Hello Everyone,
I designed a Tapered Built up section in STAAD as per AISC 360-10 and the same member as per AISC 360-16. The member failed in AISC 360-16. Can anyone help on this?
Can someone explain me how STAAD calculates Elastic section modulus about x axis referred to Compression flange (Sxc).
Thanks In advance.
Can you send a sample file to illustrate the failure? Also, please confirm the version of STAAD you are using.
I am currently using STAAD 21.03.00.146 version.
Please find the sample file below. The same file has been run using AISC UNIFIED 2016. It shows that the member has failed. I found that the member failed in Bending. Can you please illustrate how Iyc and Sxc are calculated for finding Rpc and Rpt.
Thanks in Advance.
STAAD PLANE********************************************************START JOB INFORMATIONJOB NAME 2010JOB CLIENT 2010JOB NO 2010JOB REV 0ENGINEER NAME tvbAPPROVED NAME KJENGINEER DATE 15-Feb-19END JOB INFORMATION********************************************************INPUT WIDTH 79********************************************************UNIT METER KNJOINT COORDINATES1 0 0 0; 2 20.686 0 0; 3 0 6.426 0; 4 20.686 6.426 0; 5 10.343 7.4603 0;6 0 3.048 0; 7 20.686 3.048 0; 10 16.3132 6.86328 0; 11 13.3281 7.16179 0;12 4.37278 6.86328 0; 13 7.35789 7.16179 0;*NODE X Y ZMEMBER INCIDENCES1 1 6; 2 6 3; 3 2 7; 4 7 4; 10 3 12; 11 12 13; 12 13 5; 13 11 5; 14 10 11;15 4 10;********************************************************DEFINE MATERIAL STARTISOTROPIC STEELE 2.05e+08POISSON 0.3DENSITY 76.8195ALPHA 1.2e-05DAMP 0.03END DEFINE MATERIAL********************************************************CONSTANTSMATERIAL STEEL ALL********************************************************UNIT MMS KNMEMBER PROPERTY AMERICAN********************************************************* COLUMN1 3 TAPERED 262 5 462 150 82 4 TAPERED 462 5 666 150 8* RAFTER10 15 TAPERED 662 5 462 150 811 14 TAPERED 462 5 462 150 612 13 TAPERED 462 5 462 150 6********************************************************SUPPORTS1 2 PINNED**************************************************************************** SEISMIC FORCE ************************ IS 1893(PART-1) 2002 ZONE-III,I=1.00;R=5.0;UNIT METER KNDEFINE 1893 LOADZONE 0.16 RF 5 I 1 SS 2 ST 2*SELFWEIGHT 1 MEMBER WEIGHT* 0.1 * 7.877 = 0.79 KN/M10 TO 15 UNI 0.79* 0.57 * 7.877 * 0.25 = 1.13 KN/M10 TO 15 UNI 1.13*LOAD 1 EQ +X DIR1893 LOAD X 1PERFORM ANALYSISCHANGE*LOAD 2 EQ -X DIR1893 LOAD X -1PERFORM ANALYSISCHANGE********************************************************LOAD 3 DEAD LOAD************SELFWEIGHT Y -1 * 0.1 * 7.877 = 0.79 KN/MMEMBER LOAD10 TO 15 UNI GY -0.79********************************************************LOAD 4 LIVE LOAD*************** 0.57 * 7.877 = 4.49 KN/MMEMBER LOAD10 TO 15 UNI GY -4.49* COLL LOAD* 0 * 7.877 = 0 KN/M10 TO 15 UNI GY 0********************************************************************** WIND PRESSURE CALCULATIONS ***************** WIND SPEED = 33 M/SEC* WIND PRESSURE = 0.54 KN/M2*************************************** WIND ANGLE PERPENDICULAR **************************************** ON LEFT COLUMN* 0.22 * 0.54 * 7.877 = 0.94 KN/M* ON RIGHT COLUMN* -0.47 * 0.54 * 7.877 = -2 KN/M* ON LEFT RAFTER* -0.87 * 0.54 * 7.877 = -3.69 KN/M* ON RIGHT RAFTER* -0.55 * 0.54 * 7.877 = -2.34 KN/M************************************** WIND ANGLE PARALLEL *************************************** ON COLUMN* -0.63 * 0.54 * 7.877 = -2.68 KN/M* ON RAFTER* -0.87 * 0.54 * 7.877 = -3.69 KN/M*************************************LOAD 5 WL LEFTMEMBER LOAD1 2 UNI GX 0.943 4 UNI GX 210 TO 12 UNI Y 3.6913 TO 15 UNI Y 2.34********************************************************LOAD 6 WL RIGHTMEMBER LOAD1 2 UNI GX -23 4 UNI GX -0.9410 TO 12 UNI Y 2.3413 TO 15 UNI Y 3.69********************************************************LOAD 7 WL PARALLELMEMBER LOAD1 2 UNI GX -2.683 4 UNI GX 2.6810 TO 12 UNI Y 3.6913 TO 15 UNI Y 3.69************************************************************************************ LOAD COMBINATIONS ****************************LOAD COMB 8 1.0DL + 1.0LL3 1.0 4 1.0 LOAD COMB 9 0.6DL + 1.0WLL3 0.6 5 1.0 LOAD COMB 10 0.6DL + 1.0WLR3 0.6 6 1.0 LOAD COMB 11 0.6DL + 1.0WLP3 0.6 7 1.0 LOAD COMB 12 0.6DL + 0.7EL +X3 0.6 1 0.7 LOAD COMB 13 0.6DL + 0.7EL -X3 0.6 2 0.7 ********************************************************PERFORM ANALYSISLOAD LIST 8 TO 13PARAMETER 1CODE AISC UNIFIED 2010METHOD ASDFYLD 345000 ALLFU 490000 ALLBEAM 1 ALLMAIN 180 ALLCB 0 ALLSTP 2 ALLTRACK 2 ALL***************************************************************************** DESIGN PARAMETRS ********************** COLUMNLX 1.5 MEMB 2 4LY 1.5 MEMB 2 4UNT 1.5 MEMB 2 4UNB 1.5 MEMB 2 4LZ 6.426 MEMB 1 TO 4************** RAFTERLX 1.5 MEMB 10 TO 15LY 1.5 MEMB 10 TO 15UNT 1.5 MEMB 10 TO 15UNB 1.5 MEMB 10 TO 15LZ 10.395 MEMB 10 TO 15********************************************************CHECK CODE ALLUNIT METER KGSTEEL TAKE OFF ALLFINISH
Can someone please answer !!!!
Sorry I could not get to it today. I will do so tomorrow and get back to you with my response.
Thank you!!