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
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
您把这个截面的profile polygon数据发给我下。
这个图中的TD和TB数据您改动过吗?先把数据发来。