# Example 3 InputFile: 2D RC frame subjected to earthquake base excitation

Return to Tcl input files for the provided application examples:


```tcl

  1. unit. meter, K-N, K-Pa,K-Kg
  2. -- refer to: Q.Gu. FINITE ELEMENT RESPONSE SENSITIVITY AND RELIABILITY ANALYSIS OF SOIL-FOUNDATION-STRUCTURE-INTERACTION (SFSI) SYSTEMS.
  3. PhD Dissertation, Structural Engineeeing Dept. UCSD, 2008.
  4. test by Lei Wang, July 2018
  5. p 9' 10'
  6. .-------> 3============6 =============9 =| 7.2
  7. . || || || |
  8. . || 2' || 4' || 6' |
  9. . || 7' || 8' || |
  10. .--> 2============5 =============8 =| 3.6
  11. . || || || |
  12. . || 1' || 3' || 5' |
  13. . || || || |
  14. . || || || |
  15. 92_____________1|___________4|____________7|_____________110 -| 0.0
  1. -7.2 19.2 23.2
  2. |__|__|__|__|_|_|____|___|_|_|____|___|_|_|__|__|__|__|
  3. -5.2 -1.2|1.2 5.8 8.2 12.8 15.2
  4. -9.2 -3.2 0 3.5 7.0 10.5 14.0 17.2 21.2
  1. unit KN, KPa, KKg.
  2. CREATE THE MODEL BUILDERS FOR UPGROUND FRAMES

model BasicBuilder -ndm 2 -ndf 3 reliability

  1. ------------------- DEFINE beam NODES ---------------------------------

set framemass1 15.0 set framemass2 30.0 set framemass3 4.0

  1. tag X Y

node 1 0 0 -mass $framemass1 $framemass1 0.0 node 2 0 3.6 -mass $framemass1 $framemass1 0.0 node 3 0 7.2 -mass $framemass1 $framemass1 0.0 node 4 7.0 0.0 -mass $framemass2 $framemass2 0.0 node 5 7.0 3.6 -mass $framemass2 $framemass2 0.0 node 6 7.0 7.2 -mass $framemass2 $framemass2 0.0 node 7 14.0 0.0 -mass $framemass1 $framemass1 0.0 node 8 14.0 3.6 -mass $framemass1 $framemass1 0.0 node 9 14.0 7.2 -mass $framemass1 $framemass1 0.0

fix 1 1 1 1 fix 4 1 1 1 fix 7 1 1 1

  1. ------------------- weight load -------------------------------

set framemass1 15.0 set framemass2 30.0

set upperload1 [expr -$framemass1*10.0] set upperload2 [expr -$framemass2*10.0]

pattern Plain 1 "Constant" { load 1 0.0 $upperload1 0 load 2 0.0 $upperload1 0 load 3 0.0 $upperload1 0 load 4 0.0 $upperload2 0 load 5 0.0 $upperload2 0 load 6 0.0 $upperload2 0 load 7 0.0 $upperload1 0 load 8 0.0 $upperload1 0 load 9 0.0 $upperload1 0

}

  1. --------------------------- DEFINE MATERIALS ---------------------------
  2. --------------------------- UPPERGROUND FRAMES -------------------------
  1. Cover concrete tag -f'c -epsco -f'cu -epscu
  2. uniaxialMaterial Concrete01 1 -27588.5 -0.002 0.0 -0.008
  3. fc fu Ec eps0 epsu eta

uniaxialMaterial SmoothPSConcrete 1 27579.04 1000.0 2.4910e7 0.002 0.012 0.2

  1. Core concrete tag -f'c -epsco -f'cu -epscu
  2. uniaxialMaterial Concrete01 2 -34485.6 -0.004 -20691.4 -0.014
  3. fc fu Ec eps0 epsu eta

uniaxialMaterial SmoothPSConcrete 2 34473.8 25723.0 2.7851e7 0.005 0.02 0.2

  1. b=Hkin/(E+Hkin)=0.008
  2. Steel model tag E fy Hiso Hkin
  3. uniaxialMaterial Hardening 3 2.0e8 248200. 0.0 1.6129e6

uniaxialMaterial SteelMP 3 248200. 2.1e8 0.02


  1. --------------------------- DEFINE SECTIONS ----------------------------
  2. --------------------------- UPPERGROUND FRAMES -------------------------
  3. Interior column section

section fiberSec 1 {

  1. mat nfIJ nfJK yI zI yJ zJ yK zK yL zL

patch quadr 2 1 12 -0.2500 0.2000 -0.2500 -0.2000 0.2500 -0.2000 0.2500 0.2000 patch quadr 1 1 14 -0.3000 -0.2000 -0.3000 -0.2500 0.3000 -0.2500 0.3000 -0.2000 patch quadr 1 1 14 -0.3000 0.2500 -0.3000 0.2000 0.3000 0.2000 0.3000 0.2500 patch quadr 1 1 2 -0.3000 0.2000 -0.3000 -0.2000 -0.2500 -0.2000 -0.2500 0.2000 patch quadr 1 1 2 0.2500 0.2000 0.2500 -0.2000 0.3000 -0.2000 0.3000 0.2000

  1. mat nBars area yI zI yF zF

layer straight 3 3 0.000645 -0.2000 0.2000 -0.2000 -0.2000 layer straight 3 3 0.000645 0.2000 0.2000 0.2000 -0.2000 }

  1. steel: Ag/As = 6*0.000645/(0.6*0.5) =1.29%
  1. Exterior column section

section fiberSec 2 {

  1. mat nfIJ nfJK yI zI yJ zJ yK zK yL zL

patch quadr 2 1 10 -0.2000 0.2000 -0.2000 -0.2000 0.2000 -0.2000 0.2000 0.2000 patch quadr 1 1 12 -0.2500 -0.2000 -0.2500 -0.2500 0.2500 -0.2500 0.2500 -0.2000 patch quadr 1 1 12 -0.2500 0.2500 -0.2500 0.2000 0.2500 0.2000 0.2500 0.2500 patch quadr 1 1 2 -0.2500 0.2000 -0.2500 -0.2000 -0.2000 -0.2000 -0.2000 0.2000 patch quadr 1 1 2 0.2000 0.2000 0.2000 -0.2000 0.2500 -0.2000 0.2500 0.2000

  1. mat nBars area yI zI yF zF

layer straight 3 3 0.00051 -0.2000 0.2000 -0.2000 -0.2000 layer straight 3 3 0.00051 0.2000 0.2000 0.2000 -0.2000 }

  1. steel: Ag/As = 6*0.000510/(0.5*0.5) =1.22%
  1. Girder section

section fiberSec 3 {

  1. mat nfIJ nfJK yI zI yJ zJ yK zK yL zL

patch quadr 1 1 12 -0.2500 0.2000 -0.2500 -0.2000 0.2500 -0.2000 0.2500 0.2000

  1. mat nBars area yI zI yF zF

layer straight 3 2 0.000645 -0.2000 0.2000 -0.2000 -0.2000 layer straight 3 2 0.000645 0.2000 0.2000 0.2000 -0.2000 }

  1. steel: Ag/As = 4*0.000645/(0.4*0.4) =1.6%

  1. NUMBER OF INTEGRATION POINTS

set nP 5

  1. GEOMETRIC TRANSFORMATION

geomTransf Linear 1

  1. ----------------- DEFINE DISPLACEMENT BEAM-COLUMN ELEMENT ----------------------
  2. --------------------------- UPPERGROUND FRAMES -------------------------
  1. Columns tag ndI ndJ nPts secID transf

element dispBeamColumnWithSensitivity 1 1 2 $nP 2 1 element dispBeamColumnWithSensitivity 2 2 3 $nP 2 1 element dispBeamColumnWithSensitivity 3 4 5 $nP 1 1 element dispBeamColumnWithSensitivity 4 5 6 $nP 1 1 element dispBeamColumnWithSensitivity 5 7 8 $nP 2 1 element dispBeamColumnWithSensitivity 6 8 9 $nP 2 1

  1. Beams

element dispBeamColumnWithSensitivity 7 2 5 $nP 3 1 element dispBeamColumnWithSensitivity 8 5 8 $nP 3 1 element dispBeamColumnWithSensitivity 9 3 6 $nP 3 1 element dispBeamColumnWithSensitivity 10 6 9 $nP 3 1

  1. ============= SENSITIVITY ANALYSIS MODEL =================
  1. -----------------1: Core fc -------------------------------

set h fc set gradNumber 1

parameter $gradNumber -element 1 -section 2 -material 2 $h addToParameter $gradNumber -element 2 -section 2 -material 2 $h addToParameter $gradNumber -element 3 -section 1 -material 2 $h addToParameter $gradNumber -element 4 -section 1 -material 2 $h addToParameter $gradNumber -element 5 -section 2 -material 2 $h addToParameter $gradNumber -element 6 -section 2 -material 2 $h

    1. -----------------2: Core fcu -------------------------------

set h fcu set gradNumber 2

parameter $gradNumber -element 1 -section 2 -material 2 $h addToParameter $gradNumber -element 2 -section 2 -material 2 $h addToParameter $gradNumber -element 3 -section 1 -material 2 $h addToParameter $gradNumber -element 4 -section 1 -material 2 $h addToParameter $gradNumber -element 5 -section 2 -material 2 $h addToParameter $gradNumber -element 6 -section 2 -material 2 $h

  1. -------------------- 3: Core epsco -----------------------

set h epsco set gradNumber 3

parameter $gradNumber -element 1 -section 2 -material 2 $h addToParameter $gradNumber -element 2 -section 2 -material 2 $h addToParameter $gradNumber -element 3 -section 1 -material 2 $h addToParameter $gradNumber -element 4 -section 1 -material 2 $h addToParameter $gradNumber -element 5 -section 2 -material 2 $h addToParameter $gradNumber -element 6 -section 2 -material 2 $h

  1. -----------------4: Core epscu ---------------------

set h epscu set gradNumber 4

parameter $gradNumber -element 1 -section 2 -material 2 $h addToParameter $gradNumber -element 2 -section 2 -material 2 $h addToParameter $gradNumber -element 3 -section 1 -material 2 $h addToParameter $gradNumber -element 4 -section 1 -material 2 $h addToParameter $gradNumber -element 5 -section 2 -material 2 $h addToParameter $gradNumber -element 6 -section 2 -material 2 $h

  1. -----------------5: Core Ec -------------------------------

set h Ec set gradNumber 5

parameter $gradNumber -element 1 -section 2 -material 2 $h addToParameter $gradNumber -element 2 -section 2 -material 2 $h addToParameter $gradNumber -element 3 -section 1 -material 2 $h addToParameter $gradNumber -element 4 -section 1 -material 2 $h addToParameter $gradNumber -element 5 -section 2 -material 2 $h addToParameter $gradNumber -element 6 -section 2 -material 2 $h

  1. -----------------6: Steel E -------------------------------

set h E set gradNumber 6

parameter $gradNumber -element 1 -section 2 -material 3 $h addToParameter $gradNumber -element 2 -section 2 -material 3 $h addToParameter $gradNumber -element 3 -section 1 -material 3 $h addToParameter $gradNumber -element 4 -section 1 -material 3 $h addToParameter $gradNumber -element 5 -section 2 -material 3 $h addToParameter $gradNumber -element 6 -section 2 -material 3 $h addToParameter $gradNumber -element 7 -section 3 -material 3 $h addToParameter $gradNumber -element 8 -section 3 -material 3 $h addToParameter $gradNumber -element 9 -section 3 -material 3 $h addToParameter $gradNumber -element 10 -section 3 -material 3 $h

  1. -------------------- 7: Upper structural sigmaY -----------------------

set h sigmaY set gradNumber 7

parameter $gradNumber -element 1 -section 2 -material 3 $h addToParameter $gradNumber -element 2 -section 2 -material 3 $h addToParameter $gradNumber -element 3 -section 1 -material 3 $h addToParameter $gradNumber -element 4 -section 1 -material 3 $h addToParameter $gradNumber -element 5 -section 2 -material 3 $h addToParameter $gradNumber -element 6 -section 2 -material 3 $h addToParameter $gradNumber -element 7 -section 3 -material 3 $h addToParameter $gradNumber -element 8 -section 3 -material 3 $h addToParameter $gradNumber -element 9 -section 3 -material 3 $h addToParameter $gradNumber -element 10 -section 3 -material 3 $h

  1. -------------------- 8: Upper structural b -----------------------

set h b set gradNumber 8

parameter $gradNumber -element 1 -section 2 -material 3 $h addToParameter $gradNumber -element 2 -section 2 -material 3 $h addToParameter $gradNumber -element 3 -section 1 -material 3 $h addToParameter $gradNumber -element 4 -section 1 -material 3 $h addToParameter $gradNumber -element 5 -section 2 -material 3 $h addToParameter $gradNumber -element 6 -section 2 -material 3 $h addToParameter $gradNumber -element 7 -section 3 -material 3 $h addToParameter $gradNumber -element 8 -section 3 -material 3 $h addToParameter $gradNumber -element 9 -section 3 -material 3 $h addToParameter $gradNumber -element 10 -section 3 -material 3 $h

recorder Node -file node.out -time -node 6 -dof 1 2 -precision 16 disp

recorder Node -file node_sens1.out -time -node 6 -dof 1 "sensitivity 1" recorder Node -file node_sens2.out -time -node 6 -dof 1 "sensitivity 2" recorder Node -file node_sens3.out -time -node 6 -dof 1 "sensitivity 3" recorder Node -file node_sens4.out -time -node 6 -dof 1 "sensitivity 4" recorder Node -file node_sens5.out -time -node 6 -dof 1 "sensitivity 5" recorder Node -file node_sens6.out -time -node 6 -dof 1 "sensitivity 6" recorder Node -file node_sens7.out -time -node 6 -dof 1 "sensitivity 7" recorder Node -file node_sens8.out -time -node 6 -dof 1 "sensitivity 8"

constraints Transformation numberer RCM

  1. test NormUnbalance 1.0e-6 25 0

test NormDispIncr 1.0e-9 50 integrator LoadControl 1 1 1 1 algorithm Newton system BandGeneral

analysis Static

  1. sensitivityIntegrator -static

sensitivityAlgorithm -computeAtEachStep

analyze 1

puts "soil gravity nonlinear analysis completed ..."

wipeAnalysis

constraints Transformation test NormDispIncr 1.E-12 50 2 algorithm Newton numberer RCM system BandGeneral

integrator Newmark 0.55 0.2756 analysis Transient

  1. sensitivityIntegrator -definedAbove

sensitivityAlgorithm -computeAtEachStep

pattern UniformExcitation 2 1 -accel "Series -factor 1 -filePath acce.txt -factor 10 -dt 0.01"

set startT [clock seconds] analyze 1000 0.01 set endT [clock seconds] puts "Execution time: [expr $endT-$startT] seconds."

```