STAAD中是怎么模拟地下室弹簧支座的?

STAAD中是怎么模拟地下室弹簧支座的?
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王华马头岗

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参考这个例子。
STAAD PLANE PORTAL ON FOOTING FOUNDATION
UNIT FT KIPS
JOINT COORDINATES
1 0.0 0.0 0.0 5 8.0 0.0 0.0
6 4.0 10.0 0.0 ; 7 4.0 20.0 0.0
8 24.0 20.0 0.0 ; 9 24.0 10.0 0.0
10 20.0 0.0 0.0 14 28.0 0.0 0.0
MEMBER INCIDENCES
1 1 2 4
5 3 6 ; 6 6 7
7 7 8 ; 8 6 9
9 8 9 ;10 9 12
11 10 11 14
MEMBER PROPERTIES AMERICAN
1 4 11 14 PRIS YD 1.0 ZD 8.0
2 3 12 13 PRIS YD 2.0 ZD 8.0
5 6 9 10 TABLE ST W10X33
7 8 TA ST W12X26
* E FOR STEEL IS 29,000 AND FOR CONCRETE 3000

UNIT INCHES
CONSTANTS
E 29000. MEMB 5 TO 10
E 3000. MEMB 1 TO 4 11 TO 14
DEN 0.283E-3 MEMB 5 TO 10
DEN 8.68E-5 MEMB 1 TO 4 11 TO 14
POISSON STEEL MEMB 5 TO 10
POISSON CONCRETE MEMB 1 TO 4 11 TO 14
UNIT FT
SUPPORTS
2 TO 4 11 TO 13 FIXED BUT MZ KFY 4000.
1 5 10 14 FIXED BUT MZ KFY 2000.
LOADING 1 DEAD AND WIND LOAD COMBINED
SELF Y -1.0
JOINT LOAD
6 7 FX 5.0
MEMBER LOAD
7 8 UNI GY -3.0
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
FINISH

zxq66dshun

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本帖最后由 okkeman 于 2013-6-22 14:36 编辑

这个例子我有看过,不过我是想模拟地下室土体对柱子和墙体整体的弹簧约束,而不是柱子支座部分。 这种情况适用么?
以下是我的模型,但是振型竟然出现了竖向的。
-------------------------
STAAD SPACE
UNIT METER KN
JOINT COORDINATES
1 2.877 3.300 10.645;
2 6.477 3.300 10.645;
3 2.877 3.300 14.245;
4 6.477 3.300 14.245;
5 2.877 0.000 10.645;
6 6.477 0.000 10.645;
7 2.877 0.000 14.245;
8 6.477 0.000 14.245;
MEMBER INCIDENCES
1 1 2;
2 3 4;
3 1 3;
4 2 4;
5 1 5;
6 2 6;
7 3 7;
8 4 8;
DEFINE MATERIAL START
ISOTROPIC C30
E 3.000000e+007
POSSION 0.250000
DENSITY 25.000000
ALPHA 1.000000e-005
DAMP 0.050000
G 12000000.000000
END DEFINE MATERIAL
START USER TABLE
TABLE 5
UNIT METER KN
CHANNEL
CHANNEL-5
3.600000e-002 4.000000e-001 4.000000e-002 3.400000e-001 -
4.000000e-002 8.496000e-004 3.308000e-004 1.920000e-005 1.033333e-001 -
1.933333e-002 1.333333e-002
TABLE 6
UNIT METER KN
CHANNEL
CHANNEL-6
3.600000e-002 4.000000e-001 4.000000e-002 3.400000e-001 -
4.000000e-002 8.496000e-004 3.308000e-004 1.920000e-005 1.033333e-001 -
1.933333e-002 1.333333e-002
End
MEMBER PROPERTY CHINESE
5 TO 8 -
PRIS YD 0.500000 ZD 0.500000

1 TO 4 -
UPTABLE 5 CHANNEL-5



CONSTANTS
BETA 180.000000 MEMB 1
BETA 180.000000 MEMB 2
BETA 180.000000 MEMB 3
BETA 180.000000 MEMB 4
BETA 180.000000 MEMB 5
BETA 180.000000 MEMB 6
BETA 180.000000 MEMB 7
BETA 180.000000 MEMB 8
MATERIAL C30 MEMB 1 TO 8
SUPPORTS
5 6 7 8 FIXED
1 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615
2 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615
3 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615
4 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615
CUT OFF MODE 10
LOAD 1 LOADTYPE Dead TITLE DeadLOAD
SELFWEIGHT Y -1
LOAD 2 EX AUTO RESPONSE SPECTRUM
*{ THE FIRST AUTO BUILD RESSPEC LOAD
*{ 力作用的方向与系数
*{ DIRECTION FACTOR : 1 1.00 0 1.00 1 1.00
*{ 是否考虑 Y 向自由度
*{ Y FREEDOM : 0
*{ 规范类型
*{ CODE TYPE : 3
*{ 地震类型(远、近或者多遇、罕遇)
*{ EQ TYPE : 2
*{ 地震迭加方法
*{ POST METHOD : 2
*{ 力的作用类型
*{ FORCE TYPE : 1
*{ 地震烈度
*{ EQ INTENSITY : 6
*{ 场地类别
*{ EARTH TYPE : 1
*{ 地震分组
*{ EQ GROUP : 1
*{ 是否地震加速度为0.15g、0.35g的地区
*{ SPECIAL ACCELERATE : 0
*{ 保存反应谱曲线的点的个数
*{ POINT NUMBER : 10
*{ 阻尼系数
*{ DAMPING FACTOR : 0.050000
*{ 比例系数,加速度时为9.8
*{ PROPORTION FACTOR : 9.800000
*{ 地震反应谱曲线上的点的数据(时间)
*{ POINT TIME : 0.000000 0.100000 0.200000 0.300000 0.400000 0.500000 0.600000 0.700000 0.800000 0.900000 1.000000 1.100000 1.200000 1.300000 1.400000 1.500000 1.600000 1.700000 1.800000 1.900000 2.000000 2.100000 2.200000 2.300000 2.400000 2.500000 2.600000 2.700000 2.800000 2.900000 3.000000 3.100000 3.200000 3.300000 3.400000 3.500000 3.600000 3.700000 3.800000 3.900000 4.000000 4.100000 4.200000 4.300000 4.400000 4.500000 4.600000 4.700000 4.800000 4.900000 5.000000 5.100000 5.200000 5.300000 5.400000 5.500000 5.600000 5.700000 5.800000 5.900000 6.000000
*{ 地震反应谱曲线上的点的数据(影响系数)
*{ POINT ALPHA : 0.018000 0.040000 0.040000 0.033900 0.026200 0.021400 0.018200 0.015800 0.014000 0.012600 0.011500 0.010500 0.009700 0.009400 0.009300 0.009200 0.009100 0.009000 0.009000 0.008900 0.008800 0.008700 0.008600 0.008600 0.008500 0.008400 0.008300 0.008200 0.008200 0.008100 0.008000 0.007900 0.007800 0.007800 0.007700 0.007600 0.007500 0.007400 0.007400 0.007300 0.007200 0.007100 0.007000 0.007000 0.006900 0.006800 0.006700 0.006600 0.006600 0.006500 0.006400 0.006300 0.006200 0.006200 0.006100 0.006000 0.005900 0.005800 0.005800 0.005700 0.005600
*{ 得到等效重力时的基本工况号及其系数
*{ LOADNO FACTOR : 1 1.0000
*{ 1.0000 * LOAD 1
MEMBER LOAD
SELFWEIGHT X 1
SELFWEIGHT Z 1
SPECTRUM CQC X 1 ACC SCALE 9.800000 DAMP 0.050000
0.000000 0.018000; 0.100000 0.040000; 0.200000 0.040000;
0.300000 0.033900; 0.400000 0.026200; 0.500000 0.021400;
0.600000 0.018200; 0.700000 0.015800; 0.800000 0.014000;
0.900000 0.012600; 1.000000 0.011500; 1.100000 0.010500;
1.200000 0.009700; 1.300000 0.009400; 1.400000 0.009300;
1.500000 0.009200; 1.600000 0.009100; 1.700000 0.009000;
1.800000 0.009000; 1.900000 0.008900; 2.000000 0.008800;
2.100000 0.008700; 2.200000 0.008600; 2.300000 0.008600;
2.400000 0.008500; 2.500000 0.008400; 2.600000 0.008300;
2.700000 0.008200; 2.800000 0.008200; 2.900000 0.008100;
3.000000 0.008000; 3.100000 0.007900; 3.200000 0.007800;
3.300000 0.007800; 3.400000 0.007700; 3.500000 0.007600;
3.600000 0.007500; 3.700000 0.007400; 3.800000 0.007400;
3.900000 0.007300; 4.000000 0.007200; 4.100000 0.007100;
4.200000 0.007000; 4.300000 0.007000; 4.400000 0.006900;
4.500000 0.006800; 4.600000 0.006700; 4.700000 0.006600;
4.800000 0.006600; 4.900000 0.006500; 5.000000 0.006400;
5.100000 0.006300; 5.200000 0.006200; 5.300000 0.006200;
5.400000 0.006100; 5.500000 0.006000; 5.600000 0.005900;
5.700000 0.005800; 5.800000 0.005800; 5.900000 0.005700;
6.000000 0.005600;
LOAD 4 EZ AUTO RESPONSE SPECTRUM
*{ AUTO BUILD RESSPEC LOAD
SPECTRUM CQC Z 1 ACC SCALE 9.800000 DAMP 0.050000
0.000000 0.018000; 0.100000 0.040000; 0.200000 0.040000;
0.300000 0.033900; 0.400000 0.026200; 0.500000 0.021400;
0.600000 0.018200; 0.700000 0.015800; 0.800000 0.014000;
0.900000 0.012600; 1.000000 0.011500; 1.100000 0.010500;
1.200000 0.009700; 1.300000 0.009400; 1.400000 0.009300;
1.500000 0.009200; 1.600000 0.009100; 1.700000 0.009000;
1.800000 0.009000; 1.900000 0.008900; 2.000000 0.008800;
2.100000 0.008700; 2.200000 0.008600; 2.300000 0.008600;
2.400000 0.008500; 2.500000 0.008400; 2.600000 0.008300;
2.700000 0.008200; 2.800000 0.008200; 2.900000 0.008100;
3.000000 0.008000; 3.100000 0.007900; 3.200000 0.007800;
3.300000 0.007800; 3.400000 0.007700; 3.500000 0.007600;
3.600000 0.007500; 3.700000 0.007400; 3.800000 0.007400;
3.900000 0.007300; 4.000000 0.007200; 4.100000 0.007100;
4.200000 0.007000; 4.300000 0.007000; 4.400000 0.006900;
4.500000 0.006800; 4.600000 0.006700; 4.700000 0.006600;
4.800000 0.006600; 4.900000 0.006500; 5.000000 0.006400;
5.100000 0.006300; 5.200000 0.006200; 5.300000 0.006200;
5.400000 0.006100; 5.500000 0.006000; 5.600000 0.005900;
5.700000 0.005800; 5.800000 0.005800; 5.900000 0.005700;
6.000000 0.005600;
PERFORM ANALYSIS PRINT ALL
FINISH

王华马头岗

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你都把FY释放掉了,结构当然可以上下动了。
1 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615
2 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615
3 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615
4 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615

zxq66dshun

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本帖最后由 okkeman 于 2013-6-24 11:58 编辑

> super_james 发表于 2013-6-24 09:17 forum.php?mod=redirect&goto=findpost&pid=32131&ptid=7225
你都把FY释放掉了,结构当然可以上下动了。
1 FIXED BUT FY MX MY MZ KFX 49004.999292 KFZ 49005.002615 ...

但是地下室对墙体确实没有Y方向的约束啊, 而且如果我不释放四个点的FY,手动给FY一个弹簧系数,貌似计算会出错。---------------------ERROR---------------------------
*ERROR* STAR FILE MGR. ERROR NO. 7 DETECTED BY LIBRITE

THIS ERROR MAY HAVE BEEN CAUSED BY INPUT DATA ERRORS OR PROGRAM LOGIC ERRORS.

--------------------------------------

顺便问一句,可否加您的QQ呢?

klinsmann

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> okkeman 发表于 2013-6-24 11:39 forum.php?mod=redirect&goto=findpost&pid=32132&ptid=7225
但是地下室对墙体确实没有Y方向的约束啊, 而且如果我不释放四个点的FY,手动给FY一个弹簧系数,貌似计算 ...


如果你想精确计算地基对上部结构的反力,建议建模侧重于模拟底板,墙体和柱子的相对关系。底板网格可以指定为基础支座,程序会按照给定的地基压缩模型自动计算每个节点的弹簧系数。方向和侧限需要根据经验自行考虑,程序默认Y是考虑X,Z完全侧限的,only Y是无侧限的。

tipinyin

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> klinsmann 发表于 2013-6-26 10:51 forum.php?mod=redirect&goto=findpost&pid=32144&ptid=7225
如果你想精确计算地基对上部结构的反力,建议建模侧重于模拟底板,墙体和柱子的相对关系。底板网格可以指 ...


里面的**Y**和**仅Y**有什么区别呢?

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