Integrated Seismic Risk Assessment Framework
Contents
1. Use manual size and position Manual size and position Left 0 25 4 Use defaults 2 50 9 zop Fill page Width 8 00 9 Height Fix aspect ratio Units inches Center StyleSheet default 208 Ac Zoom Overview v I Print Refresh Help Close Layout Limes Text Color Advanced Placement Auto Actual Sze Centered Use manual sce and posibon __Foxaspectiatio Paper Format USletter Orientabon Portrait Centeneters Landscape Points Rotated e File Print Print NISRAF GUI Adobe PDF Converter Documents pdf e File Exit Exit NISRAF Close NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved ce haea sea 3 2 Strong Motion Menu In Strong Motion menu as shown in Figure 3 5 the user is prompted to connect to a web based instrumentation database Through this linkage the user can easily download records Meanwhile NISRAF allows the user to create a new folder to deposit the downloaded records as well as other basic project information which facilitates maintenance Two different types of records are required to perform analysis in NISRAF Ground motion free field records are used to calibrate hazard models while structural measurements are used to calibrate structural models The incorporation of the instrumented data into NISRAF is not only to increase its usage but a2. 3 7 3 Hybrid Fragility Curves After several hybrid simulation tests in order to meet the target performance levels NISRAF will based the mean PGA value and the dispersion defined by user to generate the interested fragility curves The derived fragility curves are compatible and ready to be used in MAE viz DEU Ri ARODECL 8 OB Experimental Fragility Curves Oo o o oa Probability of Limit State Exceedance Immediate Occupancy Life Safety Collapse Prevention Performance Level Mean PGA Dispersion 1 Immediste Occupancy 0 5450 0 3110 2 Life Safety 1 6270 0 3280 3 Collapse Prevention 27770 0 3460 48 3 8 Impact Assessment Menu Finally fragility curves from Fragility Analysis and the hazard map from Hazard Characterization are fed into earthquake impact assessment packages MAEviz for example to evaluate the seismic loss Figure 3 15 MAEviz HAZUS Figure 3 15 Impact Assessment submenus 3 8 1 MAEviz e The first step to perform MAEviz under NISRAF is to ingest the generated hazard map and fragility curves into MAEviz Both hazard map and fragility curves are compatible with MAEviz no additional format transformation is required MAEviz z m rd e xX File Edit Analysis Dataset Scenario Reports Window Help MAEViz Scenarios 2 eg gel xo Burbank bldg Burbank CA Los Angeles County CA Mal Download or Publish All A MAI Convert Repair Repository 3 Nisi Migrate Repository
3. 3 Export 8 Ingest Dataset tg gt C Properties 5 Disable p Pr 3 Reconnect e Once the required information is fed user can perform all the functions of MAEviz under NISRAF in order to evaluate the seismic losses 3 8 2 HAZUS HAZUS is not available in this version of NISRAF 49 3 9 Help Menu Manuals of NISRAF and UI SIMCOR are available In addition About NISRAF states the copyright as well as version information 4 Tutorial Examples An instrumented building was selected to demonstrate NISRAF in this example In the following sections background information about this building and site conditions are presented first Thereafter step by step analysis in NISRAF s performed 4 1 Introduction 4 1 1 Building Information A six story commercial building in Burbank California latitude 34 185 longitude 118 308 was selected for this study Figure 4 1 This is a steel moment resisting frame building in which the perimeter frames are the primary lateral load resisting system and the internal frames are only resisting gravity load as shown in Figure 4 2 Reference is made to Anderson and Bertero 1991 for detailed information about this building This building is instrumented by the California Strong Motion Instrumentation Program CGS CSMIP Station No 24370 in 1980 with 13 sensor channels as shown in Figure 4 3 Several significant earthquakes were captured such as Whittier 1987
4. Longitude Vs30 m sec Define soil profiles s30 should be defined as velocity on the bedrock once consider site response analysis Parameters for raster hazard data Lat amp Long at corners of region Lat LeftUp Lat RightDown Long Leftup Long RightDown E NISRAF Hazard Mod Map of peak ground acceleration for deterministic event Deterministic event 222727272727 Simulation models Name Northridge CA 1994 Ground motion attenuation Mw 67 Dp 40 Rakef 104 Campbell amp Bozorgnia NGA 2008 a Synthtic ground motion Site response analysis ashash et al 2009 SIMQKE Gasparini amp Vanmarcke 1976 DEEPSOIL H Ground motion i i Map of peak ground acceleration PGA g ee pn gen SE pe BE EEE Acceleration 9 deassas s sem L 21 3 4 Structure Model Menu The finite element model is a prerequisite for model calibration To create an FE model the user is allowed to import an existing ZEUS NL model or create a new model in NISRAF Submenus for creating an FE model such as Import from Zeus file New Model from Template New Model View and Structural Model are based on SimBuild Park et al 2007 a pre and post processor for UI SIMCOR Import from Zeus file New Model Ctri N New Model from Template Ctrl T View gt Structure Model gt Figure 3 7 Structural Model submenus 3 4 1 Import from Zeus fil
5. m z Auto Generation of Substru Substructures are created as follows Name SubStr1 SubStr2 URL 127 0 0 1 11997 127 0 0 1 11998 Protocol TCPIP Once general information is defined this panel will be disabled and panel for advanced information of substructure will be enabled No of Substructures Set Auto Generation General Information Substructure No Name SubStri Protocol SubStr No 1 EXP Template URL Assign Elements Element Select Element Element Select Joint User Input i Auto Assignment Effective DOFs Status Information letta acma There are four methods to assign elements to the substructure User can select any element and or joint to assign element to the substructure If user knows specific element number then use can type in the element box Finally all of unassigned elements can be assigned to the empty substructure by clicking Auto Assignment button This is same function of Hybrid Model Assign Substructure Select Element or Select Joint or Auto Assignment These will be explained in the later 41 If Select Element option is selected following user can select any element of structure No of Substructures a General Information Name SubStr2 Protocol 1CPP 127 0 0 1 11998 Assign Elements Element Select Element Select Joint User Input Effective DOFs Node No v Substructure 1 is cre
6. NEES Integrated Seismic Risk Assessment Framework User Manual Beta Version by Sheng Lin Lin Jian Li Amr S Elnashai Billie F Spencer DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING UNIVERSITY OF ILLINOIS AT URBANA CHAMPAIGN URBANA ILLINOIS JUNE 2011 TABLE OF CONTENTS 1 rodu H insist cas genes re ee ee a eu ee l 2 Installation of NISRAR er 2 3 Architecture NR 20er eine ee 3 MIND 5 3 2 Strong Motion MED Lugano dete anes yisoussaddondadatoledcecaeadsvenebdustons 8 3 3 Hazard Characterization Menu rrronnnnnnnnnnnnrrrnrnnnrnrrrnnnnnnnnnnnnrrrsnnnnrnnrrnnnnnnnenn 9 AT NNN 9 a ICTS PII EE tase eeusanentcanmaerteeee 16 TINN 20 3 4 Structure Model ML nee 22 oA TOPE TOM ZI TE iee E 22 NO OE e E O 23 _ 24 9 New Model from Template zuscsussesieeinunneinnsesin nennen 24 N EEE 24 943 COI nenn ENE 29 3 5 Model Calibration Menu orrrrrrorrorrrorrvrrvrrnnvrvvvvvnvvnvnvrvrnssrsssrrrsrsnrrsssrsrrssnnsnnnnn 35 INN 35 TN 36 ee VEO CU 01510101 ERE 37 3 6 Hybrid Simulation Menu orrrrrrnnrnnnnorrrrrnrnnnnnnrnrrrnnnnnnnnnnnrrnnnnnnnnnenersnrnnnnnnnnenenee 38 ME ED 801 EEE ee 39 ON 40 0 NN 40 TONN 45 KE SE EE ee ee eee 46 3 7 Fragility Analysis Menu orrooornnnnnnnorrrrrnnnnnnnnrerrrnnnnnnnnnnerrnnnnnnnnnenensnnnnnnnnnnenenee 47 SPEL SN 47 gt STM NNN 48 3 7 3 Hybrid Fragility Curves orrrnnnnnnnnnnnnnnnnnnrnnnnnnnnnnnnvvnnnnnnnnnrnnnnnnnnnennnnnnnnrnnnnnenenee 48 3 8 Impact Assessm
7. 5 and 2 probability of exceedance in 50 years as shown in Table 4 1 and Table 4 2 at the Burbank site were fed into this advanced hazard method Next sets of synthetic ground motions including site response analysis and varying with duration and hazard levels were generated automatically These motions with compatible format were 53 further used in the hybrid simulation and fragility analysis Figure 4 6 presents one of the generated synthetic ground motions and its response spectrum Table 4 1 Deaggregat on results at Burbank site Return Period yrs M R km Epsilon 2 50yrs 2475 6 73 6 9 1 18 5 50yrs 975 6 71 8 5 0 91 10 50yrs 475 6 71 10 6 0 63 Table 4 2 Contributed fault information based on deaggregation results Name Type F RV F NM f hng f sed Verdugo Char Reverse l 0 l 0 Elysian Park Char Blind trust reverse 1 0 l 0 assume 0 90 Zo 5 2km NISRAF Hazard Module Selected ground motions Syn GM 10 PE 50yrs Dur a Syn GM 10 PE 50yrs Dur Syn GM 10 PE 50yrs Dur Syn GM 10 PE SOyrs Dur Syn GM 10 PE 50yrs Dur Syn GM 10 PE 50yrs Du Syn GM 10 PE 50yrs Dur Syn GM 10 PE 50yrs Dur Syn GM 10 PE 50yrs Dur Syn GM 10 PE SOyrs Dur Accelertion g Figure 4 6 Synthetic ground motion and its response spectrum 54 4 3 2 Hazard Map Hazard map the exposure when calculating earthquake loss is one of the indispensable components of region
8. Sierra Madre 1991 and Northridge 1994 Data are available in the Center for Engineering Strong Motion Data CESMD www strongmotioncenter org fin i T L 1 N AL Y Er TA dette all saili PTE de M i TILL JILL Vi 1 T r i I 19118 Hi Da 4 4 n s F _ 4 a d E Figure 4 1 Photo of 6 story steel moment frame building in Burbank California 50 30 ft 9 144 m W14x95 096 m 20 6 096 m W14x136 6 20f 36 576 m 20f 6 096 m 20R 6 xX XO 7 m oo amp W14x184 Figure 4 2 Elevation and plan view of Burbank building Burbank 6 story Commercial Bidg MIP No 2437 SENSOR LOCATIONS r Roof 6th Floor 3 10 Sth Floor 2 S 2 4th Floor 3rd Floor 4 2nd Floor N gt Nret IE Ground Floor N Structure Reference S N Elevation Orientation N p 315 Roof Plan 120 i gt 13 5 mn dt Ground Floor Plan 2nd Floor Plan 3rd Floor Plan Figure 4 3 Sensor location of Burbank building CESMD 4 1 1 Site Condition Based on the SMIP geotechnical report No 131 Fumal et al 1979 the soil deposits at the Burbank site is Pleistocene alluvium The borehole log Figure 4 4 shows the soil profile for the top 30 meters at this site The water table is assumed 20 feet below the ground surface based on the geologic criteria for Burbank with soil deposits of similar Pleistocene age Department of Conservation Division of M
9. floor Effective width of concrete slab WS2 mm 914 4 50 1371 49 93 at top floor The optimization problem defined previously was solved by the Nelder Mead method The results listed in Table 4 5 show that the errors between the identified and updated model reduced to 1 and 5 78 for the first and second natural frequency respectively Meanwhile the second mode shape was improved which gave a value of 0 981 for the MAC With this refined finite element model hybrid simulation was conducted to yield a seismic response prediction with higher accuracy Table 4 5 Comparison of frequency and mode shape between the original and updated Original FE model Updated FE model Mode frequency Hz frequency Hz quency Hz wae quency Hz ve value error value error l 0 688 4 312 0 999 0 712 1 001 0 999 2 1 956 8 769 0 975 2 020 5 784 0 981 58 4 6 Hybrid Simulation amp Fragility Analysis The cal brated Burbank building model after Model Calibration and ground motions from Hazard Characterization were used to perform the hybrid simulation and to derive fragility curves in NISRAF 4 6 1 Performance Limit State Three performance limit states are specified in this step namely the immediate occupancy IO the life safety LS and the collapse prevention CP Interstory drift angles ISDAs 0 7 2 5 and 5 are assigned to IO LS and CP performance level respectively FEMA 2000b 4 6 2 Seismic Input Ground motions re
10. HAZUS to perform the earthquake impact assessment e Help Contains three menus NISRAF Manual UI SIMCOR Manual and About NISRAF to assist users in performing the analysis Copyright and version information are also included here BB NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois amp 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu 1 NISRAF NEES Integrated Seismic Risk Analysis Framework Beta Version June 2011 Sheng Lin Lin Jian Li Kyu Sik Park A S Elnashai B F Spencer Jr University of Illinois at Urbana Champaign Supported by National Science Foundation NSF The George E Brown Jr Hetwork for Earthquake Engineering Simulation NEES N Figure 3 3 Welcome window and main window of NISRAF In NISRAF each main menu is modularized Moreover each method and algorithm implemented in sub menu is also developed in module unit This module feature makes it easy to understand analysis algorithms as well as to maintain this versatile and integrated program Most importantly it enables the latest research finding and computation techniques to be easily implemented Below development of each main menu is presented with a focus on the novel manners used to tailor and integrate components to build the seamless framework 3 1 File Menu File menu
11. Roth E F 1979 In situ measurements of seismic velocity at 19 locations in the Los Angeles California region SMIP geotechnical report No 131 U S Geological Survey Gasparini D A and Vanmarcke E H 1976 Simulated Earthquake Motions Compatible with Prescribed Response Spectra Evaluation of Seismic Safety of Buildings Report No 2 Massachusetts Institute of Technology Hashash Y Groholski D R Phillips C A and Park D 2009 DEEPSOIL V3 5beta User Manual and Tutorial Department of Civil and Environmental Engineering University of Illinois at Urbana Champaign Urbana IL Li J Lin S L Zong X Spencer B F Elnashai A S and Agrawal A K 2009 An Integrated Earthquake Impact Assessment Framework ANCER Annual Meeting August 13 14 Urbana IL Lin S L 2010 An Integrated Earthquake Impact Assessment System Ph D dissertation Civil Engineering University of Illinois at Urbana Champaign Urbana IL Park K S Kwon O S Spencer B F Elnashai A S 2007 Tutorial for Beta version of SimBuild Pre and Post processor for UI SimCor Department of Civil and Environmental Engineering University of Illinois at Urbana Champaign Urbana Illinois Yun S Y and Foutch D A 2000 Performance prediction and evaluation of low ductility steel moment frames for seismic loads SAC Background Document SAC BD 00 26 Richmond CA SAC Joint Venture 64
12. contains the general menus such as Open Save Save As Page Setup Print Review Print and Exit as shown in Figure 3 4 These submenus provide the basic functionalities to manage files such as opening an existing file saving and printing the current working file and exiting and closing NISRAF Open Save Save As Page Setup Print Preview Print Exit Ctrl X Figure 3 4 File submenus e File Open Open existing NISRAF file Jia d ver Look in 3 Test Folder q E Name Date modified Type nr Je fae Burbank Zeus 6 29 2011 10 01 PM Microsoft Desktop a Libraries A Computer 4 File name Files of type When existing NISRAF file s opened NISRAF data strong motion hazard structural information fragility and other information will be loaded e File Save Save NISRAF data Current NISRAF data will be saved in as default file name 1 e NISRAF User mat e File Save as Save NISRAF data as user defined file name A Name Date modified Type fa Burbank_Zeus 6 29 2011 10 01 PM Microsoft F NISRAF_ User 6 30 2011 11 37 AM Microsoft Save in Test Folder cy Er m Fle name i z Save as type MAT files mat Cancel Current NISRAF data will be save in user defined file name 1 e filename mat e File Page Setup Setup page for printing Size and Position Paper Lines and Text Axes and Figure Mode Use screen size centered on page
13. ee ks a i File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu r E NISRAF NEES Integrated Seismic Risk Analysis Framework inner of Ilinois amp 2011 All rights reserv _ li mme mile 3 4 3 New Model from Template NISRAF also allows user to create structure model from template e If building type is selected following GUI will be shown VZ New Model from Templat Structural Model Configuration Number of Bays 3 D Number of Stories Number of Frames SO hi E Reference Dimensions Bay Length Create Storey Height Distance between Frames e This menu is similar to Structure Mode New Model but more simple which the properties will be defined as same as all components 1 e bay length story height frame distance 3 4 4 View User can check the structural information such as node element boundary condition and others by using View menu Hybrid model including simulation platform of each substructure can be shown in this menu by using Hybrid Model submenu Disabled submenus will be enabled when it is available 24 Skeleton View v Extruded View Ctrl E Mass Node Element 2D View gt v 3D View v Status Bar Clear View Figure 3 8 View submenus e View Skeleton View Skeleton view of structure S BB NISRAF NEES Integrated Seismic Risk Analysis Framew
14. in all the parameters For more information about each parameter users can refer to the user manual of DEEPSOIL Hashash et al 2009 After defining all the parameters a DEEPSOIL file dp will be generated and saved into current folder e After that NISRAF will perform site response analysis Ess Hazerd Moule OOOO Seismic hazard analysis natural records Project Seismic Hazard Analysis Surface motions e Click Check results to check surface motions with local site effect rn IE star Hazard ode O OOOO Seismic hazard analysis natural records Project Seismic Hazard Analysis Bedrock motions Surface motions Surface motions 15 3 3 2 Synthetic Time History NISRAF allows user to generate synthetic time histories for three different hazard levels 1 e 10 50 yrs PE 5 50 yrs PE or 2 50 yrs PE The following describes more details for each step and the required information e Select the hazard level for synthetic time histories click Set to continue e Response spectrum generation users can generate spectrum by NGA model or define the spectrum by discrete points Dwi amp Synthetic ground motion generation r Hazard level 10 SOyrs PE 5 50 yrs PE 2 S50yrs PE Parameters for synthetic ground motions Response spectrum generation Synthetic ground motion model SIMQKE Campbell amp Bozorgn
15. is resumed replaced with new specimen if nonlinear behavior occurs n previous test with seismic input multiplied by a scale factor calculated based the difference in Step 2 if the difference exceeds criterion 5 difference for example e Step 4 Iterations from Step to Step 3 continues till the criterion is met e Step 5 Once the calculated ISDA matches the defined ISDA PGA value of current scaled record is assigned as the mean PGA value for immediate occupancy performance limit state 60 The above procedure 1s an example of how to drive the fragility curve for IO limit state while similar procedures were applied to derive curves for LS and CP limit states using 5 and 2 probability of exceedance in 50 years ground motions respectively Figure 4 11 shows the number of hybrid simulation tests used to derive the mean PGA values Table 4 6 lists the target ISDA ISDA interstory drift angle are defined in previous section for this study as well as the mean PGA values from hybrid simulation tests 0 05 ak wr K o O D a a pe A e G a 0 025 r A D Pr a P K e y Immediate Occupancy 0 007 unsunu aape Life Safety I sYK Collapse Prevention L L L 1 4 5 2 3 Number of Hybrid Simulation Figure 4 11 Number of hybrid simulation tests to derive fragility curves Table 4 6 Interstory drift angle target ISDA and
16. the later version e Structure Model Section Assign Update Update section properties of structure e Structure Model Section Assign One by One Assign section by selecting element 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu Element No Section Type Selection mode is on 30 e Structure Model Section Assign Table Ass gn section by using table 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois amp 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu Element No Section Type Element No 1 Element No 2 Element No 3 Element No 4 Element No 5 e Structure Model Node Update nodal coordinates Update Node Information Node No YCord Z Cord 31 Structure Model Element Add Add element 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Smulation Fragility Analysis Impact Assessment Help MATLAB Menu x First Node No Second Node No Element No Avaliable Section
17. used for the lateral load resisting system a 2 D model of the exterior frame was modeled to represent the whole structure Section dimensions and material properties for each beam and column were based on design documents Lumped mass was used and applied at every beam column connection Concrete slabs were modeled and connected to steel girders using rigid elements to account for their contribution of stiffness Zn _ Zu ee 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu Figure 4 8 2 D FE model of Burbank building in NISRAF 4 5 Model Calibration With FE model created in Structural Model Model Calibration is performed to tune the FE model Two procedures namely system identification and model updating were executed in this step 4 5 1 System Identification Input channels and output channels were defined first Based on the design drawings exterior and interior columns are firstly supported on steel girders and reinforced concrete girders respectively and both of them are n turn supported on a pair of 32 feet long and 30 inches diameter reinforced concrete piles Therefore it 1s reasonable to consider that 56 all columns are fixed Hence the records from the ground floor were treated a
18. 469 feet Figure 4 13 Impact assessment for Burbank building in MAEviz 5 Reference Anderson J C and Bertero V V 1991 Seismic performance of an instrumented six story steel building Report UCB EERC 91 11 University of California Berkeley CA Applied Technology Council 2001 Database on the performance of structures near strong motion recordings 1994 Northridge California earthquake Report No ATC 38 Redwood City CA Campbell K W and Bozorgnia Y 2008 NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA PGV PGD and 5 Damped Linear Elastic Response Spectra for Periods Ranging from 0 01 to 10 s Earthquake Spectra 24 1 139 172 Cornell C A Jalayer F Hamburger R O and Foutch D A 2002 Probabilistic Basis for 2000 SAC Federal Emergency Management Agency Steel Moment Frame Guidelines Journal of Structural Engineering 128 4 526 533 Department of Conservation Division of Mines and Geology 1998 Seismic hazard zone report for the Burbank 7 5 minute quadrangle Los Angeles County California Seismic Hazard Zone Report 016 63 Federal Emergency Management Agency 2000a Recommended Seismic Design Criteria for New Steel Moment Frame Buildings Report No FEMA 350 Washington D C Federal Emergency Management Agency 2000b Prestandard and Commentary for the Seismic Rehabilitation of Building Report No FEMA 356 Washington D C Fumal T E Gibbs J F and
19. B Menu Design element for substructure is done e View Status Bar View or hide status bar e View Clear View Clear view except structure 28 3 4 5 Structure Model The default structure properties can be seen and updated by using Structure Model menu For example user can update material section node element connectivity boundary condition mass and damping properties User can also refine mesh for simulation module by using Refine Mesh submenu Material Section Node Element gt Refine Mesh Boundary Condition gt Mass Damping Figure 3 9 Structure Model submenus e Structure Model Material Edit or add new material New Material r Edit Material Material Name Steel Material Type stio Material Properties Linear Elastic Model Young s modulus N mm 2 User can update existing material properties or add new materials stl and con2 materials defined in Zeus are available in this version of NISRAF More materials will be available in the later version 29 e Structure Model Section Edit Edit or add new section OK Cancel New Section Edit Section Section Name Section Section Type rss Rectang Section Material steel Section Dimension User can update existing material properties or add new materials css rss sits and rers sections defined in Zeus are available in this version of NISRAF More sections will be available in
20. Beant Hep OK Structure Model Element Remove Remove element BB NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved File Strong Motion Hazard Characterzation Structure Model Model Calibraton Hybnd Simulation Fragility Analysis Impact Assessment Help MATLAB Menu ze ne Q Do you wart remove eleenent no 1 ES NO 4 Selection mode is on 32 e Structure Model Element Connectivity Update element connectivity r E Update Element Connectivity Element No 1st Node 2nd Node Ref Node Update Cancel e Structure Model Refine Mesh Refine mesh for simulation module this submenu will be enabled after defining substructure g NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Smulstion Fragility Analysis Impact Assessment Help MATLAB Menu Selected Element No No of Subeiemert Static Text Update Control Point No Added nodes e Structure Model Boundary Condition Default Set the boundary condition as default For building type structure nodes which attached ground 1 e y 0 will be fixed in all direction For bridge type structure nodes which attached ground and two abutment nodes will be fixed in all directions except x and rz DOF of righ
21. Hz 0 71965 Noise Mode Filter 0 100 99 5 36 e After System Identification is completed user can check the results ee Step 03 Sysb Resuts Stabilization Diagram 2 D View 3 D View Transfer Function 3 g g gt a 3 5 3 Model Updating e The first step in Model Updating is to define the candidate parameters and identified modes Modes and Parameters RETT Parameters Candidate Paramerters Selected Parameters rs gt stl1 gt Ela Modulus A36 gt stl1 gt Ela Modulus a gt sits gt Bot Fla Width Mass1 gt Lumped Mass a gt sits gt Bot Fla Thick Mass2 gt Lumped Mass a gt sits gt Top Fla Width Mass3 gt Lumped Mass Parameter Setting a gt sits gt Top Fla Thick re gt rers gt Width a gt sits gt Web Height rec gt rers gt Width Ba scar a gt sits gt Web Thick b gt sits gt Bot Fla Width b gt sits gt Bot Fla Thick b gt sits gt Top Fla Width _ Modes Identified Modes Selected Modes Step Size 0 1 3 1 7764 Hz 1 1857 Hz 02 4 2 1581 Hz 3 2 0 80524 Hz 37 e Next an optimization algorithm is defined by user to conduct model updating e After defining objective function NISRAF will perform model updating e User can check the progress and results during and after analysis z m E Modelupdate a Optimization and Resut Optimization Algorithms Available Algorthms 1 Constrained Deriva
22. MATLAB Menu 26 e View Element View or hide element number 5 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved owen File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu e View 2D View XY or YZ or ZX 2D view of structure e p 11 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois amp 2011 All rights reserved a Eile Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu 27 e View 3D View 3D view of structure 5 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved c x File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu e View Hybrid Model view or hide hybrid model this submenu will be enabled when setting up the hybrid model s finished 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved SE D be oem ee File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLA
23. PGA from hybrid simulation tests Immediate Life Collapse Performance Level l Occupancy Safety Prevention Interstory drift angle 0 7 2 5 5 0 Mean PGA g 0 545 1 627 AT 4 6 4 2 Dispersions from Literature Dispersion a statistics vocabulary represents the uncertainty term in fragility relationships Due to the limited number of tests in the hybrid fragility analysis it is unreasonable and also unrealistic to regress dispersion based on few testing results Therefore dispersions of the proposed hybrid fragility analysis are found from the literature FEMA 350 FEMA 2000a the recommended seismic design criteria is specially developed for new steel moment frame buildings In FEMA 350 as well as in the literature Cornell et al 2002 Yun and Foutch 2002 a method used to evaluate seismic 61 behavior of steel moment frame buildings s proposed Within this method uncertainties for different building height beam connection type analysis procedure linear or nonlinear static or dynamic and local and global failures under different performance levels IO and CP are tabulated Table A 3 in FEMA 350 or illustrated in the content Table 4 7 lists dispersions which will be utilized to derive hybrid fragility curves Table 4 7 Mean PGA value and dispersions for mid rise steel building fragility curves Immediate Life Collapse Performance Level l Occupancy Safety Prevention Dispersion 0 311 0 328 0 346 4 6 4 3 Hybrid Fr
24. agility Curves Finally based on mean PGA value and dispersion and following lognormal distribution assumption fragility curves were generated and are shown in Figure 4 12 gt NISRAF Fragility Module MEUS ki AAV9LLZ 42 020 Experimental Fragility Curves Probability of Limit State Exceedance immediate Occupancy Life Safety Collapse Prevention Figure 4 12 Hybrid fragility curves for mid rise steel moment resisting frame building in Burbank 4 7 Impact Assessment Finally with the generated compatible hazard map and fragility curves MAEviz under NISRAF was conducted to perform earthquake impact assessment Figure 4 13 Only 15 probability for damage occurred in the immediate occupancy limit state The results met with the post earthquake report made by Applied Technology Council ATC 2001 which reported slight damage observed to this building from the Northridge earthquake 62 sanne G File Edit Analysis Dataset Scenano Reports Window Help MAEViz Scenarios 6 story SMRF Burbank CA 30 gt 6 story SMRF Burbank CA 20 3 9S BRAC PF AVP d 81 x Qi 6 story SMRF Burbank CA HAZL Qi 6 story SMRF Burbank CA Region of Interest Los Angele Mappable Data amp Scenario Data Hp Catalog g o a Z Hazus Data Repository Local Cache J MAEviz Demo Data local MAEviz Public Repository NISRAF 118 4686 34 8718 WGS84 Map Width 113 3394 miles 598 431 9
25. al impact assessment The map of PGA for the 1994 Northridge earthquake in the Burbank area in standard gravity g was generated n this application This map is not only served to demonstrate the proposed method but also used for impact assessment on the selected building SMIP geotechnical report Fumal et al 1979 was used again to illustrate local site characteristics Step by step procedures to generate the hazard map were then performed The Northridge earthquake mechanism the site conditions soil profiles and material properties and map information such as interested region scope and cell size were defined in the first step Next the CB NGA Campbell and Bozorgnia 2008 and duration prediction equation along with SIMQKE Gasparini and Vanmarcke 1976 and DEEPSOIL Hashash et al 2009 were performed for each cell Finally PGA values were collected and hazard map of the Burbank area was presented as shown in Figure 4 7 Map of peak ground acceleration for deterministic event Deterministic event Simulation models Name Nort ve CA 1994 Ground motion attenuation Synthtic ground motion Map of peek ground acceler ation PGA g 54 43 342 A sa hr 34 1 4 5 22 J 33 9 33 8 pe mi 33 7 319 318 5 118 Longitude Figure 4 7 Hazard map at Burbank area 55 4 4 Structure Model A finite element model was created in NISRAF as shown n Figure 4 8 Due to the fact that only the perimeter frames are
26. all DOFs are fixed so effective DOFs check boxes of this node 1 e Node 1 are disabled e Hybrid Simulation Hybrid Model Assign Substructure Select Joint Assign element to substructure by selecting joint When joint is selected following GUI will be shown 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved ot File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu Effetive DOFs Node No AlNodes vw Help 43 When any joint is selected adjacent elements will be divided into two to move mass on joint node to end node The selected joint number and available substructure number are displayed User needs to update effective DOFs e Hybrid Simulation Hybrid Model Assign Substructure Auto Assignment Auto assignment of the unassigned element to empty substructure This is very useful when the structure is complicated g NISRAF NEES Integrated Seismic Risk Analysis Framework University of Ilinois 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu Empty Substructure No Unassigned Element No lew Hybrid Model 2 x Effective Nodes Once for Al One By One User input Etfective DOFs Auto assignment of subst
27. analysis natural records Project 6 story steel MRF building Burbank CA Seismic Hazard Analysis Surface motions Select ground motions Check results Select ground motions Check results e Before performing site response analysis user need to define soil profiles and material properties Define soil profiles and properties 0 Import from DEEPSOIL input file Fie Burbank NLPara 2 dp mem 2 No of soil layers 3 Layer Material Properties Layers 1 m Set Sone 133 Material Properties 3 4 Layer Profes Smallstrain Damping Ratio 0928 Thickness m 12 497 Reference Strain 2 0 028 Vs30 misec 405 384 Reference Stress MPa Unit weight kNun 3 21 207 Stress strain Curve Parameter Beta Water table Layer below WT en Stress strain Curve Parameter s Pressure dependent Ref Strain Parameter b Pressure dependent Damping Curve Parameter d MRDF Parameter Pi MRDF Parameter P2 MRDF Parameter P3 To define soil profiles and material properties user can import input files for DEEPSOIL dp files for example Burbank DP 2 dp and Burbank NLPara 2 dp in 14 C WISRAF Hazard Projects Burbank or define step by step Users need to follow the number of each panel to fill
28. ated The selected element is updated into element box User can add more elements After defining elements click Create Substructure button to save the defined substructure User can continue to define another substructure if applicable Meanwhile user can use experimental template to load predefined setup of experimental facilities If Exp Template button is clicked following GUI will be shown It s recommended to check all the experimental setup before running test in the laboratory i BB ExPTemplate Experimental Facility Template 42 e Hybrid Simulation Hybrid Model Assign Substructure Select Element Assign selected element to substructure When the element is selected following GUI will be shown 5 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved at ee 2 d File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu Element No Substructure No v Node ie Noce Mass and Effective DOFs of Node i Node No Mass x y I rx ry rz Al DOF s are fixed Mass and Effective DOFs of Node j Node No Mass x y zrxryr The selected element is highlighted Also the selected element number and available substructure number are shown User can update mass and effective DOFs of each node The first node of this element is one of boundary condition which
29. d Fragility Curves Figure 3 14 Fragility Analysis submenus 3 7 1 Define Limit States e To derive hybrid fragility curves user need to define parameters and select time history for interested performance levels e For building type the interstory drift ISD is used to make comparison between the target performance level and the hybrid simulation results Therefore user is prompted to define information of the interested ISDs 1 e the up and bottom node Define Performance Levels amp Select Time Histories for Fragility Analysis Immediate Occupancy Life Safety Collapse Prevention Define Parameters Immediate Occupancy Y ISD Dispersion interstory drift angle Dispersion for fragility analysis can be derived from previous study with silimar structures Select Interested ISDs for Comparion with ISD of Limit States No of Interested ISDs 42 Node j 47 3 7 2 Run Hybrid Simulation After finishing the definition of limit states and the setup of hybrid simulation 1 e substructure platform and others NISRAF will run hybrid simulation in order to derive fragility curves Hybrid Simulation for Fragility Analysis r Performance Level amp Related interstory Drift Immediate Occupancy Interstory Drift for Performance Level Selected GM for Simulation Syn GM 10 PE 50yrs Di Peak Ground Acceleration g n 546 Simulation for Experimental Fragility Analysis
30. e NISRAF allows user to import existing Zeus file and transfer all the structural information required for NISRAF e After clicking Import from Zeus file select the existing Zeus file Lookin Jj Testfolder ame mr i Name Date modified Type ab AA EI Burbank Zeus 1 11 20106 50 PM ZeusNL In 22 e NISRAF collect structural information from Zeus file and present through its interactive interface ee gt TE 7 p y NISRAs NEES Integrated Seismic Risk Analysis Framework University of Minois amp 2011 All rights reserved ee un ec x Ede Strong Motion Hazard Charactenzation Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu 3 4 2 New Model NISRAF allows user to create new structure model Structure Type Building Bridge e User can select structure type as building or bridge e Bridge type structure is implemented as test purpose in this version of NISRAF so there could be unexpected bugs in the bridge structure e If building type is selected following GUI for creating building structure will be shown Structural Model Configuration Number of Bays 2D 3 D Number of Stories Number of Frames Reference Dimensions Bay Length Storey Height Distance between Frames Create Cancel 23 e When structure is created NISRAF GUI is updated as follows
31. ect name NSynthetic Ground Motion Syn_Conv Synthetic GMs 19 e After all the analysis users can check the time histories and response spectrum for each ground motion BB NISRAF Hazard Module am Syn GM 5 PE 50yrs Dur e a 5 PE 50yrs Durg 5 PE 50yrs Dur e 5 PE 50yrs Durg SM 5 cr rs Dur 5 PE 50yrs Dur e 5 PE 50yrs Dur e 5 PE 50yrs Dur e 5 PE SOyrs Dure Accelertion g 3 3 3 Hazard Map Generation NISRAF allows user to generate hazard map for deterministic event The following describes more details for each step and the required information e First user need to provide parameters for the scenario event e Second define parameters for synthetic ground motions and site condition please refer to previous section for more detail e In addition users need to provide information for the boundary of the map and the size of cell e After defining all the parameters hazard map will be generated and saved into current folder asc 20 EE NISRAF Hazard Mod Map of peak ground acceleration for deterministic event Deterministic event parameters Northridge CA 1994 Rake 104 Ztor km 175 Z25 km 2 Epicenter Longitude 118 554 se Parameters for synthetic ground motions Ground motion attenuation model Synthetic ground motion model SIMQKE Campbell amp Bozorgnia NGA 2008 Customize synthetic GMs Site Condition No of borehole log Site response analysis
32. ent Menu rrrrrnnnnnnnnororrrnnnnnnnnnnrrrnnnnnnnnnnernnnnnnnnnnenensrrnnnnnnnnenenee 49 DNR 49 SEE tne tedetin en noes teeta 49 3 9 Help Menu GREEN EN EEE ANNE IEEREREIGORER EUER NEENROORERERERENNR OREEREEHEIEREHEBFEEREEESURER 50 ART 131 DSG EE AE ERES 50 Te EEE ee re ean 50 E A E UT SI OVI OT ee Tee ae 50 II CLS COM IO rare stats sara EEE ee teens Re 51 Sr MON 53 4 3 Hazard Characlerization a nern 53 FDA SVNINCTIC Gol Morken 53 ME 40 0000 RE EE 55 4A Smucre Modil nee ee 56 15 Model CUI ee 56 Aod OVON TLden NCU EEE EE TA 56 A 510100 U GIO ee ee 57 11 4 6 Hybrid Simulation amp Fragility Analysis nn 59 Ho LS 59 ANN 59 HO N 59 FANT NN 60 4 7 Impact N N 62 RAT NNN 63 111 NISARF Update History Apr l 2010 e Hazard NISRAF Beta Version release June 2011 e NISRAF Beta Version release IV 1 Introduction NEES Integrated Seismic Risk Assessment Framework NISRAF a completed MATLAB The MathsWork Inc GUI driven software platform has been developed for the purpose of making impact assessment more efficient and more reliable Several components instrumentation advanced hazard characterization system identification model updating hybrid simulation advanced hybrid fragility analysis and impact assessment tool have been implemented and tailored with novel methods to build the seamless transparent and extensible framework Below the architecture methodologies commu
33. hitecture of NISRAF Clearly NISRAF is composed of five main parts namely 1 instrumentation I1 I2 11 seismic hazard analysis AH 111 model calibration and hybrid simulation HS iv fragility analysis FA and v earthquake impact assessment IA For ease of use nine main menus with submenus are designed and arranged following the analysis sequences Figure 3 3 File Contains general menus such as Open Save Save As Page Setup Print Review Print and Exit Strong Motion Provides an interface to download measured data from instrumentation databases ANSS COSMOS CESMD and PEER Hazard Characterization Contains three menus Seismic Hazard Analysis Synthetic Time Histories and Hazard Map Generation to perform hazard analysis Structure Model Contains five menus Import from ZEUS File New Model from Template New Model View and Structure Model to import develop and view the FE model Model Calibration Contains three menus Modal Analysis System Identification and Model Updating to improve the FE model Hybrid Simulation Contains five menus Dynamic Load Static Load Hybrid Model Simulation and Results to develop the hybrid model run simulation and check results e Fragility Analysis Contains three menus Define Limit States Run Hybrid Simulation and Hybrid Fragility Curves to derive hybrid fragility relationships through hybrid simulation testing e Impact Assessment Contains two menus MAEviz and
34. ia NGA 2008 Customize synthetic GMs Campbell amp Bozorgnia NGA 2008 IN User specify Site response analysis Y Define soil profiles e Using NGA model to generate spectrum Here user only provides parameters for Seismic Source and Site Condition panels Click Set to save parameters and check duration and spectrum for each hazard level and click Done to next step User can get information for seismic source panel by conduct deaggregation analysis for the project site Define Seismic Parameters for Scenario Events Seismic Source S PE SOyrs Deaggregation Results 13 02 Kempton amp Stewart 2006 Magnitude Mw Distance km 671 85 Fault Mechanism Fault Type Rake degree Reverse 9 90 Site Condition Shear Wave Velocity Vs30 m sec 430 Vs30 should be velocity on the bedrock when considering site response analysis Attenuation Equation Distance km Spectral Acceleration 9 Rrup Closest distance to the coseismic rupture plane Rib Closest distance to the surface projection of the coseismic rupture plane Depth km Ztor depth to the top of the coseismic rupture plane Z25 depth to the 2 Skmis shear wave velocity horizon Period sec 16 e User specify spectrum Here user can define spectrum by importing from txt files or define the discrete points through the interface When importing from txt fi
35. ines and Geology 1998 51 ALTITUDE 610 LOCATION HOLE No 31 Lat 34 10 50 SITE BURBANK FIRE STATION Long 118 18 15 DATE 8 1 79 QUADRANGLE GEOLOGIC Qc BURBANK CA MAO UNIT Pleistocene alluvium SAMPLE DESCRIPTION DESCRIPTION Graphic Log Depth meters Blows Foot FINE SANDY LOAM dk Brown some v coarse sand and fine gravel medium plasticity moist loose m e O FINE SANDY LOAM dk bBrown occasional v coarse sand and gravel medium plasticity moist loose SANDY LOAM brown poorly 40 6 sorted mostly finer than coarse sand some granitic gravel v dense GRAVELLY SAND granitic 15 SANDY LOAM and LOAMY SAND dk Brown poorly sorted slight plasticity 20 quick moist occasional fine gravel to 5mm SANDY LOAM and LOAMY SAND dk Brown poorly sorted slight plasticity quick moist occasional fine gravel to 5 mm 30 COMMENTS LOGGED BY T Fumal Figure 22 39 Figure 4 4 Borehole log of the Burbank site adapted from Fumal et al 1979 4 2 Strong Motion Either Strong Motion or Structure Model must be the first step in NISRAF Strong Motion was selected as the first step in this example Through the linkage to web database free field station records around the Burbank building site and structural sensor histories during the past earthquakes were downloaded and deposited in NISRAF After that an interactive window with already downloaded information allows user t
36. les users need to pay attention the format requirement for the files Please refer to Burbank Sa amp duration txt under C WISRAF Hazard Projects Burbank for the compatible format ERA U 31 r f 111107 DEARA ODE OE Deane eee eer he sele ee a a OE GEN Period s Sa 9 Period s Sa g Loo 049 os 0854 002 0 4536 075 0 5964 003 0 4738 10 0 4364 005 05182 15 0251 05888 20 0 1654 06533 30 0097 07623 40 0 0663 War 0857 so 0 055 Af derb HH neh EHEN 0 9025 75 0 0269 po b re Lane 0 9269 100 00165 0 9202 PGA Sa 0 01 Ke ket CANE bank 432 7 11 1 I 0 ss Tree ann 008 e Click Customize synthetic GMs to define the intensity function for synthetic ground motions EI NISRAF Hazard Modu Synthetic ground motion generation 1 Hazard level 21 10 SOyrs PE J 5 150 yrs PE 4 2 SOyrs PE Set 2 Parameters for synthetic ground motions Response spectrum generation Synthetic ground motion model SIMQKE User specify Customize synthetic GMs Site response analysis Yes v Define soil profiles Set 17 Kemption amp Stewart 2006 base 3 T tota sec 5 Aco eewen 6 Delta t sec For Site Condition panel users decide if the site response analysis will be considered o
37. lready been illustrated and verified in Lin 2010 One of the features of the proposed advanced hazard analysis approach is its ease of use By tailoring the hazard models as well as ensuring connection and compatibility between them it simplifies the complicated and tedious procedures in the conventional analysis Consequently with an interactive interface to define inputs hazard analysis becomes efficient and straightforward Below analysis procedures n the three submenus are presented with GUIs and illustrations Seismic Hazard Analysis Synthetic Time Histories Hazard Map Generation Figure 3 6 Hazard Characterization submenus 3 3 1 Seismic Hazard Analysis In Seismic Hazard Analysis user can check the natural records on the surface and perform local site effect for records on the bedrock After clicking Seismic Hazard Analysis user will be prompted to select project for analysis Based on the selected project NISRAF will list all the information and recorded strong motions for this structure Afterward users can check the surface records or perform local site effect on the bedrock records e Click Set to confirm the selected project i e 6 story steel MRF building Burbank CA Seismic hazard analysis natural records Project 6 story steel MRF building Burbank CA m r Seismic Hazard Analysis Surface motions r Surface motions Project inf
38. lso to improve hazard and structural model BI NISRA strong Motion Moe OOM Strong motion data Strong motion data in NISRAF The strong shaking ofthe ground and in structures during earthquakes are the two kind ofrecords required for NISRAF The measured ground shaking is used for hazard characterization while the structural measurements are used for system identification Only the following formats bt are consistent with NISRAF currently Ground motion Structural measurements title Northridge 1994 unit g title Burbank Bldg Northridge rows of time history deltat 3000 0 02 rows of time history deitat 3000 002 acceleration in g unit 7 41E 04 Chan 1 ace g Chan 2 1 03E 03 1 40E 04 4 35E 04 1 49E 03 3 26E 06 4 94E 04 2 59E 04 8 63E 05 4 70E 04 4 52E 04 1 58E 05 1 35E 04 8 82E 04 4 89E 06 Web databases Center for Engineering PEER Database AN SS at A Strong Motion Data USGS omen De ew ANSS cosmos Please convert to the consistent format before running NISRAF Figure 3 5 Strong motion data GUI in Strong Motion menu 3 3 Hazard Characterization Menu Hazard characterization menu is composed of three main parts namely Seismic Hazard Analysis Synthetic Time Histories and Hazard Map Generation as shown in Figure 3 6 Methodologies and analysis procedures of hazard characterization analysis have a
39. mulation Dynamic Load Assign x dir or y dir z dir rx dir ry dir rz dir Assign load in any direction 39 3 6 2 Static Load Assign static gravity load when conducting hybrid simulation Only static load applied by importing Zeus file is allowed in current version NISRAF 3 6 3 Hybrid Model After defining the load under Hybrid Model menu user will be prompted to define substructures analysis platform and auxiliary for hybrid simulation Define Substructure Ctri S Assign Substructure gt Define Platform Ctri P Auxiliary gt Figure 3 13 Hybrid Model submenus e Hybrid Simulation Hybrid Model Define Substructure Define substructure No of Substructures General Information Substructure No Name Name Protocol NTCP SubStr No 1 v EXP Template URL 127 0 0 1 11997 Assign Elements Element Select Element Select Joint User Input Effective DOFs Status Information men comer First the number of substructure should be defined Then panel for general information will be enabled 40 General information of substructure such as name communicat on protocol IP and port number can be defined n th s panel Three communication protocols such as TCPIP LabViewl and LabView2 are available in this version of NISRAF If Auto Generation button is clicked the name protocol and URL of each substructure are defined automatically as follow
40. nication protocols and analysis platforms of NISRAF are discussed first Next a tutorial of NISRAF will be presented This document is available only for the beta version of NISRAF The beta version of NISRAF is released to get feedback from various users for improvement of NISRAF There could be unexpected bugs in the beta version of NISRAF so it is desirable to use NISRAF only for simulation cases If there are any questions or comments please feel free contact with main developers of NISRAF Sheng Lin Lin shenglin0110 gmail com Jian Li jianli3 illinois edu 2 Installation of NISRAF To install NISRAF run the executable installation file G e NISRAFSetup exe When you install software do not change the default folder location The software should be installed in C NISRAF After installation is complete the user should be able to run the examples illustrated n this document The installed NISRAF folder should be in the search path of MATLAB To update MATLAB path run a MATLAB and click File Set Path Add with Subfolders in the menu bar and select C WISRAF and click OK button NISRAF has been developed based on MATLAB R2009a v7 8 0 so there could be unexpected bugs when it is running in lower version of MATLAB 3 Architecture of NISRAF As shown in Figure 3 1 and Figure 3 2 free field measurements I1 along with nonlinear site response analysis SR are used to generate the advanced hazard map and ground motion reco
41. o add some information background description and image as shown n Figure 4 5 BD Seismic Hazard Anahis Project information Structure Name Burbank information of Structure Latitude 34 185 Longitude 118 308 Brief Structure Description Tr Burbank 6 story Commercial a a ll Moment Resisting Steel Frame on Perimeter Walls op AIT that gee Design Date 1976 gt Li at I PV vun u i TOT Information of Structure Sensor Strong Motion Station CGS CSMIP Station No 24370 13 accelerometers on 4 levels in the building an res Chinohills 29 Jul 2008 Northridge 17 Jan 1994 Sierra Madre 1991 Information of Free Field Stations around this Structure Seong Remon Seton p CSMIP 24088_Northridge94 CSMIP 24303_Northridge94 CSMIP 24401_Northridge94 Figure 4 5 GUI to manage project and downloaded records 4 3 Hazard Characterization With instrumented strong motion records from Strong Motion the Hazard Characterization analysis was undertaken Synthetic ground motions with various hazard levels were generated for further use in Hybrid Simulation and Fragility Analysis The hazard map for the Northridge earthquake in the Burbank area was generated for further use in Impact Assessment 4 3 1 Synthetic Ground Motion Ground motions with various hazard levels are generated based on the seismic information specified by the users The deaggregation results for different hazard levels 10
42. ork University of Ilinois amp 2011 All rights reserved C A File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu x Skeleton view of structure e View Extruded View Extruded view of structure 5 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois amp 2011 All rights reserved ec File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu x Ptruded view of structure 25 e View Mass View or hide nodal mass 2 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois 2011 All rights reserved c bo Se File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu i 753 54 753 54 753 54 0 00 0 00 0 00 444 26 444 26 a FAR 3 53 54 0 00 0 00 0 00 i 444 26 444 26 444 26 0 00 0 00 0 00 phow mass information e View Node View or hide node number and coordinate 1 NISRAF NEES Integrated Seismic Risk Analysis Framework University of Illinois amp 2011 All rights reserved a Eile Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help
43. ormation Structure Name Information of Structure Latitude Longitude 118 308 Brief Structure Description Information of Structure Sensor Strong Motion Station Event s recorded by station Chatswortt e Choose surface motions and or bedrock motions for further analysis Click Set to confirm 10 3 3 1 1 Surface motions e Click Select ground motions Check results Select ground motions Ste response analysis Check results 11 Click Check results to check time history and response spectra for the selected motion Seismic hazard analysis natural records 6 story steel MRF building Burbank CA Project Select ground motions Select ground motions Ste response analysis Check results Selected ground motions A i s b b i i bd dd a a odde EE nn nenn IR H HN t ase a E g sys ear eee 02322 VF FTE EES 12 uni ni ni bt BB PISCEE rt Glenn 12 3 3 1 2 Bedrock motions e Click Select ground motions Seismic hazard analysis natural records Project ese stee MRF building Burbank CA Select ground motions Check results Select ground motions Site response analysis Check results 13 e Click Site response analysis Seismic hazard
44. presentative of the local hazard characterization are essential in order to capture the realistic structural response In addition various ground motions should be considered to avoid excessive scaling on them Excessive scaling is unrealistic and unreasonable particularly when motion has higher earthquake intensity Based on the above considerations the site specific synthetic ground motions with various hazard levels generated for the Burbank sits were selected as the earthquake demand in this example To avoid excessive scaling records related to 10 5 and 2 probability of exceedance in 50 years hazard level are used to derive fragility curves for immediate occupancy life safety and collapse prevention performance limit state respectively 4 6 3 Hybrid Simulation The calibrated Burbank building model and ground motions from hazard characterization analysis were used to verify the extension of the hybrid simulation to fragility analysis as well as the integration of hybrid simulation in earthquake impact assessment The calibrated 2 D structure model was divided into two sub structures namely the column the lower part of the left exterior column at the first floor and the frame the remaining structure The frame module was simulated using Zeus NL while the column module replaced by a small scale aluminum specimen Figure 4 10 was tested in the laboratory 59 Figure 4 10 Hybrid simulation with two sub
45. r not Users need to provide soil profiles and material properties if the site response analysis is considered Please refer to section 3 3 1 2 for more detail about the definition of soil condition Zu R m ia Do BB NISRAF Hazard Module le fe Synthetic ground motion generation Hazard level 7 10 SOyrs PE 7 5 150 yrs PE 7 2 SOyrs PE Set Parameters for synthetic ground motions Ground motion attenuation model Synthetic ground motion model SIMQKE Campbell amp Bozorgnia NGA 2008 Customize synthetic GMs Site Conditi o n Site response analysis Yes ow l Define soil profiles Set 18 Click Site Response to conduct local site effect GMs with different duration will be generated and saved as txt files in C W SRAF StrongMotion Project name NSynthetic Ground Motion o NISRAF Hazard Modu e m Synthetic ground motion generation Hazard level 10 SOyrs PE 5 50 yrs PE 2 SOyrs PE Parameters for synthetic ground motions Ground motion attenuation model Synthetic ground motion model SIMQKE Customize synthetic GMs Campbell Bozorgnia NGA 2008 Define soil profiles Set CB NGA median Synthetic GMs median e std l E ELATI Ste Response Results Finish Spectral Acceleration g9 Click Site Response to conduct local site effect GMs with different duration will be generated and saved as txt files in C WISRAF StrongMotion Proj
46. rams and identified mode shapes Table 4 3 Frequency and 5 of identified with ERA method Mode f Hz 6 l 0 719 3 373 2 2 144 6 715 4 5 2 Model Updating With the identified natural frequencies and mode shapes dynamic FE model updating was then performed to improve the FE model of the Burbank building Selection of candidate parameters to be updated was the first step n model updating The selected parameters for the Burbank building were shown in Table 4 4 To keep the physical 57 meaning of each parameter lower and upper bounds were applied based on the degree of uncertainties For example the effective widths were calculated based on AISC specification which was likely to be very conservative In addition the deflection of the slab defined the contribution of the slab to the composite beam thus affecting the effective width Therefore the effective width of slab had large uncertainty thus a relatively larger range of variation 50 was applied Table 4 4 Selected parameters for model updating and updated results Selected Initial Bound Updated Change Description Parameters Value Value Es N mm Young s modulus of steel 2 10E 05 ES 2 21 E 05 5 00 Mass1 1000kg Lumped mass at 2 floor 45 65 5 43 37 4 99 Mass2 1000kg Lumped mass at 3 5 floor 36 53 5 38 36 5 01 Mass3 1000kg Lumped mass at top floor 54 84 E9 52 1 5 00 Effective width of concrete slab WSI1 mm rer 762 50 1143 50 00 at 275
47. rate Ul SimCor Congfig File 3 6 5 Results SubStrNo 1 w Scale Factor Check Limit Displacement Force Rotation Moment Increment Tolerance ratio Check Relaxation ratio Displacement Force Rotation Moment Transformation Matrix Open Set Advanced Parameters After finishing hybrid simulation NISRAF allows user to check simulation results through displacement force history plot animation and photos if applicable 46 3 7 Fragility Analysis Menu Fragility Analysis menu is composed of three main parts namely Define Limit States Run Hybrid Simulation and Hybrid Fragility Curves as shown in Figure 3 14 Methodologies and analysis procedures of fragility analysis can be found in Lin 2010 One of the features of the proposed advanced fragility analysis approach is its ease of use With structural information available from Structural Model the user defines interested Interstory drift angle ISDA through the interactive structural model Meanwhile when performing hybrid simulation in order to derive mean seismic intensity NISRAF calculates ISDAs compares with target ISDA calculates scale factor and asks to continue the next simulation The above designs avoid the heavy and tedious calculations The hold on feature allows the user to have time to replace the experimental specimen in the laboratory which is really a useful and practical design Define Limit States Run Hy brid Simulation Hybri
48. rds AH The measured and synthetic records are then used in hybrid simulation and fragility analysis Meanwhile the structural model 1s calibrated with the measured structural response 12 Next hybrid simulations HS are performed with the most critical component of the structural system tested in the laboratory and the remainder of the structure simulated analytically These simulations are conducted to derive the mean seismic intensity value PGA for example of the corresponding performance limit state The fragility curves FA of the structure are then generated using the hybrid simulation data and the dispersions from the literature Finally the hybrid fragility curves and the calibrated hazard map are fed into the impact assessment tool such as MAEviz or HAZUS IA NISRAF NEES Integrated Seismic Risk Assessment Framework Figure 3 1 Schematic of the proposed integrated framework Model Improvement Sensor Structural Response Instrumentation Measurement FE Model Updating I Acceleration Displacement a System Identification Sensors ra Seismic Hazard Analysis Ground Motion Measurement Ground motion records Impact Assessment FE Model Fragility Analysis o Structural performance Updating Il evaluation E is e Vulnerability analysis 2 K av 28 va Figure 3 2 Arc
49. rompted to run hybrid simulation Error Check Elastic Analysis verification gt UI SimCor Simulation Ctrl U Figure 3 13 Simulation submenus e Hybrid Simulation Simulation Error Check Check error of hybrid simulation environment Checking Structure Information Boundary Conditions OK External loading OK Checking Substructure Information Name of substructure OK URL of substructure OK Protocol of substructure OK Total Number of substructure OK Empty Substructure OK Platform of Substructure OK Mass of Effective Node OK Redundant Element OK Total Number of Element OK 45 e Hybrid Simulation Simulation Elastic Analysis verification Allow user to run static or dynamic analysis to verify the defined hybrid model e Hybrid Simulation Simulation UI SimCor Simulation After define and or update the required information NISRAF will be ready to conduct hybrid simulation r amma Saam 12 Generate SimCor Config File General Parameters Ground acceleration file name Ground acceleration scale factor Direction of ground acceleration Integration Scheme Evaluation Stiffness Del_t Del_r No of Test No of Static Step No of Dynamic Step Integration time step Rayleigh Damping Target period sec Damping ratio Control GUI Monitoring GUI Create Input File x Y Alpha OS w YES NO 0 005 0 002 Advanced Parameters Gene
50. ructure e Hybrid Simulation Hybrid Model Define Platform Define platform of each substructure 1 NISRAF NEES Integrated Seismic Risk Analysingrameworkull eiveuiay of Dino 2011 All rights reserved ba z gt File Strong Mobon Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu Status information Heip User can define platform of substructure as Zeus NL OpenSees FedeasLab Abaqus and Experiment Currently Zeus NL OpenSees FedeasLab and Experiment platform are available in this version If the platform of substructure is defined as Zeus NL OpenSees and FedeasLab i e simulation module the required files for hybrid simulation conducted by UI SimCor such as input file of static analysis module and configuration 44 file will be generated automatically within the folder which name is same as name of substructure If Experiment is selected as platform only folder which name is same as name of substructure will be created e Hybrid Simulation Hybrid Model Auxiliary Camera or DAQ Define camera or DAQ module Only camera module is supported in this version DAQ module will be supported in the later version camera URL 127 0 0 1 11997 Protocol wrcp Trigger Option Displacement 1 Step 1 Time 3 6 4 Simulation After defining the load and substructures under Simulation menu user will be p
51. s the input motions while other records were considered as the responses of the structure Consequently channel 8 and 9 were defined as input while channels 2 to 7 were output channels and hence the dimension of impulse function matrices was 2 by 6 Note that channels 4 and 5 were not working properly during the Northridge earthquake of 1994 Therefore data from these two channels were not available and only four output channels were available The dimension of impulse response function matrices was 2 by 4 for the Northridge earthquake The ERA method was then performed for the Northridge earthquake record The stabilization diagrams and the identified mode shapes were shown in Figure 4 9 The first and second bending modes were then identified as 0 72 Hz and 2 14 Hz respectively The associated damping ratios were 3 37 and 6 71 Table 4 3 Northridge 1994 100 cs 100 Northridge 1994 6 80 180 T 5 5 av 4 60 f 60 4 FI 5 3 z Z 2 3 Ss 40 140 2 gt H Z FI 2 D h 20 I ANA UN AA 0 N 4 0 0 5 1 1 1 Damped Natural Frequency Hz f1 0 71859Hz f2 2 1436Hz Identified mode Confirmed mode Transfer function Frame A A amp gt Frame L L Figure 4 9 Stabilization diag
52. structures column and frame 4 6 4 Hybrid Fragility Analysis Based on the lognormal distribution assumption mean value of seismic intensity from testing along with dispersions from literature are used to derive the hybrid fragility curves In this study mean value of PGA from hybrid simulation tests and dispersions from literature FEMA 2000a Cornell et al 2002 Yun and Foutch 2000 were used to derive the fragility curves for this 6 story steel building in Burbank In the following section mean PGA values from hybrid simulation tests are presented first followed by discussions on the dispersions found in literature 4 6 4 1 Mean PGA Values from Hybrid Simulation Hybrid simulation results under different synthetic ground motions 10 5 and 2 probability of exceedance n 50 years for immediate occupancy life safety and collapse prevention performance levels respectively were used to derive the mean PGA value for each performance level Step by step procedure to derive mean PGA value is given below e Step 1 10 probability of exceedance in 50 years ground motion is selected as seismic input for hybrid simulation to derive mean PGA value for immediate occupancy limit state e Step 2 Interstory drift angle ISDA is calculated based on testing results Comparison of ISDA between the calculated one and the target one 0 7 ISDA for immediate occupancy performance limit state for example is then made e Step 3 Hybrid simulation
53. t abutment node 33 e Structure Model Boundary Condition One by One Set the boundary condition of selected node When node s selected following GUI will be shown g NISRAF NEES Integrated Seismic Risk Analysis Framework University of Ilinois 2011 All rights reserved File Strong Motion Hazard Characterization Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu x Node No Fixed DOF Heip e Structure Model Mass Update nodal mass AssignPrope Update Mass Information Node No 34 e Structure Model Damping Define damping Only Rayleigh damping is supported in th s version More options for damping will be available for later version DefineDamping Rayleigh Damping with 3 Damping Ratio Help Import from File f OK User Define Cancel 3 5 Model Calibration Menu An automatic approach for system identification and model updating is developed and incorporated into NISRAF Based on the instrumented data the finite element model defined in previous section can be calibrated in NISRAF analysis platform Modal Analysis System Identification Model Updating Figure 3 10 Model Calibration submenus 3 5 1 Modal Analysis Before conducting system identification and model updating the Modal Analysis allows user to check the modal information of structure 1 e the mode shape and freq
54. tive Free 12 Constrained Derivative base 3 Genetic Algorithm 4 Pattern Search 4 L Click to define Parameters for each Algorithm Model Updating Status Optimization Starts Objective Function V Frequency J Mode Shape 9 ___ Start Weighting Factor Frequency ModeShape 3 6 Hybrid Simulation Menu Under Hybrid Simulation Menu NISRAF will ass st user to create hybrid model including definition of substructures platform of simulation parts and auxiliary module 1 e cameral and data acquisition system User can select element and or joint to assign element to substructure Furthermore unassigned elements of structures will be assigned to the empty substructure by using Auto Assignment submenu Dynamic Load gt Static Load Hybrid Model gt Simulation gt Results gt Figure 3 11 Hybrid Simulation submenus 38 3 6 1 Dynamic Load Loading scenarios for hybrid simulation can be defined in this menu Existing loading file can be used or user can create load Define gt Assign gt Figure 3 12 Dynamic Load submenus e Hybrid Simulation Dynamic Load Define From FIle Open existing load file e Hybrid Simulation Dynamic Load Define Create Create loading history using table ecje RX CreateLoading e Hybrid Si
55. uency User is allowed to define the number of interested modes deformation multiplier line type and 2D 3D view oO NISRAF NEES Integrated Seismic Risk Analysis Framework University of Dlincis amp 2011 All rights reserved File Strong Motion Hazard Charactenzation Structure Model Model Calibration Hybrid Simulation Fragility Analysis Impact Assessment Help MATLAB Menu 35 3 5 2 System Identification e The first step in System Identification is to import the instrumented sensor data e Next downsampling factor s defined to downsample raw data e After that user need to locate the input and output channels to the related structural nodes CNISRAFIStrongMotionDatabaselBurbank Structural MeasurementsiNR94_SysiD dat Structure Node Data Original Data 50 Hz Power Spectral Density Transfer Function Select Channel 1 Channel No 1 Select Channel 2 e The second step in System Identification is to perform system identification via ERA method Step 02 SysiO With ERA EEE Select Method Generate Input for ERA ERA Input Reference Channel NExT ERA Output Channel ERA Parameters Hankel Matrix Dimension Biock Column so Status Block Row System Order 38 1 modes are identified Hz x Bolck Column 0 71845 System Order 40 1 modes are identified Hz 0 71918 System Order 42 1 modes are identified Hz 0 71956 System Order 44 1 modes are identified
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