+PROG AQUA URS:9 HEAD Materials NORM 'NS' 'en199X-200X-BRIDGE' CAT 'B' $ road bridges ECHO pict no CONC 1 C 50 $ = pier CONC 2 C 40 $ = deck slab STEE 3 S 500 TITL 'reinforcement' $ STEE 4 S 355T TITL 'connection precast' TMAX 0 $ STEE 6 S 355T TITL 'top steel plate' TMAX 0 STEE 7 S 355 TITL 'steel web' TMAX 0 STEE 8 S 355T TITL 'bottom slab thick' TMAX 0 STEE 9 S 355 TITL 'bottom slab mid' TMAX 0 STEE 31 Y 1860 TITL 'main cable' TMAX 0 ES 160000 STEE 32 Y 1860 TITL 'hanger' TMAX 0 ES 160000 STEE 99 S 355T TITL 'cross beam SVAL' TMAX 0 GAM 0 SECT 1 MNO 1 btyp BEAM !Definition des polygonalen Querschnitts POLY O MNO 1 VERT 1 Y 0 Z 0 VERT 2 Y 500 Z 0 VERT 3 Y 500 Z 165 VERT 4 Y 1000 Z 165 vert 5 Y 1000 Z -180 vert 6 Y 0 Z -180 VERT 7 Y -1000 Z -180 VERT 8 Y -1000 Z 165 VERT 9 Y -500 Z 165 VERT 10 Y -500 Z 0 vert 11 Y 0 Z 0 $ section cables SCIT 31 D 85[mm] MNO 31 $ working laws SFLA U F NO=111 TYPE=MY $ rotational spring $ $ mrad kNm -10.0 -200.0 0.0 0.0 +10.0 +200.0 $ -> CM = 200/0.01 = 20000 kNm/rad (rather weak) SFLA U F NO=111 TYPE=MZ $ $ mrad kNm -10.0 -200.0 0.0 0.0 +10.0 +200.0 $ -> CM = 200/0.01 = 20000 kNm/rad (rather weak) END +PROG SOFIMSHC urs:3 $ Definition of the main axis and variables HEAD Parametric suspension bridge with erection construction stages UNIT 5 $ units: sections in mm, geometry+loads in m SYST 2D GDIV 1000 GDIR negy $SYST FIX PX CTRL node 50000 ! automatic created nodes >50000 $CTRL MESH 1 ; CTRL HMIN 100.0 $ meshing of beam elements STO#xl1 74.4[m] $ span STO#nel 32 $ number of elements in this span STO#B 1[m] STO#S_XI(99) 0 $ allocate table STO#S_XI(0) 0.00[m] $ start of bridge at left excess STO#S_XI(1) #xl1 $ first support STO#sag 1.95[m] $ now you can access to the table also with interpolation: $ s at span 2 at local xi=0.5 -> center of big mid-span ! STO#s_mid =S_XI(0.5) STO#s_end =S_XI(1.0) $ for SOFILOAD - end of bridge GAX 'AX_1' $ just a straight bridge GAXA s 0 x -#s_mid y 0 sx 1 sy 0 l #s_end $ create axis from point 1 to point 2 (also possible with R) end +PROG SOFIMSHA urs:5 HEAD Piers and cables and support conditions $ Please always run also first SOFIMSHC parallel to this SOFIMSHA !!! UNIT 5 $ units: sections in mm, geometry+loads in m SYST REST ; CTRL REST 2 $SYST 2D GDIV 1000 GDIR negy $SYST FIX PX $DBG#2 loop#i0 #nel $ 2. span : let#i1 #i0+1 let#Y ((-4*#sag/#xl1**2)*((#S_XI(#i0/(#nel-1)))**2)+(4*#sag/#xl1)*#S_XI(#i0/(#nel-1))) node #i1 x -#s_mid+#S_XI(#i0/(#nel-1)) y -#Y fix PX endloop $ right cable : GRP 11 titl 'main cable right' $ 'cable span 1' cabl - na (1 #nel-1 1) ne (2 1) ncs 31 node 1,#nel fix PP end !#!Kapitel Finding the final Shape +prog sofiload urs:2 HEAD Load Cases UNIT 0 $ Einheiten: Querschnitte in mm, Geometrie+Lasten in m !Live Load LC NO 1 TITL 'Bearing Cable + line load' facd 1.0 CABL GRP TO 11 TYPE PG PA 13.075 END +prog ase urs:11 head Rough formfinding main cable ctrl cabl 0 CTRL ITER 3 V2 1 $ctrl fixz 3 !MAYBE FIX syst prob th3 syst post 1 syst tol8 -20 GRP 11 facs 1e-10 prex 4815 'hori' $ 'main cable' horizontal prestress (horizontal part is constant!) $ ^ play with this value to get desired chain line in main cable LC 1 end -PROG SOFIMSHA urs:7 HEAD Piers and cables and support conditions $ Please always run also first SOFIMSHC parallel to this SOFIMSHA !!! UNIT 5 $ units: sections in mm, geometry+loads in m SYST REST ; CTRL REST 2 $SYST FIX - loop#i0 (#nel-2) $ 2. span : let#i1 #i0+2 node #i1 fix -PX endloop loop#i0 #nel $ concrete Slab : let#i1 #i0+1 NODE NO 1400+#i1 nr1 #i1 y 0.1 NODE NO 1500+#i1 nr1 #i1 y 0.1 X 0.01 endloop loop#i0 (#nel-1) $ concrete Slab : let#i1 #i0+1 GRP 100+#i1 TITL 'Concrete Slab' BEAM NA 1500+#i1 NE 1401+#i1 NCS 1 endloop grp 20 loop#i0 (#nel-1) let#i1 #i0+1 KINE ND 1400+#i1 PY #i1 1.0 KINE ND 1500+#i1 PY #i1 1.0 KINE ND 1500+#i1 PX #i1 1.0 $ KINE ND 1400+#i1 PX #i1 1.0 endloop loop#i0 (#nel-2) let#i1 #i0+2 KINE ND 1500+#i1 PX 1400+#i1 1.0 endloop KINE ND 1432 PY 32 1.0 KINE ND 1532 PY 32 1.0 KINE ND 1432 PX 32 1.0 $KINE ND 1416 PX 16 1.0 $node 1501 FIX PY $node 1432 FIX PY end +PROG SOFIMSHA urs:4 HEAD Piers and cables and support conditions $ Please always run also first SOFIMSHC parallel to this SOFIMSHA !!! UNIT 5 $ units: sections in mm, geometry+loads in m SYST REST ; CTRL REST 2 $SYST FIX - loop#i0 (#nel-2) $ 2. span : let#i1 #i0+2 node #i1 fix -PX endloop loop#i0 #nel $ concrete Slab : let#i1 #i0+1 NODE NO 1400+#i1 nr1 #i1 y 0.1 NODE NO 1500+#i1 nr1 #i1 y 0.1 X 0.01 endloop loop#i0 (#nel-1) $ concrete Slab : let#i1 #i0+1 GRP 100+#i1 TITL 'Concrete Slab' BEAM NA 1500+#i1 NE 1401+#i1 NCS 1 endloop grp 20 loop#i0 (#nel-1) let#i1 #i0+1 $ KINE ND 1400+#i1 PY #i1 1.0 KINE ND 1500+#i1 PY #i1 1.0 $ KINE ND 1500+#i1 PX #i1 1.0 $ KINE ND 1400+#i1 PX #i1 1.0 endloop loop#i0 (#nel-2) let#i1 #i0+2 KINE ND 1500+#i1 PX 1400+#i1 1.0 KINE ND 1500+#i1 PY 1400+#i1 1.0 endloop KINE ND 1432 PY 32 1.0 KINE ND 1532 PY 32 1.0 $KINE ND 1432 PX 32 1.0 KINE ND 1416 PX 16 1.0 end !#!Kapitel Real Construction Sequence -prog ase urs:16 head Start system bearing cable only We now use the final shape (stress and shape equilibrium) to determine the exact position of the main cable for the stage before adding the superstructure (backward analysis, using PLC 1001 ) ctrl cabl 0 $ step 1 dt 2 syst prob th3 PLC 1 $ 'piers+anchor blocks' GRP 11 yes $ 'main cable' GRP 20 yes GRP (101 131 1) off $ precast elements LC 1001 FACD 1 titl 'bearing cable only' end +prog ase urs:1 head With Precast Elements ctrl cabl 0 syst prob th3 PLC 1 $ 'piers+anchor blocks' GRP 11 yes $ 'main cable' GRP 20 yes GRP (101 131 1) yes $ precast elements LC 1002 FACD 1 titl 'final system' end