NIST GCR 95-673 Enhancements to Program IDARC: Modeling Inelastic Behavior of Welded Connections in Steel Moment-Resisting Frames Prepared by: Dr. Sashi K. Kunnath University of Central Florida Orlando, FL 32816 May 1995 Building and Fire Research Laboratory National Institute of Standards and Technology Gaithersburg, MD 20899 u.s. Department of Commerce Ronald H. Brown, Secretary Technology Administration Mary L. Good, Under Secretary for 1echnology National Institute of Standards and Technology Arati Prabhakar, Director
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NIST GCR 95-673
Enhancements to Program IDARC:Modeling Inelastic Behavior of WeldedConnections in Steel Moment-Resisting Frames
Prepared by: Dr. Sashi K. KunnathUniversity of Central FloridaOrlando, FL 32816
May 1995Building and Fire Research LaboratoryNational Institute of Standards and TechnologyGaithersburg, MD 20899
u.s. Department of CommerceRonald H. Brown, SecretaryTechnology AdministrationMary L. Good, Under Secretary for 1echnologyNational Institute of Standards and TechnologyArati Prabhakar, Director
ABSTRACT
An existing computer code, IDARC, is enhanced to permit the modeling of steel moment
resisting frames (SMRFs) with the potential for weld failures at beam-to-column connections.
The steel member model is derived from flexibility formulations in order to allow complex
degrading hysteresis behavior to be incorporated. A panel zone element is developed to account
for inelastic shear deformations in the beam-to-column connection region. Finally, a new
conceptual hysteresis model is developed to represent the force-deformation characteristics at a
welded connection, before and after weld failure.
The new models were validated using experimental data from available component tests and an
existing computer program, DRAIN-2DX. The results of the study indicate that the enhanced
program, referred to as IDASS, is capable of adequately reproducing observed behavior of
SMRFs and can be used as an effective tool to investigate the effects of weld failure in steel
Figure 3-8. Comparison of Observed and Simulated Hysteretic Response ofConnection Region Before and After Weld Fracture
25
4 CONCLUDING REMARKS
Three primary tasks were undertaken in this project with the aim of developing suitable
modeling schemes that could be used to analyse the nonlinear dynamic response of SMRFs before
and after the failure of welded connections in critical regions.
First, a new member model based on concepts of distributed flexibility was developed. It
was shown that the new model reproduces results predicted by concentrated plasticity for the case
of both ends of a member having the same state (elastic or yield conditions). For the case that
only one end-section of a member yields while the other remains elastic, the flexibility-based
model produces values that are less than those predicted by the concentrated plasticity model.
Given the fact that concentrated plasticity always over-predicts observed response, it can be
concluded that the proposed model may be a better representation of actual inelastic behavior.
A macromodel representation of panel distortion in the joint region of a moment frame
was developed. Analytical simulations using the model were compared to results obtained by
rigorous fInite element analysis and to observed experimental behavior. It is established that the
proposed formulation predicts with acceptable accuracy the inelastic behavior of the panel region.
Finally, a new hysteresis model was developed to simulate the condition of a sudden weld
failure. The model was derived conceptually from observed experimental response of such
connections before and after weld failure. Parameters currently assigned to the model can be
enhanced in future as more data becomes available. The model was validated using available
experimental data from a series of tests conducted at the University of California, Berkeley.
All models described and validated in this report have been incorporated in program
IDASS. The User Manual for the program and the data sets used to reproduce the results
presented in this report are included in the Appendices.
27
REFERENCES
Charney, EA. and Johnson, R (undated). "The Effect of Joint Defonnations on the Drift of Steel
Frame Structures." KKBNA Inc. Consulting Enginneers, Colorado.
Clough, RW., Benuska, K.L. and Wilson, E.L. (1965). "Inelastic Earthquake Response of Tall
Buildings", Proceedings of the 3rd World Conference on Earthquake Engineering, New
Zealand, Vol.II, pp.68-89.
Filippou, F.C. and Issa, A. (1988). "Nonlinear Analysis of Reinforced Concrete Frames Under
Cyclic Load Reversals", Report No. UCB/EERC/88/12, University of California, Berkeley.
Giberson, M.F. (1969). "Two Nonlinear Beams with Deftnitions of Ductility", Journal of the
Structural Division, ASCE, Vo1.95, SU, pp.137-157.
Kunnath, S.K., Reinhorn, A.M. and Lobo, RE (1992). "IDARC - Version 3.0: A Program for
Inelastic Damage Analysis of RC Structures", Technical Report NCEER-92-0022, National
Center for Earthquake Engineering, Buffalo, New York.
Meyer, c., Roufaiel, M.S. and Arzoumanidis, S.G. (1983). "Analysis of Damaged Concrete
Frames for Cyclic Loads." Earthquake Engineering and Structural Dynamics, VoLll,
pp.207-228.
Prakash, V., Powell, G.H. and Filippou, F. (1992). "DRAIN-2DX : Base Program User Guide."
SEMM Report 92-29, University of California, Berkeley.
Sarkisian, M.P. (1985). "Beam-to-Column Connections Subjected to Seismic Loads." M.S.
Thesis, Lehigh University, Pennsylvania
Soleimani, D., Popov, E.P. and Bertero, V.V. (1979). "Nonlinear Beam Model for RC Frame
Analysis", Proceedings of the 7th ASCE Conference on Electronic Compution, St. Louis,
Missouri.
29
APPENDIX A
PROGRAM USER GUIDE
Inelastic Damage Analysis of Structural Systems - Version 1.0
USER GUIDE
INPUT FORMAT
A free format is used to read all input data. Hence, conventional delimiters (commas, blanks)may be used to separate data items. Standard FORTRAN variable format is used to distinguishintegers and floating point numbers. Input data must, therefore, conform to the specifiedvariable type.
NOTE: Provision is made for a line of text between each set of data items. Refer to the sampledata files accompanying this Manual. No blank lines are to be input. A zero input will result inprogram default values, where applicable.
ruLE OF PROBLEM
• TITLE Alpha-numeric title, upto 80 characters.
CONTROL DATA (SEE FIGURE A-I)
Reference information: upto 80 characters of text
• NSO,NFR,NCON,NSTL,NPDEL
NSO =NFR =NeON =NSTL =NPDEL=
Number of storiesNumber of framesNumber of different concrete material properties (= 0 for steel structures)Number of different steel stress-strain envelopes specified0; ignore P-Delta effects; = I; include P-Delta effects
NOTES: A structure must be decomposed into a series ofparallel frames. Input is required onlyfor non-identical frames, denoted here by the integer variable NFR. The entire group offramescan be defined using an L-I-J nodallocater system. This concept is shown graphically in FigureA-I for three different examples. In Figure A-la, the four-story building made up of a total offour frames is assumed to have two pairs of identical frames, hence, only two of them need beinput in [DARC (NFR=2). The cantilever beam/column shown in Figure A-lb is defined as asingle-story structure with one column line. Likewise, the subassemblage shown in Figure lc isdefined as a 2-story structure with three column lines.
A-I
cp----~----qJI
I I ,
d3- -- - -Et3 - -- -d3- -- - ---tJ, I I
I I I I1=2 G- - - - -0 - - - -G- - - - -EfJ
lJ=1 kJ=2T..J=3 ,,",=4I , ,
1=1 C!J - - - -0 E9 - - - -r:bJ=1 ,J=2 J=3
L(story no)
1 (frame no)
I£.------:;;...,J (colu rn n
line no)
Nodal Identification System
PLAN
(b) CantileverBeam-Column
(1=1 )
o TVPENUMBER
21.AI
G) ®:3 4-
G) @
5 6
@ @"7 a@ @
7T // // /
L=3
J=2J=1
4G)
8
12
16
7TJ=4
EXTERIOR FRAMES
1 2 36) ® ®5 6 7
9 10 11
13 14 15
-y;r- 7 7-
INTERIOR FRAMES
(a) Typical Building
(c) Typical Beam-ColumnSubassemblage
Figure A-I. Frame Discretization and Nodal Identification
A-2
ELEMENT TYPES (SEE FIGURE A-I)
Reference information: upto 80 characters of text
- MCOL,MBEM,MWAL,MEDG, MTRN,MSPR,MJNT
MCOL = No. of types of columnsMBEM = No. of types of beamsMWAL = No. of types of shear wallsMEDG = No. of types of edge columnsMTRN =No. of types of transverse beamsMSPR = No. of types of rotational springsMINT = No. of types of joints
NOTES: Elements are grouped into identical sets based on cross-section data and initialconditions such as axial loads. For example, in the interior frame shown in Figure A-1a,assuming identical interior and exterior columns in each floor, only 8 column types are neededto define all 16 elements, i.e., 2 types per each level as shown in the Figure.
ELEMENT DATA
-USER_TEXT Reference information: upto 80 characters of text
- NCOL,NBEM,NWAL,NEDG,NTRN,NSPR,NMR, NJNT
NCOL = Total number of columnsNBEM = Total number of beamsNWAL = Total number of shear wallsNEDG = Total number of edge columnsNTRN = Total number of transverse beamsNSPR = Total number of rotational springsNJNT = Total number of jointsNMR = Total number of moment releases
NOTES: NMR is used to specify moment releases (hinge locations) at member ends. Releasinga moment at a member end results in a hinge condition at that end thereby disallowing momentsto develop at the section. Moment releases may not be specified at both ends ofa member.
UNIT SYSTEM
-IU
Reference information: upto 80 characters of text
System of units= 1, inch,kips=2,mm,kN
A-3
FLOOR ELEVATIONS (SEE FIGURE A-2)
-USER_TEXT
- HIGT(1),HIGT(2)...HIGT(NSO)
DESCRIPTION OF IDENTICAL FRAMES
Reference information: upto 80 characters of text
Elevation of each story from the base,beginning with the first floor level.
• NDUP(l),NDUP(2)...NDUP(NFR)
Reference information: upto 80 characters of text
Number of duplicate frames for eachof the NFR frames
NOTES: In the sample structure shown in Figure A-i, there are four frames. However, the twointerior frames are identical as are the exterior frames. In this case, NFR=2, and NDUP(1) =NDUP(2) = 2.
PLAN CONFIGURATION
-USER_TEXT
• NVLN(1),NVLN(2)...NVLN(NFR)
Reference information: upto 80 characters of text
Number of column lines (or J-locater points)in each frame.
NOTES: A set of NVLN points for each frame should define completely the column linesnecessary to specify every vertical element in that frame. If a beam element is subdivided intotwo or more segments, then the number of column lines specified must include these internalbeam nodes as well.
NODAL WEIGHTS (SEE FIGURE A-2)
-USER_TEXT Reference information: upto 80 characters of text
1M =Concrete type numberFC =Unconfined compressive strengthEC =Initial Young's Modulus of concreteEPSO = Strain at max. strength of concrete (%)FT =Stress at tension crackingEPSU =Ultimate strain in compression (%)ZF =Parameter defining slope of falling branch
Default Values: EC =57 -.J ie' ksi,. EPSO =0.2%,. FT =O.12*FC ,.EPSU and ZF are computedfrom cross-section data.
:oIIIISlOO:::I:::;::i:i:s'mlll::tllilllllB:::::::i:rill:::millli::lf4.1:i:i:i:i:i:::i:::j::::\::j:::::i:j:::::::j:j:j:::::i::::;i:::i:i;i:i:i:i:i:i:i:i:i:::::i:im::\:iji:::i:i:::ij;i!::i::::::::::j:j:j:::;j:lti::::::::::SKIP THIS INPUT IF IUSER = 1
-USER_TEXT- IM,FS,FSU,ES,ESH,EPSH
- (repeatfor each of the NSTL steel types)
1M =Steel type numberFS =Yield strengthFSU = Ultimate strengthES =Modulus of elasticityESH = Modulus of strain hardeningEPSH = Strain at start of hardening (%)Default Values:
● KHYSC, D, B, DC, AT, HBD, HBS, CEFTop section (skip if symmetric, see note below):
● KHYSC, D, B, DC, AT, HBD, HBS, CEF
NOTE: If KHYSC for bottom section is input with negative sign, section is assumed to haveidentical properties for bottom and top section; no input is required for top section
Kc = Column type numberIMc = Concrete type numberIMs = Steel type numberAN = Axial loadAMLC = Center-to-center column heightRAMC1 = Rigid zone length at bottomRAMC2 = Rigid zone length at top
A-n
LEVENO.2
LEVELNO.1
L=2
!RAMC2
AMLC
Note momentsign convention
1---- B -----1
DC
Typical Column Line
Typical Column Cross-Section
Minimal ConfinementCEFF "'" 0.5
Nominal Confinement
CEFF"", 0.66
Well Confined
CEFF ... 1.0
Effectiveness of Confinement for Some TypicalHoop Arrangements
KHYSC = Hysteretic rule number (may be negative)D = Depth of columnB = Width of columnD = Distance from centroid of reinforcement to face of columnAT = Area of reinforcement on one faceHBD =Hoop bar diameterHBS = Hoop bar spacingCEF = Effectiveness of column confinement
KC = Colum Type numberIMC = Concrete type numberIMS = Steel type numberAMLC = Center-to-center column heightRAMCI = Rigid arm bottomRAMC2 = Rigid arm top
KHYSC = Hysteretic Rule numberAN = Axial load on the columnDO = Outer diameter of columnCVR = Cover to center of hoop barDST = Distance between centers of long. barsNBAR = Number of longitudinal barsBDlA = Diameter of longitudinal barHBD = Diameter of hoop barHBS = Spacing of hoop bars
Return to input ofICTYPE. When done go to SET F.
SET E2: REINFORCED CONCRETE - MOMENT CURVATURE INPUT (Figure A-IO)
• USER_TEXT Reference information: upto 80 characters of text
General Data:• KC, AMLC, RAMCI, RAMC2Bottom section:• KHYSC, EI,EA,GA, PCP,PYP,UYP,UUP,EI3P,PCN,PYN,UYN,UUN,EI3NTop section (skip ijsymmetric, see note below):• KHYSC, EI,EA,GA, PCP,PYP,UYP,UUP,EI3P,PCN,PYN,UYN,UUN,EI3N
Note: A negative sign for KHYSC for bottom section indicates similar properties for top section.
Note: Force"", Moment or ShearDeformation = Curvature, Rotatior
or Strain
PYN
Force
PCp·-
PYP
,EI3Nor ~~
UUN UYN~ .LI +-....L-__+--__~_____I_ Deformation
Figure A-10. Moment-Curvature Input for RC Sections
A-14
KC = Column type numberAMLC = Column LengthRAMCI = Rigid Arm (Bottom)RAMC2 = Rigid Arm (Top)KHYSC = Hysteretic rule number (may be negative)EI = Initial Flexural Rigidity (EI)EA =Axial Stiffness (EAIL)GA =Shear Stiffness (Shear modulus*Shear Area)PCP =Cracking Moment (positive)PYP = Yield Moment (positive)UYP = Yield Curvature (positive)UUP = Ultimate Curvature (positive)EI3P = Post yield Flexural Stiffness (positive)PCN =Cracking Moment (negative)PYN =Yield Moment (negative)UYN = Yield Curvature (negative)UUN = Ultimate Curvature (negative)EI3N = Post yield Flexural Stiffness (negative)
SET E3: STEEL - CROSS-SECTION INPUT (FIGURE A-II)
Reference information: upto 80 characters of text
Section Data:• KC. IMS. AMLC. RAMCI. RAMC2. AN. D. BF. TF. TW. AX. AY. IZ. SX. ZX• (repeat for each ofMCOL sections)
KC = Column type numberIMS = Steel stress-strain property numberAMLC = Column LengthRAMCI = Rigid zone length (Bottom)RAMC2 =Rigid zone length (Top)AN = Axial loadD = Total depth of sectionBF = Flange widthTF = Flange thicknessTW = Web thicknessAX = Cross-sectional areaAY = Shear AreaIZ = Moment of InertiaSX = Elastic Section ModulusZX = Plastic Section Modulus
NOTE: Zero inputs for D, BF, TF or TW require non-zero inputs for AX, IZ, SX and ZX.Zero inputs/or AX, IZ, SX or ZX require non-zero inputs/or D, BF, TF and TW.Shear deformations will be ignored ifAY = 0
A-15
SF
~ TW t-" D
Figure A-II. Input Parameters for Symmetric Steel W-Sections
H RAMB1
1<AMLB
BSL
AT2D
AT1
~Figure A-12. Input Details for RC Beam Section
A-16
Reference information: upto 80 characters of text
SET E4: STEEL - MOMENT CURVATURE INPUT
-USER_TEXT
General Data:- KC, AMLC, RAMCI, RAMC2Bottom section:- KHYSC, EI, EA, GA, PYP, PYNTop section (skip ifsymmetric, see note below):- KHYSC, EI, EA, GA, PYP, PYN
Note: IfKHYSC for bottom section is input with negative sign, section is assumed to haveidentical properties for top section; skip top section input
- (repeat for each ofMCOL sections)
KC = Column type numberAMLC = Column LengthRAMCI = Rigid zone (Bottom)RAMC2 = Rigid zone (Top)KHYSC = Hysteretic rule number (may be negative)EI = Initial flexural Rigidity (EI)EA = Axial stiffness (EM)GA = Shear stiffness (Shear modulus*Shear Area)PYP = Yield moment (positive)PYN = Yield moment (negative)
SKIP THIS INPUT IF THE STRUCTURE HAS NO BEAMS (NBEM=O)
-USER_TEXT-IUBEM
Reference information: upto 80 characters of textType and option for beam section input
=1; Reinforced Concrete; cross-section data input= 2; Reinforced Concrete; moment-curvature input=3; Steel; cross-section data (bare steel, symmetric)=4; Steel; moment-curvature input= 5; Composite (steel and concrete) and nonsymmetric section
IF IUBEM = I, CONTINUE WITH SET FIIF IUBEM =2, GO TO SET F2IF IUBEM =3, GO TO SET F3IF IUBEM =4, GO TO SET F4 (IUBEM =5, unavailable)
A-17
DATA SET FI (Figure A-12)
Reference information: upto 80 characters of text
Reference information: upto 80 characters of text
General data:- KB,IMC,IMS,AMLB,RAMBl,RAMB2,Left section:- KHYSB, D, B, BSL TSL, BC, ATI, AT2, HBD, HBSRight section (skip, if symmetric, see note below):- KHYSB, D, B, BSLTSL, BC, ATI, AT2, HBD, HBS
- (repeat for each ofMBEM sections)
Note: IfKHYSB for left section is input with negative sign, section is symmetric and inputforright section should be omitted.
KB = Beam type numberIMC =Concrete type numberIMS = Steel type numberAMLB =Member lengthRAMB I =Rigid zone length (left)RAMB2 = Rigid zone length (right)KHYSB = Hysteretic rule number (may be negative)D = Overall depthB = Lower widthBSL = Effective slab width (=B for rectangular section)TSL = Slab thickness (= 0 for rectangular section)BC = Cover to centroid of steelATI = Area of bottom barsAT2 = Area of top barsHBD = Diameter of stirrup barsHBS = Spacing of stirrups
SET F2: REINFORCED CONCRETE - MOMENT CURVATURE INPUT (Figure A-tO)
-USER_TEXT
General Data:- KB, AMLB, RAMBI, RAMB2Left section:• KHYSB, EI,GA, PCP,PYP,UYP,UUP,EI3P,PCN,PYN,UYN,UUN,EI3NRight section (skip ifsymmetric, see note below):• KHYSB, EI,EA,GA, PCP,PYP,UYP,UUP,EI3P,PCN,PYN,UYN,UUN,EI3N
Note: IfKHYSB for left section is input with negative sign, section is assumed to be symmetric,and right section data input should be omitted..
• (repeatfor each ofMBEM sections)
A-I8
KB = Beam type numberAMLB =Beam lengthRAMB1 =Rigid zone (left)RAMB2 =Rigid zone (right)KHYSB = Hysteretic rule number (may be negative)EI = Initial Flexural Rigidity (EI)GA =Shear Stiffness (Shear modulus*Shear Area)PCP = Cracking Moment (positive)PYP = Yield Moment (positive)UYP = Yield Curvature (positive)UUP = Ultimate Curvature (positive)EI3P = Post yield Flexural Stiffness (positive)PCN = Cracking Moment (negative)PYN = Yield Moment (negative)UYN = Yield Curvature (negative)UUN = Ultimate Curvature (negative)EI3N = Post yield Flexural Stiffness (negative)
SKIP THIS INPUT IF THE STRUCTURE HAS NO SHEAR WAUS
Reference information: upto 80 characters of text
Type of wall input= 0; Cross-section input=1; Moment-curvature and shear-strain input
IF IUWAL = 1, GO TO SET G2
SET Gl: CROSS-SECTION INPUT
Reference information: upto 80 characters of text
General Data:- KW,IMC,KHYSW(1),KHYSW(2),KHYSW(3),AN,AMLW,NSECTFor each of the NSECT sections, input the following
- KS,IMS,DWAL,BWAL,PT,PW- repeat NSECT times
- repeatfor each ofMWAL sections
A-20
SECTION 1 SECTION 2 SECTION 3
BWAL(l lIlr::m::::f~~~(~): :::::::I[ ~I~ I I I
DWAL(1) DWAL(2) DWAL(3) (section with
edge columns)
BWAL(1 )~BWAL(2)~BWAL(3)
BWAL(I)II:·:~·········::'········':I·:::1I I I ~DWAL(1) DWAL(2) DWAL(3)
(section without
edge columns)
~ L
/VA A
EDGECOLUMN
I DC 1<+ARME
-ARME
+
SECTIONAA
AGFigure A-13. Concrete Shear Wall Input Details
A-21
Reference information: upto 80 characters of text
KS =Section numberIMS = Steel type numberDWAL =Depth of sectionBWAL = Width of sectionPT = Vertical reinforcement ratio (%)PW =Horizontal reinfratio (%)
KW =Shear wall type numberIMC = Concrete type numberKHYSW(l) = Hysteretic Rule Number (bottom)KHYSW(2) = Hysteretic Rule Number (top)KHYSW(3) = Hysteretic Rule Number (shear)AN = Axial loadAMLW = Height of shear wallNSECT = Number of Sections
SET G2: MOMENT CURVATURE INPUT (Figure A-lO)
-USER_TEXT
General Data:- KW, AMLW, EAWFlexure - Bottom section:- KHYSW, EI,PCP,PYP,UYP,UUP,EI3P, PCN,PYN,UYN,UUN,EI3NFlexure - Top section (skip ijsymmetric, see note below)- KHYSW, EI,PCP,PYP,UYP,UUP,EI3P, PCN,PYN,UYN,UUN,EI3NShear properties:- KHYSW, GA,PCP,PYP,UYP,UUP,GA3P, PCN,PYN,UYN,UUN,GA3N
Note: IfKHYSWfor bottom section is input with negative sign, section is symmetric, hence, donot input top section data
- repeatfor each ofMWAL sections
Flexural data:KW = Wall type numberAMLW = Wall lengthEAW = Axial Stiffness (BAIL)KHYSW = Hysteretic rule number (may be negative)EI = Initial flexural stiffness (EI)PCP =Cracking Moment (positive)PYP =Yield Moment (positive)UYP =Yield Curvature (positive)UUP = Ultimate Curvature (positive)EI3P = Post Yield Flexural Stiffness (positive)PCN = Cracking Moment (negative)
A-22
PYN = Yield Moment (negative)UYN =Yield Curvature (negative)UUN = Ultimate Curvature (negative)EI3N = Post yield Flexural Stiffness (negative)
SKIP THIS INPUT IF THE STRUCTURE HAS NO EDGE COLUMNS
Do not duplicate edge column data ifalready input as part ofshear wall section
Reference information: upto 80 characters of text
• KE,IMC,IMS,AN,DC,BC,AG,AMLE,ARME
KE = Edge column type numberIMC = Concrete type numberIMS = Steel type numberAN = Axial loadDC = Depth of edge columnBC = Width of edge columnAG = Gross area of main barsAMLE = Member lengthARME = Arm length
THIS INPUT NOT REQUIRED IF STRUCTURE HAS NO TRANSVERSE BEAMS
• USER_TEXT Reference information: upto 80 characters of text
• KT,AKV,ARV,ALV• (repeatfor each ofMTRN types)
A-23
D
B
~b
TRANSVERSEBEAM
+ALV-ALVr---?"
./FRAME 1( I =1)
WALL WALL 3 3ARV = O.33(t B + b D) G
LColumn Line 1 Column Line 2(J=1) (J=2)
<:::: >HORIZONTAL GROUND MOTION
Figure A-14. Transverse Beam Input Parameters
KT = Transverse beam type numberAKV'= Vertical StiffnessARV = Torsional StiffnessALV = Arm length
NOTES: i. Transverse elements are assumed to remain elastic. The degree offixity at the endswill depend on the statercracked/yielded) ofthe joint and the members that frame intothe joint before and during the application of load. If the entire region is expected tostay elastic, then the vertical stiffness should be computed as AKV = 12 EI/L3
• In theextreme case that one of ends do not transmit stiffness due to yielding of adjoiningmembers or deterioration of the joint, then AKV =3 EI/L3
•• An intermediate value isa good average approximation.2. If duplicate frames are present, extreme care should be taken in specifyingtransverse beam properties. The program multiplies the input values by the number ofduplicate frames to which they are attached. For example, for the frames shown inFigure A-i, NDUP(l) = NDUP(2) = 2. The program willfactor the input stiffnessvalues by (NDUP(l)*NDUP(2))=4.0. Input stiffnesses should, therefore, be modifiedto account for this effect. If the modeling of transverse elements is crucial to theanalysis, the use ofduplicate frames should be avoided.
A-24
THIS INPUT NOT REQUIRED IF ROTATIONAL SPRINGS ARE NOT SPECIFIED
KHYSR =Hysteretic Rule NumberEI =Initial Rotational StiffnessPCP =Cracking moment (positive)PYP = Yield moment (positive)UYP = Yield rotation (positive, radians)UUP = Ultimate rotation (positive, radians)EI3P =Post-yield stiffness ratio (positive)PCN = Cracking moment (negative)PYN =Yield moment (negative)UYN =Yield rotation (negative)UUN =Ultimate rotation capacity (negative)EI3N = Post yield stiffness ratio (negative)
NOTES: Spring properties, unlike other element types, are specified in terms ofmoment androtation (in radians). The envelope follows the same nonsymmetric trilinear pattern asshown in Figure A-IO.
Reference information: upto 80 characters of text
• KJ, KHYSJ, DP, BP, TP, G, PYP, PYN
KJ = Panel type numberKHYSJ = Hysteretic rule number (may be negative)DP =Depth of panel (typically the depth of the beam)BP = Width of panel (typically the depth of the column)TP =Thickness of Panel (typically the thickness of the column web)G =Shear modulusPYP = Yield shear (positive)PYN =Yield shear (negative)
A-25
NOTE: Element connectivity is established through the 3 positionallocaters described in FigureA-l: a story level, a frame number and a column line. The hypothetical structure shawnbelow is used to demonstrate the input format. Only a representative data set is shawn.
1 2 3 L=4
1 2 1 3
4 5 6 7 L=3
4 5 2 6 7
B Pi9 10 1 1 L=2
B3
10 11 L=1P2
12 13 o =hinge4
L=O
J=1 J=2 J=3 J=4 J=5
ELEMENT TYPE Number Type IC JC LBC LTC
COLUMNS 1 1 1 1 3 4
10 4 1 4 0 2
BEAMS Number Type LB IB JLB JRB
1 1 4 1 1 2
6 3 3 1 3 4
WALLS Number Type IW JW LBW LTW
1 1 1 3 3 4
2 2 1 3 2 3
JOINT PANELS Number Type IF] JJT LJT
1 1 1 2 2
2 1 1 2 1
Figure A-15. Element Connectivity
A-26
SKIP THIS INPUT IF THE STRUCTURE HAS NO COLUMNS
● USER_TEXT Reference information: upto 80 characters of text● M,ITC,IC,JC,LBC,LTC● (NCOL lines of data)
M = Column numberITC = Column type numberIC = Frame numberJC = Column Line numberLBC = Story level at bottom of columnLTC = Story level at top of column
SKIP THIS INPUT IF STRUCTURE HAS NO BEAMS
● u$JER_TEx’1” Reference information: upto 80 characters of text
● M,ITB,LB,IB,JLB,JRB● (NBEM lines of data)
M = Beam number11’13= Beam type numberLB = Story levelIB = Frame numberJLB = Column Line number of left sectionJRB = Column Line number of right section
SKIP THIS INPUT IF STRUCTURE HAS NO SHEAR WALLS
● USER.TEXT Reference information: upto 80 characters of text● M,ITW,IW,JW,LBW,LTW● (NWALlines of data)
M = Wall numberITW = Wall type numberIW = Frame numberJW = Column line numberLBW = Story level at bottomLTW = Story level at top
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e USER_TEXT Refenmce information: upto 80 characters of texto M,ITE,IE,JE,LBE,LTE* (NEDG lines of data)
M = Edge column numberITE = Edge column type numberIE = Frame numberJE = Column line numberLBE = Story level at bottom of columnLTE = Story level at top of column
SKIP THIS INPUT IF STRUCTURE HAS NO TRANSVERSE BEAMS
e USER.TEXT Reference information: upto 80 characters of texto M,ITT,LT,IWT,JWT,IFT,JFTe (NTRN lines of data)
M = Transverse beam numberITT = Transverse beam type numberLT = Story levelIWT = Frame number of origin of transverse beam*JWT = Column line of origin of transverse beam*ITT = Frame number of connecting wall or columnJFT = Column line of connecting wall or column
NOTES: *For beam-to-wall connections, IWT and JWT refer to the IJ locations of the wall.
SKIP THIS INPUT IF ROTATIONAL SPRINGS ARE NOT SPECIFIED
* USER.TEXT Reference information: upto 80 characters of texte M, ISP, JSP, LSP, KSPL= (NSPR lines of data)
M = Spring numberISP = Frame numberJSP = Column line numberLSP = Story levelKSPL = Relative spring location as follows:
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NOTE:
Code for KSPL -> = 1, spring on beam, left of joint=2, spring on column, top of joint=3, spring on beam, right of joint=4, spring on column, bottom of joint
The number of springs at a joint is limited to one less than the total number of membersframing into the joint
4@-1KSPL = 1 I KSPI- =3
+=. +..=4Figure A-16. Spring Location Specification
SKIP THIS INPUT IF MOMENT RELEASES ARE NOT REQUIRED (NMR = O)
● USER.TEXT Reference information: upto 80 characters of text● IJ, ITJ, IFJ, JJT, LJT● (NJNT lines of data)
IJ = Joint panel numberITJ = Joint panel typeIFJ = Frame numberJJT = Column Line numberLJT = Story level
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SKIP THIS INPUT IF MOMENTRELEASES ARE NOT REQUIRED (NMR = 0)
e USER.TEXT Reference information: upto 80 characters of text6 IDM, IHTY, INUM, IREG6 (NMR lines of data)
IDM = ID numberIHTY = Element type using following code
CODE: 1 = COLUMN2 = BEAM3 = WALL
INUM = Column, Beam or Wall numberIREG = Location of hinge or moment release
= 1, BOTTOM or LEFT=2, TOP or RIGHT
o USER.TEXT Reference information: upto 80 characters of text6 IOPT Option for continuing analysis
= O, STOP (Data check mode)= 1, Inelastic incremental analysis with static loads=2, Monotonic “pushover” analysis including static loads (if specified)=3, Inelastic dynamic analysis including static loads (if specifkd)=4, Quasi-static cyclic analysis including static loads (if specified)
Notes: It is generally advisable to use the “data check” mode for the first trial run of a newdata set. The program per$orms only minimal checking of input data. Structuralelevation plots generated by IDARC help identifi errors in connectivity specification.Since IDARC prints all input data almost immediately after they are read, the task ofdetecting the source of input errors is generally expedited. It is also important to verifjall printed output, before carrying out a time-history analysis.
OPTION 1 permits an independent nonlinear static analysis. Static loads are input indata set T1. OPTIONS 2-4 may be combined with long-teim static loads which isinput in data set TI. Initial forces and moments generated by th~ static loads willremain on the structure for all the other options. If a static analysis is not pe~ormed,the axial loads input as part of column properties will be used as initial axial forces.
NOTE: THIS INPUT IS REQUIRED FOR ALL ANALYSIS OPTIONS.
Control Information
-USER_TEXT- NLU,NU,NLM,NLC
NLU = No. of uniformly loaded beamsNU = No. of laterally loaded jointNLM = No. of specified nodal momentsNLC = No. of concentrated vertical loads
IF NLU =NLJ =NLM =NLC =0, and IOPT =2, CONTINUE TO SET T2.IF NLU = NLJ = NLM = NLC = 0, and IOPT = 3, CONTINUE TO SET T3.IF NLU =NLJ =NLM =NLC =0, and IOPT =4, CONTINUE TO SET T4.
Next Data Set:
• JSTP,IOCRL
JSTP = No. of incremental steps in which to apply the static loads (default = 1 step)IOCRL = Steps between printing output (If IOCRL=O, only final results will be printed)
NOTES: Dead and live loads that exist prior to the application of seismic or quasi-static cyclicloads can be input in this section. Such loads are typically specified through uniformlyloaded beam members. An option is also available for lateral load analysis and thespecification of nodal loads at joints. When used in conjenction with Options 2-4, theresulting forces are carried forward to the monotonic, dynamic and quasi-staticanalysis.
Uniformly Loaded Beam Data
SKIP THIS INPUT SECTION IF NLU=O
-USER_TEXT• IL, IBN, FU- (NLU lines of data)
Reference information: upto 80 characters of text
IL = Load numberffiN = Beam numberFU = Magnitude of load (Forcellength)
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Laterally Loaded Joints
SKIP THIS INPUT SECTION IF NU=O
• USER_TEXT
• IL, LF, IF, FL• (NLJ lines of data)
IL = Load numberLF =Story level numberIF = Frame numberFL = Magnitude of load
Nodal Moment Data
Reference information: upto 80 characters of text
SKIP THIS INPUT SECTION IF NLM=O
• USER_TEXT• IL, ffiM, FMl, FM2• (NLM lines of data)
Reference information: upto 80 characters of text
Reference information: upto 80 characters of text
IL = Load numberffiM = Beam numberFMl = Nodal moment (left) (See Figure A-9for beam moment sign convention)FM2 = Nodal moment (right)
Concentrated Vertical Loads
SKIP THIS INPUT SECTION IF NLC=O
• USER_TEXT• IL, IFV, LV, N, FV• (NLC lines of data)
IL = Load numberIFV =Frame numberLV = Story level numberN = Column line numberFV =Magnitude of load
IF IOPT = 2, CONTINUE TO SET T2.IF IOPT =3, CONTINUE TO SET T3.IF IOPT =4, CONTINUE TO SET T4.
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• USER_TEXT
• PMAX, MSTEPS
Reference information: upto 80 characters of text
Reference information: upto 80 characters of text
PMAX = Estimate of base shear strength coefficient (ratio of lateral load capacity to total weight)MSTEPS =Number of steps in which to apply the monotonically increasing load
NOTES: The program uses the PMAX value only to determine the load steps for the push-overanalysis. The prescribed base shear (product of PMAX and total structure weight) isapplied incrementally in MSTEPS steps as an inverted triangular load, until the topstory displacement reaches 2% of the total structure height OR the specified PMAX isreached. If the program output shows a linear shear vs. deformation plot, the baseshear estimate is too low. If the maximum displacement is reached too quickly(indicated by too few points in the plot), the estimate is too high.
• USER_TEXT Reference information: upto 80 characters of text• GMAXH,GMAXV,DTCAL,TDUR,DAMP
GMAXH = Peak horizontal acceleration (g'S)GMAXV = Peak vertical acceleration (g's)DTCAL = Time step for response analysis (sees)TDUR = Total duration of analysis (sees)DAMP = Damping coefficient (% of critical)
NOTES: The input accelerogram is scaled uniformly to achieve the specified peak acceleration.DTCAL should not exceed the time interval of the input wave, DTINP. The ratio(DTINPIDTCAL) must yield an integer number. TDUR may be less than the totalduration of the earthquake. If TDUR is greater than the total time duration of theinput wave, afree vibration analysis ofthe system will resultfor the remaining time.
INPUT WAVE DATA
-USER_TEXT
- IWV,NDATA,DTINP
IWV = 0, Vertical component of acceleration not included= 1, Vertical component of acceleration is included
NDATA = Number of points in earthquake wave filesDTINP =Time interval of input wave
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WAVE TITLE
-NAMEW Alpha-numeric title for input wave upto 80 characters
HLENAME-HOR~ONTALCOMPONENT
-WHHLE
Name of file (with extension) from which to read horizontal component of earthquake record
Note: Filename should not exceed 12 characters incl. extension
- WINPH(I),I=l,NDATA
Horizontal component of earthquake wave (NDATA points) is read from the file WHFlLE
WAVE DATA - VERTICAL COMPONENT
SKIP THIS INPUT IF IWV .EQ. 0
-WVHLE
Name of file (with extension) from which to read vertical component of earthquake record
Note: Filename should not exceed 12 characters
- WINPV(I),I=l,NDATA
Vertical component of earthquake wave (NDATA points) read from the file WVFlLE
NOTES: Accelerogram data may be input in any system ofunits. The accelerogram is scaled
uniformly to achieve the specified peak values of GMAXH and GMAXV. Since data is
read in free format, as many lines as necessary to read the entire wave must be input.
IGO TO DATA SET U
-USER_TEXT
-ICNTRL
-NLDED
- NSTLD(I),I=l,NLDED
-NPTS
- F(I,l),I=l,NPTS
Reference information: upto 80 characters of text
Cyclic Analysis option
= 0, Force controlled input
= 1, displacement controlled input
Number of story levels at which the force /displacement is applied
List of story levels at which the force or displacement is applied
Number of points to be read in force or displacement history
first data set (NPTS) at story level NSTLD(l)
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• F(I,2),I=I,NPTS next data set (NPTS) at story level NSTLD(2)
• (repeatfor each ofNWED levels)
• ITCAL No. of points to interpolate between prescribed load steps
The analysis is peiformed at ITCAL interpolated points for each step
• USER_TEXT Reference information: upto 80 characters of text• NSOUT,DTOUT,ISO(I),I=I,NSOUT-FNAME (I)- (continue withfilenamesfor each ofNSOUT output sets)
NSOUT = No of output historiesDTOUT = Output time intervalISO(I) = Output story numbersFNAME(I) = Filename to store time history output for story number ISO(I)
NOTES: For the quasi-static cyclic analysis option, DTOUT refers to the number of stepsbetween output printing; for example, DTOUT=2 will print results every 2 steps.
KCOUT = Number of columns for which hysteresis output is requiredKBOUT = Number of beams for which hysteresis output is requiredKWOUT =Number of walls for which hysteresis output is requiredKSOUT = Number of springs for which hysteresis output is requiredKPOUT = Number of panels for which hysteresis output is required
COLUMN OUTPUT SPECIFICATIONSKIP THIS INPUT IF KCOUT =0• USER_TEXT• ICLIST(I), I=I,KCOUT
BEAM OUTPUT SPECIFICATIONSKIP THIS INPUT IF KROUT = 0-USER_TEXT- IBLIST(I), I=I,KBOUT
Reference information: upto 80 charactersList of column numbers for whichmoment-curvature hysteresis is required
Reference information: upto 80 charactersList of beam numbers for whichmoment-curvature hysteresis is required
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SHEAR WALL OUTPUT SPECIFICAnON
SKIP THIS INPUT IF KWOUT =0
-USER_TEXT- IWLIST(n, I=l,KWOUT
Reference information: upto 80 charactersList of shear wall numbers for whichmoment-curvature and shear-strain hysteresisis required
Reference information: upto 80 charactersList of spring numbers for whichmoment-rotation hysteresis is required
Reference information: upto 80 charactersList of joint panel numbers for whichshear vs. panel deformation hysteresis is required
DISCRETE SPRING OUTPUT SPECIFICATIONSKIP THIS INPUT IF KSOUT = 0-USER_TEXT- ISLIST(I), I=l,KSOUT
JOINT PANEL OUTPUT SPECIFICATIONSKIP THIS INPUT IF KPOUT =0-USER_TEXT- ISLIST(I), I=l,KPOUT
NOTES: All the output generated in this section refers to moment-curvature hysteresis forbeams, columns and shear-walls; in addition shear vs. shear strain history is generatedfor walls; whereas moment-rotation hysteresis is produced for the discrete springelements. Output filenames are generated asfollows:IF KCOUT = 2, AND ICUST(l) = 3 AND ICUST(2) = 12, THEN THE FOUOWINGFILES WILL BE CREATED:COL_003.PRN and COL_012.PRN(where 3 and 12 refer to the element numbers for which output is requested)
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APPENDIX B
SAMPLE DATA SETS
SAMPLE PROBLEM TO VERIFY MEMBER MODEL NONLINEAR STATIC ANALYSISCONTROL DATA1 1 1 1 0ELEMENT TYPES2100000ELEMENT DATA210 0 0 0 0 0UNIT SYSTEM1FLOOR ELEVATIONS120.0DESCRIPTION OF IDENTICAL FRAKES1PLAN CONFIGURATION2NODAL WEIGHTS1 1 100.0 100.0ENVELOPE GENERATION1HYSTERESIS MODELLING11 2 0.05 0.0 0.0 0.0 0.0 0.0COLUMN PROPERTIES4MOMENT CURVATURE ENVELOPE FOR THE STEEL COLUMN1 120.0 0.0 0.0