Daingai.dwg (1.9 MB)
Daingai_exp.dat (686.9 KB)
Daingai_csm.dat (1.7 KB)
Daingai.sofistik (1.0 MB)
I am doing pretensioning calculations for a bridge structure, using the cable tension optimization module. For simplicity, I am doing the linear cable force optimization first, and then doing the nonlinear calculations. I have 36 cable tensions, which is equivalent to setting the node displacement at 0. So my teddy code will be as follows.
+PROG SOFILOAD urs:23.1
head loads stress
UNIT TYPE 5
ECHO ACT Full
LOOP#i 36 #36cable load case
LET#grup 117+#i
LC #grup TYPE NONE
CABL GRP TO #grup TYPE VX 1 #i put the input of cable to 1
ENDLOOP
end
+PROG ASE urs:9 $ Linear Analysis
HEAD Calculation of forces and moments
PAGE UNII 0
CTRL OPT WARP VAL 0
CTRL OPT SPRI VAL 12
LC 1,2,3,4,5,6,7,8
LC 100 FACT 1 facd 1 titl ‘Formfinding first estimate’
lcc 2,3,4,5,6,7,8
LC 50 FACT 1 facd 1 titl ‘DC’
lcc 2,4,5,6,7,8
LC 51 FACT 1 facd 1 titl ‘DC+DW’
lcc (2 8 1)
LC (117 152 1)
END
+PROG CSM URS:35
Head CSM-Equation run
EQLC NO 100 TYPE G
EQLC NO (117 152 1) TYPE FREE FMIN 1000
equu no (167 235 2) Uz 0
equu no 311 Uz 0
sto#nvariables 36
END
+apply “$(NAME)_csm.dat”
in the EQLC line I put FMIN 1000, what I want is that, i want to get the factor should be positive (I think that cable prestress force should be always working in tension. The results i get is so weild, which is not what I want
$
#define project= “Daingai”
$ ******************* Construction Stage Manager **************
$
$ The composed ASE loadcase must give the displacements
$ and forces of your defined restrictions
$
$ ******************* Construction Stage Manager **************
+PROG ASE urs:equi01
HEAD Combined loadcase fitting the restriction
ECHO disp,reac,forc,nost,bedd no
ECHO disp yes
$
LC 1999 DLZ 1.000 TITL CSM_Combination_loadcase
LCC 100 FACT 1.00000000
LCC 117 FACT -197.51017761
LCC 118 FACT -773.50988770
LCC 119 FACT 1341.81909180
LCC 120 FACT 1123.38745117
LCC 121 FACT 185.81295776
LCC 122 FACT -33.27478790
LCC 123 FACT 306.24050903
LCC 124 FACT 91.79645538
LCC 125 FACT -103.62584686
LCC 126 FACT -285.78283691
LCC 127 FACT -443.56094360
LCC 128 FACT 21.43824196
LCC 129 FACT -87.59004211
LCC 130 FACT -115.23318481
LCC 131 FACT -61.41673279
LCC 132 FACT 43.19027328
LCC 133 FACT 51.20165634
LCC 134 FACT 2233.61889648
LCC 135 FACT 4551.70263672
LCC 136 FACT 2964.20385742
LCC 137 FACT 3728.39941406
LCC 138 FACT 4182.93994141
LCC 139 FACT 4415.79199219
LCC 140 FACT 4563.90429688
LCC 141 FACT 4681.57031250
LCC 142 FACT 4808.74511719
LCC 143 FACT 5725.80126953
LCC 144 FACT 5794.01611328
LCC 145 FACT 5878.10351562
LCC 146 FACT 6619.06396484
LCC 147 FACT 6628.40625000
LCC 148 FACT 7413.75097656
LCC 149 FACT 7473.66308594
LCC 150 FACT 7558.30859375
LCC 151 FACT 8160.02734375
LCC 152 FACT 9091.31152344
END
As we can see that, lots of negative value appeared
And hear is my question
How do we limit the result of the initial tension, let’s say i don’t want it to be negative and just want it in some range say from (2000 to 3000), in addition, since the moment at the pillar is quite large, i limit the tension at the cable between the beam to be reduced.
I tried EQLC NO (117 152 1) TYPE FREE FMIN 1000 but it doesnt works.
I also would like to show the model.