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1. Journal of the Geotechnical Engineering Division ASCE Vol 103 No GT6 517 533 Green R A Mitchell J K and Polito C P 2000 An Energy Based Pore Pressure Generation Model for Cohesionless Soils Proceedings John Booker Memorial Symposium Melbourne Australia November 16 17 2000 Hardin B O and Drnevich V P 1972 Shear modulus and damping in soils Design equations and curves Journal of the Soil Mechanics and Foundations Division ASCE Vol 98 No SM7 667 692 Hashash Y M A and D Park 2002 Viscous damping formulation and high frequency motion propagation in nonlinear site response analysis Soil Dynamics and Earthquake Engineering Vol 22 No 7 pp 611 624 Hashash Youssef M A and Duhee Park 2001 Non linear one dimensional seismic ground motion propagation in the Mississippi embayment Engineering Geology Vol 62 No 1 3 pp 185 206 Hashash Y M A Phillips C and Groholski D 2010 Recent advances in non linear site response analysis Fifth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics Paper no OSP 4 Hudson M Idriss I M and Beikae M 1994 1994 QUAD4M A computer program to evaluate the seismic response of soil structures using finite element procedures and incorporating a compliant base Davis CA Center for Geotechnical Modeling Department of Civil and Environmental Engineering University of Californ
2. English to Metric Spreadsheet Legend Below Water Table Soil Profile Display Total Profile Depth ft 80 00 Natural Freq of Profile 4 69 Hz Material Properties Natural Period of Profile 0 21 sec ap eee va t Page 73 of 107 Issue Date October 3 2012 User Manual and Tutorial GIG max 0 01 0 1 Strain z Use Saved Material Properties S8l_M_NL dsm 0 S amp l_Mean dsm 0 01 Strain The user can define the G Gmax and damping properties by first defining the number of data points Note that the number of data points should be identical for G Gmax and damping The strain and damping values should be entered as a percent To save the data points type a name to identify the properties and press Save Material Once saved the newly saved file will appear in the Use Saved Material Properties listbox The user can also use saved material properties by selecting the appropriate file from the listbox and pressing the Use Saved Material button We will use this method in this example Select the saved material named S amp I Mean dsm and click the Use Saved Material button The discrete point data for this material should now be loaded in the spreadsheet as shown below ap DEES vst Page 74 of 107 Issue Date October 3 2012 User Manual and Tutorial Strain Number of Points 2 30 15 amp i 5 2 Q _Celeuiste Curves S amp I M _NL dsm To use a sa
3. 1 12 3 MRDF Pressure Dependent Hyperbolic 1 12 3 1 MRDF UIUC MRDF UIUC is a procedure to find the parameters that provide the best fit for the modulus reduction curve damping curve and reduction factor parameters The MRDF Pressure Dependent Hyperbolic model available in DEEPSOIL allows the user to introduce a reduction factor into the hyperbolic model This reduction factor has the form R P1 P2 1 G Go where P1 P2 and P3 are fitting parameters By setting P1 1 P2 0 and P3 10 or any number the reduction factor is equal to 1 and the model is reduced to the hyperbolic model described in Unit 2 6 2 Page 25 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 12 3 2 MRDF Darendeli The MRDF Darendeli is another alternative to introduce a reduction factor into the hyperbolic model Darendeli developed an empirically based modified hyperbolic model to predict the linear and nonlinear dynamic responses of different soil types The developed model is implemented as a reduction factor which effectively alters the Masing rules MasingHysteretic DF Ym Masing DE ym Bi G m Go where DF ym is Darendeli s reduction factor masing is the hysteretic damping calculated using the Masing rules based on the modulus reduction curve Gym is the secant modulus corresponding to the maximum shear strain level ym b is a variable which depends on the soil and input motion properties pl
4. User Manual and Tutorial UNIT 2 User Manual 1 7 DEEPSOIL Structure The DEEPSOIL graphical user interface is composed of 5 for equivalent linear 6 for nonlinear stages windows and intuitively guides the user from the beginning to the end of the site response analysis The logic is mapped out in the flowchart below Initialization Analysis Type Selection Define Soil Profile amp Model Properties Analysis Control Motion amp Output Control Viscous Damping Formulation Type Optimum Modes Selection Time Domain Analysis Output Figure 1 DEEPSOIL Structure Flowchart ap seson vst Page 13 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 8 Initialization Upon starting the DEEPSOIL program the user is presented with the screen shown in Figure 2 a T anm File View Convert Units Tools Help Figure 2 DEEPSOIL Main Window Analysis Tab At the top left the user has the option of choosing the Analysis Motions or Profiles tab As shown above the Analysis tab provides the user the option of starting a new analysis or navigating through a currently open analysis When starting a new analysis the user must select whether a Standard or Batch Mode analysis will be performed In the Standard analysis the user defines a profile and corresponding properties and propagates a single input motion through the profile
5. Iteration 1 Iteration 2 Iteration 3 Iteration 4 Iteration 5 Iteration 6 Iteration 7 Iteration 8 Iteration 9 Iteration 10 Depth h D o l 0 0 05 0 1 0 15 0 2 Strain Show Layers Figure 25 Convergence Check ap eeso VSL Page 52 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 17 5 Input Summary To review the input parameters click the View menu and select Input Summary The input summary window Figure 26 may be viewed anytime after completing step 1 Note tabs will only appear after the corresponding parameters have been input Use the Save button to create a text file of the input parameters C Program Files UIUC Deep Soil 4 0 Working 5 Time Nonlinear N A Figure 26 Input Summary ap Beeson vst Page 53 of 107 Issue Date October 3 2012 User Manual and Tutorial UNIT 3 Tutorial The tutorial is intended to help users get familiar with DEEPSOIL Seven examples are prepared to guide the users through the various features of DEEPSOIL It is recommended that the examples are followed in the order that appears in the tutorial The example files are stored in the Saved Profiles folder under the default DEEPSOIL working directory 1 18 Example 1 Linear Frequency Domain Analysis Undamped Elastic Layer Rigid Rock The first example considers a simple linear frequency domain analysis The profile for Example 1 Ex1_Lin Freq Undam
6. Park D and Y M A Hashash 2005 Estimation of seismic factors in the Mississippi Embayment II Probabilistic seismic hazard with nonlinear site effects Soil Dynamics and Earthquake Engineering Vol 25 pp 145 156 Tsai Chi Chin 2007 Seismic Site Response and Interpretation of Dynamic Soil Behavior from Downhole Array Measurements Ph D Thesis Department of Civil and Environmental Engineering Urbana University of Illinois at Urbana Champaign Tsai Chi Chin and Y M A Hashash 2008 A novel framework integrating downhole array data and site response analysis to extract dynamic soil behavior Soil Dynamics and Earthquake Engineering Vol Volume 28 No Issue 3 pp 181 197 Tsai Chi Chin and Youssef M A Hashash 2009 Learning of dynamic soil behavior from downhole arrays Journal of geotechnical and geoenvironmental engineering Vol in press Phillips Camilo and Youssef M A Hashash 2008 A new simplified constitutive model to simultaneously match modulus reduction and damping soil curves for nonlinear site response analysis Geotechnical Earthquake Engineering amp Soil Dynamics IV GEESD IV Sacramento California Phillips C and Hashash Y 2009 Damping formulation for non linear ID site response analyses Soil Dynamics and Earthquake Engineering Vol 29 No 7 pp 1143 1158 Page 9 of 107 ssue Date October 3 2012 User Manual and Tutorial The executable version of DEEPSOIL was origi
7. Total Stress Analysis Acceleration g vs Time sec Strain vs Time sec Stress shear effective vertical vs Time sec Response Spectra PSA g vs Period sec Fourier Amplitude g sec vs Frequency Hz Fourier Amplitude Ratio surface input vs Frequency Hz PGA Profile Max PGA vs Depth Strain Profile Max Strain vs Depth For Effective Stress Analysis e All from Total Stress Analysis e Pore Water Pressure pwp effective vertical vs Time sec e PWP Profile Max PWP Ratio vs Depth If a Batch Mode analysis was selected the user will be notified when all analyses have been completed The output from batch analyses can be found in the user s working directory in a folder named Batch Output Within this folder there will be a folder corresponding to each collection of batch analyses ie BatchO Batch etc which will contain the results from each collection For a Standard analysis the user may immediately view the following output visually Figure 22 by selecting the appropriate tab for the selected layer e Acceleration g vs Time sec e Strain vs Time sec e Stress shear effective vertical vs Time sec e Stress shear effective vertical vs Strain e Fourier Amplitude g sec vs Frequency Hz e Fourier Amplitude Ratio surface input vs Frequency Hz e Response Spectra PSA g vs Period sec Page 48 of 107 ssue Date October 3 2012 User Manual and Tutoria
8. Curve fitting parameter s Curve fitting parameter g Practical volumetric threshold shear strain v Curve fitting parameter For v Matasovic 1993 recommends a value ranging from 3 5 5 0 with an average value of 3 8 The Clay model parameters are s Curve fitting parameter r Curve fitting parameter A Curve fitting parameter B Curve fitting parameter C Curve fitting parameter D Curve fitting parameter g Practical volumetric threshold shear strain The GMP UIUC model parameters which can be used for sands are e D Relative density Page 22 of 107 ssue Date October 3 2012 User Manual and Tutorial e FC Fines Content e v Curve fitting parameter same as used in the Matasovic 1993 Sand model For Effective Stress Analysis with the Include PWP Dissipation option e C Coefficient of consolidation Units Values can be entered in either English or SI units Thickness feet ft meters m Unit Weight pound force per cubic feet pcf kilo Newton per cubic meter kN m 3 Initial Shear Modulus G pounds per square feet psf kilo Pascal kPa Small strain damping ratio percentage Reference strain Reference stress mega Pascal MPa Beta unitless s unitless b unitless Cy feet squared per second ft 2 s meters squared per second m 2 s 1 11 1 Creating Modifying Soil Profiles a Model Properties Defining Model Properties Detail
9. DEEPSOIL must be closed and reopened before the input motion is available for analyses Units and Format Units should be seconds and g s The format should be as follows Ist row Number of data points amp time step separated by 1 space 2nd and subsequent rows time amp acceleration separated by 1 space 1 15 5 Deconvolution Deconvolution is available for a Standard single motion total stress time domain analyses and allows for converting an outcrop motion to a motion to be imposed at the bottom of the soil profile Deconvolution also requires defining a profile The following properties need to be defined e Thickness e Shear Wave Velocity e Damping Ratio e Unit Weight To perform the deconvolution 1 Select the Yes radio button in the Deconvolution Performed section of step four 2 Enter the requested information into the table as shown in Figure 14 3 Additional layers may be added using the Add Layer button Unwanted layers may similarly be removed using the Remove Layer button 4 Click Save to return to step four 5 To edit the saved deconvolution profile simply click the Edit Profile button in the deconvolution section of step four 6 To disable deconvolution for the analysis select the No radio button in the Deconvolution Performed section of step four Note When defining the deconvolution profile the sum of the individual thickness must equal the total depth The current deconvo
10. The Effective Stress Analysis option is only available for a Nonlinear Time Domain analysis Note that 1 3 and 4 can also be changed in the next stage 1 11 Defining Soil Profile amp Model Properties Step 2a of 6 This stage is divided into two partitions The first partition to be considered requires the user to define the soil profile and specify the soil properties of each layer Figure 8 The type of input required depends on the analysis parameters selected in Step 1 Water Table Location Top of Layer 1 E No Water Table Soil Profile Display Total Profile Depth ft 80 00 Natural Freq of Profile 5 00 Hz Natural Period of Profile 0 20 sec Figure 8 Step 2a 6 Input Soil Properties The entire form is broken up into three sections The section located at the left is a visual display of the soil profile The section at the right is the table where the values for required input parameters must be entered but the location of the water table must also be specified The section in the middle contains layer property information conversion functions and water table settings Pressing the Expand Soil Properties Spreadsheet button will open a new window containing only the table and fill the entire workspace allowing for easier data entry for effective stress analyses which have considerably more input values If a total stress analysis is selected the user must specify the typical soil properties of each
11. This will open the user defined working directory which should contain the output text file ap seson vst Page 61 of 107 Issue Date October 3 2012 Acceleration g will i Hi 1 I MA i I i HW WH MIN i ih User Manual and Tutorial rererere rarr ii N i i iN Time sec Period sec Page 62 of 107 Issue Date October 3 2012 User Manual and Tutorial Accel Strain_ Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra Fourier Amplitude Ratio suface input vs Frequency Amplitude Ratio surtacefinput Frequency Hz Note that resonance occurs at natural frequencies and therefore results in significant amplification of the motion at such frequencies ap eee va t Page 63 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 19 Example 2 Linear Frequency Domain Analysis Undamped Elastic Layer Elastic Rock Example 2 Ex2 Lin Freq _Undamped_Elastic dp is similar to Example 1 the only differences being that the soil column is now 80 feet thick and the bedrock is elastic instead of rigid As such the steps of the analysis are the same as those outlined in Example 1 except where noted below STEP 1 6 All options are the same as in Example 1 Press the Next button to proceed to the soil profile window STEP 2 6 Enter 80 for the thickness of the layer in the soil prope
12. DEEPSOIL displays acceleration shear strain and shear stress time histories Fourier response spectrum Fourier amplification ratio spectrum and response spectrum at selected layers Output data is automatically exported to a text file for the user s future reference It is also possible to export output into an Excel spreadsheets DEEPSOIL can convert NEHRP Site class A motion to Site class B C motion and vice versa DEEPSOIL can baseline correct any motion in the library DEEPSOIL can covert motions downloaded from the PEER Strong Motion Database to a format usable in analyses Page 7 of 107 ssue Date October 3 2012 User Manual and Tutorial 1 4 DEEPSOIL updates from v4 0 e DEEPSOIL is now offered in a 64 bit compatible version e The DEEPSOIL user interface has been updated using the latest NET components NET 4 0 e DEEPSOIL will now display the progress of an analysis within the interface all platforms and in the taskbar Windows 7 only e DEEPSOIL will now prevent the system from sleeping while an analysis is running e The motion library has been improved It now includes the acceleration velocity and displacement time histories the response spectrum and the Fourier amplitude spectrum The library can also scale input motions to a desired acceleration or by a chosen scale factor e The computational core has been optimized for Windows7 e DEEPSOIL can now calculate the response spectrum using three methods N
13. Figure 7 Step 1 6 Choose type of ANALYSIS cy miersseceesasvernndtomantein rats nieces aimee 19 Figure 8 Step 2a 6 Input Soil Properties siss icssssisscasnanssostesansvatesavssennaiasenwnnesnsavesaunsninsecssuctacneauns 21 Figure 9 Check Maximum Frequency asiicd cscacacessuvsuionessiasennesencoauten asdesauuspeashiunvaatessiessantspeasieneives 28 Figure 10 Implied Strength Profile Shear Stremeth jcsssscsscsssvecaisteasgenasensdaasiencarnavasaiacvassvernsssesias 30 Figure 11 Implied Strength Profile Norm Shear Strength 00 0 0 eeeecesecetecneeeeeeeeeeeeeeaeeneeeaee 30 Figure 12 Implied Strength Profile Friction Angle cssssssssssssssesssenssorserssossesscenrenssones 31 Figure 13 Step 2b 6 Input Rock Properties ceicsccsiisscasssesscsscassavasusavsonenatessenssevavanssauneaiedooeoansvasiants 32 Figure 14 Step 3 6 Specific Options for Time Domain or Frequency Domain Analysis 33 Figure 15 Step 4 6 Input Motion and Output Layer s Standard Analysis c cesceeeseeeneee 37 Figure 16 Step 4 6 Input Motion and Output Layer s Batch Analysis 0 ccceeeeeeeeereeeeees 38 Figure 17 Input Motion Conversion cssiczcssvsndscacsitdsnssiueestasabedesinehasbuaustisatioueomaiuassasntaargeniand 4 Figure 18 Converted MOtlOlissss ssis issiria ai re ATETEA eaten tees 41 Figure 19 Baseline Correction sessssesssssssssssesesesstsresssetsesststestsststrstssrsetsessestestssestestsseesesseset 42 Figure 20 Dec
14. In the Batch Mode analysis the user defines a profile and corresponding properties as in the Standard analysis but a queue of input motions is constructed to propagate through the soil profile In the Batch Mode an individual analysis will be performed with output data automatically exported to the user workspace for each input motion ifp Deepsou V5 1 Page 14 of 107 Issue Date October 3 2012 User Manual and Tutorial omer File View Convert Units Tools Help Figure 3 DEEPSOIL Main Window Motions Tab The Motions tab provides the user the options of viewing an input motion adding a motion using the PEER to DEEPSOIL conversion tool baseline correcting an input motion or converting the site class of an input motion The Profiles tab provides the user with a list of saved profiles The profiles can then be selected and opened for use in new analyses 1 8 1 Motion Viewer Processor DEEPSOIL contains a motion viewer which can be used to view process input motions To view process a motion simply select it from the list and press the View button A new window will open Figure 4 and DEEPSOIL will generate acceleration velocity and displacement time histories as well as the response spectrum and Fourier amplitude spectrum for the selected motion The relative size of the plots can be adjusted by clicking on the gray vertical line and dragging to the left or right Double clicking on the response spectru
15. T T T 0 0 2 0 4 0 6 0 8 1 Maximum PGA g ap DeReSO vst Page 94 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 24 Example 7 Non linear Analysis Multi Layer Elastic Rock Pore Water Pressure Generation and Dissipation The next example Ex7 Nonlin Multi Layer PWP dp of this tutorial considers the Non Linear analysis of Example 6 as an effective stress analysis with generation and dissipation of pore water pressure The steps in the analysis are the same as Example 6 except where noted below STEP 1 6 Open Example 6 Ex6 Nonlin _Multi_Layer dp Change the Analysis Type from Total Stress Analysis to Effective Stress Analysis This will enable the option to Include PWP Dissipation Check the checkbox next to Include PWP Dissipation to allow for both pore water pressure generation and dissipation in the analysis When the Include PWP Dissipation option is selected a new item appears labeled Boundary Conditions for Bottom of Profile These options are used to specify whether the bottom of the profile is a permeable or impermeable boundary For the purposes of this example select the Permeable option Press the Next button to continue to the soil properties input form STEP 2 6 Note that the properties defined in Example 6 are preserved Using the horizontal scroll bar we see that there are new parameters which must be defined for the p
16. Update o Update K Matrix Yes No The remaining options are at the discretion of the user e Graph Lin Frequency Domain Graphs the linear frequency domain for specified options above e Check with Lin Time Domain Graphs corresponding linear time domain e Clear Time Plots Clears the time domain graphs e Show Rayleigh Damping Graphs the Rayleigh damping For more details on this stage please refer to Example 6 in the tutorial When ready to proceed click Analyze Viscous damping formulation is used to model small strain damping The viscous damping formulation results in frequency dependent damping and can introduce significant artificial damping It is therefore important to select an appropriate viscous damping formulation and corresponding coefficients to reduce the numerical damping Hashash and Park 2002 Park and Hashash 2004 There are three types of Rayleigh damping formulations in DEEPSOIL as listed below It is however recommended that the frequency independent damping formulation be selected for most analyses 1 16 1 Frequency Independent Damping formulation This procedure solves for the eigenvalues and eigenvectors of the damping matrix and requires no specification of modes or frequencies This formulation is computationally expensive however it removes many of the limitations of Rayleigh Damping 1 16 2 Rayleigh Damping formulation types e Simplified Rayleigh Damping formulation 1 mode frequ
17. a user interface This was in part based on Clough and Penzein 1993 and the findings of Hudson et al 1994 as implemented in the program QUAD4 M Additional developments and modifications are made in DEEPSOIL benefited greatly from the PEER lifeline project Benchmarking of Nonlinear Geotechnical Ground Response Analysis Procedures PEER 2G02 DEEPSOIL v3 0 3 7 Additional enhancements are made to the user interface as well as inclusion of pore water pressure generation dissipation capability Current pore water pressure models employed include the same model introduced by Matasovic 1992 Matasovic and Vucetic 1993 1995 and employed in the program D_MOD The current dissipation model used in DEEPSOIL is derived from FDM considerations DEEPSOIL v3 5 A new soil constitutive model is introduced to allow for significantly enhanced matching of both the target modulus reduction and damping curves Phillips and Hashash 2008 Page 10 of 107 ssue Date October 3 2012 User Manual and Tutorial e A new functionality in the user interface is implemented that allows the user to automatically generate hyperbolic model parameters using a variety of methods Phillips and Hashash 2008 e DEEPSOIL v3 7 A new pore water pressure generation model for sands is added the GMP Model Green et al 2000 in addition to various improvements in the user interface as well as the capability to export output data to a Microsoft Excel
18. be rigid by selecting the Rigid Half Space option Information Regarding Rock Properties The selection of bedrock type is related to the type of input motion If an outcrop motion is being used most common situation the Elastic Half Space option should be selected Javed Bedrock f a within motion is being used e g from a vertical array the Rigid Default bed Half Space option should be selected Press the Next button to continue STEP 3 6 In Step 3 6 the options for the Frequency Domain analysis must be specified First select the Fourier Transform Type you wish to use for analysis There are two options which are the Fast Fourier Transform FFT and Discrete Fourier Transform DFT It is generally recommended that FFT be used for analysis Note FFT and DFT will give the same results but FFT is faster ap eeso vst Page 58 of 107 Issue Date October 3 2012 User Manual and Tutorial Select the Fast Fourier Transform FFT You ll notice that the Effective Shear Strain is disabled This is because the effective shear strain is irrelevant for a linear analysis Similarly the Number of Iterations for a linear analysis is also irrelevant so the default value of 1 does not need to be changed The final selection in this step is selecting the complex shear modulus There are three options 1 Frequency Independent 2 Frequency Dependent 3 Simplified Kramer 1996 It is recomm
19. by DEEPSOIL After selecting the input motion and associated parameters select the layer s for output shown in the left column Layer 1 is selected by default Finally select the calculation method to use for the response spectra and enter a damping ratio for the output response spectrum shown in the lower left corner The recommended method is Frequency Domain and the recommended damping ratio is 5 Press the Analyze button to begin the analysis Step 4 Output Check layers to generate time history output Layer 1 is selected by default Select All E Layer Acceleration g L 20 30 40 Note Max PGA Stress Strain and raTa PWP applicable profiles will be output N me g Choose Input Motion Input Motion for Freq Domain analysis only ChiChi ba Output Response Spectra ebt Damping Ratio 5 al Valley bet Min num of pts in input motion 2400 Calculation Method Kocaeli bt Total of 12 LomaGilroy bt otal num of pts in Frequency Domain input motion for FFT Z 4096 Recommended LomaGiroy2 bt Duhamel Integral __ Baseline Correction ap seson vst Page 60 of 107 Issue Date October 3 2012 User Manual and Tutorial In case the user wishes to define new motions the format of the ground motion file should be as follows ay oarserergars File Edit Format View Help 2400 0 02 02 1 57557E 05 04 1 558008E 05 06 1 547887E 05 1 532222E 05 1 520108E 05 1 50362
20. cccsccsssceeseceeeeeseeceeeeeeeeenseeeaeees 17 1 9 DEE PSOIL AO pions Widow scacestdssnidedstatsstancwcntnans E E AE a ah 17 1 10 Analysis Type Selection Step 1 Of 6 00 cccccecccsccsssceeseeceseceseceeeeesseecaeceseeseeeeeaeeesaeeeeetes 19 1 11 Defining Soil Profile amp Model Properties Step 2a Of 6 cccccsceeteceteeeeeeeeeeeeeeenaeens 21 1 11 1 Creating Modifying Soil Protiles veciscccvasssceassdssduvsiantecaniedecsaissscaspdavnecsniaenccvatiadacestanness 23 1 12 Soil PLO MSTUCS MOCELS saiicdscassecsuederseiundvonteals oain aae soutscbintanswdemasyils soutysiedeieds 24 1 12 1 Equivalent TAINS Es tscee susie creer rria sag cue oases ae noes naam IN ER 24 1 12 2 Hyperbolic Pressure Dependent Hyperbolic 0 ccc ceeeeceesceeseceteeeeeeeeseecnseeesaeens 24 1 12 3 MRDF Pressure Dependent Hyperbolic s ccisssiincsssresssaerecesesenvenssevesensasnectessanvedevexasans 25 112 3 Ue MRDF UIUC arerioen aR ER EEE E EE E E G 25 1 1232 MRDF Da rendeli cot cace sie aes atuceae basa e da sunneancaseasnandemnsanasmenene daei E kaneis Taea EE 26 1 12 4 Porewater Pressure Generation amp Dissipation ccccccccecsceseseeeseeeeseceneeeeeeeeseeesaeens 26 1 12 5 Check Maximum Frequency for Time Domain Analysis only cceeseeeseeeeteees 28 1 12 60 Immphe d S or Pr OLE sce sncosscesrincdentiouvedcayaenencsssceuiesreretidsvareteussesiestsscossesntoutswenesexs 29 1 13 Define Rock Properties Step 2b of 6 s csascissnadecsdbasarenanctvapraiai
21. file DEEPSOIL v4 0 Complete rewrite of DEEPSOIL interface e Printing was added for plots of input motions analysis results PGA profile and iteration convergence for equivalent linear analyses e DEEPSOIL was made multi core aware when running batch analyses e Added an Options window for setting defaults working directory input motion directory saved profile directory units multi core etc e Added a tool to convert motions downloaded from the PEER Strong Motion Database AT2 to the DEEPSOIL format e Added a library that allowed the user to view input motions and open profiles without the need to start an analysis e Added an input summary to review input parameters e Added an update manager to notify the user when new versions of DEEPSOIL are available The evolution of DEEPSOIL is a continuous process with a number of planned developments for future release Some of these planned developments are listed below Further enhancement of the user interface Implementation of additional pore water pressure generation models Automatic randomization of soil profiles for batch mode analysis User optional implementation of neural network models Incorporation of additional modulus reduction and damping curve formulations Page 11 of 107 ssue Date October 3 2012 User Manual and Tutorial 1 6 Known issues e There are no known issues at this time ap DeReSO vst Page 12 of 107 Issue Date October 3 2012
22. in folder view link shown above the close button If you kept the default directory suggested by DEEPSOIL then navigate to the Working folder of the DEEPSOIL program path The current working directory can also be found using the input summary To view the input summary click on the View menu and select Input Summary The working directory will be listed on the Analysis Selection tab of the form Open Results Kobe txt If you have completed other analyses with the Kobe motion the results file will be Results Kobe txt where is simply an index referring to the most recent analysis Page 97 of 107 ssue Date October 3 2012 User Manual and Tutorial Results Kobe txt Notepad File Edit Format View Help Results Kobe txt DEEPSOIL v4 0 8 10 2011 9 39 16 AM ZOOOCOOOOOOOOOOOO OOOO OOOO OOO OOO KIKI OOO KAKI Layer 1 XXXKKOOOOKAAX AAA KKK AAA KKK KKH KKK KAHAN br aia K strain ve area vertical Pore Pressure pwp effective vertical a 6E 1 6E 05 6E 05 5E 05 0 0 1 06 1 06 2E 06 2E 06 2E 06 2E 06 5E 05 5E 05 5E 05 5E 05 5E 05 5E 05 4E 05 4E 05 4E 05 4E 05 4E 05 4E 05 3E 05 3E 05 3E 05 3E 06 3E 06 4E 06 4E 06 4E 06 5E 06 5E 06 pppppppppppopopopp9p Jb peb pab pab pu pab pai pab pa pab pa pa pad pa pad pab pad O00000 0000000000000 O00000 o000000000000 a Results Kobe txt contains all of
23. layer based on the type of analysis that was selected Linear Nonlinear etc If an effective stress analysis is selected the user must specify additional parameters including the model to be used Sand Clay and their respective parameters The models are identified as ap Beers va t Page 21 of 107 Issue Date October 3 2012 User Manual and Tutorial Sand S or Clay C and by the initials of the model developer e g M for Matasovic D for Dobry GMP for Green Mitchell Polito PWP Model 1 S M D 2 C M 3 S GMP f s D Define f for Sand model s for Clay model D for GMP model p t FC Define p for Sand model r for Clay model FC for GMP model F A Define F for Sand model A for Clay model leave blank for GMP model s b Define s for Sand model b for Clay model leave blank for GMP model g C Define g for Sand model C for Clay model leave blank for GMP model v DWV_ Define v for Sand model Define D for Clay model v for GMP model g Leave blank for Sand model Define g for Clay model leave blank for GMP These parameters and the means of determining these parameters are discussed in section 1 12 If an effective stress analysis is selected with the option to Include PWP Dissipation the user must also specify e CG Define C for both Sand and Clay model The Sand model parameters are f 1 for 1 D directional generation of water pressure 2 for 2 D p Curve fitting parameter F
24. 10_Treasure_Island dp is similar to example 6 but includes 53 layers and is on rigid rock This is a typical profile near Treasure Island It is included to illustrate the capabilities of DEEPSOIL for more realistic profiles Recreation of this profile will not be discussed in this tutorial 1 28 Example 11 Non linear Analysis Multi Layer Elastic Rock MRDF Example 11 Ex11_MRDF dp is an 80 layer profile on elastic rock It is included to illustrate the capabilities of DEEPSOIL for more realistic profiles as well as the MRDF curve parameters Recreation of this profile will not be discussed in this tutorial Page 103 of 107 ssue Date October 3 2012 User Manual and Tutorial UNIT 4 References Chopra Anil K 1995 Dynamic of Structures Theory and applications to Earthquake Engineering Englewood Cliffs New Jersey Prentice Hall Clough Ray W and Joseph Penzien 1993 Dynamics of structures New York McGraw Hill Darendeli M B 2001 Development of a New Family of Normalized Modulus Reduction and Material Damping Curves Department of Civil Architectural and Environmental Engineering The University of Texas Austin Texas Duncan James M and Chin Yung Chang 1970 Nonlinear analysis of stress and strain in soils Journal of the Soil Mechanics and Foundations Division Vol 96 No SM5 pp 1629 1653 Finn W D L Lee K L and Martin G R 1977 An effective stress model for liquefaction
25. 38673733713 03 1 37827E 05 004055625817621 058034259382008 0 0238702 0 824946 03125 0 0552045609286394 0 32 1 362016E 05 D 00432435607464 066414241274269 0 0254007 0 82535 0 333333333333333 0 0645284449758396 0 34 _1 351618E 05 004590472663301 1007532907001221 0 0270283 0 825694 0 354166666666667 0 0800425208291821 036 1 335334E 05 004853972641609 1008477351531712 0 0287624 0 825765 0375 0 0514027610435074 0 38 1 323103E 05 051146762536695 1947421642123985 0 030606 0 826525 0 395833333333333 0 0191799775346678 04 1 30666E 05 005372567906909 105229408372977 0 032569 0 826823 0416666666666667 0 065768376325751 042 1 29661E 05 005627861484364 011622983776425 0 0346572 0 827649 04375 0 0989686998245622 044 1 306271E 05 058831169139505 127740816162565 0 0368794 0 828101 0 458333333333333 0 0959272678482394 046 1 296114E 05 006138323702553 1139762256779068 0 039244 0 827843 0 479166666666667 0 12226967752412 048 1 281113E 05 063910633341485 1015229164381577 0 0417603 0 829688 05 0 168062509003319 05 1 306099E 05 066447821597465 165327489309665 0 0444378 0 829902 0 52083333333333 0205399202315474 0 52 1 2939446 05 006899759276606 178872030746017 0 0472871 0 832034 0 541666666666667 0 217077441221251 054 1 287991E 05 071529606052835 192924750627906 0 050319 0 839436 0 5625 0 210938077630442 0 56 1 233729E 05 074002568596635 1207477968052854 0 0535454 0 844005 0 583333333333333 0 193520264631369 058 1 2256546 05 007641439942633 0222519
26. 6 Layer 1 2 3 5 6 7 8 9 10 11 Depth ft ay Sat A a ee nt foe e353 F ARGH wo Figure 10 Implied Strength Profile Shear Strength Shear Strength Nomalized Shear Strength Shear Strength psf Fiction Angle deg 201 7 69 8 347 9 55 0 559 0 658 1 45 0 882 5 446 40 8 Normalized Shear Strength shear eff vert 0 5 1 15 2 25 38 4 38 5 36 5 34 5 34 1 32 1 ZS eer HH wn t Depth ft ey Sy ey ae er ee Soe 345F DBRGBHR 0 227 EF Vert Stress gt Figure 11 Implied Strength Profile Norm Shear Strength ap Beers va t Page 30 of 107 Issue Date October 3 2012 User Manual and Tutorial Shear Strength Normalized Shear Strength Friction Angle Implied Friction Angle deg 20 40 2 3 4 5 6 7 8 9 ab a mb mi mi mi d on ON amp WH O wo Figure 12 Implied Strength Profile Friction Angle ap eee va t Page 31 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 13 Define Rock Properties Step 2b of 6 After defining the soil and model properties the user must now define the rock half space properties of the bottom of the profile Figure 13 Step 2b Elastic Half Space Rigid Half Space Bedrock Properties Infomation Regarding Rock Properties Bedrock Name The selection of bedrock type is related to the type of input motion Shear Velocity ft s Unit Wei Sar po If an outc
27. 66489515 0 0569786 0 852784 0 604166666666667 0 191147517755645 ne 1 2113N4F N5 N NN7AANSIARRAR4 173RN41522777173 O 0RNER19 257284 T 095 N 19799N830N9R745 T coe Figure 5 Motion Viewer Tables 1 8 2 Baseline Correction and Site Class Conversion As with the motion viewer the baseline correction and site class conversion windows can be used by selecting a motion in the list and pressing the appropriate button These features are further described in sections 1 15 2 and 1 15 3 1 9 DEEPSOIL Options Window Figure 6 shows the Options window This window can be accessed by clicking on the Tools menu and then selecting Options The window allows the user to set the default working directory the directory containing input motions for use in analyses the default directory in which to save profiles the default units the analysis priority and multi core support for batch mode ap DEES vst Page 17 of 107 Issue Date October 3 2012 User Manual and Tutorial Default Working Directory C Program Files UIUC Deep Soil 4 0 Working Default Input Motion Directory C Program Files UIUC DeepSoil 4 0 Working Inp Change Default Profile Directory C Program Files UIUC Deep Soil 4 0 Working Ex Default Units English Aa Priority Choose the default priority class for ananlyses Choosing Low Priority may cause calculation to take longer Choosing High may impact performance of other software during calcula
28. 7E 05 1 494065E 05 1 477275E 05 1 466142E 05 1 449337E 05 1 44041E 05 1 416377E 05 1 406298E 05 1 389261E 05 1 37827E 05 1 362016E 05 1 351618E 05 1 335334E 05 1 323103E 05 1 30666E 05 1 29661E 05 1 306271E 05 1 296114E 05 1 281113E 05 1 306099E 05 1 293944E 05 1 287991E 05 1 233729E 05 1 225654E 05 1 211304E 05 1 151684E 05 1 13654E 05 1 068677E 05 ie 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a The first number is the total number of data points The second number is the time step The actual time history should be written in two columns the first column is the time and the second column is the acceleration The time should be in units of seconds and the acceleration should be in units of g STEP 6 6 Upon completion of analysis the user will be presented with the output window The output window displays acceleration strain and stress time histories in addition to stress vs strain curves Fourier amplitude spectrum Fourier amplification ratio and response spectra Compare your results with the figures shown below The results should be exactly the same note the scales The output data has been automatically exported to Results Motion txt in the user specified working directory To view the output text file simply click the Show analysis results in folder view link located above the Close button
29. Accel Strain_ Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra Response Spectra vs Period PSA al Period sec ap Desan vst Page 92 of 107 Issue Date October 3 2012 User Manual and Tutorial In a non linear analysis it is also possible to animate the column displacement time histories You can do so by clicking the Column Displacement Animation button The Column Displacement Animation Window allows the user to adjust the speed of the animation as well as to stop the animation and show the displacement at a given time These options can be adjusted using the scroll bars below the plot Click Start to start the animation or click Close to return to the output plots Depth ht 0 2 0 15 0 1 0 05 0 0 05 0 1 0 15 0 2 Displacement ft Speed Legend Time 0 00 Sec Siow rls ME Current Displacement i ose ap DeReSO vst Page 93 of 107 Issue Date October 3 2012 User Manual and Tutorial The PGA profile can also be displayed by clicking the PGA Profile button The PGA Profile Window shows the PGA for each layer Note that the PGA is calculated at the top of each layer not the midpoint To view the layers in the PGA plot check Show Layers To change the color of the plotted layer lines click the color box and select a new color When you are finished press Close to return to the output plots 0 Depth htl 60 4 80
30. DEEPSOIL W5 1 Version 5 1 www illinois edu deepsoil October 3 2012 USER MANUAL AND TUTORIAL Youssef M A Hashash Department of Civil and Environmental Engineering University of Illinois at Urbana Champaign hashash illinois edu 2002 2012 Board of Trustees of University of Illinois at Urbana Champaign User Manual and Tutorial TABLE OF CONTENTS UNIT T Background a sasecachesseeoudvustunntvustsvenyitussessesduntasteibentasisesidaiybonhessseduvedvin astivaduncaysuetbeevdantiets 5 1 1 About DEEPSOIL serans r e r area eee 5 1 2 Program installation ox ccerevaasenscideagiescanacacewdcspcorasaasescaneagasscanciacaaceuncecnsaarenveecemiaecaamvarenenenteneniers 6 1 3 DEEPSOIL eatre S sesiis anaron NEATE ANE EAE E ERENER EEA ED AAEE SENES 7 1 4DEEPSOIL updates from V4 O sscssisisaccsnsennccveassacetedhe scaweaaatecuntaincciassandeseahnacavealsnccamadieneamancess 8 1 5 DEEPSOIL a historical perspective vicccasecsuctesaaceneansacancdseadaxessdaesdchreancarendseeaaaiemerneannaerenine 9 UG KROOWDISSUCS aca sca iaren T aw E va msde 12 UNIT 2 User Mamta sssini sosna ancene naire an e e EEEE EEA EEEE EA aE EET asas 13 1 7 DEEPSOIL CON Eies ar nesese OEE E e AEE NEEN AIS EEEREN AEEKO NESER 13 T8 ie nec lh 18 0 0 tere enone eer men eae nr EE a N rere ee 14 1 8 1 Motion Viewer Processor 5 ccseceasccuseasaaduaesnswecaasnncceniarasantanattaneran oeenraadecaasamaereraaeeneins 15 1 8 2 Baseline Correction and Site Class Conversion c
31. Ea 49 1 17 22 PGA Profle cc jessica avaxsasvepevannvnanyhonnsatnsanasnnaaensocasasussaxveine dam anaduraaneiesnaxaglvciegenslceans 50 1 17 3 Displacement profile and animation iccpcsiieccassasiatesntintsxdiguxatecaiaees aeons 51 1 17 4 Convergence results Equivalent Linear Analyses Only ssssessseeseesessseesseserssresee 52 117 5 put Summary esireket n T e a EE 53 Page 2 of 107 Issue Date October 3 2012 User Manual and Tutorial UNIT 3 T tori l oemrepeemraneeeeiretrre ieiuno nr rier err iA E A nace reen esr errata E rer tty 54 1 18 Example 1 Linear Frequency Domain Analysis Undamped Elastic Layer Rigid Rock 54 1 19 Example 2 Linear Frequency Domain Analysis Undamped Elastic Layer Elastic Rock E gh E ede anaes N hic Dedede sn thane raat enteten tee 64 1 20 Example 3 Linear Frequency Domain Analysis Damped Elastic layer Elastic rock 68 1 21 Example 4 Equivalent Linear Frequency Domain Analysis Single Layer Elastic Rock71 1 22 Example 5 Equivalent Linear Frequency Domain Analysis Multi Layer Elastic Rock 80 1 23 Example 6 Non linear Analysis Multi Layer Elastic ROCK 0 ccceeceeceeeseeesteeeteeeeeeens 85 1 24 Example 7 Non linear Analysis Multi Layer Elastic Rock Pore Water Pressure Generation ANG DISSIDA ION iexencxsnsxsscessusesnzastacaanheincetaeuuncsseuaiedinsesdisbeniiieaseeusmduuviotesicuines 95 1 25 Example 8 Non linear Analysis Multi Layer Elastic Rock Pore Water Pressure Generation and DISSIPA
32. F A FC gt F 0 73 sB gt s 1 g C gt g 0 02 wDiv gt v 3 8 g gt None leave blank C 0 1 The PWP section of the spreadsheet should look like the following figure 1 1 1 0 73 1 0 02 3 8 0 1 1 1 1 0 73 1 0 02 3 8 0 1 1 1 1 0 73 1 0 02 3 8 0 1 1 1 1 0 73 1 0 02 3 8 0 1 1 1 1 0 73 1 0 02 3 8 0 1 After checking your input press the Next button to continue to the third stage of analysis The remaining steps of the analysis are exactly the same as in Example 6 Check that your input for Steps 3 6 5 6 are the same as in Example 6 In Step 4 6 be sure to select the Kobe txt input motion for analysis Page 96 of 107 ssue Date October 3 2012 User Manual and Tutorial STEP 6 6 The figure shown on the following page is the calculated surface response spectrum for Layer 1 Check that your results match those shown in this tutorial Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra PWP vs Time Response Spectra vs Period PSA al Period sec Now let s take a look to see if any pore water pressure was generated in Layer due to the input motion You can do this by selecting the PWP vs Time tab for a quick visualization For the purposes of this example let s examine the exported output data Use Windows Explorer to navigate to the folder you specified as your working directory when you started DEEPSOIL or press the Show results
33. IL is the extended modified hyperbolic model Ga E 4 vnn mo mos eo re rs VY 1 pf Sey l f Tno j eG oO i y REF strain REF stress _ Damping ratio c The parameters that control the shape of the backbone curve are beta s and The curve can be made confining pressure dependent by selecting the reference stress and the b parameter Select b 0 to make the curve pressure independent Note that y reference effective strain for b 0 or reference stress The small strain damping properties can also be made pressure dependent by introducing the d parameter The d parameter in the equation is the small strain damping in the user interface Select d 0 to make the curve pressure independent Page 87 of 107 ssue Date October 3 2012 User Manual and Tutorial Try various combinations to get a good match with the Seed and Idriss reference curves Once a satisfactory match is obtained save the material in the material library Then assign the selected parameters for all other layers For the purposes of this example use the S amp I M_NL dsm saved material for all layers After all of the input parameters have been specified the spreadsheet should look like this Nonlin S amp I Mean 10 125 1000 0 5 0 03 0 18 0 8 0 7 0 0 Nonlin S amp I Mean 15 125 1500 0 5 0 03 0 18 0 8 0 7 0 0 Nonlin S amp I Mean 15 125 1500 0 5 0 03 0 18 0 8 0 7 0 0 Nonlin S a
34. Issue Date October 3 2012 User Manual and Tutorial Response Spectra vs Period PSA al Period sec ap eee va t Page 66 of 107 Issue Date October 3 2012 User Manual and Tutorial Fourier Amplitude Ratio suface input vs Frequency Amplitude Ratio surtacelinput Frequency Hz ap eee va t Page 67 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 20 Example 3 Linear Frequency Domain Analysis Damped Elastic layer Elastic rock Examples 1 and 2 assume that the soil layer has zero damping This assumption is unrealistic because soils are known to exhibit damping even at very small strains Example 3 Ex3_Lin_ Freq Damped _Elastic dp is similar to Example 2 the only difference being that the soil is damped instead of undamped As such the steps of the analysis are the same as those outlined in Example 2 except where noted below STEP 1 6 All options for Step 1 6 are exactly the same as those in Example 2 STEP 2 6 Damping of 5 is imposed on the soil layer Enter 5 into the Damping Ratio column of the soil properties spreadsheet Press the Next button to proceed to Step 2b 6 80 125 1500 gt Page 68 of 107 ssue Date October 3 2012 User Manual and Tutorial Select all other options to be the same as Example 2 Input Motion gt Kobe txt Frequency Independent Complex Shear Modulus FFT After you have checked that all options are th
35. Journal of Geotechnical and Geoenvironmental Engineering Vol 119 No 11 pp 1805 1822 Matasovic N 1992 Seismic response of composite horizontally layered soil deposits Ph D Thesis University of California Los Angeles Matasovic Neven and M Vucetic 1995 Generalized Cyclic Degradation Pore Pressure Generation Model for Clays ASCE Journal of Geotechnical and Geoenvironmental Engineering Vol 121 No 1 pp 33 42 Mugan Ata and Gregory M Hulbe 2001 Frequency domain analysis of time integration methods for semidiscrete finite element equations part II Hyperbolic and parabolic hyperbolic problems International Journal for numerical Methods in Engineering Vol 51 No 3 pp 351 376 Newmark Nathan M 1959 A method of computation for structural dynamics Journal of the Engineering Mechanics Division Vol EM 3 pp 67 94 Park D and Y M A Hashash 2004 Soil damping formulation in nonlinear time domain site response analysis Journal of Earthquake Engineering Vol 8 No 2 pp 249 274 PEER 2010 PEER Ground Motion Database Web Application PEER Phillips Camilo and Youssef M A Hashash 2008 A new simplified constitutive model to simultaneously match modulus reduction and damping soil curves for nonlinear site response Page 105 of 107 ssue Date October 3 2012 User Manual and Tutorial analysis Geotechnical Earthquake Engineering amp Soil Dynamics IV GEESD IV Sacramento C
36. TION sccesccesdccncecnaanecavansdedectssuncerincreeasancanstraeemoeanseine nara reuaas 100 1 26 Example 9 Equivalent Linear Frequency Domain Analysis Multi Layer Elastic Rock B y M d Pratl scsccaccasis caceiacesanawsasicatucsetebacerseagacocasnaciedibvatepiecpuensacaraue talasaseiconeoacmtausoclatass 103 1 27 Example 10 Non linear Analysis Multi Layer Rigid Rock Treasure Island Profile 103 1 28 Example 11 Non linear Analysis Multi Layer Elastic Rock MRDF ceseeeeees 103 UNITA 5 Eel raise ese sineira iaieineea encase Gant pie sae a ease 104 APPENDED INCLUDED GROUND MD TIONG sisciscssiecishcurasinidensteativvedsarundavatsenadasdsveaayweasse 107 Page 3 of 107 ssue Date October 3 2012 User Manual and Tutorial LIST OF FIGURES Figure 1 DEEP SOIL Structure Flowchart sj vusiccciuacvestvavtennsvgnesansandananiuntouriushdanwancasiaaseravatiaeeaees 13 Figure 2 DEEPSOIL Main Window Analysis Tab cccsccssscsserssssccseccesacessscessasesscesencesaces 14 Figure 3 DEEPSOIL Main Window Motions Tab cccceescessecsteceeeceeeeeeseecsaecneaecneeneeeenaees 15 Figore 4 M tion Viewer Plots sccnicccanevannesesb exesiennsicoes tiee ea ni E EE RRE REES 16 Figure 5 Motion Viewer Tables esossseosseserssressessessressessesseeesossorsseessesesseessessesseessessosseessesso 17 Figure 6 DEEPSOIL Options WindoW es ssesessessesessesseseessrsersesstserstsststessesresesseseesesseseesessesees 18
37. alifornia Phillips C and Hashash Y 2009 Damping formulation for non linear 1D site response analyses Soil Dynamics and Earthquake Engineering accepted for publication Schnabel P B Lysmer J and Seed H B 1972 SHAKE A computer program for earthquake response analysis of horizontally layered sites Report No EERC 72 12 Earthquake Engineering Research Center University of California Berkeley California Seed H B and Idriss I M 1970 Soil moduli and damping factors for dynamic response analyses Report No EERC 70 10 Earthquake Engineering Research Center University of California Berkeley California 40p Udaka Takekazu 1975 Analysis of Response of Large Embankments to Traveling Base Motions Department of Civil and Environmental Engineering Berkeley University of California p 346 Page 106 of 107 ssue Date October 3 2012 User Manual and Tutorial APPENDEIX INCLUDED GROUND MOTIONS All ground motions that are included with DEEPSOIL have been obtained from the PEER Strong Motion Database The database is available at http peer berkeley edu smcat The table below summarizes the meta data for the motions selected for DEEPSOIL DIRNE Record Date of to Fault LUREN Motion Name Magnitude Rupture Site Class A Event PGA 8 km ChiChi P1116 1999 09 20 15 29 Coyote P0154 1979 08 06 17 2 Imperial Valley P0165 1979 10 15 26 5 Kobe P1043 1995 01 16 0 6 Koca
38. asticity effective stress number of cycles mean frequency and c is a constant with a value of 0 1 Darendeli s reduction reduces the hysteretic damping by 40 for small strains y lt 10 and by 70 for large strains y gt 10 obtaining damping values close to the ones measured in laboratory tests 1 12 4 Porewater Pressure Generation amp Dissipation The Matasovic 1992 pore water pressure generation parameters must be determined by a curve fitting procedure of cyclic undrained lab test data Once you have obtained such data use the following equations proposed by Matasovic and Vucetic 1993 1995 to determine the best fit parameters to be used in analysis For Sands Matasovic 1992 PINE Va Yop EFN A Uy e uy is the pore pressure for N cycles e N is the number of cycles a is the practical volumetric threshold shear strain i e the Xe cyclic strain below which no significant pore water pressure is generated tup is between 0 01 and 0 02 66 99 for most of sands and is represented by the parameter g in Deepsoil e Ya is the most recent reversal strain e fis 1 or 2 depending on 1 D or 2 D directional generation of water pressure respectively e p s and F are curve fitting parameters Page 26 of 107 ssue Date October 3 2012 User Manual and Tutorial For Clays Matasovic and Vucetic 1995 o YF tu 2 c tu z c 7 tu r uy AN Se Fue BN Se tup CN S Yc Y tup D
39. b acre niet nedins 32 1 14 Analysis Control Step 3 Of 6 sssesssenssesesseessessrsseessesseesresseesersrsseessesrssressesersseessessessres 33 114 1 Time domain analysis wvcuicdecyisssscavesraraaseatenestinedsvatteiundassadey EEEE E A EEOSE 33 1 14 2 Frequency domain ANALYSIS ssisisciccssaccrseesadeoedsssetsoaasancsnussanasseanadesoddeautnasnaveasasanietnavade 34 1 15 Motion amp Output Control Step 4 Of 6 sssesssenseesesssesseeseesseesesensseesseserssressesersseessessessees 36 1 15 1 Response Spectra Calculation Meth vj crssessccxcadeadeessebiaxiseiv nasdetieestneeaseaainlans 38 1 15 2 Convert Input Wao sisx cccssstatocuncssdcinsiedacteasiateenisnctateassenud E EEEE TEER 40 115 3 Baseline OPEC TOM icc jerssancanhevesdeyaseseuxwscasasdscunioennaangaielsoanduhmsatssubaesaaiseuecttainaeaanieaent 41 1 15 4 Adding Additional Input Motions s sessessseseeseesseessessessesseesersseessesersseessessessressesse 42 1 15 5 TOS CANTO gas cise sicciiva ances ges acelin oc ease stiren ra anaes causes ERR EEEL EEEN as Enee TEREE Eese 43 1 16 Viscous Damping Formulation Optimum Modes Selection Step 5 of 6 0 0 eeeeeeee 45 1 16 1 Frequency Independent Damping formulation 0 0 ee cece ecceeeteceeeeeeeeeeeeeeeseeeneeees 46 1 16 2 Rayleigh Damping formulation types cccecccecceceseceeeceeeeceeeeeeseeceeceeeeeeeenseecaeens 46 1 17 O tput Step OE Geeris innr or a E neues ove wa anda tame ena amt 48 1 17 14 Output data lessies EEE EE E
40. c Model Page 71 of 107 ssue Date October 3 2012 User Manual and Tutorial INSTRUCTIONS To begin either complete the fields in the Create New Profile section and select Next or press the Open Existing Profile button to open a saved profile Create New Profile Current Workspace Directory C Program Files UIUC Deep Soil 4 0 Working If discrete points are selected the G Gmax and damping ratio will be defined in discrete points at various strain levels It is also possible to define the G Gyax and damping curve using the modified hyperbolic model In that case the user needs to define the nonlinear parameters for the soil model DEEPSOIL will automatically develop corresponding G Gmax and damping ratio curves For this example select Discrete Points and then press the Next button ap Dees va t Page 72 of 107 Issue Date October 3 2012 User Manual and Tutorial STEP 2 6 The user can go directly to the spreadsheet the graphical soil column or use the Material Properties button to define the soil curves From the spreadsheet left click any cell of the layer for which you want to define the soil curve to select that layer and then press the Material Properties button The user can also double click any cell in the spreadsheet to open the Material Properties window for that layer Similarly double clicking a layer in the graphical soil column will open the Material Properties window for that layer
41. d from many prior developments by other researchers as well as current and former students at UIUC For the interested reader a detailed description of many of the theoretical developments and the background literature can be found in the following publications Hashash Youssef M A and Duhee Park 2001 Non linear one dimensional seismic ground motion propagation in the Mississippi embayment Engineering Geology Vol 62 No 1 3 pp 185 206 Hashash Y M A and D Park 2002 Viscous damping formulation and high frequency motion propagation in nonlinear site response analysis Soil Dynamics and Earthquake Engineering Vol 22 No 7 pp 611 624 Hashash Y M A Chi Chin Tsai C Phillips and D Park 2008 Soil column depth dependent seismic site coefficients and hazard maps for the Upper Mississippi Embayment Bull Seism Soc Am Vol in press Park D 2003 Estimation of non linear seismic site effects for deep deposits of the Mississippi Embayment Ph D Thesis Department of Civil and Environmental Engineering Urbana University of Illinois p 311 p Park D and Y M A Hashash 2004 Soil damping formulation in nonlinear time domain site response analysis Journal of Earthquake Engineering Vol 8 No 2 pp 249 274 Park D and Y M A Hashash 2005 Estimation of seismic factors in the Mississippi Embayment I Estimation of dynamic properties Soil Dynamics and Earthquake Engineering Vol 25 pp 133 144
42. damping and should thus be used with caution This is the same modulus used in SHAKE91 G G 1 2 i2J1 amp e Simplified Complex Shear modulus Kramer 1996 This is a simplified form of frequency independent shear modulus defined as G G 1 E i2 Page 35 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 15 Motion amp Output Control Step 4 of 6 The options available in this stage of analysis will vary depending on if a Standard Figure 15 or Batch Mode Figure 16 analysis is being performed as specified when the analysis was started The motion control stage allows the user to specify the input motion to be used in the analysis and selection of the layers to be analyzed The input motion can be selected from the provided library to which the user may add additional motions The layers to be analyzed may be selected by checking the appropriate checkbox at the left of the window All layers can be selected or deselected using the button located above the layer box Note that requesting time history output for additional layers will increase the time required for the analysis to complete Maximum PGA stress strain and pore pressure if applicable profiles will be generated regardless of the layer output selection Therefore it is recommended that the user only request time history output for layers of interest The number of calculation points is only relevant in the frequency domain and should be s
43. e same as in Example 2 click the Analyze button to begin the analysis The calculated surface response spectrum is shown in the figure on the following page Note how the damping imposed on the soil results in lower resonance Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra Response Spectra vs Period PSA gl Period sec ap seson vst Page 69 of 107 Issue Date October 3 2012 User Manual and Tutorial Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra Fourier Amplitude Ratio suface input vs Frequency Amplitude Ratio surfacelinput Frequency Hz ap eee va t Page 70 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 21 Example 4 Equivalent Linear Frequency Domain Analysis Single Layer Elastic Rock Example 4 Ex4 EQL Single _Layer dp considers an equivalent linear analysis The profile is the same as that of Example 3 with the exception that the material properties will be changed STEP 1 6 The input for Step 1 6 is similar to Example 3 with the following exceptions For Analysis Type select the Frequency Domain Equivalent Linear analysis This will enable the Equivalent Linear options For an equivalent linear analysis the G Gmax and damping ratio curves can be defined using either a Discrete Points or b the Modified Hyperboli
44. e the maximum frequency the thickness of the layer should be decreased This check is performed solely for time domain analyses It is recommended that the layers have the same maximum frequency throughout the soil profile though this is not required For all layers the maximum frequency should fall between a range of a minimum of 25 Hz and a maximum of 50 Hz Depth ftl 8 amp 10 15 20 25 Frequency Hz This figure displays the Maximum frequency which can be propagated through the soil profile it is recommended that the Maximum frequency be greater than 25 Hz f this frequency is too low consider adding additional layers to the soil profile by pressing the Back button Otherwise press the Next button to continue with the analysis Figure 9 Check Maximum Frequency ap seson VS Page 28 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 12 6 Implied Strength Profile Upon completing the definition of the soil and model properties or after viewing the maximum frequency window in time domain analyses the user is shown a plot of the implied strength of the soil profile The window provides three plots for the user to view implied shear strength versus depth Figure 10 normalized implied shear strength shear strength divided by effective vertical stress versus depth Figure 11 and implied friction angle versus depth Figure 12 The shear strength and friction angle are also provided in the tabl
45. e to the right for closer inspection The implied shear strength is calculated from the modulus reduction curves entered as part of step 2a At each point on the curve the shear stress is calculated using the following equation 2C T pe 0 e Tis the shear stress at the given point e V is the shear wave velocity in the given layer e pis the mass density of the soil e G is the shear modulus at the given point e Go is the shear modulus at 0 shear strain e yis the shear strain at the given point The maximum value of shear stress for the given layer is then plotted at the depth corresponding to that layer Using this maximum value the implied friction angle is then calculated using the following equation T o tan me v e is the friction angle Tmax 1s the maximum shear stress as calculated above e c is the effective vertical stress at the mid depth of the layer The user is encouraged to carefully check the provided plots If the implied strength or friction angle of particular layer is deemed unreasonable the user should consider modifying the modulus reduction curve for the layer to provide a more realistic implied strength or friction angle Page 29 of 107 ssue Date October 3 2012 User Manual and Tutorial Shear Strength psf Friction Angle deg 201 7 69 8 55 0 2000 4000 6000 8000 10000 12000 559 0 658 1 45 0 882 5 446 40 8 38 4 38 5 36 5 34 5 34 1 32 1 30 4 30 2 28 8 27
46. ec Time sec 10 8 r5 p p i 5 2 os 8 0 Ne ao 3g 710 a 2 b 2 2 15 o 44 20 6 0 20 40 60 0 20 40 60 80 Time sec Time sec e C Figure 19 Baseline Correction 1 15 4 Adding Additional Input Motions Motions may be added to DEEPSOIL by using the built in Add Motion window To access this tool click on the Motions tab of the main DEEPSOIL window and press the Add button Alternatively click on the File menu and select New and then Motion This tool is designed to convert motions from the PEER AT2 format to the DEEPSOIL format This process is fully automated DEEPSOIL will read through the PEER file and determine the number of data points and the time step If DEEPSOIL cannot complete the conversion a message box is used to Page 42 of 107 Issue Date October 3 2012 User Manual and Tutorial notify the user of the failure Upon successful conversion the user is notified by a message box and the motion is added to the Motion Library Motions can also be entered manually This is done using a text editor capable of producing TXT files To add an input motion enter the necessary data in the format described below and save as a TXT file in the Input Motion directory The default input motion directory is C Users User Name Documents DEEPSOIL Input Motions If the user has specified a different directory the input motion file should be placed in the user defined directory If this method is used
47. egral solution The second method to compute the response of linear SDOF systems interpolates commonly assuming linear interpolation the excitation function mtig and solves the equation of motion as the addition of the exact solution for three different parts a free vibration due to initial displacement and velocity conditions b a response step force miig with zero initial ligt at The solution in terms of velocities and displacements is presented in the following equations conditions and c response of the ramp force m Wig A u B C miig D m g Uis1 Au B C miig D m z where A e tent sin wp At cos wpAt 1 B eS ndAt sin opAt Wp 1 2 1 26 2 C H d e Fanht E sin wpAt 1 cos wpA8 wW At WpAt 1 esl k 7 wW At WpAt Wn 2 2 amp 2 1 2 4 ersen 7 sin wpAt 7 costana i A e onst 5 sin wp At ers Page 39 of 107 ssue Date October 3 2012 User Manual and Tutorial B e SnAE cos wpAt sin wpAt I E 1f 1 n 1 H v7 e nAt gt aS sin wpAt aeoo 1 eS ndAt sin opAt cos wpAt P Ent Te Newmark f time integration method in time domain SDOF analysis The third method is the Newmark B method The Newmark B method calculates the nodal relative velocity u and u displacements at a time i 1 by
48. eli P1087 1999 08 17 LomaGilroy P0738 1989 10 18 LomaGilroy2 P0764 1989 10 18 MammothLake P0232 1980 05 25 Nahnni P0498 1985 12 23 Northridge P0885 1994 01 17 Northridge2 P1014 1994 10 17 Parkfield P0034 1966 06 28 WhittierNarrows P0666 1987 10 01 Hypocentral distance Geomatrix Site Class Deersow V5 1 Page 107 of 107 Issue Date October 3 2012
49. ency Uses one mode frequency to define viscous damping Page 46 of 107 ssue Date October 3 2012 User Manual and Tutorial e Full Rayleigh Damping formulation 2 modes frequencies Uses two modes frequencies to define viscous damping e Extended Rayleigh Damping formulation 4 modes Uses four modes frequencies to define viscous damping Note that the Extended Rayleigh damping formulation is very computationally expensive Modes frequencies selection There are two options available for selecting modes The first option is choosing the natural modes e g 1st and 2nd modes The second option is choosing the frequencies for Rayleigh damping directly The resulting Rayleigh damping curve can be displayed by pressing Show Rayleigh Damping and the curve will be displayed at the right bottom window Note again that the viscous damping is frequency dependent The goal in time domain analysis is to make the viscous damping as constant as possible at significant frequencies Verification of the selected modes frequencies The time domain solution uses the frequency dependent Rayleigh damping formulation whereas actual viscous damping of soils is known to be fairly frequency independent The frequency domain solution uses frequency independent viscous damping The appropriateness of the chosen modes frequencies should be therefore verified with the linear frequency domain solution Press Graph Freq Domain The results of the linear frequenc
50. ended that the Frequency Independent complex shear modulus be used for all analyses The Simplified modulus is based on the Frequency Independent modulus but modified to result in a simpler form Kramer 1996 The Frequency Dependent modulus is equivalent to the modulus used in SHAKE91 Select the Frequency Independent modulus and press the Next button Frequency Domain Number of Iterations 1 Fourier Transform Type Fast Fourier Transform Discrete Fourier Transform Effective Shear Strain Ratio 0 65 Complex Shear Modulus Frequency Independent recommended G G 1 4j2 Frequency Dependent SHAKE use with caution G G 1 28 e fi Simplified Kramer 1996 G G 1 j2 Page 59 of 107 Issue Date October 3 2012 User Manual and Tutorial STEP 4 6 Step 4 6 involves the selection of a input motion and b layers for output A motion library is provided which will automatically plot the selected motion for the user s inspection Select the input motion Kobe txt from the motion library In the frequency domain analysis the number of points for the FFT must be defined The number of points is a power of 2 DEEPSOIL will calculate the minimum number of points needed for the input motion and automatically sets the number of points to be used in the FFT to this minimum value Note that the number of points for FFT should not be smaller than the minimum value recommended
51. erbolic Model Masing Criteria Analysis Type Shear Total Stress Input Properties By Effective Stress Wave Velocity C include PWP Dissipation Modulus Current Workspace Directory C Program Files UIUC Deep Soil 4 0 Working STEP 2 6 Note that the basic properties of the layers Thickness unit weight and shear velocity are preserved ap Dees va t Page 86 of 107 Issue Date October 3 2012 User Manual and Tutorial Subdivide Layers 2 and 3 into 2 thinner layers with each having a thickness equal to half of the original layer by adding layers as described in the previous example 10 125 1000 0 15 125 1500 0 15 125 1500 0 20 125 2000 0 20 125 2000 0 For each layer bring up the soil properties window using the Soil Properties button or by double clicking the layer The default non linear parameters are given as S amp I M NL dsm Find the file in the Saved Materials list box and press Use Saved Material to apply the material data to the layer Find the Seed amp Idriss 1991 Mean Limit curves in the Material Library as was done in previous examples Now press Calculate Curves to display the soil curves Compare the calculated curves to the Seed and Idriss mean cohesionless curves The Seed and Idriss curves which are the reference curves will be shown in pink To match the Seed and Idriss curves the material constants need to be changed The soil model incorporated in DEEPSO
52. ewmark Method Duhamel Integral and Frequency Domain default This is set during each analysis on step 4 e Baseline correction site class conversion and curve fitting code has been rewritten and optimized e DEEPSOIL is now associated with dp files Profiles can now be opened from Windows Explorer allowing a profile to be opened without needing to open DEEPSOIL first e DEEPSOIL now calculates and displays the implied strength profile based on the soil properties entered in step 2 e New input motions have been included All motions are taken from the PEER Strong Motion Database Metadata for these motions can be found at the end of this manual e Corrected vertical stress calculation for layers above the water table during post processing e DEEPSOIL no longer requires administrator privileges to function properly Page 8 of 107 ssue Date October 3 2012 User Manual and Tutorial 1 5 DEEPSOIL a historical perspective DEEPSOIL has been under development at UIUC since 1998 The driving motivation of the development of DEEPSOIL was and continues to be making site response analysis readily accessible to students and engineers and to support research activities at UIUC In DEEPSOIL we maintain that it is always necessary to perform both equivalent linear and nonlinear site response analyses Therefore DEEPSOIL since its inception has incorporated both analysis capabilities As with any development DEEPSOIL has benefite
53. ia Davis CA Idriss I M and Seed H B 1968 Seismic response of horizontal soil layers Journal of the Soil Mechanics and Foundations Division ASCE Vol 94 No SM4 pp 1003 1031 Page 104 of 107 ssue Date October 3 2012 User Manual and Tutorial Idriss I M and Sun J I 1992 User s Manual for SHAKE91 A Computer Program for Conducting Equivalent Linear Seismic Response Analyses of Horizontally Layered Soil Deposits Kramer Steven Lawrence 1996 Geotechnical earthquake engineering Upper Saddle River N J Prentice Hall Konder R L and Zelasko J S 1963 A hyperbolic stress strain formulation of sands Proceedings of the 2 Pan American Conference on Soil Mechanics and Foundation Engineering Sao Paulo Brasil 289 324 Lee M K W and Finn W D L 1975 DESRA 1 Program for the dynamic effective stress response analysis of soil deposits including liquefaction evaluation Soil Mechanics Series No 36 Department of Civil Engineering University of British Columbia Vancouver Canada Lee M K W and Finn W D L 1978 DESRA 2 Dynamic effective stress response analysis of soil deposits with energy transmitting boundary including assessment of liquefaction potential Soil Mechanics Series No 36 Department of Civil Engineering University of British Columbia Vancouver Canada Matasovic Neven and M Vucetic 1993 Cyclic Characterization of Liquefiable Sands ASCE
54. ice to set the maximum frequency to 25 Hz in a non linear site response analysis This example will also use finax 25Hz Simple calculations reveal that h for the layers should be 10 ft 15 ft and 20 ft for layers 1 2 and 3 respectively The first layer does not need to be changed whereas the subsequent layers need to be subdivided into 2 thinner layers Now let s actually develop the input file for this example STEP 1 6 Open Example 5 Ex5_ EQL Multi_Layer dp from the examples directory Change the Analysis Type from Equivalent Linear to Non Linear Then select Pressure Dependent Hyperbolic Model Masing Criteria in the Nonlinear section Press the Next button to proceed to the soil properties input form Page 85 of 107 ssue Date October 3 2012 User Manual and Tutorial NS TRUC TION To begin either complete the fields in the Create New Profile section and select Next or press the Open Existing Profile button to open a saved profile Create New Profile Open Layers Units of Layers English Open Existing Profile Analysis Method Equivalent Linear Frequency Domain Define Soil Curve by Using Linear Discrete Points 7 s Pressure Dependent Equivalent Linear Hyperbolic Model Masing Criteria Nonlinear Define Soil Curve by Using MRDF Pressure Dependent Hyperbolic Model Non Masing Criteria Recommended Pressure Dependent Hyp
55. ile click the Open Existing Profile button located at the top right corner of the form A browser window will appear which allows the user to navigate folders to find an existing profile Note that the default directory will be either a the user defined working directory or b the DEEPSOIL directory within the user s Documents folder if the user defined working directory does not exist or a custom location is not defined To create a new analysis the user must specify the type of analysis before proceeding to the next stage of analysis The user must specify 1 2 The number of layers to be used in the profile The analysis method Frequency Domain e Linear e Equivalent Linear Time Domain e Linear e Nonlinear The type of input for shear properties Shear Modulus Shear Wave Velocity The units to be used in analysis English Metric The analysis type Total Stress Analysis Effective Stress Analysis Pore Water Pressure generation only e Include PWP Dissipation PWP generation and dissipation The method to define the soil curve For Equivalent Linear e Discrete Points e Pressure Dependent Hyperbolic Model For Nonlinear e MRDF Pressure Dependent Hyperbolic Model e Pressure Dependent Hyperbolic Model The boundary conditions for Effective Stress Analysis Incl PWP Dissipation Permeable Impermeable Page 20 of 107 ssue Date October 3 2012 User Manual and Tutorial
56. in solution Transfer Function Spectral Acceleration g Frequency Hz Input Motion Norm Rayleigh Damping ap eeso vst Page 90 of 107 Issue Date October 3 2012 User Manual and Tutorial Next choose modes frequencies for the Rayleigh damping formulation It is strongly recommended to use the frequency independent damping formulation however this example will instruct you in using 2 modes to demonstrate all of the features available in this step The selection process is an iterative trial and error procedure to get the best match with the frequency domain solution The default selections using 2 modes frequencies are the Ist and 8th modes Click the Check with Lin Time Domain button to view the linear time domain solution Using the default modes a good match is obtained with the linear frequency domain solution Transfer Function Spectral Acceleration g 1 Frequency Hz Input Motion Norm Rayleigh Damping Finally select the Frequency Independent option for the analysis We have now optimized this analysis Press the Analyze button to continue ap eson vst Page 91 of 107 Issue Date October 3 2012 User Manual and Tutorial STEP 6 6 The figure shown below is the calculated surface response spectrum for Layer 1 Check that your results match those shown in this tutorial
57. itional support was received from University of Illinois at Urbana Champaign Any opinions findings and conclusions or recommendations expressed in this material are those of the authors and do not necessarily reflect the views of the National Science Foundation The authors gratefully acknowledge this support Please see the program license for additional information When referencing the DEEPSOIL program in a publication Journal or conference paper professional reports please use the following reference format Hashash Y M A Groholski D R Phillips C A Park D Musgrove M 2012 DEEPSOIL 5 1 User Manual and Tutorial 107 p The program is provided as is and the user assumes full responsibility for all results The use of the DEEPSOIL program requires knowledge in the theory and procedures for seismic site response analysis It is suggested that the user reviews relevant literature Page 5 of 107 ssue Date October 3 2012 User Manual and Tutorial 1 2 Program installation Installing DEEPSOIL Using Setup Hardware Requirements 2 GHz or faster processor 2 GB or more available RAM 30 MB available on hard drive for installation Parallel analyses require a multi core processor Software Requirements Windows XP SP3 or later Microsoft NET Framework 4 Client Profile Installation Run DEEPSOIL Installer exe Main Features 1 D equivalent linear frequency domain analysis method 1 D non linear
58. l ops p S ia File View Tools Help laix mar E Aoo Siran _ Stress Stress vs Stain Fourer Amp Fourier Amp Ratio Response Spectra C Layer 2 Nonin S8 Mean E rie ies an C New Batch Analysis Laver 5 Nonin S8I Mean Acceleration vs Time 15 Sep 2 p 1 125 T 0 75 F dts 0 375 i F w i ii i Nii 23754 i 0754 ie _Mobiized Shear Strength Profile _____PGAProfle J ral n r 7 1 Response Spectra Summary 0 0 20 30 40 Time sec Column Displacement Animation C omae a Figure 22 Step6 6 Analysis Results Plot Output for Layer 1 17 1 Output data file Output data for each layer analyzed is automatically exported to Results motion txt in the user s working directory DEEPSOIL also provides the option to export the analysis results to a Microsoft Excel file This is done by clicking the Export to Excel button on the results form Note that this feature requires Microsoft Excel be installed on the system ap eeso VSL Page 49 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 17 2 PGA Profile To view the PGA profile click the command button labeled PGA Profile in the lower left hand side of the window The PGA Profile Window shows the PGA for each layer Note that the PGA is calculated at the top of each layer not the midpoint To view the layers in the PGA plot check Show Layers To change the color of the plotted la
59. lation Methods The frequency domain solution the Newmark B method and Duhamel integral solutions are the three most common methods employed to estimate the response of Single Degree of Freedom SDOF systems and therefore to calculate the response spectra A brief description is presented for each method to calculate the response of SDOF systems and to solve the dynamic equilibrium equation defined as Chopra 1995 Newmark 1959 m cu ku m z where m c and k are the mass the viscous damping and the system stiffness of SDOF system respectively U and u are the nodal relative accelerations relative velocities and relative displacements respectively and tig is the exciting acceleration at the base of SDOF Frequency domain solution In the frequency domain solution the Fourier Amplitude Spectra FAS input motion is modified by a transfer function defined as ap seson vst Page 38 of 107 Issue Date October 3 2012 User Manual and Tutorial fa O AD IF he where fa is the natural frequency of the oscillator calculated as f Vk m and is the damping ratio calculated as a Use of the frequency domain solution requires FFTs Fast Fourier Transforms to move between the frequency domain where the oscillator transfer function is applied and the time domain where the peak oscillator response is estimated Over the frequency range of the ground motion the frequency domain solution is exact Duhamel int
60. lution profile depth and the original profile depth are shown below the graphical soil column as shown in Figure 20 Page 43 of 107 ssue Date October 3 2012 User Manual and Tutorial Shear Wave Damping Ratio Unit Weight Velocity ft sec 4 pc 125 Figure 20 Deconvolution Profile Definition ap Dees va t Page 44 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 16 Viscous Damping Formulation Optimum Modes Selection Step 5 of 6 This stage will only appear for time domain analyses In this stage the type of viscous damping formulation and optimum modes frequencies for each stage is selected Figure 21 This window is unique to DEEPSOIL This window will help control the introduction of numerical damping through frequency dependent nature of the viscous damping formulation Note that for Batch Mode analysis the selected modes frequencies are constant for all selected input motions Transfer Function Spectral Acceleration g 1 Frequency Hz Input Motion Norm Rayleigh Damping Figure 21 Step 5 6 Choose Rayleigh Damping ap DeReSO vst Page 45 of 107 Issue Date October 3 2012 User Manual and Tutorial The following options must be specified e Damping Matrix Type o Frequency Independent recommended o Rayleigh Damping 1 mode freq 2 modes freq Rayleigh 4 modes freq Extended Rayleigh e Damping Matrix
61. m and Fourier amplitude spectrum plots will cause the axes to alternate between linear linear and either linear log response spectrum or log log Fourier amplitude spectrum The calculated data is also provided for the user in data tables which can be accessed by selecting the Tables tab at the top of the window Figure 5 ifp Deepsou V5 1 Page 15 of 107 Issue Date October 3 2012 User Manual and Tutorial This window also provides the user the option to linearly scale the selected input motion The user is provided two options for scaling scale the original motion by a specified factor scale by or scale the original motion to a specified maximum acceleration scale to The desired method can be selected using the drop down list in the upper right corner of the window Press the Apply button to scale the motion and recalculate the other data After scaling the user can save the new motion by pressing the Save As button Acceleration gl Spectral Acceleration g Time sec Period sec Velocity cmisec Time sec Fourier Amplitude g sec Displacement cm Time sec Frequency Hz Figure 4 Motion Viewer Plots ap DeReSO vst Page 16 of 107 Issue Date October 3 2012 User Manual and Tutorial Motion File Kobe bt Scale oo 10 Save As Plots Tables Time sec Acceleration g Velocity cm sec Displacement cm 1 Period sec Spectral Accle
62. main Analysis the user may click the Analyze button to perform the analysis If the analysis is a Time Domain Analysis the user must click the Next button to proceed to Step 5 of the analysis Page 36 of 107 ssue Date October 3 2012 User Manual and Tutorial Step 4 Output Check layers to generate time history output Layer 1 is selected by default Select All V Layer 1 Note Max PGA Stress Strain and Time sec PWP f applicable profiles will be eee Input Motion for Freq Domain analysis only Output Response Spectra Damping Ratio 5 eae Min num of pts in input motion 2400 i S Calculation Method 12 Frequency Domain input motion for FFT 2 4096 Total num of pts in Duhamel Integral Figure 15 Step 4 6 Input Motion and Output Layer s Standard Analysis ap eee va t Page 37 of 107 Issue Date October 3 2012 User Manual and Tutorial Output Check layers to generate time history output Layer 1 is selected by default l Select Al 7 Layer 1 Nonlin S l Mean E Layer 2 Nonlin S amp I Mean F Layer 3 Nonlin S amp I Mean E Layer 4 Nonlin S amp I Mean E Layer 5 Nonlin S amp I Mean Acceleration g Note Max PGA Stress Strain and output selection Output Response Spectra Damping Ratio 5 Figure 16 Step 4 6 Input Motion and Output Layer s Batch Analysis 1 15 1 Response Spectra Calcu
63. models A variety of models are available for DEEPSOIL analyses These models include a Equivalent Linear b Hyperbolic MR MRD DC c a New Hyperbolic model MRDF and d Porewater Pressure Generation and Dissipation 1 12 1 Equivalent Linear The equivalent linear model employs an iterative procedure in the selection of the shear modulus and damping ratio soil properties These properties can be defined by discrete points or by defining the soil parameters to be used in the hyperbolic model The option of defining the soil curves using discrete points is only applicable for the Equivalent Linear analysis For this option the G Gmax and Damping ratio are defined as functions of shear strain 1 12 2 Hyperbolic Pressure Dependent Hyperbolic DEEPSOIL incorporates the pressure dependent hyperbolic model The modified hyperbolic model developed by Matasovic 1993 is based on the hyperbolic model by Konder and Zelasko 1963 but adds two additional parameters Beta and s that adjust the shape of the backbone curve B G no yY G mo y G S S 1 Bera So 1 Ben Z T mo Y where Gmo initial shear modulus Tmo shear strength y shear strain Beta s and y are model parameters There is no coupling between the confining pressure and shear stress DEEPSOIL extends the model to allow coupling by making y confining pressure dependent as follows Hashash and Park 2001 b o y REF strain REF st
64. mp I Mean 20 125 2000 0 5 0 03 0 18 0 8 0 7 0 0 Nonlin S amp I Mean 20 125 2000 0 5 0 03 0 18 0 8 0 7 0 0 For nonlinear analyses DEEPSOIL will automatically check the maximum frequency of each layer The Maximum Frequency vs Depth will be plotted with a table of corresponding values given on the right This check is to ensure that the maximum cut off frequency is always greater than or equal to 25 Hz Check Maximum Frequency 25 25 25 25 d Layer Thickness ft Max Freq Hz 1 2 3 4 5 25 Depth ft 8 amp 10 15 20 25 Frequency Hz This figure displays the Maximum frequency which can be propagated through the soil profile It is recommended that the Maximum frequency be greater than 25 Hz If this frequency is too low consider adding additional layers to the soil profile by pressing the Back button Otherwise press the Next button to continue with the analysis ap seson vst Page 88 of 107 Issue Date October 3 2012 User Manual and Tutorial After checking the results press the Next button to continue to Step 2b 6 of the analysis STEP 2b 6 The values to be entered in this step are the same as in Example 4 STEP 3 6 The third stage of the analysis is the analysis control stage In a time domain analysis the user must specify a step control scheme Choose either a Flexible default or Fixed sub incrementation scheme The Flexible sub incrementation scheme subdivides a time inter
65. n window Step 4 6 STEP 4 6 Similar to the previous examples select Kobe txt as the input motion and select the desired layers for output Layer is automatically selected by default Press the Analyze button to begin the analysis STEP 6 6 The figures below show the computed response spectrum at the surface Check that your results match those presented in the figures ap eeso vst Page 77 of 107 Issue Date October 3 2012 User Manual and Tutorial Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectre Response Spectra vs Period PSA g Period sec ap eee va t Page 78 of 107 Issue Date October 3 2012 User Manual and Tutorial Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra Fourier Amplitude Ratio suface input vs Frequency Amplitude Ratio surtacelinput Frequency Hz ap eee va t Page 79 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 22 Example 5 Equivalent Linear Frequency Domain Analysis Multi Layer Elastic Rock Example 5 Ex5 EQL Multi Layer dp considers an equivalent linear analysis for a multi layer profile This example will show you how to modify a previously saved profile by adding and removing layers 10ft 40ft 80ft C Elastic Rock Vs 5000ft sec y 160 1b f E 2 N STEP 1 6 Press the Open Exi
66. nally circa 1998 1999 developed as a MATLAB program and circa 1999 later redeveloped as a C based executable to improve computational efficiency A visual user interface was added soon afterwards Since then numerous developments have been added Listed below are some important milestones DEEPSOIL v1 0 First version of DEEPSOIL with both an equivalent linear analysis capability and a new pressure dependent hyperbolic model in nonlinear analysis The equivalent linear capability was based on the pioneering work of Idriss and Seed 1968 and Seed and Idriss 1970 as employed in the widely used program SHAKE Schnabel et al 1972 and its more current version SHAKE91 Idriss and Sun 1992 The new pressure dependent hyperbolic model introduced by Park and Hashash 2001 is employed in nonlinear analysis This model extended the hyperbolic model introduced by Matasovic 1992 and employed in the nonlinear site response code D MOD which was in turn a modification of the Konder and Zelasko 1963 hyperbolic model The hyperbolic model had been employed with Masing criteria earlier in the program DESRA by Lee and Finn 1975 1978 The hyperbolic model was originally proposed by Duncan and Chang 1970 with numerous modifications in other works such as Hardin and Drnevich 1972 and Finn et al 1977 DEEPSOIL v2 0 2 6 Full and extended Rayleigh damping is introduced in DEEPSOIL Hashash and Park 2002 Park and Hashash 2004 with
67. new motion USGS hazard maps are developed for a Site Class B C boundary according to 1997 NEHRP Provisions that represent a weak rock condition The USGS website allows generation of representative ground motions anywhere in the U S The generated motions represent motions at a Site Class B C boundary The motions can be used as input motions imposed at the bottom of Page 40 of 107 ssue Date October 3 2012 User Manual and Tutorial the soil column However the motions cannot be used in the original form The motion has to be converted to Site Class A condition which represents a hard rock condition DEEPSOIL allows converting of a Site Class A motion to Site Class B C motion and vice versa Ste Class B C Site Class Ato to Site Class A Site Class B C According to NEHRP 2002 Provisions Convert Figure 17 Input Motion Conversion Original Motion Converted Motion 0 6 p is es pase LS cc Bye are Se sd aaa Acceleration g Acceleration g 20 30 Time sec Time sec Figure 18 Converted Motion 1 15 3 Baseline Correction DEEPSOIL can perform baseline correction for any input motion Figure 19 By selecting an input motion and pressing the Baseline Correction button a new window appears which shows the acceleration velocity and displacement time histories corresponding to the motion Motions which exhibit non zero displacement time histories for the latter part of the motion sho
68. o un is the pore pressure for N cycles e N is the number of cycles e y tup is the practical volumetric threshold shear strain i e the Ve cyclic strain below which no significant pore water pressure is generated tup for clays is typically greater 66 99 than sands by 0 1 and is represented by the parameter g in Deepsoil e is the most recent reversal strain e S andr are curve fitting parameters correlated to clay properties such as OCR and PI e A B Cand D are curve fitting coefficients The pore water pressure dissipation model is based on Terzaghi 1 D consolidation theory Ou Oru ET gy ual Ot are where C is the consolidation coefficient Dissipation of the excess pore water pressure is assumed to occur in the vertical direction only Porewater pressure generation and dissipation occur simultaneously during ground shaking Page 27 of 107 ssue Date October 3 2012 User Manual and Tutorial 1 12 5 Check Maximum Frequency for Time Domain Analysis only Upon completing the definition of the soil and model properties the user is shown a plot of the maximum frequency versus depth for each layer Figure 9 A plot and table of maximum frequencies Hz versus depths of all layers are displayed The maximum frequency is the highest frequency that the layer can propagate and is calculated as fina V 4H where V is the shear wave velocity of the layer and H is the thickness of the layer To increas
69. ons Determines the number of iterations in performing an equivalent linear analysis Check whether the solution has converged and the selected iteration number is sufficient by clicking Check Convergence during Step 6 6 after running the analysis Fourier Transform Type e Fast Fourier Transform A computational algorithm where N is a power of 2 The time it takes to complete the transform is proportional to Nlog2N this method is much more efficient than the Discrete Fourier Transform Page 34 of 107 ssue Date October 3 2012 User Manual and Tutorial e Discrete Fourier Transform The time it takes to complete this transform is proportional to N Effective Shear Strain Ratio When performing an equivalent linear analysis the effective strain needs to be defined An effective shear strain calculated as a percentage of the maximum strain is used to obtain new estimates of shear modulus and damping ratio The default and recommended value is 0 65 65 Complex shear modulus DEEPSOIL allows a choice among three types of complex shear modulus formulae in performing frequency domain analysis e Frequency Independent Complex Shear Modulus Kramer 1996 The frequency independent shear modulus results in frequency independent damping and is thus recommended to be used in the analysis G G 1 i2 e Frequency Dependent Complex Shear modulus Udaka 1975 The frequency dependent shear modulus results in frequency dependent
70. onvolution Profile Definition sisavsiicsaxssnvvsonvtocssnseetsaren sniuavtonesuceiesaendusaniiacenns 44 Figure 21 Step 5 6 Choose Rayleigh Damping ciciissccusiassccsascssccevaksocciansacavasannccivabesdeneianavertanncas 45 Figure 22 Step6 6 Analysis Results Plot Output for Layer ssssssesessssesesseseesesseseessssersessesee 49 Figure 23 PGA PTO Ml Cairsinornsnanre rinken aT EEE RE ea ea 50 Figure 24 Column Displacement Animation c scsccsstsssssrseetsonssiscenossaresosssnsensssacrsetesnessseens 51 Fig r 25 CONV er SONGS Ch tKcesirsresess ikerin a EEE EAA EE EEES ES EOE 52 Fig r 26 put SUmma ry onesten esana n A E E E E 53 Page 4 of 107 Issue Date October 3 2012 User Manual and Tutorial UNIT 1 Background 1 1 About DEEPSOIL DEEPSOIL is a one dimensional site response analysis program that can perform both a 1 D nonlinear and b 1 D equivalent linear analyses and features an intuitive graphical user interface DEEPSOIL was developed under the direction of Prof Youssef M A Hashash in collaboration with several graduate and undergraduate students including Duhee Park Chi Chin Tsai Camilo Phillips David R Groholski Daniel Turner and Michael Musgrove at the University of Illinois at Urbana Champaign Development of DEEPSOIL was supported in part through Earthquake Engineering Research Centers Program of the National Science Foundation under Award Number EEC 9701785 the Mid America Earthquake Center Add
71. or Frequency Domain Analysis 1 14 1 Time domain analysis For a time domain analysis the options are e Step Control o Flexible o Fixed e Maximum Strain Increment e Number of Sub Increments The accuracy of the time domain solution depends on the time step selected There are two options in choosing the time step Hashash and Park 2001 ap eson vst Page 33 of 107 Issue Date October 3 2012 User Manual and Tutorial Fixed Step Each time step is divided into N equal swb increments throughout the time series To choose this option e Click the option button labeled Fixed e DEEPSOIL responds by disabling the text box labeled Maximum Strain Increment and enabling Number of sub increments e Type the desired integer value of sub increments into the text box Flexible Step A time increment is subdivided only if computed strains in the soil exceed a specified maximum strain increment The procedure is the same as that for the Fixed Step above except the Flexible option is chosen Type the desired Maximum Strain Increment into the text box The default and recommended value is 0 005 1 14 2 Frequency domain analysis For a frequency domain analysis the options are e Number of Iterations e Fourier Transform Type o Fast Fourier Transform o Discrete Fourier Transform Effective Shear Strain e Complex Shear Modulus o Frequency Independent o Frequency Dependent o Simplified Kramer 1996 Number of Iterati
72. ore water pressure generation and dissipation model If the spreadsheet is too large for your window press Expand Soil Properties Spreadsheet to open the spreadsheet in full screen mode The first parameter that needs to be defined for each layer is the PWP Model The models that can be used in analysis are Sand 1 Clay 2 or GMP 3 which is another model that can be used for sands Each layer may use a different PWP Model For the purpose of this example set each layer to use the Sand Model by entering 1 into each layer s corresponding cell Page 95 of 107 ssue Date October 3 2012 User Manual and Tutorial The next parameter is f s D The notation for the parameters including a is that the first listed parameter is for the Sand Model the second listed parameter is for the Clay Model and the third listed parameter is for the GMP Model So in the case of f s D f must be defined if the Sand Model is selected s must be defined if the Clay Model is selected or D must be defined if the GMP Model is selected Note that the parameters are defined in Section 4 2 Dashed parameters such as g indicate that a certain model has no input for this column In the case of g the Sand and GMP Models have no input for this column You may leave the cell blank for the Sand and GMP Models Let us define the parameters as follows fsf gt f 1 p t Dr gt p l
73. ows the computed surface acceleration Check that your results match with those shown Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra Response Spectra vs Period Period sec ap Dees va t Page 83 of 107 Issue Date October 3 2012 User Manual and Tutorial DEEPSOIL also allows checking the convergence of the equivalent linear analysis You may do so by pressing the Check Convergence button located near the lower left corner of the form Depth h T 01 0 15 Strain Page 84 of 107 EI Som nes ssue Date October 3 2012 User Manual and Tutorial 1 23 Example 6 Non linear Analysis Multi Layer Elastic Rock Example 6 Ex6 Nonlin Multi Layer dp of this tutorial considers a Non Linear analysis This example will start with the profile defined in example 5 and then add additional layers In a non linear analysis the thickness of each layer has to be changed This is because the thickness controls the maximum frequency that can be propagated by the layer The greater is the thickness of the layer the lower the maximum frequency that can be propagated by the same layer The equation that correlates the maximum frequency with soil thickness is as follows h Vs 4fimax Where h thickness of the soil layer V shear wave velocity of the layer and fmax is the maximum frequency that can be propagated It is a common pract
74. pecified when using the Fast Fourier Transform Note that DEEPSOIL will provide an estimate of the number of points to be used for any input motion If the user wishes to specify a greater number of points to use in a frequency domain analysis the exponent can be changed accordingly Note that the 32 bit version of DEEPSOIL is limited to a maximum of 2 points and the 64 bit version is limited to a maximum of 2 points It is recommended that the minimum required number of points be used as calculated by DEEPSOIL by default The user should also choose the calculation method and damping ratio for the calculated response spectra The default calculation method is the frequency domain method and the default damping ratio is 5 These options are discussed in greater detail in section 1 15 1 In a Batch Mode analysis the user can select many input motions by first following the process above and then pressing the Add Input Motion button The list of batch mode input motions right most column will be updated with all of the previously selected input motions To remove a motion from the batch list select the motion with the mouse and then click the Remove Input Motion button Further options include a Convert Input Motion and b Baseline Correction These options are also available from the Motions tab located on the main window of DEEPSOIL and will be discussed in sections 1 15 2 and 1 15 3 respectively If the analysis is a Frequency Do
75. ped_ Rigid dp is shown below The profile consists of a 70 ft thick soil column overlying rigid bedrock The soil layer is assumed to be undamped zero damping and linear elastic STEP 1 6 For Step 1 6 first choose the method of analysis by selecting Frequency Domain Linear Analysis For this example the number of layers will be 1 Check that the value in the of Layers input box is 1 Now we must choose whether to define the stiffness of the layer in shear wave velocity or shear modulus Select Wave Velocity ap eee va t Page 54 of 107 Issue Date October 3 2012 User Manual and Tutorial Finally the analysis stress type will be Total Stress Analysis Check that Total Stress Analysis is selected and press the Next button To begin either complete the fields in the Create New Profile section and select Next or press the Open Existing Profile button to open a saved profile Open Units English l Open Existing Profile Equivalent Linear Define Soil Curve by Using Discrete Points Pressure Dependent Hyperbolic Model Masing Criteria Nonlinear Define Soil Curve by Using MRDF Pressure Dependent Hyperbolic Model Non Masing Criteria Recommended Pressure Dependent Hyperbolic Model Masing Criteria Analysis Type Shear Total Stress input Properties By Effective Stress Wave Velocity C include PWP Dissipation Modulus Current Work
76. ration g Frequency Hz Amplitude gsec 0 02 1 57557E 05 0 0 001 0 822875 0 0208333333333333 2 2131331247061E 05 0 04 1 558008E 05 1000307299026937 07299026937E 06 0 0106412 0 822946 0 0416666666666667 0 000934759986246016 006 1 547887E 05 1006118832789545 2648133282856 05 0 0113235 0 823008 F 0 0625 0 00489100763415437 0 08 1 532222E 05 000913938788203 752303399986E 05 0 0120495 0 823135 0 0833333333333333 0 00459863904540509 0 1 1 520108E 05 001213270108148 379512296337E 05 0 012821 0 82323 0 104166666666667 0 00375381386687001 0 12 1 503627E 05 015097972165255 25796210105E 05 0 013642 0 823271 0 125 0 00543288417023602 0 14 1 494065E 05 018037703790435 109161472165795 0 014519 0 823451 0 145833333333333 0 0103471109075225 0 16 1 477275E 05 1020951592931535 148150768887765 0 01545 0 823527 0 166666666666667 0 00696799609033205 0 18 1 466142E 05 002383809896384 1019294046078314 0 0164406 0 823722 0 1875 0 0194294901979675 0 2 1 449337E 05 026697207177375 1243475766924355 0 017447 0 823855 0208333333333333 0 0541218485284972 0 22 1 44041E 05 002953108091913 029970405502086 0 0186165 0 823987 0 229 166665866667 0 0887427926245205 0 24 1 416377E 05 032332631942435 361567767882475 00198101 0 824244 025 0 0940684992254344 0 26 _1 406298E 05 003510073052136 10429001 13024632 0 0210803 0 824426 0 270833333333333 0 0662954455208295 0 28 1 389261E 05 037842237388095 501944098255775 0 0224319 0 824483 0291666666666667 0 02422
77. ress where o is the effective vertical stress Ref stress is the vertical effective stress at which y Ref stress This model is termed as the pressure dependent hyperbolic model Page 24 of 107 ssue Date October 3 2012 User Manual and Tutorial The pressure dependent modified hyperbolic model is almost linear at small strains and results in zero hysteretic damping at small strains Small strain damping has to be added separately to simulate actual soil behavior which exhibits damping even at very small strains Hashash and Park 2001 The small strain damping is defined as d Small strain damping d can be set to zero in case a pressure independent small strain damping is desired In summary the parameters to be defined in addition to the layer properties are e Reference Strain Stress strain curve parameter Beta Stress strain curve parameter s Pressure dependent reference strain parameter b Reference Stress e Pressure dependent damping curve parameter d When the user wishes to fit a soil curve i e determine the model parameters which most closely match the defined curves the following options are available MR Procedure to find the parameters that provide the best fit for the modulus reduction curve MRD Procedure to find the parameters that provide the best fit for both the modulus reduction and damping curve DC Procedure to find the parameters that provide the best fit for the damping curve
78. rop motion is being used s most common situation the Elastic Damping Ratio Half Space option should be selected Use Saved Bedrock F a within motion is being used e g from a vertical array the Rigid Half Space option should be selected Figure 13 Step 2b 6 Input Rock Properties The user has the option of selecting either a Rigid Half Space or an Elastic Half Space An informational display makes the user aware that a rigid half space should be chosen if a within motion will be used and an elastic half space should be selected if an outcrop motion is being used Ifa rigid half space is being used no input parameters are required If an elastic half space is being used the user must supply the shear wave velocity or modulus unit weight and damping ratio of the half space Bedrock properties may be saved by giving the bedrock a name and pressing the Save Bedrock button The new bedrock will appear in the list of saved bedrocks below To use a saved bedrock select the file from the list box and press the Load button ap DeeeS0 vst Page 32 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 14 Analysis Control Step 3 of 6 In this stage of analysis the user may specify specific options to be used for either the frequency domain or time domain analysis Figure 14 G G 1 j2 G G 1 2674 26 1 7 G G 1 7 j26 Figure 14 Step 3 6 Specific Options for Time Domain
79. rties spreadsheet All other values are the same as given in Example 1 Press the Next button to continue STEP 2b 6 In this step we will define the elastic properties of the bedrock Select the Elastic Half Space option to define the elastic bedrock properties Enter the input for the Shear Velocity Unit Weight and Damping Ratio as 5000 ft sec 160 pcf and 2 respectively You can also save the bedrock properties by giving the bedrock a name and then clicking the Save Bedrock Press the Next button to proceed to Step 3 6 ap Deees0H va t Page 64 of 107 Issue Date October 3 2012 User Manual and Tutorial Information Regarding Rock Properties The selection of bedrock type is related to the type of input motion if an outcrop motion is being used most common situation the Elastic Half Space option should be selected heel ni les ell i ad For the remaining steps all options should be selected to be the same as in Example 1 Input Motion gt Kobe txt Frequency Independent Complex Shear Modulus FFT After you have checked that all options are the same as in Example 1 click the Analyze button to begin the analysis Check your analysis results with the figures shown on the following page The first figure shows the calculated surface response spectrum The elastic bedrock absorbs a significant amount of energy compared to the rigid bedrock and results in lower resonance ap eson vst Page 65 of 107
80. s are exactly the same as in Example 6 Check that your input for Steps 3 6 5 6 are the same as in Example 7 In Step 4 6 be sure to select the Kobe txt input motion for analysis The response spectra and excess pore pressure plots are shown below for your comparison Page 100 of 107 Issue Date October 3 2012 User Manual and Tutorial Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra PWP vs Time Response Spectra vs Period PSA gl Period sec ap Beers va t Page 101 of 107 Issue Date October 3 2012 User Manual and Tutorial Accel Strain Stress Stress vs Strain Fourier Amp Fourier Amp Ratio Response Spectra PWP vs Time Ru excess pwp linit eff vert stress Excess Pore Water Pressure exc pwp eff vert stress vs Time Time sec Page 102 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 26 Example 9 Equivalent Linear Frequency Domain Analysis Multi Layer Elastic Rock Bay Mud Profile Example 9 Ex9_Bay_Mud dp is similar to example 5 but includes 31 layers This is a typical profile near San Francisco Bay It is included to illustrate the capabilities of DEEPSOIL for more realistic profiles Recreation of this profile will not be discussed in this tutorial 1 27 Example 10 Non linear Analysis Multi Layer Rigid Rock Treasure Island Profile Example 10 Ex
81. s will be provided in the next section b Convert Units Convert all units from English to Metric or vice versa c Convert Shear Convert shear modulus to shear wave velocity or vice versa All layers require a unit weight to perform this conversion d Layer Properties Window The window is located in the upper middle of the window This is only an informational display Alterations must be made using the Soil Column display or the spreadsheet which will be discussed at later time The properties displayed are for the individual layer of soil that has been selected in the spreadsheet or Soil Column display including e Thickness e Unit Weight e Small Strain Damping Ratio e Shear Modulus Shear Wave Velocity e Water Table Choose the depth of the water table by clicking the drop down menu The layers appear in ascending order so click the layer that the water table will be above The Graphical soil column display responds to this by changing the background color of every layer beneath the water table to blue The location of the water table is only of influence Page 23 of 107 ssue Date October 3 2012 User Manual and Tutorial when introducing the pressure dependent soil parameters or performing an effective stress analysis The location of the water table does not influence the frequency domain solution f Save profile Save a modified or created profile by clicking Save Profile from the File menu 1 12 Soil properties
82. ser Manual and Tutorial all of the data contained in Results Kobe txt in an easy to read and manipulate spreadsheet It will also contain plots of the profile data The user will be prompted to provide a file name and location for the Excel file The output file will be in XLSX format which requires Excel 2007 or greater to open De penity 8 3 8 S amp g amp amp oe ap eee va t Page 99 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 25 Example 8 Non linear Analysis Multi Layer Elastic Rock Pore Water Pressure Generation and Dissipation This example Ex8 Nonlin Multi Layer PWP_ with GMP dp is identical to example 7 except that it uses the GMP PWP model PWP model 3 instead of the Sand model PWP model 1 Open Example 7 and proceed to step 2 Let us redefine the parameters as follows fsf D gt f 2 p t Dr gt Dr 0 95 F A FC gt FC 15 s B gt None leave blank g C gt None leave blank wDiv gt v 3 8 g gt None leave blank C 0 1 The PWP section of the spreadsheet should look like the following figure 3 2 95 15 3 8 0 1 3 2 95 15 3 8 0 1 3 2 95 15 3 8 0 1 3 2 95 15 3 8 0 1 3 2 95 15 3 8 0 1 After checking your input press the Next button to continue to the third stage of analysis The remaining steps of the analysi
83. space Directory C Program Files UIUC Deep Soil 4 0 Working STEP 2 6 In Step 2 6 the user must define the soil column and soil properties The figure below shows the window that displays the soil properties ap Dawes va t Page 55 of 107 Issue Date October 3 2012 User Manual and Tutorial Layer Properties Layer 1 Thickness ft Unit Weight pcf Damping Ratio Shear Velocity ft s Soil Profile Water Table Location Top of Layer 1 E No Water Table Conversion Tools English to Metric Velocity to Modulus Soil Profile Display Total Profile Depth ft 0 00 Natural Freq of Profile 0 00 Hz Natural Period of Profile 0 00 sec Specify the material properties of the layer as follows 70 125 1500 0 Press the Next button IMPLIED STRENGTH This step uses the material properties specified in step 2a to calculate the implied strength of the profile Because this example in an idealized soil column the values will seem very large Ina real analysis the soil properties should be modified to reflect realistic strengths For now simply press Next to continue to step 2b ap eee va t Page 56 of 107 Issue Date October 3 2012 User Manual and Tutorial ap eee va t Page 57 of 107 Issue Date October 3 2012 User Manual and Tutorial STEP 2b 6 In Step 2b 6 the properties of the bedrock are specified In this case the analysis considers rigid bedrock Specify the bedrock to
84. sting Profile button and browse for Example 4 It should be located in the Examples directory Once you find the appropriate directory open Example 4 Ex4 EQL Single Layer dp Press Next to proceed to Step 2 6 STEP 2 6 As you can see all of the information for Layer 1 corresponds to Example 4 We will now modify this data and add two additional layers to the profile First change the Thickness and Shear Wave Velocity of Layer 1 to 10 ft and 1000 ft sec respectively ap Beers va t Page 80 of 107 Issue Date October 3 2012 User Manual and Tutorial There are two methods of adding a layer to the profile We will use the first method to add the first layer and the second method to add the second layer To add a layer to the profile by the first method first select Layer 1 by left clicking any of the cells in that row Now right click to bring up the soil properties pop up menu and select Add Layer from the list of commands A new Add Layer window will appear In the Add Layer window select the After Layer option and select Layer 1 from the drop down list After pressing Add the new soil layer should be visible in the spreadsheet a tee Add Layer Select where to add the new layer Top of Profile After Layer 1 Enter the thickness 30 ft unit weight 125 pcf and shear wave velocity 1500 ft sec of the soil layer Also apply the Seed amp Idriss 1991 Mean Limit c
85. the output data produced by DEEPSOIL As can be seen from the figure above the last column of data contains the pore water pressure in the layer at a given time Scroll down to the very bottom of Results Kobe txt Here you will find data regarding the PGA Maximum Strain Maximum Stress Ratio and Maximum Pore Water Pressure Ratio Profiles Results obe txt Notepad File Edit Format View Help PGA Profile Depth ft Max PGA 9 0 1 1023587 1 10136423 1 05293619 0 89514089 0 86523738 Profile Data XOOOOO OOOO KOO OOOO Depth ft Max Strain Max Stress Ratio shear eff vert Max PWP Ratio pwp eff vert stress 5 0 03458476 2 20589826 0 01348808 17 5 0 075264 2 18157189 0 09602083 32 5 0 24399073 2 14144224 0 39950585 50 0 14747185 1 95831637 0 25340768 70 0 24286167 1 80466559 0 42130238 As you can see from the results almost no pore water pressure was generated in Layer 1 and the largest pressures were generated in Layer 5 Using Results Kobe txt we can determine the generation of pore water pressures with time and also quickly identify which layer experiences the maximum generation of pore water pressure If you would prefer to view these results in the form of a Microsoft Excel file simply click the Export Output to Excel button on the results form This will create an Excel file that contains ap seson vst Page 98 of 107 Issue Date October 3 2012 U
86. the using the following equations Wig C1 y At yAt i Ui Ui At 0 5 B At B At i The parameters and y define the assumption of the acceleration variation over a time step At and determine the stability and accuracy of the integration of the method A unique characteristic of the assumption of average acceleration B 0 5 and y 0 25 is that the integration is unconditionally stable for any At with no numerical damping For this reason the Newmark B method with average acceleration is commonly used to model the dynamic response of single and multiple degree of freedom systems The Newmark P method has inherent numerical errors associated with time step of the input motion Chopra 1995 Mugan and Hulbe 2001 These errors generate inaccuracy in the solution resulting in under prediction of the high frequency response 1 15 2 Convert Input Motion By clicking Convert Input Motion you will be able to convert the motion from NEHRP Site Class A to Site Class B C boundary conditions and vice versa Figure 17 This option is particularly useful in using the generated ground motions from the USGS website The USGS website generates motions at Site class B C boundary which have to be converted to Site class A to be imposed at the bottom of the bedrock The converted input motion is then plotted for comparison to the original motion Figure 18 The user is provided with the option to save the
87. time domain wave propagation analysis method Graphical User Interface Page 6 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 3 DEEPSOIL features The main features of DEEPSOIL are 1D equivalent linear analysis Unlimited number of layers material properties up to 2 32 bit or 27 64 bit acceleration data points of input ground motion 3 types of complex shear modulus 1D nonlinear analysis Confining pressure dependent soil model 4 types of viscous damping formulations Unlimited number of layers material properties unlimited number of acceleration data points of input ground motion Increased numerical accuracy and efficiency Pore water pressure generation Matasovic and Vucetic 1993 1995 dissipation capability Graphical user interface Visual selection of optimum modes frequencies of the viscous damping formulation Visual selection of nonlinear soil parameters Once the nonlinear soil parameters are selected G Gmax and damping ratio curves can be calculated displayed and compared to selected reference curves Allows both English and Metric units Animation of horizontal displacement of the soil column only for time domain analyses Convergence check only for equivalent linear analyses DEEPSOIL displays the maximum strain profile for each iteration in performing equivalent linear analysis This feature allows easy checking of whether the solution has converged PGA profile
88. tion Multi Core Enable Muti Core support for batch mode Number of Corestouse 2 v Figure 6 DEEPSOIL Options Window Page 18 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 10 Analysis Type Selection Step 1 of 6 The first step in the analysis requires the selection of analysis type Figure 7 illustrates the form for Step 1 At this stage the user may either a open a previously saved profile by clicking the Open Existing Profile button or b create a new analysis The user may also specify a workspace or working directory to use during this session INSTRUCTIONS To begin either complete the fields in the Create New Profile section and select Next or press the Open Existing Profile button to open a saved profile Create New Profile Current Workspace Directory C Program Files UIUC Deep Soil 4 0 Working Figure 7 Step 1 6 Choose type of analysis Before creating a new profile or opening an existing profile it is recommended to verify the Current Workspace Directory at the bottom of the page The DEEPSOIL Working directory is chosen by default If a different directory is preferred press the Change Work Space button ap Beers va t Page 19 of 107 Issue Date October 3 2012 User Manual and Tutorial to bring up a folder browser and select the preferred directory The specified directory will automatically update in Step 1 6 To use a previously saved prof
89. uld be corrected The corrected time histories are also calculated and presented to the user The ap eson vst Page 41 of 107 Issue Date October 3 2012 User Manual and Tutorial response spectra for the original motion and baseline corrected motion are also provided for the user The spectra should be examined by the user to ensure the baseline correction process did not greatly alter the input motion The baseline corrected motion can then be stored as a file defined by the user The relative size of the plots can be adjusted by clicking on the gray vertical line and dragging it to the left or right Dragging to the left causes the response spectra plot to increase in size while dragging to the right causes the time histories to increase in size The baseline correction in DEEPSOIL is accomplished using the following steps Cut off the beginning and end of the motion using the first zero crossings as bounds Pad the motion with zeros at both ends Process the motion with a low pass filter in the time domain Cut off the beginning and end of the new motion again using the first zero crossings as bounds ha a ia loma_gilroy bct loma_gilroy txt Baseline Corrected 25 06 06 Acceleration g oS pp ANONA Acceleration g 65 oo ANONA 40 Y D Y D 84 s PSA gl Time sec Time sec Period sec Velocity cm s 8 o 8 Velocity cmis BoB 40 0 20 40 60 0 20 40 60 80 Time s
90. urves for the layer as was done in Example 4 To add the third layer left click one of the cells in the spreadsheet Now click the Add Layer button in the Soil Profile group located in the middle of the form Again select the After Layer option and select 2 using the drop down box and press the Add button Repeat the same process outlined above but using a thickness of 40 ft and a shear wave velocity of 2000 ft sec Be sure that you check your input in the spreadsheet to confirm that it matches the one shown below Page 81 of 107 ssue Date October 3 2012 User Manual and Tutorial layer 1 Thickness ft Unit Weight pct Damping Ratio 0 Shear Velocity ft s Soil Profile Water Table Location Top of Layer 1 No Water Table Below Water Table Layer Properties Material Properties For Step 2b 6 and Step 3 6 keep all other options the same as Example 4 STEP 4 6 Keep all other selected options the same as in Example 4 including the input motion Kobe txt If you like you may select to analyze Layers 2 and 3 Layer 1 is selected by default by checking double clicking each layer s corresponding checkbox located to the left of the input motion plot Once you have checked your input and specified which layers are to be analyzed press the Analyze button to run the analysis ap eee va t Page 82 of 107 Issue Date October 3 2012 User Manual and Tutorial STEP 6 6 The figure below sh
91. val into small steps if the calculated strain increment is higher than the user defined maximum strain increment The Fixed scheme sub divides all time intervals into user defined sub increments For the purpose of this tutorial select the Flexible sub incrementation scheme and use the default value of 0 005 Press the Next button to continue G G 1 2e G G 1 267 26 1 7 G G 1 7 26 STEP 4 6 Page 89 of 107 ssue Date October 3 2012 User Manual and Tutorial This stage of analysis requires selection of the input ground motion and layers to be analyzed for output As in previous examples select Kobe txt as the input motion You may select the additional layers to be analyzed as well Layer 1 is selected by default Press the Next button to continue to the fifth stage of analysis STEP 5 6 The fifth stage of analysis requires selection of the appropriate Rayleigh damping coefficients The purpose of this stage of analysis is to reduce frequency dependent damping introduced due to the viscous damping formulation This stage allows selection of optimum coefficients by comparing the linear time domain solution with the linear frequency domain solution Note the linear frequency domain solution uses frequency independent damping First click the Graph Lin Freq Domain button DEEPSOIL will display the transfer function values and response spectrum plots corresponding to the linear frequency doma
92. ved material select it in the box to the left and press the button below Strain Use Saved Material MM Reference Curve Canco ay To compare the selected material to a material from the material library the user must define a the Material Type and b the Target Curve Click on the Material Type drop down menu and select Sand Two new items will appear Basic Parameters and Target Curve The Basic Parameters for this case simply displays the vertical stress at the midpoint of the layer Now we must define the Target Curve Click on the Target Curve drop down menu A list of various models for sand will appear Select the Seed amp Idriss 1991 Mean Limit item The model soil curves will be plotted in pink for your reference In addition a new item appears labeled Data Points to Fit These are the points that define the model curves To use this model data click the Use Material Data button The discrete points of your soil model will be updated to match these points Click Calculate Curves to verify that the models are the same ap DEES vst Page 75 of 107 Issue Date October 3 2012 User Manual and Tutorial Strain gt a S amp I M _NLdsm To use a saved S amp l_Mean dsm material select it in the box to the left and press the button below Use Saved Material Once you are satisfied with your soil curves press the Apply button to appl
93. y domain solution Frequency ratio vs Freq and Response spectrum plots will be displayed as blue curves The goal is to choose the appropriate modes frequencies that compare well with the linear frequency domain solution Enter the desired modes frequencies as input Then press the Check with Time Domain button The results in the same window as frequency domain solution will be displayed as pink curves Choose the modes frequencies that agree well with the linear frequency domain solution This is an iterative procedure and optimum modes frequencies should be chosen by trial and error Update K matrix in Viscous Damping Formulation This option is only applicable for a nonlinear solution and b when modes not frequencies are selected During the excitation the frequencies corresponding to natural modes change due to the stiffness change at each time step The natural modes selected are recalculated at each time step to incorporate the change in stiffness This feature is enabled by clicking the Yes button in the Damping Matrix Update selection window Note that using this feature may significantly increase the time required to perform analysis Page 47 of 107 ssue Date October 3 2012 User Manual and Tutorial 1 17 Output Step 6 of 6 Upon completion of analysis the following output for each selected layer will be directly exported to a text file Results motion txt in the working directory specified in step 1 For
94. y the properties and return to the profile spreadsheet When you have finished checking the data press the Next button to proceed STEP 2b 6 The entries for this step are the same as those specified in Example 3 STEP 3 6 The third stage of analysis is the analysis control stage Equivalent linear analyses require a number of iterations to obtain more accurate results The recommended number of iterations is 15 For the sake of accuracy you should not choose less than 10 iterations For this example choose at least 10 iterations Select the Fast Fourier Transform FFT The next step is selecting the effective shear strain ratio The equivalent linear analysis selects shear modulus and damping ratio at a representative shear strain at an effective strain as a ratio of maximum shear strain Enter an effective shear strain ratio of 0 65 ap seson vst Page 76 of 107 Issue Date October 3 2012 User Manual and Tutorial Select the Frequency Independent Complex Shear Modulus for use in this analysis Time Domain Number of Iterations 10 Fourier Transform Type Fast Fourier Transform Discrete Fourier Transform Effective Shear Strain Ratio 0 65 Complex Shear Modulus Frequency Independent recommended G G 1 j2e Frequency Dependent SHAKE use with caution G G 1 2674 26 1 67 Simplified Kramer 1996 G G 1 7 28 Finally press the Next button to proceed to the input motion and output layer s selectio
95. yer lines click the color box and select a new color When you are finished press Close to return to the output plots a 0 2 Maximum PGA g Figure 23 PGA Profile ap eeso vst Page 50 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 17 3 Displacement profile and animation To view the displacement profile and animation click the command button labeled Column Displacement Animation in the lower left hand side of the window The Column Displacement Animation Window allows the user to adjust the speed of the animation as well as to stop the animation and show the displacement at a given time These options can be adjusted using the scroll bars below the plot Click Start to start the animation or click Close to return to the output plots Depth h Layer5 El E 5 E 0 2 0 15 0 1 0 05 0 0 05 0 1 0 15 0 2 Displacement ft Speed Legend Time 0 00 Sec Siow ME Curent Displacement mmo eee nina Figure 24 Column Displacement Animation ap DEES vst Page 51 of 107 Issue Date October 3 2012 User Manual and Tutorial 1 17 4 Convergence results Equivalent Linear Analyses Only To view the convergence click the command button labeled Check Convergence in the lower left hand side of the window This option enables checking whether the solution has converged in an equivalent linear analysis Plots of maximum strain profiles for each iteration are displayed Figure 25 o

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