self weight tutorial

More documents

Recommendations

Info

Post Processing:19. General Postproc > Plotresults > Deformed shape20. General Postproc > Plotresults > Contour Plot >Element Solution > Stress >X component of stress >OK21. General Postproc > Element table > Define table > Add > Name =SAXLi, by sequence number > LS= 17 >Apply > Name =SAXLj, by sequence number > LS= 49 > OK22. General Postproc > Element table > Define table > Add > Name =MMOMZi, by sequence number >SMISC=6 > Apply > Name =MMOMZj, by sequence number > SMISC= 12 > OKWe will discuss the table lookup numbers for the stresses and moments used above when we cover the use of thePIPE16 element in a later class. Here, the local x‐coordinate points in the global Y‐direction (along the length of thePIPE element). Since no orientation keypoint is defined for these elements, the local y‐coordinate of the elementmust lie in the global X‐Y plane, which means it points in the negative global X‐direction. Thus, the stresses on theright side of the bottom of the beam are determined by LS = 17 for node i and LS = 49 for node j.
Summary of Results:1. Maximum deflection : 0.83m.2. Element table of maximum stress and maximum bending moment at I and J nodesPRINT ELEMENT TABLE ITEMS PER ELEMENT***** POST1 ELEMENT TABLE LISTING *****STAT CURRENT CURRENT CURRENT CURRENTELEM SAXLI SAXLJ MMOMZI MMOMZJ1 -0.44188E+08-0.44180E+08 -1231.9 -1231.92 -0.44180E+08-0.44172E+08 -1231.9 -1231.93 -0.44172E+08-0.44164E+08 -1231.9 -1231.94 -0.44164E+08-0.44157E+08 -1231.9 -1231.95 -0.44157E+08-0.44149E+08 -1231.9 -1231.96 -0.44149E+08-0.44141E+08 -1231.9 -1231.97 -0.44141E+08-0.44134E+08 -1231.9 -1231.98 -0.44134E+08-0.44126E+08 -1231.9 -1231.99 -0.44126E+08-0.44118E+08 -1231.9 -1231.910 -0.44118E+08-0.44110E+08 -1231.9 -1231.911 -0.44110E+08-0.44103E+08 -1231.9 -1231.912 -0.44103E+08-0.44095E+08 -1231.9 -1231.913 -0.44095E+08-0.44087E+08 -1231.9 -1231.914 -0.44087E+08-0.44080E+08 -1231.9 -1231.915 -0.44080E+08-0.44072E+08 -1231.9 -1231.916 -0.44072E+08-0.44064E+08 -1231.9 -1231.917 -0.44064E+08-0.44056E+08 -1231.9 -1231.918 -0.44056E+08-0.44049E+08 -1231.9 -1231.919 -0.44049E+08-0.44041E+08 -1231.9 -1231.920 -0.44041E+08-0.44033E+08 -1231.9 -1231.921 -0.44033E+08-0.44026E+08 -1231.9 -1231.922 -0.44026E+08-0.44018E+08 -1231.9 -1231.923 -0.44018E+08-0.44010E+08 -1231.9 -1231.924 -0.44010E+08-0.44002E+08 -1231.9 -1231.925 -0.44002E+08-0.43995E+08 -1231.9 -1231.926 -0.43995E+08-0.43987E+08 -1231.9 -1231.927 -0.43987E+08-0.43979E+08 -1231.9 -1231.928 -0.43979E+08-0.43971E+08 -1231.9 -1231.929 -0.43971E+08-0.43964E+08 -1231.9 -1231.930 -0.43964E+08-0.43956E+08 -1231.9 -1231.931 -0.43579E+08-0.41680E+08 -1231.9 -1178.232 -0.41680E+08-0.39820E+08 -1178.2 -1125.633 -0.39820E+08-0.38000E+08 -1125.6 -1074.234 -0.38000E+08-0.36219E+08 -1074.2 -1023.835 -0.36219E+08-0.34477E+08 -1023.8 -974.5836 -0.34477E+08-0.32774E+08 -974.58 -926.4637 -0.32774E+08-0.31111E+08 -926.46 -879.4438 -0.31111E+08-0.29487E+08 -879.44 -833.5339 -0.29487E+08-0.27902E+08 -833.53 -788.7440 -0.27902E+08-0.26357E+08 -788.74 -745.0541 -0.26357E+08-0.24851E+08 -745.05 -702.4842 -0.24851E+08-0.23384E+08 -702.48 -661.0143 -0.23384E+08-0.21956E+08 -661.01 -620.6644 -0.21956E+08-0.20568E+08 -620.66 -581.4245 -0.20568E+08-0.19219E+08 -581.42 -543.2846 -0.19219E+08-0.17909E+08 -543.28 -506.2647 -0.17909E+08-0.16639E+08 -506.26 -470.3548 -0.16639E+08-0.15408E+08 -470.35 -435.5549 -0.15408E+08-0.14216E+08 -435.55 -401.8650 -0.14216E+08-0.13064E+08 -401.86 -369.2851 -0.13064E+08-0.11951E+08 -369.28 -337.8252 -0.11951E+08-0.10877E+08 -337.82 -307.4653 -0.10877E+08-0.98420E+07 -307.46 -278.2154 -0.98420E+07-0.88466E+07 -278.21 -250.0855 -0.88466E+07-0.78906E+07 -250.08 -223.0556 -0.78906E+07-0.69738E+07 -223.05 -197.1457 -0.69738E+07-0.60964E+07 -197.14 -172.33
Page 1 and 2: Problem Statement:Stresses and Defl
Page 3: Applying loads:15. Solution > Defin

self weight tutorial

Create successful ePaper yourself

Delete template?

Save as template?