《土木工程房建》word版

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目录第一章工程概况1第二章设计资料1(一)工程地质条件1(二)气象资料1(三)抗震设防烈度1(四)材料2第三章结构平面布置2(一)结构选型2(二)框架结构布置原则如下：2(三)结构体系2(四)结构受力3(五)框架梁截面尺寸3(六)柱网尺寸41.仅有风荷载作用或无地震作用组合时42.有水平地震作用组合时4(七)现浇板的厚度6(八)抗震设防7(九)框架梁柱尺寸的确定7第四章荷载计算7(一)楼板荷载71.恒荷载72.活荷载8(二)梁自重9(三)墙体自重91.5轴框架梁上的墙体线荷载10第五章楼板设计10(一)楼板计算过程101.基本资料：1085 2.计算结果：113.跨中挠度验算：124.裂缝宽度验算：13第六章计算简图16(一)横向框架简图16(二)楼面板荷载传递图18(三)恒荷载作用下轴框架计算简图191.梁自重192.作用在梁上的墙线荷载：193.板传递给梁的线荷载：204.纵向梁传递给5轴框架的集中荷载21(四)活荷载作用下轴框架计算简图231.板传递给梁的线荷载：23第七章轴框架在恒荷载作用下的内力计算26(一)用弯矩二次分配法计算恒荷载作用下轴框架弯矩261.计算截面相对刚度262.弯矩分配系数计算273.计算固端弯矩274.弯矩分配过程295.绘制内力图31第八章轴框架在活荷载作用下的内力计算34(一)用弯矩二次分配法计算活荷载作用下轴框架弯矩341.计算截面相对刚度342.弯矩分配系数计算343.计算固端弯矩354.弯矩分配过程3885 5.绘制内力图40第九章框架在风荷载作用下的内力和位移计算43(一)垂直于建筑物表面上的风荷载标准值计算43(二)各层楼面处集中风荷载标准值计算441.框架风荷载负荷宽度442.计算风振系数βz443.各层楼面处集中风荷载标准值计算44(三)轴框架在风荷载作用下的位移计算441.框架刚度计算452.侧移刚度D值计算453.风荷载作用下框架侧移计算46(四)轴框架在风荷载作用下的内力计算461.反弯点高度计算462.柱端弯矩及剪力计算473.梁端弯矩、剪力计算，柱轴力计算494.绘制内力图52第十章框架在水平地震作用下的内力和位移计算53(一)重力荷载代表值计算531.屋面层重力荷载代表值计算532.楼面层重力荷载代表值计算53(二)横向框架的水平地震作用和位移计算541.框架梁柱线刚度542.侧移刚度D值计算543.结构基本自振周期的计算55(三)横向水平地震作用计算551.地震影响系数552.各层水平地震作用标准值、楼层地震剪力及楼层层间85 位移计算。55(四)横向框架在水平地震作用下的内力计算561.反弯点高度计算562.柱端弯矩及剪力计算573.梁端弯矩及剪力，柱轴力计算584.绘制内力图61第十一章参考文献64第十二章致谢65第十三章附录6685 第一章工程概况本建筑为七层钢筋混凝凝土框架结构体系学生宿舍楼，建筑面积为12471.94㎡。宿舍楼楼各层平面图、剖面图、门窗表等见建筑图。一到七层的结构层高为3.5m，屋面突出层层高为3.3m。室内外高差3m。建筑设计使用年限50年。第二章设计资料(一)工程地质条件根据地质报告，场地范围内地下水在地面以下6m，地下水无侵蚀性，不考虑土的液化作用。土质构成自地表向下依次为：1.填土层：厚度约为0.3cm。2.亚粘土层：2-6m。fak≤200kpa(二)气象资料基本风压：W0=0.35KN/㎡，地面粗糙度为C类。(三)抗震设防烈度抗震设防烈度为7度，设计基本地震加速度值为0.10g，建筑场地土类别为二类，场地特征周期为0.35s，框架抗震等级为2级，设计地震分组为第一组。85 (一)材料梁、板、柱的混凝土选用C30，梁、柱主筋采用HRB335箍筋选HPB235，板受力筋选用HRB335。第一章结构平面布置(一)结构选型本建筑为7层学生宿舍，抗震烈度为7度，采用框架结构能适应建筑功能要求，满足建筑造型需要，能充分发挥框架结构容易获得大使用空间的优势，而且适应南宁的施工条件，综合考虑其他结构情况下，采用经过规范设计的框架结构能降低造价，为业主带来可观的经济效益。考虑场地土层的承载力和抗震要求，采用柱下独立基础。(二)框架结构布置原则如下：框架结构是由梁、柱构件组成的空间结构，既承受竖向荷载，又承受风荷载和地震作用，因此，必须设计成双向结构体系，并且应具有足够的侧向刚度，以满足规范、规程的楼层层间最大位移与层高之比的限制。由于框架的平面布置灵活,可以最大程度的满足使用要求,所以在合理的高度和层数的情况下,框架结构能够提供较大的建筑空间。(三)结构体系合理的建筑结构体系应该是刚柔相济的。85 结构刚性强则变形能力差，强大的破坏力瞬间袭来时，需要承受的力很容易造成局部受损最后全部毁坏；而韧性大的结构虽然可以很好的消减外力，但容易造成变形过大而无法使用甚至建筑倾倒。因此框架应沿建筑的两个主轴双向设置，形成双向梁柱抗侧力体系。且在刚接体系除个别部位外，框架的梁柱应采用刚接，以增大结构刚度和整体性。(一)结构受力结构传力路径要求简单、合理且有利于抵抗水平和竖向荷载，受力明确，传力直接，以减少扭转平面布置应简单、规则、对称、均匀，以保证良好的整体性；避免过大内收和外伸（凹角处应力集中）；质心于刚心宜接近，避免平面不规则结构，建筑的立面和竖向剖面宜规则,结构的侧向刚度宜均匀变化,竖向抗侧力构建的截面尺寸和裁量强度宜自下而逐渐减小,避免抗侧力结构的侧向刚度和承载力突变,以免出现薄弱层。(二)框架梁截面尺寸根据《高规》6.3.1条规定，框架结构的主梁截面高度可按确定，为主梁计算跨度；梁净跨与截面高度之比不宜小于4，梁的截面宽度不宜小于200㎜，梁截面的高宽比不宜大于4。当梁高较小或采用扁梁时，除验算其承载力和受剪截面要求外，尚应满足刚度和裂缝的有关要求。在计算梁的挠度时，可扣除梁的合理起拱值；对现浇梁板结构，宜考虑梁受压翼缘的有利影响。85 框架梁是框架结构在地震作用下的主要耗能构件，因此梁的塑性铰区必须保证有足够的延性。梁的剪跨比、截面的剪压比和配筋率、受压区高度比等都是影响梁延性的因素。按照不同抗震等级对上述各因素的要求，在地震作用下，梁端塑性铰区保护层容易脱落，如果框架梁的截面宽度过小，梁的截面损失比例则比较大。为了对节点核心区提供约束以提高梁的受剪承载力，梁截面宽度不宜小于柱宽的1/2，如不能满足其要求，则应考虑核心区的有效受剪截面。(一)柱网尺寸框架结构的柱网布置既要满足生产工艺和建筑平面布置的要求，又要使结构受力合理，施工方便。柱网尺寸及层高应根据建筑功能要求、施工条件及材料设备等各方面因素来确定。框架柱的截面尺寸可根据柱支撑的楼层面积计算由竖向荷载产生的轴力设计值（荷载分项系数可取1.30），按下列公式估算柱截面积，然后再确定柱边长。1.仅有风荷载作用或无地震作用组合时2.有水平地震作用组合时为增大系数，框架结构外柱取1.3，不等跨内柱取1.25，等跨内柱取1.2；框剪结构外柱取1.1~1.2，内柱取1.0.有地震作用组合时柱所需截面面积为：85 式中——柱轴压比限值见《混凝土规范》表11.4.16——混凝土轴心抗压强度设计值校核框架柱截面尺寸是否满足构造要求：非抗震设计时，不宜小于250mm，抗震设计时，不宜小于300mm；圆柱截面直径不宜小于350mm；柱截面高宽比不宜大于3；柱剪跨比宜大于2，以避免产生剪切破坏。在设计中，楼梯间、设备层等部位难以避免短柱时，除应验算柱的受剪承载力外，还应采取措施提高其延性和抗剪能力。框架柱剪跨比可按下式计算：式中——框架柱的剪跨比，反弯点位于柱高中部的框架柱，可取柱净高与2倍柱截面的有效高度之比值——柱端截面组合的弯矩计算值，可取上下端的较大值——柱端截面与组合弯矩计算值对应的组合剪力计算值——计算方向上截面的有效高度框架柱截面的组合最大剪力设计值应符合下列条件：无地震作用组合时：有地震作用组合时：剪跨比大于2剪跨比不大于2式中——剪力设计值——矩形截面的宽度，T形截面、工形截面的腹板宽度85 ——计算方向上截面的有效高度——混凝土强度的折减系数(一)现浇板的厚度按照受力特征，混凝土楼盖的周边支撑板可分为单向板和双向板。用、分别表示长短跨方向的计算跨度，将的板称为单向板，即主要在一个跨度方向受弯曲的板；的板称为双向板，即在两个跨度方向受弯的板。对于2＜＜3的板，可按单向板设计，但应适当增加沿长跨方向的分布钢筋。各类现浇板为满足承载力和刚度、防火和预埋暗管的要求，板的最小厚度和板厚与跨度的比值都必须满足：一般楼层现浇板厚不应小于80mm，当板内有预埋暗管时不宜小于100mm；顶层楼板厚度不宜小于120mm，宜双层双向配筋；普通地下室顶板厚度不宜小于160mm；等等《混凝土设计规范》的相关规定。单向板：为了保证刚度，单向板的厚度应不小于跨度的1/40（连续板）、1/35（简支板）以及1/12（悬臂板）。在满足上述要求的前提下，为减轻现浇板的自重并且节约资源，板厚应尽量的薄些。双向板：板厚不宜小于80mm，由于挠度不再另外验算，双向板的板厚与短跨跨度的比值需满足刚度的要求:简支板≥1/45连续板≥1/5085 对于周边与梁整体连接的双向板，由于在两个方向受到支撑结构对变形的约束，整块板内存在穹顶作用，使板内弯矩大大减小。所以，对四边都与梁整体连接的现浇板，规范允许对其弯矩设计值按以下几种情况进行折减：⑴中间跨和跨中截面以及中间支座截面处，可减小20%⑵边跨的跨中截面以及楼板边缘算起的第二个支座截面处，当＜1.5,时可减小20%；当1.5≤≤2.0时可减小10%，式中为垂直与楼板边缘方向板的计算跨度；为沿楼板边缘方向板的计算跨度。⑶楼板的角区格不折减。(一)抗震设防建筑在设计时应满足当地的抗震设防烈度,对于重要的建筑物还要提高设防等级。因此结构布置应能抵抗地震来袭时的地震力。即应满足“三水准，两阶段”的基本抗震设防要求。(二)框架梁柱尺寸的确定通过用pkpm建模计算，综合比较各种结构布置方案，选出满足要求的最优方案，结构布置图详见附录资料。第一章荷载计算(一)楼板荷载1.恒荷载楼面层面荷载构造层面荷载（KN/㎡)85 陶瓷地转楼面0.6120厚板3天棚混合砂浆0.24合计3.84取4上人屋面荷载构造层面荷载（KN/㎡)防水层(屋1）2.4120厚板3天棚混合砂浆0.24合计5.64取6卫生间面荷载构造层面荷载（KN/㎡)陶瓷地转楼面0.6120厚板3找平层（15厚水泥砂浆）0.3防水层0.3蹲位折算荷载1.5天棚混合砂浆0.24合计5.94取61.活荷载类别单位KN/㎡一般房间285 卫生间2阳台2.5楼梯3.5走廊2屋面2(一)梁自重需要计算的5轴框架的梁尺寸为200×600，其自重为：25×0.2×0.6=3(kN/m)抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.6-0.12)×2×17=0.1632(kN/m)小计：3.2(kN/m)(二)墙体自重要计算的5轴框架的墙体，由建筑图要求得知：外墙类别单位：KN/m^2外墙用190自隔热砖3.42外墙28做法自重0.5内面装饰水泥石灰砂浆20厚0.4合计4.32内墙190厚普通砼空心砌块1.957装饰20厚水泥石灰砂浆0.8合计2.75785 1.5轴框架梁上的墙体线荷载6.8m跨度内墙线荷载：(3.5-0.6)×2.752=8（kN/m）3.4m跨度内墙线荷载：由于有楼梯门，乘以折减系数0.88×0.8=6.4（kN/m）2.75m和1.235m外墙线荷载：4.32×(3.5-0.6)=12.6（kN/m）第一章楼板设计因为在确定框架计算简图时需要利用楼板的传递，因此，在进行框架手算之前应进行楼板的设计。各层楼盖采用现浇钢筋混凝土梁板结构，梁系把楼盖分为一些双向板和单向板。考虑到管线的布置和楼板裂缝的控制，全部板厚取120mm，雨蓬板厚取100mm，下面以设计二层轴线框架6.8m跨度梁旁的一块设计板为例。(一)楼板计算过程2.基本资料：1、边界条件（左端/下端/右端/上端）：固定/固定/固定/固定/2、荷载：　永久荷载标准值：g＝4.00kN/m2　可变荷载标准值：q＝2.00kN/m2　计算跨度　Lx=3600mm　；计算跨度　Ly=6950mm　板厚　H=120mm；砼强度等级：C30；钢筋强度等级：HRB3353、计算方法：弹性算法。4、泊松比：μ＝1/5.85 5、考虑活荷载不利组合。1.计算结果：　Mx=(0.03946+0.00445/5)*(1.20*4.00+1.40*1.00)*3.6^2=3.24kN·m　考虑活载不利布置跨中X向应增加的弯矩：　Mxa=(0.09387+0.01869/5)*(1.4*1.00)*3.6^2=1.77kN·mMx=3.24+1.77=5.01kN·mAsx=257.92mm2，实配φ10@200(As＝393.mm2)ρmin＝0.215%，ρ＝0.327%　My=(0.00445+0.03946/5)*(1.20*4.00+1.40*1.00)*3.6^2=0.99kN·m　考虑活载不利布置跨中Y向应增加的弯矩：　Mya=(0.01869+0.09387/5)*(1.4*1.00)*3.6^2=0.68kN·mMy=0.99+0.68=1.67kN·mAsy=257.92mm2，实配φ10@200(As＝393.mm2)ρmin＝0.215%，ρ＝0.327%　Mx'=0.08236*(1.20*4.00+1.40*2.00)*3.6^2=8.11kN·mAsx'=278.53mm2，实配φ10@200(As＝393.mm2,可能与邻跨有关系)ρmin＝0.215%，ρ＝0.327%　My'=0.05704*(1.20*4.00+1.40*2.00)*3.6^2=5.62kN·mAsy'=257.92mm2，实配φ10@200(As＝393.mm2,可能与邻跨有关系)ρmin＝0.215%，ρ＝0.327%85 1.跨中挠度验算：Mq--------按荷载效应的准永久组合计算的弯矩值(1)、挠度和裂缝验算参数：　Mq=(0.00445+0.03946/5)*(1.0*4.00+0.5*2.00)*3.6^2=0.80kN·mEs＝200000.N/mm2Ec＝29791.N/mm2Ftk＝2.01N/mm2Fy＝300.N/mm2(2)、在荷载效应的准永久组合作用下，受弯构件的短期刚度Bs：①、裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算：　ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝0.80/(0.87*90.*393.)=26.005N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝393./60000.=0.00654ψ＝1.1-0.65*2.01/(0.00654*26.00)=-6.561　当ψ＜0.2时，取ψ＝0.2②、钢筋弹性模量与混凝土模量的比值αE：αE＝Es/Ec＝200000.0/29791.5=6.713③、受压翼缘面积与腹板有效面积的比值γf'：矩形截面，γf'＝0④、纵向受拉钢筋配筋率ρ＝As/b/ho＝393./1000/90.=0.00436⑤、钢筋混凝土受弯构件的Bs按公式（混凝土规范式7.2.3－1）计算:Bs=Es*As*ho^2/[1.15ψ+0.2+6*αE*ρ/(1+3.5γf')]B＝200000.*393.*90.^2/[1.15*0.200+0.2+6*6.713*0.00436/(1+3.5*0.00)]=1050.21kN·m285 (3)、考虑荷载长期效应组合对挠度影响增大影响系数θ：按混凝土规范第7.2.5条，当ρ'＝0时，θ＝2.0(4)、受弯构件的长期刚度B，可按下列公式计算：B＝Bs/θ（混凝土规范式7.2.2）B＝1050.21/2=525.107kN·m2(5)、挠度f＝κ*Qq*L^4/Bf＝0.00250*5.0*3.60^4/525.107=4.006mmf/L＝4.006/3600.=1/899.，满足规范要求！1.裂缝宽度验算：①、X方向板带跨中裂缝：　裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算：　ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝2.61*10^6/(0.87*100.*393.)=76.531N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝393./60000.=0.007　当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*2.01/(0.01*76.53)=-0.604　当ψ＜0.2时，取ψ＝0.2　ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1）　ωmax＝1.9*0.200*76.531/200000.*(1.9*20.+0.08*10.00/0.01000)=0.017mm，满足规范要求！②、Y方向板带跨中裂缝：　裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算：　85 ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝0.80*10^6/(0.87*90.*393.)=26.005N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝393./60000.=0.007　当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*2.01/(0.01*26.00)=-3.914　当ψ＜0.2时，取ψ＝0.2　ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1）　ωmax＝1.9*0.200*26.005/200000.*(1.9*20.+0.08*10.00/0.01000)=0.006mm，满足规范要求！③、左端支座跨中裂缝：　裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算：　ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝5.34*10^6/(0.87*100.*393.)=156.212N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝393./60000.=0.007　当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*2.01/(0.01*156.21)=0.265　ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1）　ωmax＝1.9*0.265*156.212/200000.*(1.9*20.+0.08*10.00/0.01000)=0.046mm，满足规范要求！85 ④、下端支座跨中裂缝：　裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算：　ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝3.70*10^6/(0.87*100.*393.)=108.179N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝393./60000.=0.007　当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*2.01/(0.01*108.18)=-0.105　当ψ＜0.2时，取ψ＝0.2　ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1）　ωmax＝1.9*0.200*108.179/200000.*(1.9*20.+0.08*10.00/0.01000)=0.024mm，满足规范要求！⑤、右端支座跨中裂缝：　裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算：　ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝5.34*10^6/(0.87*100.*393.)=156.212N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝393./60000.=0.007　当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*2.01/(0.01*156.21)=0.265　ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1）　ωmax＝1.9*0.265*156.212/200000.*(1.9*20.+0.08*10.00/0.01000)85 =0.046mm，满足规范要求！⑥、上端支座跨中裂缝：　裂缝间纵向受拉钢筋应变不均匀系数ψ，按下列公式计算：　ψ＝1.1-0.65*ftk/(ρte*σsq)（混凝土规范式7.1.2－2）σsq＝Mq/(0.87*ho*As)（混凝土规范式7.1.4－3）σsq＝3.70*10^6/(0.87*100.*393.)=108.179N/mm2矩形截面，Ate＝0.5*b*h＝0.5*1000*120.=60000.mm2ρte＝As/Ate（混凝土规范式7.1.2－4）ρte＝393./60000.=0.007　当ρte＜0.01时，取ρte＝0.01ψ＝1.1-0.65*2.01/(0.01*108.18)=-0.105　当ψ＜0.2时，取ψ＝0.2　ωmax＝αcr*ψ*σsq/Es*(1.9c+0.08*Deq/ρte)（混凝土规范式7.1.2－1）　ωmax＝1.9*0.200*108.179/200000.*(1.9*20.+0.08*10.00/0.01000)=0.024mm，满足规范要求！第一章计算简图(一)横向框架简图假定框架柱嵌固于基础顶面上，框架梁与柱刚接。轴线框架各层柱截面尺寸不变，故框架梁的跨度等于柱截面形心之间的距离。轴框架计算简图见下图轴线框架计算简图6.185 85 (一)楼面板荷载传递图图6.285 由平面图可知，轴框架承受的荷载来自板、纵梁和框架自重。(一)恒荷载作用下轴框架计算简图5轴框架的荷载为板传来的荷载、梁上墙体和梁自重的和。由于各层计算过程相同，以下仅取一层框架计算汇总恒荷载，其他楼层恒荷载详见图图6.2。1.梁自重由第四章(2)的梁计算得知粱的线荷载为:3.2kN/m2.作用在梁上的墙线荷载：6.8m跨度内墙线荷载：(3.5-0.6)×2.752=8（kN/m）3.4m跨度内墙线荷载，由于有楼梯门，乘以折减系数0.8：8×0.8=6.4（kN/m）2.75m和1.235m外墙线荷载：4.32×(3.5-0.6)=12.6（kN/m）85 1.板传递给梁的线荷载：（1）3.4m跨度板传递荷载梁左边为梯形荷载，右边为三角形荷载梯形荷载：顶点值=4×1.8=7.2kN/m梯形荷载高度=1.8m三角形荷载：顶点值=3.6kN/m（2）2.4m跨度板传递荷载梁左边和右边为三角形荷载三角形荷载：顶点值=8.6kN/m（3）6.8m跨度板传递荷载梁左边和右边为梯形荷载梯形荷载：顶点值=2×4×1.8=14.4kN/m梯形荷载高度=1.8m（4）2.75m跨度板传递荷载梁左边为三角形荷载，右边无板。三角形荷载：顶点值=8.6kN/m（5）1.235m跨度板传递荷载梁左边为三角形荷载，右边无板。三角形荷载：顶点值=2.1kN/m85 1.纵向梁传递给5轴框架的集中荷载严格意义上来说纵向梁传递给1柱的集中力因为纵向梁在1柱支座的剪力差，但由于纵向框架没有计算，近似将纵向梁传递的荷载以支座反力的形式传递到1柱支座。（1）1柱的纵向梁自重传递过来的荷载梁自重：梁截面200×600，自重=25×0.2×0.6=3(kN/m)抹灰：抹灰层(10厚混合砂浆，只考虑梁两侧抹灰)：0.01×(0.6-0.12)×2×17=0.1632(kN/m)小计：3.2(kN/m)纵向梁（2）纵向梁上墙线荷载q=4.32×(3.5-0.6)=12.6(kN/m)（3）板传递给纵向梁的荷载板传给纵向梁的荷载：一边为顶点值为7.2的三角形分布荷载，另一边为顶点值为3.7的三角形分布荷载。纵向梁传递给1柱支座的反力为：F1=3.2×(3.6+1.8)+12.6×(3.6+1.8)+7.2×1.8+3.7×0.91=113.4(kN)其他柱纵梁传来的集中力和以上计算过程相同，具体见图5.2。85 图6.2单位：KN/m85 (一)活荷载作用下轴框架计算简图板活荷载的传递按45度线传到框架梁。1.板传递给梁的线荷载：（1）3.4m跨度板传递荷载梁左边为梯形荷载，右边为三角形荷载梯形荷载：顶点值=2×1.8=3.6kN/m梯形荷载高度=1.8m三角形荷载：顶点值=3.2kN/m（2）2.4m跨度板传递荷载梁左边和右边为三角形荷载三角形荷载：顶点值=4.3kN/m（3）6.8m跨度板传递荷载梁左边和右边为梯形荷载梯形荷载：顶点值=2×2×1.8=7.2kN/m梯形荷载高度=1.8m（4）2.75m跨度板传递荷载梁左边为三角形荷载，右边无板。三角形荷载：顶点值=2.8kN/m85 （1）1.235m跨度板传递荷载梁左边为三角形荷载，右边无板。三角形荷载：顶点值=1.3kN/m85 图5.3单位：KN85 第一章轴框架在恒荷载作用下的内力计算(一)用弯矩二次分配法计算恒荷载作用下轴框架弯矩1.计算截面相对刚度在计算梁柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取I=2I0；边框架梁取I=1.5I0；悬挑梁取I=I0；计算结果见下表：杆件类别截面尺寸Ec(KN/m2)I0(m4)I(m4)L(m)i=EcI/L相对刚度B（mm）H(mm)框架梁3.4m跨度200600300000000.00360.00723.463529.411766.752.4m跨度200600300000000.00360.00722.4900009.56256.8m跨度200600300000000.00360.00726.831764.705883.3752.75m跨度200600300000000.00360.00542.7558909.090916.2590911.235m悬挑梁200600300000000.00360.00361.23587449.392719.2914983.4m顶层梁200400300000000.0010666670.0010666673.49411.7647061框架柱一到七层柱1500400300000000.0026666670.0026666673.522857.142862.428571柱2500400300000000.0026666670.0026666673.522857.142862.428571柱3600600300000000.01080.01083.592571.428579.835714柱4600600300000000.01080.01083.592571.428579.835714柱5400500300000000.0041666670.0041666673.535714.285713.794643框架柱顶层柱1700600300000000.01260.01263.3114545.454512.17045柱2700600300000000.01260.01263.3114545.454512.1704585 1.弯矩分配系数计算根据各杆件的线刚度计算弯矩分配系数。计算公式公式：μj=4ij4i总μj-杆件的弯矩分配系数4ij-所求杆件的转动刚度4i总-待分配弯矩杆件的总转动刚度计算过程见下表85 节点左梁S上柱S下柱S右梁S∑S左梁μ上柱μ下柱μ右梁μ29.7142869.7142862746.4285700.2092310.2092310.58153839.7142869.7142862746.4285700.2092310.2092310.58153849.7142869.7142862746.4285700.2092310.2092310.58153859.7142869.7142862746.4285700.2092310.2092310.58153869.7142869.7142862746.4285700.2092310.2092310.58153879.7142869.7142862746.4285700.2092310.2092310.581538848.681829.7142862785.396100.5700710.1137560.316174948.68182452.68182000.9240720.07592811279.7142869.71428638.2584.678570.3188530.114720.114720.45170812279.7142869.71428638.2584.678570.3188530.114720.114720.45170813279.7142869.71428638.2584.678570.3188530.114720.114720.45170814279.7142869.71428638.2584.678570.3188530.114720.114720.45170815279.7142869.71428638.2584.678570.3188530.114720.114720.45170816279.7142869.71428638.2584.678570.3188530.114720.114720.451708172748.681829.71428638.25123.64610.2183650.3937190.0785650.30935118448.6818252.681820.07592800.92407202038.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.10349985 2138.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992238.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992338.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992438.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992538.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992638.2539.3428613.591.092860.41990100.4318980.14822813.539.3428639.3428625.036364117.22210.1151660.3356270.3356270.2135812913.539.3428639.3428625.036364117.22210.1151660.3356270.3356270.2135813013.539.3428639.3428625.036364117.22210.1151660.3356270.3356270.2135813113.539.3428639.3428625.036364117.22210.1151660.3356270.3356270.2135813213.539.3428639.3428625.036364117.22210.1151660.3356270.3356270.2135813313.539.3428639.3428625.036364117.22210.1151660.3356270.3356270.2135813413.539.3428625.03636477.879220.17334500.5051780.3214773625.0363615.1785715.17857055.393510.4519730.2740140.27401403725.0363615.1785715.17857055.393510.4519730.2740140.27401403825.0363615.1785715.17857055.393510.4519730.2740140.27401403925.0363615.1785715.17857055.393510.4519730.2740140.27401404025.0363615.1785715.17857055.393510.4519730.2740140.274014085 4125.0363615.1785715.17857055.393510.4519730.2740140.27401404225.0363615.17857040.214940.62256400.377436085 1.计算固端弯矩由于框架梁承担的荷载比较复杂，故采用叠加法计算在复杂荷载作用下的固端弯矩，每一跨的分布荷载一般有均布荷载、梯形荷载、三角形荷载。（1）均布荷载作用下梁固端弯矩M均布=-ql212（2）梯形荷载作用下梁固端弯矩M梯形=-ql212（1-2a2l2+a3l3）（3）三角形线荷载作用下梁固端弯矩M三角=-5ql29685 恒荷载作用下固端弯矩计算过程杆端弯矩计算顺时针为正向杆长l(m)均布荷载梯形荷载三角形荷载叠加后恒载杆件编号荷载数值杆左弯矩杆右a(m)荷载杆左杆右荷载杆左杆右杆左杆右框架梁架空层3.4m跨度3.49.6-9.2489.2480.913.7-3.122013.12201027.2-4.3354.335-16.7050116.705012.4m跨度2.43.2-1.5361.536　　008.6-2.582.58-4.1164.1166.8m跨度6.811.2-43.15733343.157333331.814.4-48.7411848.741176　00-91.8985191.898512.75m跨度2.7515.8-9.95729179.957291667　　008.6-3.387373.38737-13.34466113.344661一到五层3.4m跨度3.49.6-9.2489.2481.054.2-3.3934173.39341737.2-4.3354.335-16.97641716.9764172.4m跨度2.43.2-1.5361.536　　008.6-2.582.58-4.1164.1166.8m跨度6.811.2-43.15733343.157333331.814.4-48.7411848.741176　00-91.8985191.898512.75m跨度2.7515.8-9.95729179.957291667　　008.7-3.4267583.42676-13.38404913.384049屋面3.4m跨度3.413.7-13.19766713.197666671.055.3-4.2821694.282169410.8-6.50256.5025-23.98233623.9823362.4m跨度2.43.2-1.5361.536　　0012.9-3.873.87-5.4065.4066.8m跨度6.83.2-12.33066712.330666671.821.6-73.1117673.111765　00-85.44243185.4424312.75m跨度2.758.9-5.60885425.608854167　　008.7-3.4267583.42676-9.0356129.035612屋面楼梯间3.4m跨度3.42.2-2.11933332.1193333330016.2-9.753759.75375-11.87308311.87308385 （1）1.235m悬挑梁的固端弯矩由结构力学求解器求出计算简图计算过程见下表悬挑梁均布荷载三角形荷载造成的杆端弯矩集中力纵梁造成弯矩叠加一到五层-12.05-0.76-12.23-1-26.04屋面-6.79-0.89-27.911-2.3-37.891架空层-12.05-0.76-17.91-1.5-32.221.弯矩分配过程弯矩二次分配过程如下图7.4.4所示85 85 1.绘制内力图（1）弯矩图单位：KN*m（2）剪力图根据弯矩图，取出梁柱脱离体，利用脱离体的平衡条件，求出剪力，并画出恒荷载作用下的框架梁柱剪力图。85 （1）轴力图根据剪力图，根据节点的平衡条件，求出轴力图，并画出恒荷载作用下的框架柱轴力图。85 轴力图（单位：KN）85 第一章轴框架在活荷载作用下的内力计算(一)用弯矩二次分配法计算活荷载作用下轴框架弯矩1.计算截面相对刚度在计算梁柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取I=2I0；边框架梁取I=1.5I0；悬挑梁取I=I0；计算结果见下表：杆件类别截面尺寸Ec(KN/m2)I。(m4)I(m4)L(m)i=EcI/L相对刚度B（mm）H(mm)框架梁3.4m跨度200600300000000.00360.00723.463529.416.752.4m跨度200600300000000.00360.00722.4900009.56256.8m跨度200600300000000.00360.00726.831764.713.3752.75m跨度200600300000000.00360.00542.7558909.096.2590911.235m悬挑梁200600300000000.00360.00361.23587449.399.2914983.4m顶层梁200400300000000.0010670.0010673.49411.7651框架柱一到七层柱1500400300000000.0026670.0026673.522857.142.428571柱2500400300000000.0026670.0026673.522857.142.428571柱3600600300000000.01080.01083.592571.439.835714柱4600600300000000.01080.01083.592571.439.835714柱5400500300000000.0041670.0041673.535714.293.794643框架柱顶层柱1700600300000000.01260.01263.3114545.512.17045柱2700600300000000.01260.01263.3114545.512.170452.弯矩分配系数计算根据各杆件的线刚度计算弯矩分配系数。计算公式公式：μj=4ij4i总μj-杆件的弯矩分配系数4ij-所求杆件的转动刚度4i总-待分配弯矩杆件的总转动刚度计算过程见下表85 节点左梁S上柱S下柱S右梁S∑S左梁μ上柱μ下柱μ右梁μ2　9.7142869.7142862746.4285700.2092310.2092310.5815383　9.7142869.7142862746.4285700.2092310.2092310.5815384　9.7142869.7142862746.4285700.2092310.2092310.5815385　9.7142869.7142862746.4285700.2092310.2092310.5815386　9.7142869.7142862746.4285700.2092310.2092310.5815387　9.7142869.7142862746.4285700.2092310.2092310.5815388　48.681829.7142862785.396100.5700710.1137560.3161749　　48.68182452.68182000.9240720.07592811279.7142869.71428638.2584.678570.3188530.114720.114720.45170812279.7142869.71428638.2584.678570.3188530.114720.114720.45170813279.7142869.71428638.2584.678570.3188530.114720.114720.45170814279.7142869.71428638.2584.678570.3188530.114720.114720.45170815279.7142869.71428638.2584.678570.3188530.114720.114720.45170816279.7142869.71428638.2584.678570.3188530.114720.114720.451708172748.681829.71428638.25123.64610.2183650.3937190.0785650.309351184　48.68182　52.681820.07592800.92407202038.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992138.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992238.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992338.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992438.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992538.2539.3428639.3428613.5130.43570.2932480.3016260.3016260.1034992638.2539.3428613.591.092860.41990100.4318980.14822813.539.3428639.3428625.03636117.22210.1151660.3356270.3356270.2135812913.539.3428639.3428625.03636117.22210.1151660.3356270.3356270.2135813013.539.3428639.3428625.03636117.22210.1151660.3356270.3356270.2135813113.539.3428639.3428625.03636117.22210.1151660.3356270.3356270.2135813213.539.3428639.3428625.03636117.22210.1151660.3356270.3356270.2135813313.539.3428639.3428625.03636117.22210.1151660.3356270.3356270.2135813413.539.3428625.0363677.879220.17334500.5051780.3214773625.0363615.1785715.17857055.393510.4519730.2740140.27401403725.0363615.1785715.17857055.393510.4519730.2740140.27401403825.0363615.1785715.17857055.393510.4519730.2740140.27401403925.0363615.1785715.17857055.393510.4519730.2740140.27401404025.0363615.1785715.17857055.393510.4519730.2740140.27401404125.0363615.1785715.17857055.393510.4519730.2740140.27401404225.0363615.17857040.214940.62256400.37743601.计算固端弯矩由于框架梁承担的何在比较复杂，故采用叠加法计算在复杂荷载作用下的固端弯矩，每一跨的分布荷载一般有均布荷载、梯形荷载、三角形荷载。85 （1）均布荷载作用下梁固端弯矩M均布=-ql212（2）梯形荷载作用下梁固端弯矩M梯形=-ql212（1-2a2l2+a3l3）（3）三角形线荷载作用下梁固端弯矩M三角=-5ql29685 活荷载作用下固端弯矩计算过程杆端弯矩计算顺时针为正向杆长l(m)均布荷载梯形荷载三角形荷载叠加后活载杆件编号荷载数值杆左弯矩杆右a(m)荷载杆左杆右荷载杆左杆右杆左杆右框架梁架空层3.4m跨度3.40000.913.2-2.700122.7001173.6-2.16752.1675-4.867624.8676172.4m跨度2.4000004.2-1.261.26-1.261.266.8m跨度6.80001.87.2-24.370624.3705900-24.370624.370592.75m跨度2.75000002.9-1.142251.142253-1.142251.142253一到五层3.4m跨度3.40001.053.7-2.989442.9894393.6-2.16752.1675-5.156945.1569392.4m跨度2.4000004.2-1.261.26-1.261.266.8m跨度6.80001.87.2-24.370624.3705900-24.370624.370592.75m跨度2.75000002.9-1.142251.142253-1.142251.142253屋面3.4m跨度3.40001.053.7-2.989442.9894393.6-2.16752.1675-5.156945.1569392.4m跨度2.4000004.2-1.261.26-1.261.266.8m跨度6.80001.87.2-24.370624.3705900-24.370624.370592.75m跨度2.75000002.9-1.142251.142253-1.142251.142253屋面楼梯间梁3.4m跨度3.40001.83.6-2.038592.0385883.6-2.16752.1675-4.206094.20608885 （1）1.235m悬挑梁的固端弯矩由结构力学求解器求出计算简图楼层三角形荷载造成的杆端弯矩集中力叠加一到五层-0.92-2.717-3.637屋面-0.43-2.223-2.653架空层-0.92-3.5815-4.50151.弯矩分配过程弯矩二次分配过程如下图所示85 85 1.绘制内力图（1）弯矩图85 （1）剪力图根据弯矩图，取出梁柱脱离体，利用脱离体的平衡条件，求出剪力，并画出恒荷载作用下的框架梁柱剪力图。85 （1）轴力图单位：kN85 第一章框架在风荷载作用下的内力和位移计算该宿舍楼为7层钢筋混凝土结构框架结构体系，室内外高差3m。查规范得基本风压W0=0.35KN/㎡，地面粗糙度类别为C类，结构总高度为22.5m。(一)垂直于建筑物表面上的风荷载标准值计算Wk=βz*μs*μz*W01.根据本宿舍楼体形，本设计μs按（建筑结构荷载规范规定）取具体见下图。2.μz为风压高度变化系数，本建筑的地面粗糙度类别为C类，按相关规范选取。3.风振系数βzβz=1+ξνφzμz本宿舍楼T1=0.1×7=0.7s＞0.25s，故需要考虑风振系数βz85 (一)各层楼面处集中风荷载标准值计算1.框架风荷载负荷宽度B=3.6m2.计算风振系数βz由w0T12=0.35×0.62×0.72=0.106，查规范，脉动增大ξ=1.23，由H/B=22.5/73.2=0.3，H＜30m，查规范，脉动系数为0.4风振系数βz计算过程见下表表9.2.2层号离地高度相对高度ξνφzμzβz130.1333333331.230.40.020.741.01329729726.50.2888888891.230.40.170.741.1130270273100.4444444441.230.40.270.741.179513514413.50.61.230.40.450.741.2991891895170.7555555561.230.40.740.781.466769231620.50.9111111111.230.40.860.851.4977882357241.0666666671.230.410.9041.5442477883.各层楼面处集中风荷载标准值计算表9.2.3层号离地高度μzβzμsW0h下h上Fi130.741.0132971.350.3533.54.1453029826.50.741.1130271.350.353.53.54.903540743100.741.1795141.350.353.53.55.19645294413.50.741.2991891.350.353.53.55.72369495170.781.4667691.350.353.53.56.81128028620.50.851.4977881.350.353.53.57.579519927240.9041.5442481.350.353.51.55.93649(二)轴框架在风荷载作用下的位移计算85 1.框架刚度计算表9.3.1杆件类别截面尺寸Ec(KN/m2)I。(m4)I(m4)L(m)i=EcI/LB（mm）H(mm)框架梁3.4m跨度200600300000000.00360.00723.463529.411762.4m跨度200600300000000.00360.00722.4900006.8m跨度200600300000000.00360.00726.831764.705882.75m跨度200600300000000.00360.00542.7558909.090911.235m悬挑梁200600300000000.00360.00361.23587449.392713.4m顶层梁200400300000000.0010666670.0010666673.49411.764706框架柱一到七层柱1500400300000000.0026666670.0026666673.522857.14286柱2500400300000000.0026666670.0026666673.522857.14286柱3600600300000000.01080.01083.592571.42857柱4600600300000000.01080.01083.592571.42857柱5400500300000000.0041666670.0041666673.535714.285712.侧移刚度D值计算表9.3.2楼层柱号ici-αD二到七层122857.142862.7794120.58153813021.03611222857.142866.7169120.77056117253.37626392571.428571.3153590.39674735977.91211492571.428570.9795010.32874729811.47326535714.285714.0980380.67202623511.10088合计119574.8986底层122857.142862.7794120.68615415363.44472222857.142866.7169120.82792118537.69983392571.428571.3153590.5475649653.98802492571.428570.9795010.4965645029.15888535714.285714.0980380.75401926379.68134合计154963.972885 1.风荷载作用下框架侧移计算ΔUj=Vj∑Dij表9.3.3楼层FjVj∑DijUjhUj/h14.1453029840.29628154963.97280.0002600363.50.0000742961293024.9035407436.15098119574.89860.0003023293.50.0000863797603035.1964529431.24744119574.89860.0002613213.50.0000746631571045.723694926.05099119574.89860.0002178633.50.0000622466645356.8112802820.32729119574.89860.0001699963.50.0000485703711067.5795199213.51601119574.89860.0001130343.50.0000322953827775.936495.93649119574.89864.96466E-053.50.00001418474964合计0.001374227本框架层间最大位移与层高之比在二层，其值为0.000086＜1/550，框架侧移满足规范要求。(一)轴框架在风荷载作用下的内力计算框架在风荷载作用下的内力计算采用D值法。计算时首先将框架各楼层的层间总剪力Vj，按各柱的侧移刚度（D值）在该层总侧移刚度所占比例分配到各柱，即可求得第j层第i柱的层间剪力Vij：根据求得的各柱层间剪力Vij和修正后的反弯点位置y，即可确定柱端弯矩Mc上和Mc下；由节点平衡条件，梁端弯矩之和等于柱端弯矩之和，将节点左右梁端弯矩之和按线刚度比例分配，可求出各梁端弯矩；进而由梁的平衡条件求出梁端剪力；最后，第j层第i柱的轴力即为其上各层节点左右梁端剪力代数和。1.反弯点高度计算计算公式：y=y0+y1+y2+y3计算过程如下表所示表9.4.1柱编号i-α2y2α3y3y0y七层12.77941210100.450.4526.71691210100.450.4531.31535910100.420.4240.97950110100.30.385 54.09803810100.370.37六层12.77941210100.450.4526.71691210100.50.531.31535910100.450.4540.97950110100.380.3854.09803810100.420.42五层12.77941210100.50.526.71691210100.50.531.31535910100.50.540.97950110100.420.4254.09803810100.470.47四层12.77941210100.50.526.71691210100.50.531.31535910100.50.540.97950110100.450.4554.09803810100.470.47三层12.77941210100.50.526.71691210100.50.531.31535910100.50.540.97950110100.450.4554.09803810100.470.47二层12.77941210100.50.526.71691210100.50.531.31535910100.50.540.97950110100.50.554.09803810100.50.5一层12.77941210100.550.5526.71691210100.550.5531.31535910100.550.5540.97950110100.680.6854.09803810100.60.61.柱端弯矩及剪力计算风荷载作用下的柱端剪力按下式计算Vij=Dij∑DVj表9.4.2层次hVj∑D柱编号DijVijyM下M上七层3.55.93649119574.8986113021.03610.646450.451.018161.2444173.55.93649119574.8986217253.37630.8565720.451.3491011.6489013.55.93649119574.8986335977.91211.7861820.422.6256873.6259493.55.93649119574.8986429811.47331.4800390.31.5540413.6260963.55.93649119574.8986523511.10091.1672470.371.5115852.57377985 六层3.513.51601119574.8986113021.03611.4718180.452.3181132.8332493.513.51601119574.8986217253.37631.9502150.53.4128773.4128773.513.51601119574.8986335977.91214.0667220.456.4050867.8284393.513.51601119574.8986429811.47333.3697050.384.4817087.312263.513.51601119574.8986523511.10092.657550.423.9065995.394827五层3.520.32729119574.8986113021.03612.2135280.53.8736743.8736743.520.32729119574.8986217253.37632.933010.55.1327685.1327683.520.32729119574.8986335977.91216.1161120.510.703210.70323.520.32729119574.8986429811.47335.067840.427.44972510.287723.520.32729119574.8986523511.10093.99680.476.5747367.414064四层3.526.05099119574.8986113021.03612.8368060.54.9644114.9644113.526.05099119574.8986217253.37633.7588780.56.5780366.5780363.526.05099119574.8986335977.91217.8382680.513.7169713.716973.526.05099119574.8986429811.47336.4948270.4510.2293512.502543.526.05099119574.8986523511.10095.1222070.478.426039.501693三层3.531.24744119574.8986113021.03613.4026710.55.9546745.9546743.531.24744119574.8986217253.37634.508670.57.8901737.8901733.531.24744119574.8986335977.91219.4017860.516.4531316.453133.531.24744119574.8986429811.47337.7903650.4512.2698314.996453.531.24744119574.8986523511.10096.1439460.4710.1067911.39702二层3.536.15098119574.8986113021.03613.9366390.56.8891186.8891183.536.15098119574.8986217253.37635.2161990.59.1283489.1283483.536.15098119574.8986335977.912110.877170.519.0350519.035053.536.15098119574.8986429811.47339.0128780.515.7725415.772543.536.15098119574.8986523511.10097.1080910.512.4391612.43916一层3.540.29628154963.9728115363.44474.6448170.558.9412737.3155873.540.29628154963.9728218537.69984.8204780.559.279427.5922523.540.29628154963.9728349653.98812.911850.5524.8553120.336163.540.29628154963.9728445029.158911.709220.6827.8679513.114333.540.29628154963.9728526379.68136.8596790.614.405339.6035585 1.梁端弯矩、剪力计算，柱轴力计算表9.4.3层次柱编号M下M上节点左端梁线刚度节点右端梁线刚度节点左梁与总刚度比值节点右梁占总刚度比值3.4跨度梁2.4跨度梁6.8跨度梁2.75跨度梁柱轴力i左梁i右梁左端界面右端截面左端界面右端截面左端界面右端截面左端界面右端截面七层11.018161.244417063529.411801梁端弯矩1.2444170.682303810.9665972.6800490.94591.2702882.3558072.5737790.56668321.3491011.64890163529.4118900000.4137931030.586206897梁端剪力0.5666830.566682641.5194361.5194360.325910.325911.7925771.7925770.95275332.6256873.6259499000031764.70590.7391304350.2608695651.19352641.5540413.62609631764.705958909.09090.3503184710.6496815291.46666751.5115852.57377958909.090987449.39270.4024986420.5975013581.792577六层12.3181132.833249063529.411801梁端弯矩3.8514091.970473492.7915047.7269632.7271633.1060295.7602726.9064111.71231823.4128773.41287763529.4118900000.4137931030.586206897梁端剪力1.7123181.712318264.3826954.3826950.8578220.8578224.6060674.6060672.67037636.4050867.8284399000031764.70590.7391304350.2608695653.52487244.4817087.3122631764.705958909.09090.3503184710.6496815293.74824453.9065995.39482758909.090987449.39270.4024986420.5975013584.606067五层13.8736743.873674063529.411801梁端弯矩6.1917873.536128795.00951612.645254.463035.1740029.59542211.320662.86115225.13275.132763529.4118900000.4137931030.586206897梁端剪2.86112.861157.35617.35611.41721.41727.60587.60584.495085 6868力5216453531111494902310.703210.70329000031764.70590.7391304350.2608695655.93894347.44972510.2877231764.705958909.09090.3503184710.6496815296.18863856.5747367.41406458909.090987449.39270.4024986420.5975013587.605849四层14.9644114.964411063529.411801梁端弯矩8.8380854.845849966.86495418.049696.3704786.98964712.9626216.076434.02468726.5780366.57803663529.4118900000.4137931030.586206897梁端剪力4.0246874.024686710.381110.38111.9647241.96472410.5596510.559656.356414313.7169713.716979000031764.70590.7391304350.2608695658.416376410.2293512.5025431764.705958909.09090.3503184710.6496815298.5949358.426039.50169358909.090987449.39270.4024986420.59750135810.55965三层15.9546745.954674063529.411801梁端弯矩10.919085.986845348.48136422.299637.8704598.83706616.3887419.823054.97233227.8901737.89017363529.4118900000.4137931030.586206897梁端剪力4.9723324.9723324112.8254212.825422.4569892.45698913.1679213.167927.853084316.4531316.453139000031764.70590.7391304350.26086956510.36843412.2698314.9964531764.705958909.09090.3503184710.64968152910.71093510.1067911.3970258909.090987449.39270.4024986420.59750135813.16792二层16.8891186.889118063529.411801梁端弯矩12.843797.042146649.97637426.230399.2577859.82375718.218622.545955.84880529.1283489.12834863529.4118900000.4137931030.586206897梁端剪力5.8488055.848805515.0861515.086152.8061092.80610914.8234714.823479.237347319.0350519.035059000031764.70590.7391304350.26086956512.2800485 415.7725415.7725431764.705958909.09090.3503184710.64968152912.01737512.4391612.4391658909.090987449.39270.4024986420.59750135814.82347一层18.9412737.315587063529.411801梁端弯矩14.204716.918869069.80173129.1004610.2707510.119618.7672622.042716.21281629.279427.59225263529.4118900000.4137931030.586206897梁端剪力6.2128166.2128160316.2092516.209252.9985812.99858114.8399914.839999.99643324.8553120.336169000031764.70590.7391304350.26086956513.21066427.8679513.1143331764.705958909.09090.3503184710.64968152911.84141514.405339.6035558909.090987449.39270.4024986420.59750135814.8399985 1.绘制内力图（1）弯矩图由上表9.4.3，画出轴线框架在风荷载作用下的弯矩图85 第一章框架在水平地震作用下的内力和位移计算(一)重力荷载代表值计算本设计实例的建筑高度为21m＜40m，以剪切变形为主，且质量和高度均匀分布，故可采用底部剪力法计算水平地震作用。首先需要计算重力荷载代表值。屋面处重力荷载代表值=结构和构配件自重标准值楼面处重力荷载代表值=结构和构配件自重标准值+0.5×楼面活荷载标准值其中结构和构配件自重取楼面上、下各半层层高范围内（屋面处取顶层的1/2）的结构及构配件自重。1.屋面层重力荷载代表值计算屋面荷载代表值为各构件自重标准值的和，因为是顶层，所以取顶层自重荷载标准值的一半。板自重：G板=6*3.6*12.7+6*1.8*3.9=316.44（KN）梁自重：G梁=25*0.2*0.6*16.585=49.76（KN）柱自重：G柱=3*25*0.5*0.4*3.5/2+2*25*0.6*0.6*3.5/2=57.75（KN）墙自重：G墙=0.5*6.4*3.4+0.5*8*2.4+0.5*12.6*3.99=45.62（KN）女儿墙：G女儿墙=10.5*3.4+5.7*3.99=58.44（KN）屋顶重力荷载代表值：Q代表值=316.44+49.76+57.75+45.62+58.44=528（KN）屋顶重力荷载设计值：G屋=1.2×（316.44+49.76+57.75+45.62+58.44）=633.61（KN）2.楼面层重力荷载代表值计算板自重：G板=6*3.6*12.7+6*1.8*3.9=316.44（KN）梁自重：G梁=25*0.2*0.6*16.585=49.76（KN）柱自重：G柱=3*25*0.5*0.4*3.5/2+2*25*0.6*0.6*3.5/2=57.75（KN）墙自重：G墙=0.5*6.4*3.4+0.5*8*2.4+0.5*12.6*3.99=45.62（KN）活荷载标准值：Q活=0.5*(2*3.6*12.7+2*1.8*3.9)=52.74（KN）楼面重力荷载代表值：Q代表值=316.44+49.76+57.75+45.62=469.56（KN）楼面重力荷载设计值：G楼面=1.2×（316.44+49.76+57.75+45.62+58.44）+1.4×52.74=637.31（KN）85 (一)横向框架的水平地震作用和位移计算1.框架梁柱线刚度在计算梁柱线刚度时，应考虑楼盖对框架梁的影响，在现浇楼盖中，中框架梁的抗弯惯性矩取I=2I0；边框架梁取I=1.5I0；悬挑梁取I=I0；表10.2.1杆件类别截面尺寸Ec(KN/m2)I。(m4)I(m4)L(m)i=EcI/LB（mm）H(mm)框架梁3.4m跨度200600300000000.00360.00723.463529.411762.4m跨度200600300000000.00360.00722.4900006.8m跨度200600300000000.00360.00726.831764.705882.75m跨度200600300000000.00360.00542.7558909.090911.235m悬挑梁200600300000000.00360.00361.23587449.39271框架柱一到七层柱1500400300000000.0026670.0026673.522857.14286柱2500400300000000.0026670.0026673.522857.14286柱3600600300000000.01080.01083.592571.42857柱4600600300000000.01080.01083.592571.42857柱5400500300000000.0041670.0041673.535714.28571柱2700600300000000.01260.01263.3114545.45452.侧移刚度D值计算表10.2.2楼层ici-αD二到七层122857.142.7794120.58153813021.04222857.146.7169120.77056117253.38392571.431.3153590.39674735977.91492571.430.9795010.32874729811.47535714.294.0980380.67202623511.1合计119574.9底层122857.142.7794120.68615415363.44222857.146.7169120.82792118537.7392571.431.3153590.5475649653.99492571.430.9795010.4965645029.16535714.294.0980380.75401926379.68合计15496485 1.结构基本自振周期的计算采用假象顶点位移法计算结构基本自振周期,结果列于下表表10.2.3楼层Gi∑Gi∑DijΔUiUi1469.5623403.811549640.021965170.021965172469.5622934.248119574.90.0245389960.0465041663469.5622464.686119574.90.0206120680.0671162354469.5621995.124119574.90.0166851410.0838013755469.5621525.562119574.90.0127582130.0965595886469.5621056119574.90.0088312850.1053908737528528119574.90.0044156420.109806516假想顶点位移法计算结构自振周期公式：T1=1.7ΨTuT考虑填充墙对结构的影响，取周期折减系数ΨT=0.7，则结构的基本自振周期为：T1=1.7ΨTuT=1.7×0.7×0.1098=0.392s(一)横向水平地震作用计算本设计的质量和刚度沿高度分布比较均匀、高度不超过40m，并以剪切变形为主，故采用底部剪力法计算横向水平地震作用。1.地震影响系数本工程所在场地为7度设防，设计地震分组为第一组，场地土为II类，结构的基本自振周期采用假想顶点位移法计算结果，即T1=0.392s。查规范：αmax=0.08，Tg=0.35s。因为Tg＜T1=0.392＜5Tg，查规范，地震影响系数为α1=TgT1γη2αmax=0.350.3920.9×0.08=0.072242.各层水平地震作用标准值、楼层地震剪力及楼层层间位移计算。FEK=α1Geq=0.1×0.85×(528+469.562×6)=3345.372(KN)85 T1=0.392s＜1.4Tg=0.49s，查规范，不需考虑顶部附加水平地震作用的影响。由下式计算各层水平地震作用标准值,进而求出各楼层地震剪力及楼层层间位移,计算过程详见下表。Fi=GiHij=1nGiHjFEK(1-δn)式中Fi---第i层水平地震作用标准值Gi---第i层重力荷载代表值Hi---第i层离基础顶高度Fek---结构底部总横向水平地震作用标准值Fδ---顶部附加地震作用系数各层水平地震作用标准值、楼层地震剪力及楼层层间位移计算见表10.3.2表10.3.2楼层GiHiGiHi∑GiHiFiVi∑DΔui752824.51293647448.807912.0510067912.051119574.89860.0076274456469.562219860.80247448.807695.23456951607.286119574.89860.0134416645469.56217.58217.33547448.807579.36214132186.648119574.89860.0182868464469.562146573.86847448.807463.4897132650.137119574.89860.0221629913469.56210.54930.40147448.807347.61728482997.755119574.89860.02507012469.56273286.93447448.807231.74485653229.5119574.89860.0270081731469.5623.51643.46747448.807115.87242833345.372154963.97280.021588063楼层最大位移与楼层层高之比：ΔUmaxh=0.02683.5＜1550故满足位移要求。(一)横向框架在水平地震作用下的内力计算横向框架在水平地震作用下的内力计算采用D值法，D值法的计算步骤和风荷载作用下的计算步骤相同。1.反弯点高度计算反弯点高度比与风荷载中的计算结果相同，详见风荷载计算的表9.4.1。85 1.柱端弯矩及剪力计算框架在水平地震作用下的柱端剪力和柱端弯矩计算方法与风荷载作用下的柱端剪力和弯矩计算方法相同，具体计算过程列于表10.4.2。表10.4.2层次hV总∑D柱编号DiViyM下M上七层3.5912.051119574.9113021.0499.317240.45156.4247191.18573.5912.051119574.9217253.38131.59920.45207.2687253.32843.5912.051119574.9335977.91274.41960.42403.3968557.07173.5912.051119574.9429811.47227.38540.3238.7547557.09423.5912.051119574.9523511.1179.32960.37232.2319395.4219六层3.51607.286119574.9113021.04175.02440.45275.6634336.92193.51607.286119574.9217253.38231.91410.5405.8496405.84963.51607.286119574.9335977.91483.6030.45761.6747930.93583.51607.286119574.9429811.47400.71580.38532.952869.55333.51607.286119574.9523511.1316.02830.42464.5616641.5375五层3.52186.648119574.9113021.04238.11370.5416.6989416.69893.52186.648119574.9217253.38315.50980.5552.1422552.14223.52186.648119574.9335977.91657.92250.51151.3641151.3643.52186.648119574.9429811.47545.15780.42801.3821106.673.52186.648119574.9523511.1429.94390.47707.2577797.5459四层3.52650.137119574.9113021.04288.58510.5505.0239505.02393.52650.137119574.9217253.38382.38640.5669.1762669.17623.52650.137119574.9335977.91797.37820.51395.4121395.4123.52650.137119574.9429811.47660.71140.451040.621271.8693.52650.137119574.9523511.1521.07630.47857.1706966.5966三层3.52997.755119574.9113021.04326.43870.5571.2677571.26773.52997.755119574.9217253.38432.54390.5756.9518756.95183.52997.755119574.9335977.91901.96990.51578.4471578.4473.52997.755119574.9429811.47747.37660.451177.1181438.73.52997.755119574.9523511.1589.42570.47969.60521093.385二层3.53229.5119574.9113021.04351.67440.5615.4302615.43023.53229.5119574.9217253.38465.98220.5815.4688815.46883.53229.5119574.9335977.91971.69770.51700.4711700.4713.53229.5119574.9429811.47805.15340.51409.0191409.0193.53229.5119574.9523511.1634.99190.51111.2361111.236一层3.53345.372154964115363.44414.93860.55798.7568653.52833.53345.372154964218537.7400.1930.55770.3716630.3043.53345.372154964349653.991071.9330.552063.4721688.2953.53345.372154964445029.16972.09230.682313.581088.7433.53345.372154964526379.68569.48620.61195.921797.280785 1.梁端弯矩及剪力，柱轴力计算水平地震作用下的梁端弯矩计算列于下表，由梁柱节点平衡条件计算水平地震作用下的柱轴力，计算中要注意剪力的实际方向，计算过程见表10.4.3。85 层次柱编号M下M上节点左端梁线刚度节点右端梁线刚度节点左梁与总刚度比值节点右梁占总刚度比值内力3.4跨度梁2.4跨度梁6.8跨度梁2.75跨度梁柱轴力i左梁i右梁左端界面右端截面左端界面右端截面左端界面右端截面左端界面右端截面七层1156.4247191.1857063529.4101梁端弯矩191.1857104.8256148.5029411.7487145.3231195.1604361.9338395.421987.062132207.2687253.328463529.41900000.4137930.586206897梁端剪力87.0621387.06213233.4381233.438150.0710950.07109275.4021275.4021146.3763403.3968557.07179000031764.710.739130.260869565183.3674238.7547557.094231764.7158909.090.3503180.649681529225.3315232.2319395.421958909.0987449.390.4024990.597501358275.4021六层1275.6634336.9219063529.4101梁端弯矩493.3466253.7041359.4142986.2458348.0867388.2607720.0472873.7694219.72082405.8496405.849663529.41900000.4137930.586206897梁端剪力219.7208219.7208560.6917560.6917108.2864108.2864579.5697579.5697340.97093761.6747930.93589000031764.710.739130.260869565452.40534532.952869.553331764.7158909.090.3503180.649681529471.28335464.5616641.537558909.0987449.390.4024990.597501358579.5697五层1416.6989416.6989063529.4101梁端弯矩692.3623396.4104561.58141413.985499.0537574.391065.2321262.108320.22732552.1422552.142263529.41900000.4137930.586206897梁端剪力320.2273320.2273823.1529823.1529157.8594157.8594846.3054846.3054502.925631151.3641151.3649000031764.710.739130.260869565665.29354801.3821106.6731764.7158909.090.3503180.649681529688.4465707.2577797.545958909.0987449.390.4024990.597501358846.3054四层1505.0239505.0239063529.4101梁端弯矩921.7229505.3732715.94531882.4664.3764726.29831346.9531673.854419.73412669.1762669.176263529.41900000.4137930.586206897梁端剪力419.7341419.73411082.6441082.644204.511204.5111098.4751098.475662.909785 31395.4121395.4129000031764.710.739130.260869565878.132841040.621271.86931764.7158909.090.3503180.649681529893.96445857.1706966.596658909.0987449.390.4024990.5975013581098.475三层1571.2677571.2677063529.4101梁端弯矩1076.292590.1219836.00612198.07775.7893868.55181610.7691950.555490.12162756.9518756.951863529.41900000.4137930.586206897梁端剪力490.1216490.12161264.1981264.198241.8149241.81491295.0271295.027774.076631578.4471578.4479000031764.710.739130.2608695651022.38341177.1181438.731764.7158909.090.3503180.6496815291053.2125969.60521093.38558909.0987449.390.4024990.5975013581295.027二层1615.4302615.4302063529.4101梁端弯矩1186.698650.6568921.76382423.548855.37905.97151680.1652080.841540.39842815.4688815.468863529.41900000.4137930.586206897梁端剪力540.3984540.39841393.881393.88259.0208259.02081367.6391367.639853.481631700.4711700.4719000031764.710.739130.2608695651134.85941409.0191409.01931764.7158909.090.3503180.6496815291108.61851111.2361111.23658909.0987449.390.4024990.5975013581367.639一层1798.7568653.5283063529.4101梁端弯矩1268.958598.2508847.5222504.74884.0259875.01211622.751908.517549.17922770.3716630.30463529.41900000.4137930.586206897梁端剪力549.1792549.17921396.7761396.776258.6821258.68211284.0971284.097847.596732063.4721688.2959000031764.710.739130.2608695651138.09442313.581088.74331764.7158909.090.3503180.6496815291025.41551195.921797.280758909.0987449.390.4024990.5975013581284.097表10.4.385 1.绘制内力图（1）弯矩图根据上表的数据，画出横向框架在水平地震作用下的弯矩图。水平地震作用的弯矩图（单位：KN·m）85 （1）剪力图水平地震作用的剪力图（单位：KN）85 （1）轴力图水平地震作用的轴力图（单位：KN）第一章85 第一章参考文献[1]混凝土结构设计规范（GB50010-2010）.北京：中国建筑工业出版社，2010[2]建筑结构荷载规范（GB50007-2001）.北京:中国建筑工业出版社，2002[3]建筑抗震设计规范（GB50011-2010）.北京：中国建筑工业出版社，2010[4]建筑地基基础设计规范（GB50007-2002）.北京：中国建筑工业出版社，2002[5]混凝土结构设计规范（GB50010-2010）.北京：中国建筑工业出版社，2010[6]《房屋建筑学》、《钢筋混凝土结构设计》、《建筑制图》、《抗震设计》等相关教材85 第一章致谢本次毕业设计是在我的导师张喜德老师的亲切关怀和悉心指导下完成的。他严肃的科学态度，严谨的治学精神，精益求精的工作作风，深深地感染和激励着我。在此谨向张喜德老师致以诚挚的谢意和崇高的敬意。我还要感谢在一起愉快的度过毕业论文小组的同学们，正是由于你们的帮助和支持，我才能克服一个一个的困难和疑惑，直至本文的顺利完成。在论文即将完成之际，我的心情无法平静，从开始进入课题到论文的顺利完成，有多少可敬的师长、同学、朋友给了我无言的帮助，在这里请接受我诚挚的谢意!最后我还要感谢培养我长大含辛茹苦的父母，谢谢你们!最后，再次对关心、帮助我的老师和同学表示衷心地感谢！85 第一章附录///////////////////////////////////////////////////////////////////////////|公司名称:||||建筑结构的总信息||SATWE中文版||2011年10月12日10时53分||文件名:WMASS.OUT||||工程名称:设计人:||工程代号:校核人:日期:2012/4/23|///////////////////////////////////////////////////////////////////////////总信息..............................................结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=27.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=085 竖向荷载计算信息:按模拟施工1加荷计算风荷载计算信息: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“规定水平力”计算方法:楼层剪力差方法(规范方法)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嵌固端所在层号：MQIANGU=1墙元细分最大控制长度(m)DMAX=1.00墙元网格:侧向出口结点是否对全楼强制采用刚性楼板假定否强制刚性楼板假定是否保留板面外刚度是墙梁跨中节点作为刚性楼板的从节点是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=0.35风荷载作用下舒适度验算风压:WOC=0.10地面粗糙程度:C类85 结构X向基本周期（秒）:T1=0.38结构Y向基本周期（秒）:T2=0.38是否考虑风振:是风荷载作用下结构的阻尼比(%):WDAMP=5.00风荷载作用下舒适度验算阻尼比(%):WDAMPC=2.00构件承载力设计时考虑横风向风振影响:否承载力设计时风荷载效应放大系数:WENL=1.00体形变化分段数:MPART=1各段最高层号:NSTi=8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=8地震烈度:NAF=7.00场地类别:KD=I1设计地震分组:一组特征周期TG=0.25地震影响系数最大值Rmax1=0.08用于12层以下规则砼框架结构薄弱层验算的地震影响系数最大值Rmax2=0.5085 框架的抗震等级:NF=2剪力墙的抗震等级:NW=3钢框架的抗震等级:NS=3抗震构造措施的抗震等级:NGZDJ=不改变活荷重力荷载代表值组合系数:RMC=0.50周期折减系数:TC=1.00结构的阻尼比(%):DAMP=5.00中震(或大震)设计:MID=不考虑是否考虑偶然偏心:否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不考虑柱、墙活荷载是否折减不折算传到基础的活荷载是否折减折算考虑结构使用年限的活荷载调整系数1.00------------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---30.8585 4---50.706---80.659---200.60>200.55调整信息........................................梁刚度放大系数是否按2010规范取值：是梁端弯矩调幅系数：BT=0.85梁活荷载内力增大系数：BM=1.00连梁刚度折减系数：BLZ=0.60梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Vo调整分段数：VSEG=00.2Vo调整上限：KQ_L=2.00框支柱调整上限：KZZ_L=5.00顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:是实配钢筋超配系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1弱轴方向的动位移比例因子XI1=0.0085 强轴方向的动位移比例因子XI2=0.00是否调整与框支柱相连的梁内力IREGU_KZZB=0强制指定的薄弱层个数NWEAK=0薄弱层地震内力放大系数WEAKCOEF=1.25强制指定的加强层个数NSTREN=0配筋信息........................................梁箍筋强度(N/mm2):JB=270柱箍筋强度(N/mm2):JC=270墙分布筋强度(N/mm2):JWH=210边缘构件箍筋强度(N/mm2):JWB=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=200.00墙竖向分布筋配筋率(%):RWV=0.30结构底部单独指定墙竖向分布筋配筋率的层数:NSW=0结构底部NSW层的墙竖向分布配筋率: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:有侧移85 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:按单偏压计算按高规或高钢规进行构件设计:否钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=20.00柱保护层厚度(mm):ACA=20.00剪力墙构造边缘构件的设计执行高规7.2.16-4:是框架梁端配筋考虑受压钢筋:是结构中的框架部分轴压比限值按纯框架结构的规定采用:否当边缘构件轴压比小于抗规6.4.5条规定的限值时一律设置构造边缘构件:是是否按混凝土规范B.0.4考虑柱二阶效应: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活荷载的组合值系数:CD_L=0.7085 风荷载的组合值系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50剪力墙底部加强区的层和塔信息.......................层号塔号1121用户指定薄弱层的层和塔信息.........................层号塔号用户指定加强层的层和塔信息.........................层号塔号约束边缘构件与过渡层的层和塔信息...................层号塔号类别11约束边缘构件层21约束边缘构件层31约束边缘构件层*********************************************************85 *各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量附加质量质量比(m)(m)(t)(t)8158.74544.18927.800269.723.50.00.107146.80942.22924.5002567.5229.70.00.986146.24242.00521.0002615.0234.90.01.005146.24242.00517.5002615.0234.90.01.004146.24242.00514.0002615.0234.90.01.003146.18141.97710.5002618.1235.60.00.992145.76141.7977.0002639.5236.30.01.001146.19942.0413.5002640.9235.10.01.00活载产生的总质量(t):1664.806恒载产生的总质量(t):18580.660附加总质量(t):0.000结构的总质量(t):20245.467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和附加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)85 **********************************************************各层构件数量、构件材料和层高**********************************************************层号(标准层号)塔号梁元数柱元数墙元数层高累计高度(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(m)(m)1(1)1452(30/300)96(30/300)0(30/300)3.5003.5002(2)1453(30/300)94(30/300)0(30/300)3.5007.0003(3)1447(30/300)92(30/300)0(30/300)3.50010.5004(4)1447(30/300)92(30/300)0(30/300)3.50014.0005(5)1447(30/300)92(30/300)0(30/300)3.50017.5006(5)1447(30/300)92(30/300)0(30/300)3.50021.0007(6)1441(30/300)92(30/300)0(30/300)3.50024.5008(7)149(30/300)32(30/300)0(30/300)3.30027.800**********************************************************风荷载信息**********************************************************85 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Y8195.6195.6315.5131.11131.1432.771120.32215.91071.3153.24284.41427.961109.55325.52210.5139.70424.12912.15198.59424.13694.7125.88549.94836.94189.42513.55491.9114.39664.37162.03184.60598.17585.3108.55772.99867.12179.67677.89957.4102.56875.412931.11174.24752.012589.595.99971.416331.1===========================================================================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BMIN112270.2145.9141.9574.4166.2574.4266.24212270.2145.9141.9574.4166.2574.4266.24312237.2546.4042.1473.6466.4973.6666.46412237.2546.4042.1473.6466.4973.6666.46512237.2546.4042.1473.6466.4973.6666.46612237.2546.4042.1473.6466.4973.6666.4685 712237.2546.4042.1473.6466.4973.6666.4681342.0061.6943.0575.3937.1275.4936.92===========================================================================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])111266.851.00211266.721.00311275.531.01411273.831.00511273.831.00611273.831.02711250.291.4681857.441.00===========================================================================计算信息===========================================================================计算日期:2012.4.2385 开始时间:19:29:21可用内存:1048.00MB第一步:数据预处理第二步:计算每层刚度中心、自由度、质量等信息第三步:地震作用分析第四步:风及竖向荷载分析第五步:计算杆件内力结束日期:2012.4.23时间:19:30:19总用时:0:0:58===========================================================================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85 Alf:层刚性主轴的方向Xmass，Ymass:质心的X，Y坐标值Gmass:总质量Eex，Eey:X，Y方向的偏心率Ratx，Raty:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值(剪切刚度)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RJX1，RJY1，RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度)RJX3，RJY3，RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度(地震剪力与地震层间位移的比)===========================================================================FloorNo.1TowerNo.1Xstif=48.0831(m)Ystif=41.6636(m)Alf=-0.0006(Degree)Xmass=46.1987(m)Ymass=42.0413(m)Gmass(活荷折减)=3111.0959(2876.0149)(t)Eex=0.0642Eey=0.0128Ratx=1.0000Raty=1.0000Ratx1=2.1949Raty1=2.2728薄弱层地震剪力放大系数=1.00RJX1=1.3528E+07(kN/m)RJY1=1.3528E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.5171E+06(kN/m)RJY3=3.2451E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=47.9395(m)Ystif=41.5527(m)Alf=-0.0009(Degree)85 Xmass=45.7612(m)Ymass=41.7966(m)Gmass(活荷折减)=3111.9675(2875.7102)(t)Eex=0.0741Eey=0.0083Ratx=0.9878Raty=0.9878Ratx1=1.3976Raty1=1.4660薄弱层地震剪力放大系数=1.00RJX1=1.3363E+07(kN/m)RJY1=1.3363E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.1317E+06(kN/m)RJY3=1.9475E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=48.0573(m)Ystif=41.5730(m)Alf=-0.0007(Degree)Xmass=46.1806(m)Ymass=41.9767(m)Gmass(活荷折减)=3089.2996(2853.6814)(t)Eex=0.0640Eey=0.0137Ratx=0.9926Raty=0.9926Ratx1=1.3476Raty1=1.4009薄弱层地震剪力放大系数=1.00RJX1=1.3264E+07(kN/m)RJY1=1.3264E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.9729E+06(kN/m)RJY3=1.7491E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=48.0573(m)Ystif=41.5730(m)Alf=-0.0007(Degree)Xmass=46.2421(m)Ymass=42.0054(m)Gmass(活荷折减)=3084.7556(2849.8713)(t)Eex=0.0619Eey=0.014785 Ratx=1.0000Raty=1.0000Ratx1=1.4320Raty1=1.4856薄弱层地震剪力放大系数=1.00RJX1=1.3264E+07(kN/m)RJY1=1.3264E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.9045E+06(kN/m)RJY3=1.6577E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=48.0573(m)Ystif=41.5730(m)Alf=-0.0007(Degree)Xmass=46.2421(m)Ymass=42.0054(m)Gmass(活荷折减)=3084.7556(2849.8713)(t)Eex=0.0619Eey=0.0147Ratx=1.0000Raty=1.0000Ratx1=1.5103Raty1=1.5525薄弱层地震剪力放大系数=1.00RJX1=1.3264E+07(kN/m)RJY1=1.3264E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.8427E+06(kN/m)RJY3=1.5750E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=48.0573(m)Ystif=41.5730(m)Alf=-0.0007(Degree)Xmass=46.2421(m)Ymass=42.0054(m)Gmass(活荷折减)=3084.7556(2849.8713)(t)Eex=0.0619Eey=0.0147Ratx=1.0000Raty=1.0000Ratx1=1.7766Raty1=1.784685 薄弱层地震剪力放大系数=1.00RJX1=1.3264E+07(kN/m)RJY1=1.3264E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.7430E+06(kN/m)RJY3=1.4493E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=48.0573(m)Ystif=41.5730(m)Alf=-0.0007(Degree)Xmass=46.8093(m)Ymass=42.2292(m)Gmass(活荷折减)=3026.8901(2797.2012)(t)Eex=0.0425Eey=0.0223Ratx=1.0000Raty=1.0000Ratx1=12.7584Raty1=7.5500薄弱层地震剪力放大系数=1.00RJX1=1.3264E+07(kN/m)RJY1=1.3264E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4015E+06(kN/m)RJY3=1.1601E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.8TowerNo.1Xstif=63.7820(m)Ystif=42.9364(m)Alf=-0.0003(Degree)Xmass=58.7452(m)Ymass=44.1891(m)Gmass(活荷折减)=316.7534(293.2454)(t)Eex=0.2158Eey=0.0522Ratx=0.3040Raty=0.3040Ratx1=1.0000Raty1=1.0000薄弱层地震剪力放大系数=1.00RJX1=4.0320E+06(kN/m)RJY1=4.0320E+06(kN/m)RJZ1=0.0000E+00(kN/m)85 RJX3=1.5693E+05(kN/m)RJY3=2.1951E+05(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------X方向最小刚度比:1.0000(第8层第1塔)Y方向最小刚度比:1.0000(第8层第1塔)============================================================================结构整体抗倾覆验算结果============================================================================抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区(%)X风荷载7627429.513937.2547.270.00Y风荷载5853777.518003.7325.140.00X地震7384535.060034.6123.000.00Y地震5667364.560034.694.400.00============================================================================结构舒适性验算结果============================================================================X向顺风向顶点最大加速度(m/s2)=0.005X向横风向顶点最大加速度(m/s2)=0.00085 Y向顺风向顶点最大加速度(m/s2)=0.006Y向横风向顶点最大加速度(m/s2)=0.000============================================================================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10.352E+070.325E+073.50269582.45.6642.1320.213E+070.195E+073.50231309.32.2629.4730.197E+070.175E+073.50193020.35.7731.7240.190E+070.166E+073.50155006.43.0037.4350.184E+070.158E+073.50117050.55.1047.1060.174E+070.145E+073.5079093.77.1364.1370.140E+070.116E+073.5041137.119.2498.7180.157E+060.220E+063.303895.132.95185.98该结构刚重比Di*Hi/Gi大于10,能够通过高规(5.4.4)的整体稳定验算该结构刚重比Di*Hi/Gi大于20,可以不考虑重力二阶效应***********************************************************************楼层抗剪承载力、及承载力比值*85 **********************************************************************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----------------------------------------------------------------------810.4446E+040.4348E+041.001.00710.1967E+050.1957E+054.434.50610.2501E+050.2489E+051.271.27510.2983E+050.2969E+051.191.19410.3414E+050.3398E+051.141.14310.3794E+050.3777E+051.111.11210.4131E+050.4114E+051.091.09110.4423E+050.4403E+051.071.07X方向最小楼层抗剪承载力之比:1.00层号:8塔号:1Y方向最小楼层抗剪承载力之比:1.00层号:8塔号:185