EXAMPLE 3 : ------------------------------------------------------------

Example 3: Shear Wall w/ Confined Boundary Elements
Moment - Curvature Calculations for Probable Steel stress-strain
:
SYSTEM:
 T=0  E=0  P=1  TOL=0.0001 :
:
SECTION:
 1   HI= 24  HJ= 24  N1=  8  N2=  8  X=  0   Y=  0 : Boundary Element
 2   HI=216  HJ= 12  N1= 72  N2=  4  X= 24   Y=  6 : Web
 3   HI= 24  HJ= 24  N1=  8  N2=  8  X=240  Y=   0 : Boundary Element
:
CONFINED:
10   F=10,6,6,1,8: BOUNDARY ELEMENT
362  F=362,6,6,1,8: BOUNDARY ELEMENT
:
STEEL:
  1    X=   3    Y=   3     A=1.56   T= 1 :  Boundary element steel
  5    X=  21    Y=   3     G= 1, 5  :       16 #11 Bars
  9    X=  21    Y=  21     G= 5, 9  :
 13    X=   3    Y=  21     G= 9,13  :
 16    X=   3    Y=   7.5   G=13,16  :
 17    X= 243    Y=   3              : Boundary element steel
 21    X= 243    Y=  21     G=17,21  :
 25    X= 261    Y=  21     G=21,25  :
 29    X= 261    Y=   3     G=25,29  :
 32    X= 246    Y=   3     G=29,32  :
 33    X=  33    Y=   8     A=0.31   : Web steel - #5 @ 18 in.
 44    X= 231    Y=   8     G=33,44  :
 45    X=  33    Y=  16              :
 56    X= 231    Y=  16     G=45,56  :
:
PROPERTY:
 FC=4  E1= 0.003   E2= 0.004   FR= .4 : Unconfined Concrete
 FC=5  E1= 0.0035  E2= 0.01    FR= .4    FM= .80 : Confined Concrete
 FY=65  FU=90   FF=85   E1=0.004  E2=0.08  E3=0.12  E=29000 ET=1500:
:
DATA:
 EC=0.0002  A=-90   P=1000 : Moment about global X-axis
 EC=0.0004  A=-90   P=1000
 EC=0.0006  A=-90   P=1000
 EC=0.0008  A=-90   P=1000
 EC=0.0010  A=-90   P=1000
 EC=0.0015  A=-90   P=1000
 EC=0.0020  A=-90   P=1000
 EC=0.0025  A=-90   P=1000
 EC=0.0030  A=-90   P=1000
 EC=0.0035  A=-90   P=1000
 EC=0.0040  A=-90   P=1000
 EC=0.0050  A=-90   P=1000
 EC=0.0060  A=-90   P=1000
 EC=0.0070  A=-90   P=1000
:
END
