CFVR8862 - AASHTO 12: Flexure Checking of an Box Section, Strong Axis
Flexure checking according to AASHTO 12 of an Box section in the strong axis.
A steel beam is subjected to a point load of 11.55 kip.
The beam has a length of 21 ft.
Section material properties: A529Gr50 , Fy = 46 ksi / , Fu = 58 ksi
Geometric properties: HSS 10 x 6 x 3/16 The aim of the example is to obtain the flexure criterion according to AASHTO 12.
Element types used in the model: BEAM3 Needed CivilFEM Modules: |
|
| Model Statistics | |
| Number of elements | 2 |
| Number of nodes | 3 |
| Number of civil materials | 1 |
| Number of cross sections | 1 |
| Number of shell vertices | 0 |
Log file: CFVR8862.DAT
! DESCRIPTION FINISH ~CFCLEAR,,1 NomFile='CFVR8862' /TITLE, %NomFile%, AASHTO 12: Flexure Checking of Noncompact Box Section !------------------------------------------------------------------------------- ! Model definition !------------------------------------------------------------------------------- ! CivilFEM Setup: Code & Units ~UNITS,,LENG,IN ~UNITS,,TIME,S ~UNITS,,FORC,KIPS ~CODESEL,AASHTO12, /PREP7 ! Materials ~CFMP,1,LIB,STEEL,ASTM,A529Gr50 ~CFMP,1,USER ~CFMP,1,AASHTO12 ,Fy ,,46 ,1,0,0 ~CFMP,1,AASHTO12 ,Fu ,,58 ,1,0,0 ! Element Typesº ET,1,BEAM3 ! Type 1: 2D Beam ! Cross Section ~SSECLIB,1,1,61,188 !TS 10x6 ~MEMBPRO,1,AASHTO12,ALL,252.0,1.000,1.000,1.000,1.000,252.0,1.000,1.000,126.0, ! Beam & Shell Property ~BMSHPRO,1,BEAM,1,1,,,3,1,0,,Beam 1 ! Nodes N,1,0.,0. N,2,126.0,0. N,3,252.,0. ! Elements E,1,2 E,2,3 /SOLU ! Loads D,1, , , , , ,UX,UY, , , , D,3, , , , , ,UX,UY, , , , F,2,FY,-0.55*(21) SOLVE /POST1 ~CFSET,,1,1 ~CHKSTL,BENDING !------------------------------------------------------------------------------------- ! DATA CHECK !------------------------------------------------------------------------------------- ! Data comparison number NComp = 7 NComp_ch = 0 ! Marix dim. *DIM,LABEL,CHAR,Ncomp,1 *DIM,LABEL_CH,CHAR,Ncomp_ch,1 *DIM,VALUE,,Ncomp,3 *DIM,VALUE_CH,CHAR,Ncomp_ch,3 *DIM,TOLER,,Ncomp,2 ! Labels LABEL(1,1) = 'CLS_BEND' LABEL(2,1) = 'CHK_YLD' LABEL(3,1) = 'MP' LABEL(4,1) = 'CRT_YLD' LABEL(5,1) = 'CHK_FLB' LABEL(6,1) = 'CRT_FLB' LABEL(7,1) = 'CRT_TOT' ! Correct values VALUE(1,1) = 2 VALUE(2,1) = 1 VALUE(3,1) = 887.8 VALUE(4,1) = 727.65/(887.8) VALUE(5,1) = 1 VALUE(6,1) = 727.65/(869.1) VALUE(7,1) = 727.65/(869.1) ! Comparison ~CFGET,VALUE(1,2),ELEMENT,1,RESULT,CLS_BEND,J ~CFGET,VALUE(2,2),ELEMENT,1,RESULT,CHK_YLD,J ~CFGET,VALUE(3,2),ELEMENT,1,RESULT,MP,J ~CFGET,VALUE(4,2),ELEMENT,1,RESULT,CRT_YLD,J ~CFGET,VALUE(5,2),ELEMENT,1,RESULT,CHK_FLB,J ~CFGET,VALUE(6,2),ELEMENT,1,RESULT,CRT_FLB,J ~CFGET,VALUE(7,2),ELEMENT,1,RESULT,CRT_TOT,J ! Warning and error tolerances TOLER(1,1)= 0.003*VALUE(1,1) $ TOLER(1,2)= 0.003*VALUE(1,1) TOLER(2,1)= 0.003*VALUE(2,1) $ TOLER(2,2)= 0.003*VALUE(2,1) TOLER(3,1)= 0.003*VALUE(3,1) $ TOLER(3,2)= 0.003*VALUE(3,1) TOLER(4,1)= 0.003*VALUE(4,1) $ TOLER(4,2)= 0.003*VALUE(4,1) TOLER(5,1)= 0.003*VALUE(5,1) $ TOLER(5,2)= 0.003*VALUE(5,1) TOLER(6,1)= 0.003*VALUE(6,1) $ TOLER(6,2)= 0.003*VALUE(6,1) TOLER(7,1)= 0.003*VALUE(7,1) $ TOLER(7,2)= 0.003*VALUE(7,1) !-------------------------------------------------------------------------------------- ! Results comparison !-------------------------------------------------------------------------------------- COMPARA.MAC |
Results
| Label | Target | CivilFEM | Ratio | Tolerance |
| CLS_BEND | 2 | 2 | 1.000 | 0.006 |
| CHK_YLD | 1 | 1 | 1.000 | 0.003 |
| MP | 887.8 | 887.8 | 1.000 | 2.663 |
| CRT_YLD | 0.81961 | 0.81961 | 1.000 | 0.002459 |
| CHK_FLB | 1 | 1 | 1.000 | 0.003 |
| CRT_FLB | 0.83725 | 0.83726 | 1.000 | 0.002512 |
| CRT_TOT | 0.83725 | 0.83726 | 1.000 | 0.002512 |
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