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《混凝土结构设计原理试题答卷》(含参考答案).pdf

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1、精心整理混凝土结构设计原理考试试卷一、选择（每小题2 分，共 24 分）1.混凝土轴心抗压强度试验标准试件尺寸是（）。A150150150；B150150300；C200200400；D150150400；2.复合受力下，混凝土抗压强度的次序为：（）A.Fc1Fc2Fc3；B.Fc2Fc1Fc3；C.Fc2Fc1=Fc3；D.Fc1=Fc2Fc3；3.仅配筋不同的梁（1、少筋；2、适筋；3、超筋）的相对受压区高度系数（）A.3 2 1B.3 2 1C.2 3 1D.3 21 4.受弯构件斜截面承载力计算中，通过限制最小截面尺寸的条件是用来防止（）。A斜压破坏；B斜拉破坏；C剪压破坏；D弯曲破坏

2、；5.()作为受弯构件正截面承载力计算的依据。A a 状态；B a 状态；C a 状态；D第阶段；6.下列哪种方法可以减少预应力直线钢筋由于锚具变形和钢筋内缩引起的预应力损失?()A两次升温法；B采用超张拉；C增加台座长度；D采用两端张拉；7.用 i（或 0.3 0 作为大、小偏心受压的判别条件（）A是对称配筋时的初步判别；B是对称配筋时的准确判别；C是非对称配筋时的准确判别；D是非对称配筋时的初步判别；8.梁的剪跨比减小时，受剪承载力（）A减小；B增加；C无影响；D不一定；9配置箍筋的梁中，、c、三因素哪个对提高抗剪承载力最有效？（）A；Bc；C；D、；10矩形截面非对称配筋的小偏拉构件（）

3、A没有受压区，As 不屈服；B没有受压区，As 受拉屈服；C有受压区，As 受压屈服；D有受压区，As 不屈服；11.当钢筋混凝土裂缝宽度不满足要求时，可以采取（）等措施。A增大截面尺寸B提高混凝土强度等级C减少钢筋直径D.增大钢筋截面面积精心整理12.双筋矩形截面应满足sa2x的条件，其目的是（）。A.防止超筋破坏B.保证受压钢筋屈服C.防止少筋破坏D.保证受拉钢筋屈服二、填空题（每空1 分，共 8 分）1.衡量钢筋塑性的两个指标为、。2.钢筋混凝土梁斜截面的破坏形态主要有破坏、破坏和破坏三种。3钢筋混凝土梁中的腹筋指和。4.轴心受拉构件用先张法施工，放松钢筋后混凝土的应力为pc，则预应力钢

4、筋的的应力为。三、简答题（每空1 分，共 10 分）1.简述钢筋和混凝土共同工作的原因。2.普通箍筋柱中纵筋和箍筋的作用分别是什么？3.简述弯剪扭构件的破坏形态及其特点。4、何谓张拉控制应力？为什么先张法构件预应力筋的张拉控制应力限值比后张法构件高？四、计算题（共48 分）1.（14 分）已知混凝土简支梁计算跨度为6.0m，板传来的永久荷载以及梁的自重标准值为15.6kN/m，板传来的楼面活荷载标准值为 10.7kN/m，梁的截面尺寸为bh250mm 500mm，混凝土强度等级为C25（b0.518），钢筋采用HRB335（fy=300N/mm2）,环境类别为一类（最小保护层厚度为25mm），

5、结构安全等级为二级。试求:所需纵向钢筋截面面积As。2.（10 分）钢筋混凝土矩形截面简支梁，截面尺寸 bh250mm 600mm，混凝土等级C25，纵向钢筋HRB400级（fy=360N/mm2），箍筋 HPB235级（fy v=210N/mm2），承受均布荷载设计值 q86kN/m（包括自重），根据正截面受弯承载力计算配置的纵筋为 425。试根据斜截面受剪承载力要求确定只配箍筋时的箍筋用量。3.（14分）钢筋混凝土偏心受压柱，承受轴向压力设计值,kN2300N弯矩设计值mkN550M，截面尺寸为mm40aamm650hmm500bss,，柱的计算长度m84l0.，采用 C35混凝土（2cm

6、mN716f.）和 HRB335钢筋（2yymmN300ff），要求进行截面对称配筋设计。（本题计算时稳定系数984.0。）4.（10 分）矩形混凝土简支梁，截面尺寸为200mm 500mm，配置 416HRB400级受力钢筋，混凝土强度等级为 C20，保护层厚度 c 25mm，l0=5.6m；承受均布载荷，其中永久荷载（包括自重）标准值 gk 12.4kN/m，活载标准值 qk 8kN/m，活载准永久系数 q 0.5。构件的短期刚度为21310182mmN.，梁的允许挠度为2000/l，试

7、验算其挠度。附：C25 的混凝土fc=11.9N/mm2，ft=1.27N/mm2，1 1.0。文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码

8、:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6

9、F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码

10、:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6

11、F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码

12、:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6

13、F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9精心整理永久荷载分项系数为1.2，活荷载分项系数为1.4，结构重要性系数为1.0。混凝土强度影响系数c当混凝土等级不超过C50时取 1.0，混凝土等级为C80时取 0.8，其间按直线内插取用。梁高 500 800，070bhf.t，梁中箍筋最大间距

14、为250；070bhf.t，梁中箍筋最大间距为350。偏心距增大系数计算公式：21200140011hlhei其中：NAf.c501，当11时，取11；h/l.h/l.h/l0202001015130150115时，时，0150.h/l时，可取skqkBM)(MMB1，式中4002.，BlMfk20485混凝土结构设计原理考试试卷标准答案（2007 至 2008 学年第 2 学期期末）（A卷）一、选择（每小题2 分，共 24 分）1.B2.B3.A4.A5.C6.C7.D8.B9.A10.B11.A12.B 二、填空题（每空1 分，共 8 分）1.冷弯性能、伸长率2.斜压、剪压、斜拉3.箍筋、

15、弯起钢筋4.pcElIcom三、简答题（每题5 分，共 20 分）1.简述钢筋和混凝土共同工作的原因。答：1)二者具有相近的线膨胀系数2)在混凝土硬化后，二者之间产生了良好的粘结力，包括()钢筋与混凝土接触面上的化学吸附作用力()混凝土收缩握裹钢筋而产生摩阻力（）钢筋表面凹凸不平与混凝土之间产生的机械咬合作用力2.普通箍筋柱中纵筋和箍筋的作用分别是什么？答：纵筋的作用：提高柱的承载力，减小截面尺寸，改善破坏时构件的延性，减小混凝土的徐变变形；箍筋的作用：与纵筋形成骨架，防止纵筋受力后外凸。3.简述弯剪扭构件的破坏形态及其特点。答：1)弯型破坏：底面、两侧面混凝土开裂，底部钢筋先屈服，顶面混凝土

16、后压碎，剪力较小，弯矩/扭矩较大，底部钢筋多于顶部钢筋文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K

17、1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R

18、8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K

19、1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R

20、8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K

21、1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R

22、8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9精心整理2)扭型破坏：顶面、两侧面混凝土开裂，顶部钢筋受扭屈服，底部混凝土后压碎，剪力较小，扭矩/弯矩较大，顶部钢筋较少3)扭剪型破坏：长边一侧混凝土开裂，该侧抗扭纵筋，抗扭、抗剪箍筋屈服，另一长边混凝土压碎，剪力、扭矩较大。4.何谓张拉控制应力？为什么先张法构件预应力筋的张拉控制应力限值比后张法构件高？

23、答：张拉控制应力是指预应力钢筋在进行张拉时所控制达到的最大应力值。先张法构件预应力钢筋的张拉控制应力限值比后张法高的原因是：先张法是在浇灌混凝土之前在台座上张拉钢筋，故在预应力钢筋中建立的拉应力就是张拉控制应力con。后张法是在混凝土构件上张拉钢筋，在张拉的同时，混凝土被压缩，张拉设备千斤顶所指示的张拉控制应力已扣除混凝土弹性压缩后的钢筋应力。所以后张法构件的con值应适当低于先张法。四、计算题（共48 分）1.解：1)求最大弯矩设计值。mkN6515106710814106615812101MMM22QkQGkG0.).(.)(2)求钢筋面积设mm35as,则h0=500-35=465mm。

24、2360465250911011065151bhfM2620c1s.求计算系数518027302360211211bs.满足适筋破坏条件。求As2yc1smm91258300465273025091101fbxfA.2.解：（1）支座边缘截面剪力设计值V=2186(5.4-0.24)kN=221.9kN（2）复核梁截面尺寸hw=h0=600-35=565mm 26.2250565bhw 4，属一般梁则 0.25cfcbh0=0.25 1.0 11.9 250 565kN=420.2kN 221.9kN 截面尺寸满足要求。（3）验算是否

25、按构造配箍0.7ftbh0=0.7 1.27 250 565kN=125.6kNV=221.9kN 文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:C

26、P1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6

27、P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:C

28、P1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6

29、P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:C

30、P1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6

31、P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9精心整理故需按计算配置箍筋（4）所需腹筋的计算由V 0.7ftbh0+1.25fy vSAsvh0得snAsv1mmmm649.056521025.1125600221900选用双肢箍8，则As v1=50.3mm2

32、，可求得smmmm155649.03.502取 s=150mm，箍筋沿梁长均布置。3.解：1）计算偏心距增大系数。4.765048000hl5，应考虑二阶弯矩的影响。mmNMe23910230010550360；mmh223065030mm20，取mmea22mmeeeai26122239018.11023006505007.165.05.031NAfc1，取114.70hl15，取1209.1114.7610261140011140011221200hlheimmaheesi56940265026109.122）判别偏心类型mmbfNxc2755007.160.110230

33、031mmas804022xmmhb33661055.00；属于大偏心受压，且x为真实值。3)计算钢筋面积230011308)40610(300)2275610(2755007.160.1569102300)()2(mmahfxhbxfNeAAsycss文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R

34、8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K

35、1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R

36、8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K

37、1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R

38、8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K

39、1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9精心整理sA2min650650500002.0mmbh4）验算垂直于弯矩作用平面的受压承载力kNAfAf

40、Nsycu5175)13883006505007.16(984.09.0)(9.0满足要求。4.解：（1）求 Mk及 Mq。mkN.lqlgMkkk97796588165412818181222020mkN.lqlgMkqkq2964658508165412818181222020（2）计算。020.，所以213131021110182977912296497791mmN.BM)(MMBskqk）（3）变形验算。mm.BlMfk592110211560010977948548513262020012591560059210/.l/f，变形满足要求。文档编码:CP1W6V5R8T6 HG7E9M

41、6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编

42、码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M

43、6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编

44、码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M

45、6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编

46、码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9文档编码:CP1W6V5R8T6 HG7E9M6F6P4 ZK3K1Q2H3S9

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