1、 模擬施工模擬施工n在豎向恒載作用下，結(jié)構(gòu)變形基本上是在施工過(guò)程中逐層形成的。F逐層形成結(jié)構(gòu)剛度；F逐層找平；F逐層加荷載。F在逐層施工過(guò)程中，基礎(chǔ)發(fā)生不均勻沉降。 nii222nnnnii111nii111nii222nnn方法比較總結(jié)：1.模擬施工未考慮基礎(chǔ)的變形，沉降差偏大（剪力墻受力大）2.模擬施工計(jì)算方法理論不嚴(yán)謹(jǐn)，但結(jié)果與手算吻合較好。模擬施工和模擬施工都是不完全的模擬方法，轉(zhuǎn)換梁受力偏小的問(wèn)題沒(méi)有解決。轉(zhuǎn)換梁的內(nèi)力放大也許考慮了這一因素，因此一定要指定轉(zhuǎn)換構(gòu)件非耦聯(lián) 耦聯(lián)mjjSS12ininijiijijiijitjGrYXGX1122)(/mjmkkjjkSSS1 6.雙向地

2、震作用 公式中:Sx和 Sy表示在算X向地震作用下,由于結(jié)構(gòu)的不對(duì)稱(chēng),在X向和Y向產(chǎn)生的地震力. 22)85. 0(yxxSSS22)85. 0 (xyySSS考慮雙向地震帶來(lái)的配筋增大1. 規(guī)則框架例 2. 框剪結(jié)構(gòu)例規(guī)則框架規(guī)則框架單、雙向地震單、雙向地震（單偏壓配筋）對(duì)比（單偏壓配筋）對(duì)比柱類(lèi)別軸力(kN)配筋率RAsX 向配筋A(yù)sx(mm*mm)Y 向配筋A(yù)sy(mm*mm)配箍率Rsv單地-23452.5257524400.85雙地-25532.85283828001.17角柱比值1.091.141.10211.14751.3765單地-24212.63212615021.3雙地-2

3、4353.07214120311.3邊柱比值1.011.16731.00711.35221.0單地-3082.2.312266.2402.1.01雙地-3088.2.322266.2416.1.17中柱比值1.001.00431.001.00581.1584框剪結(jié)構(gòu)框剪結(jié)構(gòu)雙、單地震雙、單地震(單向偏壓配筋單向偏壓配筋)對(duì)比對(duì)比柱類(lèi)別軸力(kN)配筋率RAsX 向配筋A(yù)sx(mm*mm)Y 向配筋A(yù)sy(mm*mm)配箍率Rsv單地-2598.001.00001885.002351.00 1.1600雙地-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)單地-5263.003.32004432.005807.001.1600雙地-5888.004.70006226.007975.001.3000邊柱比值1.1188(1.0305)1.4157(1.0647)1.4048(1.0552)1.3733(1.0655)1.1207(1.0129)單地-6016.000.86001229.001653.001.3000雙地-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)偶然偏心的四種方式 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 層 混 凝 土 構(gòu) 件 配 筋 及 鋼 構(gòu) 件 應(yīng) 力 比 簡(jiǎn) 圖 ( 單 位 : cm*cm )本 層 : 層 高 = 3300(mm) 梁 總 數(shù) = 38 柱 總 數(shù) =

10、 26 支 撐 數(shù) =0 墻 總 數(shù) = 2 墻 柱 數(shù) = 0 墻 梁 數(shù) = 2 混 凝 土 強(qiáng) 度 等 級(jí) : 梁 Cb = 25 柱 Cc = 35 墻 Cw = 25(白 色 墻 體 為 短 肢 剪 力 墻 結(jié) 構(gòu) 中 的 短 肢 剪 力 墻 )雙向地震起控制作用的算例 多方向地震的輸出標(biāo)記: 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號(hào)工程名結(jié)構(gòu)類(lèi)型層數(shù)/高度(m)有否有斜向布置構(gòu)件多方向地震輸入角度1E1框架10/30.0有45,-452Fram1框架10/

13、30.0無(wú)30,60,-30,-603Exam7框架7/25.2無(wú)30,60,-30,-604Exam55框剪15/63.83有45,-455E213框剪18/57.85無(wú)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 層墻柱 墻梁編號(hào)及節(jié)點(diǎn)簡(jiǎn)圖 梁總數(shù) = 92 柱總數(shù) = 52 墻梁數(shù) = 0 墻柱數(shù) = 0 有斜交抗側(cè)力結(jié)構(gòu)1234567891011121314151617181920212223242526272829303132333435363738123456789101112131415161718192021222

15、324Xm=15.00Ym=7.95Xs=15.00Ys=7.95Rx=1.00Ry=1.00第 1 層墻柱 墻梁編號(hào)及節(jié)點(diǎn)簡(jiǎn)圖 梁總數(shù) = 38 柱總數(shù) = 24 墻梁數(shù) = 0 墻柱數(shù) = 0 無(wú)斜交抗側(cè)力結(jié)構(gòu)1234567891011121314151617181920212223242526272829303132333435363738394041424344454647484950515253545556575859606162636465666768697071727374757677787980818283848586878889909192123456789101112131

16、41516171819202122232425262728293031323334Xm=17.19Ym=16.62Xs=17.15Ys=16.27Rx=1.00Ry=1.00第 1 層墻柱 墻梁編號(hào)及節(jié)點(diǎn)簡(jiǎn)圖 梁總數(shù) = 92 柱總數(shù) = 34 墻梁數(shù) = 0 墻柱數(shù) = 0 無(wú)斜交抗側(cè)力結(jié)構(gòu)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 層墻柱 墻梁編號(hào)及節(jié)點(diǎn)簡(jiǎn)圖 梁總數(shù) = 215 柱總數(shù) = 44 墻梁數(shù) = 7 墻柱數(shù) = 42 有斜交抗側(cè)力結(jié)構(gòu)123456789101112130.30-1.101123456789101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354555657585960616263646

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

21、9Ys=11.69Rx=1.00Ry=1.00第 1 層墻柱 墻梁編號(hào)及節(jié)點(diǎn)簡(jiǎn)圖 梁總數(shù) = 143 柱總數(shù) = 44 墻梁數(shù) = 1 墻柱數(shù) = 13 無(wú)斜交抗側(cè)力結(jié)構(gòu)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 層墻柱 墻梁編號(hào)及節(jié)點(diǎn)簡(jiǎn)圖 梁總數(shù) = 845 柱總數(shù) = 74 墻梁數(shù) = 19 墻柱數(shù) = 112 有斜交抗側(cè)力結(jié)構(gòu) 多方向地震輸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)梁負(fù)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)由本組例題可以看到： 剛性樓板剛性樓板3個(gè)帶質(zhì)量的自個(gè)帶質(zhì)量的自由度由度Dx、Dy、z彈性節(jié)點(diǎn)有彈性節(jié)點(diǎn)有2個(gè)帶質(zhì)量的自個(gè)帶質(zhì)量的自由度由度dx、dy八層鋼框架：八層鋼框架：存在大量越層柱和彈性節(jié)點(diǎn)，這種情況存在大量越層柱和彈性節(jié)點(diǎn)，這種情況往往需要很多振型才能使有效質(zhì)量系數(shù)滿足要求。往往需要很多振型才能使有效質(zhì)量系數(shù)滿足要求。原因：

33、原因：振型整體性差，局部振動(dòng)明顯振型整體性差，局部振動(dòng)明顯8層結(jié)構(gòu)：算了層結(jié)構(gòu)：算了30個(gè)振個(gè)振型有效質(zhì)量系數(shù)仍不夠型有效質(zhì)量系數(shù)仍不夠活荷計(jì)算需注意：此項(xiàng)調(diào)整只針對(duì)豎向荷載對(duì)地震力和風(fēng)荷載不起作用。按樓層剛度比判斷薄弱層按樓層承載力比判斷薄弱層)/1 (5 . 0)(0ckccGcGsasykacyfhbNhNahAfMHiMiMiValcyaucyyj)()()(mjyjyiVV1)(10. 11.頂層小塔樓地震力放大系數(shù)剪力墻底部加強(qiáng)區(qū)A. 現(xiàn)在的版本中，地下室是否作為剪力墻底部加強(qiáng)區(qū)由剪力墻底部加強(qiáng)區(qū)起算層號(hào)決定B. 地下室以上底部加強(qiáng)區(qū)的范圍按照高規(guī)決定 )150()10/,()8/

34、,(21HIFHHMINHHHHMAXHSSS)8/,(21HHHHMAXHTS帶框支層的結(jié)構(gòu)：12.剪力墻加強(qiáng)區(qū)的起算層號(hào)12345加強(qiáng)區(qū)起算層號(hào)為3層，則加強(qiáng)區(qū)范圍為3，4，5層7 . 22GHEJd201niiGD此參數(shù)專(zhuān)用于鋼柱,當(dāng)選擇“有側(cè)移”時(shí),程序按鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范附錄4.2的公式計(jì)算，當(dāng)選擇“無(wú)側(cè)移”時(shí)，程序按鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范附錄4.1的公式計(jì)算。 地下建筑和小型鋼結(jié)構(gòu)與主體結(jié)構(gòu)相連時(shí)可考慮為無(wú)側(cè)移結(jié)構(gòu).4) n第7.3.11條規(guī)定，一般多層房屋中梁柱為剛接的框架結(jié)構(gòu)，各層柱的計(jì)算長(zhǎng)度系數(shù)可按表7.3.11-2取用。n當(dāng)水平荷載產(chǎn)生的彎矩設(shè)計(jì)值占總彎矩設(shè)計(jì)值的75%以上時(shí)，框架柱的

35、計(jì)算長(zhǎng)度系數(shù)可按下列兩公式計(jì)算，并取其中的較小值： lu15. 00 . 1min2.00.2恒載彎矩圖(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活載彎矩包絡(luò)圖(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