Release Date : June. 2017 Product Ver. : Gen 2018 (v1.1...
Transcript of Release Date : June. 2017 Product Ver. : Gen 2018 (v1.1...
DESIGN OF General StructuresIntegrated Design System for Building and General Structures
Release NoteRelease Date : June. 2017
Product Ver. : Gen 2018 (v1.1) and Design+ 2018 (v1.1)
Index
(1) Generation of Seismic Loads as per Romanian Code (P100-1, 2013)
(2) Seismic Design of Steel Structure as per TWN-ASD96 & TWN-LSD96
(3) Cracked Section Analysis of Slab as per ACI
(4) Change of plate Local Axis
(5) Import & Export of Nodal Results (for GTX)
(6) Calculation of Performance Point as per FEMA 440 in Pushover Analysis
(7) Time History Analysis of the Model with Seismic Control Device
(8) Deflection Check of Steel Beam for AISC & KSSC
(9) Output of Detailed Report for Lateral Length (Lb) as per AISC & TWN & KSSC
(10) Application of Surface Spring Supports for Local x-direction
(11) Concrete damaged plasticity model
• midas Gen4
• midas Design+(1) UI renewal
(2) RC Beam & Column design as per Eurocode2 (2004)
(3) Design for Moment Resisting Joint with Bolt as per Eurocode3 (2005)
(4) Design for Base Plate as per Eurocode3 (2005)
(5) Preference Setting
(6) Add Korean code and Aluminum Design
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8
10
11
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• Appendix : Time History Analysis of the Model with Seismic Control Device 31
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1. Generation of Seismic Loads as per Romanian Code (P100-1, 2013)
Static Seismic Load Response Spectrum
Type of Response Spectrum
- Horizontal Elastic Spectrum
- Vertical Elastic Spectrum
- Horizontal Design Spectrum
- Vertical Design Spectrum
• It is now possible to automatically generate static seismic load and response spectrum as per P100-1, 2013.
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2. Seismic Design of Steel Structure as per TWN-ASD96 & TWN-LSD96
① Select TWN-LSD96 or TWN-ASD96
② Check on
③ Select Seismic Load Resisting System
• Seismic design according to Taiwan Code has been added. It is supported only for structures with steel members.
Setting of Steel Design Code
Output of Detail Report
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2. Seismic Design of Steel Structure as per TWN-ASD96 & TWN-LSD96
Table 2.1, Design Support Items
ITEM TWN-ASD96/LSD96
Setting for Steel Design Code
Seismic Load Resisting System List• Ordinary Moment Frames (OMRF)• Special Moment Frames (SMRF)• Intermediate Moment Frames (IMRF)• Special Concentrically Braced Frames (SCBF)• Ordinary Concentrically Braced Frames (OCBF)• Eccentrically Braced Frames (EBF)
Eccentrically Braced Frames
Check for the link properties of Beam• check Limitations by λpd• check ‘Fy ≤ 3.7 tf/cm2’
• check Nominal shear strength of the links• check Length of the link• check Effect of axial force on the link available shear strength
Special/Ordinary Concentrically Braced Frames
Check Slenderness ratio of braces by ‘265*SQRT[Fy]’
Special MomentFrames
Apply λpd (Table 4.5-1) for Beams• width-thickness ratio of flange (BTR) & depth-thickness ratio of web (DTR)
Check Zbf > 0.7 Zb for Beam Limitation
Calculation for strong column–weak beam • Display of the table of moment strength ratio
IntermediateMoment Frames
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2. Seismic Design of Steel Structure as per TWN-ASD96 & TWN-LSD96
Table 2.2, Design Support Items
ITEM TWN-ASD96/LSD96
Ordinary MomentFrames
Apply λpd (Table 4.5-1) for Beams• width-thickness ratio of flange (BTR) & depth-thickness ratio of web (DTR)
Check Zbf > 0.7 Zb for Beam Limitation
Special ConcentricallyBraced Frames
Apply λpd (Table 4.5-1) for Braces• width-thickness ratio of flange (BTR) & depth-thickness ratio of web (DTR)
Check Limiting value of slenderness ratio of Braces
Check the Required Compressive Strength (ASD)
Ordinary ConcentricallyBraced Frames
Check Slenderness ratio of braces by ‘265*SQRT[Fy]’
Eccentrically BracedFrames
Apply λpd (Table 4.5-1) for Braces & Links• width-thickness ratio of flange (BTR) & depth-thickness ratio of web (DTR)
Buckling-Restrained
Braced FramesApply λpd (Table 4.5-1) for Braces or Columns
Special Plate Shear Walls
Strong Column
- Weak Beam RatioIt is shown in the following path :‘Design > Steel Design > Steel Strong Column-Weak Beam > Strong Column Weak Beam Ratio Table’
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3. Cracked Section Analysis of Slab as per ACI
The order of Cracked Section Analysis is as follows.
① Define Sub-Domain
(Node/Element > Mesh > Define Sub-Doman
: Select slab elements and input rebar data and rebar direction
② Define Slab Rebars for Checking
(Design > Design > Meshed Design > Slab/Wall rebar for Checking
: Define add bar of slab by direction
③ Setting Cracked Section Analysis Control
(Design > Design > Meshed Design > Cracked Section Analysis Control
: Define No. of Iterations and Convergence Tolerance
④ Run Analysis for Crack Section
(Design > Design > Meshed Design > Perform Cracked Section Analysis
⑤ Check the Results of Analysis
(Design > Design > Meshed Design > Perform Cracked Section Analysis Control
2
5
3
4
• Evaluate the stiffness of slab by crack section analysis and supply the deform shape and report for Long-termdeflection when designing as per ACI
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3. Cracked Section Analysis of Slab as per ACI• Evaluate the stiffness of slab by crack section analysis and supply the deform shape and report for Long-term
deflection as per ACI
Check the Results for Cracked Section Analysis of Slab
Defection Check for Cracked Section
Select Load Combination
Select ‘Cracked’ or ‘Uncracked’
Define Factor for Long-term Deflection
Check Location of Crack Point
Output of Design Report for Deflection
Deflection Check Report of Slab by ACI
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4. Define of plate Local Axis• The Orientation Option is now activated to change a local axis of ‘plate’ and ‘PlaneStress’element type.
• Previously, plate local axis can be modified in post-processing mode using ‘Plate Local Axis in Results tab. This functionis no longer available since new feature can replace the previous feature.
When creating Elements
We can define a orientation by ‘Beta Angle’ or ‘Ref. Vector’
When changing Element Parameters
Display and Table for Local Axis of Plate
Beta Angle : 30
Beta Angle : 60
The modification is possible by the change of the B-angle in table
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Node/Element > Elements > Create Elements > Orientation Node/Element > Change Parameters > Element Local Axis
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5. Import & Export of Nodal Results (for GTX)
Import from GTX data Export to GTX
• The Link of Gen-GTX is improved that the nodal results are imported or exported in Gen
1
Define Nodal Results
① Select Construction Stage
② Select Load Case or Load Combination
③ Select Result Type as Reaction or Displacement
④ Select Result Components as Dx, Dy, Dz, Rx, Ry, Rz.
2
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6. Calculation of Performance Point as per FEMA 440 in Pushover Analysis• GUI for pushover curve is modified and the method to search performance point as per FEMA 440 is added
as ‘Procedure-C’
Calculation of Performance Point as per ‘Procedure-C’ in FEMA 440
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6. Calculation of Performance Point as per FEMA 440 in Pushover Analysis
Improvement of the Results Display for Pushover Analysis
IO LS CP
DL SD NC
FEMA
EC8 : 2004
1
23
4
1
2
3
4
Rotation of Element
at the selected step
It is added to display Performanceof Elements
Inelastic Hinge Property Curve
& Limitation of Performance for Element
Rotation (Ɵ)
Forc
e(k
N)
Display Performance of Elements
[FEMA] [EC8 : 2004 ]
Added
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7. Time History Analysis of the Model with Seismic Control Device
1 2 3
4
The following procedure is for setting up and Display the analysis results for the seismic Control Device.
Click ‘Seismic Device Properties~’ Input Parameters for Seismic Device Properties Define General Link Property by Seismic Device
Display for Seismic Devices Graph
• It is possible to define the general link properties for seismic Control Device
• We can see the smart graphfor general link or seismic devices
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Please refer to the appendix for details.
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Company
Author
Project Title
File Name C:\...\Downloads\test.mgb
Modeling, Integrated Design & Analysis Software
http://www.MidasUser.com
Gen 2017
Print Date/T ime : 06/12/2017 14:20
midas Gen Steel Checking Result
1. Design Information
Design Code : AISC(14th)-LRFD10
Unit System : kN, mm
Member No : 449
Material : A53 (No:1)
(Fy = 0.24132, Es = 199.948)
Section Name : S380X74 (No:1)
(Rolled : S380X74).
Member Length : 6000.00
Depth 381.000 Web Thick 14.0000Top F Width 143.000 Top F Thick 15.8000Bot.F Width 143.000 Bot.F Thick 15.8000
143
381
15.8
14
y
z
190.50
71.50
Area 9480.00 Asz 5334.00Qyb 44729.1 Qzb 2556.13Iyy 202000000 Izz 6490000Ybar 71.5000 Zbar 190.500Syy 1060000 Szz 90600.0ry 146.000 rz 26.2000
2. Member Forces
Axial Force Fxx = 0.00000 (LCB: 2, POS:1/2)
Bending Moments My = 148500, Mz = 0.00000
End Moments Myi = 0.00000, Myj = 0.00000 (for Lb)
Myi = 0.00000, Myj = 0.00000 (for Ly)
Mzi = 0.00000, Mzj = 0.00000 (for Lz)
Shear Forces Fyy = 0.00000 (LCB: 3, POS:1/2)
Fzz = 81.0000 (LCB: 2, POS:J)
3. Design Parameters
Unbraced Lengths Ly = 6000.00, Lz = 6000.00, Lb = 6000.00
Effective Length Factors Ky = 1.00, Kz = 1.00
Moment Factor / Bending Coefficient
Cmy = 1.00, Cmz = 1.00, Cb = 1.00
4. Checking Results
Slenderness Ratio
L/r = 229.0 < 300.0 (LCB: 2)............................................. O.K
Axial Strength
Pr/Pc = 0.00/2058.91 = 0.000 < 1.000 ...................................... O.K
Bending Strength
Mry/Mcy = 148500/ 151590 = 0.980 < 1.000 ................................... O.K
Mrz/Mcz = 0.0/31483.1 = 0.000 < 1.000 ................................... O.K
Combined Strength (Tension+Bending)
Pr/Pc = 0.00 < 0.20
Rmax = Pr/(2*Pc) + [Mry/Mcy + Mrz/Mcz] = 0.980 < 1.000 ............................ O.K
Shear Strength
Vry/Vcy = 0.000 < 1.000 ...................................................... O.K
Vrz/Vcz = 0.105 < 1.000 ...................................................... O.K
5. Deflection Checking Results
L/ 360.0 = 16.6667 > 10.4524 (Memb:449, LCB: 4, POS:3000.0mm, Dir-Z)................... O.K
8. Deflection Check of Steel Beam for AISC & KSSC
4.25mm
14.87mm
Deflection =
14.87 – (4.25+4.59)/2 = 10.45mm
Define Limitation of Deflection
4.59mm
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Company
Author
Project Title
File Name C:\...\Downloads\test.mgb
Modeling, Integrated Design & Analysis Software
http://www.MidasUser.com
Gen 2017
Print Date/T ime : 06/12/2017 14:20
midas Gen Steel Checking Result
1. Design Information
Design Code : AISC(14th)-LRFD10
Unit System : kN, mm
Member No : 449
Material : A53 (No:1)
(Fy = 0.24132, Es = 199.948)
Section Name : S380X74 (No:1)
(Rolled : S380X74).
Member Length : 6000.00
Depth 381.000 Web Thick 14.0000Top F Width 143.000 Top F Thick 15.8000Bot.F Width 143.000 Bot.F Thick 15.8000
143
381
15.8
14
y
z
190.50
71.50
Area 9480.00 Asz 5334.00Qyb 44729.1 Qzb 2556.13Iyy 202000000 Izz 6490000Ybar 71.5000 Zbar 190.500Syy 1060000 Szz 90600.0ry 146.000 rz 26.2000
2. Member Forces
Axial Force Fxx = 0.00000 (LCB: 2, POS:1/2)
Bending Moments My = 148500, Mz = 0.00000
End Moments Myi = 0.00000, Myj = 0.00000 (for Lb)
Myi = 0.00000, Myj = 0.00000 (for Ly)
Mzi = 0.00000, Mzj = 0.00000 (for Lz)
Shear Forces Fyy = 0.00000 (LCB: 3, POS:1/2)
Fzz = 81.0000 (LCB: 2, POS:J)
3. Design Parameters
Unbraced Lengths Ly = 6000.00, Lz = 6000.00, Lb = 6000.00
Effective Length Factors Ky = 1.00, Kz = 1.00
Moment Factor / Bending Coefficient
Cmy = 1.00, Cmz = 1.00, Cb = 1.00
4. Checking Results
Slenderness Ratio
L/r = 229.0 < 300.0 (LCB: 2)............................................. O.K
Axial Strength
Pr/Pc = 0.00/2058.91 = 0.000 < 1.000 ...................................... O.K
Bending Strength
Mry/Mcy = 148500/ 151590 = 0.980 < 1.000 ................................... O.K
Mrz/Mcz = 0.0/31483.1 = 0.000 < 1.000 ................................... O.K
Combined Strength (Tension+Bending)
Pr/Pc = 0.00 < 0.20
Rmax = Pr/(2*Pc) + [Mry/Mcy + Mrz/Mcz] = 0.980 < 1.000 ............................ O.K
Shear Strength
Vry/Vcy = 0.000 < 1.000 ...................................................... O.K
Vrz/Vcz = 0.105 < 1.000 ...................................................... O.K
5. Deflection Checking Results
L/ 360.0 = 16.6667 > 10.4524 (Memb:449, LCB: 4, POS:3000.0mm, Dir-Z)................... O.K
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9. Output of Detailed Report for Lateral Length (Lb) as per AISC & TWN & KSSC
Special Moment Frames & Intermediate Moment Frames
Ordinary Moment Frames
Special Moment Frames
Table 9.1 Application as per Code
Detail Report per AISC-LRFD 05 Detail Report per TWN-LSD96 & ASD96
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10. Application of Surface Spring Supports for Local x-direction
Application of Surface Spring Support for Local x-direction
• User can apply the surface spring supports for local x-direction only when ‘Frame type’ is selected under‘Distributed Spring’
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11. Concrete damaged plasticity model It is possible to describe the following behavioral characteristics by Concrete damaged plasticity model.
- Application of different yield strengths in tension and compression
- Degradationeffect of different elastic strengths in tension and compression
- Stiffness restoration effect under cyclic loading
Strain-Yield Stress Curve for Compression Behavior
Strain-Yield Stress Curve for Tensile Behavior
Define of Plastic Material
with Concrete-Damage Model
Input of Plasticity Material in Material Data
1
2
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11. Concrete damaged plasticity model
Analysis Result of the model with Cyclic Loading
Loading pattern for cyclic loading
Input
Stress vs. strain in the cyclic loading
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[Effective Area Method]
1. UI renewal• Supports various window display settings
It can be implemented regardless of window display resolution option.
• User Interface EnhancementsMore intuitive icons have been changed to improve the usability of the program.
Design+
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Checks
2. RC Beam & Column design as per Eurocode2 (2004)
• RC Beam Design
12
Ultimate Limit States(ULS)
Serviceability Limit States(SLS)
RC Beam
Moment Capacity Crack Width
Shear Capacity Deflection
Creep
RC Column
Slenderness Crack Width
Axial + Moment Capacity Creep
Shear Capacity
: National Annex [Recommended] and [Italy] are supported.
• RC Column Design
: National Annex [Recommended] is supported.
Check Items
Summary & Detail reports
Design+
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[Effective Area Method]
• Serviceability Limit States (SLS)
The compressive stress in the concrete shall be limited in order to avoid longitudinal cracks, micro-cracks orhigh levels of creep, where they could result in unacceptable effects on the function of the structure by usingk1, k2, k3 factors.
2. RC Beam & Column design as per Eurocode2 (2004)
Detail Result (Design+ 2017 v3.1)
Design+
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[Effective Area Method]
• Column: Second order Slenderness criterion for isolated members
Detail Result (Design+ 2017 v3.1)
2. RC Beam & Column design as per Eurocode2 (2004)
Design+
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3. Design for Moment Resisting Joint with Bolt as per Eurocode3 (2005)
Stiffener at Top & Bottom Flange
Automatic or user-defined bolt arrangement
Stiffener at Column web
Lower Bracket
Provide of summary and detail reports
Provide of detail Drawing
Design+
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Import Section and Load Data of Gen model by ‘Midas Link’
Moment DiagramSection Data
Auto-Input of Section and Material Data Auto-Input of Member Forces
3. Design for Moment Resisting Joint with Bolt as per Eurocode3 (2005)
Design+
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[Effective Area Method]
4. Design for Base Plate as per Eurocode3 (2005) : Available in the following official patches(July)
Effective Area Method Finite Element Method
Section Shape
H Section H Section
- Box Section
- Pipe Section
- Chanel Section
- Angle Section
CheckItems
Axial with/without Moment
Compression
Bearing strength
Compression+Moment
Tension
Tension+Moment
ShearFriction
Base Plate resistanceAnchor bolt
WeldingShear
Rib plate Tensile
Wing Plate
• Effective Area Method & Finite Element Method are supported for base plate design as per 1993-1-8 :2005
Design+
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[Effective Area Method]
• Summary and Detail Report are provided for base plate design as per 1993-1-8 :2005
Provide of detail Drawing
Provide of summary and detail reports
Design+
4. Design for Base Plate as per Eurocode3 (2005) : Available in the following official patches(July)
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[Effective Area Method]
5. Preference Setting• Program defaults values can be set according to user's convenience.
:Option > Option > Initial Data Setting(Registry)
: Common TabUnit System & Program Mode can be defined.
: Data Base TabRebar & Steel Data Base can be defined.
: Design Code TabDesign Code & Design Load can be defined.
Design+
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[Effective Area Method]
6. Add Korean code and Aluminum Design
• Aluminum Design is activated for US Code.
• Korean code is opened for RC, Steel and SRC.
Design+
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Appendix Time History Analysis of the Model
with Seismic Control Device
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Index
(1) Viscous / oil damper
(2) Viscoelastic damper
(3) Steel damper - Brace type / Stud type
(4) Hysteretic Isolator (MSS)
(5) Isolator (MSS)
• Analysis 33
• Pre & Post-Processing
(6) Equipped with a seismic isolation damping device DB program
(7) Improvement of dynamic analysis related output function (graph output function)
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Boundary >Link > General Ling > Seismic Device Properties >Viscous / oil damper
1. Viscous / oil damper
• As a damper type, you can set Single dashpot model, Kelvin (Voigt) model, Maxwell type.
• As a dashpot type, it is possible to set linear elastic type and Elastic Bilinear and Exponential Function type
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1. Viscous / oil damper (continued)
Damper type
Single dashpot model
Kelvin(Voigt) model
Maxwell type
Linear elastic type
Bilinear elastic type
Dashpot Type
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-0.6 -0.4 -0.2 0 0.2 0.4 0.6
Deform(m)
-300
-200
-100
0
100
200
300
Force(N
)
Single Dashpot Linear Model
MIDAS
SNAP
Gen
A-Software (Japan)
1. Viscous / oil damper (continued)
Single Dashpot - linear elastic type
• Comparison with other products
Test model
Input Seismic Vibration
M = 51.0204 N/g
ks = 1000 N/m
Cd = 100 Nsec/m
c
M
ks d
F
Comparison of history graph
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-0.3 -0.2 -0.1 0 0.1 0.2 0.3
Deform(m)
-300
-200
-100
0
100
200
300
Force(N
)
Kelvin BilinearModel
MIDAS
SNAP
Gen
A-Software (Japan)
M = 51.0204 N/g
ks = 1000 N/m
kd = 1000 N/m
Cd = 100 Nsec/m
p1 = 50 N
a1 = 0.001
c
M
ks kd
d
F
1. Viscous / oil damper (continued)
Kelvin(Voigt) Model- Bilinear elastic
• Comparison with other products
Test model
Input Seismic Vibration
Comparison of history graph
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-0.8 -0.4 0 0.4 0.8
Deform(m)
-200
-100
0
100
200
Force(N
)
Maxwell BilinearModel
MIDAS
SNAP
Gen
A-Software (Japan)kd
c
M
ks
d
F
M = 51.0204 N/g
ks = 1000 N/m
kd = 1000 N/m
Cd = 100 Nsec/m
p1 = 150 N
a1 = 0.001
1. Viscous / oil damper (continued)
• Comparison with other products
Maxwell type - Bilinear elastic
Test model
Input Seismic Vibration
Comparison of history graph
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2. Viscoelastic damper (continued)
• The function of the viscoelastic damper was added in the characteristics of the seismic damping device.
• As an analysis model, users can set up a three element model and a Kelvin (Voight) model 。
Kelvin(Voight) Model
Three element Model
Viscoelastic material properties:SUMITOMO GR100・SUMITOMO SR05・
SUMITOMO GR400・CST series (Japan)
Viscoelastic material properties:3M ISD111・3M ISD111H (Japan)
Boundary >Link > General Ling > Seismic Device Properties > Viscoelastic damper
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SUMITOMO GR100(VS1 model) - Total Components( Elastic-plastic element + elastic element + viscous element(Voight))
m
k
c
u
gu
m
Mass = 5102.04 N/g
Elastic Stiffness = 10000 N/m
Undamped System
A-Software (Japan)
2. Viscoelastic damper (continued)
• Comparison with other products
Test model
Input Seismic Vibration
Comparison of history graph
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SUMITOMO GR400(VS4 mode) - Total Components(Elastic-plastic element + elastic element + viscous element(Voight+Maxwell))
m
k
c
u
gu
m
Mass = 5102.04 N/g
Elastic Stiffness = 10000 N/m
Undamped System
A-Software (Japan)
• Comparison with other products
Test model
Input Seismic Vibration
Comparison of history graph
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2. Viscoelastic damper (continued)
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SUMITOMO GR400(VS4 model)
• Comparison with other products (comparison of history graph)
Elastic-plastic element
- Total Components(Elastic-plastic element + elastic element + viscous element (Voight+Maxwell))
A-Software (Japan)
Elastic element
viscous element (Voight)
A-Software (Japan)
viscous element (Maxwell)
A-Software (Japan) A-Software (Japan)
2. Viscoelastic damper (continued)
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• The function of the Steel damper was added in the characteristics of the seismic damping device。
• In the brace type, users can set the Hysteresis Properties of bilinear.
• In the Column type, the Hysteresis Properties of the low yielding strength steel model (LY 2, LY 3) can be set
Boundary >Link > General Ling > Seismic Device Properties > Steel damper
3. Steel Dampers _ Bracing type / Stud type
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Brace type (JFE Civil Co., Ltd.)
• Double steel tube for buckling prevention
Clevis (left screw) Stiffening tube Clevis (right screw)
Base (Left Screw) Base (right Screw)Axial force tube(Filled with concrete)
(Pin Junction Type)
Joint plate Stiffening tube
end plate
Joint plate
end plate
(High Strength Bolt Joint Type)
• Hysteresis Properties
Steel Isotropic-Kinematic model/Bilinear
Degrading Model/Bilinear
Axial force tube(Filled with concrete)
3. Steel Dampers _ Bracing type / Stud type (Continued)
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Stiffening stiffener
2000~
3000
600
Low yield strengthsteel
Stud type (JFE Civil Co., Ltd.)
• Shape of Stud type• Hysteresis Properties (low yielding strength steel model (LY2, LY3))
3. Steel Dampers _ Bracing type / Stud type (Continued)
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Degrading Model/Bilinear
m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
-1.2 -0.8 -0.4 0 0.4 0.8 1.2
Deform(m)
-150
-100
-50
0
50
100
150
Force(N
)
STEEL DAMPERBilinear Model
MIDAS
SNAP
A-Software (Japan)
• Comparison with other products
Test model
Input Seismic Vibration
Comparison of history graph
3. Steel Dampers _ Bracing type / Stud type (Continued)
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m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
-2 -1.5 -1 -0.5 0 0.5 1 1.5 2
Deform(m)
-1000
-800
-600
-400
-200
0
200
400
600
800
1000
Force(N
)
HYST. DAMPERIK2 Model
MIDAS
SNAP
A-Software (Japan)
Steel Isotropic-Kinematic model /Bilinear
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
3. Steel Dampers _ Bracing type / Stud type (Continued)
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m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
-0.8 -0.4 0 0.4 0.8
Deform(m)
-200
-150
-100
-50
0
50
100
150
200
Force(N
)
HYST. DAMPERLY2 Model
MIDAS
SNAP
A-Software (Japan)
Low yielding strength steel model (JFE LY2)/Trilinear
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
3. Steel Dampers _ Bracing type / Stud type (Continued)
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m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
-0.8 -0.4 0 0.4 0.8
Deform(m)
-200
-100
0
100
200
Force(N
)
HYST. DAMPERLY3 Model
MIDAS
SNAP
A-Software (Japan)
Low yielding strength steel model (JFE LY3)/Trilinear
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
3. Steel Dampers _ Bracing type / Stud type (Continued)
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4. Hysteretic Isolator for earthquake (MSS)
• Out of the characteristics of the isolation damping device, the function of Hysteretic Isolator for vibration prevention was added.
• In the multi shear spring model, you can set the Hysteresis Properties of bilinear or trilinear type
Boundary >Link > General Ling > Seismic Device Properties > Hysteretic Isolator (MSS)
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4. Hysteretic Isolator for earthquake (MSS) (Continued)
Column(Linear element)
Z
y
xMultipleshear-springs (MSS)
ΔQy
y
ΔQx
x
qi
143 i
f
f0
d0
ak0
k1d
Y i Yq k u
1
cos
YY n
i
i
q
2
1
cosn
x i i
i
K k q
Degrading Model/Bilinear
Hysteresis Properties
Multi-shear spring (MSS) model
Normal Model/Trilinear
Hysteresis PropertiesOf Multi-shear spring
Relationship between shear strength and deformation of spring
Stiffness of spring
Yield strength of spring
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Degrading Model /Bilinear
m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
-1.5 -1 -0.5 0 0.5 1 1.5
Deform(m)
-150
-100
-50
0
50
100
150
Force(N
)
HYST. DAMPERBilinear Model
(MSS=12)MIDAS
SNAP
A-Software (Japan)
- Num. of MSS : 12
4. Hysteretic Isolator for earthquake (MSS) (Continued)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
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Normal Model /Trilinear
m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
- Num. of MSS : 8
-1.2 -0.8 -0.4 0 0.4 0.8 1.2
Deform(m)
-150
-100
-50
0
50
100
150
Force(N
)
HYST. DAMPERTrilinear Model
(MSS=8)MIDAS
SNAP
A-Software (Japan)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
4. Hysteretic Isolator for earthquake (MSS) (Continued)
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5. Isolator(MSS)
• Out of the characteristics of the isolation damping device, the function of Isolator for vibration prevention was added
• As seismic isolation support material, there are Lead Rubber Bearing(LRB), Natural Rubber Bearing (NRB), and Sliding Bearing Type.
Lead Rubber Bearing(LRB)
Horizontal performance
Boundary >Link > General Ling > Seismic Device Properties > Isolator (MSS)
Vertical performance
Horizontal performance
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Lead Rubber Bearing(LRB)
[Rule 1] : Elastic Range( )e e F
7
Kd
R
Fe
Ku
3
1 5
0 K0rm`
rmreKu Ku4
6Kd
2
CKpKspr + CQdQ
sd
• History Graph
e : Elastic Limit Strain
0.0 0.1, 0.05 e eDefault
0e
e
FK
0.43 0.410.7792 2.0354S S
e k e p e q e dF K Q
[Rule 2, 3]
p d
S S S
K p Q dF C K C Q
p
u d
S
d K p
K K
K C K
: Ratio of Yield Stiffness and Unloading Stiffness(=10∼15)
5. Isolator(MSS)
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5. Isolator(MSS)
Natural Rubber Bearing (NRB)
Horizontal performance
Boundary >Link > General Ling > Seismic Device Properties > Isolator (MSS)
Vertical performance
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5. Isolator(MSS)
Sliding Bearing
Boundary >Link > General Ling > Seismic Device Properties > Isolator (MSS)
Vertical performance
Horizontal performance
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Natural Rubber Bearing (NRB)
m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
- Axial Component(Num. of MSS : 8)
-2E-007 -1E-007 0 1E-007 2E-007 3E-007
Deform(m)
-250
-200
-150
-100
-50
0
50
Force(N
)
ISOLATORNRB Model
Axial Comp.MIDAS
SNAP
A-Software (Japan)
5. Isolator(MSS)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
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Natural Rubber Bearing (NRB)
m
k
c
u
gu
m
Mass = 51.0204 N/g
Elastic Stiffness = 1000 N/m
Undamped System
- Shear Component(Num. of MSS : 8)
-0.0004 -0.0002 0 0.0002 0.0004
Deform(m)
-250
-200
-150
-100
-50
0
50
100
150
200
250
Force(N
)
ISOLATORNRB Model
Shear Comp.MIDAS
SNAP
A-Software (Japan)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
5. Isolator(MSS)
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Lead Rubber Bearing(LRB)
m
k
c
u
gu
m
Mass = 5102.04 N/g
Elastic Stiffness = 1000 N/m
Undamped System
- Axial Component(Num. of MSS : 12)
-0.002 -0.001 0 0.001 0.002
Deform(m)
-2000000
-1500000
-1000000
-500000
0
500000
Force(N
)
ISOLATORLRB Model
Axial Comp.MIDAS
SNAP
A-Software (Japan)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
5. Isolator(MSS)
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Lead Rubber Bearing(LRB)
m
k
c
u
gu
m
Mass = 5102.04 N/g
Elastic Stiffness = 1000 N/m
Undamped System
- Shear Component(Num. of MSS : 12)
-0.3 -0.2 -0.1 0 0.1 0.2
Deform(m)
-300000
-200000
-100000
0
100000
200000
Force(N
)
ISOLATORLRB Model
Shear Comp.MIDAS
SNAP
A-Software (Japan)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
5. Isolator(MSS)
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Elastic sliding bearing (SLD)
m
k
c
u
gu
m
Mass = 5102.04 N/g
Elastic Stiffness = 1000 N/m
Undamped System
- Axial Component(Num. of MSS : 12)
-0.002 -0.001 0 0.001 0.002 0.003
Deform(m)
-1600000
-1200000
-800000
-400000
0
400000
Force(N
)
ISOLATORSLD Model
Axial Comp.MIDAS
SNAP
A-Software (Japan)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
5. Isolator(MSS)
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Elastic sliding bearing (SLD)
m
k
c
u
gu
m
Mass = 5102.04 N/g
Elastic Stiffness = 1000 N/m
Undamped System
- Shear Component(Num. of MSS : 12)
-1 -0.8 -0.6 -0.4 -0.2 0 0.2 0.4 0.6 0.8 1
Deform(m)
-120
-80
-40
0
40
80
120
Force(N
)
ISOLATORSDL Model
Shear Comp.MIDAS
SNAP
A-Software (Japan)
• Comparison with other products
Input Seismic Vibration
Comparison of history graphTest model
5. Isolator(MSS)
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6. Seismic Control Device DB Manager
• A Program for Seismic Control Device DB (Seismic Control Device DB manager) was installed.
• This program has the product group of each maker of Seismic Control Device.
• The users can register a new DB using the "user definition" function.
• From Seismic Control Device DB, you can set the properties of the product directly in the Gen program.
Boundary >Link > General Ling > Seismic Device Properties > Seismic Control Device DB Manager
In Release version, only DB for viscoelastic damper is provided.
Not supported
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Result> Time History > T.H. Result> Time History Smart Graph
7. Improvement of functions related to time history analysis
• ‘Smart Graph’ has been added as a confirmation for results of time history analysis.
• When ‘Smart Graph’ compared with existing graph function, ‘smart graph’ can visually confirm analysis result with easier operation.
• In Smart Graph, various functions such as ‘Energy’ output, animation, display option(table, Background Graph, Symbol) etc. can be used.
• In Smart Graph, analysis results of general-purpose link elements and Seismic Control Device can be confirmed.
(The output of nonlinear results of each member will be installed in the second half )
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Time history Smart graph
• Energy output (Energy dissipation amount)
7. Improvement of functions related to dynamic analysis (Continued)
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• Animation & Display Option (table, Background Graph, Symbol)
7. Improvement of functions related to dynamic analysis (Continued)
Time history response analysis Smart graph
midas Gen