release date : june. 2017 product ver. : gen 2018 (v1.1 ...€¦ · 08/01/1993 · gen 2018 (v1.1)...

DESIGN OF General Structures Integrated Design System for Building and General Structures

Release Note Release 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 Gen 4

• 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

5

8

10

11

12

14

15

16

17

21

18

22

25

27

29

30

• Appendix : Time History Analysis of the Model with Seismic Control Device 31

midas Gen

Gen 2018 (v1.1) Release Note

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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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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 Moment Frames

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

Intermediate Moment Frames

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Table 2.2, Design Support Items

ITEM TWN-ASD96/LSD96

Ordinary Moment Frames

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 Concentrically Braced 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 Concentrically Braced Frames

Check Slenderness ratio of braces by ‘265*SQRT[Fy]’

Eccentrically Braced Frames

Apply λpd (Table 4.5-1) for Braces & Links • width-thickness ratio of flange (BTR) & depth-thickness ratio of web (DTR)

Buckling-Restrained

Braced Frames Apply λpd (Table 4.5-1) for Braces or Columns

Special Plate Shear Walls

Strong Column

- Weak Beam Ratio It 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-term deflection 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 ‘Plane Stress’ element type.

• Previously, plate local axis can be modified in post-processing mode using ‘Plate Local Axis in Results tab. This function is 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

midas Gen

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

3 4

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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

2 3

4

1

2

3

4

Rotation of Element

at the selected step

It is added to display Performance of Elements

Inelastic Hinge Property Curve

& Limitation of Performance for Element

Rotation (Ɵ)

Forc

e (

kN

)

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 graph for general link or seismic devices

midas Gen

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

midas Gen

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

- Degradation effect 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

3 4

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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 Enhancements More intuitive icons have been changed to improve the usability of the program.

Design+


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Check s

2. RC Beam & Column design as per Eurocode2 (2004)

• RC Beam Design

1 2

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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• Serviceability Limit States (SLS)

The compressive stress in the concrete shall be limited in order to avoid longitudinal cracks, micro-cracks or high levels of creep, where they could result in unacceptable effects on the function of the structure by using k1, k2, k3 factors.


Detail Result (Design+ 2017 v3.1)

Design+


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• Column: Second order Slenderness criterion for isolated members

Detail Result (Design+ 2017 v3.1)


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

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Import Section and Load Data of Gen model by ‘Midas Link’

Moment Diagram Section 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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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

Check Items

Axial with/ without Moment

Compression

Bearing strength

Compression +Moment

Tension

Tension +Moment

Shear Friction

Base Plate resistance Anchor bolt

Welding Shear

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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• 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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5. Preference Setting • Program defaults values can be set according to user's convenience.

:Option > Option > Initial Data Setting(Registry)

: Common Tab Unit System & Program Mode can be defined.

: Data Base Tab Rebar & Steel Data Base can be defined.

: Design Code Tab Design Code & Design Load can be defined.

Design+


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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)

63


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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)


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


Kelvin(Voigt) Model－ Bilinear elastic


Test model



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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



Maxwell type － Bilinear elastic

Test model



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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)



Test model



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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


Undamped System

A-Software (Japan)


Test model



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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)


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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 strength steel

Stud type (JFE Civil Co., Ltd.)

• Shape of Stud type • Hysteresis Properties （low yielding strength steel model (LY2, LY3)）


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Degrading Model／Bilinear

m

k

c

u

gu

m

Mass = 51.0204 N/g


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)


Test model




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m

k

c

u

gu

m

Mass = 51.0204 N/g


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 of history graph Test model


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m

k

c

u

gu

m

Mass = 51.0204 N/g


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





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m

k

c

u

gu

m

Mass = 51.0204 N/g


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





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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

x Multiple shear-springs (MSS)

ΔQy

y

ΔQx

x

qi

1 4 3 i

f

f0

d0

ak0

k1 d

Y i Yq k u

1

cos

YY n

i

i

Qq

q

2

1

cosn

x i i

i

K k q


Hysteresis Properties

Multi-shear spring (MSS) model

Normal Model ／Trilinear

Hysteresis Properties Of Multi-shear spring

Relationship between shear strength and deformation of spring

Stiffness of spring

Yield strength of spring

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m

k

c

u

gu

m

Mass = 51.0204 N/g


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





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Normal Model ／Trilinear

m

k

c

u

gu

m

Mass = 51.0204 N/g


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)





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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


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[Rule 1] : Elastic Range（） e e F

7

Kd

R

Fe

Ku

3

1 5

0 K0 rm`

rm re Ku Ku 4

6 Kd

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)


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Natural Rubber Bearing (NRB)




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Sliding Bearing




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m

k

c

u

gu

m

Mass = 51.0204 N/g


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)





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m

k

c

u

gu

m

Mass = 51.0204 N/g


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)





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m

k

c

u

gu

m

Mass = 5102.04 N/g


Undamped System


-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)





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m

k

c

u

gu

m

Mass = 5102.04 N/g


Undamped System


-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)





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Elastic sliding bearing (SLD)

m

k

c

u

gu

m

Mass = 5102.04 N/g


Undamped System


-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)





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Elastic sliding bearing (SLD)

m

k

c

u

gu

m

Mass = 5102.04 N/g


Undamped System


-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)





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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

release date : june. 2017 product ver. : gen 2018 (v1.1 ...€¦ · 08/01/1993 · gen 2018 (v1.1)...

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