ZiL/b2Z/bA001.5010110.670.9768976.8976.80.01716.6123.72.470.69442569.281592.480.01727.0734.530.61322609.440.120.0170.6844.360.015B001.3010110.50.98409849840.01312.7925.42.70.63123408.482424.480.01331.5236.23.10.580349687.520.0110.9645.270.021C001.2010110.670.9612961.2961.20.01812.324.53.00.57962608.216470.01829.6535.33.530.52322672.9664.760.0181.1748.120.024 ８.3　基础高度验算按照构造要求，采用锥形基础，初步确定基础尺寸如图基础砼强度采用C30下设100mm厚强度等级为C10的素混凝土垫层。８.3.1　A柱抗冲切验算：C柱基础b×h=3m×2m，由上述两种内力设计值分别求得偏心距基底净反力：柱边基础截面抗冲切验算：初步选择基础高度h=1100mm，取因偏心受压冲切力：抗冲切力：8.3.2B柱基底净反力： 柱边基础截面抗冲切验算：初步选择基础高度h=1100mm，取因偏心受压冲切力：抗冲切力：8.3.2C柱基底净反力：柱边基础截面抗冲切验算：初步选择基础高度h=1100mm，取因偏心受压冲切力：抗冲切力： 8.4基础配筋计算8.4.1A柱长边方向：选。短边方向：选。8.4.2B柱长边方向：选。短边方向： 选。8.4.3C柱长边方向：选。短边方向：选基础A.B.C柱配筋见表34所示表34基础配筋表柱号长边方向配筋短边方向配筋长边短边A11791046 续表34B32322610C156913079.双向板楼板设计9.1荷载计算楼板厚120mm，楼面活荷载,采用砼，级钢筋，为双向板。纵梁截面取300，横梁截面取300。横梁、纵梁、次梁截面尺寸见表2。活荷设计值：恒荷设计值：面层25厚水磨石面层20厚水泥砂浆找平层板自重120厚钢筋混凝土板底板抹灰15厚水泥砂浆g=荷载总设计值：。9.2荷载跨度计算跨度：内跨：，为轴线间距离。外跨：，为净跨，为梁宽。9.3弯矩计算表35板的弯矩计算区格ABCDEFG3.63.62.72.72.73.33.3 续表353.65.43.65.43.65.43.61.00.670.750.50.750.610.927.39.077.237.967.048.587.127.36.86.355.946.166.396.94-10.28-12.88-9.06-9.8-9.06-11.86-9.76-10.28-12.88-9.06-9.8-9.06-11.86-9.76-10.28-10.88-8.27-8.3-8.27-9.84-9.57-10.28-10.88-8.27-8.3-8.27-9.84-9.579.4截面设计截面设计：截面有效高度：选钢筋作为受力钢筋，则短跨方向跨中截面方向跨中支座截面处均为101。截面弯矩设计值：该板四周与梁整浇，故弯矩设计值按如下折减：B、D、E、F区格的跨中截面与各支座截面折减20%；A、C区格的跨中截面不予折减；表36板的配筋计算截面配筋实配跨中A区格1017.3362419937.3393419B区格1019.07×0.8=7.256360419936.8×0.8=5.44293335续表36 C区格1017.23×0.8=5.78286335936.35×0.8=5.08250251D区格1017.96×0.8=6.37316335935.94×0.8=4.75235251E区格1017.04×0.8=5.63279335936.16×0.8=4.93266335F区格1018.58×0.8=6.86340359936.39×0.8=5.11250251支座G区格1017.12353359936.94344359A-B101-10.88×0.9=9.72482503A-C101-10.28×0.8=9.25459503C-D101-8.27×0.9=7.443369387C-G101-9.76×0.8=7.808387419G-F101-9.94×0.9=8.946443457D-F101-11.86×0.9=10.67529529B-D101-12.88×0.9=11.59575670A支座101-10.28510529101-10.28510529B边支座101-12.88×0.8=10.30511529C边支座101-9.06×0.8=7.248395419D边支座101-9.8×0.8=7.84389419续表36 E边支座101-9.06×0.8=7.248359359F边支座101-11.86×0.8=9.488470503G支座101-9.76484503101-9.5747450310楼梯设计混凝土采用砼，钢筋采用HPB235，楼梯梁采用HRB235。纵梁截面取300，横梁截面取300。按梁式楼梯计算梯段板的厚度为：h=100mm10.1梯段板计算.荷载计算(取1m宽板计算)：楼梯斜板的倾斜角：，斜梁截面取。恒荷：踏步重斜板重厚找平层恒荷载标准值恒荷载设计值活荷载标准值活荷载设计值荷载设计值总量内力计算：计算跨度：跨中弯矩：。 配筋计算：受力钢筋选用分布筋。10.2平台板计算荷载计算（取1m宽板带计算）恒荷载：平台板自重（板厚70mm）20mm找平层，恒荷载标准值恒荷载设计值活荷载标准值活荷载设计值荷载设计值总量内力计算：计算跨度：跨中弯距：配筋计算： 选用。10.3平台梁计算荷载计算：梯段板传来平台板传来梁自重。内力计算：计算跨度，取两者中较小值，配筋计算：:梁的有效高度翼缘宽度： 选用的纵向钢筋箍筋计算：箍筋按构造配置箍筋。10.4梯段板计算.荷载计算(取1m宽板计算)：楼梯斜板的倾斜角：，斜梁截面取。恒荷：踏步重斜板重厚找平层恒荷载标准值恒荷载设计值活荷载标准值活荷载设计值荷载设计值总量内力计算：计算跨度：跨中弯矩：。配筋计算： 受力钢筋选用分布筋。10.5平台板计算荷载计算（取1m宽板带计算）恒荷载：平台板自重（板厚70mm）20mm找平层，恒荷载标准值恒荷载设计值活荷载标准值活荷载设计值荷载设计值总量内力计算：计算跨度：跨中弯距：配筋计算：选用。 10.6平台梁计算荷载计算：梯段板传来平台板传来梁自重。内力计算：计算跨度，取两者中较小值，配筋计算：:梁的有效高度翼缘宽度：选用的纵向钢筋箍筋计算： 箍筋按构造配置箍筋。致谢：首先衷心的感谢我的导师王泰恩老师 ，在他的指导和帮助下，我得以顺利完成毕业设计的任务，虽然我本身的专业能力有限，但我想挑战一下自己，选择了设计商店住宅楼，从建筑设计到结构设计，每进一步都得到了老师的支持与鼓励。设计中遇到了太多的困难，在解教授的指导下得以克服并解决。由于设计工程量大，时间紧，任务重，不免有疏忽和差错和不足的地方，恳请领导提出宝贵意见，在此不胜感激。参考文献：1.建筑设计资料集（4）。中国建筑工业出版社 2.建筑设计规范大全（1，3，5）3.高层民用建筑防火规范（GBJ45-82）4.建筑结构荷载规范（GBJ9-87）5.钢筋混凝土高层建筑结构设计。中国建筑工业出版社6地基基础实用设计方法。中国建筑工业出版社7.高层建筑结构实用设计方法。同济大学出版社8.土木工程专业毕业设计指导。梁兴文主编'