!#!Chapter Template $ System-dimensions #define L1 = 5.00 $ length of girder, left side #define L2 = 5.00 $ length of girder, right side #define HSt = 6.00 $ height of column $ cross sections #define bSt = 0.20 $ lenght/width of quadratic column #define bR = 0.20 $ width of girder #define hRu = 0.60 $ height of girder on the sides #define hRo = 1.00 $ height of girder in the middle $data for design #define Beton = 25 $ type of concrete #define d1 = 50 $ offset of top/ bottom reinforcement $loading #define q0 = 50.00 $ line load $variables for calculation #define Dh = (($(hRo)-$(hRu))/2) +prog template urs:1 head Concrete frame with exzentric girder This example includes the calculation and design of a steal frame with a line load. Dimensions, loading and design data may be changed. System dimensions length of girder, left side L1 = $(L1) m length of girder, right side L2 = $(L2) m height of column HSt = $(HSt) m Cross sections Lenght/width of quadratic column bSt = $(bSt) mm Width of girder bR = $(bR) mm Height of girder on the sides hRu = $(hRu) mm height of girder in the middle hRo = $(hRo) mm Data for design Material concrete = C $(Beton) Offset of reinforcement d1 = $(d1) mm Loading Line load q0 = $(q0) kN/m2 ycm 10 text "System" gnt 1 sc 100 xmin -1 ymin -2.0 $ headline gtxi h 0.4 gtxt x 0 y 2.0+$(HSt) text "System:" $ girder gpli widt 3 gpl x1 0.00 $(HSt) x2 $(L1)+$(L2) $(HSt) x3 $(L1)+$(L2) $(HSt)+$(hRu) $$ x4 $(L1) $(HSt)+$(hRo) x5 0.00 $(HSt)+$(hRu) x6 0.00 $(HSt) $ midle line of girder gpl x1 $(L1) $(HSt) x2 $(L1) $(HSt)+$(hRo) $ column left gpl x1 -$(bSt)/2 y1 0 x2 $(bSt)/2 y2 0 $$ x3 $(bSt)/2 y3 $(HSt)-0.57 x4 -$(bSt)/2 y4 $(HSt)-0.57 $$ x5 -$(bSt)/2 y5 0 $ column right gpl x1 $(L1)+$(L2)-$(bSt)/2 y1 0 x2 $(L1)+$(L2)+$(bSt)/2 y2 0 $$ x3 $(L1)+$(L2)+$(bSt)/2 y3 $(HSt)-0.57 x4 $(L1)+$(L2)-$(bSt)/2 y4 $(HSt)-0.57 $$ x5 $(L1)+$(L2)-$(bSt)/2 y5 0 $ symbols for hinges ggdp type circ x1 0.00 y1 $(HSt)-0.3 x2 0.3 y2 $(HSt)-0.3 ggdp type circ x1 $(L1)+$(L2) y1 $(HSt)-0.3 x2 $(L1)+$(L2)+0.3 y2 $(HSt)-0.3 $ symbols for constraints let#dx 0.5 let#dh 0.3 gfai styl hatc type 5 gfa x1 0.00-#dx 0.00 x2 0.00+#dx 0.00 x3 0.00+#dx 0.00-#dh x4 0.00-#dx 0.00-#dh gpl x1 0.00-#dx 0.00 x2 0.00+#dx 0.00 let#D $(L1)+$(L2) gfai styl hatc type 5 gfa x1 #D-#dx 0.00 x2 #D+#dx 0.00 x3 #D+#dx 0-#dh x4 #D-#dx 0-#dh gpl x1 #D-#dx 0.00 x2 #D+#dx 0.00 $ dimensioning gtxi h 0.3 gpli widt 1 gpli scat 1 gsca x1 0 -1.0 x2 $(L1) -1.0 text "L1 =" nd 2 gsca x1 $(L1) -1.0 x2 $(L1)+$(L2) -1.0 text "L2 =" nd 2 gsca x1 0 -1.8 x2 $(L1)+$(L2) -1.8 text "L =" nd 2 gsca x1 $(L1)+$(L2)+1.8 0.00 x2 $(L1)+$(L2)+1.8 $(HSt) text "HSt" nd 2 gsca x1 $(L1)+$(L2)+1.8 $(HSt) x2 $(L1)+$(L2)+1.8 $(HSt)+$(hRu) text "hRu" nd 2 gsca x1 $(L1)+1.2 $(HSt) x2 $(L1)+1.2 $(HSt)+$(hRo) text "hRo" nd 2 gsca x1 $(L1)+$(L2)-$(bSt)/2 $(HSt)+$(hRo)+0.5 $$ x2 $(L1)+$(L2)+$(bSt)/2 $(HSt)+$(hRo)+0.5 text "bSt" nd 2 ycm 6 text "Cross sections" gnt 1 sc 50 xmin -1 ymin -0.6 $ headline gtxi h 0.4 gtxt x 0 y 1.0+$(hRo) text "Cross sections:" gtxi h 0.35 gtxt x 0 y 0.4+$(hRu) text " Girder on the sides:" gfai styl bhat type 26 let#dx 0.00 gfa x1 0.00+#dx y1 0.00 x2 $(bR)+#dx y2 0.00 x3 $(bR)+#dx y3 $(hRu) $$ x4 0.00+#dx y4 $(hRu) x5 0.00+#dx y5 0.00 gpli scat 1 gsca x1 0+#dx -0.5 x2 $(bR)+#dx -0.5 nd 2 gsca x1 0.5+#dx+$(bR) 0.0 x2 0.5+#dx+$(bR) $(hRu) nd 2 let#dx 2.00 gtxt x 0+#dx y 0.4+$(hRo) text "Girder in the middle:" gfa x1 0.00+#dx y1 0.00 x2 $(bR)+#dx y2 0.00 x3 $(bR)+#dx y3 $(hRo) $$ x4 0.00+#dx y4 $(hRo) x5 0.00+#dx y5 0.00 gsca x1 0+#dx -0.5 x2 $(bR)+#dx -0.5 nd 2 gsca x1 0.5+#dx+$(bR) 0.0 x2 0.5+#dx+$(bR) $(hRo) nd 2 let#dx 4.00 gtxt x 0+#dx y 0.4+$(bSt) text "column cross section:" gfa x1 0.00+#dx y1 0.00 x2 $(bSt)+#dx y2 0.00 x3 $(bSt)+#dx y3 $(bSt) $$ x4 0.00+#dx y4 $(bSt) x5 0.00+#dx y5 0.00 gsca x1 0+#dx -0.5 x2 $(bSt)+#dx -0.5 nd 2 gsca x1 0.5+#dx+$(bSt) 0.0 x2 0.5+#dx+$(bSt) $(bSt) nd 2 ycm 12 text "System with loading" $ frame gnt 1 sc 100 xmin -1.5 ymin -2.0 $ wxmi 0 0 15 15 let#d $(HSt) gpli widt 5 gpl x1 0.00 0.00 x2 0.00 $(HSt) x3 $(L1) y3 $(HSt) $$ x4 $(L1)+$(L2) $(HSt) x5 $(L1)+$(L2) 0.00 $ loading gpli widt 2 ggdp type vec1 $$ x1 0 y1 1+#d $$ x2 0 y2 -0.8 $$ x3 $(L1)+$(L2) y3 1+#d $$ x4 0 y4 -0.8 $ dimensioning gtxi h 0.3 gpli scat 1 gsca x1 0 -1.0 x2 $(L1) -1.0 text "L1 =" nd 2 gsca x1 $(L1) -1.0 x2 $(L1)+$(L2) -1.0 text "L2 =" nd 2 gsca x1 0 -1.8 x2 $(L1)+$(L2) -1.8 text "L =" nd 2 gsca x1 $(L1)+$(L2)+1.8 0.00 x2 $(L1)+$(L2)+1.8 $(HSt) text "H =" nd 2 $ heading gtxi h 0.4 gtxt x 0 y 2.5+#d text "System with loading: $(q0) kN/m" $ symbols for hinges ggdp type circ x1 0.00 y1 $(HSt) x2 0.15 y2 $(HSt) ggdp type circ x1 $(L1)+$(L2) y1 $(HSt) x2 $(L1)+$(L2)+0.15 y2 $(HSt) $ symbols for constraints let#dx 0.5 let#dh 0.3 gfai styl hatc type 5 gfa x1 0.00-#dx 0.00 x2 0.00+#dx 0.00 x3 0.00+#dx 0.00-#dh x4 0.00-#dx 0.00-#dh gpl x1 0.00-#dx 0.00 x2 0.00+#dx 0.00 let#D $(L1)+$(L2) gfai styl hatc type 5 gfa x1 #D-#dx 0.00 x2 #D+#dx 0.00 x3 #D+#dx 0-#dh x4 #D-#dx 0-#dh gpl x1 #D-#dx 0.00 x2 #D+#dx 0.00 end !#!Chapter System definition +prog aqua urs:2 head Cross section with reference point norm EN 1992-2004 echo full conc 1 C $(Beton) stee 2 S 500A srec 1 h $(bSt)*1000 b $(bSt)*1000 so $(d1) rtyp 'CORN' ref c titl "Column cross section" srec 2 h $(hRu)*1000 b $(bR)*1000 so $(d1) rtyp 'ASYM' ref lm titl "Girder on the sides" $ reference lower middle srec 3 h $(hRo)*1000 b $(bR)*1000 so $(d1) rtyp 'ASYM' ref lm titl "Girder in the middle" $ reference lower middle end +prog sofimsha urs:3 head Interpolation of cross sections for a haunched, exzentric beam head Training example with a simple concrete frame syst fram gdir YY node 1 0.00 0.00 fix f node 2 0.00 -$(HSt) node 3 $(L1) -$(HSt) node 4 $(L1)+$(L2) -$(HSt) node 5 $(L1)+$(L2) 0.00 fix f beam 1 na 1 ne 2 ncs 1 div 2 ehin my beam 2 na 2 ne 3 ncs 2.3 np -1 div 4 $ haunched girder left beam 3 na 3 ne 4 ncs 3.2 np -1 div 4 $ haunched girder right beam 4 na 4 ne 5 ncs 1 div 2 ahin my end +prog aqua urs:4 $ Interpolation of in-between cross sections of haunched beams inte 0 end !#!Chapter Loading +prog sofiload urs:5 $ Single loadcases head loading act G lc 1 dly 1 titl "self weight" act Q lc 2 titl "variable load" beam from 2 to 3 inc 1 type pyp $(q0) end +prog sofiload urs:6 $ Loadcase combination head self defined loadcase combination lc 1001 type (D) titl '1.35*g+1.5*q' copy 1 1.35 copy 2 1.5 end !#!Chapter Calculation and desing +prog ase urs:7 $ Calculation of strsess resultant syst prob line lc 1001 end +prog aqb urs:8 $ Design head design lc 1001 rein mod sect rmod save lcr 1001 desi stat ulti end