Divergent in nonlinear ASE

SOFiSTiK
,
1

Hi all,

So I tried to model a simple double span slab bridge using RC, after design and determining the rebar (using sofistik, based on linear ASE), I tried to create the section and its rebar configuration (based on design), and try analyze nonlinearly, and see the results due to certain load.

I have a problem that the simulation never converge, even if I try to reduce the load with factor 0.01 in ASE command, it looks like the reinforcement that I put was not considered for the nonlinear design in the first place, anyone know what is the problem perhaps there is a problem in my reinforcement definition in AQUA, first I put the rebar using LRF (and I do the design with the rebar defined using LRF) and it doesn’t converge for nonlinear ASE, and I try the same rebar to be described using RF, and still it won’t converge as well. All kind of help will be appreciated.

here is my Teddy code for you to review,

+prog aqua urs:1
head test - modifizierte Stahlarbeitslinie

echo full full

NORM DC DIN NDC EN199X-200X-BRIDGE CAT B
UNIT TYPE 0

ctrl rest 1

conc 1 c 30 fct 0
stee 2 b 500
ssla calc
ssla eps sig type=pol
-25.0000 -525.0000
-2.5000 -500.0000
0 0
0.0495 50.0711
0.2451 65.0925
2.4197 500.0000
14.5678 525.0000
stee 3 b 500
ssla calc
ssla eps sig type=pol
-25.0000 -525.0000
-2.5000 -500.0000
0 0
0.0495 50.0711
0.2451 65.0925
2.4197 500.0000
14.5678 525.0000

let#h 0.7[m] $Section Height
let#d1 0.040[m] $top cover
let#d2 0.040[m] $bottom cover
let#n_top 43 $number of top rebar
let#n_btm 43 $number of btm rebat
sect 1 mno 1 mrf 2
poly o mno 1
vert y z
1.5 -#h/2
1.5 #h/2
-1.5 #h/2
-1.5 -#h/2
loop#i #n_top+1 $ top rebar
rf y -(1.5-#d1)+((1.5-#d1)–(1.5-#d1))(#i/#n_top) z -(#h/2-#d1) as 3.14 mrf 2 lay 1
endloop

loop#i #n_btm+1 $ btm rebar
rf y -(1.5-#d1)+((1.5-#d1)–(1.5-#d1))(#i/#n_btm) z (#h/2-#d1) as 3.14 mrf 3 lay 2
endloop

end

+prog sofimsha urs:2
head 2-span beam

syst 3d gdiv 100

node 1 0 0 0 fix PPMX
node 21 12 0 0 fix pypzmx
node 41 24 0 0 fix pypzmx

node imsh 1 21 1
node imsh 21 41 1

grp 1
loop#i 20
beam #i+1 #i+1 #i+2 1
endloop

grp 2
loop#i 20
beam #i+1 #i+21 #i+22 1
endloop

end

+prog sofiload urs:3
head adding load live load and dead load

ACT TYPE GAMU GAMF PSI0 PSI1 PSI2 SUP TITL
G 1.35 1.00 1 1 1 PERC ‘Ständig’
L_U 1.35 0.00 0.40 0.40 0.20 COND ‘UDL’
L_A 1.35 0.00 0.75 0.75 0.20 EXCL ‘TDS’

LC NO 1 TYPE G FACD 1.2 TITL ‘Selfweight + 0.2 for roadway’

LC NO 11 TYPE L_U
beam grp 1 type pzz pa 12*3

LC NO 12 TYPE L_U
beam grp 2 type pzz pa 12*3

loop#i 25 $ loop over moving point load
lc #i+21 type L_A titl ‘TDS’ facd 1.0
poin bgrp no 1,2 proj zz type pzz p 150 y -1 x #i-0.6
poin bgrp no 1,2 proj zz type pzz p 150 y 1 x #i-0.6
poin bgrp no 1,2 proj zz type pzz p 150 y 1 x #i+0.6
poin bgrp no 1,2 proj zz type pzz p 150 y -1 x #i+0.6

endloop

end

+prog ase urs:5
head test - modifizierte Stahlarbeitslinie
head nichtlinear

#define NLSettings
syst prob nonl tol -0.05
nstr kmod S1 ksv cal ksb cal
#enddef

let#LCcount 25

loop#i #LCcount
#include NLSettings
lc 21+#i
end
endloop
end

1 Answer

1
2

Perhaps someone can help if you provide a complete, executable input file or upload a model that can be run.