Gt s Pushover Analysis
-
Upload
edward-van-martino -
Category
Documents
-
view
94 -
download
15
Transcript of Gt s Pushover Analysis
GTSTRUDLPushover Analysis
How Do You Do It?What Do You Get?
GTSTRUDL Users GroupJune 18-21, 2003
Clearwater Beach, FL
Topics Basic Nonlinear Analysis Procedure Member Material Nonlinearity
Nonlinear Member End ConnectionsPlastic Hinge
Basic Incremental Nonlinear Analysis Example
Basic Pushover Analysis Procedure Pushover Analysis Features and Mechanics Pushover Analysis Examples
Steel Frame with Nonlinear Member End ConnectionsSteel Frame with Plastic HingesRC Frame with Plastic Hinges by Force ControlRC Frame with Plastic Hinges by Displacement Control
Basic Nonlinear Analysis Procedure1. Define nonlinearity
NL geometry, T/C only, NL springs, Cable elements, NL member end connections, Plastic hinges, Hysteretic friction damper element, NLS4PH spring element
2. Define independent load(s) to be activated
for the nonlinear analysisFORM LOAD…
3. Specify the nonlinear analysis control parameters
Iteration and convergence control
4. Execute the nonlinear analysis
Nonlinear Effects Menu
Nonlinear Effects Menu
Nonlinear Spring Element Menus
Nonlinear Spring Element Menus
Nonlinear Spring Element Menus
Nonlinear Spring ConnectionsProperties
M
NLS Member End Connections
• Up to 6 uncoupled DOFs
• Elastic loading/unloading behavior
• Any member loads
• Member releases
• Member end joint sizes
• Member eccentricities
Nonlinear Spring ConnectionsData Description
UNITS KIPS INCHES RADIANS
NONLINEAR SPRING PROPERTIES
CURVE ‘Mz’ MOMENT VS ROTATION SYMMETRIC
0.0 0.0 -
2100.0 0.3E-3 -
2100.0 0.3E-2 -
1000.0 0.301E-2 -
1000.0 0.01
NONLINEAR EFFECTS
NLS CONNECTION MEMBERS 1 TO 7 START MOMENT Z 'Mz' -
END MOMENT Z 'Mz'
Mz
2100
1000
.0003 .003 .01
Plastic Hinge EffectsBasic Geometry
LH
X-Section details:shape, dimensions,location of reinforcing steel, material
characteristics, etc.
Plastic Hinge EffectsBasic Geometry
Supported Cross Section Shapes
• Steel sections from tables
Wide flange, channel, tee, tube, pipe
• Reinforced concrete sections
Plastic Hinge EffectsProperties
LH
UX
Y
Z
yf
Hinge/slider
Plastic Hinge EffectsProperties
Steel Stress-Strain Model
(Balan, Filippou, Popov, 1998)
Residual Stress Model for
Wide Flange Sections
Plastic Hinge EffectsProperties
Confined Concrete Stress-Strain Model
(Mander, Priestley, Park, 1988)
Plastic Hinge Effects Properties -- Material Property Defaults
Default Concrete Properties
FCP = 4000 psi
EC0 = 0.002
E = 60200FCP psi
Fr = 7.5FCP psi
Plastic Hinge EffectsProperties – Material Stress-Strain
Examples
Steel Stress-Strain Curve, fy = 68 ksi
0
10
20
30
40
50
60
70
80
90
100
0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1
Strain
Str
ess
(ksi
)
Eh = 163.6 ksi (default)
Eh = 245.4 ksi
Fy = 68 ksi
E = 29000 ksish = 0.0075
fsu = 95 ksi
u = 0.09
Eh = 163.6 ksi, 245.4 ksi
Confined and Unconfined Concrete Stress-Strain Curve60-inch Circular Cross Section, fcp = 5.28 ksi
0
1
2
3
4
5
6
7
8
0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018
Strain
Str
ess
(ksi
)
Confined: Hoops = #8 @ 6 inches
Unconfined
Plastic Hinge EffectsProperties – Material Stress-Strain
Examples
fc’ = 5.28 ksi
c0 = 0.002
sp = 0.005
fys = 68 ksi
Moment-Rotation: GTStrudl vs SEQMCCircular Cross Section, Diam = 60 inches, 14 #14, Spiral #6@3", Cover = 1.25"
0
1000
2000
3000
4000
5000
6000
0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08
Plastic Hinge Rotation (rad)
Mo
me
nt
(k-f
t)
GTStrudl, P = 1000 K
SEQMC, P = 1000 K
Plastic Hinge EffectsProperties – RC Plastic Hinge Behavior
Material Properties
Concrete Steel
fc’ = 6 ksi Fy = 44 ksi
c0 = 0.002 E = 29000 ksi
sp = 0.005 sh = 0.02
fys = 60 ksi fsu = 66 ksi
u = 0.076
Eh = 392.0 ksi
Plastic Hinge EffectsSummary of Characteristics
Compact behavior; e.g. no local buckling, etc.
Neutral axis shift automatically takeninto account by equilibrium
corrections.
Failure is based on combined normal stress only (axial plus bending).
Plastic Hinge EffectsSummary of Characteristics
Elastic loading/unloading behavior only. No hysteretic effects.
May be mixed with any other member nonlinearity including NLS connections (DOFs may not overlap).
All member modeling features supported: member loads, member releases, member eccentricities, etc.
Plastic Hinge EffectsData Description Example – WF Section
Fiber Grid for W21X68
UNITS INCHES KIPS
NONLINEAR EFFECTS
GEOMETRY MEMBERS 1 TO 4
PLASTIC HINGE START END –
FIBER GEOMETRY NTF 1 NTW 1 –
NBF 8 ND 8 LH 10.0 ‑
STEEL FY 50.0 FSU 50.01 ESU 1.0 -
ALPHA 0.5 –
MEMBERS 1 TO 4NBF
NDNTW
NTF
Plastic Hinge EffectsData Description Example – Rectangular RC
Section
UNITS INCHES KIPS
NONLINEAR EFFECTS
PLASTIC HINGE START -
FIBER GEOMETRY NB 10 NH 20 LH 20.0 -
STEEL FY 60.0 FYS 36.0 -
R-C RECTANGLE B 24.0 H 40.0 FCP 5.0 -
BARS ASTM START -
BOTTOM 5 10 TOP 5 10 SIDE 3 10 -
TIES 3 2 3 2.0 -
COVER 4.061 -
MEMBERS 1 TO 4
H,
NH
B,
NB
COVER
Si d
e B
ars
Bottom Bars
y
z
Top Bars
Nonlinear Analysis Procedure
MAXIMUM NUMBER OF CYCLES 50
CONVERGENCE TOLERANCE -
DISPLACEMENT 0.001
NONLINEAR ANALYSIS
Basic Nonlinear Analysis Example
STRUDL 'NL1' 'BASIC NONLINEAR FRAME ANALYSIS'
UNITS INCHES KIPSJOINT COORDS
1 0.0 180.0 S2 120.0 180.03 120.0 135.04 120.0 90.05 120.0 45.06 120.0 0.0 S
JOINT RELEASES
1 6 MOMENT Z TYPE PLANE FRAMEMEMBER INC 1 1 2; 2 6 5 3 5 4; 4 4 3; 5 3 2
Ax = 10000 in2
Ig = 100 in4
Ic = 200 in4
E = 10000 ksi
X
Y
Z
1
2
3
4
5
1 2
3
4
5
6
SUPPORT FX FY FZ MX MY
15.000 FT
10.000 FT
100 k/ft
Basic Nonlinear Analysis Example
CONSTANTS E 10000.0
MEMBER PROPERTIES 1 AX 10000.0 IZ 100.0 2 TO 5 AX 10000.0 IZ 200.0
$$ Perform nonlinear analysis in 4$ load increments.$
UNITS KIPS FEETLOAD 1MEMBER LOADS 1 FORCE Y GLO UNI FR W –25.0
NONLINEAR EFFECTS
GEOMETRY MEMBERS 2 TO 5
MAXIMUM NUMBER OF CYCLES 50
CONVERGENCE TOLERANCE -
DISPLACEMENT 0.001
NONLINEAR ANALYSIS
CREATE LOAD COMBINATION ‘Inc1’ -
SPECS 1 1.0
Basic Nonlinear Analysis Example
$$ Load increment 2$ Continue nonlinear analysis$CHANGESLOAD 1ADDITIONSMEMBER LOADS 1 FORCE Y GLO UNI W –25.0
PRINT APPLIED MEMBER LOADS
LOAD LIST 1NONLINEAR ANALYSIS CONTINUE
CREATE LOAD COMBINATION ‘Inc2’ - SPECS 1 1.0
UNITS INCHESLIST DISPLACEMENTS FORCESUNITS FEET
$$ Load increment 3$ Continue nonlinear analysis$CHANGESLOAD 1ADDITIONSMEMBER LOADS 1 FORCE Y GLO UNI W –25.0
PRINT APPLIED MEMBER LOADS
Basic Nonlinear Analysis Example
LOAD LIST 1NONLINEAR ANALYSIS CONTINUE
CREATE LOAD COMBINATION ‘Inc3’ - SPECS 1 1.0
UNITS INCHESLIST DISPLACEMENTS FORCESUNITS FEET
$$ Loading increment 4$ Continue nonlinear analysis$CHANGESLOAD 1ADDITIONS
MEMBER LOADS 1 FORCE Y GLO UNI FR W –25.0
PRINT APPLIED MEMBER LOADS
LOAD LIST 1NONLINEAR ANALYSIS CONTINUE
CREATE LOAD COMBINATION ‘Inc4’ - SPECS 1 1.0
UNITS INCHESLIST DISPLACEMENTS FORCES
FINISH
Basic Pushover Analysis Procedure
1. Define nonlinearityNL geometry, T/C only, NL springs, Cable elements, NL member end connections, Plastic hinges, Hysteretic friction damper element, NLS4PH spring element
2. Define independent loads to be used as the incremental and optional constant loads for the pushover analysis
Basic Pushover Analysis Procedure
3. Specify the pushover analysis control parameters
Incremental load, optional constant load, Iteration and convergence control for equilibrium iterations andcollapse detection
4. Execute the pushover analysis
Pushover AnalysisBasic Features
Nonlinear static analysis
Automatic creation of load increments
Automatic storage of load increment
results Creation of intermediate load step conditions
Intermediate load step conditions contain
both results and applied loadings.
Intermediate load steps stored in load group
“IncrLds”
Pushover AnalysisBasic Features
Automated search for collapse
load factor
All nonlinear effects supported
Pushover AnalysisMechanics
f1P
Displacement
Load P
1
Pushover AnalysisMechanics
f1P
(2f1)P
Displacement
Load P
1
2
Pushover AnalysisMechanics
f1P
(2f1)P(3f1)P
Displacement
Load P
1
3
2
Pushover AnalysisMechanics
f1P
(2f1)P(3f1)P
Displacement
Load P
(2f1 + rf1)P
1
3
4
2
Pushover AnalysisMenu and Command Syntax
Pushover AnalysisMenu and Command Syntax
Pushover AnalysisMenu and Command Syntax
Pushover AnalysisSteel Frame Example with NLS
Connections
X
Y
Z
x x x
x x xx x
xxxx
xxxx
16.00 FT
xxxx xxxx
20.00 FT
xxxx xxxx
40.00 FT
W8X58 W8X58 W8X58
W8X58 W8X58 W8X58 W8X58
Pushover AnalysisSteel Frame Example with NLS
Connections
x x x
x x xx x
IND LOAD PA1__001
4.00o
-8.00
o
-3.00
o
Pushover AnalysisSteel Frame Example with NLS
Connections
UNITS INCHES KIPS RADIANS
NONLINEAR SPRING PROPERTIES
CURVE 'Mz' MOMENT VS ROTATION SYMMETRY
0.0 0.0 -
2149.2 0.326477E-3 - $ Mp
2149.2 1.0
NONLINEAR EFFECTS
NLS CONNECTION MEMBERS 1 TO 7 –
START MOMENT Z 'Mz' -
END MOMENT Z 'Mz'
Mz
2149.2
.326E-3 1.0
(Mp/EI)
Define NLS Connections
Pushover AnalysisSteel Frame Example with NLS
Connections
PUSHOVER ANALYSIS DATA
INCREMENTAL LOAD 1
MAXIMUM NUMBER OF LOAD INCREMENTS 50
MAXIMUM NUMBER OF TRIALS 10
LOADING RATE 1.000000
CONVERGENCE RATE 0.800000
CONVERGENCE TOLERANCE COLLAPSE 0.000100
CONVERGENCE TOLERANCE DISPLACEMENT 0.000500
MAXIMUM NUMBER OF CYCLES 50
END
PERFORM PUSHOVER ANALYSIS
Define Pushover Analysis Control, Execute Analysis
Pushover AnalysisSteel Frame Example with NLS
Connections
Pushover AnalysisSteel Frame Example with NLS
Connections
Pushover AnalysisSteel Frame Example with NLS
Connections
Pushover AnalysisSteel Frame Example with NLS
Connections
Pushover AnalysisSteel Frame Example with NLS
Connections
Pushover AnalysisSteel Frame Example with Plastic Hinges
UNITS INCHES KIPS RADIANS
NONLINEAR EFFECTS
PLASTIC HINGE START END -
FIBER GEOMETRY NTF 2 NTW 1 NBF 1 ND 10 LH 4.0 -
STEEL FY 36.0 FSU 36.1 ESU 1.0
MEMBERS 1 TO 7
36 ksi
1.0
Define Plastic Hinges
Pushover AnalysisSteel Frame Example with Plastic Hinges
**** INFO_STPACP -- The current collapse load factor = 8.89632
Load components and results are stored in the following intermediate loads:
PA1__001 PA1__002 PA1__003 PA1__004
PA1__005 PA1__006 PA1__007 PA1__008
PA1__009 PA1__010 PA1__011 PA1__012
PA1__013 PA1__014 PA1__015 PA1__016
PA1__017 PA1__018 PA1__019 PA1__020
PA1__021 PA1__022 PA1__023 PA1__024
PA1__025 PA1__026 PA1__027 PA1__028
PA1__029 PA1__030 PA1__031
**** INFO_STPACP -- The incremental loads above are stored in load group IncrLds .
/----- Push-over Analysis Load Factor History -----/
Load Increment Load Factor
-------------- -----------
PA1__001 1.00000
PA1__002 2.00000
PA1__003 3.00000
.
.
.
PA1__029 8.88739
PA1__030 8.89477
PA1__031 8.89632
**** INFO_STPACP -- Time to complete pushover analysis = 20.39 seconds.
Load Factor vs Displacement X, Joint 4
0
1
2
3
4
5
6
7
8
9
10
0 0.5 1 1.5 2 2.5 3 3.5 4 4.5
Displacement X, Joint 4 (inches)
Lo
ad F
acto
r NLS Connection
Fiber Plastic Hinge
Pushover AnalysisSteel Frame Example with Plastic Hinges
Pushover AnalysisSteel Frame Example with Plastic Hinges
{ 107} > LIST PLASTIC HINGE STATUS MEMBER 5
Plastic Hinge Status
====================
% Plastic Hinge Formation
Member Load Member Start Member End
------ ---- ------------ ----------
5 PA1__006 0 58
5 PA1__007 82 95
5 PA1__008 91 95
5 PA1__009 95 95
5 PA1__010 95 97
5 PA1__011 95 97
5 PA1__012 95 97
5 PA1__013 97 97
Pushover AnalysisSteel Frame Example with Plastic Hinges
Summary of Plastic Hinge Status at Collapse
X
Y
Z
x x x
x x x
x
x93
95
97
93
93
97
97
97 93
Plastic Hinge Effects Steel Frame Example with Plastic
Hinges
{ 120} > LIST PLASTIC HINGE DISPLACEMENTS MEMBER 5 6
********************************
* RESULTS FROM LATEST ANALYSIS *
********************************
ACTIVE UNITS (UNLESS INDICATED OTHERWISE):
LENGTH WEIGHT ANGLE TEMPERATURE TIME
INCH KIP RAD DEGF SEC
Plastic Hinge Displacements
===========================
Plastic Hinge Displacements Start/End
Member Load TX TY … RX RY RZ
------ ---- --------------------------- … ---------------------------------
5 PA1__001 Start -.305162E-04 0.993818E-02
End -.305162E-04 -.119583E-01
6 PA1__001 Start -.156177E-04 -.596274E-02
End -.156177E-04 0.630324E-02
5 PA1__002 Start -.610324E-04 0.198764E-01
End -.610324E-04 -.239166E-01
6 PA1__002 Start -.312355E-04 -.119255E-01
Pushover AnalysisSteel Frame Example with Plastic Hinges
{ 124} > UNITS INCHES KIPS
{ 125} > LOAD LIST 'PA1__031'
{ 126} > LIST PLASTIC HINGE STRESSES RMIN 4.0 MEMBER 5
********************************
* RESULTS FROM LATEST ANALYSIS *
********************************
ACTIVE UNITS (UNLESS INDICATED OTHERWISE):
LENGTH WEIGHT ANGLE TEMPERATURE TIME
INCH KIP DEG DEGF SEC
Plastic Hinge Stresses/Strains, Load = PA1__031
===============================================
Member Start/End Fiber Stress Strain Matrl Y Z Ax
------ --------- ----- ------ ------ ----- ----- ----- -----
5 Start 1 36.000 0.0453201 Steel -4.173 0.000 3.358
14 -36.000 -0.0768598 Steel 4.173 0.000 3.358
5 End 1 -36.000 -0.0976905 Steel -4.173 0.000 3.358
14 36.000 0.0576494 Steel 4.173 0.000 3.358
{ 103} > LIST PLASTIC HINGE DUCTILITY RATIO RZ MEMBERS 5 6 ******************************** * RESULTS FROM LATEST ANALYSIS * ******************************** Plastic Hinge Ductility Ratios =============================== Ductility Ratios -- Displacement = RZ Member Start End ------ ------- ------- 5 32.565 56.941 6 0.683 1.634
Pushover AnalysisSteel Frame Example with Plastic Hinges
X
Y
Z
xx5
xx6
Pushover AnalysisSteel Frame Example with Plastic Hinges
{ 105} > LIST PUSHOVER DUCTILITY RATIO TX TARGET JOINT 6 ******************************** * RESULTS FROM LATEST ANALYSIS * ******************************** Pushover Analysis Ductility Ratio ================================= Target joint = 6 DOF = TX Ductility Ratio = 3.213516
X
Y
Z
xx5
xx6
R U
UDuctility
6ult
6y (1st any PH)
{ 116} > LIST PLASTIC HINGE DUCTILITY RATIO RZ YIELD STRAIN STEEL 0.00124 - { 117} >_MEMBERS 5 6 ******************************** * RESULTS FROM LATEST ANALYSIS * ******************************** Plastic Hinge Ductility Ratios =============================== Ductility Ratios -- Displacement = RZ Member Start Yld Ld End Yld Ld ------ ------- -------- ------- -------- 5 32.57 PA1__007 56.94 PA1__006 6 0.65 PA1__007 1.63 PA1__006
Pushover Analysis Steel Frame Example with Plastic Hinges
Pushover AnalysisSteel Frame Example with Plastic Hinges
{ 118} > LIST PUSHOVER DUCTILITY RATIO TX YIELD STRAIN STEEL 0.00124 TARGET JOINT 6 ******************************** * RESULTS FROM LATEST ANALYSIS * ******************************** Pushover Analysis Ductility Ratio ================================= Target joint = 6 DOF = TX (Yield Loading PA1__006, Member 5 , Material STEEL ) Ductility Ratio = 3.213516
Pushover AnalysisSteel Frame Example with Plastic Hinges
{ 113} > LIST PUSHOVER LIMIT LOADS STRAIN 0.00124 STEEL MEMBERS EXISTING ******************************** * RESULTS FROM LATEST ANALYSIS * ******************************** Pushover Analysis Limit Point Loads: Strain = 0.0012400, Material = Steel ================================================================================= Member Limit Ld Start Limit Ld End ------ -------------- ------------ 1 --- PA1__027 2 PA1__024 --- 3 PA1__019 PA1__023 4 PA1__027 PA1__007 5 PA1__007 PA1__006 6 --- --- 7 --- PA1__024
Pushover AnalysisStrategies
Do a conventional nonlinear analysis first.
Use FORM LOAD to create a version of your incremental load scaled to size of first
increment.
Use a larger collapse load convergence tolerance (~0.01) for the first pushover analysis attempt.
Keep the loading rate on the smaller side. It’s better to have two to four load
increments that are basically linear.
Pushover AnalysisStrategies
Larger convergence rate values -- 0.6 to 0.8 -- seem to perform better, i.e. result in a more economical number of load increments.
~50 appears to be the most economical maximum number of nonlinear analysis cycles, particularly with NLS elements, NLS connections, and plastic hinges.
Pushover AnalysisRC Frame Example with Plastic Hinges, Force
Control
X
Y
Z
xxxx
xxxx
13.250 M
xxxx xxxx
14.650 M
SUPPORT FX FY FZ MX MY
xxxx xxxx
10.650 M
B = 2.35 M, H = 2.00 M
Diam = 1.75 M
Total Mass:Self weight + 76.778
Kg/Mapplied to cap= 1.413x106 Kg
Member Ecc = 1 M
Pushover AnalysisRC Frame Example with Plastic Hinges, Force
Control
UNITS KIPS INCHES NONLINEAR EFFECTS PLASTIC HINGE - END FIBER GEOM NR 60 NTH 32 LH 56.53 - STEEL FY 68.0 FSU 95.0 ESH 0.0075 ESU .06 EH 289.5 - R-C CIRC B 68.9 FCP 5.28 EC0 .002 FYS 68.0 - BARS ASTM END CIRC 35 14 HOOP 8 6.00 COV 2.0 - MEMBER 'COL4' 'COL8' GEOMETRY MEMBERS 'COL1' TO 'COL8'
Define Nonlinearity: NL Geometry + Plastic Hinges
Pushover AnalysisRC Frame Example with Plastic Hinges, Force
Control
Define Incremental Force and Constant Loads
UNITS KN METERS
DEAD LOAD 'DL' DIR -Y ALL JOINTS
MEMBER LOADS
'CAP1' TO 'CAP10' FORCE Y GLO UNI FR W -752.4204
LOADING 'PUSH'
JOINT LOADS
'C5' 'C10' FORCE X 100.0
Pushover AnalysisRC Frame Example with Plastic Hinges, Force
Control
PUSHOVER ANALYSIS DATA
CONSTANT LOAD 'DL'
INCREMENTAL LOAD 'PUSH'
MAXIMUM NUMBER OF LOAD INCREMENTS 40
MAXIMUM NUMBER OF TRIALS 11
LOADING RATE 1.0
CONVERGENCE RATE 0.6
CONVERGENCE TOLERANCE COLLAPSE 0.0005
CONVERGENCE TOLERANCE EQUIL 0.0001
MAXIMUM NUMBER OF CYCLES 100
END
PERFORM PUSHOVER ANALYSIS
Specify Pushover Analysis Control and Execute
Pushover AnalysisRC Frame Example with Plastic Hinges, Force
Control
Lateral Displacement vs Lateral Load Factor, Force Control AnalysisJoint C5
0
2
4
6
8
10
12
14
16
0 50 100 150 200 250 300 350
Displacement (mm)
Lo
ad F
acto
r
Force Contol
Instability:C = 305.55 mm
Vbs = 15.22*200 Kn =
3044 Kn (.23g)
Pushover AnalysisRC Frame Example with Plastic Hinges, Force
Control
Pushover AnalysisRC Frame Example with Plastic Hinges, Displacement
Control
Define Incremental Displacement and Constant Loads
STATUS SUPPORT -
‘C1’ ‘C6’ 'C5' 'C10'JOINT RELEASES 'C1' 'C6' MOMENT Z
'C5' 'C10' FORCE Y MOMENT X Y Z
UNITS KN METERSDEAD LOAD 'DL' DIR -Y ALL JOINTSMEMBER LOADS 'CAP1' TO 'CAP10' FORCE Y GLO UNI FR W -752.4204UNITS MMLOADING 'PUSH'
JOINT DISPLACEMENT 'C5' 'C10' DISPLACEMENT X 10.0
Pushover AnalysisRC Frame Example with Plastic Hinges, Displacement
Control
Specify Pushover Analysis Control and Execute
PUSHOVER ANALYSIS DATA CONSTANT LOAD 'DL' INCREMENTAL LOAD 'PUSH'
MAXIMUM NUMBER OF LOAD INCREMENTS 50 $ 50*10 = 500 mm MAXIMUM NUMBER OF TRIALS 11 LOADING RATE 1.0 CONVERGENCE RATE 0.6 CONVERGENCE TOLERANCE COLLAPSE 0.00100 CONVERGENCE TOLERANCE EQUIL 0.0001 MAXIMUM NUMBER OF CYCLES 100END
PERFORM PUSHOVER ANALYSIS
Pushover AnalysisRC Frame Example with Plastic Hinges, Displacement
Control
Lateral Displacement vs Lateral Load FactorJoint C5
0
2
4
6
8
10
12
14
16
0 100 200 300 400 500 600
Displacement (mm)
Lo
ad F
acto
r
Force Contol
Displacement Control
C = 500 mm
Vbs = 2991 Kn
Instability:C = 305.55 mm
Vbs = 15.22*200 Kn =
3044 Kn (.23g)