!#!Info Example: Prestressed bridge !#!Info Keyword: prestress; tendon !#!Info Program: TENDON !#!Info Version: SOFiSTiK 25 !#!Info Date: 24.04.2009 +PROG AQUA URS:1 HEAD Materials echo mat full ; echo sect no NORM DIN 'fb102-2009' CAT C $ DIN FACHBERICHT 102 vgl. Beispiel DIN_FB_SOFiSTiK.pdf $ DIN Special report German 102 campare example DIN_FB_SOFiSTiK.pdf CONC 1 C 40 $ = C40/50 STEE 2 BST 500SA STEE 7 S 235 STEE 11 PST 1570S $ STEE 11 Y 1770 $ for EUROCODE see csm.dat\..\mode\csm31_design_ec2.dat END +PROG AQUA URS:2 HEAD Template section with axis-variables CTRL REST 0 $ alte Querschnitte löschen - delete old sections echo pict no STO#WIDTH 8.00 $ Total width $ these two variables will change in STO#HEIGHT 1.50 $ Total height $ axis development -> see SOFIMSHC - axis variables $ SECT 1 MNO 1 MRF 2 TITL 'cross1' SPT TOPP Y 0 Z 0 MNO 1 $ MNR 1 = for AQB-output material 1 SPT BOTT Y 0 Z '=#HEIGHT' MNO 1 $ SPT TOPR Y '=+#WIDTH*0.5' Z 0 MNO 0 $ MNR 0 = only construction SPT TOPL Y '=-#WIDTH*0.5' Z 0 MNO 0 $ point - not used for AQB-output POLY O VERT 11 Y 0 Z 0 REFP TOPR 12 Y 0 Z .2 REFP TOPR 13 Y 2.0 Z .4 14 Y 1.5 Z 0 REFP BOTT 114 Y -1.5 Z 0 REFP BOTT 113 Y -2.0 Z .4 112 Y 0 Z .2 REFP TOPL 111 Y 0 Z 0 REFP TOPL exp 0.50 $ Belüftung nur über Asphalt $ aeration only over asphalt $ $ Torsionsbox: *---------------------> y $ TOPL=111--------------------------------------------11=TOPR $ 112--- TL----------|----------TR ----12 $ ----113 | | | 13--- $ | | | | | $ | | | | | $ | | | | | $ | BL----------|----------BR | $ 114-------------------------14 let#c 0.07 $ m distance to surface - torsion box reinforcement SPT TL REFP 113 Y #c Z -0.40+#c MNO 0 SPT TR REFP 13 Y -#c Z -0.40+#c MNO 0 SPT BL REFP 114 Y #c Z -#c MNO 0 SPT BR REFP 14 Y -#c Z -#c MNO 0 LRF 1 0 0 0 0 REFA TL REFE BL AS 0.1 LAY 0 TORS ACTI D 12 LRF 2 0 0 0 0 REFA BL REFE BR AS 0.1 LAY 0 TORS ACTI D 12 LRF 3 0 0 0 0 REFA BR REFE TR AS 0.1 LAY 0 TORS ACTI D 12 LRF 4 0 0 0 0 REFA TR REFE TL AS 0.1 LAY 0 TORS ACTI D 12 $ let#d 0.09 $ m distance to surface - main reinforcement bars LRF 5 #d #d -#d #d REFA TOPL REFE TOPR AS - LAY 1 TORS PASS D 20 $ unten $ below LRF 5 #d -#d -#d -#d REFA 114 REFE 14 AS - LAY 2 TORS PASS D 20 $ oben $ above CUT 1 ZB 0.41 MNO 1 LAY 1 CUT 2 ZB S MNO 1 LAY 1 CUT 3 YB 1.50 MNO 1 LAY 3 TYPE FLAN $ $ Sections for cross girders and piers: SREC 7 H 1.8 B 1.2 REF UM $ Querträger - cross girder SREC 9 H 1.5 B 4 $ Pfeiler - piers END +PROG SOFIMSHC URS:3 $ Definition of the main axis, spans, main beam and axis variables HEAD CABD - Parametric haunched prestressed bridge SYST SPAC GDIV 1000 POSZ $ ------------------------------------- axis : ------------------------------ GAX 'AX_1' GAXA S 0 X 0 0 0 SX 1 0 0 $ first starting point with starting direction GAXA L 10 RA 0 RE 80 GAXA L 10 R 80 GAXA L 20 RA 80 RE -100 GAXA L 80 R -100 $ a straight bridge with 100 m only requires: $ GAXB X1 0 0 0 X2 100 0 0 $ create axis from point 1 to point 2 (also with R) $ other curved bridge -> csm.dat\...\cabd\csm10_...cabd.dat $ $ ------------------------------ definition of spans: S_XI table: ----- axis : ------------------------------ $ As this span definition is used often in the file, it is defined once and stored: STO#S_XI(99) 0 $ allocate table STO#S_XI(0) 0.00 $ start of bridge at left excess - am linken Überstand STO#S_XI(1) 1.00 $ first support - erstes Lager STO#S_XI(2) 31.00 $ 2. support - 2. Lager STO#S_XI(3) 61.00 $ 3. support - 3. Lager STO#S_XI(4) 62.00 $ end of bridge at right excess - am rechten Überstand $ please always define #X_XI(0) and #X_XI(right excess) $ also if it is equal to support X_XI(0)=X_XI(1)=0.00 $ $ now you can access to the table also with interpolation: $ s at span 2 at local xi=0.6 -> $ let#s =S_XI(2.6) gives s back with 49.00 m !! STO#s_end =S_XI(4.0) $ for SOFILOAD - end of bridge TXB Testprint variable s_end = #(s_end,8.3) $ (8 characters and 3 digits) $ ------------------------------------- main beam : ------------------------------ CTRL MESH 1 ; CTRL HMIN 1.0 $ meshing of beam elements $ xi-span definition $ Felddefinition - Lagerachsen $ and beam element definition on that main axis $ gleichzeitig: Stabzug an der Hauptachse GAXP 'AX_1' S =S_XI(0) TYPE 'A' GRP 1 NCS 1 SPT 90 $ defines xi=0 GAXP 'AX_1' S =S_XI(1) TYPE 'S' SPT 100 $ defines xi=1 GAXP 'AX_1' S =S_XI(2) TYPE 'S' GRP 2 SPT 200 $ defines xi=2 GAXP 'AX_1' S =S_XI(3) TYPE 'S' SPT 300 $ defines xi=3 GAXP 'AX_1' S =S_XI(4) TYPE 'E' SPT 310 $ defines xi=4 $ $ ------------------------------------- axis variables : ------------------------------ $ Variable HEIGHT via xi: GAXV S V TYPE ID='AX_1' NAME='HEIGHT' =#S_XI(0.0) 1.50 - =#S_XI(1.4) 1.50 D+ $ at xi=0.4 of span 1 ! =#S_XI(2.0)-1.20 2.80 D+ $ 1.20 m vorm Mittelpfeiler =#S_XI(2.0)+1.20 2.80 D- $ 1.20 m nach Mittelpfeiler =#S_XI(2.6) 1.50 D- =#S_XI(4.0) 1.50 D- $ Variable WIDTH: GAXV S V TYPE ID='AX_1' NAME='WIDTH' =#S_XI(0.0) 8.00 POLY =#S_XI(2.0)-6.00 9.80 POLY $ 6.00 m vorm Mittelpfeiler =#S_XI(2.0)-3.00 9.80 POLY $ 3.00 m vorm Mittelpfeiler =#S_XI(2.0)+3.00 9.80 POLY $ 3.00 m nach Mittelpfeiler =#S_XI(2.0)+6.00 9.80 POLY $ 6.00 m nach Mittelpfeiler =#S_XI(4.0) 8.00 POLY END END $ alternatively : $ Variable HEIGHT via S: GAXV S V TYPE ID='AX_1' NAME='HEIGHT' 0 1.20 - 20 1.20 D+ 30 2.70 D+ 32 2.70 D- 42 1.20 D- +PROG AQUA URS:5 HEAD Create interpolated sections $ echo pict no INTE 0 END +PROG SOFIMSHA URS:6 HEAD Piers and support conditions [SOFIPLUS] $ Please always run also first SOFIMSHC parallel to this SOFIMSHA !!! SYST REST ; CTRL REST 2 GRP 9 $ The following block can be used for standard support constructs without changes $ Please only change the variables let#node ... below ! $ limitation: #node = node number in superstructure < 1000 #define support01 let#dhspring 0 $ m bearing height $ bearing springs let#sy 0.5*#b0 TRAN node #node dy #sy dz #h dno 51000 if #b0 ; tran node #node dy -#sy dz #h dno 53000 ; endif TRAN node #node dy #sy dz #h dno 52000 if #b0 ; tran node #node dy -#sy dz #h dno 54000 ; endif $ node on top of pier: node 49000... tran node #node dz #h dno 49000 node #node+51000 FIX KF #node $ coupling if #b0 ; node #node+53000 FIX KF #node ; endif $ coupling node #node+52000 FIX KF #node+49000 $ coupling if #b0 ; node #node+54000 FIX KF #node+49000 ; endif $ coupling SPRI #node+0 #node+51000 #node+52000 DZ 1 CP 1E7 $ vertical bearing if #b0 ; SPRI #node+1 #node+53000 #node+54000 DZ 1 CP 1E7 ; endif $ transverse bearing springs: SPRI #node+3 #node+51000 #node+52000 dy 1 CP 1E6 $ transverse $ longitudinal bearing springs: let#cp_long 1.0 $ weak - to get bearing displacements if #logitud ; let#cp_long 1E6 ; endif $ longitudinal fixed bearing SPRI #node+7 #node+51000 #node+52000 dx 1 CP #cp_long $ longitudinal if #b0 ; SPRI #node+8 #node+53000 #node+54000 dx 1 CP #cp_long ; endif $ longitudinal $ node bottom of pier: node 50000... tran node #node dz #UKpier dno 50000 BEAM #node 50000+#node 49000+#node NCS 9 KR YY node #node+50000 FIX F $ fixed support #enddef $ let#node 100 $ basenumber of node in superstructure let#h 1.5 $ m cross section height let#b0 2.6 $ m bearingspread let#UKpier 7 $ m bottom level pier let#logitud 0 $ =1 bearing fixed in longitud. direction #include support01 $ let#node 200 $ basenumber of node in superstructure let#h 2.7 $ m cross section height let#UKpier 13 $ m bottom level pier let#logitud 1 $ =1 bearing fixed in longitud. direction #include support01 $ let#node 300 $ basenumber of node in superstructure let#h 1.5 $ m cross section height let#UKpier 7 $ m bottom level pier let#logitud 0 $ =1 bearing fixed in longitud. direction #include support01 $ END +PROG TENDON urs:9 HEAD Prestressing SYSP NOPS 19 MAT 11 ZV 3848 AZ 2850 LITZ 19 MINR 6.80 BETA 0.30 MUE 0.21 ECC 0.0 SP 6 DO 97 $ for EUROCODE see csm.dat\..\mode\csm31_design_ec2.dat $ reference axis and span definition: AXES NOH 1 TYPE AUTO 90 310 TOPP NOH 1 KIND NODE S 90,100,200,300,310 SP 0,1,2,3,4 $ S=100 = Knoten 100 ist der 1. Hochpunkt $ Node 100 is the 1. upper point $ tendon geometry definition: $ NOPS = prestressing system for max-min radius parameters + duct-excentricities TGEO NOG 1 NOH 1 NOPS 19 $ Definition points of geometry: (TYP=SPAN/FELD station via highpoints) PTUV S U V DVS RV RL TYPE=SPAN 0 0 0.4 - - - 1.4 - 1.35 0 - - 2 0 0.16 0 14 1.3 2.6 - 1.35 0 - - 4 0 0.4 - - - $ Additional values: construction stages: CS ICS1 11 12 $ prestress-procedure $ Anspann-Vorgehen PSIG RI ANWS 'TS' KAPA 1.5 K3 1220 $ k3 = geschätzte Begrenzung, damit Spannung bei Verkehrsübergabe nicht zu hoch $ zul-sigma-Verkehrsübergabe wegen DIN-FB 4.4.1.4 -> 0.65 fpk $ k3 = estimated limit to reduce stress at traffic opening $ zul-sigma-traffic opening due to DIN-FB 4.4.1.4 -> 0.65 fpk $ final tendon definition: TEND NOT 1 NOG 1 NTEN 8 LC 3 $ tendon plots: ECHO PLOT full SCHH h2 0.18 h4 0 h5 0 h6 0 PLOT GEOE NO 0 FACH 5 TYPG DUTE DIA 65 PCS 1 $ 0 = all tendons PLOT FACT NO 1 FACH 50 end +PROG ASE urs:10 HEAD LC 1 DLZ 1 LC 3 TITL prestress END