code AISC 360-10 验算十字柱

你好

请问 staad 里面,对于通过user table 定义的十字柱截面,采用Code AISC 360-10 时,可以正常验算杆件吗?

版本:STAAD.Pro CONNECT Edition V22 Update 5

Parents
  • 您这个不就是验算结果吗?不过自定义截面的验算条款可能不是很全,您可以添加一个track 2 看下详细的验算结果。

  • ALL UNITS ARE - KN   METE (UNLESS OTHERWISE Noted)
    
     MEMBER     TABLE       RESULT/   CRITICAL COND/     RATIO/     LOADING/
                              FX            MY             MZ       LOCATION
     =======================================================================
    
    
        2273 ST   H650X320                 (UPT)
                               PASS   Eq. H1-1b            0.264      1087
                          637.20 C       -149.39         466.43        0.00
    |-----------------------------------------------------------------------|
    | SLENDERNESS                                                           |
    | Actual Slenderness Ratio    :     20.778  L/C  :  1087                |
    | Allowable Slenderness Ratio :    200.000  LOC  :     0.00             |
    |-----------------------------------------------------------------------|
    | STRENGTH CHECKS                                                       |
    | Critical L/C  :   1087    Ratio     :     0.264(PASS)                 |
    |          Loc  :    0.00   Condition :   Eq. H1-1b                     |
    |-----------------------------------------------------------------------|
    | DESIGN FORCES                                                         |
    | Fx:   6.372E+02(C ) Fy:   1.473E+02     Fz:   3.001E+01               |
    | Mx:   5.418E-02     My:  -1.494E+02     Mz:   4.664E+02               |
    |-----------------------------------------------------------------------|
    | SECTION PROPERTIES  (UNIT: CM  )                                      |
    | Azz:   1.285E+02     Ayy:   1.285E+02     Cw:  2.658E+07              |
    | Szz:   6.228E+03     Syy:   6.228E+03                                 |
    | Izz:   2.024E+05     Iyy:   2.024E+05     Ix:  9.834E+02              |
    |-----------------------------------------------------------------------|
    | MATERIAL PROPERTIES                                                   |
    | Fyld:      355000.018   Fu:      470000.004                           |
    |-----------------------------------------------------------------------|
    | Actual Member Length:         4.050                                   |
    | Design Parameters                                                     |
    | Kz:    1.00 Ky:    1.00 NSF:    1.00 SLF:    1.00 CSP:   12.00        |
    |-----------------------------------------------------------------------|
    | SECTION CLASS  UNSTIFFENED /     l       lp      lr        CASE       |
    |                STIFFENED                                              |
    | Compression :  Non-Slender     7.93     N/A     13.49    T.B4.1(a)-1  |
    |                Non-Slender    13.86     N/A     35.89    T.B4.1(a)-5  |
    | Flexure     :  Compact         7.93     9.15    24.09    T.B4.1(b)-10 |
    |                Compact        13.86    90.57   137.31    T.B4.1(b)-15 |
         STAAD SPACE                                              -- PAGE NO.  382
            
    
                           STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD)   v1.4a
                           ********************************************
    
    
    
     ALL UNITS ARE - KN   METE (UNLESS OTHERWISE Noted)
    
    |-----------------------------------------------------------------------|
    | CHECK FOR AXIAL TENSION                                               |
    |                                                                       |
    |              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
    | Yield       0.00E+00   1.70E+04   0.000      Eq. D2-1   1000     0.00 |
    | Rupture     0.00E+00   1.88E+04   0.000      Eq. D2-2   1000     0.00 |
    |-----------------------------------------------------------------------|
    | CHECK FOR AXIAL COMPRESSION                                           |
    |                                                                       |
    |              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
    | Maj Buck    9.80E+02   1.65E+04   0.059      Eq. E3-1   1082     0.00 |
    | Min Buck    9.80E+02   1.65E+04   0.059      Eq. E3-1   1082     0.00 |
    | Flexural                                                              |
    | Tor Buck    9.80E+02   1.47E+04   0.067      Eq. E4-1   1082     0.00 |
    | Intermediate                                                          |
    | Results     Eff Area     KL/r      Fcr        Fe         Pn           |
    | Maj Buck    5.33E-02    20.78   3.44E+05   4.71E+06   1.83E+04        |
    | Min Buck    5.33E-02    20.78   3.44E+05   4.71E+06   1.83E+04        |
    | Flexural       Ag       Fcr        Pn                                 |
    | Tor Buck    5.33E-02   3.06E+05   1.63E+04                            |
    |-----------------------------------------------------------------------|
    | CHECK FOR SHEAR                                                       |
    |                                                                       |
    |              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
    | Local-Z    -8.43E+01   2.46E+03   0.034      Eq. G2-1   1049     0.00 |
    | Local-Y     1.56E+02   2.74E+03   0.057      Eq. G2-1   1055     0.00 |
    | Intermediate                                                          |
    | Results        Aw        Cv       Kv      h/tw      Vn                |
    | Local-Z     1.28E-02     1.00     1.20     7.93   2.74E+03            |
    | Local-Y     1.28E-02     1.00     0.00    13.86   2.74E+03            |
    |-----------------------------------------------------------------------|
    | CHECK FOR BENDING-YIELDING                                            |
    |                                                                       |
    |              FORCE     CAPACITY   RATIO      CRITERIA     L/C    LOC  |
    | Major      -4.66E+02   2.54E+03   0.184      Eq. F2-1   1087     0.00 |
    | Minor      -4.17E+02   2.54E+03   0.164      Eq. F6-1   1045     4.05 |
    | Intermediate   Mn        My                                           |
    | Major       2.82E+03   0.00E+00                                       |
    | Minor       2.82E+03   0.00E+00                                       |
         STAAD SPACE                                              -- PAGE NO.  383
            
    
                           STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD)   v1.4a
                           ********************************************
    
    
    
     ALL UNITS ARE - KN   METE (UNLESS OTHERWISE Noted)
    
    |-----------------------------------------------------------------------|
    | CHECK FOR FLEXURE TENS/COMP INTERACTION                               |
    |                       RATIO      CRITERIA    L/C     LOC              |
    | Flexure Comp          0.264      Eq. H1-1b  1087     0.00             |
    | Flexure Tens          0.243      Eq. H1-1b  1087     0.00             |
    | Intermediate         Mcx /      Mrx /      Pc /                       |
    |                      Mcy        Mry        Pr                         |
    | Flexure Comp         2.54E+03  -4.66E+02   1.47E+04                   |
    |                      2.54E+03  -1.49E+02   6.37E+02                   |
    | Flexure Tens         2.54E+03  -4.66E+02   1.70E+04                   |
    |                      2.54E+03  -1.49E+02   0.00E+00                   |
    |-----------------------------------------------------------------------|
    | CHECK FOR IN-PLANE/OUT-OF-PLANE FLEXURE COMP INTERACTION              |
    |                       RATIO      CRITERIA    L/C     LOC              |
    | In-Plane Flx Comp     0.161      Eq. H1-1b  1039     0.00             |
    | Out Plane Flx Comp    0.113      Eq. H1-2   1039     0.00             |
    | Intermediate          Mr         Mc         Pr         Pc             |
    | In-Plane Flx Comp    3.34E+02   2.54E+03   9.57E+02   1.65E+04        |
    | Out Plane Flx Comp   3.34E+02   2.54E+03   9.57E+02   1.47E+04        |
    |-----------------------------------------------------------------------|
     
         STAAD SPACE                                              -- PAGE NO.  384
            
    
                           STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD)   v1.4a
                           ********************************************

    是的,输出了关于十字柱的验算详细结果,对比普通H型钢并没有看出什么异常

    那是不是就代表说对于美标,这个十字柱staad是正常验算的?

    或者staad 对这一类有什么标准说法吗?

  • 所有的自定义截面都是比照现有规范的条文内容给出的,但是要知道有些规范条目是有限制条件的,而这样类比给出,一般并不能满足规范的限制条件,那么此时的结果是参考作用。

    至于该结果是否能用于结构设计,需要工程师自己判定的。

  • 请问十字柱的局部稳定验算的时候,有需要什么注意或者特殊的指定吗?这部分和我手算结果不一致

    Crosee section H650x320.pdf

  • 我看pdf 算出来的λp和λr都是一致的,是否采用的是相同公式计算最终的λ,计算长度是否一致?是否有系数?建议根据规范T.B4.1来进行考虑对比。

  • 没有任何系数,就是简单的宽厚比或者高厚比

    看不到staad 这个地方的具体计算,所以不知道关于十字柱 ,staad 的λ值是怎么出来的

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