design system for midas Gen Integrated Building and General structures PUSHOVER ANALYSIS User’s Guide midas Gen Ver.7.4.1 1 Contents 00 E h Enhancements t in i P Pushover h A Analysis l i 1 Pushover Global Control 2 Pushover Load Cases 3 Define Pushover Hinge Properties 4 Assign Pushover Hinge Properties 5 Pushover Hinge Properties Table 6 Pushover Analysis Result 7 Important Notice to Existing Users 2 0-1 Gen V741 Pushover Enhancement :ANALYSIS ANALYSIS #1 NONLINEAR ELEMENT 0-4 ~ 0-7 Moment-Rotation (M-θ) type hinge can be used in Load control pushover analysis. (Beam, Wall Element) : Eurocode8:2004, FEMA, Bilinear Tri Bilinear, Tri-linear linear type Out-of-plane nonlinearity for wall elements of the plate type is reflected. Distributed hinge is added. (Moment-curvature relation）: Plasticity of the entire element considered. Enter integration points (1~20). (* Only plasticity at both ends was considered for the present Multi-linear type element.) Defining g hinge g properties p p for nonlinear g general link completely p y revised. Moment-Rotation (M-θ) type hinge and Moment-Curvature (M-φ) type hinge can be used in combination. PUSHOVER HINGE PROPERTIES Eurocode8: 2004 hinge properties is newly added. added Masonry material type is newly added. It is applicable only for beam element. PMM TYPE （Change in axial forces considered) – RC Tri-linear : Crack surface（1st yield surface） can be defined. - Steel Tri-linear : 1st, 2nd yyield surface can be separately p y defined. 0-8 0-9 ~ 0-10 - Maximum yield moment about ±My, ± Mz can be individually defined. Skeleton curve considering slip is newly added for truss element and general link. The user can directly define the initial stiffness of nonlinear hinges. The user can directly define yield deformations. 3 0-2 Gen V741 Pushover Enhancement :ANALYSIS ANALYSIS #2 3 NONLINEAR ANALYSIS Improvement on load control method: 100% of applied load is accurately reflected in analysis. Addition of Load Incremental Method - Auto-stepping control: The first step is loaded up to 90% of the elastic limit of the structure. Further steps are automatically divided into n −1 the ratio of {(n + 1) − i} / ∑ i . i =1 - Equal step (1/nstep): Equally divided steps. - User defined Increment-control function Auto-terminating condition is added. - Current Stiffness Ratio: If the analysis results do not converge, analysis will be terminated. Auto-terminating terminating condition by story drift ratio is added (Displacement Control). - Auto Analysis Speed 0-11 Analysis speed is improved by adopting INCORE Solver. Analysis time is reduced to 40－50％ compared to the old version. [Comparing analysis time] old version Ver.7.4.1 Ver.7.4.1 / old version Skyline S olver 47.570 [sec] 20.790 [sec] 43.70 [%] MultiFrontal S olver 46.780 [sec] 20.490 [se c] 43.80 [%] ¾ Number of Nodes： 135 ¾ Number of elements：beam (234), wall (12) ¾ Nonlinear hinges are assigned to all the elements. ¾ Incremental method: Displacement Control (50 steps) 4 0-3 Gen V741 Pushover Enhancement : PRE & POST Pre-processing p g 1 PUSHOVER GLOBAL CONTROL : Total control of pushover analysis is available with one dialog. Initial load Default value of stiffness reduction ratio (bi-linear/tri-linear hinge curve) Nonlinear Analysis Option (Maximum Iteration, Convergence Criteria) Scale Factor for Ultimate Rotation and Secondary Seismic Elements as per Eurocode8-3 PUSHOVER HINGE PROPERTIES 3 Addition of Eurocode8:2004 pushover hinge properties, Masonry material type Define hinge properties by elements (six components can be defined in a single dialog.) Hinge properties about y-axis and z-axis are separately defined. Show yield strength in real value as well as the ratio of the yield surface. Assign hinge properties by Drag & Drop PUSHOVER HINGE PROPERTIES TABLE 5 Check hinge properties using Pushover Hinge Properties table Post-processing Pushover graph Target displacement as per EN 1998-1:2004, Force-Deformation graph, displacement graph by steps, etc. Pushover Hinge result table Safety verification, Hinge status, Plastic deformation, etc. 6 5 0-4 Gen V741 Pushover E Enhancement :ANALYSIS Moment-Rotation (M-θ) type hinge can be used in Load control pushover analysis. analysis (Eurocode8:2004, FEMA, Bilinear type and Trilinear type) Both Load-control and Displacement-control increment method are available regardless g of the element type. Bilinear and Trilinear is available for the Moment MomentRotational angle interaction element 6 0-5 Gen V741 Pushover Enhancement :ANALYSIS Out-of-plane Out of plane nonlinearity for wall elements of the Plate Type is reflected. Nonlinearity can be defined for 6 components. For wall elements of the Membrane Type, Type only inin plane nonlinearity can be reflected. Nonlinearity can be defined for in-plane component p only. y 7 0-6 Gen V741 Pushover Enhancement :ANALYSIS Distributed hinge is added. (Moment-curvature relation）: Plasticity of the entire element considered. Select Moment-Curvature(Distributed) Æ Enter integration points (1~20) . applicable for beam elements (Not applicable for wall elements) Enter integration point 8 0-7 Gen V741 Pushover Enhancement :ANALYSIS Defining hinge properties for nonlinear general link completely revised. Old version i Nonlinear general link was defined in the inelastic hinge properties dialog. G V741(NEW) Gen Nonlinear general link is defined in the PUSHOVER hinge properties dialog. Note that general link hinge properties assigned in the old version are not automatically converted in V741. 9 0-8 Gen V741 Pushover Enhancement :ANALYSIS added Eurocode8 :2004 type is added. added Masonry material type is added. Select Moment – Rotation (M-θ). Pier type / Spandrel type Applicable for Beam/Column, Wall and Truss type. applicable for beam element type. 10 0-9 Gen V741 Pushover Enhancement :ANALYSIS PMM TYPE（Change in axial force considered）：RC Tri-linear type RC Tri-linear : Crack surface （1st yield surface) can be defined. Maximum yield moment about ± My, ± Mz can be individually defined. 11 0-10 Gen V741 Pushover Enhancement :ANALYSIS PMM TYPE（Change in axial forces considered)：Steel Trilinear type Steel Tri-linear : 1st and 2nd yield surfaces can be separately defined. 12 0-11 Gen V741 Pushover Enhancement :ANALYSIS Analysis speed Analysis speed is improved by adopting INCORE Solver. Analysis time is reduced to 40－50％ compared to the old version. ANALYSIS MODEL Pushover curve in the old version Pushover curve in V741 [C [Comparing i analysis l i ti time]] ¾ Number of Nodes： 135 old version Ver.7.4.1 Ver.7.4.1 / old version Skyline Solver 47.570 [sec] 20.790 [sec] 43.70 [%] Mult-Frontal Solver 46.780 [sec] 20.490 [sec] 43.80 [%] ¾ Number of elements：beam （234）, wall （12） ¾ Nonlinear hinges are assigned to all the elements. ¾ Incremental method: Displacement Control (50 steps) 13 0-12 Gen V741 Pushover analysis flow chart Pushover Analysis y Procedure Define Initial load, convergence criteria, stiffness reduction ratio, etc. Pushover Global Control Pushover Load cases Define incremental step, load pattern, incremental method (load control/ displacement control), auto-termination condition, etc. Define whether to consider initial load and P-Delta effect Incremental Control Function ： set a user-defined incremental function (for Load Control) Define Pushover Hinge Properties Assign Hinge Properties Specify element type and material type Hinge properties by force components (Fx, Fy Fz, Mz, My, Mz): yield strength, skeleton curve type, P-M interaction, etc. Assign hinge properties to elements Perform Pushover Analysis Yield strength is automatically calculated for each element. Pushover analysis results: Pushover curve, Hinge Status Results, etc. Pushover Results Various pushover graphs Various pushover hinge result tables 14 0-13 Gen V741 New context menu PUSHOVER ANALYSIS / PUSHOVER HINGE PROPERTIES Pushover Global Control : Enter the necessary analysis conditions to be applied to Pushover analysis. －Initial load, Convergence criteria, Stiffness reduction ratio, Reference location for distributed hinges －Pushover Global Control can be defined in a single dialog. P h Pushover L d cases : Enter Load E t lload d cases and d analysis l i conditions diti ffor pushover h analysis. l i －Increment steps, Increment Method (Load control / Displacement control), Analysis stopping condition etc. Define Pushover Hinge Properties（TYPE) : Define the plastic hinge data to be used in Pushover analysis. －Nonlinear element type, yp , Pushover hinge g components, p , Hinge g location,, Skeleton curve type, yp , Hinge g properties etc. －When auto-calculation is selected, the corresponding yield strength is automatically calculated based on the design code. . Assign Pushover Hinge Properties : Assign the hinge properties to the elements. P h I tF ti E t th t l ffunction ti tto apply l tto th i C t l Pushover Increment Functions : Enter the iincrementt control the St Stepping Control Option PUSHOVER HINGE PROPERTIES TABLE Pushover Hinge Ｔable : Check the hinge property type assigned to the elements Pushover Hinge Properties Table : Check the hinge properties assigned to the elements. (Yield strength, Yield deformation, Initial Stiffness etc.) Perform Pushover Analysis PUSHOVER RESULT 15 1-1 Pushover global control #1 Integrated menu for the user’s convenience Old version Gen V741(NEW) Pushover analysis control #1 : Initial Load #2 : Convergence Criteria * In the old version, Increment Step was not able to define by load cases. Initial Load #4 : Stiffness reduction ratio new Define default value of stiffness reduction ratio. #3 Auto-Calculation new Specify the reference location (i-end, jend, center) for calculating yield strength of beam element Specify scale factors for ultimate rotation and identify secondary seismic elements. 16 1-2 Pushover global control #2 Define Initial Load In order to assign the initial load, ‘Use Initial Load’ option needs to be checked on in the Pushover Load Case dialog. When P-M interaction is considered, the user needs to apply the initial load. Default value of Stiffness Reduction Ratio Define the default stiffness reduction ratio of the skeleton curve curve. Control Convergence Criteria Specify the maximum number of sub-iterations and a tolerance limit for convergence criterion. It is applied to all the pushover load cases. Data for Auto-Calculation of Capacity Specify the reference location (i-end, j-end, center) for calculating yield strength of beam element Specify scale factors for ultimate rotation and identify secondary seismic elements. 17 2-1 Pushover load cases （common） Enter Increment Step Enter number of steps to reach the estimated collapse load or the prescribed displacement. The incremental steps must be entered as a positive integer value (nstep≥1), and minimum 20 steps are recommended. (Default = 20) Initial Load Check on to assign the load defined prior to Pushover a nalysis as the initial load for Pushover analysis. When P M interaction is considered, the user needs to P-M apply the initial load. P-Delta Analysis Select Incremental method Load control, Displacement control Define Pushover load case 18 2-2 Pushover load cases（load control） INCREMENT CONTROL Auto-Stepping Control The applied load (Qud) is divided by the automatically calculated load parameters. parameters The first step is loaded up to 90% of the elastic limit of the structure. Further steps are automatically divided by the n −1 ratio of {(n + 1) − i} / ∑ i . i =1 Equal Step The applied load (Qud) is equally divided by the number of nstep. Incremental Control Function The applied load (Qud) is divided by the user-defined function. AUTO STOPPING CONDITION Current Stiffness Ratio : If the Current Stiffness Ratio (Cs) is entered and the ratio of the stiffness at the current an incremental step to the initial stiffness reaches the specified value, the analysis is terminated. If the Limit Inter-Story Deformation Angle is entered and the maximum Inter-Story Deformation Angle reaches the specified value, the analysis is terminated 19 2-3 Pushover load cases : Load control #1 Improvement in Auto-Stepping Control Old Version Gen V741(NEW) Exact load of entered data was not clear. STEP 2 ~ STEP n : 100% of applied load is accurately reflected in analysis. 100% of applied load was not accurately reflected. 5 Load ２ Incremental load by equal step Estimated Collapse Load Qud*X Ultimate Load by analysis (Collapse Load) Qu Forcce 4 3 2 1 STEP : 90％ of the elastic limit １ 1 Elastic limit Displacement 0 0 0.01 0.02 0.03 0.04 0.05 Displ. 20 2-3 Pushover load cases : Load control #2 Improvement of auto stepping control Old Version Gen V741(NEW) 1STEP : 90% of the elastic limit * Elastic Limit: The load when initial yield occurs 100% of applied load was not reflected even though pushover analysis was completed. S F:１.0 S.F: 0 : 100% of applied load is reflected. Æ S.F:0.7 : 70％ of applied load was reflected. 21 2-3 Pushover load cases : Load control #3 Auto stepping control Last step 1ST step 1) Estimate the elastic limit load by applying the lateral load defined by the user. Here, elastic Limit means the estimated 1st yielding force. 2) 90% of elastic limit is defined as the load parameter of the 3) Define the incremental load at the 1st 1st Pn = λn × P ; λn = 1.0 step. P1 = λ1 × P Where, step: λ1 Incremental load at the last step λ1 : load parameter at the 1st step Ex. P1 : Incremental load at the 1st step P : total load 2nd step ~ (the last step-1) step 1) Load parameter at the current step ( i ) λi = λi −1 + {(n + 1)) − i} × n −1 ∑i (1 − λ1 ) i =1 Where, λi : load parameter at the current step λi −1 : load parameter at the preceding step n i λ1 : the number of total steps : current step : load parameter at the 1st step 2) Incremental load at the current step Pi = λi × P Where, λi Pi P : load parameter at the current step : Incremental Load at the current step : Total lateral load 22 2-3 Pushover load cases : Load control #4 Gen V741(NEW) Equal Step is newly added. Equal-step increment (1/n step) The applied load (Qud) is equally divided by the number of nstep. Auto-Stepping Control 1step ： 90% of the elastic limit step 2 ~ final step ： Auto-stepping 23 2-4 Incremental control function #1 Enter the E h iincrement controll ffunction i to apply l to the h SStepping i Control Option in the Pushover Load Cases. For example, if the user enters the Increment Control Function as below and Increment Step (nstep) is specified as 10, or applied the Increment Control Function is as the table below. below Incremental Control Function 24 2-4 Incremental control function #2 Procedure for Pushover Increment Function ① Generate the Increment Control Function. ② Define the generated function in the Pushover Load Case dialog. ③ After performing analysis, pushover curve will be produced identical to the pattern of Load-Displacement curve. ④ Check text file which contains analysis results of the load parameter and Increment Function. 25 2-5 Auto stopping control #1 Current Stiffness Ratio Gen V741(NEW) Current Stiffness Ratio Elastic(Linear) ( ) ： Cs = 1.0 Stable range ： 0.0 ＜ Cs ＜ 1.0 Unstable range ： Cs＜0.0 CS CS 0.0 < Cs ≤ 1.0 Analysis A l i is i terminated i d if the maximum number of increments is reached, or negative values are encountered in the stiffness matrix. The user can obtain the solution. CS Analysis is automatically terminated when Cs reaches the specified value. 26 2-5 Auto stopping control #2 Current Stiffness Ratio Analysis Model In case of displacement control ： The user can obtain the solution. In case of load control ：The user cannot obtain the solution since stiffness is 0. 変位増分 Gen V741(NEW) Analysis is automatically terminated when hen ccurrent rrent stiffness ratio reaches 0 0. 1 Column Stiffness reduction ratio：0.0 (Perfect Plasticity) 27 2-6 Pushover load cases : Displacement control Displacement control option Global - Specify the target displacement with respect to the node where the maximum translational displacement occurs. Master Node - Specify the master node, translational direction and maximum displacement. Auto-stopping condition If the Limit Inter-Story Deformation Angle is entered and the maximum Inter-Story Deformation Angle reaches the specified value, the analysis is terminated. new 28 3-0 Define pushover hinge properties 1 Define Pushover Hinge g Properties p Define the plastic hinge data to be used in Pushover analysis. The hinge properties which are not assigned to the elements are displayed in blue. 2 Assign g Pushover Hinge g Properties p Assign the hinge properties in Define Hinge Properties to all the elements. When the hinge properties are assigned to the elements, it is displayed in Black. B: Element type ( B: Beam, T: Truss, W: Wall, SPR: GL GL-LINK LINK ) 3: Element number Beam : Defined hinge name The assigned hinge data can be modified and updated data are automatically applied to all the assigned element. When the user modifies the assigned hinge data, new hinge properties are automatically generated. 29 3-1 Define pushover hinge properties “M-θ” and “M-Φ” type hinge properties (Eurocode 8: 2004, Masonry, FEMA, Bilinear, & Tri-linear type) Old Version Gen V741(NEW) 1 Element type 2 Material type 3 Load-deformation relationship of the flexural member - M-θ type - M-Φ distributed type (beam elements in dynamic nonlinear analysis) - M-Φ lumped type (existing Multi-linear type) 4 1 2 Type of wall element - Membrane: Only in-plane plasticity is considered 4 - Plate: Both in-plane and out-of-plane plasticity are considered 3 5 Reflection of coupled axial force-biaxial m oment behavior 6 - Component: the degree of freedom to be assigned to the plastic hinge type 5 - Hinge Location 1) M-θ/M-Φ lumped type beam or wall elements: Center, I-end & J-end 2) M-Φ Distributed type beam elements: Number of integral points 3) Truss, General link：Center -Skeleton Curve: Eurocode8:2004, FEMA, Bilinear & Tri-linear type 6 7 7 Relevant hinge properties - Yield strength, stiffness reduction ratio - Initial stiffness - Yield strain Multi-linear type and FEMA type can not be simultaneously used. 30 3-2 Define pushover hinge properties When Definition is Moment-Rotation (M-θ) : Component Definition of hinge properties Initial stiffness Location of hinge Fx (Axial) Axial force - Strain (Relative Displ.) EA/L Middle Fy, Fz (Shear) Shear force- Shear strain GAs/L Middle Mx (Torsion) ( ) Torsional moment - Rotation GJ/L I-end, J-end My, Fz (Flexure) Flexural moment - Rotation 6EI/L, 3EI/L, 2EI/L I-end, J-end When Definition is Moment-Curvature (M-φ Lumped, Distributed) Component p Definition of hinge g properties p p Initial stiffness Location of hinge g Fx (Axial) Axial force - Strain EA Integration point Fy, Fz (Shear) Shear force- Shear strain GAs Integration point Mx (Torsion) Torsional moment - Curvature GJ Integration point My, Fz (Flexure) Flexural moment - Curvature EI Integration point When Element Type is Truss (Fx component): Component Definition of hinge properties Initial stiffness Location of hinge Fx (Axial) Axial force - Strain EA Integration point When Element Type is General Link Component Definition of hinge properties Initial stiffness Location of hinge Fx (Axial) Axial force - Strain (Relative Displ.) User-defined (EA/L) Middle Fy, Fy Fz (Shear) Shear forceforce Strain (Relative Displ.) Displ ) User-defined User defined (GAs/L) Middle Mx (Torsion) Torsional moment - Rotation User-defined (GJ/L) Middle My, Fz (Flexure) Flexural moment - Rotation User-defined (EI/L) Middle 31 3-3 Define pushover hinge properties: Eurocode8:2004 #1new 2 1 3 4 8 5 1 Input method of yield strength 2 Rebar arrangement between i-end and j-end (symmetric/Asymmetric) 3 When ‘Asymmetric’ is selected. 4 Hinge properties in the positive and negative g directions ((Symmetric y or Asymmetric) 5 Define primary curve (M/My, D/Dy) 6 Yield strength 7 Yield strain 8 Class of cross section 9 Compliance Criteria 10 Initial stiffness 9 6 7 10 32 3-4 Define pushover hinge properties: Eurocode8:2004 #2 1 Input p method of yyield strength g Auto-Calculation ： The corresponding yield strength is automatically calculated based on the design code. * Following definitions are required for Auto-Calculation. 1. Design Code 2. Material and section properties defined from the standards 3. Rebar data for RC members 1 2 4 User Input ： All the input data are user-defined parameters. 2 Value Type of I-End & J-End Symmetric : Select if rebar arrangement between i-end and j-end are symmetrical. Asymmetric : Select if rebar arrangement between i-end and j-end are asymmetrical. * Value Type of I-End & J-End option is activated when User Input option is selected. * The asymmetrical yield strengths between I-end and J-end are automatically reflected when input method is set to Auto-Calculation. 4 Type Symmetric : Select if the hinge properties are symmetric in the positive and negative directions. Asymmetric : Select if the hinge properties are asymmetric in the positive and negative directions. 33 3-5 Define pushover hinge properties: Eurocode8:2004 #3 6-1 Yield strength g The values are automatically calculated using the section information if Input Method is set to Auto-Calculation. Or the user may enter the values of Yield Moment manually if Input Method is set to User-Input. The coordinate system follows the Element local Coordinate System. RC structures t t M={As2*fsc*(d-d2)}+M’ Flexural Hinge Where, As2= area of compression steel M’=K’bd2fck fsc=700(xu-d2)/xu ≤ fyd d2=effective depth to compression steel xu=(δ-0.4)d fyd=design yield strength of reinforcement Shear strength of reinforcement, VRd,S is the smaller value of: 6 Eurocode2:2004, Equation(6.8) and (6.9) Shear Hinge Shear strength of concrete, VRd,C Rd C is given by: Eurocode2:2004, Equation(6.2a) and (6.2b) Therefore, Shear strength, Therefore strength VRd is FY = max (VRd,s ; VRd,c) Where, αcw=1.0 αcc =1.0 fcd=αcc fck/γC γC=1.0 34 3-6 Define pushover hinge properties: Eurocode8:2004 #4 6-2 Yield strength g Steel structures Flexural Hinge Eurocode3:2005, Equation (6.13) Shear Hinge Eurocode3:2005, equation (6.18) After assigning hinge properties to the element, calculated yield strength and yield strain can be checked in the detail report. 6 35 3-7 Define pushover hinge properties: Eurocode8:2004 #5 7 Yield rotation Auto-Calculation The values are automatically calculated using the section information if this option is checked off. Or the user may enter the values of Yield Rotation manually. The coordinate system follows the Element local Coordinate System. RC structures (Eurocode8-3:2004, Annex A.3.1) DY Eurocode8-3:2004, Equation(A.10b) Flexural Hinge DU Eurocode8-3:2004, Equation(A.1) 7 Steel structures Flexural Hinge θy= MyL/6EI DY Where, My: Yield moment, L: Length of a member, E: Elasticity of Modulus, I: moment of inertia 36 3-8 Define pushover hinge properties: Eurocode8:2004 #6 8 Class of cross section Rotation capacity at the end of steel beams or columns depends on the class of cross section. In order for the program to automatically determine the class of cross section for the pushover analysis, select ‘Auto’. For the automatic classification Steel Code Checking should be performed first. Plastic Rotation Capacity p y 9 Compliance Criteria Enter the target performance indices for the structure in terms of deformation. The values outlined in Eurocode 8-3 are used as the basic values. Only positive values are entered if symmetrical. y 10 8 9 Define the initial stiffness By default, initial stiffness of moment hinge is taken equal to the Yield Strength divided by Yield Rotation, and the Yield Strength and Yield Rotation are automatically t ti ll calculated l l t db based d on Eurocode E d 8 partt 1 & 3 3. A Any safety f t factors including partial factors are not reflected in the calculation of strength and deformation. 6EI/L, 3EI/L, 2EI/L: It is activated when Definition is defined as Moment Rotation (M-θ). User: The initial stiffness that has been automatically calculated is displayed here. If the value is modified, the modified value will be applied as the initial stiffness. Elastic Stiffness： Elastic stiffness is used for the initial stiffness. 10 37 3-9 Define pushover hinge properties: Masonry #1 new 2 1 Spandrel type 3 4 yp Pier type 5 1 Masonry Properties 2 Input method of yield strength 3 Hinge properties in the positive and negative directions (Symmetric or Asymmetric) A ti ) 4 Define primary curve (M/My, D/Dy) 5 Yield strength 6 Yield strain 7 Initial stiffness 7 6 Calculated resistance can be checked in Design > Pushover Analysis > Pushover Hinge Result Table > Beam Summary table. Yield Yield strength deformation 38 3-10 Define pushover hinge properties: Masonry #2 1 Masonry y properties p p Spandrel type In the structural model, masonry spandrels may be taken into account as coupling beams between two wall elements. This assumption implies that they should regularly bonded to the adjoining walls and connected both to the floor tie beam and to the lintel below. If the structural model takes into account the coupling beams, a frame analysis may be used for the determination of the action effects on the vertical and horizontal structural elements. Spandrel type Pier type Pier type Building Type: Flexural capacity and shear resistance of masonry pier depends on the type of building as shown in the table below. Element Local axis of masonry wall pier In-plane horizontal direction and transverse direction of the wall pier should coincide with the local z-axis and local y-axis of the element, respectively as shown in the figure below, which directly affects the resistance of the wall pier. Also, the program calculates hinge properties (My component) on the assumption above. 39 3-11 Define pushover hinge properties: Masonry #3 5, 6 Yield strength & Yield strain Pier type Axial resistance Compression; N R = f m ⋅ D ⋅ t , Tension; N R = 0 Where, D : In-plane horizontal dimension of the wall pier (depth) t : Out-of-plane horizontal dimension of the wall pier (thickness) Shear resistance 1.5 ⋅ t0 σ New Building; VR = D ' ⋅ t ⋅ t0 , Existing Building; VR = D ⋅ t ⋅ t0 1+ β 1.5 ' Where, D : Depth of the compressed area of the masonry pier β = 1.5 (1.5 ≤ H / D) = H / D (1.0 ≤ H / D < 1.5) = 1.0 ( H / D < 1.0) H : In-plane vertical dimension of the wall pier (height) σ = N (D ⋅ t) N : Axial force Flexural resistance MR = 5 N ⋅D⎛ σ ⎞ ⎜1 − ⎟ 2 ⎝ k ⋅ fm ⎠ Spandrel type Axial resistance: Compression; N R = f hd ⋅ h ⋅ t, Tension; Where, Height Wh i h off the h masonry spandrel d l h: H t : Width of the masonry spandrel Shear resistance: 6 NR = 0 VR = h ⋅ t ⋅ f vk 0 Flexural resistance MR = Hp ⋅h ⎛ Hp ⎞ ⎜1 − ⎟ 2 ⎝ 0.85 ⋅ f hd ⋅ h ⋅ t ⎠ Where, H p is taken as the minimum value between 0.4 f hd ⋅ h ⋅ t and user-defined value. 40 3-12 Define pushover hinge properties: FEMA Old version i G V741(NEW) Gen 1 2 3 4 5 1 Input method of yield strength 2 Rebar arrangement between i-end and j-end (symmetric/Asymmetric) 3 When ‘Asymmetric’ is selected. 4 Hinge properties in the positive and negative directions (Symmetric or Asymmetric) 5 Define primary curve (M/My, D/Dy) 6 Yield strength 7 Yield strain 8 Acceptance Criteria 9 Initial stiffness 8 6 7 9 41 3-13 Define pushover hinge properties: multilinear#1 Multi-linear Type of M-θ element RC Tri-linear : Define 2nd slope by αy Old version Gen V741(NEW) 1 2 3 4 5 1 Input method of yield strength 2 Input type of Skeleton Curve 3 Rebar arrangement between i-end and j-end (symmetric/Asymmetric) 4 Hinge properties in the positive and negative directions (Symmetric or Asymmetric) 5 Yield strength 6 Stiffness reduction ratio 7 Initial stiffness 8 Initial gap in tension and compression 6 7 8 42 3-14 Define pushover hinge properties: multilinear#2 Enter y yield strength g 1 Auto-Calculation ： The corresponding yield strength is automatically calculated based on the design code. * Following definitions are required for Auto-Calculation. 1. Design Code 2. Material and section properties defined from the standards 3. Rebar data for RC members User Input ： All the input data are user-defined parameters. 1 2 3 Define Skeleton Curve 2 Strength - Stiffness Reduction ： Define the Skeleton Curve using the yield strength and the stiffness reduction ratio. Strength – Yield Deformation ： Define the Skeleton Curve using the yield strength and the yield deformation defined by the user. ＊ Strength - Yield Deformation option is activated when the Input Method is set to User Input. ＊ Yield Deformation is changed depending on the component. (Fx : yield deformation, Fy & Fz : yield strain, Mx & My & Mz : yield rotation angle) 3 Value Type of I-End & J-End Select if rebar arrangement between i-end and j-end are asymmetrical I End & J-End J End option is activated when the hinge type is * Value Type of I-End defined as Moment-Rotation (M-Θ) or Moment-Curvature (M-φ Lumped) and User Input option is selected. 43 3-15 Define pushover hinge properties: multilinear#3 4 In case of Asymmetric between I-end and J-end y Enter nonlinear properties when asymmetric is selected for ‘Value Type of IEnd & J-End’ in M-θ interaction element 6 Enter yield strength Auto-Calculation ：The values are automatically calculated using the section information if Input Method is set to Auto-Calculation. 4 * Following g definitions are required q for Auto-Calculation. 1. Design Code 2. Material and section properties defined from the standards 3. Rebar data for RC members 6 User Input ： All the input data are user-defined parameters. （P1＜=P2） - P1 ： 1st yield strength - P2 ： 2nd yield strength Yield strength of bilinear (auto-calculation) P1 RC /SRC (Encased) STEEL/ SRC(Filled) （Ultimate，Ｍu) （Ultimate，Ｍu) Yield strength of Tri-linear (auto-calculation) RC /SRC (Encased) STEEL/ SRC(Filled) P1 (Crack，Ｍc) （Yield，Ｍy) P2 （Ultimate，Ｍu) （Ultimate，Ｍu) 44 3-16 Define pushover hinge properties: multilinear#4 7 Stiffness reduction ratio Stiffness reduction ratio ： Define the slope after yielding α1 ： Stiffness reduction ratio after 1st yielding (α1≤1.0) α2 ： Stiffness reduction ratio after 2nd yielding (α2≤α1≤1.0) Use Value of Global Control Data ： Stiffness reduction ratio defined in Pushover Global Control dialog is used. User Defined Use ay by AIJ Code : Use αy calculated as per AIJ code ⎛ ⎝ α y = ⎜ 0.043 + 1.64npt + 0.043 a ⎞⎛ d ⎞ + 0.33η0 ⎟⎜ ⎟ D ⎠⎝ D ⎠ 2 ＊Define when RC Tri-linear, M-θ element and AIJ Code is selected. ＊When coupled axial force-biaxial moment behavior is not considered, αy is calculated based on the axial force in the initial load. ＊ When coupled axial force-biaxial moment behavior is considered, αy is calculated based on the moment-rotation relationship for a member’s section． ＊The user can define the shear span to depth ratio for αy. (Default is “Auto”.) 8 7 8 Define the initial stiffness 6EI/L, 3EI/L, 2EI/L ： It is activated when Definition is defined as Moment - Rotation (M-θ). User ： Defined by the user Elastic Stiffness ： Elastic stiffness is used for the initial stiffness. 45 3-17 Pushover Global Control : Stiffness Reduction Factor 1 Define the default stiffness reduction factor of the skeleton curve. 2 If “Use Value of Global Control Data” option is selected, in the Directional Properties of Pushover Hinge dialog, the default values will be considered. 3 4 In order to change the stiffness reduction factor after assigning g g hinge g p properties p to the elements,, the user needs to change the default value in Pushover Global Control dialog. Corrected stiffness reduction factor ( 3 ) is automatically updated in the Directional Properties of Pushover Hinge dialog. 46 3-18 Input method of PMM type 1 2 1 2 3 4 By selecting P-M-M in status deformation option, coupled axial force-biaxial moment behavior can be reflected. - P-M-M P M M in i status t t d deformation f ti iis applicable li bl only l ffor beam b and d wall ll elements. l t - For Wall element of Membrane Type, only My component is applicable. Skeleton Curve - Specified skeleton curve in ‘My’ component must be identical to that in p ‘Mz’ component. 3 Yield Surface Properties 4 Input method (Auto-calculated / User-defined) 5 Primary curve 6 Define the yield strength ： For auto-calculation, yield strength is automatically calculated based on the design code. When P-M-M in status deformation option ti is i selected, l t d the th yield i ld strength t th is i updated d t d for f each step considering coupled axial force and biaxial moment behavior. 7 Yield surface: Yield surface about strong and weak axes can be checked by table or graph. 5 6 7 In case of P-M-M in status deformation,, yyield strength g is automatically calculated using the section information even though ‘User Defined’ option is checked on. 47 3-19 Define yield surface #1 Old version Gen V741(NEW) Crack surface of RC Type (1st yielding surface) was not able to be defined. MY,max Yield surface about strong and weak axes 48 3-20 Define yield surface #2 Define RC yield surface 1 2 3 4 5 6 7 8 9 11 10 12 1 Input method of yield strength 2 Rebar arrangement g between i-end and jj-end ( symmetric/Asymmetric) 3 Hinge properties in Y-axis and Z-axis (symmetric/Asymmetric) 4 Define the skeleton curve and initial stiffness, etc for the rotation about yy-axis and z-axis. 5 In case ‘Asymmetric’ is selected in Value Type of I-end & J-end 6 Hinge properties in the positive and negative directions (Symmetric or Asymmetric) 7 Yield strength about y-axis and z-axis 8 PM interaction curve 9 Yield surface about strong and weak axes • Tension (-), Compression (+) • Crack surface is defined by PC0, MC0 10 Show Value : Click to display the applied forces and moments in analysis. 11 MU0 (Ultimate axial force without axial force) 12 Yield surface can be checked by graph. 49 3-21 Define yield surface #3 : RC Eurocode8, FEMA & Bilinear 1 Define the yield strength Define Yield/Ultimate surface Pmax(c) : Yield axial force in compression MY0 : Ultimate moment without axial force → the user cannot enter MY0 directly. directly MY,max : Maximum ultimate moment 1 2 Define the yield surface 2 Yield/Ultimate Surface : Tension(－), Compression（＋） Since membrane type of wall does not have out-of-plane stiffness, moment about only Y-axis is defined. 50 3-22 Define yield surface #4 : RC Tri-linear 1 Define the yield strength 1st Yield (Crack) strength 1 PC0(t) : Yield axial force in tension MC0 – Crack moment without axial force 2nd Yield (Ultimate) strength Pmax(c) – Yield axial force in compression MY0 – Ultimate moment without axial force (The user cannot enter MY0 directly.) MY,max – Maximum ultimate moment 2 2 Define the yield surface 1st Yield (Crack) surface The program automatically compute the crack surface using PC0(t) and MC0. 2nd yield (Ultimate) surface Tension(-), Compression (+) * Since membrane type of wall does not have out-of-plane stiffness, moment about only Y-axis defined. iff b l Y i iis d fi d 51 3-23 Define yield surface #6 : Steel Eurocode8, FEMA, Bilinear 1 Define the yield strength 2nd Yield (Ultimate) strength Pmax(c) – Yield axial force in compression MY y, z, max – Maximum ultimate moment 1 2 Define the yield surface 1st and 2nd yield (Ultimate) surface 2 Tension(-), Compression (+) 52 3-23 Define yield surface #5 : Steel Tri-linear 1 Define the yield strength 1st Yield (Crack) strength PC(t) : Yield axial force in tension 1 MC y, z – Maximum crack moment 2nd Yield (Ultimate) strength Pmax(c) – Yield axial force in compression MY y, z, max – Maximum ultimate moment 2 2 Define the yield surface 1st and 2nd yield (Ultimate) surface Tension(-), Compression (+) 53 4-1 Assign pushover hinge properties #1 Assigned the hinge properties in Assign Pushover Hinge Properties menu 1 Define Pushover Hinge Properties The hinge properties which is not assigned to elements is displayed in blue. 2 3 Select the ‘Assign Pushover Hinge Properties’ menu. 4 Select the hinge type to assign to the selected elements and then click OK button. b tt → Assigned A ig d hinge hi g symbols b l are di displayed l d iin contours. t Select the elements to which hinge properties are assigned. 5 Nonlinear hinges assigned to the elements are generated in the Work Tree. 54 44 2 Assign pushover hinge properties #2 Assign the hinge properties to the corresponding element by Drag & Drop of a mouse 1 Define Pushover Hinge Properties The hinge properties which is not assigned to elements is displayed in blue. 2 Select the elements to which hinge g properties p p are assigned. g . 3 Select a desire hinge property in the work tree and drag & drop in the model view. 4 Pushover hinge symbols are displayed to the assigned elements. Nonlinear hinges assigned to the elements are generated in the Work Tree. Note If the specified hinge data and the selected elements do not match the hinge properties are not assigned. match, assigned General link type hinge properties cannot be assigned by Drag & Drop of a mouse. 55 4-3 Assign pushover hinge properties #3 Changes in ‘Display’ option regarding Pushover Analysis： “Misc” Æ “Design” Old version Gen V741(NEW) 56 5-1 Pushover hinge properties table #1 Nonlinear hinge properties table Display the assigned hinge properties per component in the table . Display method of assigned element is changed. From the Main Menu, Design > Pushover Analysis > Select the t e Pushover us ove Hinge ge Properties ope t es Table able From the Tree Menu, Select the Assign Pushover Hinge Properties, Right-Click g and select Pushover Hinge g Properties p Table… Show Hinges on Selected Elements Display the Pushover Hinge Properties Table for the selected elements only. Show All Hinges Display the Pushover Hinge Properties Table for all the elements to which hinge properties are assigned. 57 5-2 Pushover hinge properties table #2 Pushover hinge properties table The color of the table All the assigned hinge properties are displayed in the table. Marked in blue ： Values which cannot be changed. Hinge properties cannot be deleted in the table. Marked in green ： Values which can be changed. Marked in gray ： Values which is not used. • Pushover Hinge properties dialog can be opened by double-clicking double clicking the element number. number • Pushover Hinge properties dialog can be opened by clicking the components. components 58 5-3 Change the assigned hinge properties #1 Change the hinge properties by defined hinge properties type (Recommend) Assigned hinge properties to the numerous elements can be modified at once. 1 1 Modify hinge properties in the Define Pushover Hinge Properties dialog. 2 All the assigned hinge properties are automatically updated according to the modified hinge properties. 2 59 5-4 Change the assigned hinge properties #2 Change hinge properties by assigned members After assigning hinge properties, hinge properties by members can be changed. 2 1 3 1 Right-click on the assigned hinge properties to be revised. 2 Select ‘Properties’ to open the Pushover Hing e Properties dialog. 3 Click ‘Enable to Modify’ option. 4 Change the properties and click ‘OK’ button. 5 New hinge properties is automatically generat ed. 6 Name of assigned hinge properties is updated. 4 5 6 60 5-5 Change the assigned hinge properties #3 Change hinge properties using Pushover hinge properties Table 1, 2 5 3 4 1 Right-click on the assigned hinge properties to be revised. 2 Click ‘Pushover Hinge Properties Table’. 3 Modify the values in the table. 4 If the values are updated p in the table,, message is displayed. 5 New hinge property is generated and the assig ned hinge name is updated. 61 6-1 Pushover analysis result Old version Gen V741(New) Plot graphs for pushover analysis results - Force versus Deformation for Beam, Truss, Wall and General Link - Incremental nodal displacement - Pushover hinge results for the load increment Check the pushover analysis results in a spreadsheet format table. - Member forces, Strain, Ductility, Yield strength and Yield strain - Initial I iti l Stiffness Stiff * For PMM type, yield moment for each step due to P-M interaction can be checked in the table. Check the hinge status (Ductility, Deformation, Force, Status of yielding) resulting from the Pushover analysis in Contours. 62 6-2 Pushover analysis result– Pushover Analysis Result Result of Pushover Analysis 1 2 3 4 5 6 7 1 Check Reactions, Deformations, Forces and Stresses for each Pushover Step. 2 Check the hinge status (Ductility, (Ductility Deformation Deformation, Force, Force Status of yielding) in Contours. 3 Capacity curve and capacity spectrum of a structure 4 Plot graphs for pushover analysis results. 5 Plot graphs for pushover analysis results related to the story data. 6 Check the pushover analysis results in a spread sheet format table. 7 Produce text files for pushover analysis results. 63 6-3 Pushover analysis result– Hinge Status Result #1 Display the hinge formation result for each step Display the load parameter used in pushover analysis. 64 6-4 Pushover analysis result– Hinge Status Result #2 Pushover Hinge Status Ductility Factor (D/D1) : Ratio of the displacement to the 1st yielding displacement at the corresponding step 65 6-5 Pushover analysis result– Hinge Status Result #3 Pushover Hinge Status Result Ductility Factor (D/D2) : Ratio of the displacement to the 2nd yielding displacement at the corresponding step 66 6-6 Pushover analysis result– Hinge Status Result #4 Pushover Hinge Status Result Total deformation 67 6-7 Pushover analysis result– Hinge Status Result #5 Pushover Hinge Status Result Plastic Deformation: Plastic deformation (total deformation – yielding deformation) 68 6-8 Pushover analysis result– Hinge Status Result #6 Pushover Hinge Status Result Force 69 6-9 Pushover analysis result– Hinge Status Result #7 Pushover Hinge Status Result Status of Yielding: Hinge status for Bilinear/Trilinear type hinge. 70 6-10 Pushover analysis result– Hinge Status Result #8 Pushover Hinge Status Result Status of Yielding (FEMA) 71 6-11 Pushover analysis result– Hinge Status Result #9 Pushover Hinge Status Result Status of Yielding (Eurocode8) 72 6-12 Pushover analysis result – Pushover Curve #1 Display the capacity curve of a structure 73 6-13 Pushover analysis result – Pushover Curve #2 Target Displacement (Eurocode8: 2004) The target displacement of a structure is determined through the transformation to an equivalent single degree of freedom system. For the detailed formula, refer to ANNEX B DETERMINATION OF THE TARGET DISPLACEMENT FOR NONLINEAR STATIC (PUSHOVER) ANALYSIS, EN 1998-1:2004. The target displacement, which is obtained from the above, above corresponds to the seismic demand of the Limit State of Significant Damage (SD). Target displacement of the Limit State of Near Collapse (NC) is taken equal to that of SD multiplied by 1.5. Target displacement of the Limit State of Damage Limitation (DL) is taken equal to that of SD divided by 2.5. Demand Roof displacement corresponding to the target displacement for the seismic action is considered. Capacity Gl b l capacity i h masonry structure in i terms off rooff Global off the displacement (Master node). Only applicable to Masonry material models. Step The nearest increment step to the target displacement Remark Assessment of the result in terms of the global response for the masonry structure. Only applicable to Masonry material models. 74 6-14 Pushover analysis result – Pushover Curve #3 Global assessment (Masonry pushover) Capacity Global capacity of the masonry structure in terms of roof displacement (Master node). Only applicable to Masonry material models. Global capacity of the Limit State of Significant Damage (SD) is taken equal to the roof displacement at which total lateral resistance (base shear) has dropped below 80% of the peak resistance of the structure, due to progressive damage and failure off lateral l l resisting i i elements. l Global capacity of the Limit State of Damage Limitation (DL) is taken as the minimum value between a) displacement corresponding to the maximum base shear in the pushover curve and b) displacement corresponding to the story drift of 3/1000. Remark Assessment of the result in terms of the global response for the masonry structure. Only applicable to Masonry material models. Limit State of SD: The assessment is OK if the g global capacity p y of the Limit State of SD is greater than the target displacement of the Limit State of SD and q* is less than 3. q* is the ratio between the acceleration in the structure with unlimited elastic behavior Se(T*) and in the structure with limited strength F*y / M*. q* = Se(T*)M*/F*y. Wh Where, Se(T*): ) represents t the th elastic l ti acceleration l ti response spectrum t att the th period T* of the idealized equivalent SDOF system. F*y: The yield force of the idealized system M*:The mass of an equivalent SODF system Limit State of DL: The assessment is OK if the global capacity of the Limit State of DL is greater than the target displacement of the Limit State of DL (i.e.= (i e = Target Displacement of the Limit State of SD divided by 2.5. 75 6-15 Pushover analysis result – Pushover Graph Pushover Graph Draw graph of analysis results for specific node or element for specific interest 2 6 3 5 1 7 8 4 76 6-16 Pushover analysis result– Pushover Story Graph #1 Pushover Story Graph Draw Story y Shear Graph p for Selected Story 77 6-17 Pushover analysis result– Pushover Story Graph #2 Pushover Story Graph Draw Member Shear Graph p for Selected Element 78 6-18 Pushover analysis result– Pushover Story Graph #3 Pushover Story Graph Draw Story Shear/Drift/Drift Ratio Graph for Selected Pushover Steps 79 6-19 Pushover analysis result– Hinge Table #1 Pushover Hinge Result Table Show Story Hinge Status for Selected Load Case and Selected Pushover Step Show Number of Hinge Status according to FEMA or Multi-Linear Type Definition 80 6-20 Pushover analysis result– Hinge Table #2 Pushover Hinge Result Table Show Yield Step of Element for Selected Load Case and Selected DOF Ex) Beam Element No. 63 yields at 18th Pushover Step in Dx DOF 81 6-21 Pushover analysis result– Hinge Table #3 Pushover Hinge Result Table Show analysis summary of beam element for selected load case Ex) Hinge status of beam element at 30th pushover step in Dx DOF 82 6-22 Pushover analysis result– Hinge Table #4 Pushover Hinge Result Table Show member force for selected load case and selected DOF Ex) Member force of beam element at 30th pushover step in all DOF 83 6-22 Pushover analysis result– Hinge Table #5 Pushover Hinge Result Table Show total deformation of member for selected load case and selected DOF Ex) Total deformation of beam element at 30th pushover step in all DOF 84 6-23 Pushover analysis result– Hinge Table #6 Pushover Hinge Result Table Show plastic deformation of member for selected load case and selected DOF Ex) Plastic deformation of beam element at 30th pushover step in all DOF 85 6-24 Pushover analysis result– Hinge Table #7 Pushover Hinge Result Table Show ductility factor (D/D1) of member for selected load case and selected DOF D/D1 = Total Deformation / 1st Yield Deformation Ex) Ductility factor (D/D1) of beam element at 30th pushover step in all DOF 86 6-25 Pushover analysis result– Hinge Table #8 Pushover Hinge Result Table Show ductility factor (D/D2) of member for selected load case and selected DOF D/D2 = Total Deformation / 2nd Yield Deformation Ex) Ductility factor (D/D2) of beam element at 30th pushover step in all DOF 87 6-26 Pushover analysis result– Hinge Table #9-1 Pushover Hinge Result Table Check safety verification results for the no-collapse requirement (ultimate limit state) t t ) under d the th seismic i i design d i situation it ti - Ductile member: safety verification in terms of member deformations (chord rotations) with appropriate material partial factors and confidence factor applied on member deformation capacities. - Brittle member: safety verification is checked in terms of member forces (shear forces) with appropriate material partial factors and confidence factor applied on member force capacities. 88 6-27 Pushover analysis result– Hinge Table #9-2 Capacity for assessment in the Safety Verification Table (1) Reinforced Concrete Structures (Beam & Column) (Eurocode8-3:2004, Annex A.3.1) *For ductile elements, mean values of properties divided by CF are used. For brittle members, mean values of properties divided by CF and by partial factor. 89 6-28 Pushover analysis result– Hinge Table #9-3 Capacity for assessment in the Safety Verification Table (2) Steel Structures (Beam & Column) (Eurocode8-3:2004, Annex B.5.2) • For ductile elements, mean values of properties divided by CF are used. For brittle members, mean values of properties divided by CF and by partial factor. * θy= MyL/6EI Where, My: Yield moment, L: Length of a member, E: Elasticity of Modulus, I: moment of inertia 90 6-29 Pushover analysis result– Pushover Text #1 Pushover Text Text output: Displacements p p 91 6-30 pushover analysis result– Pushover text #2 Pushover Text Text output: member forces / stresses of beam,, truss or wall elements p 92 6-31 Pushover analysis result– Pushover Text #3 Pushover Text Text output: Deformation and Forces of general link p g 93 6-32 Pushover analysis result : Reactions Gen V741 (New) Search Reaction Forces/Moment Reactions Search Reaction Forces/Moments Reaction Forces/Moments Reaction Force/Moments 94 6-33 Pushover analysis result : Deformations Gen V741 (New) Search Displacement Deformations Search Displacement Deformed Shape Displacement Contour 95 6-34 Pushover analysis result : Deformations Gen V741 (New) Deformed Shape Deformations Search Displacement Deformed Shape Displacement Contour 96 6-35 Pushover analysis result : Deformations Gen V741 (New) Displacement Contour Deformations Search Displacement Deformed Shape Displacement Contour 97 6-36 Pushover analysis result : Forces Gen V741 (New) Beam Forces/Moments Forces Truss Forces Beam Forces/Moments g Beam Diagrams Wall Forces/Moments Wall Diagrams Plate Forces/Moments Plate Cutting Line Diagram M b Diagrams Member Di 98 6-37 Pushover analysis result : Forces Gen V741 (New) Beam Diagrams Forces Truss Forces Beam Forces/Moments g Beam Diagrams Wall Forces/Moments Wall Diagrams Plate Forces/Moments Plate Cutting Line Diagram M b Diagrams Member Di 99 6-38 Pushover analysis result : Stresses Gen V741 (New) Beam Stresses Stresses Truss Stresses Beam Stresses g Beam Stresses Diagram Plane Stress/Plate Stresses Plane Strain/Stresses Axisymmetric Stresses Solid Stresses 100 6-39 Pushover analysis result : Stresses Gen V741 (New) Beam Stresses Diagram Stresses Truss Stresses Beam Stresses g Beam Stresses Diagram Plane Stress/Plate Stresses Plane Strain/Stresses Axisymmetric Stresses Solid Stresses 101 7-1 Important Notice to Existing Users #1 Data conversion – Analysis Control Data Th model d l fil t d in i the th old ld version i can b d iin th i and d are automatically t ti ll converted t d iinto t th f t The files created be opened the new version the new iinputt format. Old Version Gen V741(NEW) Convergence Criteria → Moved to the Pushover Global Control dialog. dialog Initial Load → Moved to the Pushover Global Control dialog. 102 7-2 Important Notice to Existing Users #2 Data conversion – Pushover Load Cases Old Version Gen V741(NEW) Number of Incremental Steps → Moved to the Pushover Load Case dialog. (Number of Increment Steps can be set by load cases separately.) Auto-stepping Control → Control method is totally revised. 103 7-3 Important Notice to Existing Users #3 Data conversion – Hinge Properties Assignment Old Version Define hinge properties by components 1 Hinge properties by component Gen V741(NEW) Define hinge properties by elements Hinge properties by element 1 * 3 components of hinge properties have been defined. 2 Hinge properties by component are assigned to the elements. * 9 hinge properties have been defined. Hinge properties by element are assigned to the elements. 2 * 36 hinge properties have been assigned. 1 * 9 hinge properties have been assigned. 1 2 2 Nonlinear hinge properties were defined by force components in the old version, however in the new version, they are defined by elements. For example, in order to assign axial and flexural hinge properties to one element in the old version, the user defined two different hinge properties However, properties. However in the new version, version only one hinge property defining the axial and flexural properties is needed. needed In the new version, when the user opens a model file created in the old version, the component hinge properties will be individually assigned to the corresponding elements (one component hinge property per element). So, the converted file size of the model may become larger than that of the old version. This is not the general way to define hinge properties in the new version, but it is intended to avoid errors in converting files. Refer to Assign Hinge Properties to learn how to assign hinge properties in the new version. 104 7-4 Important Notice to Existing Users #4 Data conversion –Hinge Properties Type Old Version Gen V741(NEW) Old Version: Multi-linear Old Version: FEMA → New Version: Moment-Curvature (Lumped) → New Version: Moment-Rotation 105