2012届毕业设计手算计算书基本步骤模板3(2)

Mbr边??325.76/0?.75 Mbl边?Mbr边?308.1?1 VGb?12[4.4?12?.330?0.02??0.35kN ?23m32?9.34 5K6N37m.4]KN1 7.532.32?1.67?2查表得,h>30m时,抗震烈度为7度时,柱端剪力增大系数?vb=1.2 则 VB??vb(Mb边?Mb边)lnlr?VGb?1.2?637.452.3?17.53?350.11KN ?REVB?0.85?350.?11

3、四层AB跨:

由公式知: VA??MA2K9N 7.?MlB?12q1l?(1??)2q2l 梁上荷载设计值:

q1?1.2?17.685?21.22kN/m

)N3m0.34 q2?1.2?(21.0?84?0.5?8.4k

/VA??293.37/0.75?452.36/0.756.62.16.6?0.5?21.22?6.6左震时: ?0.5?(1? )?6.6?30.34??12.36kN?0则MMAX发生在左支座.

MMAX?1.3MEK?1.M0GK?1.3?399.?48(?97.3?0.?519k)N4m?12.52

?REMMAX?0.75?412.52?309.39kN?m

VA?485.61/0.75?252.21/0.756.62.16.6?0.5?21.22?6.6?右震时: 0.5?(1?12 )?6.6?30.34?287.35kN?0?5 287.3?(221?.223?0.3?4)2.1? 250.960 x?则.

MMAXVA??l2q1?q2q2?287.35?0.5?2.1?30.3421.22?30.34?6.19m?6.6m ?MA?VAx?12(q1?q2)x?212q2?l(x?13?l)2 ??485.61/0.75?287.35?6.19?0.5?(21.22?30.34)?6.19?0.5?30.34?2.1(6.19?13?2.1)?318.32kN?m ?REMMAX?0.75?318.12?238.74kN?m

剪力计算:AB净跨

?0?.6m 6 ln?6.6?.85左震时: Vbl??10.68/0.85??12.56kN Vbr?245.79/02k8N 9 Mbl边?293.37/0?.75.75 Mbr边??452.36/0?0.61?2.5?620.628?9.1?6?2kN38?m 7.39kN51m ?6.401k0N .585?右震时: Vbl?244.07/0.85?287.14kN Vbr??8.96/0.?.75 Mbl边??485.61/0?28?7.1?4?0.3kN5m ?61?0.5?40.k3N3?m 3561?.34 Mbr边?252.21/0?.75?9 Mbl边?Mbr边?387.351?6.40?903.79?3kN33?m.1 2 VGb?12[21.2?2?66?6?2?.13?0.34(22?)]kN1 22.82查表得,h>30m时,抗震烈度为7度时,柱端剪力增大系数?vb=1.2 则 VA??vb(Mb边?Mb边)lnlr?VGb?1.2?903.796?122.82?303.58kN VB左?1.2?894.46?122.8?263k0N1 .71VA?0.85?303.?58 ?RE2k5N8 . ?REVB左?0.8?54、BC跨：

q1'?1.2?3.1?5301?.71 .2kN56 3k.N78m// q2'?1.2?(15.?06 VB??MB 67?0.5?6)kN21m.q1l?'?MCl?1214q2l' 左震

VB??215.20/0.75?242.02/0.753?0.5?3.78?3?14?21.67?3??181.29KN?0 则MMAX发生在左支座.

MMAX?1.3MEK?1.0MGK?1.3?234.47?(13.17?0.5?3.46)?289.91kN?m

?REMMAX?0.75?289.91?217.43kN?m

由于对称右震同上 ?REM剪力计算：BC净跨

6 ln?3?0.?2m. 4MAX?0.75?289.?912k1N7.?m4 3?.85左震时: Vbl??154.09/0.85??181.28KN Vbr?191.36/02K2N5 . Mbl边?215.20/0?.75.75 Mbr边??242.02/0?1?81.2?80.k3N2?m 322?5.1?3?0.3kN2m ?5 Mbl边?Mbr边?232.55?255.15?487.7KN/m VGb?12[3.7?82?.42.42?1.67?2]KN1 7.54查表得,h>30m时,抗震烈度为7度时,柱端剪力增大系数?vb=1.2 则 VB??vb(Mb边?Mb边)lnlr?VGb?1.2?487.72.4?17.54?261.39KN VB?0.85?261.?39 ?RE2k2N2 .5、八层AB跨:

由公式知: VA??MA?MlB?12q1l?(1??)2q2l 梁上荷载设计值:

q1?1.2?4.725?5.67kN/m

q2?1.2?(23.0?16?0.5?8.4k )N3m2.66VA??1.52/0.75?116.65/0.756.62.16.6?0.5?5.76?6.6/左震时: ?0.5?(1?12 )?6.6?32.66?68.62kN?012 VA?(2q1?q2)?l?68.62?(2?5.76?32.66)?2.1?22.23?0 VA?x?q268.62?0.5?2.1?32.662??2.68m?6.6mq1?q25.76?32.66?l MMAX?MA?VAx?12(q1?q2)x?212q2?l(x?13?l)2??1.52/0.75?68.62?2.68?0.5?(5.76?32.66)?2.68?0.5?32.66?2.1?(2.68?13?2.1)?111.80kN?m ?REMMAX?0.75?111.80?83.85kN?m

VA?125.23/0.75?22.27/0.756.62.16.6?0.5?5.76?6.6?右震时: 0.5?(1?12 )?6.6?32.66?122.33kN?0?3 122.3?(25?.763?2.66?)2.1? 75.940 x?则.

VA??l2q1?q2q2?122.33?0.5?2.1?32.665.76?32.66?4.08m?6.6m MMAX?MA?VAx?12(q1?q2)x?212q2?l(x?13?l)2 ??125.23/0.75?122.33?4.08?0.5?(5.76?32.66)?4.08?0.5?32.66?2.1?(4.08?13?2.1)?128.27kN?m ?REMMAX?0.75?128.27?96.20kN?m

剪力计算:AB净跨 ln?6.6?0?.6m 6.85左震时: Vbl?58.34/0.85?68.64kN Vbr?98.4/0?11kN5 .75 Mbl边??1.52/0.?0.668?.64?2kN18m? .57.75 Mbr边??116.65/0?0.611?5.7?6?2kN12m ?0.817kN1 .6右震时: Vbl?95.80/0.85?112.71kN Vbr?60.94/0?.85.75 Mbl边??125.23/0?11?2.7?1?0.3kN1m ?37?1.69??0.k3N1?39.38?m? 8 Mbr边??22.27/0.?75 Mbl边?Mbr边?18.5?7 VGb?12[5.7?6?6120?.8113?3.16kN8.?1m9

6?6?2?.132?.66(22?)]kN8 0.97查表得,h>30m时,抗震烈度为7度时,柱端剪力增大系数?vb=1.2 则 VA??vb(Mb边?Mb边)lnlr?VGb?1.2?139.386?80.97?108.85kN VB左?1.2?141.35?80.9?7610k9N .24VA?0.85?108.?85 ?RE5109?.24 ?REVB左?0.8?9kN2 .kN92 .86、BC跨：

q1'?1.2?3.1?53k.N78m

//44 q2'?1.2?(16.??0.5?6)kN23m .33

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