!----------------------------------------------- !#!Chapter Define input !----------------------------------------------- -PROG TEMPLATE urs:3.1 HEAD Input: Stochastic variables ! Strength STO#FM 24[MPa] ! Bending strength STO#FC0 24[MPa] ! Compression strength parall STO#FT0 16[MPa] ! Tension strength parall STO#FVR 0.8[MPa] ! Shear strength at the edge (rolling) ! Stiffness STO#E1 11600[MPa] ! Modulus of elasticity 1 STO#E2 300[MPa] ! Modulus of elasticity 2 STO#G1 650[MPa] ! Shear modulus 1 STO#G2 65[MPa] ! Shear modulus 2 ! Connection stiffness STO#CM 248[kNm/m2/rad] ! Rotational spring constant wall/slab ! Model uncertainty STO#X_R 1 ! Model uncertainty ! Loads STO#g_k1 1.37[kN/m2] ! Dead load slab STO#g_k2 1.26[kN/m2] ! Dead load int. wall (135 mm) STO#g_k3 1.28[kN/m2] ! Dead load ext. walls (126 mm) STO#q_k 1.50[kN/m2] ! Live load STO#w_k 1.16[kN/m2] ! Wind load END +PROG TEMPLATE urs:3 HEAD Input: Determistic variables ! Geometry related properties ! Element 1 STO#T1 42[mm] ! Layer thickness LET#T_CLT1 3*#T1 ! Total thickness LET#a1 0.5*(#T_CLT1-#T1) ! Center distance CLT and layer LET#b1 1[m] ! Width STO#A_net1 2*#T1*#b1 ! Net area STO#I_net1 2*#T1*#b1*#a1^2 ! Net moment of inertia STO#I_gross1 (1/12)*#b1*#T_CLT1^3 ! Gross moment of inertia STO#S_net1 2*#T1*#b1*#a1 ! Net static moment STO#S_rol1 #T1*#b1*#a1 ! Static rolling moment LET#Z_01 #T_CLT1/2 ! Distance to edge (half CLT thickness) STO#W_net1 #I_net1/#Z_01 ! Net moment of resistances ! Element 2 STO#T2 45[mm] ! Layer thickness LET#T_CLT2 3*#T2 ! Total thickness LET#a2 0.5*(#T_CLT2-#T2) ! Center distance CLT and layer LET#b2 1[m] ! Width STO#A_net2 2*#T2*#b2 ! Net area STO#I_net2 2*#T2*#b2*#a2^2 ! Net moment of inertia STO#I_gross2 (1/12)*#b2*#T_CLT2^3 ! Gross moment of inertia STO#S_net2 2*#T2*#b2*#a2 ! Net static moment STO#S_rol2 #T2*#b2*#a2 ! Static rolling moment LET#Z_02 #T_CLT2/2 ! Distance to edge (half CLT thickness) STO#W_net2 #I_net2/#Z_02 ! Net moment of resistances $ TXB A_net = #(#A_net1,2.5), I_net = #(#I_net1,2.5), I_gross = #(#I_gross1,2.5), S_net = #(#S_net1,2.5), S_rol = #(S_rol1,2.5), W_net = #(#W_net1,2.5) $ TXB A_net = #(#A_net2,2.5), I_net = #(#I_net2,2.5), I_gross = #(#I_gross2,2.5), S_net = #(#S_net2,2.5), S_rol = #(S_rol2,2.5), W_net = #(#W_net2,2.5) ! Modification and uncertainty factors STO#kmodM 0.8 ! Modification factor for load duration: medium STO#kmodI 1.1 ! Modification factor for load duration: instant. STO#ksys 1.15 ! Modification factor for system factor STO#kdef 0.85 ! Modification factor for displacement STO#kc_y1 0.576 ! Buckling coefficient ext. wall (lef = l) STO#kc_y2 0.626 ! Buckling coefficient int. wall (lef = l) ! Loads STO#C_D 0.80 ! Form factor wind in zone D STO#C_E 0.65 ! Form factor wind in zone E STO#w_k1 #w_k*(#C_D+#C_E) ! Combied wind load (for both directions) END !----------------------------------------------- !#!Chapter Materials !----------------------------------------------- +PROG AQUA urs:1 HEAD Creating materials ! Set default design code and service class NORM 'EN' '1995-2004' CAT '2' ! Define units (5 = Structural Engineering (sections in mm, system in m)) UNIT TYPE 5 ! Extent of Output (MAT YES = Material constants) ECHO MAT YES ! TIMB - Timber and Fibre Materials (page 3-119 in aqua_1.pdf) TIMB NO OAL EP E90 G G90 FM FC0 FVR TITL 1 0 #E1 #E2 #G1 #G2 #FM #FC0 #FVR 'C24 Board_1' 2 90 #E1 #E2 #G1 #G2 #FM #FC0 #FVR 'C24 Board_2' ! MLAY – Layered Material (page 3-37 in aqua_1.pdf) MLAY NO 3 T0 #T1 1 $$ T1 #T1 2 $$ T2 #T1 1 $$ TITL 'CLT 126 mm' MLAY NO 4 T0 #T2 1 $$ T1 #T2 2 $$ T2 #T2 1 $$ TITL 'CLT 135 mm' END !----------------------------------------------- !#!Chapter Structural system !----------------------------------------------- +PROG SOFIMSHA urs:2 HEAD Import from SSD ! Define units (5 = Structural Engineering (sections in mm, system in m)) UNIT 5 ! Global System Definition (SPAC = 3D system, GDIV = Group divisor, GDIR = Direction ofgravity) SYST SPAC GDIV 10000 GDIR NEGZ ! Select file to import the structural system from the SSD file IMPO FROM TypoA.cdb ! Transformations !(TYPE ALL = Import all elements and nodes, DNO SELF = Keep node and element number, FIX F = Import all support conditions) TRAN TYPE ALL DNO SELF FIX F IMPO ! Go back to primary database ! Modify the spring contant (CM = Spring contant, MOD SPRI = modify spring, XMIN, YMIN... = Coordinates for selcetion box [m]) SPRI PROP CM #CM MOD SPRI XMIN 8.5 YMIN -0.5 ZMIN 2.5 XMAX 9.5 YMAX 9.5 ZMAX 40 MOD SPRI XMIN -0.5 YMIN -0.5 ZMIN 2.5 XMAX 0.5 YMAX 9.5 ZMAX 40 END !----------------------------------------------- !#!Chapter Defining loadcases !----------------------------------------------- +PROG SOFILOAD urs:13.1 HEAD Apply loads LET#K_FI 1.1 ! CC3 ! Load combinations ! Dom. live load 1 : wind from x-direction LET#LK1_v1 #K_FI*(#g_k1+1.5*#q_k) ! Vertical slab LET#LK1_v2 #K_FI*#g_k2 ! Vertical int. wall ! LET#LK1_v3 #K_FI*#g_k3 ! Vertical ext. wall LET#LK1_h #K_FI*1.5*0.3*#w_k1 ! Horisontal wind LC NO 1 TITL 'LK1: Dom. LL1' LOOP#i 1 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP $ ! Dom. live load 2 : wind from y-direction LET#LK2_v1 #K_FI*(#g_k1+1.5*#q_k) ! Vertical slab LET#LK2_v2 #K_FI*#g_k2 ! Vertical int. wall LET#LK2_v3 #K_FI*#g_k3 ! Vertical ext. wall LET#LK2_h #K_FI*1.5*0.3*#w_k1 ! Horisontal wind LC NO 2 TITL 'LK2: Dom. LL2' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP $ ! Dom. wind load 1 (dead load unfavorable): x-direction LET#LK3_v1 #K_FI*(#g_k1+1.5*0.5*#q_k) ! Vertical slab LET#LK3_v2 #K_FI*#g_k2 ! Vertical int. wall LET#LK3_v3 #K_FI*#g_k3 ! Vertical ext. wall LET#LK3_h #K_FI*1.5*#w_k1 ! Horisontal wind LC NO 3 TITL 'LK3: Dom. WL1 (DL unfavorable)' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP $ ! Dom. wind load 1 (dead load favorable): x-direction LET#LK4_v1 #K_FI*(0.9*#g_k1+1.5*0.5*#q_k) ! Vertical slab LET#LK4_v2 #K_FI*#g_k2*0.9 ! Vertical int. wall LET#LK4_v3 #K_FI*#g_k3*0.9 ! Vertical ext. wall LET#LK4_h #K_FI*1.5*#w_k1 ! Horisontal wind LET#LV 1 LC NO 4 TITL 'LK4: Dom. WL1 (DL favorable)' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP ! Dom. wind load 2 (dead load unfavorable): y-direction LET#LK5_v1 #K_FI*(#g_k1+1.5*0.5*#q_k) ! Vertical slab LET#LK5_v2 #K_FI*#g_k2 ! Vertical int. wall LET#LK5_v3 #K_FI*#g_k3 ! Vertical ext. wall LET#LK5_h #K_FI*1.5*#w_k1 ! Horisontal wind LC NO 5 TITL 'LK5: Dom. WL2 (DL unfavorable)' LOOP#i 1 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h ENDLOOP $ ! Dom. wind load 2 (dead load favorable): y-direction LET#LK6_v1 #K_FI*(0.9*#g_k1+1.5*0.5*#q_k) ! Vertical slab LET#LK6_v2 #K_FI*#g_k2*0.9 ! Vertical int. wall LET#LK6_v3 #K_FI*#g_k3*0.9 ! Vertical ext. wall LET#LK6_h #K_FI*1.5*#w_k1 ! Horisontal wind LET#LV 1 LC NO 6 TITL 'LK6: Dom. WL2 (DL favorable)' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP $! SLS dom. live load 1 : wind from x-direction LET#LK7_v1 #g_k1+#q_k ! SLS dom. live load (vertical) LET#LK7_v2 #g_k2 ! SLS dom. live load (vertical) LET#LK7_v3 #g_k3 ! SLS dom. live load (vertical) LET#LK7_h 0.3*#w_k1 ! SLS dom. live load (horisontal) LET#LV 1 LC NO 7 TITL 'LK7: SLS dom. LL1' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP $ ! SLS dom. live load 2 : wind from y-direction LET#LK8_v1 #g_k1+#q_k ! SLS dom. live load (vertical) LET#LK8_v2 #g_k2 ! SLS dom. live load (vertical) LET#LK8_v3 #g_k3 ! SLS dom. live load (vertical) LET#LK8_h 0.3*#w_k1 ! SLS dom. live load (horisontal) LET#LV 1 LC NO 8 TITL 'LK8: SLS dom. LL2' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP $ ! SLS dom. wind laod 1: x-direction LET#LK9_v1 #g_k1+0.5*#q_k ! SLS dom. wind load (vertical) LET#LK9_v2 #g_k2 ! SLS dom. wind load (vertical) LET#LK9_v3 #g_k3 ! SLS dom. wind load (vertical) LET#LK9_h #w_k1 ! SLS dom. wind load (horisontal) LET#LV 1 LC NO 9 TITL 'LK9: SLS dom. WL1' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP $ ! SLS dom. wind laod 2: y-direction LET#LK10_v1 #g_k1+0.5*#q_k ! SLS dom. wind load (vertical) LET#LK10_v2 #g_k2 ! SLS dom. wind load (vertical) LET#LK10_v3 #g_k3 ! SLS dom. wind load (vertical) LET#LK10_h #w_k1 ! SLS dom. wind load (horisontal) LET#LV 1 LC NO 10 TITL 'LK10: SLS dom. WL2' LOOP#i 12 LET#LV #i+1 AREA REF QGRP NO (#LV*20+1,#LV*20+2,#LV*20+3,#LV*20+4) TYPE PG P1 #LK1_v1 AREA REF QGRP NO (#LV*10+3,#LV*10+4,#LV*10+5,#LV*10+6,#LV*10+7) TYPE PG P1 #LK1_v2 AREA REF QGRP NO (#LV*10+4) TYPE PXY P1 #LK1_h LET#i #i+1 ENDLOOP END !----------------------------------------------- !#!Chapter Linear Analysis !----------------------------------------------- +PROG ASE urs:22 $ Linear Analysis HEAD Calculation of forces and displacements PAGE UNII 0 CTRL OPT WARP VAL 0 LC ALL END !----------------------------------------------- !#!Chapter Limite state function / Performance function !----------------------------------------------- +PROG TEMPLATE urs:20.1 HEAD Limite State Function !------------------------ ! ULS - ULTIMATE LIMIT STATE ! ------------------------------------ ! SLAB ! Define loadcase: ULS: Dom. live load 1 LET#lc 1 ! Limite state function: Bending moment @KEY QUAD_NFO #lc 20 LET#N 1 LOOP 2 LET#mxx @(1265,MXX) TXB Bending moment loop #N = #(#mxx,1.5)[kNm] LET#N #N+1 ENDLOOP LET#M_Ed ABS(#mxx) ! Max bending moment LET#M_Rd #FM*#W_net1*#kmodM*#ksys ! Max bending resistance STO#LS1 #X_R-(#M_Ed/#M_Rd) ! Limit state function TXB Max moment = #(#M_Ed,2.5) , Max bending resistance = #(#M_Rd,2.5), Limit state 1 = #(#LS1,2.5) TXB ! Limite state function: Rolling shear @KEY QUAD_NFO #lc 20 LET#N 1 LOOP 2 LET#vx @(1265,VX) TXB Shear force loop #N = #(#vx,1.5)[kN] LET#N #N+1 ENDLOOP LET#V_Ed ABS(#vx) ! Max shear force LET#V_Rd (#FVR*#I_net1*#kmodM)/#S_rol1 ! Max shear resistance STO#LS2 #X_R-(#V_Ed/#V_Rd) ! Limit state function TXB Max rolling shear = #(#V_Ed,2.5) , Max rolling shear resistance = #(#V_Rd,2.5), Limit state 2 = #(#LS2,2.5) TXB $! INTERIOR WALL: Wall 1 $ ! Define loadcase: ULS: Dom. wind load 2 (Dead load unfarvorable) LET#lc 1 ! Limit state function: Combined compression and bending @KEY QUAD_NFO #lc 16 LET#nx 60 LET#mx @(1684,MXX) LET#N_Ed ABS(#nx) ! Max compression force LET#N_Rd (#FC0*#kc_y2*#A_net2*#kmodI) ! Max compression resistance LET#M_Ed ABS(#mx) ! Max bending moment LET#M_Rd #FM*#W_net2*#kmodI*#ksys ! Max bending resistance LET#U_m (#M_Ed/#M_Rd)[-] ! Utilization moment LET#U_n (#N_Ed/#N_Rd)[-] ! Utilization compression STO#LS3 #X_R-(#U_n+#U_m) ! Limit state function TXB Max compression force = #(#N_Ed,2.5) , Max compression resistance = #(#N_Rd,2.5) TXB Max moment = #(#M_Ed,2.5) , Max bending resistance = #(#M_Rd,2.5), Limit state 3 = #(#LS3,2.5) TXB ! EXTERIOR WALLS: Wall 2 ! Define loadcase: ULS: Dom. wind 1 (dead load unfavorable) LET#lc 3 ! Limit state function: Combined compression and bending @KEY QUAD_NFO #lc 15 LET#nx 60 LET#mx 60 LET#N_Ed ABS(#nx) ! Max compression force LET#N_Rd (#FC0*#kc_y1*#A_net1*#kmodI) ! Max compression resistance LET#M_Ed ABS(#mx) ! Max bending moment LET#M_Rd #FM*#W_net1*#kmodI*#ksys ! Max bending resistance LET#U_m (#M_Ed/#M_Rd)[-] ! Utilization moment LET#U_n (#N_Ed/#N_Rd)[-] ! Utilization compression STO#LS4 #X_R-(#U_n+#U_m) ! Limit state function TXB Max compression force = #(#N_Ed,2.5) , Max compression resistance = #(#N_Rd,2.5) TXB Max moment = #(#M_Ed,2.5) , Max bending resistance = #(#M_Rd,2.5), Limit state 4 = #(#LS4,2.5) TXB ! EXTERIOR WALL: Wall 3 ! Define loadcase: ULS: Dom. wind 1 (dead load unfavorable) LET#lc 3 ! Limit state function: Combined compression and bending @KEY QUAD_NFO #lc 17 LET#nx 60 LET#mx 60 LET#N_Ed ABS(#nx) ! Max compression force LET#N_Rd (#FC0*#kc_y1*#A_net1*#kmodI) ! Max compression resistance LET#M_Ed ABS(#mx) ! Max bending moment LET#M_Rd #FM*#W_net1*#kmodI*#ksys ! Max bending resistance LET#U_m (#M_Ed/#M_Rd)[-] ! Utilization moment LET#U_n (#N_Ed/#N_Rd)[-] ! Utilization compression STO#LS5 #X_R-(#U_n+#U_m) ! Limit state function TXB Max compression force = #(#N_Ed,2.5) , Max compression resistance = #(#N_Rd,2.5) TXB Max moment = #(#M_Ed,2.5) , Max bending resistance = #(#M_Rd,2.5), Limit state 5 = #(#LS5,2.5) TXB ! Define loadcase: ULS: Dom. wind 1 (dead load favorable) LET#lc 4 ! Limit state function: Combined tension and bending @KEY QUAD_NFO #lc 17 LET#nx 60 LET#mx 60 LET#N_Ed ABS(#nx) ! Max tension force LET#N_Rd (#FT0*#A_net1*#kmodI) ! Max tension resistance LET#M_Ed ABS(#mx) ! Max bending moment LET#M_Rd #FM*#W_net1*#kmodI*#ksys ! Max bending resistance LET#U_m (#M_Ed/#M_Rd)[-] ! Utilization moment LET#U_n (#N_Ed/#N_Rd)[-] ! Utilization compression STO#LS6 #X_R-(#U_n+#U_m) ! Limit state function TXB Max tension force = #(#N_Ed,2.5) , Max tension resistance = #(#N_Rd,2.5) TXB Max moment = #(#M_Ed,2.5) , Max bending resistance = #(#M_Rd,2.5), Limit state 6 = #(#LS6,2.5) TXB !------------------------ ! SLS - SERVICE LIMIT STATE ! ------------------------------------ ! Slab ! Define loadcase: SLS: dom. live load 1 LET#lc 7 ! Limit state function: Displacement failure @KEY N_DISP #lc LET#L 4.5[m] ! Slab length LET#L_eff #L*0.8 ! For continuous beam: EN 1995-1-1 Annex B LET#uz 60 ! Max displacement LET#uz_max ABS(#uz) ! Max displacement short LET#uz_fin #uz_max*(1+#kdef) ! Max displacement final LET#uz_lim #L_eff/250 ! Displacement limit STO#LS7 #X_R-(#uz_fin/#uz_lim) ! Limit state function TXB Max displacemnt short = #(#uz_max*1000,2.5) , Max displacemnt final = #(#uz_fin*1000,2.5), TXB Displacement limit = #(#uz_lim*1000,2.5), Limit state 7 = #(#LS7,2.5) TXB ! Entire building ! Define loadcase: SLS: dom. wind load 2 (deadload unfarvorable) LET#lc 9 ! Limit state function: Displacement failure @KEY N_DISP #lc LET#L 36[m] ! Building height LET#ux 60 ! Max displacement LET#ux_max ABS(#ux) ! Max displacement inst. LET#ux_lim #L/500 ! Displacement limit STO#LS8 #X_R-(#ux_max/#ux_lim) ! Limit state function TXB Max displacemnt inst. = #(#ux_max*1000,2.5), Displacement limit = #(#ux_lim*1000,2.5) TXB Limit state 8 = #(#LS8,2.5) TXB END