阳光豪宅住宅小区﹙底层带车库﹚-土木工程毕业设计计算书

'目录第一章设计资料11.1工程概况11.2设计资料11.3建筑设计说明1第二章结构选型、布置及计算简图22.1结构选型22.2结构布置22.3计算简图32.4初估梁柱截面尺寸42.5框架梁柱截面特征52.6框架梁柱的线刚度计算6第三章荷载计算83.1恒载标准值计算83.2活荷载标准值计算103.3竖向恒载、活载作用下框架内力计算11第四章水平地震作用下框架内力计算244.1水平地震作用计算及内力、位移分析244.2横向自振周期计算294.3水平地震作用及楼层地震剪力计算304.4水平地震作用下的位移验算31 4.5水平地震作用下的位移验算32第五章风荷载作用下框架内力计算375.1风荷载作用下的位移验算及内力计算37第六章竖向荷载作用下框架内力计算436.1分层力矩分配法计算竖向荷载作用下框架结构内力43第七章框架内力组合及截面设计607.1荷载组合607.2构件截面设计76第八章楼面板的设计1018.1楼面板的设计102第九章楼梯计算1069.1楼梯设计资料1069.2楼梯结构设计计算106第十章基础设计10910.1桩基础的设计及验算109主要参考文献114致谢115附录116 第一章设计资料1.1工程概况本工程为：阳光豪宅住宅小区﹙底层带车库﹚本设计内容为阳光豪宅住宅小区，楼层为六层，共三个单元，一个单元两户，户型分别为三室两厅及两室两厅，其中三室两厅的建筑面积为116.73m²，两室两厅建筑面积为95.35m²。建筑物占地总面积616.4m²，建筑高度17.4m，总建筑面积3737.8m²。屋盖采用现浇钢筋混凝土平屋盖楼板，顶层为不上人屋面。层高均为2.8m，室内外差0.60。该建筑结构形式采用框架结构，基础采用桩基础。1.2设计资料（1）气象资料：建筑物所在地区抗震设防裂度为7度，II类建筑场地，基本风压：0.39Kpa，最高气温42度，最低温度-4度。（2）地质资料：粉质粘土2.2m，淤泥质土1.8m，底部为中砂，地下水位为1.8m1.3建筑设计说明（1）除注明外，全部尺寸均以毫米为单位，标高以米为单位。（2）内外装修详见平、立、剖面图。（3）门窗尺寸及类型见门窗表。（4）卫生间及阳台地面标高均低相邻楼面50mm，所有墙体厚度均为180厚砖墙。（5）层面采用柔性防水，平屋顶，并做2%坡，以利排水。136 第二章结构选型、布置及计算简图2.1结构选型结构选型是一个综合性问题，应该选择合理的结构形式。根据结构受力特点，常用的建筑结构设计形式有：混合结构、框架结构、框架-剪力墙结构、剪力墙结构（一般剪力墙结构、筒中筒剪力墙结构）等。混合结构主要是墙体承重，由于取材方便，造价低廉，施工方便，我国广泛的应用于多层民用建筑中，但砌体结构承载力低自重大抗震性能差，一般用于7层及7层以下的建筑。框架结构是由梁柱构件通过节点连接形成的骨架结构，框架结构的特点是由梁柱承受竖向荷载和水平荷载，墙体起维护作用,其整体性和抗震性均好于混合结构，且平面布置灵活，可提供较大的使用空间，也可构成丰富多变的立面造型，但随着层高的增加侧向刚度越来越难以满足要求，一般不宜用于过高的建筑。框架剪力墙结构是在框架中设置一些剪力墙，既能满足平面布置灵活，又能满足结构抗力要求，一般用于10～25层的建筑中。剪力墙结构是依靠剪力墙承受竖向级水平荷载，整体性好，刚度大，抗震性好，常用于20～50层的高层建筑。根据建筑的应用范围，结构布置原则和大致的构造尺寸，高度，使用要求等进行综合分析，本工程选用框架结构既安全可靠又经济适用。2.2结构布置进行混凝土框架结构布置的主要工作是合理地确定梁，柱的位置及跨度。其基本原则是：1.结构平面形状和立面体型宜简单，规则，使刚度均匀对称，减少偏心和扭转。2.控制结构高宽比，以减少水平荷载作用下的侧移，钢筋混凝土框架结构高宽比限制为：非抗震设防时为5，6度、7度抗震设防时为4，8度抗震设防时为3，9度抗震设防时为2。3.尽量统一柱网及层高，以减少构件种类规格，简化梁，柱设计及施工。框架结构的柱网尺寸，即平面框架的柱距（开间，进深）和层高，首先要满足生产工艺和其他使用功能的要求，柱网布置方式分为内廊式，等跨式，和不等跨式等几种。工程实践中常用的梁，板跨度：主梁跨度5～8m，次梁跨度4～6m，单向板跨度1.7～2.5m，一般不宜超过3m，双向板跨度4m左右，荷载较大时宜取较小值，因为板跨直接影响板厚，而板的面积较大，板厚度的增加对材料用量及结构自重增加影响较大。136 4.房屋的总长度宜控制在最大温度伸缩缝间距内，当房屋长度超过规定值时，伸缩缝将房屋分成若干温度区段。伸缩缝是为了避免温度应力和混凝土收缩应力使房屋产生裂缝而设置的。在伸缩缝处，基础顶面以上的结构和建筑全部分开。现浇钢筋混凝土框架的伸缩缝最大间距为55m。2.3计算简图2.3.1确定计算简图本工程横向框架计算单元取12轴部分所示范围，框架的计算简图假定底层柱下端固定于基础，按工程地质资料提供的数据，该场地为Ⅱ类建筑场地，有一层1.8米厚的淤泥质土，初步确定本工程基础采用桩基础，承台顶标高为设计相对标高-0.900m。底层柱子的高度为：m，二～六层柱高为=2.8m。柱节点刚接，横梁跨度取柱中心到柱中心之间的距离，两跨分别为：l=5400、5200。计算简图见图2-1。图2-1计算简图136 2.4初估梁柱截面尺寸2.4.1框架梁尺寸选择1.主梁设计：h=l，b=h，且b≥200mm横向框架梁：AC跨：h=×5400=540300，取h=400mmb=×400=200133，取b=200CE跨：h=×5200=520289，取h=400mmb=×400=200133，取b=200纵向框架梁：梁跨度大者l=4500mm，则h=×4500=450250mm梁跨度小者l=3600mm，则h=×3600=360200mm综上可初选纵向框架梁b=200mm，h=400mm。2.次梁设计：h=l，b=h次梁跨度最大者l=5200mm，则h=×5200=289433mm，取b=200mm，h=300mm。对其它次梁，均取，楼梯平台梁也取。2.4.2框架柱截面尺寸的确定根据设计资料，查规范可知本工程框架抗震等级为三级，轴压比限值=0.9，选C30混凝土，=14.3，以一层C轴与12轴对应的柱为例进行轴压比验算来估算柱截面尺寸。柱的轴压比应小于轴压比限值的要求：N=6×1.2×m×5.3m×12×=1855×N136 求得：=144134，即b×h144134，取b=h=400mm上式中的1.2为荷载分项系数，6表示底层柱承受其上六层的荷载，12表示楼面荷载近似值。2.5框架梁柱截面特征由构件的几何尺寸，材料尺寸和材料强度，利用结构力学有关截面惯性矩及线刚度的概念计算梁柱截面的特性，如表21及表22所示。表21梁截面特性计算表中框架梁层数混凝土强度梁编号截面宽截面高梁跨混凝土弹性模量截面惯性矩线刚度相对线刚度16C25AC2004005400280001.0671.1060.48C25CD2004001300280001.0674.5952.01C25CE2004005200280001.0671.1490.5C25DE2004003900280001.0671.5320.67　边框架梁层数混凝土强度梁编号截面宽截面高梁跨混凝土弹性模量截面惯性矩线刚度相对线刚度16C25AC2004005400280001.0678.2960.36C25CE2004005200280001.0678.6150.375136 表22柱截面特性计算表层数　混凝土强度柱编号截面宽截面高柱高混凝土弹性模量截面惯性矩线刚度相对线刚度26C30ACE4004002800300002.1332.28611C30ACE4004003700300002.1331.7300.762.6框架梁柱的线刚度计算1.柱子计算首层柱子：二至六层柱子：2.梁计算12轴梁CD、DE跨梁均为中框架梁，,各层梁截面相同。AC跨梁：CE跨梁：CD跨梁：DE跨梁：3.相对线刚度计算令二至六层柱子线刚度i=1.0，则其余各杆件的相对线刚度为：首层柱子:=中框架梁相对线刚度136 AC跨梁：=；CE跨梁：=；CD跨梁：=；DE跨梁：=。中框架梁相对线刚度AC跨梁：=；CE跨梁：=。考虑整体现浇梁板结构中，板对梁的有利作用，对中框架梁取，对边框架梁取。为截面惯性矩。136 第三章荷载计算荷载计算是结构计算中非常重要的基础数据计算，不能漏算荷载，也不能多计荷载，要使荷载计算准确无误，关键应把握荷载的正确传递路径和荷载的正确取值。荷载的传递路径直接与结构布置相关，有什么样的结构布置就有什么样的荷载传递方式；荷载的正确取值又分恒载和活载取值。3.1恒载标准值计算3.1.1屋面（不上人）12厚防水卷材一道0.012m×0.05=0.00620厚1:3水泥砂浆面层0.02m×20=0.445厚聚苯乙烯泡沫熟料板隔热层0.045m×0.5=0.022520厚水泥砂浆找平0.02m×20=0.480厚水泥膨胀珍珠岩找坡0.08m×15=1.2kN100厚钢筋混凝土屋面板0.1m×25=2.5kN20厚板底抹灰0.02m×17kN/m3=0.34kN/m2合计：4.873.1.2过道楼地面10厚通体耐磨地砖面层，干水泥擦缝0.01m×0.65kN=0.006520厚1:2水泥砂浆结合层0.02m×20=0.3415厚1:3水泥砂浆找平层0.015m×20=0.3100厚现浇钢筋混凝土板0.1m×25=2.5kN20厚板底抹灰0.02m×17kN/m3=0.34kN/m2合计：3.553.1.3卫生间楼面8厚地砖0.008m×0.55=0.0044136 30厚泛水0.03m×25=0.7520厚1:2.5水泥砂浆掺加5防水剂防潮层0.02m×20=0.415厚1:3水泥砂浆找平层0.015m×20=0.3100厚现浇钢筋混凝土板0.1m×25=2.520厚板底抹灰0.02m×17kN/m3=0.34kN/m2合计：4.33.1.4其他房间楼面8厚地砖0.008m×0.55=0.004415厚1:3水泥砂浆找平层0.015m×20=0.3100厚现浇钢筋混凝土板0.1m×25=2.520厚板底抹灰0.02m×17kN/m3=0.34kN/m2合计：3.15KN3.1.5梁自重（1）主梁：主梁自重（考虑抹灰）25×0.2m×（2）次梁：次梁自重（考虑抹灰）25×0.2m×（3）基础梁：基础梁自重25×0.25m×0.4m=2.53.1.6柱自重KZ1：KZ1自重25×0.4m×0.4m=4.0kN抹灰层：10厚混合砂浆17kN/m3×0.01m×4×0.4m=4.0kN/m合计：4.27136 3.1.7墙自重（1）外纵墙自重首层：纵墙14×1.2m×0.18m=3.024卷帘门0.45×2.1m=0.945抹灰厚20mm（两侧）17kN/m3×0.02m×2×（3.1－2.7）m=0.544kN/m合计：4.5标准层：纵墙14×0.9m×0.18m=2.268铝合金窗0.35×1.5m=0.525抹灰厚20mm（两侧）17kN/m3×0.02m×2×（2.8－1.5）m=0.884kN/m合计：3.68（2）内纵墙及内横墙自重纵墙（横墙）14×2.4m×0.18m=6.048抹灰厚20mm（两侧）17kN/m3×0.02m×2×2.8m=1.904kN/m合计：7.952取8.0（3）女儿墙自重墙重25×0.18m×0.4m=1.904外贴瓷砖0.5×0.4m=0.2水泥粉刷内面0.36kN/m2×0.4m=0.144kN/m合计：2.153.2活荷载标准值计算3.2.1屋面及楼面活载由《建筑结构荷载规范查得》：不上人屋面均布活荷载标准值为0.5，住宅楼面均布活荷载标准值为2.0，阳台活荷载标准值为2.5。3.2.2屋面雪荷载标准值136 1.0×0.35=0.35，屋面雪荷载与活荷载不同时考虑，两者中取大值。3.2.3风荷载计算表31楼面横向风荷载计算层次女儿墙顶17.81.30.791.630.390.6532.6450.4617.411.30.791.630.390.6532.6450.42.84.761514.60.8391.30.741.5620.390.5862.3732.82.86.644411.80.6681.30.741.4480.390.5432.1992.82.86.157390.511.30.741.3420.390.5032.0372.82.85.70426.20.3561.30.741.2390.390.4651.8832.82.85.27213.40.2331.30.741.1560.390.4341.7582.83.45.450注：1.；2.取12轴横向框架计算，其负载宽度为4.05m，则沿高度方向分布的风荷载标准值为：；3.对于高度大于30m且高宽比大于1.5的房屋建筑，设计时，用风振系数=1+，本工程==1.641.5，所以要考虑风振系数。3.3竖向恒载、活载作用下框架内力计算3.3.1楼面荷载分配为等效均布荷载如图3-1所示：短向分配荷载：长向分配荷载：136 图313.3.2横向框架梁上线荷载计算1.AC跨梁（1）恒载计算六层：梁自重1.65屋面板传给梁总计：14.211～5层：梁自重1.65楼面板传给梁横隔墙8kN/m总计：17.78（2）活载计算6层屋面板传给梁1～5层楼面板传给梁2.CE跨梁136 （1）恒载计算六层：梁自重1.65屋面板传给梁KN总计：9.931～5层：梁自重1.65楼面板传给梁横隔墙8总计：15.36（2）活载计算六层：梁自重1.65屋面板传给梁1～5层楼面板传给梁3.3.3横向框架柱上集中荷载的计算1.A轴梁（10、12轴之间）荷载：（1）恒载计算6层均布线荷载：梁自重1.65136 屋面板传给梁女儿墙重2.15kN/m总计：7.41～5层均布线荷载：梁自重1.65楼面板传给梁纵墙自重3.68kN/m总计：7.66（2）活载计算屋面板传给梁1～5层楼面板传给梁2.A轴梁（12、14轴之间）荷载：（1）恒载计算6层均布线荷载：梁自重1.65屋面板传给梁4.87×5/8×2.1=6.4女儿墙重2.15kN/m总计：10.21～5层均布线荷载：梁自重1.65楼面板传给梁3.15×5/8×2.1=4.14外纵墙重3.68kN/m总计：9.47（2）活载计算6层屋面板传给梁4.87×5/8×2.1=6.41～5层楼面板传给梁3.15×5/8×2.1=4.143.11轴上CE跨次梁线荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.1屋面板传给梁136 =7.3内横隔墙重8.0kN/m总计：16.41～5层：梁自重（考虑抹灰）1.1楼面板传给梁=4.8KN内横隔墙重8.0kN/m总计：13.9（2）活载计算6层屋面板传给梁=0.751～5层楼面板传给梁=3.04.1/A轴次梁(10、12轴之间)荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.1屋面板传给梁内纵墙重8.0kN/m总计：17.771～5层：梁自重（考虑抹灰）1.1楼面板传给梁136 内纵墙重8.0kN/m总计：15.41（2）活载计算6层屋面板传给梁1～5层楼面板传给梁5.D轴次梁(10、12轴之间)荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.1屋面板传给梁内纵墙重8.0kN/m总计：14.661～5层：梁自重（考虑抹灰）1.1楼面板传给梁内纵墙重8.0kN/m总计：12.91（2）活载计算屋面板传给梁136 1～5层：楼面板传给梁6.1/D轴次梁(12、13轴之间)荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.1屋面板传给梁内纵墙重8.0kN/m总计：16.721～5层：梁自重（考虑抹灰）1.1楼面板传给梁内纵墙重8.0kN/m总计：12.93（2）活载计算6层屋面板传给梁1～5层楼面板传给梁7.E轴梁(10、12轴之间)荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.65136 屋面板传给梁女儿墙重2.15kN/m总计：6.781～5层：梁自重（考虑抹灰）1.65楼面板传给梁外纵墙重3.68kN/m总计：7.26（2）活载计算6层屋面板传给梁1～5层楼面板传给梁8.E轴梁(12、13轴之间)荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.65屋面板传给梁女儿墙重2.15kN/m总计：7.021～5层：梁自重（考虑抹灰）1.65屋面板传给梁外纵墙重3.68kN/m总计：7.41（2）活载计算6层屋面板传给梁1～5层屋面板传给梁9.C轴梁(10、12轴之间)荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.65屋面板传给梁136 总计：10.251～5层：梁自重（考虑抹灰）1.65楼面板传给梁内纵墙重8.0k/m总计：13.83（2）活载计算6层屋面板传给梁1～5层楼面板传给梁10.C轴梁(12、14轴之间)荷载：（1）恒载计算6层：梁自重（考虑抹灰）1.65屋面板传给梁总计：11.71～5层：梁自重（考虑抹灰）1.65136 楼面板传给梁总计：8.98（2）活载计算6层屋面板传给梁1～5层楼面板传给梁◆12轴—A轴柱集中荷载：（1）恒载计算顶层：标准层：柱自重4.27KN2.8=11.96（2）活载计算顶层：标准层：◆12轴—1/A轴集中荷载：（1）恒载计算顶层：标准层：（2）活载计算顶层：标准层：◆12轴—C轴柱集中荷载：（1）恒载计算顶层：136 标准层：柱自重4.27KN2.8=11.96（2）活载计算顶层：标准层：◆12轴—D轴集中荷载：（1）恒载计算顶层：标准层：（2）活载计算顶层：标准层：◆12轴—1/D轴集中荷载：（1）恒载计算顶层：标准层：（2）活载计算136 顶层：标准层：◆12轴—E轴柱集中荷载：（1）恒载计算顶层：标准层：柱自重4.27KN2.8=11.96（2）活载计算顶层：标准层：3.3.4首层荷载计算（1）柱自重：（2）墙自重：卷帘门：抹灰：（3）基础梁自重：基础顶面恒载：边柱中柱136 （4）以上荷载在计算基础时用。综合上述各楼层的荷载计算结果，绘出结构竖向受载总图如图32所示。136 注：图中各值的单位为KN，图中数值均为标准值，括号内为活载，括号外为恒载。图32框架竖向受载总图136 第四章水平地震作用下框架内力计算4.1水平地震作用计算及内力、位移分析水平地震作用在房屋的纵向和横向，本工程以横向水平地震作用的计算为例进行说明。对于高度不超过40m，以剪切变形为主，且质量和刚度沿高度分布比较均匀的结构，可采用底部剪力法的简化方法计算水平地震作用。该方法将结构简化为作用于各楼层位置的多质点葫芦串，结构底部总剪力与地震影响系数及各质点的重力荷载代表值有关。为计算各质点的荷载代表值，先分别计算各楼层梁板柱的质量，各楼层墙体的质量，然后按以楼层为中心，上下各半个楼层的质量集中于该楼层的原则计算各质点的重力荷载代表值。水平地震作用计算还涉及结构的自振周期，本例采用假想顶点位移法确定。水平地震作用下内力及位移分析均采用D值法进行。4.1.1重力荷载标准值计算1.各层梁柱板自重标准值。各层梁柱板标准值详见表4-1、表4-2、表4-3。表4-1柱重力荷载标准值层数柱编号截面宽／mm截面高／mm净高／m()数量1KZ14004003.64.2760922.322～6KZ14004002.74.2760717.36注：表中KZ1为框架柱表42板重力荷载标准值层数板面积／首层一般楼面570.153.151795.97252029.944楼梯33.933.55120.4515卫生间26.44.3113.522～5层一般楼面557.513.151756.15651990.128楼梯33.933.55120.4515卫生间26.44.3113.52屋面617.844.873008.88083008.881136 表4-3梁重力荷载标准值层数梁编号截面宽截面高梁总长数量1KL120040051.65216.5　604.4612004004.81.65215.84KL220040051.65216.52004004.81.65215.84KL32004005.491.65436.23KL42004007.881.65113KL520040012.381.65240.85KL62004003.51.65423.1KL72004006.581.65221.71KL82004009.41.65231.02KL92004009.41.65231.02KL102004005.491.65218.12KL112004006.081.65110.03KL122004007.881.65113KL1320040051.181.65184.45KL1420040051.181.65184.45KL152004002.381.65311.78KL1620040011.081.65118.28KL1720040011.081.65118.28KL1820040051.181.65184.45LL120030021.112.2　132.792LL220030021.1511LL320030051.1211LL42003008.981.1219.76LL52003003.71.128.14LL62003003.41.113.74LL72003003.71.1416.28LL82003003.41.113.74LL92003003.41.113.74LL102003003.41.113.74LL112003002.41.140.56136 LL1220030031.126.6LL1320030031.126.6LL142003002.71.125.94LL152003008.981.1219.76首层同理可得2～6层梁4.1.2各层墙（外墙）自重标准值计算（1）女儿墙重总长总重（2）标准层墙重总长总重（3）首层墙重总长总重4.1.3各层（各质点）自重标准值计算（1）首层（墙+梁+板+柱）（2）标准层（墙+梁+板+柱）（3）顶层（墙+梁+板+柱）4.1.4重力荷载代表值计算136 重力荷载代表值G取结构和构件自重标准值和可变荷载组合值之和，各可变荷载组合值系数取为1.雪荷载:0.5,2.屋面活载：0.0,3.按等效均布荷载计算的楼面活载0.5。（1）首层（墙+梁+板+柱）（注：上式=恒载+0.5×（一般楼面面积+楼梯面积+卫生间面积）×活荷载标准值）（2）标准层（墙+梁+板+柱）（注：上式=恒载+0.5×（一般楼面面积+楼梯面积+卫生间面积）×活荷载标准值）（3）顶层（墙+梁+板+柱）（注：上式中0.35kN/m2为雪荷载标准值）4.1.5等效总重力荷载代表值计算本设计抗震设防烈度为7度，设计地震分组为第一组，场地类别为Ⅱ类场地，依此查得：水平地震影响系数最大值=0.08，特征周期值=0.35s，取阻尼比=0.05。结构总的重力荷载代表值结构等效重力荷载代表值4.1.6横向框架侧移刚度计算地震作用是根据各受力构件的抗侧刚度来分配的，同时，若用顶点位移法求结构的自振周期时也要用到结构的抗侧刚度，为此先计算各楼层柱的抗侧刚度。1.中框架柱侧移刚度计算（1）一般层1）边柱A边柱E2）中柱C136 中柱D（2）第一层1）边柱A边柱E2）中柱C中柱D2.边框架柱侧移刚度计算（1）一般层1）边柱A边柱E2）中柱（2）第一层1）边柱A边柱E2）中柱3.计算结果计算结果详见表4-4、表4-5、表4-6：表4-4中框架柱侧移刚度D值边柱A层次根数2～60.480.1942.28572.80.6787131310.630.431.72973.70.65195413边柱E2～60.50.22.28572.80.6997041810.660.441.72973.70.66711618中柱C2～60.980.3292.28572.81.1510131311.290.541.72973.70.81873313136 中柱D2～60.670.2512.28572.80.8781291010.880.481.72973.70.727763102～645.16239993138.40464659表4-5边框架柱侧移刚度D值边柱A层次根数2～60.360.1532.28572.80.535273622210.470.391.72973.70.5913072312边柱E2～60.3750.1582.28572.80.552766224210.490.41.72973.70.6064689552中柱2～60.7350.272.28572.80.941101989210.970.491.72973.70.7429244722～64.0582836713.88140131表4-6横向框架层间侧移刚度层次12345642.286047949.220683649.220683649.220683649.220683649.22068364.2横向自振周期计算先由式（4.2.1）计算楼层剪力，再由式（4.2.2）计算层间相对位移，最后由式（4.2.3）计算结构的顶点位移。（4.2.1）136 （4.2.2）（4.2.3）表4-7结构顶点的假想侧移计算层次65067.935067.934922070.0102960.21011554540.049607.974922070.0195200.19981944540.0414148.014922070.0287440.18029934540.0418688.054922070.0379680.15155524540.0423228.094922070.0471920.11358714847.6928075.784228600.0663950.066395由=1.7计算基本周期，取=0.7，由表可知=0.21,所以=1.7=1.70.7=0.554.3水平地震作用及楼层地震剪力计算1.水平地震作用及楼层地震剪力计算由房屋的抗震设防烈度、场地类别及设计地震分组而确定的地震作用计算参数如下：由此计算的相应于结构基本自振周期的水平地震影响系数为：结构等效总重力荷载为：又因为：故应考虑顶部附加地震作用，顶部附加地震作用系数为：136 2.各质点水平地震作用标准值计算结果详见表4-8以及图4-1。表4-8各质点横向水平地震作用及楼层地震剪力计算表层次617.75067.9389702.360.297477.01477.01514.94540.0467646.60.224251.02728.03412.14540.0454934.480.182203.95931.9839.34540.0442222.370.140156.891088.8726.54540.0429510.260.098109.821198.6913.74847.6917936.450.05966.121264.8128075.78301952.5211264.81注：=332.82kN+144.19KN=477.01kN（a）重力荷载代表值(b)水平地震作用分布(b)层间剪力分布图41横向水平地震作用及楼层地震剪力4.4水平地震作用下的位移验算136 水平地震作用下框架结构的层间位移和顶点位移分别用式（4.4.1）和式（4.4.2）计算出结果。（4.4.1）（4.4.2）其详细计算过程见4-9，表中还计算了各层的层间弹性位移角：。由表4-9可知，最大层间弹性位移角发生在第一层，其值为（满足要求）。其中为钢筋混凝土框架弹性层间位移角限值。表4-9横向水平地震作用下的位移验算层次6477.014922070.0009690.0119782.85728.034922070.0014790.0110092.84931.984922070.0018930.0095302.831088.874922070.0022120.0076372.821198.694922070.0024350.0054252.811264.814228600.0029900.0029903.74.5水平地震作用下的位移验算对第12轴线横向框架内力进行计算，框架在水平节点荷载作用下，采用D值法分析内力。1.计算依据由求得框架第层的层间剪力后，层就j柱分配的剪力及该柱上下端的弯矩和分别按下列各式计算：柱端剪力：（4.5.1）136 下端弯矩：（4.5.2）上端弯矩：（4.5.3）上式中：对于底层柱反弯点高度系数y取23，对于其它层y取12。1.计算结果横向水平地震作用下，12轴框架边柱柱端弯矩和剪力计算结果见表4-10，中柱计算结果见表4-11，并根据表4-10及4-11计算出横向水平地震作用下的框架梁的弯矩M、剪力V及柱的轴力N(见表4-12、表4-13)。由此所绘M、N图详见图4-2、图4-3。表4-10横向水平地震作用下12轴框架各层柱端弯矩及剪力计算表边柱A(E)层次y62.8477.014922076786(6997)6.58(6.78)0.48(0.5)0.59.21(9.49)9.21(9.49)52.8728.034922076786(6997)10.04(10．35)0.48(0.5)0.514.06(14.49)14.06(14.49)42.8931.984922076786(6997)12.85(13.25)0.48(0.5)0.517.99(18.55)17.99(18.55)32.81088.874922076786(6997)15.01(15.48)0.48(0.5)0.521.01(21.67)21.01(21.67)22.81198.694922076786(6997)16.5317.040.48(0.5)0.523.14(23.86)23.14(23.86)13.71264.814228606520(6671)19．5(19.95)0.63(0.66)0.6748.34(49.46)23.81(24.36)表4-11横向水平地震作用下12轴框架各层柱端弯矩及剪力计算表中柱C层次y62.8477.014922071151011.150.980.515.6115.61136 52.8728.034922071151017.020.980.523.8323.8342.8931.984922071151021.790.980.530.5130.5132.81088.874922071151025.460.980.535.6435.6422.81198.694922071151028.030.980.539.2439.2413.71264.81422860818724.491.290.6760.7129.9表4-12横向水平地震作用下12轴框架各层梁端弯矩及剪力计算表AC跨梁CE跨梁层次柱端待分配弯矩之和615.619.217.653.120.490.517.969.493.36539.4423.2719.337.890.490.5120.1123.988.48454.3432.0526.6310.870.490.5127.7133.0411.68366.153932.4113.220.490.5133.7440.2214.22274.8844.1536.6914.970.490.5138.1945.5316.1169.1446.9533.8814.970.490.5135.2648.2216.05表4-13横向水平地震作用下12轴框架各层柱轴力计算表层次AC跨梁端剪力CE跨梁端剪力A柱轴力E柱轴力C柱轴力63.123.36-3.12-3.36-0.2457.898.48-11.01-11.84-0.83410.8711.68-21.88-23.52-1.64313.2214.22-35.1-37.74-2.64214.9716.1-50.07-53.84-3.77114.9716.05-65.04-69.89-4.85注：表中柱轴力中的负号表示拉力，当为左震作用时，左侧两根柱为拉力，对应的右侧的一根柱为压力136 图4-2右地震弯矩图（KN·m）136 图4-3右地震轴力图（KN）136 第五章风荷载作用下框架内力计算5.1风荷载作用下的位移验算及内力计算风荷载已简化为作用于框架上的水平节点力，计算过程类同水平地震作用下的情况。5.1.1风荷载作用下的位移验算风荷载作用下的层间剪力及侧移计算结果见表5-1。由表5-1可知，层间侧移最大值（满足要求）表5-1风荷载作用下框架层间剪力及侧移计算层次64.7614.7616787699711510252940.0001880.0047572.856.64411.4056787699711510252940.0004510.0045692.846.15717.5626787699711510252940.0006940.0041182.835.70423.2666787699711510252940.0009200.0034242.825.27228.5386787699711510252940.0011280.0025042.815.45033.988652066718187247010.0013760.0013763.75.1.2风荷载作用下的内力计算136 根据各楼层剪力及柱的抗侧移刚度可求得分配至各框架柱的剪力，根据与地震作用下内力分析的相同方法可求得柱的反弯点高度，由此可求得框架柱的柱端弯矩。边柱的计算结果见表5-2，中柱的计算结果见表5-3。由柱端剪力根据节点的弯矩平衡条件求得各梁端弯矩及梁端剪力，其结果见表5-4，再由节点力的平衡条件求得柱的轴力，其结果见表5-5。由此作风荷载作用下的M、N、V图见图5-1、图5-2、图5-3。表5-2风荷载作用下12轴框架各层柱端弯矩及剪力计算表边柱A(E)层次y62.84.761252946786(6997)1.28(1.32)0.48(0.5)0.51.79(1.85)1.79(1.85)52.811.405252946786(6997)3.06(3.15)0.48(0.5)0.54.28(4.41)4.28(4.41)42.817.562252946786(6997)4.71(4.86)0.48(0.5)0.56.59(6.8)6.59(6.8)32.823.266252946786(6997)6.24(6.44)0.48(0.5)0.58.74(9.02)8.74(9.02)22.828.538252946786(6997)7.667.890.48(0.5)0.510.72(11.05)10.72(11.05)13.733.988247016520(6671)8.97(9.18)0.63(0.66)0.6722.24(22.76)10.95(11.21)表5-3风荷载作用下12轴框架各层柱端弯矩及剪力计算表中柱C层次y62.84.76125294115102.170.980.53.043.0452.811.40525294115105.190.980.57.277.2742.817.56225294115107.990.980.511.1911.1932.823.266252941151010.590.980.514.8314.8322.828.538252941151012.990.980.518.1918.1913.733.98824701818711.271.290.6727.9413.76表5-4风荷载作用下12轴框架各层梁端弯矩及剪力计算表AC跨梁CE跨梁136 层次柱端待分配弯矩之和63.041.790.880.490.490.510.911.850.53510.316.075.052.060.490.515.266.262.22418.4610.879.053.690.490.519.4111.213.97326.0215.3312.755.200.490.5113.2715.825.59233.0219.4616.186.600.490.5116.8420.077.10131.9521.6715.666.910.490.5116.2922.267.41表5-5风荷载作用下12轴框架各层柱轴力计算表层次AC跨梁端剪力CE跨梁端剪力A柱轴力E柱轴力C柱轴力60.490.53-0.49-0.53-0.0452.062.22-2.55-2.75-0.2043.693.97-6.24-6.72-0.4835.205.59-11.44-12.31-0.8726.607.10-18.04-19.41-1.3716.917.41-24.95-26.82-1.87注：表中柱轴力中的负号表示拉力，当为左风作用时，左侧两根柱为拉力，对应的右侧的一根柱为压力136 图5-1左风弯矩图（KN·m）136 图5-2左风轴力图（KN）136 图5-3左风剪力图（KN）136 第六章竖向荷载作用下框架内力计算6.1分层力矩分配法计算竖向荷载作用下框架结构内力在多层框架中，各层荷载产生的轴力除了向下传以外，对其他层构件内力分配影响不大，因此可采用分层法计算。假定结构无侧移，计算时采用力矩分配法，其主要特点是：（1）计算各层梁上竖向荷载值和梁的固端弯矩。（2）将框架分层，各层梁跨度及柱高与原结构相同，柱端假定为固端。（3）计算梁柱线刚度。6.1.1恒载作用下的内力分析1.顶层固端弯矩2.标准层固端弯矩136 6.1.2活载作用下的内力分析框架结构活荷载不利布置活荷载为可变荷载，应按其最不利位置确定框架梁、柱计算截面的最不利内力，竖向活荷载最不利布置原则：（1）求某跨跨中最大正弯矩—本层同连续梁（本跨布置，其他隔跨布置），其他按同跨布置；（2）求某跨跨中最大负弯矩—本层同连续梁（本跨及相邻跨布置，其他隔跨布置），相邻层与横梁同跨的及远的邻跨布置活荷载，其他按同跨布置；（3）求某柱柱顶左侧及柱底右侧受拉最大弯矩—该柱右侧跨的上，下邻层横梁布置活荷载，然后隔跨布置，其他层按同跨隔层布置；当活荷载作用相对较小时，常先按满布活荷载计算内力，然后按近似简化法对计算内力进行调整，调整系数：跨中弯矩1.1～1.2，支座弯矩1.0。1.顶层固端弯矩2.标准层固端弯矩136 6.1.3分配系数及分配除底层柱外，上面各层柱线刚度先乘0.9，后计算分配系数。如图所示，分两层计算，得顶层与标准层，标准层与标准层，标准层与底层三种形式计算。计算底层与标准层时，标准层各柱远端弯矩等于柱分配弯矩的1/3，底层柱底截面弯矩为柱分配弯矩的1/2。1.恒载作用下的分配136 1.活载作用下的分配136 136 6.1.4剪力及跨中弯矩计算1.恒载作用下剪力及跨中弯矩计算（1）顶层AC跨梁：由可得:由可得:由可得:CE跨梁：136 由可得:由可得:由可得:（2）标准层AC跨梁：由可得:由可得:由可得:CE跨梁：由可得:136 由可得:由可得:（3）底层AC跨梁：由可得:由可得:由可得:CE跨梁：由可得:由可得:136 由可得:1.活载作用下剪力及跨中弯矩计算（1）顶层AC跨梁：由可得:由可得:由可得:CE跨梁：由可得:由可得:由可得:136 （2）标准层AC跨梁：由可得:由可得:由可得:CE跨梁：由可得:由可得:由可得:（3）底层AC跨梁：136 由可得:由可得:由可得:CE跨梁：由可得:由可得:由可得:综上分别绘出在恒载和活载作用下结构的弯矩图、剪力图和轴力图，详见图6-1、图6-2、图6-3、图6-4、图6-5、图6-6。136 图6-1恒载下的弯矩图（单位：）136 图6-2恒载下的剪力图（单位：KN）136 图6-3恒载下的轴力图（单位：KN）136 图6-4满跨活载下的弯矩图（单位：）136 图6-5满跨活载下的剪力图（单位：KN）136 图6-6满跨活载下的轴力图（单位：KN）136 第七章框架内力组合及截面设计7.1荷载组合1.无地震作用效应组合（一般荷载组合）对于一般的框架结构，基本组合可采用简化规划，取下列组合值中的最不利值：（1）由可变荷载效应控制的组合1）恒+任一活荷载：2）恒+0.9（使用活荷载+风荷载）：（2）由永久荷载效应控制的组合2.有地震作用效应组合有地震作用效应组合时，应按下式计算：表7-1地震作用分项系数地震作用　　仅计算水平地震作用1.30仅计算竖向地震作用1.01.3同时计算水平与竖向地震作用1.30.53.内力组合时的单位和方向：柱的内力及梁的剪力仍沿用结构力学的规定:柱弯矩顺时针为正，逆时针为负梁，柱轴力柱受压为正，受拉为负梁，柱剪力顺时针为正，逆时针为负梁的弯矩方向以下部受拉为正，上部受拉为负4.最不利内力组合框架梁的最不利内力组合有：梁端截面：，，136 梁跨中截面：，柱端的最不利内力取下列四种情况：及相应的,；及相应的，；及相应的,；及相应的，；由于，比值的不同使柱的破坏形态也随之变化：对大偏压破坏，弯矩不变，轴力越小所需配筋越多；对小偏压破坏，弯矩不变，轴力越大所需钢筋越多。对大偏压和小偏压破坏，轴力不变，弯矩越大所需配的钢筋越多。应在多组组合内力中选出所需配筋最多的内力组合进行配筋计算，若不能明确最不利组合内力，则需分别计算配筋，确定最大配筋。5.弯矩调幅在竖向荷载作用下，可考虑框架梁端塑性变形产生的内力重分布，对梁端负弯矩乘以调幅系数进行调幅，并应符合下列规定：（1）现浇框架梁端负弯矩调幅系数可取为0.8～0.9（2）框架梁端负弯矩调幅后，梁跨中弯矩应按平衡条件相应增大，调幅后跨中弯矩可用下列公式计算：（3）应先对竖向荷载作用下框架梁的弯矩进行调幅，再与水平作用产生的框架弯矩进行组合。（4）截面设计时，框架梁跨中截面正弯矩设计值不应小于竖向荷载作用下按简支梁计算的跨中弯矩设计值的50%。由于对梁在竖向荷载作用下产生的支座弯矩进行了调幅，因此，其界限相对受压高度应取0.35，而不是，取对梁进行调幅，调幅计算过程见表7-2。6.一般组合采用三种组合形式即可（1）可变荷载效应控制时：1.2恒+1.4活1.2恒+0.9（活+风）×1.4（2）永久荷载效应控制时：1.35恒+活内力组合过程见下表136 表7-2弯矩调幅计算荷载种类层次梁号弯矩标准值调幅系数调幅后弯矩标准值M左M右M中M左M右M中恒载六层AC-40.21-57.4630.60.9-36.189-51.71435.4835CE-58.66-30.9125.240.9-52.794-27.81929.7185五层AC-52.63-61.0332.030.9-47.367-54.92737.713CE-64.01-43.3128.70.9-57.609-38.97934.066四层AC-52.63-61.0332.030.9-47.367-54.92737.713CE-64.01-43.3128.70.9-57.609-38.97934.066三层AC-52.63-61.0332.030.9-47.367-54.92737.713CE-64.01-43.3128.70.9-57.609-38.97934.066二层AC-52.63-61.0332.030.9-47.367-54.92737.713CE-64.01-43.3128.70.9-57.609-38.97934.066一层AC-51.69-61.5132.250.9-46.521-55.35937.91CE-64.34-42.628.860.9-57.906-38.3434.207活载六层AC-3.13-4.282.520.9-2.817-3.8522.8905CE-3.67-1.711.430.9-3.303-1.5391.699五层AC-15.58-16.739.580.9-14.022-15.05711.1955CE-13.68-12.223.530.9-12.312-10.9984.825四层AC-15.58-16.739.580.9-14.022-15.05711.1955CE-13.68-12.223.530.9-12.312-10.9984.825三层AC-15.58-16.739.580.9-14.022-15.05711.1955CE-13.68-12.223.530.9-12.312-10.9984.825二层AC-15.58-16.739.580.9-14.022-15.05711.1955CE-13.68-12.223.530.9-12.312-10.9984.825一层AC-15.32-17.129.510.9-13.788-15.40811.132CE-13.54-123.70.9-12.186-10.84.977136 表7-3横向框架梁内力组合（一般组合）杆件跨向截面内力荷载种类内力组合恒载活载风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左右左右六层横梁AC左端M-36.19-2.821.79-1.79-47.3706-44.72082-49.23162-51.67215V59.564.61-0.490.4977.92676.663277.89885.016跨中M35.482.890.46-0.4646.626946.8018345.6426350.793225右端M-51.71-3.85-0.880.88-67.4496-68.01912-65.80152-73.6659V-51.8-4.26-0.490.49-68.124-68.145-66.9102-74.19CE左端M-52.79-3.300.91-0.91-67.977-66.36798-68.66118-74.5749V59.593.49-0.530.5376.39475.237676.573283.9365跨中M29.721.70-0.470.4738.040837.2107438.3951441.818975右端M-27.82-1.54-1.851.85-35.5374-37.65294-32.99094-39.09465V-44.88-2.65-0.530.53-57.566-57.8628-56.5272-63.238五层横梁AC左端M-47.37-14.026.07-6.07-76.4712-66.85992-82.15632-77.96745V67.5519.77-2.062.06108.738103.3746108.5658110.9625跨中M37.7111.200.51-0.5160.929360.0045358.7193362.10805右端M-54.93-15.06-5.055.05-86.9922-91.24722-78.52122-89.20845V-58.47-16.79-2.062.06-93.67-93.915-88.7238-95.7245CE左端M-57.61-12.315.26-5.26-86.3676-78.01632-91.27152-90.08415V68.2012.43-2.222.2299.24294.7046100.299104.5跨中M34.074.83-0.500.5047.634246.328747.588750.8141右端M-38.98-11.00-6.266.26-62.172-68.51988-52.74468-63.61965V-55.59-12.15-2.222.22-83.718-84.8142-79.2198-87.1965136 四层横梁AC左端M-47.37-14.0210.87-10.9-76.4712-60.81192-88.20432-77.96745V67.5519.77-3.693.69108.738101.3208110.6196110.9625右端M-54.93-15.06-9.059.05-86.9922-96.28722-73.48122-89.20845V-58.47-16.79-3.693.69-93.67-95.9688-86.67-95.7245CE左端M-57.61-12.319.41-9.41-86.3676-72.78732-96.50052-90.08415V67.5512.43-3.973.9798.46291.7196101.724103.6225跨中M34.074.83-0.900.9047.634245.824748.092750.8141右端M-38.98-11.00-11.2111.21-62.172-74.75688-46.50768-63.61965V-55.59-12.15-3.973.97-83.718-87.0192-77.0148-87.1965三层横梁AC左端M-47.37-14.0215.33-15.3-76.472-55.1934-93.825-77.9695V67.5519.77-5.25.2108.73899.4182112.5222110.9625跨中M37.7111.201.29-1.2960.93260.989457.738662.1085右端M-54.93-15.06-12.7512.75-87-100.9566-68.8266-89.2155V-58.47-16.79-5.25.2-93.67-97.8714-84.7674-95.7245CE左端M-57.61-12.3113.27-13.3-86.366-67.9224-101.3628-90.0835V67.5512.43-5.595.5998.46289.6784103.7652103.6225跨中M34.074.83-1.281.2847.64645.35748.576350.8245右端M-38.98-11.00-15.8215.82-62.176-80.5692-40.7028-63.623V-55.59-12.15-5.595.59-83.718-89.0604-74.9736-87.1965二层横梁AC左端M-47.37-14.0219.46-19.5-76.472-49.9896-99.0288-77.9695V67.5519.77-6.66.6108.73897.6542114.2862110.9625跨中M37.7111.201.64-1.6460.93261.430457.297662.1085右端M-54.93-15.06-16.1816.18-87-105.2784-64.5048-89.2155V-58.47-16.79-6.66.6-93.67-99.6354-83.0034-95.7245CE左端M-57.61-12.3116.84-16.8-86.366-63.4242-105.861-90.0835136 V67.5512.43-7.17.198.46287.7758105.6678103.6225跨中M34.074.83-1.621.6247.64644.928649.004750.8245右端M-38.98-11.00-20.0720.07-62.176-85.9242-35.3478-63.623V-55.59-12.15-7.17.1-83.718-90.963-73.071-87.1965一层横梁AC左端M-46.52-13.7921.67-21.7-75.1284-45.89388-100.50228-76.59135V55.0916.24-6.916.9188.84477.863895.27790.6115跨中M37.9111.133.305-3.3161.076863.6826255.3540262.3105右端M-55.36-15.41-15.6615.66-88.002-105.57648-66.11328-90.14265V-58.73-16.91-6.916.91-94.15-100.4892-83.076-96.1955CE左端M-57.91-12.1916.29-16.3-86.5476-64.31616-105.36696-90.3591V68.4012.44-7.417.4199.49688.4178107.091104.78跨中M34.214.98-2.992.9948.016243.5583251.0805251.15645右端M-38.34-10.80-22.2622.26-61.128-87.6636-31.5684-62.559V-55.39-12.14-7.417.41-83.464-91.101-72.4278-86.9165136 表7-4横向框架梁内力组合（考虑地震组合）杆件跨向截面内力荷载种类内力组合恒载活载地震作用1.2*（恒+0.5*活）+1.3地震左右左右六层横梁AC左端M-36.19-2.829.21-9.21-107.80-57.09V59.564.61-3.123.1270.1878.29跨中M35.482.890.78-0.7845.3343.30右端M-51.71-3.85-7.657.65-74.31-54.42V-51.8-4.263.12-3.12-60.66-68.77CE左端M-52.79-3.307.96-7.96-54.99-75.68V59.593.49-3.363.3669.2377.97跨中M29.721.70-0.770.7735.6837.68右端M-27.82-1.54-9.499.49-46.64-21.97V-44.88-2.653.36-3.36-51.08-59.81五层横梁AC左端M-47.37-14.0223.27-23.27-35.00-95.50V67.5519.77-7.897.8982.67103.18跨中M37.7111.201.97-1.9754.5349.41右端M-54.93-15.06-19.3319.33-100.08-49.82V-58.47-16.797.89-7.89-69.98-90.50CE左端M-57.61-12.3120.11-20.11-50.38-102.66V68.2012.43-8.488.4878.27100.32跨中M34.074.83-1.941.9441.2546.30右端M-38.98-11.00-23.9823.98-84.55-22.20V-55.59-12.158.48-8.48-62.97-85.02四层横梁AC左端M-47.37-14.0232.05-32.05-23.59-106.92V67.5519.77-10.8710.8778.79107.05跨中M37.7111.202.71-2.7155.5048.45右端M-54.93-15.06-26.6326.63-109.57-40.33V-58.47-16.7910.87-10.87-66.11-94.37CE左端M-57.61-12.3127.71-27.71-40.50-112.54V67.5512.43-11.6811.6873.33103.70跨中M34.074.83-2.67-2.6740.3040.31右端M-38.98-11.00-33.0433.04-96.33-10.42V-55.59-12.1511.68-11.68-58.81-89.18三层横梁AC左端M-47.37-14.0239.00-39.00-14.56-115.96V67.5519.77-13.2213.2275.74110.11跨中M37.7111.203.30-3.3056.2647.68右端M-54.93-15.06-32.4132.41-117.09-32.82V-58.47-16.7913.22-13.22-63.05-97.42CE左端M-57.61-12.3133.74-33.74-32.66-120.38V67.5512.43-14.2214.2270.03107.00跨中M34.074.83-3.243.2439.5747.99136 右端M-38.98-11.00-40.2240.22-105.66-1.09V-55.59-12.1514.22-14.22-55.51-92.48二层横梁AC左端M-47.37-14.0244.15-44.15-7.86-122.65V67.5519.77-14.9714.9773.46112.38跨中M37.7111.203.73-3.7356.8247.12右端M-54.93-15.06-36.6936.69-122.65-27.26V-58.47-16.7914.97-14.97-60.78-99.70CE左端M-57.61-12.3138.19-38.19-26.87-126.17V67.5512.43-16.1016.1067.59109.45跨中M34.074.83-3.67-3.6739.0139.01右端M-38.98-11.00-45.5345.53-112.575.81V-55.59-12.1516.01-16.01-53.19-94.81一层横梁AC左端M-46.52-13.7946.95-46.95-3.06-125.13V55.0916.24-14.9714.9756.3995.31跨中M37.9111.136.54-6.5460.6743.67右端M-55.36-15.41-33.8833.88-119.72-31.63V-58.73-16.9114.97-14.97-61.16-100.08CE左端M-57.91-12.1935.26-35.26-30.96-122.64V68.4012.44-16.0516.0568.68110.41跨中M34.214.98-6.486.4835.6152.46右端M-38.34-10.80-48.2248.22-52.8910.20V-55.39-12.1416.05-16.05-52.89-94.62136 表7-5横向框架柱内力组合（一般组合）杆件柱号截面内力荷载种类内力组合±︱Mmax︱及相应的NNmin及相应的MNmax及相应的M恒载活载风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风六层柱A柱顶M48.985.73-1.791.7966.79863.740468.251271.85371.85363.740471.853N95.416.72-0.490.49123.9122.3418123.5766135.5235135.5235122.3418135.5235柱底M39.728.83-1.791.7960.02656.534461.045262.45262.45256.534462.452N107.376.72-0.490.49138.252136.6938137.9286151.6695151.6695136.6938151.6695C柱顶M1.7-1.13-3.043.040.458-3.21424.44661.165-3.2142-3.21421.165N178.0815.28-0.040.04235.088232.8984232.9992255.688232.8984232.8984255.688柱底M1.89-1.74-3.043.04-0.168-3.75483.9060.81153.906-3.75480.8115N190.0415.28-0.040.04249.44247.2504247.3512271.834247.3521247.2504271.834E柱顶M-38.13-3.74-1.851.85-50.992-52.7994-48.1374-55.2155-55.2155-48.1374-55.2155N86.444.830.53-0.53110.49110.4816109.146121.524121.524109.146121.524柱底M-43.31-12.2-1.851.85-69.08-69.7002-65.0382-70.6885-70.6885-65.0382-70.6885N98.44.830.53-0.53124.842124.8336123.498137.67137.67123.498137.67五层柱A柱顶M35.0910.39-4.284.2856.65449.806660.592257.761560.592249.806657.7615N209.7535.62-2.552.55301.568293.3682299.7942318.7825299.7942293.3682318.7825柱底M35.0910.39-4.284.2856.65449.806660.592257.761560.592249.806657.7615N221.7135.62-2.552.55315.92307.7202314.1462334.9285314.1462307.7202334.9285C柱顶M1.99-2.04-7.277.27-0.468-9.34268.97780.6465-9.3426-9.34260.6465N382.9561.15-0.20.2545.15536.337536.841578.1325536.337536.337578.1325柱底M1.99-2.04-7.277.27-0.468-9.34268.97780.6465-9.3426-9.34260.6465N394.9161.15-0.20.2559.502550.689551.193594.2785550.689550.689594.2785E柱顶M-28.88-8.16-4.414.41-46.08-50.4942-39.381-47.148-50.4942-50.4942-47.148136 N194.326.142.75-2.75269.756269.5614262.6314288.445269.5614269.5614288.445柱底M-28.8-8.16-4.414.41-45.984-50.3982-39.285-47.04-50.3982-39.285-47.04N206.2626.142.75-2.75284.108283.9134276.9834304.591283.9134276.9834304.591四层柱A柱顶M35.0910.39-6.596.5956.65446.89663.502857.761563.502846.89657.7615N324.0964.52-6.246.24479.236462.3408478.0656502.0415478.0656462.3408502.0415柱底M35.0910.39-6.596.5956.65446.89663.502857.761563.502846.89657.7615N336.0564.52-6.246.24493.588476.6928492.4176518.1875492.4176476.6928518.1875C柱顶M1.99-2.04-11.1911.19-0.468-14.281813.9170.6465-14.2818-14.28180.6465N587.82109.7-0.480.48858.992843.0264844.236903.277843.0264843.0264903.277柱底M1.99-2.04-11.1911.19-0.468-14.281813.9170.6465-14.2818-14.28180.6465N599.78109.7-0.480.48873.344857.3784858.588919.423857.3784857.3784919.423E柱顶M-28.88-8.16-6.86.8-46.08-53.5056-36.3696-47.148-53.5056-36.3696-47.148N302.1647.456.72-6.72429.022430.8462413.9118455.366430.8462413.9118455.366柱底M-28.88-8.16-6.86.8-46.08-53.5056-36.3696-47.148-53.5056-36.3696-47.148N314.1247.456.72-6.72443.374445.1982428.2638471.512445.1982428.2638471.512三层柱A柱顶M35.0910.39-8.748.7456.65444.18766.211857.761566.211844.18757.7615N438.4393.42-11.4411.44656.904629.4108658.2396685.3005658.2396629.4108685.3005柱底M35.0910.39-8.748.7456.65444.18766.211857.761566.211844.18757.7615N450.3993.42-11.4411.44671.256643.7628672.5916701.4465672.5916643.7628701.4465C柱顶M1.99-2.04-14.8314.83-0.468-18.868218.50340.6465-18.8682-18.86820.6465N792.69158.3-0.870.871172.8341149.57721151.76961228.42151149.57721149.5771228.422柱底M1.99-2.04-14.8314.83-0.468-18.868218.50340.6465-18.8682-18.86820.6465N804.65158.3-0.870.871187.1861163.92921166.12161244.56751163.92921163.9291244.568E柱顶M-28.88-8.16-9.029.02-46.08-56.3028-33.5724-47.148-56.3028-33.5724-47.148N410.0268.7612.31-12.31588.288594.1722563.151622.287594.1722563.151622.287136 柱底M-28.88-8.16-9.029.02-46.08-56.3028-33.5724-47.148-56.3028-33.5724-47.148N421.9868.7612.31-12.31602.64608.5242577.503638.433608.5242577.503638.433二层柱A柱顶M35.6710.56-10.7210.7257.58842.602469.616858.714569.616842.602458.7145N552.77122.3-18.0418.04834.572794.7168840.1776868.5595840.1776794.7168868.5595柱底M36.8110.91-10.7210.72　59.44644.411471.425860.603571.425844.411460.6035N564.73122.3-18.0418.04848.924809.0688854.5296884.7055854.5296809.0688884.7055C柱顶M1.99-2.18-18.1918.19-0.664-23.278222.56060.5065-23.2782-23.27820.5065N997.56206.9-1.371.371486.6761455.98941459.44181553.5661455.98941455.9891553.566柱底M2.03-2.45-18.1918.19-0.994-23.570422.26840.2905-23.5704-23.57040.2905N1009.52206.9-1.371.371501.0281470.34141473.79381569.7121470.34141470.3411569.712E柱顶M-29.36-8.29-11.0511.05　-46.838-59.6004-31.7544-47.926-59.6004-31.7544-47.926N517.8890.0719.41-19.41747.554759.4008710.4876789.208759.4008710.4876789.208柱底M-30.33-8.55-11.0511.05　-48.366-61.092-33.246-49.4955-61.092-33.246-49.4955N529.8490.0719.41-19.41761.906773.7528724.8396805.354773.7528724.8396805.354一层柱A柱顶M23.657.01-10.9510.9538.19423.415651.009638.937551.009623.415638.9375N654.65147.7-24.9524.95992.346940.23241003.10641031.46751003.1064940.23241031.468柱底M11.833.51-22.2422.2419.11-9.403846.64119.480546.641-9.403819.4805N670.45147.7-24.9524.951011.306959.19241022.06641052.79751022.0664959.19241052.798C柱顶M1.3-1.64-27.9427.94-0.736-35.710834.6980.115-35.7108-35.71080.115N1202.89255.6-1.871.871801.2521763.11741767.82981879.46151763.11741763.1171879.462柱底M0.67-0.82-13.7613.76-0.344-17.566817.10840.0845-17.5668-17.56680.0845N1218.69255.6-1.871.87　1820.2121782.07741786.78981900.79151782.07741782.0771900.792E柱顶M-19.5-5.5-11.2111.21-31.1-44.4546-16.2054-31.825-44.4546-16.2054-31.825N625.54111.426.82-26.82906.566924.7674857.181955.849924.7674857.181955.849柱底M-9.75-2.75-22.7622.76　-15.55-43.842613.5126-15.9125-43.842613.5126-15.9125136 N641.34111.426.82-26.82925.526943.7274876.141977.179943.7274876.141977.179表7-6横向框架柱内力组合（考虑地震组合）杆件柱号截面内力荷载种类内力组合±︱Mmax︱及相应的NNmin及相应的MNmax及相应的M恒载活载地震1.2（恒+0.5活）+1.3地震左右左右六层柱A柱顶M48.985.73-9.219.2150.24174.18774.18750.24174.187N95.416.72-3.123.12114.468122.58122.58114.468122.58柱底M39.728.83-9.219.2140.98964.93564.93540.98964.935N107.376.72-3.123.12128.82136.932136.932128.82136.932C柱顶M1.7-1.13-15.615.61-18.93121.65521.655-18.93121.655N178.0815.28-0.240.24222.552223.176223.176222.552223.176柱底M1.89-1.74-15.615.61-19.06921.51721.517-19.06921.517N190.0415.28-0.240.24236.904237.528237.528236.904237.528E柱顶M-38.13-3.74-9.499.49-60.337-35.663-60.337-35.663-60.337N86.444.833.36-3.36110.994102.258110.994102.258110.994柱底M-43.31-12.22-9.499.49-71.641-46.967-71.641-46.967-71.641N98.44.833.36-3.36125.346116.61125.346116.61125.346五层柱A柱顶M35.0910.39-14.114.0630.06466.6266.6230.06466.62N209.7535.62-1111.01258.759287.385287.385258.759287.385柱底M35.0910.39-14.114.0630.06466.6266.6230.06466.62N221.7135.62-1111.01273.111301.737301.737273.111301.737C柱顶M1.99-2.04-23.823.83-29.81532.14332.143-29.81532.143N382.9561.15-0.830.83495.151497.309497.309495.151497.309136 柱底M1.99-2.04-23.823.83-29.81532.14332.143-29.81532.143N394.9161.15-0.830.83509.503511.661511.661509.503511.661E柱顶M-28.88-8.16-14.514.49-58.389-20.715-58.389-20.715-58.389N194.326.1411.84-11.8264.236233.452264.236233.452264.236柱底M-28.8-8.16-14.514.49-58.293-20.619-58.293-20.619-58.293N206.2626.1411.84-11.8278.588247.804278.588247.804278.588四层柱A柱顶M35.0910.39-1817.9924.95571.72971.72924.95571.729N324.0964.52-21.921.88399.176456.064456.064399.176456.064柱底M35.0910.39-1817.9924.95571.72971.72924.95571.729N336.0564.52-21.921.88413.528470.416470.416413.528470.416C柱顶M1.99-2.04-30.530.51-38.49940.82740.827-38.49940.827N587.82109.72-1.641.64769.084773.348773.348769.084773.348柱底M1.99-2.04-30.530.51-38.49940.82740.827-38.49940.827N599.78109.72-1.641.64783.436787.7787.7783.436787.7E柱顶M-28.88-8.16-18.618.55-63.667-15.437-63.667-15.437-63.667N302.1647.4523.52-23.5421.638360.486421.638360.486421.638柱底M-28.88-8.16-18.618.55-63.667-15.437-63.667-15.437-63.667N314.1247.4523.52-23.5435.99374.838435.99374.838435.99三层柱A柱顶M35.0910.39-2121.0121.02975.65575.65521.02975.655N438.4393.42-35.135.1536.538627.798627.798536.538627.798柱底M35.0910.39-2121.0121.02975.65575.65521.02975.655N450.3993.42-35.135.1550.89642.15642.15550.89642.15C柱顶M1.99-2.04-35.635.64-45.16847.49647.496-45.16847.496N792.69158.29-2.642.641042.771049.6341049.6341042.771049.634柱底M1.99-2.04-35.635.64-45.16847.49647.496-45.16847.496136 N804.65158.29-2.642.641057.1221063.9861063.9861057.1221063.986E柱顶M-28.88-8.16-21.721.67-67.723-11.381-67.723-11.381-67.723N410.0268.7637.74-37.7582.342484.218582.342484.218582.342柱底M-28.88-8.16-21.721.67-67.723-11.381-67.723-11.381-67.723N421.9868.7637.74-37.7596.694498.57596.694498.57596.694二层柱A柱顶M35.6710.56-23.123.1419.05879.22279.22219.05879.222N552.77122.32-50.150.07671.625801.807801.807671.625801.807柱底M36.8110.91-23.123.1420.63680.880.820.63680.8N564.73122.32-50.150.07685.977816.159816.159685.977816.159C柱顶M1.99-2.18-39.239.24-49.93252.09252.092-49.93252.092N997.56206.86-3.773.771316.2871326.0891326.0891316.2871326.089柱底M2.03-2.45-39.239.24-50.04651.97851.978-50.04651.978N1009.52206.86-3.773.771330.6391340.4411340.4411330.6391340.441E柱顶M-29.36-8.29-23.923.86-71.224-9.188-71.224-9.188-71.224N517.8890.0753.84-53.8745.49605.506745.49605.506745.49柱底M-30.33-8.55-23.923.86-72.544-10.508-72.544-10.508-72.544N529.8490.0753.84-53.8759.842619.858759.842619.858759.842一层柱A柱顶M23.657.01-23.823.811.63363.53963.5391.63363.539N654.65147.69-6565.04789.642958.746958.746789.642958.746柱底M11.833.51-48.348.34-46.5479.14479.144-46.5479.144N670.45147.69-6565.04808.602977.706977.706808.602977.706C柱顶M1.3-1.64-29.929.9-38.29439.44639.446-38.29439.446N1202.89255.56-4.854.851590.4991603.1091603.1091590.4991603.109柱底M0.67-0.82-60.760.71-78.61179.23579.235-78.61179.235N1218.69255.56-4.854.851609.4591622.0691622.0691609.4591622.069136 E柱顶M-19.5-5.5-24.424.36-58.3684.968-58.3684.968-58.368N625.54111.3769.89-69.9908.327726.613908.327726.613908.327柱底M-9.75-2.75-49.549.46-77.64850.948-77.64850.948-77.648N641.34111.3769.89-69.9927.287745.573927.287745.573927.287表7-7基顶荷载的非抗震标准值组合表杆件柱号截面内力荷载种类内力组合±︱Mmax︱及相应的N、VNmin及相应的M、VNmax及相应的M、V恒载活载风载1.2恒+1.4活1.2恒+0.9（1.4活+1.4风）1.35恒+活左风右风左风右风基础顶A下M-11.83-3.5122.24-22.24-19.119.4038-46.641-19.4805-46.6419.4038-19.4805N697.84147.7-24.9524.951044.174992.06041054.93441089.7741054.9344992.06041089.774V-9.59-2.848.97-8.97-15.484-3.7842-26.3886-15.7865-26.3886-3.7842-15.7865C下M-0.670.8213.76-13.760.34417.5668-17.1084-0.084517.566817.5668-0.0845N1227.82255.6-1.871.871831.1681793.03341797.74581913.1171793.03341793.0331913.117V-0.530.6611.27-11.270.28814.3958-14.0046-0.055513.395814.3958-0.0555E下M9.752.7522.76-22.7615.5543.8426-13.512615.912543.8426-13.512615.9125N668.73111.426.82-26.82958.394976.5954909.0091014.1555976.5954909.0091014.156V7.912.239.18-9.1812.61423.86860.73512.908523.86860.73512.9085表7-8基顶荷载的抗震标准值组合表杆件柱号截面内力荷载种类内力组合±︱Mmax︱及相应的N、VNmin及相应的M、VNmax及相应的M、V恒载活载地震1.2（恒+0.5活）+1.3地震左右左右基础顶A下M-11.83-3.5148.34-48.346.54-79.144-79.14446.54-79.144136 N697.84147.69-6565.04841.471010.5741010.574841.471010.574V-9.59-2.8419.5-19.512.138-38.562-38.56212.138-38.562C下M-0.670.8260.71-60.778.611-79.235-79.23578.611-79.235N1227.82255.56-4.854.851620.4151633.0251633.0251620.4151633.025V-0.530.6624.49-24.531.597-32.077-32.07731.597-32.077D下M9.752.7549.46-49.577.648-50.94877.648-50.94877.648N668.73111.3769.89-69.9960.155778.441960.155778.441960.155V7.912.2319.95-2036.765-15.10536.765-15.10536.765136 7.2构件截面设计7.2．1梁截面设计以1层12轴AC梁为例计算,其余各梁通过表格形式计算，具体过程详见截面设计表。1．AC跨梁选取最不利内力组合（1）非抗震情况左端M=-100.502，V=95.28kN跨中M=63.68右端M=-105.58，V=-100.49kN（2）抗震情况左端M=-125.13，V=95.31kN跨中M=60.67右端M=-119.72，V=-61.16kN设计时将与进行比较，然后取大者进行配筋计算。对于楼面现浇的框架结构，梁支座负弯矩按矩形计算纵筋数量；跨中弯矩按T形截面计算纵筋数量；跨中截面的计算弯矩应取该跨的跨间最大正弯矩或支座正弯矩与0.5倍简支梁弯矩中的较大者。（3）实际所用计算内力综合（1）、（2）进行最不利内力计算：左端M=-125.13，V=95.31kN跨中M=63.68KNm右端M=-119.72，V=-61.16kN2．正截面受弯承载力计算：混凝土强度等级：C25级ft=1.27N/mm2，fc=11.9N/mm2，ftk=1.78N/mm2；钢筋强度等级：HRB335级fy=300N/mm2，fyk=335N/mm2HPB235级fy=210N/mm2，fyk=235N/mm2，b=0.55（1）1层AC梁A支座梁截面尺寸为200mm400mm，按矩形截面计算。h0=h-as=400-35=365mm截面抵抗矩系数=125.13106N.mm/[1.011.9N/mm2200mm(365mm)2]=0.3946相对受压高度区=1-=1-=0.540.1故此情况可不考虑2）T形截面类型判断故属于第一类T形截面。>M中=63.683）钢筋面积计算＜=min{0.55,0.35}=0.35mm2mm2As＞Asmin满足要求。实配钢筋为（As=804mm2）1．斜截面计算（1）截面尺寸要求1层AC跨梁A支座：抗震时＞V=95.31kN故满足要求（则非抗震时＞V也满足要求）（2）是否构造配箍=0.71.27200465=82.68KN＜V=95.31kN,故仅按构造配筋满足不了要求，配筋计算为：≥136 采用双肢Φ10@100箍筋：4．裂缝宽度验算取WL-AC跨梁验算（1）梁跨中取Mk=50.79/1.4=36.28裂缝截面钢筋应力：=/mm2有效受拉混凝土截面面积：mm2有效配箍率：钢筋应变不均匀系数：受拉取纵向钢筋等效直径：mm构件受力特征系数：（受弯和偏心受压构件）正截面最大裂缝宽度：=mm＜=0.3mm所以满足要求。（2）梁支座：取Mk=-107.8/1.4=-77裂缝截面钢筋应力：=/mm2有效受拉混凝土截面面积：mm2有效配箍率：钢筋应变不均匀系数：受拉取纵向钢筋等效直径：mm136 构件受力特征系数：（受弯和偏心受压构件）正截面最大裂缝宽度：=mm＜=0.3mm所以满足要求。136 表7-9框架梁正截面配筋计算表层砼等级bxh截面位置组合内力柱边截面弯矩实际选用备注MV六层C25200×400A支座-51.6785.02-34.673650.080.09570.89220As=628跨中50.79　-50.793650.120.13855.51320As=941C支座左-73.67-74.19-58.833650.140.151002.81418As=1018C支座右-74.5783.94-57.783650.140.15983.36418As=1018跨中41.82　-41.823650.100.10695.49320As=941E支座左-39.09-63.24-26.443650.060.06430.72220As=628三层C25200×400A支座-93.83112.52-71.333650.170.191239.59420As=1257跨中62.11　-62.113650.150.161063.96420As=1257C支座左-100.96-97.87-81.393650.190.221438.03422As=1521C支座右-101.36103.76-80.613650.190.211422.41422As=1521跨中50.82　-50.823650.120.13856.05320As=941E支座左-80.57-89.06-62.763650.150.161076.13420As=1257一层C25200×400A支座-100.5095.28-81.443650.190.221439.19422As=1521跨中63.68　-63.683650.150.161093.49420As=1257C支座左-105.58-100.49-85.483650.200.231521.02422As=1521C支座右-105.37107.09-83.953650.200.221489.86422As=1521跨中51.15　-51.153650.120.13862.02320As=941E支座左-87.66-91.10-69.443650.160.181203.19420As=1257表7-10框架梁正截面抗震验算层砼等级bxh截面位置组合内力柱边截面弯矩ξAs实际选用备注MV136 六层C25400×400A支座-51.6785.02-34.670.753650.080.09248.06220As=628跨中50.79　-50.790.753650.120.13371.74220As=628C支座左-73.67-74.19-58.830.753650.140.15435.74220As=628C支座右-74.5783.94-57.780.753650.140.15427.29220As=628跨中41.82　-41.820.753650.100.10302.21220As=628E支座左-39.09-63.24-26.440.753650.060.06187.16220As=628三层C25400×400A支座-93.83112.52-71.330.753650.170.19538.63220As=628跨中62.11　-62.110.753650.150.16462.32220As=628C支座左-100.96-97.87-81.390.753650.190.22624.86220As=628C支座右-101.36103.76-80.610.753650.190.21618.07220As=628跨中50.82　-50.820.753650.120.13371.97220As=628E支座左-80.57-89.06-62.760.753650.150.16467.60220As=628一层C25400×400A支座-100.5095.28-81.440.753650.190.22625.36220As=628跨中63.68　-63.680.753650.150.16475.15220As=628C支座左-105.58-100.49-85.480.753650.200.23660.92320As=941C支座右-105.37107.09-83.950.753650.200.22647.38320As=941跨中51.15　-51.150.753650.120.13374.57220As=628E支座左-87.66-91.10-69.440.753650.160.18522.81220As=628表7-11框架梁斜截面受剪承载力计算层砼等级bxh截面位置组合内力Vh0选用箍筋Vcs备注六层C25200×400A支座78.29365.00217.1864.906＠100119.13安全p>pminC支座左74.31365.00217.1864.906＠100119.13安全p>pminC支座右75.68365.00217.1864.906＠100119.13安全p>pmin136 E支座左46.64365.00217.1864.906＠100119.13安全p>pmin三层C25200×400A支座110.11365.00217.1864.906＠100119.13安全p>pminC支座左97.42365.00217.1864.906＠100119.13安全p>pminC支座右107.00365.00217.1864.906＠100119.13安全p>pminE支座左92.48365.00217.1864.906＠100119.13安全p>pmin一层C25200×400A支座95.31365.00217.1864.906＠100119.13安全p>pminC支座左100.08365.00217.1864.906＠100119.13安全p>pminC支座右110.41365.00217.1864.906＠100119.13安全p>pminE支座左94.62365.00217.1864.906＠100119.13安全p>pmin注：剪力应取柱边处梁截面剪力，此处近似取柱轴线处剪力。表7-12框架梁斜截面受剪抗震验算层砼等级bxh截面位置VGbMl+Mr组合内力h00.2bcfcbh0/Rre0.42ftbh0/Rre选用箍筋Vcs备注六层C25200×400A支座61.8756.0285.25365.00231.6551.926＠100124.22安全p>pminC支座左53.9078.9680.19365.00231.6551.926＠100124.22安全p>pminC支座右61.3498.7096.71365.00231.6551.926＠100124.22安全p>pminE支座左45.2186.5074.50365.00231.6551.926＠100124.22安全p>pmin三层C25200×400A支座77.4445.30101.83365.00231.6551.926＠100124.22安全p>pminC支座左66.8743.6088.81365.00231.6551.926＠100124.22安全p>pmin136 C支座右73.77165.30127.21365.00231.6551.926＠100124.22安全p>pminE支座左61.67164.70112.55365.00231.6551.926＠100124.22安全p>pmin一层C25200×400A支座63.21263.40127.59365.00231.6551.926＠100124.22安全p>pminC支座左67.19254.80130.68365.00231.6551.926＠100124.22安全p>pminC支座右74.62284.90156.22365.00231.6551.926＠100124.22安全p>pminE支座左61.46286.70140.85365.00231.6551.926＠100124.22安全p>pmin注：剪力应取柱边处梁截面剪力，此处近似取柱轴线处剪力。136 7.2．2柱截面设计一般多层框架柱计算长度按下式取：现浇楼盖1）底层柱2）其他层柱装配式楼盖1）底层柱2)其他层柱1．以1层A柱（400）为例非抗震设计（1）轴压比验算Nmax=1052.8kN轴压比满足要求。（2）截面尺寸复核取，则h0=h-=400-40=360㎜因为所以，满足要求（3）正截面受弯承载力计算柱同一截面分别承受正反向的弯矩故采用对称配筋1.011.94003600.55=942.48kN根据内力组合表可知，初步确定为：大偏心受压的内力组合有M=-46.54kN，N=808.6kN（N5（长柱）={h/30=400/30=13.3，20}=20>1.0取=1.0136 <15，取=1.0=<0.3=108mm<<0故按构造配筋单侧mm2每侧实配钢筋为（4）垂直于弯矩作用平面的受压承载力验算查表得>满足要求（5）裂缝宽度验算<0.55可不验算裂缝宽度136 表7-13框架柱正截面受弯承载力验算柱层次砼强度截面尺寸柱截面组合内力ζ1ζ2ηNA柱六层C25400×4003.508.75上端71.85135.52530.1820.0550.181.531.001.001.048.75下端62.45151.67411.7520.0431.751.201.001.001.05三层C25400×4008.75上端66.21658.24100.5920.0120.590.331.001.001.168.75下端66.21672.5998.4420.0118.440.331.001.001.17一层C25400×4003.709.25上端51.011003.1050.8520.070.850.201.001.001.319.25下端46.641022.0745.6320.065.630.181.001.001.34C柱六层C25400×4003.508.75上端3.21232.9013.7820.033.780.071.001.001.748.75下端3.91247.2515.8120.035.810.081.001.001.70三层C25400×4008.75上端18.861149.5816.4120.036.410.081.001.001.698.75下端18.861149.5816.4120.036.410.081.001.001.69一层C25400×4003.709.25上端35.711763.1220.2520.040.250.091.001.001.709.25下端17.571782.089.8620.029.860.061.001.001.94E柱六层C25400×4003.508.75上端55.22121.52454.4120.0474.411.031.001.001.058.75下端70.68137.67513.4020.0533.401.161.001.001.05三层C25400×4008.75上端56.30594.1794.7520.0114.750.251.001.001.228.75下端56.30608.5292.5220.0112.520.241.001.001.22136 一层C25400×4003.709.25上端44.45924.7748.0720.068.070.151.001.001.419.25下端43.84943.7246.4520.066.450.141.001.001.42续表7-13框架柱正截面受弯承载力验算N-Nb判断破坏类型小偏压ζAs=A’s大偏压ζxx-2a’As=A’s(x<2a’)As=A’s(x>2a’)选用钢筋备注729.87454.67-806.96大偏压　　0.0828.47-51.53542.23　3Ф18As=As’=763>0.2℅611.44336.24-790.81大偏压　　0.0931.86-48.14422.41　3Ф18As=As’=763>0.2℅300.2725.07-284.24大偏压　　0.38138.2958.2964.573Ф18As=As’=763>0.2℅298.1322.93-269.89大偏压　　0.39141.3061.3061.503Ф18As=As’=763>0.2℅252.85-22.3560.62小偏压0.64<0　210.74　　　3Ф18As=As’=763>0.2℅247.63-27.5779.59小偏压0.66<0　214.72　　　3Ф18As=As’=763>0.2℅268.94-56.26-709.58不破坏（按构造配筋）　3200.0948.93-31.07　3Ф18As=As’=763>0.2℅270.97-54.23-695.23不破坏（按构造配筋）　3200.0951.94-28.06　3Ф18As=As’=763>0.2℅271.56-53.64207.10不破坏（按构造配筋）　3200.42241.51161.51　　3Ф18As=As’=763>0.2℅136 271.56-53.64207.10不破坏（按构造配筋）　3200.42241.51161.51　　3Ф18As=As’=763>0.2℅278.37-46.83820.64不破坏（按构造配筋）　3200.64370.40290.40　3Ф18As=As’=763>0.2℅267.97-57.23839.60大偏压　　0.65374.39294.39322.89　3Ф18As=As’=763>0.2℅709.57384.37-820.96大偏压　　0.0425.53-54.47348.773Ф18As=As’=763>0.2℅768.56443.36-804.81大偏压　　0.0528.92-51.08482.753Ф18As=As’=763>0.2℅349.9124.71-348.31不破坏（按构造配筋）　3200.22124.8344.83　<03Ф18As=As’=763>0.2℅347.6822.48-333.96大偏压　　0.22127.8447.84　<03Ф18As=As’=763>0.2℅306.18-19.02-17.71不破坏（按构造配筋）　3200.34194.28114.28　<03Ф18As=As’=763>0.2℅304.57-20.631.24大偏压　　0.34198.26118.26246.85　3Ф18As=As’=763>0.2℅注：不破坏的按构造配筋。表7-14框架柱正截面受弯承载力验算柱层次砼强度截面尺寸柱截面组合内力ζ1ζ2ηMNminA柱六层C25400×4003.759.38上端33.86119.46283.4420.0303.440.841.001.001.07486.079.38下端37.49132.80282.3020.0302.300.841.001.001.07484.93136 二层C25400×4009.38上端11.32779.7714.5220.034.520.101.001.001.66217.149.38下端65.00795.8781.6720.0101.670.281.001.001.22284.30一层C25400×4004.6011.50上端43.20819.9352.6920.072.690.201.001.001.47266.6911.50下端113.64845.97134.3320.0154.330.431.001.001.22348.34B柱六层C25500×5003.757.50上端0.70258.202.7120.022.710.051.001.001.81251.197.50下端3.63248.9414.5820.034.580.081.001.001.53263.06二层C25500×5007.50上端4.261143.683.7220.023.720.051.001.001.78252.217.50下端11.351166.639.7320.029.730.061.001.001.62258.21一层C25500×5004.609.20上端80.231302.1261.6120.081.610.181.001.001.34319.439.20下端159.111338.49118.8720.0138.870.301.001.001.20376.68C柱六层C25500×5003.757.50上端36.21178.72202.6120.0222.610.481.001.001.08451.097.50下端20.94199.70104.8620.0124.860.271.001.001.15353.34二层C25500×5007.50上端50.19630.2479.6420.099.640.221.001.001.19328.127.50下端88.71643.64137.8320.0157.830.341.001.001.12386.31一层C25500×5004.609.20上端19.80773.0925.6120.045.610.101.001.001.61283.429.20下端106.30603.50176.1420.0196.140.431.001.001.14433.95续表7-14框架柱正截面受弯承载力验算　N-Nb判断破坏类型小偏压ζAs=A’s大偏压ζxx-2a’As=A’s(x<2a’)As=A’s(x>2a’)选用钢筋210.87-823.02大偏压　　0.0725.10-54.90172.49　3Ф18As=As’=763136 209.73-809.68大偏压　　0.0827.90-52.10192.12　3Ф18As=As’=763-58.06-162.71不破坏　320　0.46163.8283.82　-495.073Ф18As=As’=7639.10-146.61大偏压　　0.46167.2087.20　65.463Ф18As=As’=763-8.51-122.55不破坏　3200.48172.2592.25　-61.313Ф18As=As’=76373.14-96.51大偏压　　0.49177.7297.72　680.313Ф18As=As’=763-106.01-1247.15不破坏　3200.0920.08-59.9288.14　3Ф18As=As’=763-94.14-1256.41不破坏　3200.0922.32-57.6846.68　3Ф18As=As’=763-104.99-361.67不破坏　3200.42131.0551.05　-152.023Ф18As=As’=763-98.99-338.72不破坏　3200.43133.7653.76　-92.353Ф18As=As’=763-37.77-203.23不破坏　3200.48137.8057.80　756.013Ф18As=As’=76319.48-166.86大偏压　0.49142.1862.18　1390.323Ф18As=As’=76393.89-1326.63大偏压　3200.0743.39-36.61-258.34-258.343Ф18As=As’=763-3.86-1305.65不破坏　3200.0741.84-38.16-307.48-307.483Ф18As=As’=763-29.08-875.11不破坏　3200.23192.22112.22　-1661.773Ф18As=As’=76329.11-861.71大偏压　3200.24196.07116.07　-1378.053Ф18As=As’=763-73.78-732.26不破坏　3200.28218.84138.84　-1884.003Ф18As=As’=76376.75-901.85大偏压　3200.22224.96144.96　-1613.223Ф18As=As’=763注：不破坏的按构造配筋。表7-15框架柱正截面受弯承载力验算柱组合内力ζ1ζ2η136 层次砼强度截面尺寸柱截面MA柱六层C25400×4003.508.75上端71.85135.52530.1820.0550.181.531.01.01.04729.878.75下端62.45151.70411.6720.0431.671.201.01.01.05611.36三层C25400×4008.75上端57.76685.3084.2820.0104.280.291.01.01.19283.978.75下端57.76701.4582.3420.0102.340.281.01.01.19282.03一层C25400×4003.709.25上端38.931031.4737.7420.057.740.161.01.01.38239.749.25下端19.481052.8018.5020.038.500.111.01.01.57220.50C柱六层C25400×4003.508.75上端1.17255.694.5820.024.580.071.01.01.80204.268.75下端0.81271.832.9820.022.980.061.01.01.86202.67三层C25400×4008.75上端0.641228.420.5220.020.520.061.31.02.25206.278.75下端0.651244.570.5220.020.520.061.01.01.96200.21一层C25400×5003.709.25上端0.12879.460.1420.020.140.061.81.03.00220.339.25下端0.081900.790.0420.020.040.060.81.01.93198.64E柱六层C25400×4003.508.75上端55.22121.52454.4120.0474.411.321.01.01.04654.108.75下端70.69137.67513.4720.0533.471.481.01.01.04713.16三层C25400×4008.75上端47.15622.2975.7720.095.770.271.01.01.21275.468.75下端47.15638.4373.8520.093.850.261.01.01.21273.54一层C25400×4003.709.25上端31.83955.8533.3020.053.300.151.01.01.41235.309.25下端15.91977.1816.2820.036.280.101.01.01.61218.28续表7-15框架柱正截面受弯承载力验算　N-Nb小偏压As=A’大偏压xx-2a’As=A’sAs=A’s选用钢筋136 判断破坏类型ζsζ(x<2a’)(x>2a’)454.67-806.96大偏压　　0.0828.47-51.53542.23　3Ф18As=As’=763336.16-790.78大偏压　　0.0931.87-48.13422.37　3Ф18As=As’=7638.77-257.18大偏压　　0.40143.9763.97-28.863Ф18As=As’=7636.83-241.03大偏压　　0.41147.3667.36-31.323Ф18As=As’=763-35.4688.99小偏压0.60<0　216.70　　　3Ф18As=As’=763-54.70110.32小偏压0.61<0　221.18　　　3Ф18As=As’=763-70.94-686.79不破坏　3200.0953.72-26.28　3Ф18As=As’=763-72.53-670.65不破坏　3200.1057.11-22.89　3Ф18As=As’=763-68.93285.94小偏压0.64<00.45258.07178.07　-316.023Ф18As=As’=763-74.99302.09小偏压0.63<0　0.45261.46181.46　-376.723Ф18As=As’=763-54.87-63.02不破坏　320　184.76　　　3Ф18As=As’=763-76.56958.31小偏压1.11<0　399.33　　　3Ф18As=As’=763378.90-820.96大偏压　　0.0442.97-37.03-259.03106.693Ф18As=As’=763437.96-804.81大偏压　　0.0545.69-34.31-163.90258.973Ф18As=As’=7630.26-320.19大偏压　　0.23206.46126.46　-842.974Ф18As=As’=1017-1.66-304.05不破坏　3200.23209.17129.17　-829.884Ф18As=As’=1017-39.9013.37小偏压0.41<00.35147.8167.81　246.103Ф18As=As’=763-56.9234.70小偏压0.89<00.36319.46239.46　-950.364Ф18As=As’=1017注：不破坏的按构造配筋。表7-16框架柱正截面受弯抗震验算柱l0组合内力　ζ1ζ2η136 层次砼强度截面尺寸柱截面轴压比NA柱六层C25400×4003.508.75上端74.18122.580.060.75605.1620.0625.161.741.01.01.03804.848.75下端64.94136.930.070.75474.2620.0494.261.371.01.01.04673.94三层C25400×4008.75上端21.03536.540.280.8039.2020.059.200.161.01.01.33238.888.75下端21.03550.890.290.8038.1720.058.170.161.01.01.34237.86一层C25400×4003.709.25上端63.54958.750.500.8066.2720.086.270.241.01.01.26268.289.25下端79.14977.710.510.8080.9420.0100.940.281.01.01.22282.95C柱六层C25400×4003.508.75上端21.65223.180.120.7597.0120.0117.010.331.01.01.17296.698.75下端21.52237.530.120.7590.6020.0110.600.311.01.01.18290.29三层C25400×4008.75上端47.501049.630.550.8045.2520.065.250.181.01.01.30244.948.75下端47.501063.990.560.8044.6420.064.640.181.01.01.30244.33一层C25400×5003.709.25上端39.451603.110.840.8024.6120.044.610.121.01.01.49226.619.2579.241622.070.850.8048.8520.068.850.191.01.01.32250.85136 下端E柱六层C25400×4003.508.75上端60.34110.990.060.75543.6520.0563.651.571.01.01.03743.348.75下端71.64125.350.070.75571.5220.0591.521.641.01.01.03771.21三层C25400×4008.75上端67.72582.340.310.80116.2920.0136.290.381.01.01.14315.988.75下端67.72596.690.310.80113.4920.0133.490.371.01.01.15313.18一层C25400×4003.709.25上端58.37908.330.480.8064.2620.084.260.231.01.01.26266.269.25下端77.65927.290.490.8083.7420.0103.740.291.01.01.21285.74续表7-16框架柱正截面受弯抗震验算　N-Nb判断破坏类型小偏压ζAs=A’sX大偏压ζx-2a’As=A’s(x<2a’)As=A’s(x>2a’)选用钢筋529.64-819.90大偏压　　25.750.07-54.25584.45　3Ф16As=As’=603398.74-805.55大偏压　　28.770.08-51.23468.31　3Ф16As=As’=603-36.32-405.94不破坏　320112.720.3132.72　　3Ф16As=As’=603-37.34-391.59不破坏　320115.730.3235.73　　3Ф16As=As’=603-6.9216.27小偏压0.89320201.420.56121.42　89.733Ф16As=As’=6037.7535.23不破坏　320205.400.57125.40　　3Ф16As=As’=603136 21.49-719.30大偏压　　37.510.08-42.49-256.04　3Ф16As=As’=60315.09-704.95大偏压　　39.920.09-40.08-282.31　3Ф16As=As’=603-30.26107.15小偏压0.89320176.410.3896.41　300.733Ф16As=As’=603-30.87121.51小偏压0.89320178.820.3998.82　308.773Ф16As=As’=603-48.59660.63小偏压0.89320269.430.59189.43　774.544Ф16As=As’=804-24.35679.59小偏压0.89320272.620.59192.62　458.933Ф16As=As’=603468.14-831.49大偏压　　18.650.04-61.35535.07　3Ф16As=As’=603496.01-817.13大偏压　　21.070.05-58.93641.94　4Ф16As=As’=80440.78-360.14大偏压　　97.870.2117.87407.19　3Ф16As=As’=60337.98-345.79大偏压　　100.280.2220.28405.84　3Ф16As=As’=603-8.94-34.15不破坏　320152.660.3372.66　　3Ф16As=As’=60310.54-15.19大偏压　320155.850.3475.85580.32　3Ф16As=As’=603注：按柱实际配筋（）计算的总配筋率0.7%<,所以满足要求表7-17框架柱正截面受弯抗震验算柱层次砼强度截面尺寸l0柱截面组合内力轴压比　ζ1ζ2ηMNminA柱六层C25400×4003.508.75上端50.24114.470.060.75438.8920458.891.271.01.01.04638.588.75下端40.99128.820.070.75318.2020338.200.941.01.01.06517.88136 三层C25400×4008.75上端21.03536.540.280.8039.202059.200.161.01.01.33238.888.75下端21.03550.890.290.8038.172058.170.161.01.01.34237.86一层C25400×4003.709.25上端1.63789.640.410.802.062022.060.061.01.02.00204.079.25下端46.54808.600.420.8057.562077.560.221.01.01.28259.56C柱六层C25400×4003.508.75上端18.93222.550.120.7585.0620105.060.291.01.01.19284.758.75下端19.07236.900.120.7580.5020100.500.281.01.01.20280.19三层C25400×4008.75上端45.171042.770.550.8043.322063.320.181.01.01.31243.008.75下端45.171055.120.550.8042.812062.810.171.01.01.31242.50一层C25400×5003.709.25上端38.291590.500.840.8024.072044.070.121.01.01.50226.089.25下端78.611609.460.850.8048.842068.840.191.01.01.32250.84E柱六层C25400×4003.508.75上端35.66102.260.050.75348.7220368.721.021.01.01.05548.418.75下端46.97116.610.060.75402.8020422.801.171.01.01.05602.48三层C25400×8.75上端11.38484.220.250.8023.502043.500.121.01.01.45223.19136 4008.75下端11.38498.570.260.8022.832042.830.121.01.01.46222.51一层C25400×4003.709.25上端4.97726.610.380.806.842026.840.071.01.01.82208.849.25下端50.95745.570.390.8068.342088.340.251.01.01.25270.34续表7-17框架柱正截面受弯抗震验算　N-Nb判断破坏类型小偏压ζAs=A’sX大偏压ζx-2a’As=A’s(x<2a’)As=A’s(x>2a’)选用钢筋363.38-828.01大偏压　　24.050.07-55.95346.51　3Ф16As=As’=603242.68-813.66大偏压　　27.060.08-52.94230.02　3Ф16As=As’=603-36.32-405.94不破坏　320112.720.3132.72　-361.933Ф16As=As’=603-37.34-391.59不破坏　320115.730.3235.73　-368.823Ф16As=As’=603-71.13-152.84不破坏　320165.890.4685.89　-600.363Ф16As=As’=603-15.64-133.88不破坏　320169.870.4789.87　-130.603Ф16As=As’=6039.55-719.93大偏压　　37.400.08-42.60-276.51　3Ф16As=As’=6034.99-705.58大偏压　　39.820.09-40.18-300.65　3Ф16As=As’=603-32.20100.29小偏压0.49320175.260.3895.26　272.723Ф16As=As’=603-32.70112.64小偏压0.49320177.330.3997.33　279.503Ф16As=As’=603-49.12648.02小偏压0.74320267.310.58187.31　745.554Ф16As=As’=904-24.36666.98小偏压0.75320270.500.59190.50　1191.054Ф20As=As’=1257273.21-840.22大偏压　　17.190.04-62.8178.72　3Ф16As=As’=603136 327.28-825.87大偏压　　19.600.04-60.40140.93　3Ф16As=As’=603-52.01-458.26不破坏　32081.380.181.38　-162.713Ф16As=As’=603-52.69-443.91不破坏　32083.790.183.79　-166.033Ф16As=As’=603-66.36-215.87不破坏　320122.120.2742.12　-229.423Ф16As=As’=603-4.86-196.91不破坏　320125.310.2745.31　252.103Ф16As=As’=603注：按柱实际配筋（）计算的总配筋率0.7%<,所以满足要求表7-18框架柱正截面受弯抗震验算柱层次砼强度截面尺寸l0柱截面组合内力轴压比　ζ1ζ2ηMNMAXA柱六层C25400×4003.508.75上端74.19122.580.060.75605.2420625.241.741.01.01.03804.928.75下端64.94136.930.070.75474.2620494.261.371.01.01.04673.94三层C25400×4008.75上端75.65627.800.330.80120.5020140.500.391.01.01.14320.198.75下端75.66642.150.340.80117.8220137.820.381.01.01.14317.51一层C25400×4003.709.25上端63.54958.750.500.8066.272086.270.241.01.01.26268.289.25下端79.14977.710.510.8080.9420100.940.281.01.01.21282.37C柱六层C25400×3.508.75上端21.66223.180.120.7597.0520117.050.331.01.01.17296.74136 4008.75下端21.52237.530.120.7590.6020110.600.311.01.01.18290.29三层C25400×4008.75上端47.501049.630.550.8045.252065.250.181.01.01.30244.948.75下端47.501063.990.560.8044.642064.640.180.91.01.27242.26一层C25400×5003.709.25上端39.451603.110.840.8024.612044.610.120.61.01.29217.679.25下端79.241622.070.850.8048.852068.850.190.61.01.19241.76E柱六层C25400×4003.508.75上端60.34110.990.060.75543.6520563.651.571.01.01.03743.348.75下端71.64125.350.070.75571.5220591.521.641.01.01.03771.21三层C25400×4008.75上端67.72582.340.310.80116.2920136.290.381.01.01.14315.988.75下端67.72596.690.310.80113.4920133.490.371.01.01.15313.18一层C25400×4003.709.25上端58.37908.330.480.8064.262084.260.231.01.01.26266.269.25下端77.65927.290.490.8083.7420103.740.291.01.01.21285.74续表7-18框架柱正截面受弯抗震验算　N-NbAs=A’X大偏压x-2a’As=A’sAs=A’s选用钢筋136 判断破坏类型小偏压ζsζ(x<2a’)(x>2a’)529.72-819.90大偏压　　25.750.07-54.25584.55　3Ф16As=As’=603398.74-805.55大偏压　　28.770.08-51.23468.31　3Ф16As=As’=60344.99-314.68大偏压　320131.890.3751.89170.90　3Ф16As=As’=60342.31-300.33大偏压　320134.910.3754.91166.98　3Ф16As=As’=603-6.9216.27小偏压0.56320201.42　121.42　89.733Ф16As=As’=6037.1735.23不破坏　320205.40　125.40　255.313Ф16As=As’=60321.54-719.30大偏压　32037.510.08-42.4955.20　3Ф16As=As’=60315.09-704.95大偏压　32039.920.09-40.0845.17　3Ф16As=As’=603-30.26107.15小偏压0.49320176.41　96.41　300.733Ф16As=As’=603-32.94121.51小偏压0.50320178.82　98.82　285.813Ф16As=As’=603-57.53660.63小偏压0.75320269.43　189.43　625.323Ф16As=As’=603-33.44679.59小偏压0.76320272.62　192.62　1061.293Ф16As=As’=603468.14-831.49大偏压　　18.650.04-61.35535.07　3Ф16As=As’=603496.01-817.13大偏压　　21.070.05-58.93641.94　4Ф16As=As’=80440.78-360.14大偏压　32097.870.2117.87407.19　3Ф16As=As’=60337.98-345.79大偏压　320100.280.2220.28405.84　3Ф16As=As’=603-8.94-34.15不破坏　320152.66　72.66　372.103Ф16As=As’=60310.54-15.19大偏压　320155.850.3475.85580.32　3Ф16As=As’=603注：按柱实际配筋（）计算的总配筋率0.7%<,所以满足要求。136 第八章楼面板的设计楼盖是水平承重结构体系，是多层框架结构的重要组成部分。楼盖结构不但将荷载传递给竖向承重结构，同时也将各竖向承重结构连成一个整体，增加了结构的稳定性和整体性。楼盖按结构形式通常分为有梁楼盖和无梁楼盖两大类。在有梁楼盖中，根据梁板的结构布置情况，又可分为单向板肋形楼盖，双向板肋形楼盖，井式楼盖和双向密肋楼盖。无梁楼盖不设梁，楼盖直接支撑在柱和墙上。对于肋形楼盖，我国《混凝土结构设计规范》规定：四边支承的板，当长边与短边长度之比小于或等于2时，应按双向板进行计算；当长边与短边之比大于2而小于3时，宜按双向板计算，当按沿短边方向受力的单向板计算时，应沿长边方向布置足够数量的构造钢筋；当长边与短边长度之比大于或等于3时，可按沿短边方向受力的单向板进行计算。在实际工程中，板区格两个方向边长比大于3的情况不多。本工程采用双向板按弹性理论计算。图8-1楼面板布置示意图1.跨中最大弯矩将总荷载分成两部分：，当板的各区格均受时，可近似认为板都嵌固在中间支座上，其内部区格的板按四边固定单块板进行计算，当在一区格中，可认为中间支座的弯矩等于零，其内部区格的板按四边简支单块板进行计算。2.求支座中点最大弯矩当恒荷载和活荷载全部满布在各区格，可近似求得支座中点最大弯矩。双向板在均部荷载作用下的弯矩系数：136 8.1楼面板的设计1.按弹性理论设计（1）荷载设计值（2）计算跨度：（轴线间距离），各区格板的计算跨度列于表8-1。（3）弯矩计算跨中最大弯矩为当内支座固定时在作用下的跨中弯矩值与内支座铰支时在作用下的跨中弯矩值之和。本工程计算时，混凝土的泊松比取0.2；支座最大负弯矩为当内支座固定时作用下的支座弯矩。根据不同的支承情况，整个楼盖可分为多种区格板，现以A、B、C、D、E五种区格板为例进行计算。各区格板分别算得的弯矩值列于表8-1。A区格板：，查表得136 B区格板：，查表得C区格板：，查表得D区格板：，查表得0136 E区格板：，查表得0（3）截面设计截面有效高度：假定选用Ф6钢筋，方向跨中截面的，方向跨中截面的，支座截面的。截面设计用的弯矩：由于板内存在的穹顶作用，使板内弯矩大大减小，鉴于这一有利因素，对中间跨和跨中截面及中间支座截面的弯矩减小20％，其余不折减。近视取r=0.95，。截面配筋计算结果及实际配筋列于表8-2。表8-1按弹性理论计算的弯矩值区格项目ABCDE3.81.31.31.82.13.91.82.13.93.90.970.720.620.460.542.610.4630.5281.1481.5212.4820.2630.2340.350.509-5.083-0.802-0.87-1.782-2.408-5.083-0.802-0.8700136 -4.96-0.631-0.635-1.213-1.654-4.96-0.631-0.635-1.213-1.654表8-2按弹性理论设计的截面配筋　项目截面　配筋实有跨中A区格方向802.61×0.8=2.088130.83Ф6@200141方向702.482×0.8=1.986142.21Ф6@150188B区格方向800.463×0.8=0.37123.25Ф6@250113方向700.263×0.8=0.21115.11Ф6@250113C区格方向800.528×0.8=0.43226.5Ф6@250113方向700.234×0.8=0.18713.39Ф6@250113D区格方向801.148×0.8=0.91957.58Ф6@200141方向700.35×0.8=0.2820.05Ф6@250113E区格方向801.521×0.8=0.40776.25Ф6@200141方向700.509×0.8=0.40729.15Ф6@250113支座A—B80-5.083×0.8=-4.067254.82Ф6@100283A—C80-5.083×0.8=-4.067254.82Ф6@100283B—C80-0.635×0.8=-0.50831.83Ф6@250113B—D80-1.213×0.8=-0.97160.84Ф6@250113C—E80-1.645×0.8=-1.32382.9Ф6@200141D—E80-2.408×0.8=-1.925120.62Ф6@200141136 第九章楼梯计算9.1楼梯设计资料楼梯是多层及高层房屋中的重要组成部分，常见的楼梯形式有梁式楼梯和板式楼梯。板式楼梯下表面平整，施工支模方便，外观比较轻巧，但斜板较厚，混凝土和钢筋用量较多，一般用于楼梯水平投影长度不超过3m的楼梯，当楼梯水平长度超过3m时，常用梁式楼梯。板式楼梯由梯段板，休息平台，平台梁组成，可分为斜板式和折线形板式两种。斜板式楼梯跨度较小，经济，构造简单，应优先采用，板式楼梯的梯段板是一块支撑在上，下平台梁上并带有踏步的斜板，斜板厚度通常取为梯段板斜长的1/30～1/25。本工程采用现浇钢筋混凝土板式楼梯。设计混凝土强度等级为C25，梯板钢筋为HPB235，梯梁钢筋为HRB335，活荷载标准值为，楼梯栏杆采用金属栏杆，楼梯平面布置及踏步装修做法如下所示：图9-1楼梯平面布置图9-2踏步详图9.2楼梯结构设计计算9.2.1梯段板计算（1）荷载计算136 板厚取，为梯段板跨度=270×8=2160mm板厚h==2160/30=72，取100mm。，取1m宽板带为计算单元踏步板自重：（0.156+0.27）/2×25=5.33kN/m踏步地面重：（0.27+0.15）×0.02×1×20/0.27×1.2=0.75kN/m底板抹灰重：0.312×0.02×1×17/0.27×1.2=0.47kN/m栏杆重：1×0.27×2.5/0.27×1.4=3.15kN/m（2）内力计算（3）配筋计算板的有效高度，混凝土抗压设计强度，钢筋抗拉强度设计值。，则，选用Ф8@150，梯段板抗剪，因,满足抗剪要求，支座构造配Ф8@200。9.2.2休息平台板计算按简支板计算，简图如图9-3，以板宽1m，为计算单元，计算跨度l=1200，板厚取100mm。图9-3平台板计算简图（1）荷载计算136 面层：0.02×1×20×1.2=0.48kN/m板自重：0.1×1×25×1.2=3.0kN/m板底粉刷：0.02×1×17×1.2=0.408kN/m活载：2.5×1×1.4=3.5kN/m（2）内力计算（3）配筋计算查配筋表,选用Ф8@300，9.2.3梯段梁TL1计算截面高度h取为300mm，宽取200mm。（1）荷载计算梯段板传：9.7×2.16/2=10.48kN/m休息平台板传：7.388×1.2/2=4.44kN/m梁自重：0.2×0.3×25×1.2×1.05=1.89kN/m（2）内力计算（3）配筋计算钢筋采用HRB335钢,136 ,选用,满足要求，按构造要求，选Ф6@200双肢箍可以满足要求。第十章基础设计10.1桩基础的设计及验算取A柱基础设计，承台顶标高为-0.9m，选取中砂层作为持力层，，中砂层。由内力组合表可知，作用到基础顶面处的设计荷载为：,,（1）初步确定桩型和尺寸根据荷载和地质条件，采用的预制钢筋混凝土方桩，桩端进入持力层1.0m，桩长3.7m，承台埋深为1.3m,见图10-1。图10-1（2）确定单桩承载力特征值（3）初步确定桩数及承台尺寸136 先假设承台尺寸为2m×2m，厚度为1m，承台及其上土平均容重为，则承台及其上土自重标准值为：根据式，取4根桩，布置如图10-2图10-2桩的布置及承台尺寸（4）群桩基础中单桩承载力验算单桩的平均竖向力符合要求。计算单桩偏心荷载下最大竖向力为：符合要求。由于水平力较小，可不验算单桩水平承载力。（5）抗弯计算与配筋设计在承台结构计算中，取相应于荷载效应基本组合的设计值，可按下式计算：所以136 对承台进一步设计为：取承台厚0.9m，下设厚度为100mm，强度等级为C10的混凝土垫层，保护层厚度为50mm，则；混凝土强度等级为C20，混凝土的抗拉强度设计值为，钢筋选用HRB335级，，如图10-3所示。图10-3承台设计计算图则各桩不计承台及其上土重部分的净反力为：各桩平均竖向力最大竖向力对于剖断面：钢筋面积采用Ф18@125的钢筋，，平行于x轴布置。同理，对于剖断面也采用Ф18@125的钢筋，平行于y轴布置。（6）承台抗冲切验算1）柱的向下冲切验算136 式中：，，，，，则=桩顶平均净反力N=所以满足要求。2）角桩的冲切验算冲切力必须不大于抗冲切力，即满足式中，，，抗冲切力=,满足要求。（7）承台抗冲切验算剪切力V必须不大于抗剪切力，即满足对于截面和截面：，，，136 抗剪切力=0.985×1.24×1100×20.85=2284KnN=761.58kN2284kN，满足要求。（8）桩身配筋桩身采用混凝土强度等级为C30，桩身通长配置，由于，满足最小配筋率要求。主筋伸入承台，其箍筋沿桩身通长布置。136 主要参考文献[1]《房屋建筑制图统一标准》（GB/T50001-2001）北京：中国建筑工业出版社.2001.[2]《建筑制图标准》（GB/T50104-2001）北京：中国建筑工业出版社.2001.[3]《建筑制图结构标准》（GB/T50105-2001）北京：中国建筑工业出版社.2001.[4]《民用建筑设计通则》（GB50352-2005）北京：中国建筑工业出版社.2005.[5]《建筑设计防火规范》（GB50016-2006）北京：中国建筑工业出版社.2006.[6]《建筑抗震设计规范》（GB50011-2001）北京：中国建筑工业出版社.2001.[7]《建筑结构荷载规范》（2006年版）（GB50009-2001）北京：中国建筑工业出版社.2006.[8]《砌体结构设计规范》（GB50003-2001）北京：中国建筑工业出版社.2001.[9]《高层建筑混凝土结构技术规程》（JGJ3-2002）北京：中国建筑工业出版社.2002.[10]《混凝土结构设计规范》（GB50010-2002）北京：中国建筑工业出版社.2002.[11]《建筑地基基础设计规范》（GB50007-2002）北京：中国建筑工业出版社.2002.[12]《混凝土结构施工图平面整体表示法制图规则和构造详图》（03G101-1）.2003.[13]《办公建筑规范》（JGJ67-89）北京：中国建筑工业出版社.1989.[14]东南大学，同济大学，天津大学合编.混凝土结构.中国建筑工业出版社.2003.[15]龙驭球,包世华主编.结构力学.高等教育出版社.2003.[16]同济大学，西安建筑科技大学，东南大学，重庆建筑大学合编.房屋建筑学.中国建筑工业出版社.2003.[17]东南大学，浙江大学，湖南大学，苏州科技学院合编.北京：土力学.中国建筑工业出版社.2005.[18]华南理工大学，浙江大学，湖南大学合编.基础工程.北京：中国建筑工业出版社.2003.[19]董黎.房屋建筑学.北京：高等教育出版社136 致谢经过本次毕业设计之后，使我更加深入的对所学知识得到了认识和掌握，学习和体会到了建筑结构设计的基本技能和思想。与此同时，也增强了我以理论知识为基础，广泛的搜索相关各种资料、查询有关规范，从而得到解决实际工程问题方法的能力。在本次毕业设计过程中，也培养了我勤奋、踏实、认真和严谨的工作作风，这也为我以后的工作态度奠定了坚实的基础。虽然我获得的知识和能力离不开自己的刻苦努力，但是这一切都是在院领导和各位老师的辛勤培养和淳淳教导下取得的。在此，我衷心的感谢给我指导和帮助的同学和老师。学生在设计期间都是在各专业老师全面、具体指导下完成进行的。各位老师渊博的学识、敏锐的思维、民主而严谨的作风使学生受益非浅，并终生难忘，由于时间关系，在计算输入过程中难免出现些错误，还望各位老师给予指导与纠正。在此尤为感谢秦艳华老师等系部专业老师给予的指导。感谢我的学友和朋友对我的关心和帮助。本设计由于时间仓促及水平有限，难免会有不当甚至错误之处，敬请老师给予批评和指正。洪兆庆2011年05月28日136 附录电算结果输出结构设计总信息..............................................结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=25.50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:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=2.00墙元侧向节点信息:内部节点是否对全楼强制采用刚性楼板假定否采用的楼层刚度算法层间剪力比层间位移算法结构所在地区全国风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.39地面粗糙程度:C类结构基本周期（秒）:T1=1.00体形变化分段数:MPART=1各段最高层号:NSTi=7各段体形系数:USi=1.30地震信息............................................振型组合方法(CQC耦联;SRSS非耦联)CQC计算振型数:NMODE=18地震烈度:NAF=7.00场地类别:KD=2设计地震分组:一组136 特征周期TG=0.35多遇地震影响系数最大值Rmax1=0.08罕遇地震影响系数最大值Rmax2=0.50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是否考虑偶然偏心:是是否考虑双向地震扭转效应:是斜交抗侧力构件方向的附加地震数=0活荷载信息..........................................考虑活荷不利布置的层数从第1到6层柱、墙活荷载是否折减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-------------计算截面以上的层数---------------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=2.00梁端弯矩调幅系数：BT=0.85梁设计弯矩增大系数：BM=1.00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=0顶塔楼内力放大：RTL=1.00九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配筋信息........................................梁主筋强度(N/mm2):IB=300136 柱主筋强度(N/mm2):IC=360墙主筋强度(N/mm2):IW=300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=150.00柱箍筋最大间距(mm):SC=150.00墙水平分布筋最大间距(mm):SWH=150.00墙竖向筋分布最小配筋率(%):RWV=0.30单独指定墙竖向分布筋配筋率的层数:NSW=0单独指定的墙竖向分布筋配筋率(%):RWV1=0.60设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:无侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单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=25.00柱保护层厚度(mm):ACA=30.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:否荷载组合信息........................................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=3剪力墙底部加强区高度(m)Z_STRENGTHEN=4.70**********************************************************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)136 7127.1436.22515.900532.716.16127.4466.41013.100683.265.95127.4466.41010.300683.265.94127.4466.4107.500683.265.93127.4466.4104.700683.265.92126.4826.4291.900717.667.11127.1406.305-0.900312.060.4活载产生的总质量(t):407.388恒载产生的总质量(t):4295.064结构的总质量(t):4702.453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)**********************************************************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)11127(25)60(30)0(25)-0.900-0.90021245(25)60(30)0(25)2.8001.90031243(25)60(30)0(25)2.8004.70041243(25)60(30)0(25)2.8007.50051243(25)60(30)0(25)2.80010.30061243(25)60(30)0(25)2.80013.10071243(25)60(30)0(25)2.80015.900**********************************************************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Y7125.5525.571.5108.70108.7304.46123.2348.8208.198.81207.5885.45121.4070.2404.691.01298.51721.24119.6889.9656.283.69382.22791.43117.97107.8958.276.42458.64075.6136 2116.08123.91305.168.41527.05551.311-3.57120.31196.8-19.52507.55094.5===========================================================================各楼层等效尺寸(单位:m,m**2)===========================================================================层号塔号面积形心X形心Y等效宽B等效高H最大宽BMAX最小宽BMIN11567.8427.046.0456.6710.2656.6710.2621629.3527.165.9458.1011.5858.1011.5831615.6727.165.8658.4111.5558.4111.5541615.6727.165.8658.4111.5558.4111.5551615.6727.165.8658.4111.5558.4111.5561615.6727.165.8658.4111.5558.4111.5571615.6727.165.8658.4111.5558.4111.55===========================================================================各楼层的单位面积质量分布(单位:kg/m**2)===========================================================================层号塔号单位面积质量g[i]质量比max(g[i]/g[i-1],g[i]/g[i+1])11655.891.00211246.851.90311216.771.00411216.771.00511216.771.00611216.771.3671891.421.00===========================================================================计算信息===========================================================================ProjectFileName:阳光豪小区121计算日期:2011.5.30开始时间:10:44:33136 可用内存:392.00MB第一步:计算每层刚度中心、自由度等信息开始时间:10:44:33第二步:组装刚度矩阵并分解开始时间:10:44:38Calculateblockinformation刚度块总数:1自由度总数:3084大约需要6.1MB硬盘空间刚度组装：从1行到3084行第三步:地震作用分析开始时间:10:44:41方法1(侧刚模型)起始列=1终止列=21第四步:计算位移开始时间:10:44:42形成地震荷载向量形成风荷载向量形成垂直荷载向量CalculateDisplacementLDLT回代：从1列到118列写出位移文件第五步:计算杆件内力开始时间:10:44:51活载随机加载计算计算杆件内力结束日期:2011.5.30时间:10:45:21总用时:0:0:48===========================================================================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136 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=27.1650(m)Ystif=6.8797(m)Alf=45.0000(Degree)Xmass=27.1403(m)Ymass=6.3051(m)Gmass=432.8479(t)Eex=0.0014Eey=0.0329Ratx=1.0000Raty=1.0000Ratx1=17.9156Raty1=17.5630薄弱层地震剪力放大系数=1.00RJX=1.1716E+07(kN/m)RJY=8.9451E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=27.1650(m)Ystif=6.8797(m)Alf=45.0000(Degree)Xmass=26.4824(m)Ymass=6.4286(m)Gmass=851.8259(t)Eex=0.0391Eey=0.0258Ratx=0.0797Raty=0.0813Ratx1=1.6085Raty1=1.7382薄弱层地震剪力放大系数=1.00RJX=9.3426E+05(kN/m)RJY=7.2759E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=27.1650(m)Ystif=6.8797(m)Alf=45.0000(Degree)Xmass=27.4463(m)Ymass=6.4105(m)Gmass=815.0620(t)Eex=0.0161Eey=0.0269Ratx=0.8038Raty=0.7520Ratx1=1.3221Raty1=1.3445薄弱层地震剪力放大系数=1.00RJX=7.5095E+05(kN/m)RJY=5.4715E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=27.1650(m)Ystif=6.8797(m)Alf=45.0000(Degree)Xmass=27.4463(m)Ymass=6.4105(m)Gmass=815.0620(t)Eex=0.0161Eey=0.0269Ratx=0.9552Raty=0.9407Ratx1=1.3245Raty1=1.3353薄弱层地震剪力放大系数=1.00RJX=7.1733E+05(kN/m)RJY=5.1471E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=27.1650(m)Ystif=6.8797(m)Alf=45.0000(Degree)Xmass=27.4463(m)Ymass=6.4105(m)Gmass=815.0620(t)Eex=0.0161Eey=0.0269Ratx=0.9895Raty=0.9866Ratx1=1.3724Raty1=1.3883薄弱层地震剪力放大系数=1.00136 RJX=7.0981E+05(kN/m)RJY=5.0784E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=27.1650(m)Ystif=6.8797(m)Alf=45.0000(Degree)Xmass=27.4463(m)Ymass=6.4105(m)Gmass=815.0620(t)Eex=0.0161Eey=0.0269Ratx=0.9901Raty=0.9915Ratx1=1.4208Raty1=1.4499薄弱层地震剪力放大系数=1.00RJX=7.0282E+05(kN/m)RJY=5.0352E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=27.1650(m)Ystif=6.8797(m)Alf=45.0000(Degree)Xmass=27.1427(m)Ymass=6.2252(m)Gmass=564.9188(t)Eex=0.0013Eey=0.0375Ratx=0.8798Raty=0.8621Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=6.1834E+05(kN/m)RJY=4.3410E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------============================================================================抗倾覆验算结果============================================================================抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mov零应力区(%)X风荷载1335496.51275.61046.950.00Y风荷载244527.55379.745.450.00X地震1335496.515475.086.300.00Y地震244527.513669.617.890.00============================================================================结构整体稳定验算结果============================================================================层号X向刚度Y向刚度层高上部重量X刚重比Y刚重比10.117E+080.895E+07-0.9047025.-224.24-171.2020.934E+060.728E+062.8043300.60.4147.0530.751E+060.547E+062.8035453.59.3143.2140.717E+060.515E+062.8027962.71.8351.5450.710E+060.508E+062.8020471.97.0969.4660.703E+060.504E+062.8012979.151.62108.6270.618E+060.434E+062.805488.315.47221.47该结构刚重比Di*Hi/Gi小于10,不能通过高规(5.4.4)的整体稳定验算136 该结构刚重比Di*Hi/Gi小于20,应该考虑重力二阶效应***********************************************************************楼层抗剪承载力、及承载力比值***********************************************************************Ratio_Bu:表示本层与上一层的承载力之比----------------------------------------------------------------------层号塔号X向承载力Y向承载力Ratio_Bu:X,Y----------------------------------------------------------------------710.3364E+040.3364E+041.001.00610.4467E+040.4467E+041.331.33510.5446E+040.5446E+041.221.22410.6265E+040.6265E+041.151.15310.6986E+040.6986E+041.121.12210.7596E+040.7596E+041.091.09110.2377E+050.2377E+053.133.13======================================================================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10.927878.150.29(0.01+0.28)0.7120.916394.980.73(0.01+0.72)0.2730.78650.230.98(0.98+0.00)0.0240.295463.390.09(0.02+0.07)0.9150.292492.260.93(0.00+0.93)0.0760.25570.130.98(0.98+0.00)0.0270.1652148.710.03(0.02+0.01)0.9780.163089.090.99(0.00+0.99)0.0190.1466179.910.98(0.98+0.00)0.02100.1101146.530.05(0.04+0.02)0.95110.108688.420.98(0.00+0.98)0.02120.1008179.770.96(0.96+0.00)0.04130.081127.570.10(0.08+0.02)0.90140.080293.140.98(0.00+0.98)0.02150.07680.690.92(0.91+0.00)0.08160.066539.930.37(0.22+0.15)0.63170.0656110.830.94(0.12+0.82)0.06180.064311.200.69(0.66+0.03)0.31136 地震作用最大的方向=89.991(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)713.0713.70389.19613.6317.91491.65513.1815.56427.83412.5312.23336.87311.738.16225.30210.863.63115.60110.030.143.71振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)711.37-15.22163.36611.63-19.11206.13511.42-16.59179.21411.13-13.03141.03310.77-8.6994.31210.39-4.3848.42110.01-0.151.55振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71268.711.57-644.4461344.111.15-813.2751300.890.98-705.24136 41238.600.77-550.8531161.580.52-362.762181.470.82-184.37112.840.01-5.83振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-3.54-6.68-430.5961-2.28-4.88-291.89510.912.03121.78413.587.66461.65314.318.94546.91212.854.54375.47110.120.2113.37振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-0.297.22-33.5161-0.194.86-22.39510.08-2.119.74410.30-7.8036.22310.36-9.1843.40210.24-6.0730.63110.01-0.241.10振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)71-194.14-0.51485.1961-139.610.06336.825149.510.04-125.8341209.470.05-508.8031254.340.22-605.1621171.471.63-418.21116.510.03-14.64振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t136 (kN)(kN)(kN-m)712.64-1.42288.2761-0.580.28-64.1451-3.391.65-376.8441-1.631.13-178.27312.32-0.73261.03213.32-2.90390.74110.16-0.1016.57振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)710.031.622.7061-0.01-0.38-0.5851-0.03-2.14-3.2641-0.02-0.96-0.84SATWE位移输出文件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DxR/Dx,DyR/Dy:X,Y方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY:本层位移角与上层位移角的1.3倍及上三层平均位移角的1.2倍的比值的大者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/hDxR/DxRatio_AX136 719277.957.751.032800.9270.590.571.031/4767.75.6%0.83617717.447.251.032800.7711.031.001.031/2715.35.3%1.46516156.506.341.032800.6151.401.361.031/2006.19.9%1.58414595.185.051.032800.4591.671.631.031/1673.9.2%1.39313033.543.451.022800.3031.821.781.031/1534.12.4%1.11211471.721.681.022800.1471.591.561.021/1756.75.0%0.8211630.130.121.02-900.630.130.121.021/*****99.9%0.20X方向最大值层间位移角:1/*****===工况2===X双向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX719277.957.751.032800.9270.590.571.031/4766.75.6%0.83617717.447.251.032800.7711.031.001.031/2714.35.3%1.46516156.506.341.032800.6151.401.361.031/2005.19.9%1.58414595.185.051.022800.4591.671.631.031/1673.9.2%1.39313033.543.461.022800.3031.821.781.021/1534.12.4%1.11136 211471.721.681.022800.1471.591.561.021/1756.75.0%0.8211630.130.121.02-900.630.130.121.021/*****99.9%0.20X方向最大值层间位移角:1/*****===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/hDxR/DxRatio_AX719278.067.731.042800.9270.600.571.041/4701.75.6%0.83617717.547.231.042800.7711.051.001.041/2679.35.3%1.47516156.586.321.042800.6151.411.361.041/1979.19.8%1.58414595.245.041.042800.4591.701.631.041/1651.9.2%1.39313033.583.451.042800.3031.851.781.041/1515.12.4%1.11211471.741.681.042800.1471.611.551.041/1735.75.0%0.8211630.130.121.04-900.630.130.121.041/*****99.9%0.20X方向最大值层间位移角:1/*****===工况4===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/hDxR/DxRatio_AX719277.857.771.012800.136 9270.580.571.011/4834.75.6%0.83617717.347.271.012800.7711.021.011.011/2751.35.3%1.46516156.426.351.012800.6151.381.361.011/2033.19.9%1.58414595.115.061.012800.4591.651.631.011/1696.9.3%1.39313033.493.461.012800.3031.801.781.011/1554.12.4%1.11211471.701.691.012800.1471.581.561.011/1777.75.1%0.8211630.130.131.01-900.630.130.131.011/*****99.9%0.20X方向最大值层间位移角:1/*****===工况5===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/hDyR/DyRatio_AY7110739.459.401.012800.9230.790.781.011/3539.64.4%0.83619178.798.731.012800.7671.291.291.001/2166.31.5%1.37517617.637.581.012800.7611.701.691.001/1648.17.7%1.48416056.035.991.012800.6052.011.991.011/1396.7.6%1.32314494.074.051.012800.4492.162.151.011/1296.17.5%1.08212931.921.911.002800.136 2931.781.771.001/1576.74.4%0.76111390.150.141.01-900.1390.150.141.011/*****99.8%0.20Y方向最大值层间位移角:1/*****===工况6===Y双向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY7110739.649.501.022800.9230.810.791.021/3470.64.2%0.83619178.968.821.022800.7671.321.301.021/2122.31.4%1.37517617.787.661.022800.7611.731.711.011/1616.17.7%1.48416056.156.051.022800.6052.052.011.021/1368.7.6%1.33314494.154.091.022800.4492.202.171.021/1271.17.4%1.08212931.961.931.012800.2931.811.791.011/1546.74.3%0.76111390.150.151.02-900.1390.150.151.021/*****99.5%0.20Y方向最大值层间位移角:1/*****===工况7===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/hDyR/DyRatio_AY7192311.889.431.262800.136 9230.990.781.271/2816.63.9%0.836176711.028.761.262800.7671.631.291.261/1719.31.3%1.37516119.577.611.262800.6112.141.701.261/1310.17.6%1.48414557.566.011.262800.4552.512.001.261/1114.7.6%1.32312995.114.061.262800.2992.712.151.261/1034.16.9%1.08211432.421.921.262800.1432.241.771.261/1250.74.8%0.7611610.180.141.26-900.610.180.141.261/*****99.2%0.19Y方向最大值层间位移角:1/*****===工况8===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/hDyR/DyRatio_AY71107311.939.431.262800.10730.980.781.251/2865.64.4%0.836191711.098.761.272800.9171.621.291.261/1728.31.4%1.37517619.637.611.272800.7612.141.701.261/1307.17.7%1.49416057.626.011.272800.6052.532.001.271/1106.7.6%1.33314495.154.061.272800.4492.732.151.271/1026.17.9%1.08212932.431.921.272800.136 2932.251.771.271/1246.73.6%0.75111390.180.151.27-900.1390.180.151.271/*****99.8%0.20Y方向最大值层间位移角:1/*****===工况9===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/hDxR/DxRatio_AX719230.650.641.032800.9230.040.041.031/9999.71.7%0.83617670.610.591.032800.7670.080.071.031/9999.40.1%1.43516110.530.521.032800.6110.110.101.031/9999.25.5%1.62414550.430.421.032800.4550.130.131.031/9999.14.0%1.47312990.300.291.032800.2990.150.151.031/9999.9.3%1.20211430.150.141.032800.1430.140.131.031/9999.75.4%0.8811610.010.011.03-900.610.010.011.031/*****99.9%0.20X方向最大值层间位移角:1/*****===工况10===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/hDyR/DyRatio_AY719233.703.701.002800.136 9230.270.271.001/9999.65.0%0.83619173.433.431.002800.7670.440.441.001/6347.38.3%1.38517612.992.991.002800.6110.610.611.001/4590.24.1%1.56416052.382.381.002800.4550.760.761.001/3699.11.8%1.44314491.621.621.002800.2990.850.851.001/3309.15.3%1.17212930.780.771.002800.2930.720.721.001/3902.74.8%0.81111390.060.061.00-900.1390.060.061.001/*****99.9%0.19Y方向最大值层间位移角:1/*****===工况11===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)711052-2.0161829-2.7651673-3.0241517-3.0831361-2.9421205-2.591191-0.47===工况12===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)711052-0.5661896-0.8151633-0.7741477-0.7131321-0.6121272-0.521191-0.15136 超配筋信息------------------------------------------------|第7层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------------------------------------------------------|第6层配筋、验算柱墙活荷载折减系数0.85|------------------------------------------------------------------------------------------------|第5层配筋、验算柱墙活荷载折减系数0.85|------------------------------------------------------------------------------------------------|第4层配筋、验算柱墙活荷载折减系数0.70|------------------------------------------------------------------------------------------------|第3层配筋、验算柱墙活荷载折减系数0.70|------------------------------------------------------------------------------------------------|第2层配筋、验算柱墙活荷载折减系数0.65|------------------------------------------------------------------------------------------------|第1层配筋、验算柱墙活荷载折减系数0.65|------------------------------------------------136'