BIG PERIODE

[zourguinadjib]

Good morning DR.Mc kenna

My problem is the period value,i found a big value 20,37 sec
I dont know what's the problem

This is my script

units: kip in sec
#######################################################

wipe ; # clear memory of all past model definitions
model BasicBuilder -ndm 3 -ndf 6; # Define the model builder, ndm=#dimension, ndf=#dofs
source LibUnits.tcl ; # define UNITS

# InputtData ------------------------------------------
set recordNumber 1001;

set gmf .2
set H1 267.6
set L1 1440
set L2 1440
set DSec 72
set numBarsSecf 58
set barAreaSec [expr 1.56*$in2];
set HBeam 691.2
set BBeam 187.01
set Fc [expr 5.80*$ksi];
set Fy [expr 5.80*$ksi];
set Es [expr 29027.58*$ksi];
set Fu [expr 8.71*$ksi];

set GamaC [expr 1.06*pow(10,-4)*$ksi]

set DeckMass [expr ($HBeam*$BBeam*$GamaC)/$g];
set PI 3.14
set coverSec [expr 0.07500*39.37$in];
set coverB [expr 0.07500*39.37$in];
set Is [expr $BBeam*pow($HBeam,3)/12];
set Abeam [expr $BBeam*$HBeam];
set dir 2
set NumRecords 1
set Step 0.200
set MaxIM 3.000
#----------------------------------------------------------
source LibUnits.tcl ; # define UNITS
# define NODAL COORDINATES ++++++++++++++++++++++++++
# columns bottom
node 1 $L1 0 [expr -($H1+$HBeam/2)]
# columns top
node 2 $L1 0 [expr -($HBeam/2)]

# abutments
node 5 0 0 0
node 4 [expr $L1+$L2] 0 0

# mass centers of deck
node 6 [expr 9*$L1/5.0] 0 0
node 7 [expr 8*$L1/5.0] 0 0
node 8 [expr 7*$L1/5.0] 0 0
node 9 [expr 6*$L1/5.0] 0 0
node 3 $L1 0 0
node 10 [expr 4*$L1/5.0] 0 0
node 11 [expr 3*$L1/5.0] 0 0
node 12 [expr 2*$L1/5.0] 0 0
node 13 [expr 1*$L1/5.0] 0 0


# BOUNDARY CONDITIONS ++++++++++++++++++++++++++++++++++
fix 1 1 1 1 1 1 1
fix 4 1 1 1 1 1 1
fix 5 1 1 1 1 1 1

equalDOF 3 2 1 2 3 4


# define Materials & Sections & ELEMENTS ---------------

source RCcircSection.tcl ; # procedure for definining RC fiber section



# set up geometric transformations of element
# separate columns and beams, in case of P-Delta analysis for columns
# in 3D model, assign vector vecxz
set IDColTransf 1; # all columns
set IDBeamTransf 2; # all beams

set ColTransfType PDelta ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $IDColTransf 0 1 0 ; # only columns can have PDelta effects (gravity effects)
geomTransf Linear $IDBeamTransf 0 1 0; # beam


# Define Beam-Column Elements
set np 5; # number of Gauss integration points for nonlinear curvature distribution

# columns

element nonlinearBeamColumn 1 1 2 $np $ColSecTagf $IDColTransf; # first pier
## beams

#set Ec [expr 1000*(.043*pow(101.97162*$GamaC,1.5)*sqrt(-$fc/1000))]; # Concrete Elastic Modulus( negtive is for -*- = + )
set AgBeam $Abeam; # rectuangular-Beam cross-sectional area
set IzBeam [expr $Is/1]; # about-local-z Rect-Beam cracked moment of inertial
set IyBeam [expr $Is]; # about-local-y Rect-Beam cracked moment of inertial

element elasticBeamColumn 2 4 6 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 3 6 7 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 4 7 8 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 5 8 9 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 6 9 10 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 8 10 11 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 9 11 12 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 10 12 13 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;
element elasticBeamColumn 11 13 5 $AgBeam $Ec $Gc $J $IyBeam $IzBeam $IDBeamTransf;


# Define GRAVITY LOADS, weight and masses -----------------------------------------------------

set GammaConcrete $GamaC; # Reinforced-Concrete weight density (weight per volume)

set QdlCol [expr $GammaConcrete*$PI*pow($DSec,2)/4]; # self weight of Column, weight per length

set QdlBeam [expr $DeckMass];

set WeightColf [expr $QdlCol*$H1]; # total first Column weight

set WeightBeam1 [expr $g*$QdlBeam*2.0*$L1/10.0]; # total Beam weight
set WeightBeam2 [expr $g*$QdlBeam*2*$L1/10.0];
set WeightBeam3 [expr $g*$QdlBeam*2*$L1/10.0];
set WeightBeam4 [expr $g*$QdlBeam*2*$L1/10.0];
set WeightBeam5 [expr $g*$QdlBeam*2*$L1/10.0];
set WeightBeam6 [expr $g*$QdlBeam*4*$L1/10.0];
set WeightBeam8 [expr $g*$QdlBeam*2*$L1/10.0];
set WeightBeam9 [expr $g*$QdlBeam*2*$L1/10.0];
set WeightBeam10 [expr $g*$QdlBeam*2*$L1/10.0];
set WeightBeam11 [expr $g*$QdlBeam*2*$L1/10.0];

# assign masses to the nodes that the columns are connected to
# each connection takes the mass of 1/2 of each element framing into it (mass=weight/$g)
set M1 [expr $QdlBeam*2*$L1/10.0];
set M2 [expr $QdlBeam*$L1/10.0];
set M3 [expr $QdlCol*$H1/$g];

mass 3 $M1 $M1 0. 0. 0. 0. ;
mass 4 $M2 $M2 0. 0. 0. 0. ;
mass 5 $M2 $M2 0. 0. 0. 0. ;
mass 6 $M1 $M1 0. 0. 0. 0. ;
mass 7 $M1 $M1 0. 0. 0. 0. ;
mass 8 $M1 $M1 0. 0. 0. 0. ;
mass 9 $M1 $M1 0. 0. 0. 0. ;
mass 3 $M1 $M1 0. 0. 0. 0. ;
mass 10 $M1 $M1 0. 0. 0. 0. ;
mass 11 $M1 $M1 0. 0. 0. 0. ;
mass 12 $M1 $M1 0. 0. 0. 0. ;
mass 13 $M1 $M1 0. 0. 0. 0. ;
mass 2 $M3 $M3 0. 0. 0. 0. ;

# eigen analysis ----------------------------------------------
set T1model [expr 2*$PI/(pow([eigen 1],0.5))]
puts "T1model=[expr $T1model]sec"

[fmk]

if your units are kip and in, g is 386.4 not 9.81

[zourguinadjib]

Thank you for your answer but i used the same value 386.4 ; always a big value

[fmk]

so what is the 10.0 here:
set M1 [expr $QdlBeam*2*$L1/10.0];
set M2 [expr $QdlBeam*$L1/10.0];

[zourguinadjib]

2/10 it means the length of beam considered