Home

advanced structural concepts, inc

1. Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 66 Once the load parameters are set click CREATE LOAD and then PERFORM TEST to exercise the element A typical result is shown in Figure 24 If the hysteretic properties as tested are not as desired simply change the modelling parameters and re test Once you are satisfied with the model click SET to save the parameters and then USE to close the form If you would like to simply exit without making any changes click CANCEL If you choose CANCEL all the data written to the properties panel will be lost and the data that was originally set perhaps by default is restored FRAME PROPERTIES Mass Weight Loading Function m Input as WEIGHT MASS DOF 1 20 000 Pulse Period fi Steps per Pulse f ad ii Pulses per Segment F Moot Segments 5 lo 2 CO Linear Mmultilinear TF Symmetric Initial Pulse Amplitude 0 segment Increment Bilinear Smooth Ultimate Deformation daa f oe CREATE LOAD Deformation Amplitude 4743 SECONDARY STIFFNESS K2 h 0 000 SECONDARY STIFFHESS K3 i 0 000 POSITIVE YIELD STRENGTH 50 000 NEGATIVE YIELD STRENGTH 50 000 Common Parameters for Multilinear and Smooth Models Test Results Pos Ultimate 15 000 Meg Ultimate 15 000 PERFORM TEST Force Amplitude 46 710 Ductility Ductilty Alpha f 00 000 Beta 1 0 500 Beta 2 bsa Multilinear Model Smooth Model GAMMA Deformation 4791 Force 36 150 _ M Trans ooo
2. NONLINEAR ANALYSIS Summary of Latest Run INCLUDE P DELTA Spring Force Damping Force Spring Damping Displacement Ductility Demand Yield Events Energy Dynamic Properties Period seconds Frequency Hertz Frequency R sec Effective K1 kin Effective Fy k Damping Mass Gravity 386 1 in sec sec FORCING FUNCTION Figure 1 The NONLIN and STRUCTURE PROPERTIES INPUT windows The NONLIN window consists of a title bar a menu bar and a button bar The NONLIN window is always open and serves as a container for all other windows used by the program Closing the NONLIN window terminates the program and minimizing the window reduces the entire NONLIN environment to an icon The title bar displays the active problem file name to the right of the colon Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 7 The Menu Items The menu bar as shown in Figure has menu items File Parameters Quik Quake Quik Wave Window View and Help These menus items are available whenever the STRUCTURE PROPERTIES INPUT window is the active window The underlined character indicates that the menu may be opened by holding down the Alt key in combination with the underlined letter For example the File menu may be opened by pressing Alt F Any menu item may also be opened by clicking the item with the mouse Some of the menu items in the NONLIN window menu bar will change depending upon which one of several other w
3. a FRAME PROPERTIES xi Mass Weight Loading Function J Input as WEIGHT MASS DOF 1 20 000 Pulse Period fi Steps per Pulse f100 PS Pulses per Segment 2 No of Segments ls C Linear Multilinear Symmetric Initial Pulse Amplitude fi 0 Segment Increment fo 2 C Bilinear Smooth Ultimate Deformation INITIAL STIFFNESS K1 125 000 CREATE LOAD A SECONDARY STIFFNESS K2 10 000 SECONDARY STIFFNESS K3 10 000 POSITIVE YIELD STRENGTH 50 000 Common Parameters for Multilinear and Smooth Models Test Results Pos Ultimate 15 000 Neg Ultimate 15 000 PERFORM TE Force Amplitude Ductility Ductility Alpha 100 000 ooo Beta 1 0 500 2 Beta 2 0 300 _ Multilinear Model Smooth Model GAMMA Deformation Force 0 600 N Trans hi 000 Lambda 0 400 2000000 n Eta 0 300 N Gap 2 000 Bilinear Type Sigma hi 000 Phi Gap 5 000 Bilinear Rs Kappa Pinching 0 100 ppa 12 000 C Vertex J Damping CRITICAL E 000 COMPUTED E00 Testing e pyas Com CANCEL SET USE Figure 23 Frame Properties Panel with Test Panels Visible Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 65 Two new panels are provided The Loading Function panel allows you to create a deformation history to subject the model to This history consists of a number of sine pulses of increasing amplitude A pulse is one full sine wave Each pulse is divided into a number of steps A
4. Program Results Output PROGRAM EXECUTION RESULTS scada 39 ROUNNNG TAE ANAIS re Wee OC Sg ao ee NO e ene SO ee OREO EERE 39 COMPUTED TIMES TORTES a e a o 41 COMPUTED HYSTERESIS PLOTS 0 a 43 COMPUTED ENERGY PE OUS ioe did 44 SUMMARY OF COMPUTED RESULTS rita idas 46 II A A A T 47 PART THREE NONLIN MDOF Systems Advanced Modeling Capabilities INTRODUC FION oea Oi E e e ai 50 THEORETICAL DESCRIPTION ococcoccconocconccconoccnnoccnonoccnnoccnnoccnnoccnonocnnncccnnoccnnccnnccnonoccnnoccnnccnoncccnnoccnnoccnnncc cos 50 STRUCTURAL IDEADIZ A ON dada add 50 HS IFRA MODELIN Otro td ld nio TT re enna Conadi 53 O 56 LOAD aid er eC TE ROR eer Rare ene a 57 SOLUTI N e A its 57 USENGMDOE NONELN cies 58 ACCESSING THE MDOF NONLIN MODEL ccooccnoconoconnconnnconononnncnnoconoronancnnoconronnocnnoconronnrcnnrnnnronnncnnoronoronarcnniconirons 58 TRM A A IR A O TA 59 A 60 A A A A A A A A 61 A Cl iren ce cagiea NEA E E E O a a 62 ENTERING TRUCTURAL PROPERTIES ii E a E aoe 62 REVIEWING PROPERTIES PRIOR TO ANALYSIS ccccceccssccscccsceucceuccesceucceuscesceesceuccescesssenccesseescesceussencsesscessenscenseuss 69 DYNAMIC PROPERTIES di noe Aids eae ite eo iS 70 SUMMARY TABLES iaa 71 ESTABLISHING LOADING PUNC TON Sado 12 RUNNING THEANAD Sin idcicas 73 NIEWING THE RESUL Soil ec 73 SAV EIN GAT AO alado acti 75 RETURNING TO NONLIN SDOF ENVIRONMENT ccccceccseccsccceccesccucceuscesceccenscuscecsesccussessenceusseascesceuscescenceuss 7
5. The Quik Wave provides a quick way to define a wave forcing function A WAVE GENERATOR window is available to you under the Forcing Function option in the Dynamic Force Applied as window This window gives you many options for creating your own wave forcing function and saving it for future use This option is described in more detail later in this manual Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 12 Nonlin ersion 7 05 SteelFrameO Fil Parameters Model Quik Quake Quik Wave Window View Help Cascade RUN 1 Tile Arrange Icons STRUCTURE PROPERTIES INPUT A 1 STRUCTURE PROPERTIES INPUT Unit Type Length Units y 2 Computed Time Histories The Window menu contains the sub menu items Cascade Tile and Arrange Icons These items indicate how the active windows or icons will be displayed The Window menu will also list the names of all windows that are currently open with a check mark to the left of the window that 1s currently active To access a non active window including one that has been minimized click on the name of the window in the window list Nonlin ersion 7 05 SteelFrame0D2 File Parameters Model Quik Quake Quik Wave Window view Help w Summary of Latest Run ioe Lct EE The View menu has a single item which when clicked which will display or remove a small panel showing a brief summary of the latest analysis results This small panel is located between the columns o
6. 032 025 016 005 006 016 024 027 026 End of File Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 96 Index NEN file 7 XLl 2 XL2 2 47 XL3 2 A acceleration 17 25 26 27 28 98 acceleration records 11 accelerogram 2 25 26 27 amplitude 89 Amplitude 2 11 37 ANIMATE BUTTON 15 Animation 49 50 51 B backbone curve 57 Base isolated braced frame 54 Base isolated braced frame with device 54 Base isolated frame 54 Bauschinger effect 57 Bilinear 57 67 BILINEAR 56 brace 72 Braced frame 54 Braced frame with device 54 Button Bar 13 C Chevron brace 54 Compute Spectrum 30 Computed Energy Plots 8 14 Computed Hysteresis Plots 2 14 COMPUTED HYSTERESIS PLOTS 42 44 45 Computed Time Histories 2 7 14 constant average acceleration technique 60 Constitutive Properties 16 17 CREATE FILE 8 Create File option 8 CREATE LOAD 70 Critical damping 18 D damping 2 8 10 14 17 18 19 28 29 30 38 45 46 54 55 56 59 68 70 73 74 83 88 89 Damping 59 Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual DAMPING 10 17 18 damping coefficent 68 Device 70 diagonal mass matrix 55 displacement 14 18 20 25 27 28 98 DRT 5 88 89 Ductility Limit 86 Duration 11 37 95 96 97 dynamic 2 11 12 17 19 24 41 50 dynamic equilibrium equations 6
7. 60 61 62 63 64 73 74 76 79 94 Menu Items 7 Microsoft Windows 2 mode shape 91 multilinear 53 54 56 57 58 94 Multilinear 68 70 MULTILINEAR 56 N Newtons 17 NONLIN 1 2 4 5 6 1 2 3 4 5 51 52 53 60 61 63 64 65 67 NONLIN OUT 2 15 48 NONLIN XL1 8 NONLIN XL2 8 nonlinear 2 17 19 20 21 22 41 48 Nyquist frequency 36 6 7 8 9 10 11 13 14 15 16 17 18 19 24 25 26 28 30 33 34 35 38 40 41 44 49 68 76 79 80 81 82 84 86 87 94 95 96 97 98 P Paint 51 PARAMETERS 7 9 18 P Delta 4 2 20 21 53 54 55 62 63 73 P Delta effects 2 21 53 P Delta stiffness 21 P Delta Stiffness 20 Peak Base Shear 85 Peak Displacement 85 Peak Ductility Demand 85 Peak Residual Deformation 85 Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual PERFORM TEST 70 Period 11 37 pinching 57 Plot Spectrum 30 plots 35 Point of Application 38 Print Form 14 15 28 38 44 46 PRINT FORM 14 15 28 38 pseudo velocity 30 Q QUIK QUAKE 7 10 QUIK WAVE 7 11 12 R radio button 50 Random Noise Frame 37 RESIZE 44 45 response 15 19 20 27 28 29 38 response spectra 28 Results 8 15 41 49 51 RUNO 41 S scaled ground motions 84 SDOF 4 5 40 62 64 76 79 83 secondary stiffness 2 20 21 22 SECONDARY STIFFNESS 17 20 Signal Descr
8. Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 55 Table 2 Parameters for MULTILINEAR model Value for Minimal Effect Value for Extreme Effect ALPHA Stiffness Degradation i BETA1 Strength Degradation 0 01 1 Ductility Based 1 0 BETA2 Strength Degradation 0 01 O Energy Based 1 2 GAMMA Pinching In addition to the above values the user must also enter the maximum positive and negative deformations If the computed deformations exceed these values the element is assumed to break losing all strength and stiffness In MDOF NONLIN these deformations are entered as maximum positive and negative ductility limits It is recommended that these ductility values be kept in the range of 10 to 15 To obtain simple bilinear behavior set ALPHA 100 BETA1 0 01 BETA2 0 01 and GAMMA 1 0 As explained later MDOF NONLIN provides tools for testing the effects of the various parameters prior to analysis In lieu of describing these effects here the user is encouraged to experiment with the parameters The smooth model provides smooth transition into yielding rather than abrupt transitions as in the multilinear model This allows for more realistic modeling of certain types of structural components such as shear links in eccentrically braced frames and yielding metallic fuses in ADAS type passive energy systems The smooth model uses the same backbone parameters as shown in Figure 16 except that a
9. Secondary Slope Y Yp Positive Yield Force K3 Yn Negative Yield Force Figure 16 Bilinear Hysteretic Model In this model the positive and negative yield values may be different as well as the positive and negative strain hardening slopes The strain hardening slopes may be greater or less than zero but should not exceed the initial slope The model loads and unloads along the initial slope If different positive and negative strain hardening slopes are used the model will produce unreasonable results at deformations beyond the point where the strain hardening lines cross The multilinear model is rule based and can represent quite complex behavior There are three sub types for this model 1 Simple bilinear 2 Trilinear with Bauschinger effect and pinching 3 Vertex oriented The backbone curve for the simple bilinear multilinear model is identical to that shown in Figure 2 with the exception that the multilinear model does not allow strain hardening slopes less than zero For simplicity the user should use the bilinear model in lieu of the multilinear model if only simple bilinear behavior is desired For this version of MDOF NONLIN the trilinear multilinear model has been forced to behave in a bilinear fashion but advanced behavior including degradation and pinching is allowed The backbone curve is identical to that shown in Figure 16 Four additional parameters may be used to control the response as shown in Table 2
10. to twelve earthquakes with each ground motion being systematically scaled to increasing intensities For each ground motion considered X Y plots and response histories are provided of some response measure versus the intensity measure The IDA procedure is described in detail by Vamvatsikos 2002a 2002b Accessing the IDA Environment The IDA environment is accessed in NONLIN by selecting Inc Dynamic Analysis from the main NONLIN form and then pressing the command button The frame to accomplish this is shown in Figure 34 Dynamic Force Applied As O Free Vibration Pellets ade HH ast Loac C Ground Acceleration Inc Dynamic Analysis Figure 34 Selection od IDA tool from the main NONLIN window The Incremental Dynamic Analysis form available upon following the above steps is shown in Figure 35 This form consists of three main parts 1 A ground motion selection and scaling tool Figure 36 2 A Structural Properties Input Tool Figure 37 3 A Plotting Region which is the gray area shown at the bottom of the Main IDA form Figure 35 Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Incremental Dynamic Analysis Available Earthquakes 490LY ACC 490LY1 4C0C 490L Ytestingfilenamelenc IMP AL1 ACC IMP AL1O 4CC 7 0 x a Properties Used for Analysis WEIGHT STIFFNESS K1 EN STIFFNESS K2 K2 DAMPING Linear Analysis Non Linear Analysis 7 Include P Detta Selected Eart
11. Data input is described for each button as follows Structural Mass Weight Period Button This button either represents a mass with an M in the icon a weight with a W in the icon or a sine wave NONLIN changes the icon to match the Input Mass As choice that you made in the Parameters menu To enter structural mass or weight press the MASS WEIGHT icon An input window will open to prompt for the appropriate data The structural mass or weight must be greater than zero If you choose mass units the weight of the structure is displayed in the next to last line of the Dynamic Properties frame If you choose weight units the mass is displayed on this line Masses are derived from weights by dividing the weight by the acceleration due to gravity NONLIN converts the units internally once the mass or weight has been input Example If a structure has a weight of 55 kips NONLIN will internally calculate the mass by dividing by 32 2 ft sec times 12 inches per foot as follows mass 55 0 386 1 0 142 kip sec inch Sometimes it is useful to enter a structure with a known period This option allows this to be done by entering the period on the MASS box When the STIFFNESS is entered this is used together with the period to compute a corresponding mass value Structural Damping Button To enter structural damping press the DAMPER icon Damping can be input either as a percent of critical or as a damping constant The Damper ic
12. E inches mm rH i Feet Co cm i 10 00 mansn HASH 24H 0 10 EE ovenay Code Spectra Capacity Curve Clip at I oo MUI _ H H 0 01 0 10 1 00 10 00 0 01 0 10 1 00 10 00 Period Seconds Period Seconds Seconds Figure 5 Separate Plots of Sample Spectrum Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 29 As with the Tripartite plot the Spectral Coordinates in the frame at the top of the window change to indicate the values at the cursor location 1f you drag the cursor through any of the plots Generating and Displaying Demand Spectrum Plots The third type of plot available from this screen is the Demand Spectrum plot A demand spectrum 1s an elastic response spectrum plotted with the spectral displacement on the horizontal axis and the pseudoacceleration on the vertical axis Radial lines represent the square of the circular frequency but for convenience are labeled as period values The structure s force deformation response capacity spectrum may be superimposed on the demand spectrum to provide useful design information Demand Capacity spectra are a major feature of the ATC 33 Recommendations for Rehabilitation of Existing Buildings An example of this type of plot is show in Figure 6 2 Earthquake Response Spectrum SAN FERNANDO EARTHQUAKE 8244 ORTON BLYD F 7 oj x Compute Plot Values y pSpectral Coordinates Period second
13. Lambda 0400 Eta 0300 M ap zooo Bilinear Type Sigma ooo Phi Gap 3 000 pro Mom Eo O Vertex Damping w CRITICAL 5 000 COMPUTED E E00 Testing f Hysteresis Damping CANCEL SET USE Figure 24 Frame Form with Test Performed on Multilinear Model Entering properties for the Device or Isolator 1s done in a similar fashion The properties panel is identical to that of the Frame except for the damping properties Because the damping may be nonlinear a damping constant C and a velocity exponent exp 1s required The test panel allows Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 67 you to test the properties of the damper by plotting damper force vs displacement or damper force vs velocity An example of the device properties input panel with the damper tested vs displacement is shown in Figure 25 w DE ICE PROPERTIES E Mass Weight Loading Function Input as WEIGHT 233 DOF 2 h ooo Pulse Period Steps per Pulse 100 Pulses per Segment a No of Segments Hysteresis H a d z f Linear multilinear a Symmetric Initial Pulse Amplitude i 0 Segment Increment D2 i Bilinear C Smooth Ultimate Deformation INITIAL STIFFNESS K1 an CREATE LOAD eres ata atl Peer Ee 1 000 _CREATELOAD Eo EE SECONDARY STIFFNESS K3 f 000 POSITIVE YIELD STRENGTH li 000 000 HEGATIVE YIELD STRENGTH f o00 000 Common Parameters for Multilinear and Smooth M
14. O 5519 M ECT Figure 12 Example Computed Energy Plots Window The dark vertical line in the example plot indicates the position of the cursor Note that the percentages of the energy types change as you drag the cursor through the plot The vertical blue lines in the hysteretic energy are the yield events If the analysis is based on an earthquake and is nonlinear you can view either the relative default or the absolute energies The energy time histories allow for the input energy to be computed on the basis of relative velocities or total absolute velocities This affects the magnitude of computed kinetic energy as well as the magnitude of total energy It has been shown in a paper by Uang and Bertero Evaluation of Seiemic Energy in Structures Earthquake Engineering and Structural Dynamics pp 77 90 Vol 19 No 1 1990 that for structural period ranges of about 0 3 to 4 0 seconds relative and absolute energy maxima are almost identical Significant differences can occur for very low or very high period structures These differences can be very important when computing energy spectra and using these spectra for design Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 45 The thin blue line at the top of the plot is the total energy calculated separately If the blue line does not closely follow the top the cumulative energy curve set the Step value in the Parameters menu to a higher value Note that this total
15. amplitude that varies with the forcing frequency The frequency of the loading function may be adjusted by moving the slider bar Note that a yellow line moves across the plot window as the slider bar is repositioned This yellow line indicates the frequency of the forcing function while the green lines correspond to the structure s natural frequencies Loading frequencies may vary from one half the lowest natural frequency of the structure to twice the largest natural frequency of the structure The two VCR style buttons immediately below the slider bar are used to set resonant loading conditions These buttons should be used to enforce resonant loading as the slider bar may not provide enough accuracy to induce true resonance Note that the yellow line indicating the forcing frequency turns red whenever resonance is occurring By default the amplitude of the ground excitation varies with the frequency of the forcing function This variation is nonlinear as the amplitude increases as the square of the forcing frequency To manually set the amplitude remove the check mark in this frame and enter a value in the amplitude text box The response to the specified loading may be viewed by pressing the Animate Response button Pressing this button animates the displacement time history of the frame in the main plot window The small plot window on the bottom right hand side of the form displays the instantaneous Fourier Amplitude Spectrum of structural
16. and will efficiently dissipate energy due to sudden impact In earthquake engineering applications exp is typically between 0 4 and 1 0 Because MDOF NONLIN does not iterate on equilibrium unbalances it is recommended that a very small time step be used when analyzing structures with nonlinear damping devices The damping in the frame is strictly linear For analysis of structures incorporating passive energy devices or highly damped base isolators it is recommended that the damping in the frame be set to no more than one or two percent critical There is no damping contribution from the chevron brace Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 57 Loading The structure may be subjected to load histories or ground accelerations Load histories when used may be applied to any active degree of freedom including the base of the structure Earthquake ground motions are always applied at the base of the structure As described later MDOF NONLIN provides two similar sets of utilities for loading the structure Solution The dynamic equilibrium equations are solved incrementally in the time domain using the Newmark constant average acceleration technique The user may control the solution time step by dividing the loading time step into a number of sub increments Warning The MDOF NONLIN program does not iterate on equilibrium error It is up to the user to verify the accuracy of the results by reanalyzing with vari
17. as a fraction of the acceleration due to gravity The acceleration of gravity in the current computational units is always shown on the Gravity line the last line of the Dynamic Properties frame Note that these units automatically change when the computational units are altered via the option buttons in the Unit Type Length Units and Force Units frames If a wave type forcing function is used the forcing function amplitude is assumed to be in units of force consistent with the unit types selected using the Unit Type Length Units and Force Units frames The Constitutive Properties Frame This frame includes both the Constitutive Properties frame and the structure diagram Six general items of input corresponding to five large icon buttons and one small button are expected in order to analyze your problem The structure is idealized as a single degree of freedom system as shown schematically in Figure 1 For linear analysis the following properties are required Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 17 gt MASS gt DAMPING gt INITIAL STIFFNESS K For nonlinear analysis two additional properties are required gt SECONDARY STIFFNESS K gt YIELD STRENGTH F Structural properties are entered by clicking the three structure stiffness buttons located within the Constitutive Properties frame and the mass and damping buttons located above and below the structure mass in the structure diagram
18. energy line does not show up on the printed output of the energy plot Note that if the analysis is based on a user defined wave for the forcing function even if that forcing function is being treated as a ground motion or a linear analysis is being used you will only be able to view the relative energy You can obtain a hardcopy of the plot or create the XL2 file by clicking the File menu and choosing Print Plot or Create File respectively It is worth noting that the hysteretic energy is an indication of structural damage resulting from the application of the dynamic loading The higher the percentage contribution of the hysteretic energy to the total energy the greater the damage to the structure Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 46 Summary of Computed Results The Summary of Computed Results window is provided to give you a summary of numerical results from your analysis runs Clicking the appropriate button as described above opens the window The problem filename analysis type linear or nonlinear structural properties forcing function properties and a summary of response maxima are presented The window shows the current contents of the filename OUT output file When the window 1s opened the file is positioned to the last run executed Use the scroll bar at the right of the window to view the results of earlier runs The scroll bar moves in discrete jumps from run summary to run summ
19. follows For this structure the effective initial stiffness is calculated as K K PM If the yield strength of the structure without P Delta effects is F the effective yield strength F is calculated by the program as follows P E o eee of Example Assume a structure in absence of a vertical force P has an initial stiffness of 50 kips inch and after yielding at a lateral force of 20 kips has a strain hardening stiffness of zero If the column height A is 10 0 feet and the total vertical force P is 480 kips determine the initial stiffness the secondary stiffness and the yield strength to be used for a nonlinear P Delta analysis P Delta stiffness Kg P h 480 10x12 4 0 kips inch Effective initial stiffness Ko Kg 50 4 46 kips inch Effective yield Strength Fy F 0 1 PHK h 20 1 480 50x23x10 18 4 k in Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 21 Yield Strength F Button The system yield strength is the second of two properties required for nonlinear analysis To enter the yield strength press the YIELD STRENGTH icon and respond to the prompt The yield strength which is illustrated below 1s given in force units Force Yield Strength Displacement Linear Nonlinear Analysis Options Just below the Yield Strength button are two small buttons also called radio buttons which you can use to define whether you want a linear or nonlinear analys
20. response Since the FFT algorithm requires an input vector of 256 points the spectrum cannot be computed until 128 solution points have been calculated Once 128 solution points have been computed the FFT is performed using the past 128 points and the upcoming 128 points The green lines in the Fourier Amplitude Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 86 Spectrum correspond to the structure s natural frequencies Figure 43 illustrates what the utility will look like when animating response F Dynamic Response Tool f ES Of xj Fundamental Properties F E Period sec Freg Hz Freq rad sec Displacement Magnification 0 356 2 507 17 635 Mumber of Stories F 4 056 Load Amplitude 4 500 00 2 50 500 00 2 50 500 00 2 50 e vary with forcing frequency Load Frequency Damping critical lt i gt Frequency Hz 4 002 Compute i Lock Fundamental Fundamentals Properties Results Display f Show Response f Show Mode Shapes Animate Response Stop Figure 43 Appearance of the program when animating dynamic response The Dynamic Response Tool can also animate the displacement time history of the roof Activate this feature by placing a check mark in the box entitled Show roof displacement time history Checking this box replaces the grid showing natural periods and frequencies with a black plot window A trace of the roof displa
21. stiffness components respectively Because mass and damping are not assigned to the brace the mass and damping matrices for the structure consist of only three parts each M M M M CSC FCO The components of the stiffness matrix are as follows ko 0 k 0 0 0 k k 0 00 0 K 0 0 0 K 0 k k K k k Ol K 0 0 0 k 0 k 0 k k 0 0 0 0 0 k and W h 0 W Ih Ka 0 0 0 G W h O W h W W h In the above kr kg kp and kz are the incremental tangent stiffnesses of the frame brace device and isolator components Wp is the weight of the frame Wyr is the weight of the isolator including first floor slab Ar is the height of the frame above the isolator and Az is the height of the isolator level Note that the geometric stiffness matrix does not include the weight of the device nor the weight of the brace Both of these are assumed to be small in comparison with the weight of the frame and the weight of the isolator actually the weight of the floor slab at the isolator level P Delta effects remain constant throughout the analysis The mass is assumed to be lumped producing a diagonal mass matrix m U 0 M 0 m 0 0 0 m The damping components of the damping matrix are as follows Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 53 Cp 0 0 Cn U O 0 0 0 C 0 0 O CSC Ca 0 C 0 0 0 0 00 0 0 0 00 c I Note that the frame s contribution to damping is assumed t
22. strain hardening stiffness less than zero is not allowed and the positive and negative strain hardening slopes must be equal The parameters used to control the smooth model are described in Table 3 As with the multilinear model it is recommended that the user experiment with the smooth model parameters before using them in an analysis Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 56 Table 3 Parameters for SMOOTH model Value for Minimal Effect Value for Extreme Effect Ductility Based Energy Based A l GAMMA 0 NTRANS Yielding Transition l 10 0 smoothness smooth transition sharp transition ETA Unloading slope shape 0 5 parallel to initial slope RS RS Pinching Parameter 00 LAMBDA PinchingParameter 00 0 KAPPA Gap Closing Spring 2 5 0 Multiplier Damping As mentioned earlier the viscous damping behavior for the device or the isolator may be either linear or nonlinear The damping behavior 1s described as follows F C W eP sion V Where Fp is the force in the device C is a damping coefficient v is the deformational velocity across the device and exp is an exponent typically between 0 4 and 2 0 For exp 1 0 the device behaves as a linear viscous dashpot For low values of exp the device is force limited meaning that at high velocities the device produce an almost constant force For exp of 2 the device is often known as a kinetic energy damper
23. the COMPUTE SPECTRUM button shown below Pressing the COMPUTE SPECTRUM button computes the spectrum for the selected damping values The spectrum is plotted versus structural period or structural frequency at your option The plot type is by default Tripartite as shown in the center of Figure 3 On this logarithmic plot type logarithmic axes for displacement and acceleration are superimposed at an angle to the orthogonal period and velocity axes This is a common method of presenting the spectrum Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 28 While the spectrum is being computed a progress bar is displayed for each damping value selected The spectra are computed by a piecewise exact integration scheme per Chopra 3 After the spectrum has been computed the Compute Spectrum button changes to the Plot Spectrum button You can change plot types and display the corresponding plot The spectrum does not have to be recomputed as long as you do not change the damping values If you do change the damping values you must re compute the spectrum You will notice that if you drag the cursor through the Tripartite plot the Spectral Coordinates in the frame at the top of the window change to indicate the values at the cursor location If you choose the Create File menu option at this point the NONLIN XL3 file is written to disk This is a tab delimited file that can be manipulated with a spreadsheet program Any of t
24. 0 Dynamic Force 16 24 36 Dynamic Force Applied As 12 Dynamic Properties 14 Dynamic Response Tool 88 E earthquake 2 10 14 17 19 24 25 27 35 97 98 Effective initial stiffness 21 Effective yield Strength 22 elastic inelastic spring 54 energy dissipation 2 Energy Plots 46 Entering Structural Properties 10 equilibrium 59 F FAS 35 FFT 35 36 90 FFT Plot 38 File menu 7 8 9 13 28 38 44 46 47 48 Force Units 16 17 Fourier Amplitude Spectrum 90 free vibration 24 37 38 Free Vibration 38 frequency content 27 Fundamental Properties 88 G GO NO GO 13 Ground Acceleration 24 27 ground motion 35 H HELP menu 13 Hysteretic Modeling 56 hysteretic models 53 I IDA 5 81 82 83 84 85 86 Incremental Dynamic Analysis 5 80 81 82 93 Advanced Structural Concepts Inc Page 97 3 1 2004 NONLIN User s Manual Page 98 initial stiffness 18 19 20 21 INITIAL STIFFNESS 17 19 INPUT DAMPING AS 10 INPUT MASS AS 9 isolator 55 Isolator 70 L Length Units 16 17 linear 2 17 22 24 36 41 48 LINEAR 56 linear viscous dashpot 59 Linear Nonlinear Analysis 22 Load Functions 76 Load histories 60 Loading Functions 76 Loading Panel 76 logarithmic plot 29 M m 54 mass 10 12 17 18 19 54 55 56 63 64 66 68 73 88 89 MASS 9 17 18 MDOF NONLIN 5 53 54 57 58 59
25. 1 1987 90 degrees Whittier Fremont School October 1 1987 180 degrees Max Accel cm sec 131 7 865 97 362 93 157 88 286 159 Max Veloc cm sec 23 933 13 843 41 751 14 316 24 910 6 525 E 21 718 2 443 Number of Points 2980 3000 3000 2000 2000 Page 93 Duration sec 59 58 59 98 59 98 39 98 39 98 Note The distribution diskette that came with your version of NONLIN may have more or less earthquake records than are indicated in this table Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 94 Appendix B Format of NONLIN Acceleration Records NONLIN comes with a selection of earthquake accelerograms taken from a variety of sources Each acceleration record consists of the following lines of data ntitles title 1 title 2 title ntitles nacc dtacc nplacc unitacc nvel dtvel nplvel unitvel ndis dtdis npldis unitdis Acceleration header nacc acceleration values nplacc values per line Velocity header nvel velocity values nplvel values per line Displacement header ndis displacement values npldis values per line The first line contains the entry ntitles which designates how many title lines follow Each title line must be in double quotation marks NONLIN uses the first title line as a descriptor for each plot produced Following the title lines are three lines listing the number timestep number of valu
26. 2 7766016838 MODAL STRAIN ENERGY BASED DAMPING VALUES Generalized Damping Matrix C 3 58630388655366 8 06243571471146 1 77552830902887E 13 8 06243571471146 20 9136961134463 4 84564872891024E 13 1 77552830902887E 13 4 84564872891024E 13 1 14062499486719E 26 Generalized Mass Matrix M 0 0 1 n n Damping ratios percent critical 34 6638035161596 99 5934247641978 5 70312496791 992E 35 COMPLEX FREQUENCY and DAMPING VALUES Modal frequencies rad sec Figure 28 The Dynamic Properties Results Window Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 71 SUNKARY Summary Tables At any point in the development of the model a summary table may be displayed which shows the state of the model loading and results The summary table is accesses by clicking the Summary Table button on the toolbar Summary table information may be printed at any time An example of the summary table is shown in Figure 29 This table represents the properties in a model using only bilinear properties but without loading or results EA SUMMARY of INPUT QUANTITIES Summary of Structural Properties STRUCTURE TYPE 3 FRAME PROPERTIES 1 Hass H Damping Constant C Initial Stiffness El Secondary Stittness Ke Secondary Stiffness KJ Positive Yield Strength Negative Yield Strength DEVICE PROPERTIES Hass Damping Constant Initial Stiffness Secondary Stiffness Secondary Stittness Positive Yield Strength Negative Y
27. 5 PART FOUR NONLIN Incremental Dynamic Analysis INTRODUCTION cosa anae RA Ron ENEE aaea PE EE AE EE a 11 ACCESSING THE IDA ENVIRONMENT sccccssscestassssesoussedsstcevebnassssonnsssessnnsasssnesncdessesvedsdesseceaseasssveagessseeeuasnesse 77 DATA INPUT FOR IDA ANALYSIS scsi da 79 RUNNING THE IDA ANALYSIS AND INTERPRETING THE RESULTS occcccccconnccnccnsccccnncncccnncccccccccccons 1 PART FIVE NONLIN Dynamic Response Tools INTRODUCTION e iO 84 ACCESSING THE DRT ENVIRONMENT cccccccssccscssscssscscssscscsescscscscscscsssssssssssssssscssssssscssscscssscscsesssesecesecesseees 84 INPUT PARAMETERS FOR DRT TOOL u ccccccccscscsesesesesecescssscsssscscscscsececesescscsssssccscsscecscesesecscscsssscesssosscececsnenes 85 VIEWING THE RESULTS ccccccscscscscscscscscscscscsssssssscsssssssssssssssssessecscesecesesssesesesesesesesesesesecocecececocscacacacecesasesesesoses 85 Se Oy EERENCE Susa a e da teca 89 ACKNOWLEDGEMENT S o oooooocononcnoncnnononinononnonnononnoninononnononononnononononoononononoononnonoonononononnoncnoronncncocooss 90 APRENDI A A ca 91 SUMMARY OF GROUND MOTION RECORDS SUPPLIED WITH NONLIN ccceccscececcececccceccecscscscesescusescesescucesccecs 91 APPENDIX Da el a 94 FORMATOR NONLIN A CCELERATION RECORDS o eat e lalo e eel cal eet dla SE 94 NONLIN User s Manual Page 1 About the User s Manual This User s Guide contains an introduction to NONLIN features and environment including resources availab
28. 50 IM ary with forcing frequency Load Freguency Damping critical 2 00 2 00 2 00 ET I lt gt Frequency Hz lo 75 Compute B Lock Fundamental Fundamentals Properties Results Display Figure 42 Appearance of the DRT Tools at Stsrtup Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 85 Input Parameters for DRT Tool The number of stories should be defined first as this variable sets the number of rows in the two tables on the left After the number of stories has been defined use the grid controls to specify each story s stiffness and mass as well as the damping associated with each mode Compute Once all of the fundamental values are declared press the button to continue Pressing this button locks the basic properties of the model and computes the natural periods of the structure The table in the middle of the form lists the natural periods and an image of the structure is drawn in the large plotting window Results may also be viewed as indicated by the change in status of various controls on the form Viewing the Results Two types of results may be reviewed natural mode shapes and response to ground excitation Response to ground motion is the default item to review As the controls on the right side indicate the ground motion will have frequency equal to the fundamental frequency of the structure and
29. 74 53 46 39 98 180 1 180 1 59 98 59 98 3 1 2004 NONLIN User s Manual Summary of Ground Motion Records Supplied with NONLIN continued Filename oakwhl acc oakwh2 acc Description Northridge Arleta and Nordhoff Fire Station January 17 1994 90 degrees Loma Prieta Oakland Outer Wharf October 17 1989 270 degrees Loma Prieta Oakland Outer Wharf October 17 1989 O degrees San Fernando Pocoima Dam February 9 1971 196 degrees San Fernando Pocoima Dam February 9 1971 286 degrees Parkfield Cholame Shandon June 27 1966 40 degrees Parkfield Cholame Shandon June 27 1966 130 degrees San Fernando 8244 Orion Blvd February 9 1971 90 degrees Advanced Structural Concepts Inc Max Accel cm sec 337 318 270 361 215 50 Max Veloc cm sec 40 362 37 574 7 999 35 378 8 871 57 499 113 23 10 842 11 759 29 745 Number of Points 2000 2000 Page 92 Duration sec 39 98 39 98 3 1 2004 NONLIN User s Manual Summary of Ground Motion Records Supplied with NONLIN continued Filename sanfern2 acc s_monical acc s_monica2 acc Description San Fernando 8244 Orion Blvd February 9 1971 180 degrees Northridge Santa Monica City Hall Grounds January 17 1994 90 degrees Northridge Santa Monica City Hall Grounds January 17 1994 O degrees Whittier Eaton Canyon Park October
30. ATION INPUT window Note that either the original or the revised data may be plotted Recall however that if the ground motion characteristics have been revised the revised motion will be used by NONLIN unless the Reset To Original button has been clicked The acceleration velocity and displacement plots are self explanatory and will not be described further Is should be noted however that hard copies of the plot may be obtained by clicking the File menu and then clicking the Print Form menu item The form in which ground acceleration velocity and displacement are displayed is shown in Figure 3 Ground Acceleration Time Histories SAN FERNANDO EARTHQUAKE 244 ORION BLVD Acceleration MM sec sec 2500 00 at INCHES C FEET CASA OE PE AE PS 0 000 MALE IIS IATA A A AAA PP A aa a N A ni Lr ITA ENE AAA sco AN EE E to a as Eoo 0 0 5 9 11 9 17 3 k 5 41 6 47 6 53 5 59 5 Time seconds Displacement MM i O ao MN A A E O o Pi Pr es 0 0 5 9 11 9 Eb 5 41 6 47 6 53 5 59 5 Time seconds Figure 3 Ground Acceleration Velocity and Displacement Plots Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 27 Generating and Displaying Response Spectrum Plots By selecting the Response Spectra box response spectra will be plotted for up to six different damping values The damping values are selected from the Damping Values frame that appears after you have pres
31. Advanced Structural Concepts Inc Fl NONLIN 7 05 Computer Program for Nonlinear Dynamic Time History Analysis of Single and Multi Degree of Freedom Systems User s Manual Advanced Structural Concepts Inc PO Box 990 Blacksburg VA 24063 Tel 540 231 1444 Fax 540 231 7532 advstrcon aol com Advanced Structural Concepts Inc owns both the NONLIN software program and its documentation Both the program and documentation are copyrighted with all rights reserved by Advanced Structural Concepts In No part of this publication may be produced transmitted transcribed stored in a retrieval system or translated into any language in any form without the written permission from Advanced Structural Concepts Inc While every precaution has been taken to in the preparation of this documentation the author assumes no responsibility for errors or omissions or for damages from the use of information contained in this document of from the use of programs or source code that may accompany it In no event shall the author be liable for any loss of profit or any other commercial damage caused or alleged to have been caused directly or indirectly by this document Printed December 2003 in Blacksburg Virginia Copyright O 2003 Advanced Structural Concepts Inc All rights reserved Advanced Structural Concepts Inc P O Box 990 Blacksburg VA 24063 USA Microsoft Windows and the Windows logo are registered trademarks of
32. ITS AND FORCE UNITS FRAMES cesta Aina E dai 16 THE CONSTITUTE PROPER TIES ERAME ia VESES Ai a eee renee 16 Structural Mass Wero Period Button ii A AAA 17 Structura Dampine DIO AAA A Veanenseuink cae A 17 Stuectura SUPINE SS KO DUO A A A sah octane A NEON 18 Structural Strain Hardening Stiffness Ky Buttonin aaa EE ETE EEE EIE 19 P Dett Sammes KO BUON e 19 ino E a A 21 Lincar Nonlinear Analysis A a ee N 21 DYNAMIC PROPERTIES OUTPUT ERAM E optelrcion ne AEn EEES EEE TEE EOE E 22 SUMMARY OF LATEST RUN OUTPUT ERAME ecrsiosemisaalraaelacin talent bsaenausbevawadauebetanednoeselahanedanutadvaalanen ts 22 DYNAMIC FORCE APPLIED AG INPUT FRAME sisinsacnaiacatdensnsiaantatiualelanunenedsasie lah asaneuninineneleysnehaasimass penca 23 Dern ea round a ccolera Ona ln air nidad loe 23 Displayine Grounds Acceleration BONS aaa ide iii bate 26 Generating and Displaying Response Spectrum Plots ooccccccncnccccnnonnonononnnnnnnnnnnnnnnnnnnnnonononannnnnnnnnnnnnnnnnnos 21 Generating and Displaying Demand Spectrum PlotS ooccccccncncncccnnnnonononnnnnnnnnnnnnnnnnnnnnonononannnnnnnnannnnnnnnnnos 29 Code SPECTA A a E N E a a T at 30 Generating and Displaying Fourier Amplitude Spectrum PlotS oooooooooncnnnnnnnnnnnnnnnnonononononononnnnnnnnnnnnnnnos 31 Defining a Wave Porcine Pune Hones ii on A a 34 Displaying Wave Generator Eloisa ii ii iia 36 O A renee te oa PO O OO A TT arURERe y steer rere 36 PART TWO NONLIN SDOF Systems
33. Microsoft Corp Windows NT is a trademark of Microsoft Corp Other brand names and product names referred to are trademarks or registered trademarks of their respective owners December 2003 Contents ABOUT THE USER S MANUA cers ee ees 1 WELCOME TO NONLIN a iaa 2 WHATS NONLIN sra oa 2 PROGRAM DESIGN AND CONCEPTS a o 2 SYSTEM REQUIREMENTS a ar A EET 3 INSTALLING NONLIN USING THE SETUP UTET ocios 3 PART ONE NONLIN SDOF Systems Program Data Input DESCRIPTION OF THE USER INTERFACE eeeecssssssssssscccocccccceseseesescocccececeseesessssosococcccccesssessesssossosssececeseeesee 6 ENIE NETEM A A O ETI EO TEA 7 TUE BUTION BAR cerisa O Po on A 13 SUPUCTUPE Restore BONON eein aese AE EEEE EE TE NENE E OE 13 INGHGO GOP AMALy SiS BULOAS iee lie uribe 13 View Computed Time Histories BUON yesos eiii editarla 13 View Computed Aysteresis Plots BUON casetes isla ie ardid 14 View Computed Energy Plots Button ooooooooonnnncnnnnnnnnnnnnnnnononononononnnncnnnnnnnnnnnnnnnnnonnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnos 14 Review Summary of Computed Results Button ccccccccccccnncononononnnnncnnnnnnnnnnnnnnononononononnnnnnnnnnnnnnnnnnnnnnnnnnnnnos 14 A A 14 Response Spectruni Plot BUON in ta id 15 Displacement Ductility Spectra Plot Button oooooonnnnnccnnnnnnnnnnnnnnnnnnnnonnnnnnnonnnnnnnononnnnnnononnnnnnnnnnnnnnnnnnnnnnnnnnnnos 15 ENTERING STRUCTURAL PROPERTIES cocci n inicia ini incita 16 THE UNIT TYPE LENGTH UN
34. NONLIN assumes that all free vibration problems are linear The resulting free vibration trace may be used to verify the program s accuracy by comparing the computed period and damping value with the theoretical values The damping computed by NONLIN may be obtained from the rate of decay logarithmic decrement of the free vibration trace When Free Vibration is activated the icon in the DYNAMIC FORCE APPLIED AS frame resembles a free vibration wave Clicking on this icon shown below opens a window for adjusting some of the starting properties HHE Here you can set the starting displacement and velocities as well as adjust the length of the signal If you do not enter any properties in this box the program will select appropriate ones for you Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 37 al Starting Displacement in fi Starting Velocity in sec ia Maximum Duration sec E lf zero calculated internally Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 38 El NONLIN Part wo NONLIN SDOP Systems Program Result Output Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 39 Program Execution Results NONLIN s primary function is to model the response of a single degree of freedom structural system to a dynamic loading To this point this manual has described the process of providing input data to NONLIN in order to run the progra
35. NONLIN will be ready to run if all structural properties have been previously entered Before describing the plotting options it is very important to note that changing the digitization interval of a record does not rediscretize the accelerogram The effect is to compress or expand the time scale as shown below 0 02 0 04 0 06 0 087 0 10 0 12 0 14 Acceleration e O UN O O Original Record Time sec 0 04 0 05 0 06 0 07 Acceleration Revised Record It should be noted that the velocity and displacement time histories are also affected by a change in the discretization timestep There are two circumstances where you may want to change the digitization interval The first is to change the frequency content of the earthquake ground The second reason to change the accelerogram is for dimensional similitude as required in model studies For a true scale model with a dimensional scale factor of n n 5 for a 1 3 scale model the time digitization interval should be divided by the square root of the scale factor Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 26 Displaying Ground Acceleration Plots Using the plotting options you may plot the ground acceleration velocity and displacement develop an elastic response spectrum or plot a Fourier amplitude spectrum The plots are obtained by clicking one of the three buttons in the lower right hand corner of the EARTHQUAKE GROUND ACCELER
36. Page 23 Dynamic Force Applied as Input Frame As previously mentioned the forcing function may be either a prerecorded earthquake a linear combination of up to five sine square or triangular waves or a free vibration As shown in Figure 1 the type of dynamic force is toggled by clicking on the appropriate option button in the Dynamic Force Applied as input frame Dynamic Force Applied As Free Vibration C Forcing Function BI hp i H ast Loar Ground Acceleration C Ine Dynamic Analysis Defining a Ground Acceleration You can bring an earthquake acceleration record into NONLIN through the Quik Quake menu option or you can use the more sophisticated Ground Acceleration input function When the Ground Acceleration button is activated the icon in the Dynamic Force Applied as input frame resembles an accelerogram Clicking on this icon shown below opens a special frame for inputting and plotting data associated with the selected ground motion Upon pressing the accelerogram icon the EARTHQUAKE GROUND ACCELERATION INPUT frame appear as illustrated in Figure 2 ahead In Figure 2 the STRUCTURE PROPERTIES INPUT window has been minimized so that only the NONLIN window and the EARTHQUAKE GROUND ACCELERATION INPUT windows frames are visible To select a pre recorded earthquake click the File Open icon which resides in the upper left of the window The icon looks like this All of the pre recorded earthqua
37. Start Menu choose Settings 3 Double click on the Add Remove Programs icon Follow the instructions of the Wizard to select the setup program for NONLIN 4 Follow the setup instructions on the screen NONLIN and associated compressed files are expanded and placed in the newly created Program Files Nonlin directory by default You can change the directory name if you choose during the setup process 5 You can run NONLIN from the Start button on the Taskbar highlighting Programs and then clicking on the NONLIN icon Or You can drag the NONLIN program icon to your desktop A Shortcut icon is created in the dragging process To run NONLIN double click the shortcut icon If you choose to browse the newly created NONLIN directory you will notice that there are several files that possess an ACC file name extension These are earthquake acceleration records that are supplied with the program of this help file lists the acceleration records as well as pertinent facts about the records The records supplied with your disk may be different from those listed in Appendix A The acceleration records are written in a special format as described in The SETUP utility also places several files in your WINDOWS SYSTEM directory These files MUST be present for NONLIN to run These files include COMDLG32 0CX THREED20 0CX Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 4 RICHTX32 0CX VSVIEW20 0CX Do not delete or mo
38. Summary of Computed Results Button Press this button to obtain a summary of computed results The window displayed shows the current contents of the NONLIN OUT output file When the summary window is the active window you can obtain a hardcopy of the output file contents An example of the Summary of Computed Results Window is shown in Part Two of this manual Animate Button a Press this button to view an animated representation of the structure displacing from side to side This represents the response of the structure to the ground acceleration or forcing function wave Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 15 Response Spectrum Plot Button Pressing this button opens the EARTHQUAKE RESPONSE SPECTRUM OF INPUT window You do not need to load an earthquake file first however you will only have access to Code Spectra plots if you do not You can open an earthquake either through the Quick Quake menu or via the EARTHQUAKE GROUND ACCELERATION INPUT window Displacement Ductility Spectra Plot Button EJ Pressing this button opens the DISPLACEMENT DUCTILITY SPECTRA plot window This form can be activated through this button only after the user has entered the structural properties The seismic resistance coefficient versus time period plots are generated for eight pre defined ductility factors The desired period range additional variables and the ductility factors can be changed through input provisions
39. a plots 1994 and 1997 UBC 1991 1994 and 1997 NEHRP FEMA 273 and the Newmark Hall method Select the code that you wish to examine from this menu and a parameters box for this code will be displayed Set the parameters that fit your analysis and press OK Below is an example of the parameters for the Newmark Hall type of spectra f Newmark Hall Elastic Spectra Parms x Damping C One Sigma Median Maximum Acceleration mm sec sec 2500 00 Acceleration Factor 368 Velocity Factor Maximum Velocity mm sec e a 2 59 297 45 Displacement Factor 704 0 5 5 0 Maximum Displacement mm 410 Cc 70 147 89 C 20 C 10 0 C 3 0 C 20 0 Ductility Factor Use 1 0 for Elastic 1 C Other o To see the plot press the compute code spectrum button shown below After your chosen code spectra 1s computed you have all of the same plots available as you did with the Earthquake response spectrum These include tripartite separate and capacity demand Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 31 Some of the code spectra plots particularly UBC can be seen well by only displaying the first 5 seconds of the plot This 1s available by checking the appropriate box in the lower left corner of the window Earthquake Response Spectrum SAN FERNANDO EARTHQUAKE 244 ORION BLYD l ioj x aia Values Spectral Coordinates Period seconds Frequency Hertz Displacement mm Velocity
40. ading have been input you may obtain the following information Input Fourier Computed Computed Computed Animate Response E Result Loading Type Time Amplitude fa Time Hysteresis Energy an Structure History Spectrum P Histories Plots Time Histories Response m m m om Earthquake E ca ee NONLIN Copyright 2003 Advanced Structural Concepts Inc Golden Colorado Windows is a trademark of Microsoft Corporation Redmond Washington Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 3 System Requirements NONLIN must be run on a 80486 or better PC compatible system using either Windows 95 or Windows NT V4 0 The system should have a minimum hardware configuration appropriate to the operating system you are using For best results your system s video should be set to 800 by 600 resolution displaying not less than 256 simultaneous colors However resolutions as low as 640 by 480 and as high as 1024 by 768 will work The computer must be equipped with a Microsoft compatible mouse trackball or other pointing device Installing NONLIN Using the SETUP Utility To install NONLIN run the SETUP utility provided on disk one of the program disks set The installation procedure is given below will work for both Windows NT V4 0 and Windows 95 l Insert disk one in the appropriate drive A or B From the Start Menu on the Taskbar choose Run 3 Type a setup or b setup Or From the
41. age 14 View Computed Hysteresis Plots Button After the analysis has been run you must click this button to display the computed hysteresis curves Three hysteresis curves are displayed inertial force versus displacement damping force versus displacement and spring force versus displacement with additional plot types available as explained later If the structure data units or loading has changed since the last run NONLIN will request that the green GO button be clicked before reviewing plots When the hysteresis plot window is the active window selecting the menu options File and then Print Form will send a copy of the plots to a printer View Computed Energy Plots Button Press this button to display the relative or absolute dissipated energy time history plot This plot shows how the earthquake input energy is dissipated through structural kinetic recoverable strain damping and hysteretic energy By moving the mouse laterally while the plot is displayed the relative percent of structural energy for each structural energy type is displayed For a reference on computing energy time histories see Uang and Bertero 2 If the structure data units or loading has changed since the last run NONLIN will request that the green GO button be clicked before reviewing plots When the energy window is the active window pressing the menu options File and then Print Form will send a copy of the plots to a printer RESULTS Review
42. al 0 Linear Acceleration LOAD TYPE EARTHQUAKE POINT OF LOAD APPLICATION GROUND LOADING TIMESTEP Seconds oo200 NUMBER OF LOADING TIMESTEPS 3000 LOADING DURATION Seconds 600 ANALYSIS SUBSTEP PER LOADSTEP 25 ANALYSIS DURATION 60 00 ANALYSIS TIMESTEP Seconds 0 0003 NUMBER OF ANALYSIS TIMESTEPS 5000 COMPUTE RESPONSE Figure 31 The Solution Data Box The only data to enter are the number of substeps per loadstep and the analysis duration By default the number of analysis substeps is set to 5 The analysis timestep should not be greater than about 1 10 the highest mode to be used in the analysis For nonlinear analysis it is recommended that the analysis timestep be not greater than about 0 002 seconds For a loading with a 0 01 second digitization interval the number of substeps required would be 5 After the data is entered click SET ANALYSIS PARAMETERS and then COMPUTE RESPONSE A progress bar will indicate that the analysis is being performed When the analysis is done close the analysis box and review the results Viewing the Results After the analysis has been completed you may plot time histories or force deformation results These plots are accessed through the appropriate buttons on the tool bar Example plots are shown in Figures 32 and 33 The items to be plotted are controlled by option buttons on the Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 74 plot
43. al Concepts Inc 3 1 2004 NONLIN User s Manual Page 83 El NONLIN Part Five NONLIN Dynamic Response Tool Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 84 Introduction The Dynamic Response Tool DRT is a utility used to illustrate in real time the fundamental concepts of structural dynamics This illustration is carried out with a multistory shear frame subject to sinusoidal ground excitation Both the properties of the shear frame and the ground motion may be altered by the user to see how such parameters effect dynamic response Accessing the DRT Environment The DRT tool is accessed by selecting the DRT option from the Model menu command as shown below Monlin Yersion 7 05 untitled File Parameters Model Quik Quake Quik Wave Window View Help v SDOF Fl MDOF STRUCTURE Pe SPOUT Launching the utility opens the form shown in Figure 42 Four types of data are required to define the shear frame the number of stories the stiffness of each story the mass of each story and the damping in each mode All of these values are defined in the Fundamental Properties section located on the left hand side of the form E Dynamic Response Tool x Fundamental Properties Number of Stories 3 Mode Period sec Freq Hz Freq rad sec p Displacement Magnification Load Amplitude Stiffness Mass 500 00 2 50 500 00 2 50 500 00 2
44. ary not in a continuously smooth scrolling manner When the summary window is the active window clicking the File menu and then Print All Pages or Print Current Page will send the appropriate portions of the OUT file to the printer ala lr 3 Gurrent Problem untitled RESULTS FROM AIN 1 ANALYSIS TYRE HONLINEAR STHUCTOIRAL FROFERTIES AS INPUT Initial Sei ffness 50 000 krin Seeain Hardening Stiffness 20 000 kin SLeucture Yield Strength 10 000 E Yiald Displicamant 0 200 in Atrruestural Wight 100 000 k Sreuctueal Damping 5 000 4 Critical 3TAUCTUAAL FROFERTIES DERIVED FROM INPUT Structure Masa Mass Units 0 259 k s4c2 in Structure Circular Frequency 13 894 ceding aac Brruetura Cyclic Frequency 2 211 Harter recur Fari of Vibration Brervetaral Damping Cana tant PGC ING FUNCTI FAGFERTIES Titla IMFERIAL VALLEY EARTHQUAKE EL CENTRO Absolute Maxime Walia 0 214 Number of Data Points 2674 Digitization Timistap 0 020 sacenda Analytical Tins Lap 0 0002 sacenda SUMMARY Of RESPONSE MAXIMA Maxinum Inestial Puros a2 7584 E Marina Damping Persa 4 2661 k Maximan Spring Forca 32 7787 k Marina Lamping Spring Fersa 33 2064 k Maximan Tetal Foros 841 21 4235 k Marina Computed Displacarant 1 3389 in Maximum Computed Velocity 11 8548 in aac Maximin Computed Acceleration 165 0748 inf sez Number af Yield Excursions 77 Displacement Dustility Damar 6 6987 HONLIN Version 7 00 15 Dec 035 06 42 PH Figure 13 Example S
45. cement is plotted in this window when the user animates the displacement response Figure 44 shows a snapshot of the program with this feature active Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 87 10 x FS Dynamic Response Tool Fundamental Properties Number of Stories E 500 00 2 50 2 500 00 2 50 500 00 2 50 Displacement Magnification SE Load Amplitude Iv Vary with forcing frequency Load Frequency Damping critical 2 00 4 d lt l gt Frequency AZ 1 001696 Compute i Lock Fundamental Fundamentals Properties Results Display f Show Response C Show Mode Shapes Show roof displacement lv time history Animate RESPONSE Stop Figure 44 Appearance of the program when animating dynamic response and the roof displacement In addition to animating the response to ground excitation this utility can also display the natural mode shapes First select the Show Mode Shapes option in the Results Display frame Next use the two VCR style buttons to cycle through the mode shapes One button displays the next mode shape and the other button displays the previous mode shape To animate any of the mode shapes press the Animate Modes button below the text box Figure 45 shows the utility during a mode animation sequence Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 88 F D
46. d 848 points of zero amplitude data The frequency range maximum recoverable frequency in a FAS plot is given by 0 5 nee a rane 0 5 dt where Ar is the digitization time step of the original record The maximum recoverable frequency f is also known as the Nyguist frequency This is equal to one half of the range sampling frequency For example to fully recover a sine wave with a frequency of 1 0 Hz you Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 34 must measure at twice this frequency or 2 0 Hz The FFT routine provide amplitudes at n 2 discrete frequencies within this range where n is the number of points passed to the FFT routine Defining a Wave Forcing Function When Forcing Function is activated the icon in the Dynamic Force Applied as frame resembles a complex wave form Clicking on this icon shown below opens a special window for inputting and plotting a forcing function which consists of a linear combination of simple sine Square or triangular waves The WAVE GENERATOR window is shown in Figure 9 WAYE GENERATOR i al xj Startup Ramp e Add Startup Ramp Time as of Length 12 Signal Length and Digitization Length of signal seconds 20 00 Digitization Interval seconds 0 0100 ho Humber of Points 2000 Force k Period sec Phase sec Duration sec Generate Signal 30 00 3 00 0 00 10 00 10 00 An Time History Plot Point of App
47. drawing program such as Paint you can Paste the image to the drawing program workspace by using the Edit menu From this point you can modify the image print it or save to a file Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 49 El NONLIN Part Three NONLIN MDOF Systems Advanced Modeling Capabilities Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 50 Introduction Version 7 05 of NONLIN has new capabilities that allow you to model more complicated structures with more complex hysteretic properties The basic model is a three degree of freedom system with the capability to analyze base isolated structures and structures incorporating passive energy devices P Delta effects are included directly as a structural parameter The new hysteretic models allow simple bilinear behavior complex multilinear behavior including strength degradation stiffness degradation and pinching An advanced smooth hysteretic model with strength and stiffness degradation and pinching is also included The new capabilities are provided in a special module of NONLIN referred to herein as MDOF NONLIN The material presented in this section of the NONLIN documentation refers almost exclusively to MDOF NONLIN Theoretical Description Structural Idealization NONLIN analyzes the three degree of freedom system pictured in Figure 15 Isolator Figure 15 Basic Model used in MDOF NONLIN In th
48. e appropriate box is checked Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 63 The Hysteresis panel is used to set the hysteretic model type and to enter the backbone curve properties shown in Figure 16 If the model is symmetric same positive and negative values data entry is simplified by checking the Symmetric box If the model type is Linear the data entry boxes for all inelastic properties are disabled a FRAME PROPERTIES i Mass Weight TF Input as WEIGHT Mass DOF 1 bo o00 Hysteresis Linear Multilinear Symmetric O Bilinear Smooth INITIAL STIFFNESS K1 125 000 SECONDARY STIFFNESS K2 ooo SECONDARY STIFFNESS K3 ooo POSITIVE YIELD STRENGTH 50 000 NEGATIVE YIELD STRENGTH 50 000 Common Parameters for Multilinear and Smooth Models Pos Ultimate fi 5 000 Med Ultimate 5 000 Ductility Ductility Alpha fi 00 000 Deta 1 0 500 Deta 2 0 300 Multilinear Model GAMMA 0 600 Lambda 0 400 O N Gap 2 000 Bilinear Type Phi Gap 3 000 Bilinear kappa f Pinching O D CO vertex Damping CRITICAL 5 000 COMPUTED C Testing Hysteresis f Damping TEST CANCEL SET USE Figure 22 The Frame Properties Box Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 64 For the Bilinear model only negative values may be entered for secondary stiffness K2 and K3 Otherwise all other values should be entered as positive The sig
49. e left and using the arrow Lc to move the motion to the Selected Earthquakes list on the right If it is desired to remove a particular earthquake from the selected list move it back to the left using the button All of the motions may be moved to the left at once using the button Figure 38 shows an updated list with five ground motions selected but not yet scaled The default scale factor of 1 0 1s shown together with the peak ground acceleration for each earthquake Before scaling the ground motions the Target Scaling Parameters must be entered The basic target scaling parameters are e Target Acceleration g e Target Period of Vibration seconds e Target Damping percent critical The Target Acceleration is specified by the user A good value for this would be the design level pseudo acceleration from a code based e g ASCE 7 response spectrum Incremental Dynamic Analysis Available Earthquakes selected Earthauakes Scaling Parameters PACOMA2 ACC Target Accel 9 GOL ACC 1 000 Target Period KERMA ACC 1 000 Target Damping NRIDGE1 ACC 1 000 0 TEPEE muiaki Mo of Increments OAKVVHT ACE 1 000 7 S MONIT ACC 1 000 i Use System Parameters SANFERANZ ACC Syimnarx acc Oiuctilit Limit 10 Auto Scale Rum K Update Plot Clear List Ris Plot Close i Damage Factor pap C Use Target Scaling Parameters Figure 38 IDA environment showing five earthquakes selected but not yet scaled Scaling factors are determ
50. eed with the definition of loading and then analysis Before doing so it is advisable to review the properties that have been set and to compute the dynamic properties of the structure MDOF NONLIN provides several tools for the review of the data These tools are provided through buttons 2 3 and 8 on the toolbar The Display Matrices Button button 2 displays the initial stiffness matrix the geometric stiffness matrix for P Delta effects the total stiffness matrix the mass matrix and the damping matrix An example of the Matrices Window is shown in Figure 27 ENmMATRICES ELASTIC STIFFHESS MASS 1 25E 02 5 00E 00 1 00E 02 1 00E 00 1 00E 11 1 00E 09 1 35E 02 1 00E 01 1 00E 01 1 10E 02 1 25E 02 1 00E 02 ELL 441 GEOMETRIC STIFFNESS DAMPING 0 00E 00 2 25E 01 2 00 01 0 00E 00 0 00E 00 2 00 01 2 000 01 0 00E 00 0 00E 00 0 00E 00 0 00E 00 0 00E 00 0 00E 00 0 00E 00 0 00E 00 0 00E 00 0 00E 00 0 00E 00 a on om 2 aren o mer ae eS TOTAL STIFFHESS 1 35E 02 1 00E 01 1 25E 02 1 00E 01 1 10E 02 1 00E 02 1 25E 02 1 00E 02 1 00E 11 ar er aE ar arar oF a os ae ELL Figure 27 The Matrices Window Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 70 Dynamic Properties MDOF NONLIN computes both the damped and undamped dynamic properties of the model These values are obtained by clicking the Dynamic Properties button on
51. een the Structure Box portrays a picture of the structure similar to that shown in Figure 1 The Menu Bar The menu bar has 7 items File Save model or open previously saved model Parameters Toggle on off P Delta Effects Units Set Units Model Toggle between SDOF and MDOF models Quik Quake Quickly load earthquake Quik Wave Quickly load forcing function Window Window Manipulation Help NONLIN Help System With the exception of Parameters and Units these menu items are self explanatory Please refer to the NONLIN manual for information on the use of Quik Quake and Quik Wave The Parameters item is used toggle on or off P Delta effects When turned on a P Delta input box appears in the lower left hand of the MDOF NONLIN window below the load selection panel When the P Delta button is clicked a data entry form is opened where you are required to enter the height of the frame columns and if the isolator is activated the height of the base isolator Also enter the gravity multiplier if you want P Delta effects to be based on gravity forces larger than obtained those from the mass alone The P Delta entry form is shown in Figure 19 After the correct values have been entered click SET to save the value to memory and USE to close the box Click CANCEL to close the box without making a change P Delta effects are based on the weight of the frame and the weight of the isolator only Because masses are typically used for these quantiti
52. eleration units length sec when earthquake time histories are used as loading This will be explained in more detail in the Loads section of this documentation MDOF NONLIN automatically enters the acceleration units when you switch from inches to feet NONLIN will automatically open the units box if you attempt to perform an operation requiring the acceleration of gravity units with out first setting the units Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 61 E Note ou must use consistent units throughout this program This program makes no unit conversions E METRIC Length Units Force Units f Inches C Pounds C Feet ie Kips Acceleration of Gravity 386 1 OF Cancel Figure 20 The Units and Acceleration of Gravity Box The Tool Bar The NONLIN Toolbar contains eight buttons l 2 3 4 5 6 7 a El zi The buttons are described below E 33 3b M4 1 95 C BB 12 1 Restore the main structure screen after 1t has been closed 2 Set analysis parameters and compute response 3 Display Structure Property Matrices 4 Compute and Display Dynamic Properties Frequencies Damping values etc 5 Plot time history results 6 Plot hysteretic results 7 Show summary table Note that one or more of these buttons will be inactive 1f all the required data has not been entered or 1f an analysis has not been completed Advanced Structural Concepts Inc 3 1 2004 NONLIN Us
53. ent of critical value Damping values are explained in more detail in the Entering Structural Properties section Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 10 Nonlin ersion 7 05 SteelFrame02 Fie Parameters Model Quik Quake Quik Wave Window View Help FOOL AE 490L 1 400 490 Ybtestingfilenamelength Acc IMPYAL1 ACL IMPYAL10 ACE IMP ale ACT KERMI AC KERM ACL LOMA P1 ACC MEXCIT1 ACE MESC CIT AI newimprali acc NRIDGEL ACC WRIDGES ACL NRIDGES ACC OAK WHI AE OAK WHS ACC FPACOIMAI Ac FACOIMAZ ARE PAREOGO ACC PARE1SO ACC PULSE ACE RS TEST ACE SAMFERMI ACL SAMFERMZ ACC sylmarx acc S MONIC ACE 5 MONTE ALE C METRIC The Quik Quake menu is only displayed when the STRUCTURE PROPERTIES INPUT window is open Quik Quake is a shortcut method of bringing earthquake data into NONLIN for use in a simulation Clicking Quik Quake displays a list of the earthquake ground acceleration record file names supplied with the program Clicking one of the acceleration file names immediately loads the appropriate acceleration record to be applied to the structure The name of the earthquake record is displayed at the bottom of the STRUCTURE PROPERTIES INPUT window Choosing an earthquake acceleration automatically changes the dynamic force to be applied as a ground acceleration for analysis by the program The Quik Quake option will appear in gray if no acceleration records 1 e the ACC files are
54. epresented as a fraction of gravity This is useful to Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 36 when trying to model specific ground motion characteristics that are not present in the earthquake files supplied with NONLIN Displaying Wave Generator Plots After all wave parameters have been set click on the Generate Signal to create the waveform When the wave is ready the Time History Plot and the FFT Plot buttons become active and when clicked cause the program to display the corresponding plot The Time History plot shows the force amplitude versus time If the Plot Total Wave Only box is checked the intermediate waves will not be plotted The FFT Fast Fourier Transform plot transforms the wave from the time domain to the frequency domain so that the normalized energy content of the wave versus frequency can be seen To obtain a hard copy of a plot click the File menu followed by the Print Form menu When you are ready to use the waveform in response computation press the USE for ANALYSIS button at which time the WAVE GENERATOR window will automatically minimize If all structural data has been previously input you are now ready to proceed with an analysis of the structure Part Two of this manual describes the execution of the program to obtain analysis results Free Vibration The free vibration option imposes an initial unit displacement on the structure and then releases the structure
55. er s Manual Page 62 Structure Type Panel The structure type panel allows you to select the type of model to be analyzed Either click the picture of the structure or click the adjacent option button to select the structure type After the type is selected the picture will be shown with a red border and the frame picture will change to reflect the selection Figure 21 below shows the Braced Frame with Device as being selected and to the right the re drawn structure is shown Note that the isolator and first floor slab has been removed from the structure SIMPLE FRAME BRACED FRAME BRACED f FRAME with DEVICE ISOLATED FRAME ISOLATED C BRACED FRAME ISOLATED C BRAC CED FRAME with DEVICE Figure 21 Structure Type Panel and Resulting Model The properties of the frame are entered after clicking the FRAME button The small box to the right of the FRAME button shows a question mark After the frame properties have been properly entered the question mark changes to an exclamation point to indicate that the data has been set Entering Structural Properties The frame properties panel shown in Figure 22 is available after clicking the FRAME button This box is divided into sub panels each designed to enter a specific portion of the data At the top of the main panel a sub panel is provided for mass entry This mass may be entered in mass units force sec length or in weight force units if th
56. erred to your printer in the event that your printer cannot handle the amount of data sent with a plot every point plot You may have to experiment to find the largest number of points 1 e the highest resolution that your printer can handle The COMPUTED TIME HISTORIES plots possess a helpful feature If you drag the cursor across any of the three plots the cursor becomes a double headed arrow with a vertical line through the middle You will notice that changing data values are given above each plot that corresponds to the position of the cursor You can obtain a hardcopy of the plots by clicking the File menu and choosing Print Form If you choose the Create File menu option the NONLIN XLI tab delimited file is written to disk Uses for this file are the same as the other XIx files already described Additionally for all time history results except Yield Codes you can view the time history calculated as a Fourier Transform in the FFT window by clicking the FFT button to the right of each plot Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 43 Computed Hysteresis Plots Generally the next output view of interest are the COMPUTED HYSTERESIS PLOTS The plots are useful to view various forces in the system versus displacement acceleration or velocity Clicking the appropriate button opens the window which always displays three plots The plots show inertial force damping force and spring force versus d
57. es NONLIN will convert to weight by using the acceleration of gravity constant that is set by opening Units on the menu bar Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 60 a P DELTA PROPERTIES GRAYITY LOAD PROPERTIES MULTIPLIER 1 000 HEIGHT PROPERTIES FRAME COLUMN LENGTH ISOLATOR HEIGHT NOTE MUST BE NONZERO Figure 19 The P Delta Data Entry Box The structure may become unstable due to P Delta effects This is particularly true when the isolator is used To prevent this type of instability the stiffness of the isolator must be as follows G m zt m h Where mpr and z are the masses of the frame and isolator h is the height of the isolator and G is the acceleration of gravity If this condition is not satisfied MDOF NONLIN will issue an error message prior to computing dynamic properties or prior to performing an analysis k gt Units MDOF NONLIN requires you to use consistent units throughout the analysis You can not automatically switch units as you can in the NONLIN SDOF model Clicking on Units on the main menu opens the Units box shown in Figure 20 In the current version of the program only U S customary units may be specified The length and force units you choose are used only to label the plots produced by the program The acceleration of gravity is used in converting weight to mass or mass to weight when required by the program It is also used in setting true acc
58. es per line and length units used for the following acceleration velocity and displacement data blocks which are listed below Each data block begins with a header which is read but otherwise ignored by NONLIN An partial listing of the file LOMAPI ACC is given ahead The lines with in column 1 indicate data that was eliminated from the record for brevity Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 95 Example Acceleration Record for Loma Prieta Earthquake 4 LOMA PRIETA EARTHQUAKE OAKLAND OUTER HARBOR WHARF OCTOBER 17 1989 17 04 PDT CORRECTED ACCELEROGRAM CHANNEL 1 270 DEGREES CDMG QL89A472 SOURCE NISEE U C BERKELEY CALIFORNIA 2000 0 02 8 CM 2000 0 02 8 CM 2000 0 02 8 CM 2000 POINTS OF ACCEL DATA EQUALLY SPACED AT 020 SEC UNITS CM SEC SEC EAS n 708 LO LSO 1 199 34213 3 521 2 479 ROS e ESA A ZS 6 067 4 769 FeO 3 444 7 283 9 006 6 764 3 293 Sst Oso 1 264 210 Bee 486 3 088 5 707 Eg Lo 3 141 708 10 550 ADO 11 184 2000 POINTS OF VELOC DATA EQUALLY SPACED AT 020 SEC UNITS CM SEC 106 L36 eee L37 126 081 0TA 047 060 006 OA a 206 o les HO 344 Fa 0 072 086 188 we ee CSS 334 DO 395 484 561 550 449 274 049 OZ 2000 POINTS OF DISPL DATA EQUALLY SPACED AT 020 SEC UNITS CM 021 023 026 AS 032 034 035 035 034 033 034 037 042 049 056 062 065 065 062 098 052 046 040
59. f the structure under the mass icon Figure 1 shows the structure window with the results panel activated Note that the View menu is available only when the STRUCTURE PROPERTIES INPUT Window is active Nonlin Yersion 7 05 SteelFrameD2 Fie Parameters Model Quik Quake Quik Wave Window View Help Contents Search for Help on How to use Help j STRUCTURE PROPERTIES INPUT Se ee About MELIA Unit Type Length Units Force Units The Help menu contains only contains four submenu topics Selecting Contents from the Help menu displays an alphabetical list of the contents of this help file You can also search for a specific help topic by selecting Search How to use Help displays the standard Windows Help on Help text for users unfamiliar with the Windows help system The last item in this menu is About NONLIN Click on this menu item to contain basic information about the program Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 13 The Button Bar The button bar contains seven buttons each of which is briefly described below Structure Restore Button El Press this button to restore tte STRUCTURE PROPERTIES INPUT window if it has been closed In most cases you will keep this window open at all times NO GO GO Analysis Buttons m e When NONLIN is first loaded the NO GO button shown at the left will appear with a red square in the center This indicates that not all of the required data has been inp
60. hQuakes Earthquakes Scaling Parameters Target Accel y Target Period s Target Damping Target Multiplier No of Increments Factor PGA STRENGTH STIFFNESS Kg Use System Parameters Use Target Scaling Parameters 10 0 40 Ductility Limit Damage Factor System Clear List Period sec Figure 35 Main form for Incremental Dynamic Analysis in NONLIN Incremental Dynamic Analysis Available Earthquakes 490LY ACC 490L4 1 ACC 49OL Ytestingfilenamelenc Selected Earthauakes Earthquakes Factor PGA Plat a Scaling Parameters Target Accel q Target Period Target Damping Target Multiplier Mo of Increments Use System Parameters Use Target Scaling Parameters 10 0 40 Figure 36 Ground motion selection and scaling for IDA analysis Cuctility Limit Damage Factor System Properties Used for Analysis WWEIGHT A k1 STIFFNESS K2 K2 Linear Analysis 0 Non Linear Analysis Include P Celta STRENGTH STIFFNESS Kg DAMPING System Period sec Figure 37 Structural parameters input Advanced Structural Concepts Inc Page 78 3 1 2004 NONLIN User s Manual Page 79 Data Input for IDA Analysis The first step in any IDA analysis is to select the ground motions Ground motions are simply selected by clicking on the desired motion in the Available Earthquakes list to th
61. he energy of the Imperial Valley Earthquake as measured at El Centro in May 1940 was focused between 1 and 2 25 Hertz A Fourier transform often referred to as FFT which is technically incorrect because the FFT is a method whereas the transform itself is a result converts a time function into a frequency Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 32 function A Fast Fourier Transform FFT is a preferred numerical method to compute the Fourier transform An FFT requires that the number of time amplitude data points passed to the routine be a power of 2 This is automatically taken care of in NONLIN Different segments of an earthquake may have different frequency content The Traveling FFT provides a method for determining the frequency content of segments of the ground motion or computed response consisting of 128 256 or 512 contiguous points in the motion An example of this screen is show in Figure 8 OSI FFT Tool xj input Motion l l 4 20E 00 Fourier Amplitude Minimum 0 2546 3 60E 01 hMac lt imum 0 1781 F 2086 07 aaa O O ft T ee P pp X Axis of Points ac ea DO O O Maximum fog 7 256 IY Automatic gt J at Frequency Hz dias Y Axis Maximum L Minimum Prg 7 h Jazz Maximum fi 0 2 ane Amplitude 0 00E 00 I Automatic PRE hass 0 0 50 10 0 15 0 20 0 25 0 7 a o Frequency Hz Pre
62. he entire response is shown in the large plot at the upper right of the FAS window and to the left of this is a small plot showing the entire time history see Figure 8 This time history has a small traveling window whose position is controlled from the VCR type controls on the button bar at the right of the window Across the bottom of the form are three smaller FAS plots representing three intervals of wither 128 256 or 512 contiguous points from the original record You select the number of points to use from the of Points frame on the window Note that the center plot on the bottom of the window represents the time range shown in the moving window The plots to the left previous and right next represent the windows to the left and right of the traveling current window Note that the three adjacent windows overlap as shown in the figure below The smaller the number of points used in the traveling FAS window the coarser the resolution in the plot H Next Window Acceleration g Current Window 0 5 10 15 20 25 30 Time seconds The FFT algorithm used by NONLIN requires that the number of points passed to the routine be a power of two For the original time history a portion of zero amplitude response is appended to the record to provide the required number of points For example if the input output record contains 1200 points the number of points sent to the FFT routine would be 2048 1200 points of data an
63. hese types of Response Spectrum plots may be printed by selecting the Print Plot option from the File menu Note that you also have the option of printing a blank tripartite plot By choosing the Separate Plot Type option the program displays three plots displacement versus period pseudo velocity versus period and pseudo acceleration versus period The Separate Plots may be Log Log Log Arithmetic or Arithmetic Arithmetic Example Separate Plots are shown in Figure 5 Earthquake Response Spectrum SAN FERNANDO EARTHQUAKE 6244 ORION BLYD i o x Compute Plot Values Coordinates Period seconds Frequency Hertz Displacement mm Velocity mm s Acceleration g Damping Values Critical o Lwie Response Damping 17 730 0 129 Too M T5 a C 2 50 4 25 M 10 0 A 5 00 jf 5 0 Other 0 00 CJ 10 00 1000 00 S2 Plot Type Pts Decade Separate C40 80 Tripartite i 20 160 100 00 Demand 400 320 For Separate Plots Log Log e 0 01 0 10 1 00 10 00 Log Arithmetic Period Seconds Arithmetic Arithmetic Displacement mm Pseudo Acceleration 1 Plot Spectral Quantities V3 1000 00 HH HHH EEE 10 00 EA 2H HH Period Seconds 2 Frequency Hertz mi 100 00 ME HIM Fatal 1 00 at a Hi Length Units _______ a HH Stites Geeta del z AAA Ts IO O DD iz d iya TI TE
64. ield Strength ISULATOR PROPERTIES Hass 0 000000001 E Figure 29 The Summary Table Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 72 Establishing Loading Functions MDOF NONLIN provides three methods for entering loading functions into the model 1 Simple impulsive loads more complex load histories as well as ground accelerations may be entered through the use of the loading panel at the bottom left of the main MDOF NONLIN window as shown in Figure 30 below These functions are identical to those used in the SDOF environment of NONLIN The advantage of this method is that response spectra and Fourier amplitude spectra may be obtained for the input records Dynamic Force Applied As Ground Acceleration H o Forcing Function Figure 30 The Loading Panel for Establishing Load Functions 2 As with the SDOF version of NONLIN the Quik Quake and Quik Wave items on the tool bar may be used as a shortcut to method 1 above Both the methods are thoroughly discussed in Part 1 of this manual Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 73 Running the Analysis gt After all the structural and loading information has been set the analysis may be carried out To do so click the analysis button on the toolbar The analysis box then opens as shown in Figure 31 SOLUTION q 10 x SOLUTION PARAMETERS f Constant Average Acceleration Increment
65. ill appear for each ground motion Once all of the analyses have been completed the IDA graphics are presented as shown in Figure 41 The IDA graphics include a large IDA plot and three small response histories The main IDA plot shows the target acceleration on the Y axis and a response measure on the X axis Currently the available response parameters are Peak Displacement Peak Ductility Demand Peak Base Shear And Peak Residual Deformation The first two response histories are fixed but the third allows the user to plot a variety of items including yield code One of the most useful aspects of the main IDA plot is that the individual response histories from which the IDA values were derived can be viewed by clicking on the IDA plot The individual response histories may also be advanced by using VCR type buttons The final aspect of IDA analysis noted here is that in some cases the displacements from an individual analysis may be extremely large due to dynamic instability While this information is useful for plotting purposes it is necessary to limit the range of the X axis This is the purpose of the Ductility Limit shown below the scaling frame The default for this parameter is 10 Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 82 The data produced from the IDA analysis may be saved to a tab delimited file or the IDA plot may be printed Use the Plot menu on the IDA form to accomplish the
66. indows is currently the active The File menu displays the following submenus when the STRUCTURE PROPERTIES INPUT window is open Nonlin ersion 7 05 SteelFramed Fie Parameters Model Quik Quake Quik Wave Window View Help Mew Problern Open Problem Save Problem Save Problem 45 Exit C Program Files Advanced Structural Concepts Nonlin steel ametz nin C Program Files Advanced Structural ConceptsiMonlinSteelPrameD1 nln C Program Files Advanced Structural Concepts Nonlin ater Tank nin C Program Files Advanced Structural Concepts Nonlin JobMNogz34 nln C Program Files Advanced Structural ConceptsiMonlinSCOTT1 nin C Program Files Advanced Structural Concepts Monlin Seattle str nin You can save individual problems in separate files You create problem files which contain all necessary input data to run a NONLIN analysis All problem files have the NLN file name extension The first four submenus allow the creation storage and retrieval of problem files In addition the file names of past problem runs will appear below the Exit submenu as shown above This is typical of many Windows applications Clicking the problem file name will load the problem Clicking on Exit immediately terminates the program If a secondary input or output window such as those which display screen plots of acceleration velocity and so on is open the File menu changes to display one of various sub menus depending upon which secondary window is o
67. ined such that the peak pseudo acceleration for a linear SDOF system with the specified target period and specified target damping will be exactly equal to the target spectral acceleration The Target Period and the Target Damping may be specified by the user but it 1s preferred to use the same properties as will be used in the structural analysis This is the default and is consistent with the recommendation of Shome and Cornell 1998 The scaled ground motions are shown in Figure 39 The scale factors are based on the structural parameters shown in Figure 40 Note that the parameters are entered exactly as in the main NONLIN program If the parameters were entered on the main NONLIN form before invoking Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 80 Incremental Dynamic Analysis Available Earthquakes selected Earthauakes Scaling Parameters PACOMAZ ACC ale aS Target Accel q 490LY ACC 0 700 Target Period KERN ACC 1 311 Target Damping RIDGE ACC 0332 0 Target Multiplier DARAHT ACC 0 851 Me ee S MONIC ACC 0 5606 le Use System Parameters Use Target Scaling Parameters Ductility Limit 10 Damage Factor joan Figure 39 IDA environment showing five earthquakes scaled to a target acceleration of 0 4g a Properties Used for Analysis 5000k 200kin 2000k STIFFNESS Kg 5 00 critical Linear Analysis Non Linear Analysis en 452 Li Include F Deta Figure 40 Structura
68. iption 37 Signal Length 37 Simple bilinear 57 slider 50 SMOOTH hysteresis 56 Spectral Coordinates 30 31 START ANALYSIS BUTTONS 13 Startup Ramp Frame 37 STEP FACTOR X 9 stiffness matrix 55 strain hardening 2 20 21 Strain Hardening Stiffness 20 structural energy 14 Structural Properties 66 STRUCTURE PROPERTIES INPUT 6 12 13 16 23 25 41 STRUCTURE RESTORE BUTTON 13 Structure Type 65 Summary of Computed Results 8 15 T tangent stiffnesses 35 Target Acceleration 83 Target Damping 83 Target Increments 84 Advanced Structural Concepts Inc Page 99 3 1 2004 NONLIN User s Manual Target Multiplier 84 Target Period of Vibration 83 the EARTHQUAKE GROUND ACCELERATION INPUT frame 25 The Menu Bar 62 the STRUCTURE PROPERTIES INPUT 7 9 10 11 Tool Bar 65 Trilinear 57 Tripartite 29 30 31 U Units 63 64 V VCR style buttons 89 VCR type buttons 85 velocity 25 27 28 98 velocity exponent 71 Vertex oriented 57 VIEW menu 12 W Wave Forcing Function 36 WAVE GENERATOR 12 36 37 38 window 35 WINDOW menu 12 Windows Clipboard 51 WordPad 2 Y YIELD STRENGTH 17 22 Advanced Structural Concepts Inc Page 100 3 1 2004
69. is of the defined structure If you choose a linear analysis the secondary stiffness and yield strength buttons are disabled because they do not apply to a linear analysis The frame for this selection 1s shown below Constitutive Properties Ye 34 00 kin 23 00 kin 50 00 k 4 00 Kin C NONLINEAR ANALYSIS Ww INCLUDE P DELTA Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 22 Dynamic Properties Output Frame This frame is located in the lower right corner of the STRUCTURE PROPERTIES INPUT window The frame echoes the structure properties input values Except for the Gravity line the frame will contain no values until the structure properties have been defined either by defining a new problem or loading a problem file Dynamic Properties Period seconds Frequency Hertz Frequency R sec Effective K1 Kin Effective Fy k Damping Mass Gravity 0 199 k seciin 0 117 kK sec in 386 1 in sec sec Summary of Latest Run Output Frame This frame is located inside the structure diagram in the STRUCTURE PROPERTIES INPUT window It provides several items of output data that are updated after every run The frame contains no values until an analysis run has been executed 5 00 critical Summary of Latest Run Spring Force Damping Force Spring Damping Displacement Ductility Demand Yield Events Energy Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual
70. is structure the frame device and isolator may have nonlinear force deformation relationships and the brace is always assumed to be linear In addition the device and the Source code for the multilinear and smooth hysteretic models was provided by A M Reinhorn and M V Sivaselvan of the Multidisciplinary Center for Earthquake Engineering Research MCEER State University of New York Buffalo New York The models are completely described in the report Hysteretic Models for Cyclic Behavior of Deteriorating Inelastic Structures The MCEER Technical Report Number to be published in 1999 was unassigned at this writing Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 51 isolator may have linear or nonlinear viscous damping The elastic inelastic spring and damping components of the device and the isolator are assumed to act in parallel P Delta effects may be included in the solution if desired The inelastic behavior of the frame device and isolator may be described by three different models simple bilinear multilinear and smooth A linear elastic model is also available The simple bilinear model provides strength degradation The multilinear and smooth models allow for degradation of stiffness and strength with or without pinching The assumed hysteretic behavior of these elements is described in detail later The base structure may be configured into a variety of types Simple rigid frame Braced fra
71. isplacement by default An example of the hysteresis plots are presented in Figure 11 6 Computed Hysteresis Plots IMPERIAL VALLEY EARTHQUAKE EL CENTRO Damping Force k 1 00 0 00 r 2 1 00 0 00 1 00 2 00 2 00 1 00 0 00 1 00 Displacement in Displacement in Displacement in Figure 11 Example of COMPUTED HYSTERESIS PLOTS You can change the ordinates to one of five different force types and the abscissas to displacement acceleration or velocity by clicking the down arrow boxes above and below each plot If you change any of the values the plots will automatically be updated The COMPUTED HYSTERESIS PLOTS window contains the RESIZE button The function of this button is identical to the function described in the COMPUTED TIME HISTORIES section above You can obtain a hardcopy of the plots by clicking the File menu and choosing Print Form Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 44 Computed Energy Plots This plot shows the total energy dissipated over the time span of the earthquake or forcing function event The energy contributions of the kinetic strain damping and hysteretic energies as well as the total energy are shown An example of the energy plot is shown in Figure 12 5 Computed Energy Plots Efe o x Plot Energy As Energy Contribution as of Total Relative Kinetic Strain Damping Hyst i Total IAL VALLEY EARTHQUAKE EL CENTRO eretic Absolute oT
72. ke files have a name in the format FILENAME ACC where FILENAME is a one to eight character name and ACC is the default extension for the accelerograms When installing NONLIN several acceleration files were copied to the NONLIN directory of the hard disk In Figure 2 the file which has been opened is NRIDGEI ACC Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 24 For NONLIN to be able to read an acceleration record it must be in a special format This format is described in detail in Appendix B of this documentation After the file has been opened NONLIN displays a description of the file and shows the pertinent aspects of the record including the number of points in the record the digitization interval the duration and minima and maxima of acceleration displacement and velocity if present in the record NONLIN also shows the units at which the record was loaded As mentioned earlier the record will be non dimensionalzed by dividing by the appropriate acceleration of gravity before being sent to the computational unit of NONLIN EARTHQUAKE GROUND ACCELERATION INPUT Acceleration Data I File Name CiProgram Files Advanced Structural Concepts Honlin Sanfern1 ace Description SAN FERHANDO EARTHQUAKE 8244 ORION BLVD FEBRUARY 9 1971 0600 PST CORRECTED ACCELEROGRAM DEGREES 90 CALTECH IC 048 SOURCE HISEE U C BERKELEY CALIFORNIA Number of Points Digitization Interval Duration 2975 0 02 second
73. l C A Incremental Dynamic Analysis Structural Dynamics and Earthquake Engineering Volume 31 No 3 March 2002 Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 90 Acknowledgements NONLIN was developed by Dr Finley A Charney of Advanced Structural Concepts Denver Colorado The developer would like to thank Mr Michael Valley of J R Harris amp Company Denver Colorado for his assistance in verifying the results of the program and for making helpful suggestions throughout the development process Coding of the program was produced by Dr Finley Charney and Mr Brian Barngrover Mr Scott Harper and Mr Riaz Syed assisted in the writing of the manual Funding was provided through a grant from the Federal Emergency Management Agency FEMA NONLIN was written in Microsoft Visual Basic Professional Version 6 0 The files MHPFST VBX and MHRUN400 DLL are part of the IO Tech VisuaLab GUI system MDOF NONLIN was developed by Schnabel Engineering Associates Inc Of Denver Colorado in association with and Advanced Structural Concepts Inc of Golden Colorado The program was designed by Finley A Charney Ph D P E and was programmed by Dr Charney Mr Brian Barngrover and Mr Jeff Dobmeier using Microsoft Visual Basic Funding for the project was provided by the Federal Emergency Management Agency The program was reviewed by Mr Tim Sheckler and Dr Robert Hanson both with FEMA The project was contrac
74. l parameters used for scaling IDA the properties will be automatically moved to the IDA form Similarly all properties entered on the IDA form will be automatically copied to the main NONLIN form The two additional parameters in the ground motion scaling frame are e Target Multiplier e Target Increments maximum 50 If for example the target acceleration is 0 4G the target multiplier is 2 0 and the number of increments is 10 ten response histories will be run as follows Run 1 Original Motion x Scale Factor x 2 0 x 1 10 Run 2 Original Motion x Scale Factor x 2 0 x 2 10 Run 3 Original Motion x Scale Factor x 2 0 x 3 10 Run 4 Original Motion x Scale Factor x 2 0 x 4 10 Run 5 Original Motion x Scale Factor x 2 0 x 5 10 Run 6 Original Motion x Scale Factor x 2 0 x 6 10 Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 81 Run 7 Original Motion x Scale Factor x 2 0 x 7 10 Run 8 Original Motion x Scale Factor x 2 0 x 8 10 Run 9 Original Motion x Scale Factor x 2 0 x 9 10 Run 10 Original Motion x Scale Factor x 2 0 x 10 10 Note that if a linear analysis is executed for run 5 and if the scaling is consistent with the structural parameters the peak pseudoacceleration from the analysis will be exactly equal to the target acceleration Running the IDA Analysis and Interpreting the Results The IDA analysis is initiated by clicking the command button After doing so a progress bar w
75. le in the application for getting more out of NONLIN The User s Guide uses the following notations and conventions Italics represent error or cautionary messages Bold Courier represents the input expected of the user Text in Ariel font represents a menu command Function keys and other special keys are enclosed in brackets For example f 4 lt and gt are the arrow keys on the keyboard F1 F2 etc are function keys BkSp is the Backspace key for backspacing over characters De1 is the Delete key for deleting characters to the right Ins is the Insert key for inserting characters to the left of the insertion point The symbol and Enter refer to the same key Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 2 Welcome to NONLIN What is NONLIN NONLIN is a Microsoft Windows based application for the dynamic analysis of single degree of freedom structural systems The structure may be modeled as elastic elastic plastic or as a yielding system with an arbitrary level of secondary stiffness The secondary stiffness may be positive to represent a strain hardening system or negative to model P Delta effects The dynamic loading may be input as an earthquake accelerogram acting at the base of the structure or as a linear combination of sine square or triangular waves applied at the roof of the structure The program uses a step by step method to solve the incrementally no
76. lication C DOF 4 C DOF t DOF3 Random Home Add Random Noise Apply as a Ground Of Max Amplitude Motion Frequency Data T 20 00 2 0 0 25 00 0 50 10 00 LEE L TE LECE Maximum k Minimum kK 32 92 32 92 El Plot Total Wave Only USE for ANALYSIS Signal Description Sample Wave Form Figure 9 The WAVE GENERATOR Window The WAVE GENERATOR window consists of six frames plus four buttons Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 35 After you have defined a wave form you can save it via the Wave form menu as show below You can also load an existing wave form rename the current wave form or start a new one Monlin Yersion 7 05 untitled waveform Window Help Mew Waveform Open Waveform Save Waveform Save Waveform 5 Exit In the Signal Length and Digitization Frame you enter the total wave duration and the discretization interval The number of time steps is then automatically computed and displayed To create a signal move to the Frequency Data Frame and select the wave type for each component of a one to five part wave Individual wave components may be sine square or triangular in type At least one wave must be active at all times For each wave activated the Period the Amplitude the Phase Lag and the Duration of each wave component must be specified The duration of any or all waves may be set t
77. llustrated below Note that K must be less than the initial stiffness of the structure and must be greater than or equal to zero Force Strain Hardening 5 Ey Elastic Plastic Displacement P Delta Stiffness Ka Button La The P Delta stiffness Kg needs to be supplied if the user chooses to include P Delta effects in the analysis The choice to include the P Delta effect in the analysis is made by checking unchecking the checkbox named INCLUDE P DELTA To input the P Delta stiffness press the P DELTA STIFFNESS icon and respond to the prompt Even though this stiffness is entered as a positive quantity it is converted to a negative value in the display as an indication of the P Delta effect Based on the P Delta stiffness value supplied by the user the program automatically adjusts the initial stiffness and the yield strength to include such effects This is accomplished as explained below Assume a structure without P Delta effects considered has an initial stiffness K a yield strength Fo and a strain hardening stiffness of zero Yield strength is described in the following section The structure is shown in the figure on the next page Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 20 P Force Without P Delta With P Delta O O Displacement Under gravity force P compression positive the structure has an initial stiffness K K Kg where Kg the P Delta stiffness is computed as
78. m to obtain numerical and graphical output describing the response A brief summary of typical input actions follows e Define the units e Define the properties of the model structure e Define the forcing function by choosing an earthquake or defining a wave forcing function e Define the type of analysis desired that is linear or nonlinear or e Open a problem file in which input information has been saved and make modifications if necessary This section of the manual addresses the actual running of the program to produce the output results Running the Analysis Running the analysis of the model structure to obtain the dynamic response is very simple After you have entered all data necessary input data the red NO GO button gives way to the green GO button The presence of the GO button gives you an indication that necessary and sufficient input data has been entered To produce an analysis run simply click the GO button A progress bar will appear at the bottom of the STRUCTURE PROPERTIES INPUT window to indicate that the run is progressing The speed of progression depends largely on the speed of your computer the length of the record and step factor When the analysis is complete a run number indicator in the NONLIN window increments e g RUNO is replaced with RUNI and so on The Summary of Latest Run frame in the STRUCTURE PROPERTIES INPUT window is updated You are now ready to view save and or print the computed time historie
79. me Braced frame with device Base isolated frame Base isolated braced frame Base isolated braced frame with device While certain of the models may appear to be one or two degree of freedom systems MDOF NONLIN treats each internally as a three degree of freedom structure For example when the base isolator is removed from the system its stiffness is set to a large value and its mass and damping are set to very low values When the device is removed but the Chevron brace remains the device stiffness is set to a large value and its mass and damping are set to very low values When the brace is to be eliminated the device stiffness is set to a very low value Table 1 summarizes the modelling procedures Table 1 MDOF NONLIN Element Properties Model PROPERTIES Frame Brace Device Isolator Simple Frame k 10E10 k 10E 10 k 10E10 c 0 0 c 0 0 c 0 0 Braced Frame k 10E10 k 10E10 c 0 0 c 0 0 Device User Defined User Defined User Defined m 10E 9 c 0 0 Base Isolated Frame k 10E10 k 10E 10 User Defined m 10E 10 m 10E 9 User Defined c 0 0 c 0 0 Base Isolated Braced k 10E10 c 0 0 SERS e n Frame with Device User Defined User Defined User Defined User Defined Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 52 The tangent stiffness matrix for the structure consists of five parts K K K K kK Ko where the subscripts refer to Frame Brace Device Isolator and Geometric
80. mm s _ Acceleration q Damping Values Critical Newmiark Halk Damping 0 50 oo 7 5 C Inelastic Disp M as 10 0 Pseudo Velocity mm s EE Inelastic Accel 7 5 0 Other 0 00 1000 00 EJ Elastic EY Base Plot Type Pts Decade E Separate C 10i 30 Tripartite C 20C 160 C Demand 40 320 100 00 For Separate Plots Log Log g Lodg Aritimetc C Anthmetic Anthmetic Plot Spectral Quantities vs 10 00 Period Seconds C Frequency Hertz Length Units H_______ inches mm De De feet cm 1 00 0 01 0 10 1 00 10 00 Overlay Code Spectra Period Seconds Capacity Curve Clip at 5 00 Seconds AR Figure 7 Newmark Hall Spectra If you have computed both a code spectra and an earthquake response spectrum you have the option of overlaying the two curves in the same plot Again you have the option of viewing a tripartite plot separate plots or a capacity demand plot Generating and Displaying Fourier Amplitude Spectrum Plots As mentioned previously a Fourier amplitude spectrum FAS can also be generated and printed In NONLIN the transform is normalized to have a maximum value of 1 0 The frequency that has a Transform ordinate of 1 0 1s the dominant frequency in the ground motion The plot is useful in viewing the energy content of a forcing function wave or earthquake at different frequencies For example the majority of t
81. n for the negative yield strength is set internally within NONLIN If the Multilinear model is selected the panels labeled Common Parameters for Multilinear and Smooth Model and Multilinear Model are activated It is here that the controlling variables listed in Table 2 are provided Where available slider bars may be used to change the properties Sliders positioned to the left create standard hysteretic shapes Sliders moved to the right increase the degrading stiffness degrading strength and pinching effects For the Smooth model the Smooth Model panel is activated and the Multilinear panel is disabled Enter the desired smooth model parameters in the boxes provided Recall that a description of the properties was given in Table 3 For the Smooth model and the Multilinear model NONLIN will not let you enter invalid controlling values in the boxes For the Frame property only damping is entered as percent critical The damping coefficent cr is then computed on the basis of the mass and frame stiffness provided For this computation the frame is considered to be fixed at its base Once all the data has been entered it is recommended that the hysteretic properties be tested This is particularly true for the Multilinear and Smooth models To test the properties first set the data by clicking the SET button and then press TEST After clicking TEST the Frame panel expands as shown in Figure 23 NEGATIVE YIELD STRENGTH 50 000
82. nage seconds Figure 10 Example COMPUTED TIME HISTORIES Window You can change any of the plots to one of nine different time histories by clicking the buttons above each plot If you change one or more of the time histories the plots will be automatically updated with the new information Both the COMPUTED TIME HISTORIES window and the COMPUTED HYSTERESIS PLOTS window have one icon button in the upper left corner of the their respective windows This button performs the same function in either window as follows Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 42 t The RESIZE button expands the plots to the limits of the graph so that maximum values are readily apparent If you click on the RESIZE button again the vertical and horizontal axes unit values change back to convenient values beyond the maxima Both the COMPUTED TIME HISTORIES window and the COMPUTED HYSTERESIS PLOTS window possess an additional feature When either of these two windows is the active window the menu bar in the NONLIN window presents an Options menu item A Plot Points submenu is presented when the Options menu item is clicked You can choose to have every point every second point every fourth point every sixth point or every eight point plotted Your choice here does not effect the screen plotting of the time histories or the hysteresis plots The feature is added to NONLIN to allow for a smaller plot file to be transf
83. nlinear equations of motion See Clough and Penzien 1 for a theoretical description of the solution technique While NONLIN may be used for professional practice or academic research the fundamental purpose of the program is to provide a visual basis for learning the principles of earthquake engineering particularly as related to the concepts of structural dynamics damping ductility and energy dissipation Program Design and Concepts All input for NONLIN is carried out interactively through the use of the computer keyboard and the mouse For the current version plots are written to the screen in several different windows and tabular output information can be written to four different output file types that can be saved to disk These files include a text file with the OUT extension which summarizes the latest run and three tab delimited files with the XL1 XL2 and XL3 file extensions These tabular data files are intended for use with a spreadsheet program such as Microsoft Excel This allows you to perform further processing of the data or to graph the output data for inclusion in reports and other documents The XIx files can be viewed or printed from a simple text processing program such as Microsoft WordPad Graphical screen plots of several different types are produced during program execution Hard copies of any of the screen plot windows may be obtained as described later in this manual After the structural properties and lo
84. o a value less than the total length of the signal The phase lag shifts the entire wave to the right by an amount equal to the time entered The phase lag must be set to a value less than the period for the particular wave If all waves are shorter in duration than the total wave length the structure will enter into free vibration once all the signals have terminated In the Startup Ramp Frame you may enter a value between 2 and 100 to gradually increase from zero the magnitude of the wave form over the initial portion of the total time period selected For example a 10 second signal with a startup ramp of 20 will cause a gradually increasing wave over the first two seconds of the function The last eight seconds of the signal will not be affected by the ramp In the Random Noise Frame you may superimpose a random noise on the combined wave form The maximum magnitude of the random noise may be from O to 50 percent of the maximum wave amplitude without noise The Signal Description input frame is used to enter a title for the wave form This title will appear on all plots produced by the program The Point of Application frame is used to specify the degree of freedom to which the signal is to be applied You also have the option of applying the forcing function as a ground motion When this box is checked the forcing function is treated as a ground motion during the calculations only The amplitude is then taken as an acceleration r
85. o be mass proportional Stiffness proportional frame damping would be SEa O Cx When the isolator is disabled the same results would be obtained regardless of the form of frame damping chosen When the isolator is active the two different damping assumptions could give slightly different results However the frame damping when used in association with a device or an isolator will be very small less than 5 critical so the differences in computed results would be negligible Hysteretic Modeling For each of the structural components except for the brace which is always linear elastic you may select from four different force deformation relationships 1 LINEAR elastic 2 BILINEAR with strain hardening or strain softening 3 MULTILINEAR with stiffness degradation strength degradation and pinching 4 SMOOTH hysteresis with stiffness degradation strength degradation and pinching There are no restrictions as to how the models may be used in a structure For example a bilinear model may be used for the frame with a smooth model for the device and a multilinear model for the isolator The linear model is straightforward with member force always being proportional to deformation The backbone curve of the force deformation relationship for the bilinear model is shown in Figure 16 ahead Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 54 5 El Inital Elastic Slope E2 Secondary Slope K3
86. odels r Test Results Pos Ultimate 15 000 Meg Ultimate 15 000 PERFORM TEST Force Amplitude 73 078 j Ductility l Ductility Alpha hooo AAN ho Beta 1 0 010 i i ian Lt ttt tty ity Beta 2 0 010 Multilinear Model Sm Model TE GAMMA Deformation o833 Force 9353 0 300 N Tran H000 Lambda 0 400 TA joso0 Map 2000 hoo Phissp s o00 f Bilinear kappa m Pinching 0 100 Ppa 2 000 O verter ree Eta Bilinear Type Damping WEL COEFF E 120 000 WEL EXPONENT 0 600 Testing Hysteresis Damping CANCEL SET USE Figure 25 Device Properties Panel with Test Performed on Nonlinear Damper Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 68 The properties for the brace are much simpler to enter because the brace is linear elastic The Brace properties panel is shown in Figure 26 Because the properties are linear no testing procedure is necessary Note that the brace stiffness to be entered is the horizontal stiffness of the chevron brace not the stiffness of the individual brace elements BRACE PROPERTIES f x ERACE PROPERTIES BRACE STIFFNESS K1 100 000 NOTE THIS 15 THE TOTAL LATERAL STIFFNESS Figure 26 Brace Properties Panel Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 69 Reviewing Properties Prior to Analysis After all the structural properties have been set you may proc
87. on will display a small or a c to indicate which case is active Critical damping is defined as the smallest amount of damping required to prevent an oscillatory motion no zero displacement crossings after a system is given an initial displacement and then released Critical damping is mathematically defined as follows Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 18 c 2m0 where m is the system mass in mass units and wis the structural circular frequency in radians second computed as K NM and K is the initial stiffness of the system as described in the following section In NONLIN a non dimensional damping value is entered as 100c c The 100 in the above equation converts the damping into a percent NONLIN will allow damping values from O to 100 percent critical However damping values of 2 to 7 percent critical are commonly used for analysis of structures responding to earthquake ground motions where it is anticipated that the response will go into the nonlinear inelastic range Note that lower values of damping may be appropriate for computation of the response of systems which are intended to remain elastic High damping values 20 to 30 critical may be used to represent structures with added viscous damping Example Assume a structure has an initial stiffness of 70 kips inch and a weight of 55 kips The mass of the structure is 55 386 1 0 142 kip sec inch The ci
88. only Nonlin ersion 7 05 SteelFramed File Window Help Print Total Exit As described earlier clicking on Exit in any form of the File menu immediately terminates the program after asking 1f you are sure that you want to exit and asking 1f you want to save the current problem in a file for future use The Parameters menu is only displayed when the STRUCTURE PROPERTIES INPUT window is open It contains four submenus as shown here Nonlin Version 7 05 SteelFrameD2 File Parameters Model Quik Quake Quik We Step Factor s Color Printing Input Mass 45 a Input Damping 4s e The Step Factor X submenu asks for the digitization step factor X which is used in controlling program accuracy Reducing X will increase solution speed but may reduce accuracy It is recommended that X not be set to a value less than 50 The Color Printing menu option toggle the color printing of plots on and off If you do not have a color printer this menu item is ignored The Input Mass As submenu asks you if you want to enter the mass of the structure as a mass in mass units e g k sec in a mass in weight e g lbs or as a period If you enter the mass of the structure as a weight the program converts the weight to mass units and if you input the period the mass will be calculated in mass units using the assigned stiffness value K1 The Input Damping As submenu asks for the damping either as a constant e g k sec in or as a perc
89. ous sub step assumptions until the solution converges Regardless of the time step used MDOF NONLIN saves results at the digitization interval of the loading function Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 58 Using MDOF NONLIN Accessing the MDOF NONLIN Model The new modeling capabilities are accessed by clicking Model on the main menu bar and selecting MDOF Model from the drop down list Nonlin ersion 7 05 untitled File Parameters Model Quik Quake Quik Wave Window View Help STRUCTURE Pz Figure 17 Accessing MDOF NONLIN Capabilities After selecting the MDOF model the familiar NONLIN model is replaced by the 3 DOF model as shown in the following figure Nonlin Yersion 7 05 untitled File Parameters Units Model Quik Quake Quik Wave Window Help PORO SUMMARY AA A 330 HHE Cs BE H C 88 12 SIMPLE BRACED BRACED O FRAME with DEVICE e ISOLATED FRAME BRACE ISOLATED BRACED ISOLATED a BRACED p FRAME with DEVICE Dynamic Force Applied As eae ir Ground Acceleration IKa Forcing Function Figure 18 The MDOF NONLIN Main WINDOW Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 59 The MDOF NONLIN window shown in Figure 4 contains five parts A Menu bar A Tool Bar The Frame Type Selection Box the left most panel The Structure Box A Load Selection Box lower left panel As may be s
90. pen For example when you have opened the Computed Time Histories or the Computed Hysteresis windows to view the structural response the File menu takes the following form Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 8 Nonlin Yersion 7 05 SteelFrameD2 File Options Window Help Print Plots Create File Exit _ _ N PERTIES INPUT Print Plots produces a printer plot of the open window which usually contains one or more plots The Create File option if clicked causes an output file to be created which is stored in the NONLIN directory The output file is always called NONLIN XL1 when the Summary of Computed Results window is open Anytime the NONLIN XL1 file is created it overwrites any existing file of the same name This file is a tab delimited file for use with a spreadsheet program One use for this file and any other XIx file is to obtain a smooth plot of the output data for inclusion in a report using the plotting features of Microsoft Excel When the Summary of Computed Results window described later is open the File menu takes this form Nonlin Version 7 05 SteelFrameD2 File Window Help Print All Pages Print Current Page Create File Exit se Spectrum 491 The two print options either print all result pages or the current result page depending upon which option you choose The Create File option is the same as described above The Create File option is also active when
91. present in the NONLIN directory A more powerful method of defining earthquake accelerations is built into NONLIN You can obtain time history FFT and response spectrum plots as well as modify the accelerations of a particular record These features are available through the use of the Earthquake Ground Acceleration Input window Its features are described in a later section Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 11 Nonlin ersion 7 05 SteelFrameO File Parameters Model Quik Quake Quik Wave Window Mew Wave T Pur er The Quik Wave menu is only displayed when the STRUCTURE PROPERTIES INPUT window is open From here you can select a previously saved wave or by selecting New Wave you can display a separate window that allows you to define the forcing function wave The New Wave window is show below E Quik wave ES Sine C Square C Saw Total Time sec h 0 0 DT sec 0 01 Amplitude Period sec Duration sec You can select one of three different wave types sine square and sawtooth by clicking on the appropriate button Then within this window you can define the Total Time of the time history plot the DigiTization Interval DT the Amplitude the Period and the Duration that the forcing function wave is applied to the structure Defining a forcing function wave automatically changes the dynamic force to be applied as a forcing function for analysis by the program
92. provided on the form Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 16 Entering Structural Properties The structural properties are entered through the STRUCTURE PROPERTIES INPUT window which is shown in Figure 1 This window contains seven parts or frames The Unit Type input frame The Length Units input frame The Force Units input frame The Dynamic Force Applied as input frame The Constitutive Properties input frame which includes the structure diagram The Dynamic Properties output frame The Summary of Latest Run output frame The Unit Type Length Units and Force Units Frames These three frames are input frames you are expected to click on the appropriate buttons within these frames NONLIN can operate in either U S Customary or metric units Unit types are togeled by the two option buttons in the Unit Type frame For U S Customary units lengths may be entered in the Length Units frame as inches or feet and forces may be entered in the Force Units frame in pounds or kips When metric units are selected lengths are centimeters or meters and forces are either Newtons or kilo Newtons You may switch from one unit type to another at any time Data that has already been entered is automatically converted as soon as you select the appropriate units When the applied dynamic force is an earthquake ground acceleration NONLIN automatically converts the acceleration units into units which are expressed
93. pulse with a period of 1 second if divided into 100 steps would have a digitization interval of 1 100 or 0 01 seconds A segment of loading may have more than one pulse and the total load history consists of a number of segments The total number of points steps in the generated wave 1s N segments pulses segment steps pulse The amplitude of the initial pulse is defined and the amplitude of subsequent pulses depends on the segment increment value If the segment increment is less than 1 0 the amplitude of the segments not the individual pulses increases arithmetically The amplitude of all pulses in segment n will be A A n DA S In the above 4 1s the initial amplitude and S 1s the segment increment For example if the initial amplitude is 2 0 the segment increment is 0 2 and there are 5 segments the segment amplitudes would be Segment Amplitude l 2 0 2 2 4 3 2 8 4 3 2 5 3 6 If the segment increment is greater than 1 subsequent pulses grow geometrically according to the following relation A 4 S If the initial amplitude is 2 0 and the segment increment is 1 2 the segment amplitudes would be Segment Amplitude l 2 000 2 2 400 3 2 880 4 3 456 5 4 147 If the ultimate deformation box is checked the initial pulse amplitude is automatically computed to give a final deformation equal to the yield deformation times the ductility limit This forces the element to be exercised through its entire range
94. rcular frequency 70 0 142 22 2 radians sec If a damping of 5 percent critical is desired enter 5 0 at the prompt The damping coefficient c used in the analysis is 5 0 100 c 0 05 2 0 142 22 2 0 315 kip seconds inch As previously mentioned the damping constant may be entered directly Structural Stiffness K Button Le To enter the initial structural stiffness press the STRUCTURAL STIFFNESS icon The initial stiffness Ko is illustrated below Ko has units of force length For nonlinear analysis the unloading stiffness is assumed to be equal to the initial stiffness Force Displacement Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 19 After both the mass and the initial stiffness have been entered NONLIN will compute and display the structure s dynamic properties which include the circular frequency radians second the cyclic frequency f Hertz and the period of vibration T seconds Structural Strain Hardening Stiffness Kz Button The secondary stiffness is the first of two properties required for nonlinear analysis To enter the secondary stiffness press the SECONDARY STIFFNESS icon and respond to the prompt The secondary stiffness is the slope of the post yielding portion of the force displacement response of a structure The value may be positive representing strain hardening or zero representing an elastic perfectly plastic response The secondary stiffness K2 is i
95. s 59 44 seconds Acceleration Velocity Displacement Maximum 1747 000 MM sec sec Maximum 26 730 CM sec Maximum 10 310 CM at Time 6 78 seconds at Time 6 38 seconds at Time 7 80 seconds Minimum 2500 000 MM sec sec Minimum 29 745 CM sec Minimum 14 789 CM at Time 12 54 seconds at time 9 80 seconds at Time 10 30 seconds Revise Accelerations for use in H NDIN Plot Maximum Acceleration Use G Units Acceleration Velocity Displacement 2501 0 255 MM sec sec g Response Spectra Number of Data Points Duration in sec pos sid 59 48 Fourier Amplitude Spectrum 2975 50 48 Digitization Interval seconds Plot Original Data 0 02 RESET to Original C Plot Revised Data Figure 2 The EARTHQUAKE GROUND ACCELERATION INPUT window The acceleration record may be used as is or may be revised by changing the maximum acceleration reducing the number of points to be included in the NONLIN analysis or changing the discretization interval In Figure 2 these quantities have been changed to 400 mm sec 2000 points and 0 01 seconds respectively The revised values will be used by NONLIN unless the RESET to Original button is clicked prior to clicking the USE for ANALYSIS button When Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 25 the USE for ANALYSIS button is clicked the EARTHQUAKE GROUND ACCELERATION INPUT window is minimized and
96. s Frequency Hertz Displacement mm Velocity mmis Acceleration y Damping Values Critical Response Damping Poo D 7 5 OT 2 50 Me 25 fe 10 0 Pseudo Acceleration 1 A 5 00 ae Dag NE n 1 07 y Ww 5 0 Other Bil CA 10 00 Plot Type Pts Decade C Separate 10 30 ogg ll Tripartite Cc 200 160 i Demand 400 320 For Separate Plots 0 64 i ere re ese B LCog Arthmetii g ATM An nenc 0 43 Plot Spectral Quantities vs f Penod seconds f Fre MENA Hertz J 0 21 Length Units inches mm feet cm 0 00 2 E 0 00 133 00 276 00 414 00 552 00 690 00 Gvertay Code Spectra Displacement mm E apaciy Gene Clip at 5 00 Seconds Figure 6 Example Demand Spectrum Plot Any of these types of Response Spectrum plots may be printed by selecting the Print Plot option from the File menu Note that you also have the option of printing a blank tripartite plot You can toggle between acceleration in g units and in acceleration units by pressing the Acceleration toggle in the upper right hand corner of the plot Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 30 Code Spectra Plots Nonlin Yersion 7 05 untitled File Code Spectra Window Help w UBC 94 UBC OY MEHRP 91 MEHRP 94 PEHAP 97 FEMA 2s Mewrmnark Hall Through the Code Spectra Menu on the Response Spectrum window you have access to seven different types of Code spectr
97. s plots the computed hysteresis plots the computed energy plots and or the summary of computed results You can also view an animated representation of structural displacement Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 40 Click on HT to view the COMPUTED TIME HISTORIES plots 2 to view the COMPUTED HYSTERESIS PLOTS S to view the COMPUTED ENERGY PLOTS to view the SUMMARY OF COMPUTED RESULTS E to view an ANIMATION of the structural response Each of these output features is described in more detail in the following sections Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 41 Computed Time Histories Perhaps the first item of interest after running the analysis is to view the COMPUTED TIME HISTORIES plots You can open this window by clicking the appropriate button as described above The window always displays three plots which default to displacement velocity and yield code versus time Example time histories plots are presented in Figure 10 Computed Time Histories ff 0 IMPERIAL VALLEY EARTHQUAKE EL CENTRO Displacement in D41 at 34 45 sec en an 0 0 53 10 7 16 0 214 4 26 1 32 1 31 4 42 8 43 1 Time seconds Spring Force k dl 476 at 3445 sec me ENEE EA ee me EH 35 24 aa ES Ea 0 0 53 407 460 H4 267 321 3714 43 441 535 Yield Code rl d Code Time seconds E OD i 34 45 sec 4 8 53 5
98. se tasks Note that only the main IDA plot is printed A color plot may be produced if Color Printing has been selected from the main NONLIN Parameters menu item a Incremental Dynamic Analysis O x Available Earthquakes Selected EarthQuakes scaling Parameters system Properties Used for Analysis IPACOMAZ ACC A Earthquakes Factor Plot Target Accel g lo IM 50 25 00 kin PARKO40 ACT 490Ly ACE 0 700 0196 W Target Period i a o El 200kn ee tag EN KERN1 ACC 1 311 0 204 VEU ELL Tinh ERA L RS TEST ACC NRIDGE1ACC 0 332 0 201 irc S MONIC 4cc OAKVWWHT ACE 0 851 Mo of Increments SANFERM ACC E S_MONICT ACC 0 606 0 Y Use System Parameters LA mee E E Use Target Scaling Parameters 5 00 critical C Linear Analysis sylmnars acc a Y Won Linear Analysis Ductility Limit fi 0 System palate Plot _ Clear List aE _ RS Plot Plot me Close Damage Factor Dao Period sec H4 Include P Detta Acceleration Current Increment 0 6400 2443 in at 000g Displacement IM 0 80 200 6 0 120 180 240 300 360 420 480 540 600 Time seconds Spring Force k o 60 120 180 240 300 360 420 480 S40 600 Time seconds Yield Code Code 48oLv Ace Iv Display Dispersions 120 180 240 300 360 420 480 54 E 60 0 Time seconds Use cite Cara a Displacement in Figure 41 Completed IDA analysis and graphics presentation of results Advanced Structur
99. sed the PLOT DATA button After pressing the button the input frame on the left side the Earthquake Response Spectrum of Input window as shown in Figure 4 appears Earthquake Response Spectrum SAN FERNANDO EARTHQUAKE 8244 ORION BLYD gt Of x 0 00 0 00 0 00 Damping Values Critical Response Damping Poo 75 C 2 50 4 2 5 i 10 0 Pseudo Velocity mm s Ta 5 00 W 5 0 Other fo 00 ne AAA PERA a See ii Naw Fi F STA EL La Eb ai Led A oh ee eT BREEN Plot Type Pts Decade Prem f FR i pt C Separate 510 80 ZAR aos ACA Tripartite Ca 160 Demand e 400 320 1000 00 E For Separate Plots ie Log Log Dog Antinetc O Anthmetic Anthimetic Compute Plot Values Spectral Coordinates p as m seconds Frequency Hertz Displacement mm Velocity mm s Acceleration g l Plot Spectral Quantities vs Period Seconds Frequency Hertz Length Units C inches i mm Feet Co em Overlay Code Spectra Period Seconds Capacity Curve Clip at 5 00 Seconds Figure 4 Earthquake Response Spectrum of Input Window The five damping values shown plus one additional value may be used The response spectrum 1s plotted on a logarithmic plot with either 10 20 40 80 160 or 320 equally spaced points being plotted per logarithmic decade points per decade Click the appropriate check boxes and radio buttons and then click
100. ted and managed through Woodward Clyde Federal Services Mr David Fenster served as the contract coordinator The developors would like to thank Professor Steve Mahin of the University of Califoria at Berkeley for providing initial support for the project and Professor Andrei Reinhorn of the University of New York at Buffalo for providing source code for the multilinear and smooth models employed in the program Special thanks are due to M V Sivaselvan of the University of New York at Buffalo for assisting the developers in the implementation of the hysteretic models Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Appendix A Page 91 Summary of Ground Motion Records Supplied with NONLIN Filename Description impvall ace Advanced Structural Concepts Inc Imperial Valley El Centro May 18 1940 270 degrees Imperial Valley El Centro May 18 1940 180 degrees Loma Prieta Oakland Outer Wharf October 17 1989 270 degrees Mexico City Station 1 September 19 1985 270 degrees Mexico City Station 1 September 19 1985 180 degrees Northridge Sylmar County Hosp January 17 1994 90 degrees Northridge Santa Monica City Hall Grounds January 17 1994 90 degrees Max Accel cm sec 3417 0 2101 0 270 361 167 92 592 639 865 97 Max Veloc cm sec 32 323 41 751 10 86 14 316 Number of Points 2688 3000 Duration sec 53
101. the Computed Energy Plots window is open If you choose to create a file in this case the NONLIN XL2 file contains values of strain kinetic damping hysteretic and total energy Anytime the NONLIN XL2 file is created 1t overwrites any existing file of the same name This file is a tab delimited file for use with a spreadsheet program When the EARTHQUAKE RESPONSE SPECTRUM OF INPUT window is active the following file menu is displayed Nonlin Yersion 7 05 SteelFrameO File Code Spectra Window Help Print Plot Print Blank Form Create File Exit inse Spectrum 490ly Grou Spectral Ca Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 9 If you choose to create a file in this case the program writes spectral displacement velocity and acceleration to the file NONLIN XL3 Anytime the NONLIN XL3 file is created it overwrites any existing file of the same name This is also a tab delimited file for use with a spreadsheet program You can also print the current plot and if the current plot is Tripartite you can print a blank plot Anytime that you create a XL1 XL2 or XL3 file you can view the contents of the file in a window on the screen by positioning the cursor inside the active window and clicking the right mouse button The tab delimited file appears in a separate window When the FFT window is open the following file menu is active From here you have the option of printing the total FFT plot
102. the toolbar The dynamic properties include frequencies mode shapes and damping values for each of the three modes of response The three mode dynamic values are provided regardless of the type of model chosen Undamped modes and frequencise are computed by standard procedures These values are then used to estimate the equivalent viscous damping in each mode Damping values are computed using the modal strain energy approach Because the damping matrix for the MDOF NONLIN model is typically non proportional a complex eigenvalue solver is used to obtain the damped frequencies and damping values In most cases the damped and undamped dynamic properties should be similar In some highly nonproportional cases the damped quantities can be significantly different from the undamped quantities An example of the dynamic properties results are shown in Figure 28 E UNDAMPED DYNAMIC PROPERTIES Eigenvalues of K and M rad sec 2 26 759731635682 110 240268233068 1 00000000225 20 Circular Frequencies of K and M rad sec 5 17298092357608 10 4995365723001 10000000011 25 Cyclic Frequencies of K and M Hertz 0 823306179924191 1 6710545571351 1591550777 03488 Periods of K and M seconds 1 21461495660348 0 598424507285043 6 2831 79992931 42E 10 Eigenvectors of K and M 0 446569560999236 2 39922318459556E 02 7 90569413263313E 15 0 053648261 339492 0 998559895076529 3 16227765305325E 14 6 11860211211851E 10 9 68569603089803E 10 3162
103. the upper right corner of the window produces a stationary reference shadow representing the original position of the structure before the application of the dynamic loading Three time history plots of Input Ground Acceleration Displacement and Yield Code versus time are constantly updated and displayed in the center portion of the window To right of the time histories plots you see two hysteretic plots Damping and Spring force versus displacement Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 48 210 x E l l 2 WM 44 gt MA Relative Displacement aton E Total Displacement Fa een Se ea E A Bl Animation Speed Time Value Real Time mC A E a Showy Fast Start End 15 48 input Ground Acceleration 3 09 cDisplacement Figure 14 Example ANIMATION Window A yellow line appearing at the top or bottom of the two structure columns indicates yielding of the structure A printed of the animation window is not directly available However if you press Print Screen on your computer keyboard the current screen image is saved to the Windows Clipboard If you close or minimize NONLIN and open a
104. ting panel or by using the plot captions shown in the list boxes Plots may be printed by use of the File menu item En MDOF Time History Results Displacement in 54 0 60 0 Time seconds Plot Options 7 r i l Minimum 2 34 i DOF 4 Frame time 1480 DOF 2 f Device OS Chevron Maximum 2 42 T lsoletor co Time 1426 Figure 32 A Typical Time History Plot en X Plots 0 00 Plot Option AAA ff Frame Deformation in CO Device C Chevron CO solator Figure 33 A Typical Hysteresis Plot Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 75 Saving Data to File Any MDOF NONLIN session may be saved to disk upon exiting the program Similarly existing models may be restored by opening the appropriate file The save open options are accessed through the File menu Returning to NONLIN SDOF Environment You may switch back to the original NONLIN SDOF environment by clicking SDOF on the Model menu item Note that there is no data sharing between NONLIN SDOF environment and MDOF NONLIN Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 76 El NONLIN Part Four NONLIN Incremental Dynamic Analysis Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 77 Introduction The Incremental Dynamic Analysis Tool IDA allows a single structure to be analyzed for one
105. ummary of Computed Results Window Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 47 As previously mentioned the Create File menu option writes the NONLIN XL1 file to disk when this window is active Animation A unique feature of the program is the Animation Window When opened by clicking the animation button a representation of the model structure and five plots are produced and displayed in time increments You can control the display progress and speed through the use of a recorder control in the upper left corner of the window The recorder control looks like this REVERSE TO FAST REVERSE START REWERSE FAST FORWARD FORWARD TO END MINIMIZE WANDE STOP You can stop start reverse fast reverse fast forward the progress of the simulated response You can also reverse to start and forward to end A separate Animation Speed slider is provided to control the speed of the simulation A Time Value slider is also provided so that you can move to any point in time in the duration of the simulation The Time Value slider moves to indicate the relative point in time in the progressing simulation By default the structure roof displaces but the structure foundation remains fixed Note that the Relative Displacement radio button is set By choosing the Total Displacement radio button you can change the display to simulate ground motion as well as structure motion Clicking on the Undeformed Shape check box in
106. ut If the button is pressed before the data is completely entered the program will provide a window that lists the portions of data that are missing Once all of the data has been correctly entered the red NO GO button will change to a green triangle the GO button indicating that the program is ready to perform an analysis run Once the button has been pressed the analysis will proceed and results will be available for viewing The green GO button also appears when you have loaded a problem file with the Open Problem option in the File menu or highlighting a problem name in the lower potion of the File menu To the right of the GO NO GO button is the RUN frame which displays the number of the latest analysis run executed by NONLIN View Computed Time Histories Button After the analysis has been run you may click the Time History button to display the computed time histories of displacement spring force and yield event codes with additional plot types avallable as explained later This button 1s inactive when the Start Analysis button contains a red square If the structure data units or loading has changed since the last run NONLIN will request that the Start Analysis button be clicked before reviewing plots When the time history window is the active window selecting the menu options File and then Print Form will send a copy of the plots to a printer Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual P
107. ve these files If any or all of these files are accidentally deleted from the WINDOWS SYSTEM directory you will have to run SETUP again to replace them Also included on the distributions disks is a copy of the manual for NONLIN NONLIN DOC This file is a Word for Windows document To view or print this file you must have Word for Windows Version 7 0 or newer Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 5 El NONLIN Part One NONLIN SDOF Systems Program Data Input Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 6 Description of the User Interface After NONLIN is started the NONLIN Version 7 05 filename window hereafter referred to as the NONLIN window and the STRUCTURE PROPERTIES INPUT window automatically appear The filename is untitled when you first start the program and becomes the problem file name when a problem is created or loaded from disk These windows are shown in Figure 1 Nonlin ersion 7 05 untitled File Parameters Model Quik Quake Quik Wave Window wiew Help E a maza a STRUCTURE PROPERTIES INPUT Length Units Force Units Dynamic Force Applied As Free Vibration inches o pounds gt C Forcing Function TE WP Blast Load METRIC feet kips e BNO Ground Acceleration C Ine Dynamic Analysis Constitutive Properties STIFFNESS K1 STIFFNESS K2 STRENGTH gt STIFFNESS KG C LINEAR ANALYSIS
108. vious Current 1 2 n l i 10 LS Nee ea 0 0 eat 1 ete a Pee aaa Se fee E O E E E EE es ees O aD ee ms O O O O O O lf A ER E E Elle Et 5 E 15 5 0 1 5 E 05 AA AA AE 5 A A A AE 55 150 10200 1 E aaa aro pati Los 07 PF ttt dt dt dT dT tT ht a dT dT CU 0 0 Oo 0 0 5 3 166 245 0 0 5 3 166 249 0 0 8 3 166 249 Frequency Hz Frequency Hz Frequency Hz Excel Figure 8 Fourier Amplitude Spectrum and Traveling FFT Window Dragging the cursor through the total FFT plot shown in the FOURIER AMPLITUDE SPECTRUM OF INPUT window changes the values of frequency and amplitude shown in separate boxes You can also obtain a printed output of the total FFT plot using the Print Plot option in the File menu Fine tuning of the upper and lower frequencies of the display is possible by entering values in either or both of the text boxes in the middle left side of the form To do this uncheck the box Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 33 named AUTOMATIC and then supply the upper bound and lower bound for the frequency range to display Similarly you can specify the amplitude range to display Different segments of an earthquake may have different frequency content The Traveling FFT provides a method for determining the frequency content of segments of the ground motion or computed response consisting of 128 256 or 512 contiguous points in the motion The FAS of t
109. ynamic Response Tool oj x Fundamental Properties Period sec Freq Hz Freq rad eec 1 Displacement Magnification SE Load Amplitude Humber of Stories F 500 00 500 00 500 00 e vary with forcing frequency Load Frequency d ajo Frequency Hz 4 055784 Compute ee ee eee Fundamentals Iw Properties Results Display e Show Response Show Mode Shapes Animate Response Stop Figure 45 Appearance of the program when animating mode shapes Animation of the third mode shown here Advanced Structural Concepts Inc 3 1 2004 NONLIN User s Manual Page 89 References 1 Clough Ray W and Penzien J Dynamics of Structures Volume 2 McGraw Hill New York N Y 1993 2 Uang C and Bertero V V Evaluation of Seismic Energy in Structures Earthquake Engineering and Structural Dynamics Volume 19 pp 77 90 3 Chopra A K Dynamics of Structures Prentice Hall Upper Saddle River N J 1995 4 Shome N and Cornell A C Normalization and Scaling of Accelerograms for Nonlinear Structural Analysis Proceedings of the 6 U S National Conference on Earthquake Engineering Seattle WA 1998 5 Vamvatsikos D Seismic Performance Capacity and Reliability of Structures as Seen Through Incremental Dynamic Analysis Ph D Dissertation Department of Civil and Environmental Engineering Stanford University 2002 6 Vamvatskios D and Cornel

advanced structural concepts, inc

Contents

Download Pdf Manuals

Related Search

Related Contents