结构设计的常见问题处理PPT

1、 模拟施工模拟施工n在竖向恒载作用下，结构变形基本上是在施工过程中逐层形成的。F逐层形成结构刚度；F逐层找平；F逐层加荷载。F在逐层施工过程中，基础发生不均匀沉降。 nii222nnnnii111nii111nii222nnn方法比较总结：1.模拟施工未考虑基础的变形，沉降差偏大（剪力墙受力大）2.模拟施工计算方法理论不严谨，但结果与手算吻合较好。模拟施工和模拟施工都是不完全的模拟方法，转换梁受力偏小的问题没有解决。转换梁的内力放大也许考虑了这一因素，因此一定要指定转换构件非耦联 耦联mjjSS12ininijiijijiijitjGrYXGX1122)(/mjmkkjjkSSS1 6.双向地

2、震作用 公式中:Sx和 Sy表示在算X向地震作用下,由于结构的不对称,在X向和Y向产生的地震力. 22)85. 0(yxxSSS22)85. 0 (xyySSS考虑双向地震带来的配筋增大1. 规则框架例 2. 框剪结构例规则框架规则框架单、双向地震单、双向地震（单偏压配筋）对比（单偏压配筋）对比柱类别轴力(kN)配筋率RAsX 向配筋Asx(mm*mm)Y 向配筋Asy(mm*mm)配箍率Rsv单地-23452.5257524400.85双地-25532.85283828001.17角柱比值1.091.141.10211.14751.3765单地-24212.63212615021.3双地-2

3、4353.07214120311.3边柱比值1.011.16731.00711.35221.0单地-3082.2.312266.2402.1.01双地-3088.2.322266.2416.1.17中柱比值1.001.00431.001.00581.1584框剪结构框剪结构双、单地震双、单地震(单向偏压配筋单向偏压配筋)对比对比柱类别轴力(kN)配筋率RAsX 向配筋Asx(mm*mm)Y 向配筋Asy(mm*mm)配箍率Rsv单地-2598.001.00001885.002351.00 1.1600双地-2776.001.13002291.002644.00 1.1600角柱比值1.0685

4、(1.0359)1.130(1.0378)1.2154(1.0431)1.1246(1.0052)1.00(1.000)单地-5263.003.32004432.005807.001.1600双地-5888.004.70006226.007975.001.3000边柱比值1.1188(1.0305)1.4157(1.0647)1.4048(1.0552)1.3733(1.0655)1.1207(1.0129)单地-6016.000.86001229.001653.001.3000双地-7251.001.61002262.002592.001.6800中柱比值1.2053(1.0230)1.87

5、21(1.0822)1.8405(1.0574)1.5681(1.0824)1.2923(1.0209)偶然偏心的四种方式 1.8G2.0-0.0772.0(0.48)1.8G3.1-0.0772.0(0.73)1.8G3.1-0.0772.0(0.74)1.8G3.1-0.0972.0(0.74)1.8G3.1-0.01172.0(0.73)1.8G2.0-0.0772.0(0.49)1.8G3.1-0.0772.0(0.71)1.8G4.3-0.025252.0(1.03)1.8G4.3-0.029292.0(1.07)1.8G4.3-0.030282.0(1.06)1.8G4.0-0.0

6、23172.0(0.91)1.8G2.3-0.0772.0(0.50)0.0G0.0-0.014142.0(0.43)0.0G0.0-0.0000.0(0.35)1.8G3.4-0.01072.0(0.82)1.8G3.1-0.0972.0(0.73)1.8G2.3-0.0772.0(0.50)1.8G2.0-0.0772.0(0.42)1.8G2.0-0.0772.0(0.45)1.8G1.6-0.0772.0(0.30)0.0G0.0-0.09102.0(0.46)1.8G2.7-0.0772.0(0.68)1.8G2.0-0.0772.0(0.44)1.8G2.0-0.0772.0(0.

7、45)1.8G2.0-0.0772.0(0.45)1.8G1.6-0.0772.0(0.30)12-0-12G0.5-0.55-7-512-0-12G0.5-0.55-7-512-0-12G0.5-0.55-7-512-0-12G0.5-0.55-7-512-0-12G0.5-0.55-7-513-0-12G0.5-0.55-10-513-0-12G0.5-0.55-10-513-0-13G0.5-0.55-10-512-0-13G0.5-0.55-10-58-0-10G0.5-0.55-7-517-0-12G0.5-0.55-10-59-0-10G0.5-0.55-6-59-0-10G0.5

8、-0.55-7-58-0-8G0.5-0.55-7-57-0-10G0.5-0.55-7-56-0-5G0.5-0.55-4-55-0-5G0.5-0.55-4-55-0-5G0.5-0.55-4-512-0-12G0.5-0.55-10-511-0-17G0.5-0.55-10-511-0-9G0.5-0.55-7-59-0-9G0.5-0.55-7-517-0-15G0.5-0.55-10-515-0-15G0.5-0.55-10-58-0-9G0.5-0.55-4-58-0-8G0.5-0.55-4-58-0-9G0.5-0.55-4-521-0-19G0.5-0.55-10-519-0

9、-21G0.5-0.55-10-524-0-23G0.5-0.56-10-618-0-21G0.5-0.56-8-624-0-24G0.5-0.59-9-910-0-13G0.5-0.55-7-512-0-9G0.5-0.55-7-513-0-13G0.5-0.55-7-513-0-14G0.5-0.55-7-513-0-12G0.5-0.56-6-612-0-13G0.5-0.56-6-619H1.65H1.5第 2 层 混 凝 土 构 件 配 筋 及 钢 构 件 应 力 比 简 图 ( 单 位 : cm*cm )本 层 : 层 高 = 3300(mm) 梁 总 数 = 38 柱 总 数 =

10、 26 支 撑 数 =0 墙 总 数 = 2 墙 柱 数 = 0 墙 梁 数 = 2 混 凝 土 强 度 等 级 : 梁 Cb = 25 柱 Cc = 35 墙 Cw = 25(白 色 墙 体 为 短 肢 剪 力 墙 结 构 中 的 短 肢 剪 力 墙 )双向地震起控制作用的算例 多方向地震的输出标记: EX1,EY1；EX2,EY2；EX3,EY3；EX4,EY4；EX5,EY5；(iCase) Shear-X Shear-Y Axial Mx-Btm My-Btm Mx-Top My-Top - N-C = 1 Node-i= 488, Node-j= 39, DL= 6.000(m),

11、Angle= 0.000 ( 1) 28.4 13.1 -31.8 -25.5 55.3 -52.8 -115.0 ( 2) -5.7 40.6 44.7 -78.9 -11.1 -165.0 22.9 ( 3) 3.2 -0.2 1.3 0.4 6.3 0.8 -13.0 ( 4) -0.3 4.8 -3.4 -9.3 -0.6 -19.4 1.3 ( 5) -0.6 -1.9 -249.0 3.6 -1.1 7.8 2.3 ( 6) 1.2 -0.4 -97.1 0.6 2.4 1.9 -5.1 EX1 27.4 12.6 -33.0 -24.6 53.4 -50.9 -111.1 EY1

12、 -9.3 40.8 43.9 -79.2 -18.2 -165.6 37.6 EX2 20.3 26.2 39.0 -50.9 39.6 -106.5 -82.4 EY2 -20.6 33.7 38.7 -65.4 -40.2 -136.6 83.4 EX3 12.9 34.9 42.8 -67.7 25.1 -141.6 -52.3 EY3 -25.9 24.6 34.4 -47.9 -50.5 -99.8 105.0 -多方向地震作用工程例多方向地震作用工程例序号工程名结构类型层数/高度(m)有否有斜向布置构件多方向地震输入角度1E1框架10/30.0有45,-452Fram1框架10/

13、30.0无30,60,-30,-603Exam7框架7/25.2无30,60,-30,-604Exam55框剪15/63.83有45,-455E213框剪18/57.85无30,60,-30,-606Zjsc框剪36/115.9有45,-4512345678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152535455565758596061626364656667686970717273747576777879808182838485868788899091921234

14、5678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152Xm=10.60Ym=12.39Xs=10.26Ys=11.09Rx=1.00Ry=1.00第 1 层墙柱 墙梁编号及节点简图 梁总数 = 92 柱总数 = 52 墙梁数 = 0 墙柱数 = 0 有斜交抗侧力结构1234567891011121314151617181920212223242526272829303132333435363738123456789101112131415161718192021222

15、324Xm=15.00Ym=7.95Xs=15.00Ys=7.95Rx=1.00Ry=1.00第 1 层墙柱 墙梁编号及节点简图 梁总数 = 38 柱总数 = 24 墙梁数 = 0 墙柱数 = 0 无斜交抗侧力结构1234567891011121314151617181920212223242526272829303132333435363738394041424344454647484950515253545556575859606162636465666768697071727374757677787980818283848586878889909192123456789101112131

16、41516171819202122232425262728293031323334Xm=17.19Ym=16.62Xs=17.15Ys=16.27Rx=1.00Ry=1.00第 1 层墙柱 墙梁编号及节点简图 梁总数 = 92 柱总数 = 34 墙梁数 = 0 墙柱数 = 0 无斜交抗侧力结构123456789101 11 2131 4151617181920212223242526272829303132333435363 73839404 1420.25-2.8210.25-2.9220.25-2.8230.25-1.3040.25-1.4250.20-2.7260.20-2.727123

17、45678910111213141516171 81 92 02 12 22 3242526272829303132333435363738394041424344454647484950515253545556575859606162636465666768697071727374757677787980818283848586878889909192939495969798991001011021031041051061071081091101111121131141 1 51 1 611711811912012112212312412512612712812913013113213313

18、41351361371381391401411421431441451461471481491501 5 11521531 5 41551 5 61571581591601 6 11 6 21 6 31 6 41651 6 61671681691701711721731741751761771781791801811821831841851861871881891901911921931941951961971981992 0 02 0 12 0 22032042052062072082092102112122132142151234567891011121314151617181920212

19、223242526272829303132333435363738394041424344Xm=19.10Ym=18.76Xs=20.66Ys=17.85Rx=1.00Ry=1.00第 1 层墙柱 墙梁编号及节点简图 梁总数 = 215 柱总数 = 44 墙梁数 = 7 墙柱数 = 42 有斜交抗侧力结构123456789101112130.30-1.101123456789101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263646

20、5666768697071727374757677787980818283848586878889909192939495969798991001011021031041051061071081091101111121131141151161171181191201211221231241251261271281291301311321331341351361371381391401411421431234567891011121314151617181920212223242526272829303132333435363738394041424344Xm=4.53Ym=9.23Xs=5.0

21、9Ys=11.69Rx=1.00Ry=1.00第 1 层墙柱 墙梁编号及节点简图 梁总数 = 143 柱总数 = 44 墙梁数 = 1 墙柱数 = 13 无斜交抗侧力结构12345678910111213141516171819202122232425262728293031323334353637383940414243444546474849505152535455565758596061626364656667686970717273747576777879808182838485868788899091929394959697989910010110210310410510610710

22、81091101111120.40-1.6010.40-1.9020.40-1.9030.40-1.9040.40-1.9050.40-1.9060.40-1.9070.40-1.9080.40-1.9090.40-1.90100.40-1.90110.40-1.90120.40-1.90130.40-1.90140.40-1.90150.40-1.90160.40-1.90170.40-1.90180.40-1.9019123456789101112131415161718192021222324252627282930313233343536373839404142434445464748

23、495051525354555657585960616263646566676869707172737475767778798081828384858687888990919293949596979899100101102103104105106107108109110111112113114115116117118119120121122123124125126127128129130131132133134135136137138139140141142143144145146147148149150151152153154155156157158159160161162163164165

24、166167168169170171172173174175176177178179180181182183184185186187188189190191192193194195196197198199200201202203204205206207208209210211212213214215216217218219220221222223224225226227228229230231232233234235236237238239240241242243244245246247248249250251252253254255256257258259260261262263264265

25、266267268269270271272273274275276277278279280281282283284285286287288289290291292293294295296297298299300301302303304305306307308309310311312313314315316317318319320321322323324325326327328329330331332333334335336337338339340341342343344345346347348349350351352353354355356357358359360361362363364365

26、366367368369370371372373374375376377378379380381382383384385386387388389390391392393394395396397398399400401402403404405406407408409410411412413414415416417418419420421422423424425426427428429430431432433434435436437438439440441442443444445446447448449450451452453454455456457458459460461462463464465

27、466467468469470471472473474475476477478479480481482483484485486487488489490491492493494495496497498499500501502503504505506507508509510511512513514515516517518519520521522523524525526527528529530531532533534535536537538539540541542543544545546547548549550551552553554555556557558559560561562563564565

28、566567568569570571572573574575576577578579580581582583584585586587588589590591592593594595596597598599600601602603604605606607608609610611612613614615616617618619620621622623624625626627628629630631632633634635636637638639640641642643644645646647648649650651652653654655656657658659660661662663664665

29、666667668669670671672673674675676677678679680681682683684685686687688689690691692693694695696697698699700701702703704705706707708709710711712713714715716717718719720721722723724725726727728729730731732733734735736737738739740741742743744745746747748749750751752753754755756757758759760761762763764765

30、766767768769770771772773774775776777778779780781782783784785786787788789790791792793794795796797798799800801802803804805806807808809810811812813814815816817818819820821822823824825826827828829830831832833834835836837838839840841842843844845123456789101112131415161718192021222324252627282930313233343

31、5363738394041424344454647484950515253545556575859606162636465666768697071727374Xm=57.94Ym=54.13Xs=50.34Ys=55.52Rx=1.00Ry=1.00第 1 层墙柱 墙梁编号及节点简图 梁总数 = 845 柱总数 = 74 墙梁数 = 19 墙柱数 = 112 有斜交抗侧力结构 多方向地震输入配筋增加量工程名E1FRAM1(正交)EXAM7(正交)EXAM55E213(正交)ZJSC柱1.89(1.03)1.0(1.0)1.30(1.004)1.74(1.05)1.24(1.002)1.19(1

32、.01)梁正筋1.69(1.06)1.0(1.0)1.21(1.001)1.84(1.004)1.09(1.001)1.64(1.008)梁负筋1.62(1.12)1.0(1.0)1.16(1.01)1.84(1.02)1.07(1.001)1.61(1.001)由本组例题可以看到： 刚性楼板刚性楼板3个带质量的自个带质量的自由度由度Dx、Dy、z弹性节点有弹性节点有2个带质量的自个带质量的自由度由度dx、dy八层钢框架：八层钢框架：存在大量越层柱和弹性节点，这种情况存在大量越层柱和弹性节点，这种情况往往需要很多振型才能使有效质量系数满足要求。往往需要很多振型才能使有效质量系数满足要求。原因：

33、原因：振型整体性差，局部振动明显振型整体性差，局部振动明显8层结构：算了层结构：算了30个振个振型有效质量系数仍不够型有效质量系数仍不够活荷计算需注意：此项调整只针对竖向荷载对地震力和风荷载不起作用。按楼层刚度比判断薄弱层按楼层承载力比判断薄弱层)/1 (5 . 0)(0ckccGcGsasykacyfhbNhNahAfMHiMiMiValcyaucyyj)()()(mjyjyiVV1)(10. 11.顶层小塔楼地震力放大系数剪力墙底部加强区A. 现在的版本中，地下室是否作为剪力墙底部加强区由剪力墙底部加强区起算层号决定B. 地下室以上底部加强区的范围按照高规决定 )150()10/,()8/

34、,(21HIFHHMINHHHHMAXHSSS)8/,(21HHHHMAXHTS带框支层的结构：12.剪力墙加强区的起算层号12345加强区起算层号为3层，则加强区范围为3，4，5层7 . 22GHEJd201niiGD此参数专用于钢柱,当选择“有侧移”时,程序按钢结构设计规范附录4.2的公式计算，当选择“无侧移”时，程序按钢结构设计规范附录4.1的公式计算。 地下建筑和小型钢结构与主体结构相连时可考虑为无侧移结构.4) n第7.3.11条规定，一般多层房屋中梁柱为刚接的框架结构，各层柱的计算长度系数可按表7.3.11-2取用。n当水平荷载产生的弯矩设计值占总弯矩设计值的75%以上时，框架柱的

35、计算长度系数可按下列两公式计算，并取其中的较小值： lu15. 00 . 1min2.00.2恒载弯矩图(KN-M)-21.4-40.3 0.0 1.1 0.0 0.0 0.0-1.1 21.4 40.3-50.3-46.6 3.8 3.1 0.0 0.0-3.8-3.1 50.3 46.6-46.2-46.4 1.6 2.0 0.0 0.0-1.6-2.0 46.2 46.4-46.4-46.3 2.2 2.1 0.0 0.0-2.2-2.1 46.4 46.3-46.4-46.6 2.3 2.9 0.0 0.0-2.3-2.9 46.4 46.6-46.2-43.0 0.8-1.0 0.0

36、 0.0-0.8 1.0 46.2 43.0-51.4-77.3 6.4 9.8 0.0 0.0-6.4-9.8 51.4 77.3 90.6-109.3-60.9 104.3-103.0-57.1 103.0-104.3-57.1 109.3-90.6-60.9 92.9-108.5-60.1 103.7-103.3-57.3 103.3-103.7-57.3 108.5-92.9-60.1 92.8-108.3-60.2 104.0-103.2-57.2 103.2-104.0-57.2 108.3-92.8-60.2 92.8-108.4-60.2 103.9-103.2-57.2 10

37、3.2-103.9-57.2 108.4-92.8-60.2 92.9-108.1-60.3 104.3-103.0-57.1 103.0-104.3-57.1 108.1-92.9-60.3 94.5-108.3-59.4 102.9-103.7-57.5 103.7-102.9-57.5 108.3-94.5-59.4 77.3-115.1-64.6 105.3-102.5-56.9 102.5-105.3-56.9 115.1-77.3-64.6活载弯矩包络图(KN-M) 1.4 3.3-6. 12.6 6.7 13.1-7. 13.3 6.3 12.9-6. 12.9 7.1 13.3

38、-6. 13.1 6.4 12.6-1. 3.3 1.8 3.5-13. 14.9 13.6 15.6-13. 16.0 13.8 15.9-13. 15.9 13.6 16.0-13. 15.6 13.7 14.9-1. 3.5 3.9 4.0-15. 15.9 15.9 16.3-17. 17.5 16.8 17.2-16. 17.2 17.0 17.5-15. 16.3 15.5 15.9-3. 4.0 4.2 4.2-16. 16.5 16.6 16.5-18. 18.1 17.9 17.9-17. 17.9 18.0 18.1-16. 16.5 16.4 16.5-4. 4.2 4.

39、3 4.3-16. 17.0 16.7 17.0-18. 18.7 18.4 18.6-18. 18.6 18.5 18.7-16. 17.0 16.9 17.0-4. 4.3 4.4 5.5-17. 17.7 16.7 17.6-19. 20.4 18.7 19.4-18. 19.4 19.2 20.4-16. 17.6 17.3 17.7-4. 5.5 4.5 4.4-18. 25.9 18.7 22.3-20. 24.0 20.8 25.2-20. 25.2 20.1 24.0-18. 22.3 18.7 25.9-4. 4.4-15.7 23.4-25.6-15.8 27.0-27.0

40、-15.8 27.0-27.0-15.7 25.6-23.4-16.1 25.9-26.8-16.4 29.5-29.7-16.4 29.7-29.5-16.1 26.8-25.9-16.2 27.4-27.2-16.5 31.0-31.2-16.5 31.2-31.0-16.2 27.2-27.4-16.2 28.6-27.5-16.6 32.1-32.4-16.6 32.4-32.1-16.2 27.5-28.6-16.3 29.4-27.7-16.7 32.9-33.2-16.7 33.2-32.9-16.3 27.7-29.4-16.4 30.5-28.1-16.9 33.9-34.4-16.9 34.4-33.9-16.4 28.1-30.5-18.1 25.9-29.4-18.3 33.2-34.1-18.3