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Course Introduction =================== -CESG599 - NHERI - An introduction to NHERI Simcenter tools and DesignSafe Resources +CESG599 - NHERI +=============== + +An introduction to NHERI Simcenter tools and DesignSafe Resources ----------------------------------------------------------------------------------- Authors: @@ -20,17 +23,15 @@ Authors: Course Description ------------------ -In this course, we explore the fundamentals of SimCenter tools and the DesignSafe infrastructure. -The course adopts a self-directed approach, where students follow a well-established framework tailored -for this format. Over the course of 10 weeks, we investigate the core concepts of SimCenter and DesignSafe, -and examine four to five SimCenter tools, covering one every two weeks. Students are tasked with mastering -the essentials of each tool and delivering presentations to the class. Additionally, they work through one -or more practical examples for each tool, presenting their findings to their peers. Constructive feedback for -each tool presentation is an integral part of the learning experience. DesignSafe and SimCenter personnel are -invited to give Zoom presentations based on availability. At the end of the course, a small final project, -with a topic of choice for each student or group of students, is required, providing an opportunity for -deeper exploration and application of the learned concepts. - +This course explores the fundamentals of SimCenter tools and the DesignSafe infrastructure. +The course employs a self-directed approach, where students are guided through a structured framework designed for this format. +Over 10 weeks, the course explores the core concepts of SimCenter and DesignSafe, and examines four to five SimCenter tools, focusing +on one tool every two weeks. Students are tasked with mastering the essentials of each tool and delivering presentations to the class. +Additionally, they work through one or more practical examples for each tool, presenting their findings to their peers. Constructive feedback for +each tool is an integral part of the learning experience. DesignSafe and SimCenter personnel are +invited to participate through Zoom based on availability. At the end of the course, a final project, +with a topic of choice for each student, or group of students, is required, providing an opportunity for +deeper exploration and application of the learned concepts. A final course project report is delivered through a shpinx document stored in a GitHub repository. SimCenter provides next-generation computational modeling and simulation software tools, user support, and educational materials to the natural hazards engineering research community with the goal of advancing @@ -52,153 +53,28 @@ Learning Objectives #. Introduce markup language to develop easy-to-read, easy-to-write documents in the sphinx python package. -Introduction +.. Introduction ------------ This section should provide a brief executive summary, giving an overview of the project. It should be written last to ensure it accurately reflects the content of the entire report. Aim for a short paragraph that highlights the key points, objectives, and outcomes of the project. -Problem Description +.. Problem Description ------------------- Clearly describe the problem being addressed. Use text and images to illustrate the issue, ensuring that even readers unfamiliar with the topic can understand the context and significance. This section should detail the background, relevance, and any previous attempts to solve the problem. -Solution Strategy +.. Solution Strategy ----------------- Outline the strategy used to solve the problem. This should include a detailed explanation of the methods, processes, and any equations or theoretical frameworks involved. Be sure to make this section as comprehensive as necessary to fully explain the approach taken. -SimCenter Tool Used +.. SimCenter Tool Used ------------------- Provide a brief description of the SimCenter tool(s) used in the project. Explain its relevance and how it was applied. This section should be informative yet concise, offering enough detail to understand the tool's role and capabilities without overwhelming the reader. -Example of Application +.. Example of Application ---------------------- Give a concrete example of how the solution strategy was applied, using text and images. This helps to illustrate the practical application of the theoretical concepts and methods discussed earlier. Ensure the example is detailed enough to show the effectiveness of the solution. -Remarks +.. Remarks ------- Use this section for any additional comments or observations that do not fit into the other sections. This could include limitations, unexpected findings, future directions, or any acknowledgments. - - -EXAMPLELS of LISTS, FIGURES, TABLE, REFERENCE, etc --------------------------------------------------- - -#. Open the Dr. Layer program. By default we get twelve layers. The top six layers are hardwired into the system with a velocity of specified as very fast. The bottom six layers are hardwired with a velocity of very slow. - -#. Select all the layers to all have very slow values using the select all option. - -#. On the top left hand corner of the menu box choose the plot box tool and apply a plot box at the top of the layers. Do the same at four arbitrary points along the soil layers. Note the height (:math:`H`) you place the plots. - - - -#. Push the time increment button for about 1 minute. - -#. Obtain the angular frequency :math:`(2p/T)`, where :math:`T` is the period i.e. time it takes to complete one revolution. - -#. Obtain the maximum displacements from the plots by clicking on the crest of the curves with your cursor. - -.. math:: - TF = \frac{1}{\cos(\frac{wH}{v_s})} - - AF = \frac{1}{|\cos(\frac{wH}{v_s})|} - - -Where - -:math:`w` = Angular frequency (2pf) - -:math:`H` = distance between any two points in the layers under consideration. - -:math:`V` = Velocity of wave travel within the soil layer. - -:math:`TF` = Transfer function - -:math:`AF` = Amplification function - - -Dr. Layer's operation is controlled via menu commands (with associated keyboard accelerators), manipulation tools, scaling buttons, the load tool bar, and time control buttons. The program displays the results of its calculations visually in the form of animated displacements, and also in the form of dynamically generated time history plots. There are also mechanisms for getting numerical values. - -.. figure:: ./images/case1.png - :scale: 30 % - :align: center - :figclass: align-center - - -SimCenter Tool Used -------------------- - -blablabla - -.. list-table:: Title - :widths: 25 25 50 - :header-rows: 1 - - * - Heading row 1, column 1 - - Heading row 1, column 2 - - Heading row 1, column 3 - * - Row 1, column 1 - - - - Row 1, column 3 - * - Row 2, column 1 - - Row 2, column 2 - - Row 2, column 3 - -Time can be controlled using either the keyboard or the time control buttons: - -* To run time **forward**: Press and hold the 'g' key or click and hold the time forward button: . - -* To reset time to **zero**: Type the '0' key or click on the time reset button: . - -* The current analysis time is **displayed** in the feedback pane at the bottom of the screen. - -* The analysis time step size can be controlled via the Time Step menu (there are combinations of material properties and time steps that intentionally lead to unstable results, so beware). - -* The display time step can be controlled via the Animation Speed menu. Internally, this command controls how many analysis time steps are computed between screen updates. - - -Example Application -------------------- - -Dr. Layer's tool palette is illustrated below (Windows version: the Mac version is similar but grouped a bit differently): - - - -* The **Arrow Tool** is used to select and manipulate objects. - -* The **Panner** and **Camera Orbit Tools** are used to change the viewing point and camera orientation via clicking and dragging. - -* The **Plot Box Tool** is used to create one of the various types of plot boxes: - - * **Displacement Time History plots** are created by clicking on the relevant layer. The top node in the layer is used as the plotting target. - - * **Fast Fourier Transform (FFT) plots** of a displacement history can be created by clicking on the time history plot. - - * **Stress-strain plots** can be created by control-clicking (i.e., holding down the control key while clicking) on the desired layer. - - - These controls are self-explanatory in regards to their functions. Note the following, however: - -.. note:: - The scaling buttons will continue to scale as long as they are held down. It is not necessary to click multiple times to get this effect. - - -Remarks -------- - -* To adjust the **plotting scales**, use the small expansion/contraction triangular buttons on the plot for the horizontal scale, and the plot scale buttons on the `Scale Button Toolbar <#scaling-buttons>`_ for the vertical scale. - -.. note:: - You will notice that all plots scale together. This is so that plots of a given type can be compared visually without any misleading differences in scale factors. - -* To adjust the **horizontal offset** of a plot, click in the plot and drag horizontally to scroll back and forth. - -.. note:: - In general, plots will automatically scroll as necessary as time is running. Once you have manually scrolled a plot, though, the automatic scrolling will cease until time is reset to zero. - -* Plot boxes can be added or removed at any time, but they only accumulate data beginning from the time they are installed, with the exception of FFT plots, which always plot the according to the data accumulated in the target time history. FFT plots can use up to the first 1024 points in a time history. - - -.. warning:: - Plotting FFT's will slow down the animation speed significantly, especially as the length of the time histories increase. - - -.. bibliography:: references.bib diff --git a/test/_sources/case_1.rst.txt b/test/_sources/case_1.rst.txt index 0522d85..ac774fe 100644 --- a/test/_sources/case_1.rst.txt +++ b/test/_sources/case_1.rst.txt @@ -1,6 +1,6 @@ .. _case_1: -quoFEM - Settlements +QuoFEM - Settlements ================================ Author: Kendra Mutch @@ -9,24 +9,28 @@ Author: Kendra Mutch Introduction ------------ -This page describes basic concepts of computing settlement computations in QuoFEM. The calculation methods discussed include forward propagation, deterministic and Bayesian calibration, and sensitivity analysis. For more details, the user is encounged to read :cite:`Holtz and Kovacs 2011' +The goal of this project is to quantify settlement, parameters impacting settlement, and observe how uncertainty in input parameters impacts the ultimate settlement of a cohesive soil. These calculations are performed through use of the SimCenter QuoFEM tool. For more details on settlement calculations, the user is encounged to read *Holtz and Kovacs 2011*. Project Description ------------------- -The goal of this project is to quantify settlement, parameters impacting settlement, and observe how uncertainty in various input parameters impact the ultimate settlement of a cohesive soil. These copmutations make use of the program QuoFEM. The following report discusses the features of the program, theory regarding the settlement and uncertainty concepts discussed above, as well as three example problems applying different features of QuoFEM. +Soil settlement is characterized by a change in the effective stress of soil, often driven by either a change in the ground water table, placement of fill/surchage load, or dissipation of excess pore water pressure. While a minimal amount of settlement is expected and may not prove hazardous, larger magnitudes of settlment, or differential settlement, can be detrimental to the integretity and functionality of a super-structure. Settlement of cohesive soil is especially hazardous, as the small pore space in fine grained soil restricts water from draining quickly through the voids. As a result, cohesive soil may continue to settle for a long period of time following the placement of a structure. Granular soil exhibits a significantly lower settlement hazard, as water tends to drain rapidly through the large pore space in the soil, meaning, much of the settlement of coarse grained soil is complete before construction ends. This project focuses on the hazard pertaining to the settlement of cohesive soil. -The first example makes use of the Forward Propagation feature of QuoFEM, which allows one to apply uncertainty to input parameters (such as preconsolidation pressure, compression and recommpression index, void ratio, unit weight, etc.) to determine which paramter(s) impact the ultimate settlement most. In-situ testing, lab testing, and various models used to determine soil paramters may all contain uncertainty. Thus, it is important to consider uncertainty in geotechnical calculations, such as settlement, and not accept a single predicted value without accounting for uncertainty as completely true to reality. The forward propagation analysis will help us translate uncertainty in soil parameters to uncertainty in ultimate settlement, reducing chances of highly underpredicting or overpredicting settlement. +When computing settlement, it is important to consider uncertainty and not accept a single predicted value as completely true to reality, as in-situ testing, lab testing, and various models used to determine soil paramters all contain uncertainty. Additionally, soil may differ vastly throughout a project site, with only a few samples taken to represent the whole site. This project uses the program QuoFEM to integrate standard settlement equations with uncertainty quantifiction tools. -In the second example, Bayesian and Deterministic Calibration are used to optimize the value of an input parameter to yield a desired settlement. In other words, given a specific value of ultimate settlement, we can calculate the value of an unknown input paramter. +The example problems in this project will utilize the scenario, soil profile, and paramters depicted below (modified from S. Kramer CESG-562 class notes): -The final example applies the Sensitivity Analysis feature of QuoFEM to determine which input parameters impact the resulting ultimate settlement most. As the discussion of results will reveal, settlement shows a strong correlation with some soil parameters, and a weaker correlation with other paramters. By knowing which parameters settlement is most dependent on, one can allocate funds in site investigation or lab testing to use the most accurate methods for predicting such parameters. Or, one may simply be cautious that potential uncertainty in such parameters, especially compounded uncertainty of multiple parameters, could lead to high uncertainty in the predicted settlement, and perhaps a more conservative design should be implemented. +**Scenario:** +*A site adjacent to San Francisco Bay is underlain by San Francisco Bay Mud. The site is to be readied for development by placement of 5ft of fill material, and the ultimamte settlement of the fill is of interest. The site conditions, shown below, indicate the presence of a crust of desiccated Bay Mud with thickness, h1, which is not expected to consolidate noticeably. The clay is underlain by a dense gravel, which will also not consolidate.* -All examples will use a python input script, paired with the Dakota uncertainty quantification tool in QuoFEM. These aspects of the project are discussed in further detail throughout the report. +.. figure:: ./images/case1_settlementProblem.png + :scale: 45 % + :align: center + + Fig. 1. Problem statement. + -The soil profile and problem scenario are the same for all three examples and are depicted in the image and table below. -.. figure:: ./images/ProblemScenarioP1.png .. list-table:: Soil Profile Parameters :widths: 25 25 50 @@ -50,7 +54,7 @@ The soil profile and problem scenario are the same for all three examples and ar * - Cr - 0.05 - 20 - * - change in pressure + * - change in pre-consol pres. - 200 psf - 50 * - k @@ -64,41 +68,61 @@ The soil profile and problem scenario are the same for all three examples and ar - 2 -Example One Solution Strategy - Forward Propagation ---------------------------------------------------- +Solution Strategy +----------------- +The magnitude of settlement can be predicted using conventional consolidation theory, as outlined in the equations below: -#. Open the QuoFEM. By default, the UQ method is Forward Propagation and the UQ Engine is Dakota. In this example, we will use these defaults. Specify a sample number of 200 and a seed number of 949. Ensure the **Parellel Execution** and the **Save Working dirs** boxes are checked. +#. If soil is normally consolidated, σp' = σo': -#. Select the FEM tab. From the drop down menu, select Python. Navigate to the location of the **Input Script** and the **Parameters Script**. + .. math:: + H_{ult} = \frac{C_c}{1+e_o}log(\frac{σ_f'}{σ_o'})H_o + + +#. If soil is over consolidated, σp' > σo' and σo' + Δσ' < or = σp': -#. Select the RV tab. Enter the random variables (listed in the table in the problem description). Selelct a normal distribution for each random variable, and enter the mean and standard deviation. Remember, the standard deviation must be calculated for each variable from the given coefficient of variation. The below formula may be used to convert coefficient of variation to the standard deviation. - -#. In the EDP tab, specify the variable of interest as **Settlement** and assign it a **Length** of **1**. + .. math:: + H_{ult} = \frac{C_r}{1+e_o}log(\frac{σ_f'}{σ_o'})H_o -#. Run the example either on your machine or in the cloud. For running in the cloud, see the **SimCenter Tool Used** section for additional details. +#. If soil is over consolidated, σp' > σo' and σo' + Δσ' > σp': -Example Two Solution Strategy - Bayesian and Deterministic Calibration ----------------------------------------------------------------------- + .. math:: + H_{ult} = \frac{C_r}{1+e_o}log(\frac{σ_p'}{σ_o'})H_o + \frac{C_c}{1+e_o}log(\frac{σ_f'}{σ_p'})H_o -#. Open QuoFEM. Change the UQ method to Bayesain Callibration and keep the default UQ Engine as Dakota. +Where: + - :math:`H_{ult}` = Ultimate Settlement + - :math:`C_c` = Commpression Index + - :math:`e_o` = Void Ratio + - :math:`C_r` = Recompression Index + - :math:`σ_f'` = Final Vertical Effective Stress + - :math:`σ_o'` = Initial Vertical Effective Stress + - :math:`σ_p'` = Preconsolidation Pressure + - :math:`Δσ'` = Change in Vertical Effective Stress + - :math:`H_o` = Thickness of Compressible Layer -Example Three Solution Strategy - Sensitivity Analysis ------------------------------------------------------- -#. In the UQ tab, select **Sensitivity Analysis** as the UQ Method. From the UQ Engine drop down, select **SimCenterUQ**. In the Method drop down, select **Monte Carlo**. For the # of samples, enter 500, and for the seed number, enter 106. +For an accurate evaluation of ultimate settlement, it is recommended to subdivide the compressible layer into sublayers. These equations should be applied to each sublayer using corresponding estimations of initial and final effective stress, as well as material properties, particularly preconsolidation pressure. -#. Select the FEM tab. From the FEM drop down, select **Python**. Locate the file path for the Input Script and the Paramters Script. +Though these equations provide a starting point for predicting settlement, they don't capture uncertainty. To account for uncertainty, methods such as Forward Propagation, Sensitivity Analysis, and Parameter Calibration integrate standard equations with uncertainty quantification. -#. In the RDV tab, enter the same random variables as the Forward Propagation example. +Forward Propagation allows us to determine how uncertainty in soil parameters translates to uncertainty in ultimate settlement. This analysis method enables us to understand the effect of compounding uncertainty. -#. In the EDP tab, use the same inputs as the Forward Propagation example. +Sensitivity Analysis allows us to determine which input parameters impact the resulting ultimate settlement most. Sensitivity Analysis may be performed in both Python and QuoFEM. A Python script performing Sensitivity Analysis may be found here. This script produces a **tornado diagram** (as depicted below), a visual representation of the change in magnitude of settlement resulting from the application of uncertainty to a single variable at a time. These results indicate that, for the given example and material properties, the compression index (Cc), unit weight of the fill (gamma_fill), and preconsolidation pressure are the most relevant parameters. -#. Choose to run the example either on your machine in the cloud. For running in the cloud, see the **SimCenter Tool Used** section for additional details. +Finally, Parameter Calibration, allows one to determine an unknown soil paramter, given a value (or set of values) of ultimate settlement. Two examples of parameter calibartion are discussed in the **Example Applications** section. One example utilizes Bayesian Calibration, while another example utilizes Deterministic Calibration. + +.. figure:: ./images/case1_TornadoDiagram.png + :scale: 50 % + :align: center + + Fig. 2. Tornado diagram. + SimCenter Tool Used ------------------- -QouFEM allows the integration of finite element and hazard compuatations with uncertainty quantification tools. There are five different tabs in QuoFEM; four input tabs and one results tab. The four input tabs are outlined below: +In this project we use the SimCenter tool QuoFEM. QouFEM allows the integration of the finite element method and hazard compuatations with uncertainty quantification tools. Although the tool was originally developed for finite element applications, it can also be utilized with other solution methods. In this project, the settlement calculations are implemented in a simple Python script that propagates settlement evaluations through sublayers to determine the ultimate surface settlement. This python script can be easily uploaded in QuoFEM instead of specifying a FEM application. + +There are five different tabs in QuoFEM; four input tabs and one results tab. The four input tabs are outlined below: * **UQ tab** - The UQ tab allows one to select the analysis method (Forward Propagation, Bayesian Callibration, Sensitivity Analysis, etc.). Additionally, one can specify a statistics model and the number @@ -107,22 +131,24 @@ QouFEM allows the integration of finite element and hazard compuatations with un * **FEM tab** - The FEM is where a python script is input, and a finite element method (such as Openseas) may be selected. - * **RV tab** - The RV tab allows you define random variables and apply desired uncertainty and statistical - models (normal distribution, uniform distribution etc.) to each variable. + * **RV tab** - The RV tab allows you define random variables and apply desired uncertainty and statistic distributions + (normal distribution, uniform distribution etc.) to each variable. - * **EDP tab** - The EDP tab allows one to define quantities of interest. For example, the ultimate settlement. - -After entering the inputs for your project, you may choose run the project on your machine by simply clicking **Run** or you may run the project in the cloud by selecting **Run at Design Safe**. If you choose to run your project in the cloud, you must login to you Design Safe account and specify a maximum run time. To ensure that your project does not expire while waiting in the que,, select a run time of at least 10 hours. + * **EDP tab** - The EDP tab allows one to define quantities of interest to compute (i.e., ultimate settlement). + + .. figure:: ./images/case1_InputResultsTabs.png + :align: center -The results tab contains both a "Summary" page and a "Data Values" page. The "Summary" page contains a brief -outline of the values computed. The "Data Values" page contains a more comprehensive set of results and figures. + Fig. 3. QuoFEM interface. + + +After entering parameters in the input tabs, one may choose run the project on their machine by simply clicking **Run** or to run the project in the cloud by selecting **Run at Design Safe**. When choosing to run a project in the cloud, one must login to Design Safe and specify a maximum run time. To ensure that the project does not expire while waiting in the queue, select a run time of at least 10 hours. -Example Application -------------------- -There are various features within the "Data Values" page of the Results tab which may aid in analysis. Below is information about navigating the "Data Values" page to extract desired information: +The results tab contains both a **Summary** page and a **Data Values** page. The **Summary** page contains a brief +outline of the values computed. The **Data Values** page contains a more comprehensive set of results and figures. There are various features within the **Data Values** page of the **Results** tab which may aid in analysis. Below is information about navigating the **Data Values** page to extract desired information: - * **To View a Scatterplot of a Parameter vs. Run Number** - left click once on any column. + * **To View a Scatterplot of a Parameter vs. Run Number** - left click once on any column. * **To View a Cumulative Frequency Distribution for a Variable** - First left click once on the column for the variable that you want to view a cumulative frequency distribution for. Then right click once on the same @@ -131,7 +157,7 @@ There are various features within the "Data Values" page of the Results tab whic * **To View a Histogram for a Variable** - After following the steps to display a cumulative frequency distribution, left click on the same column once more to display the histogram. - * **To View a Scatterplot of One Variable vs. another Variable** - Right click once on one of the variables. + * **To View a Scatterplot of One Variable vs. Another Variable** - Right click once on one of the variables. This defines which variable will be on the x-axis. Then, left click once on the variable which you want plotted on the y-axis. @@ -139,8 +165,182 @@ There are various features within the "Data Values" page of the Results tab whic the table as a .csv file. +Example Applications +-------------------- + +The following sections utilize the settlement scenario to demonstrate the various capabilities of QuoFEM in incorporating uncertainty quantification into the analysis. These capabilities include the propagation of uncertainty, deterministic and Bayesian calibration, as well as sensitivity analysis. + +Example One - Forward Propagation +~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ +#. Open QuoFEM. By default, the **UQ method** is **Forward Propagation** and the **UQ Engine** is **Dakota**. In this example, we will use these defaults. Specify a **Sample Number** of 200 and a **Seed Number** of 949. Ensure the **Parellel Execution** and the **Save Working dirs** boxes are checked. + +#. Select the **FEM** tab. From the drop down menu, select **Python**. Navigate to the location of the **Input Script** and the **Parameters Script**. Both Python scripts are available at the below links: + + * *settlement.py* + * *params.py* + +#. Select the **RV** tab. Enter the random variables (listed in the table in the problem description). Select **Normal Distribution** for each random variable, and enter the mean and standard deviation. The standard deviation must be calculated for each variable from the given coefficient of variation. The below table shows values which should be input for each random variable. + + .. list-table:: Random Variables + :widths: 25 25 50 50 + :header-rows: 1 + + * - Variable Name + - Distribution + - Mean Value + - Standard Deviation + * - h1 + - Normal Distribution + - 3 + - 0.15 + * - h2 + - Normal Distribution + - 25 + - 1.25 + * - Cc + - Normal Distribution + - 0.75 + - 0.15 + * - Cr + - Normal Distribution + - 0.05 + - 0.01 + * - eo + - Normal Distribution + - 1.54 + - 0.1078 + * - Δσ' + - Normal Distribution + - 200 + - 100 + * - k + - Normal Distribution + - 0.000001 + - 0.000002 + * - unit weight of fill + - Normal Distribution + - 130 + - 9.1 + * - height of fill + - Normal Distribution + - 5 + - 0.1 +#. In the **EDP** tab, specify the variable of interest as **Settlement** and assign it a **Length** of **1**. + +#. Run the example either on your machine or in the cloud. For running in the cloud, see the **SimCenter Tool Used** section for additional details. + +The results for Forward Propagation are outlined below: + +.. figure:: ./images/case1_ForwardPropagationResults.png + :align: center + + Fig. 4. Forward propagation results. + + +The results indicate that, given the mean parameters and standard deviation, a total settlement of 1.31 inches is expected with a standard deviation of 0.88 inches (CoV = 0.66). The corresponding histogram, based on Latin Hypercube Sampling (LHS), along with the associated normal distribution curve, is shown in the figure below: + +.. figure:: ./images/case1_propagation_Normalized_Settl_histogram.png + :scale: 40% + :align: center + + Fig. 5. QuoFEM propagation histogram. + + +Example Two - Sensitivity Analysis +~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ + +#. In the UQ tab, select **Sensitivity Analysis** as the **UQ Method**. From the **UQ Engine** drop down, select **SimCenterUQ**. In the Method drop down, select **Monte Carlo**. For the **Number of samples**, enter 500, and for the **Seed Number**, enter 106. + +#. Select the **FEM** tab. From the **FEM** drop down, select **Python**. Locate the file path for the **Input Script** and the **Paramters Script**. Both Python scripts are available at the below links. + + * *Input Script.py* + * *Parameters Script.py* + +#. In the **RV** tab, enter the same random variables as the Forward Propagation example. + +#. In the **EDP** tab, use the same inputs as the Forward Propagation example. + +#. Choose to run the example either on your machine in the cloud. For running in the cloud, see the **SimCenter Tool Used** section for additional details. + +The results for the Sensitivity Analysis in QuoFEM are outlined below. Uncertainty in preconsolidation pressure and compression index translate to the greatest uncertainty in the predicted settlement. These findings are consistent with the results shown in the tornado diagram. + +.. figure:: ./images/case1_Sensitivity2.png + :scale: 60 % + :align: center + + Fig. 6. QuoFEM sensitivity results. + +.. figure:: ./images/case1_Sensitivity.png + :scale: 100 % + :align: center + + Fig. 7. QuoFEM sensitivity results - most relevant parameters. + + +Example Three - Parameter Calibration +~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ + +Two parameter calibration strategies available in QuoFEM are explored: i) Deterministic calibration and ii) Bayesian calibration. In both cases, parameters are identified to match assumed field settlement data at several locations, with an average total settlement of 0.88 inches. + + +Deterministic Calibration +^^^^^^^^^^^^^^^^^^^^^^^^^ + +Two deterministic calibration methods are used: i)NL2SOL and ii)OPT++GaussNewton). + +When testing the two different deterministic calibration algorithms supported in QuoFEM, we found that they provided vastly different results. This indicates that there are multiple combinations of the compression index (Cc) and preconsolidation pressure that can be considered optimal. To further explore this issue, the figure below shows a settlement field for varying values of Cc and preconsolidation pressure. It is evident that the settlement field is nonlinear due to the logarithmic nature of the solution equation. Additionally, when examining points with constant settlement (e.g., 0.88 or 1.316 inches), the red lines indicate that multiple combinations of compression index (Cc) and preconsolidation pressure yield the same settlement with the black dots representing two solutions obtained using the two deterministic calibration methoods in QuoFEM. Clearly, for this scenario, deterministic calibration cannot identify a single optimal value, making Bayesian calibration necessary. + +.. figure:: ./images/case1_SettlementField.png + :scale: 80% + :align: center + + Fig. 8. Settlement field as a function of Cc and Precon pressure. + +Bayesian Calibration +^^^^^^^^^^^^^^^^^^^^ + +This is a classic scenario where Bayesian methods can be preferred instead of deterministic methods - Bayesian methods show that there is not just one best parameter value but several values are almost equally good. This issue frequently arises when we have many parameters to be calibrated with not much data. A single best parameter value is usually unidentifiable in such cases + + + +#. Open QuoFEM. In the **UQ** tab, change the **UQ method** to **Bayesain Callibration** and change the **UQ Engine** to **UCSD-UQ**. For the model, select **Non-hierarchical**. Enter a **Sample** number of 500 and **Seed** number of 85. For the **Calibration Data File**, navigate to **data_2.txt**. This text file may be downloaded at the below link: + + * *data_2.txt* + +#. In the **FEM** tab, navigate to the location of the **Input Script** and **Parameter Script**. The Bayesian Calibration Python scripts may be downloaded at the below links: + + * *Settlement_2.py* + * *params.py* + +#. In the **RV** tab, enter the same random variables as the Forward Propagation example. + +#. In the EDP tab, add two variables of interset. The first variable is **settlement** with a **Length** of **1**, and the second variable is a **dummy** variable with a **Length** of 1. + +#. Choose to run the example either on your machine in the cloud. For running in the cloud, see the **SimCenter Tool Used** section for additional details. + +The results for Bayesian Calibration are outlined below: + +.. figure:: ./images/case1_BayesianResults1.png + +.. figure:: ./images/case1_BayesianResults2.png + :align: center + + Fig. 9. QuoFEM Bayesian calibration results. + +The figure shows Cc and Precon pressure are the most relevant parameters. + +A more in-depth analysis using prior and posterior distributions reveals that the posterior distributions from the Bayesian calibration process result in more accurate and less uncertain settlement estimations. The figure below illustrates these distributions. + +.. figure:: ./images/case1_calibration_PriorPost.png + :scale: 70% + :align: center + + Fig. 10. Prior and posterior distributions from Bayesian calibration. + + Remarks ------- +By accounting for uncertainty in settlement, chances of highly underpredicting or overpredicting settlement are reduced. -.. bibliography:: references.bib \ No newline at end of file + [Hol2011] R. D. Holtz and W. D. Kovacs. *An Introduction to Geotechnical Engineering*. Pearson, 2011. ISBN 978-0137011322. diff --git a/test/_sources/case_2.rst.txt b/test/_sources/case_2.rst.txt index f71cee2..941e470 100644 --- a/test/_sources/case_2.rst.txt +++ b/test/_sources/case_2.rst.txt @@ -1,7 +1,7 @@ .. _case_2: -EEUQ - Transfer Function and Uncertainty -================================ +EEUQ - Transfer Function +======================== Author: Erick Martinez ---------------------- @@ -9,7 +9,14 @@ Author: Erick Martinez Introduction ------------ -This page describes the basic concept of transfer functions and their use in a site response analysis. Along with this, the uncertainty in this process will be investigated using EE-UQ, a SimCenter tool. For more details, the user is encouraged to read :cite:`Kramer1996`. +This page introduces the fundamental concept of transfer functions and their application in site response analysis. +The project also examines the impact of uncertainty in input variables during this process, utilizing the SimCenter tool EE-UQ. +Special attention is given to soil amplification factors. For more detailed information on transfer functions, users are encouraged to read :cite:`Kramer1996`. + + +.. This page describes the basic concept of transfer functions and their use in a site response analysis. Along with this, the uncertainty in this process will be investigated using EE-UQ, a SimCenter tool. For more details, the user is encouraged to read :cite:`Kramer1996`. + +A Jupyter Notebook for this example can be found within `DesignSafe PRJ-4604 `_. .. note:: @@ -80,7 +87,7 @@ Example A typical transfer function would look similar to the one provided below. In the figure below, there are various peaks of natural resonance for the transfer function, which is where the motion will have the greatest amplification/de-amplification. .. figure:: ./images/case2_TF_Nat_Freqs.png - :scale: 40% + :scale: 60% :align: center Fig. 3. Transfer Function from Rock to Soil. @@ -633,7 +640,7 @@ Because the input variables (H, Vs, damping, motions) each have uncertainty, tha Due to the infinite possibilities of variability the three main variables (H, Vs, Damping) can have, we see that the normal distribution is not well suited for this analysis, specifically. EE-UQ allows for other methods of uncertainty quantification. Below is a Gaussian Mixture Model. This method is effective in measuring the probability of certain subpopulations within a larger population. -.. figure:: ./images/icase2_Gaussian_Mixture_RatioA_histogram.png +.. figure:: ./images/case2_Gaussian_Mixture_RatioA_histogram.png :scale: 89 % :align: center @@ -670,17 +677,17 @@ By extrapolating the values from EE-UQ, the shape of the transfer function can b .. table:: Table 1. Natural Frequencies in the Transfer Function :widths: auto - +------------+---------------------+ - | Peak | Nat. Frequency (Hz) | - +============+=====================+ - | 1 | 20.49 | - +------------+---------------------+ - | 2 | 7.03 | - +------------+---------------------+ - | 3 | 4.20 | - +------------+---------------------+ - | 4 | 2.98 | - +------------+---------------------+ + +------------+---------------------------------------------+ + | Peak | Amplification Factor at Natural Frequencies | + +============+=============================================+ + | 1 | 20.49 | + +------------+---------------------------------------------+ + | 2 | 7.03 | + +------------+---------------------------------------------+ + | 3 | 4.20 | + +------------+---------------------------------------------+ + | 4 | 2.98 | + +------------+---------------------------------------------+ .. raw:: html diff --git a/test/_sources/case_3.rst.txt b/test/_sources/case_3.rst.txt index 11deaf8..8eebe30 100644 --- a/test/_sources/case_3.rst.txt +++ b/test/_sources/case_3.rst.txt @@ -1,144 +1,435 @@ .. _case_3: -S3hark - Site Response 1 -================================ +S\ :sup:`3` hark - Site Response 1 +================================== -Author: Jose Barreto --------------------- +Author: José Manuel Barreto Espinola +------------------------------------ Introduction ------------ -This page describes basic concepts of one-dimensional ground response analysis and the usage of transfer functions. For more details, the user is encounged to read :cite:`Kramer1996`. - +One-dimensional (1-D) site response analysis is a geotechnical engineering method used to evaluate how seismic waves propagate through soil layers from bedrock to the ground surface. This type of analysis is crucial for understanding the local effects of an earthquake on a particular site, enabling engineers to design structures that can better withstand seismic events. +The primary goal of 1-D site response analysis is to predict how different soil layers will affect the amplitude, frequency content, and duration of seismic ground motions. Problem Description ------------------- -A transfer function is somewhat like a filter that is applied to an incoming wave to produce an output signal. It determines how each frequency in the input motion is amplified or suppressed, by the medium of wave travel. Considering a spring-mass system with an excitation motion at input from the foundation connected to the spring and the corresponding response motion of the connected mass in the inertial system. The response motion of the mass will be a composite factor of the elastic and the viscous damping forces which are inherently embedded in the transfer function that determines the output motion we will obtain. In our wave propagation study we also employ transfer functions as a tool to explain the factors that make our input wave motion different from our output wave obtained. Evaluating the transfer function mathematically involves converting our known input motion to a Fourier series. Each term of the Fourier series is multiplied by the transfer function to obtain the Fourier series of the output response. Resonance is a physical phenomenon that occurs when the natural frequency of vibration of particles in a body (in our case the layers) matches the frequency of the forcing function (our input motion). It is experienced as an infinite amplification of the model. +On this problem, we will perform a site response analysis on an specfic location subjected to a seven different earthquakes in order to analyze the propagation of seismic waves through soil and obtain the ground surface response. The ground surface response is typically the major output from these analyses, along with profile plots such as peak horizontal acceleration along the soil profile. + +In cases where liquefiable soils are present, maximum shear strain and excess pore pressure ratio plots are also important. + +In the figure below, we can observe a representation of the one-dimensional response analyses, which assume that all boundaries are horizontal and that the response of a soil deposit is predominately caused by SH-waves propagating vertically from the underlying bedrock. + +.. figure:: ./images/Case3_siteResponse2.png + :scale: 50 % + :align: center + :figclass: align-center + + Figure 1. One-dimensional response analyses Solution Strategy ----------------- -#. Open the Dr. Layer program. By default we get twelve layers. The top six layers are hardwired into the system with a velocity of specified as very fast. The bottom six layers are hardwired with a velocity of very slow. +For this example it will be implement the Site-Specific Seismic Hazard Analysis and Research Kit (S\ :sup:`3` HARK) tool, which focuses on simulating wave propagation along soil depth using finite element (FE) method, to perform site-specific analysis of soil in response to earthquakes. This tool provides multiple nonlinear material models for simulating the soil behavior under earthquake loading, The available constitutive models are listed below:: -#. Select all the layers to all have very slow values using the select all option. + * ElasticIsotropic (Elastic). + * PM4Sand. + * PM4Silt. + * PressureIndependendeMultiYield (PIMY). + * PressureDependMultiYield (PDMY). + * PressureDependMultiYield02 (PDMY02). + * Mazari Dafalias. + * J2CyclicBoundingSurface (J2Bounding). -#. On the top left hand corner of the menu box choose the plot box tool and apply a plot box at the top of the layers. Do the same at four arbitrary points along the soil layers. Note the height (:math:`H`) you place the plots. +For the porpuse of this example we will implement and provide basic definitions for two of these constitutive models: - + * **PM4Sand Model:** this constitutive model is developed to simulate the behavior of sandy soils under various loading conditions, especially during seismic events. It is specifically designed to capture the cyclic and dynamic behavior of sands, including the phenomena of liquefaction and cyclic mobility. -#. Push the time increment button for about 1 minute. + .. note:: + **What is Liquefaction?** -#. Obtain the angular frequency :math:`(2p/T)`, where :math:`T` is the period i.e. time it takes to complete one revolution. + Liquefaction occurs when seismic waves induce cyclic loading in saturated, loose, sandy soils, causing the soil grains to rearrange and densify. This rearrangement increases the pore water pressure within the soil, reducing the effective stress and consequently the soil's shear strength. When the pore pressure approaches the overburden pressure, the soil behaves like a liquid, losing its ability to support loads. -#. Obtain the maximum displacements from the plots by clicking on the crest of the curves with your cursor. + * **ElasticIsotropic Model:** Often referred to simply as the Elastic model, this is one of the simplest constitutive models used in geotechnical and structural engineering. It is based on the assumption that the material behaves elastically and isotropically, meaning that the material's properties are the same in all directions and that it returns to its original shape upon unloading -.. math:: - TF = \frac{1}{\cos(\frac{wH}{v_s})} +SimCenter Tool Used +------------------- - AF = \frac{1}{|\cos(\frac{wH}{v_s})|} +#. Click on the icon of s\ :sup:`3` hark to open the application. +.. figure:: ./images/Case3_Step1.png + :scale: 70 % + :align: center + :figclass: align-center -Where + Figure 3. S\ :sup:`3` hark executable icon. -:math:`w` = Angular frequency (2pf) +#. Operations Area: In the upper toolbar, you can see three options (Figure 4.): -:math:`H` = distance between any two points in the layers under consideration. + #. In **Height**, you can choose the depth of your soil column. + #. In **GWT**, you can choose the depth of the groundwater table of your specific site. + #. In **Total layer**, you can modify the number of soil layers on your specific site. Click the "+" button to add a soil layer (a layer will be added below the selected layer) and the "-" button to delete a selected soil layer. Click several times to add more layers. -:math:`V` = Velocity of wave travel within the soil layer. + .. figure:: ./images/Case3_Step2.png + :scale: 45 % + :align: center + :figclass: align-center + + Figure 4. Main window - Operations area -:math:`TF` = Transfer function +#. Soil Layer Table: In this table the user provides the characteristics of each soil layer, such as layer thickness, density, V\ :sub:`s`, material type, and element size in the finite element mesh (Figure 5.). -:math:`AF` = Amplification function + .. note:: + Variables are assumed to have m, kPa, and kN units in the Site Response panel. -Dr. Layer's operation is controlled via menu commands (with associated keyboard accelerators), manipulation tools, scaling buttons, the load tool bar, and time control buttons. The program displays the results of its calculations visually in the form of animated displacements, and also in the form of dynamically generated time history plots. There are also mechanisms for getting numerical values. +#. Soil Column Graphic: The first graphic on the left of the panel shows a visualization of the soil column (Figure 5.). -.. figure:: ./images/case1.png - :scale: 30 % - :align: center - :figclass: align-center +#. Finite Element Mesh Graphic: The second graphic on the left shows the finite element mesh (Figure 5.). +#. Configure Tab: This section shows the configuration options (Figure 5.). -SimCenter Tool Used + * Under the *"OpenSees"* label, type the path of OpenSees executable. You can also select the executable from your local computer by clicking on the "+" button on the right of the input area. + * Under the *"Rock motion"* label, type the path of a ground motion file. You can also select the file from your local computer by clicking on the "+" button on the right of the input area. + * Under the *"Slope parameters"* label, we can modify the degree of inclination of our study terrain if this were the case. + + .. note:: + The rock motion file must follow the SimCenter event format. + + + .. figure:: ./images/Case3_Step3.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 5. Main window - Soil layer table, graphics and configure tab. + +#. Layer Properties Tab: This tab allows the user to enter additional material properties for the selected soil layer (Figure 6.). + + .. figure:: ./images/Case3_Step4.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 6. Main window - Layer properties tab. + +#. Response Tab: Once the site response analysis has been performed, this tab provides information about element and nodal time varying response quantities (Figure 7.). + + .. figure:: ./images/Case3_Step5.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 7. Main window - Response tab. + +#. Click the “Analyze” button on the right side of the upper toolbar to run the finite element analysis. + + * You will see a progress bar displayed at the bottom of the right hand side of the app, which shows the percentage of steps perfomed (Figure 8.). + + * Once the simulation is done, the *"Response"* tab and the *"PGA"* profile plot will be displayed. At the same time, a pop up window showing *"The analysis is done"* will show up. And when you click *"I know"*, the progress bar will disappear (Figure 8.). + + .. figure:: ./images/Case3_Step6.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 8. Main window - Analyze Done. + + * You can see the profile plots of the PGA, γ\ :sub:`max` \, maximum displacement and maximum r\ :sub:`u` \ by clicking on the respective tabs on the right side of the Finite Element Mesh Graphic and the surface and ground motion by clicking the Response tab (Figure 8.). + + .. figure:: ./images/Case3_Step7.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 9. Main window - Results. + + +Example Application ------------------- -blablabla +Soil Condition +~~~~~~~~~~~~~~ + +The soil column being analyzed is a 20.29 meters high sitting on rock. The ground water table is at 4.57 meters below the soil surface. In the column, there are a total of three layers. Each layer is meshed by elements with size of 0.20 meter in height. The soil profile is shown in Figure 10. and basic properties of soil layers are shown in Table 1. The first two layers are modeled by PM4Sand and the third layer is modeled by elastic isotropic material. + +.. figure:: ./images/Case3_soil_profile.png + :scale: 70 % + :align: center + :figclass: align-center + + Figure 10. Soil profile representation -.. list-table:: Title - :widths: 25 25 50 +.. list-table:: *Table 1. Soil Profile Parameters* + :widths: 5 5 5 5 5 5 5 5 5 5 :header-rows: 1 - * - Heading row 1, column 1 - - Heading row 1, column 2 - - Heading row 1, column 3 - * - Row 1, column 1 + * - Layers + - Thickness \ + (m) + - V\ :sub:`s` \ + (m/s) + - ρ\ :sub:`unsat` \ + (kg/m\ :sup:`3`) + - ρ\ :sub:`sat` \ + (kg/m\ :sup:`3`) + - G\ :sub:`o,ref` \ + (MPa) + - D\ :sub:`R` \ + (%) + - h\ :sub:`po` + - v + - E\ :sub:`50,ref` \ + (kPa) + * - ESU1 + - 0.91 + - 266.09 + - 2.08 + - 2.16 + - 335.16 + - 79.50 + - 0.52 + - 0.3 + - 167580.91 + * - ESU2 + - 17.4 + - 202.39 + - 2.00 + - 2.08 + - 76.61 + - 39.67 + - 0.52 + - 0.32 + - 14364.08 + * - ESU3 + - 1.98 + - 380.39 + - 2.24 + - 2.32 + + - 316.01 + - 85.98 - - - Row 1, column 3 - * - Row 2, column 1 - - Row 2, column 2 - - Row 2, column 3 + - 0.25 + - 153216.83 +Earthquake Condition +~~~~~~~~~~~~~~~~~~~~ -Time can be controlled using either the keyboard or the time control buttons: +Information on the seven ground motions to be used in this example is shown in Table 2, and in Figure 11, you can see the response spectrum of the 7 earthquakes in a single graph. -* To run time **forward**: Press and hold the 'g' key or click and hold the time forward button: . +.. list-table:: *Table 2. Ground Motion Parameters* + :widths: 10 10 10 10 10 + :header-rows: 1 -* To reset time to **zero**: Type the '0' key or click on the time reset button: . + * - Motion + - PGA (g) + - dT (sec) + - Duration (sec) + - N° of steps + * - Tohoku 41207-EW + - 0.58 + - 0.01 + - 359.98 + - 35999.00 + * - RSN6911_DARFIELD_HORCN18E + - 0.61 + - 0.01 + - 60.17 + - 12036.00 + * - RSN803_LOMAP_WVC270 + - 0.67 + - 0.01 + - 39.98 + - 7998.00 + * - RSN4457_MONTENE + - 0.68 + - 0.01 + - 40.39 + - 4040.00 + * - Tohoku Ishinomaki-NS + - 0.77 + - 0.01 + - 299.98 + - 29999.00 + * - Conception-L + - 0.82 + - 0.01 + - 141.67 + - 28335.00 + * - RSN727_SUPER + - 0.96 + - 0.01 + - 22.20 + - 2221.00 + +.. figure:: ./images/Case3_logSpectraCombined.png + :scale: 60 % + :align: center + :figclass: align-center> -* The current analysis time is **displayed** in the feedback pane at the bottom of the screen. + Figure 11. Response spectrum. -* The analysis time step size can be controlled via the Time Step menu (there are combinations of material properties and time steps that intentionally lead to unstable results, so beware). +The rock motions, in SimCenter format, can be downloaded from the `rock motions `_ folder (this can be found in the GitHub Repository). -* The display time step can be controlled via the Animation Speed menu. Internally, this command controls how many analysis time steps are computed between screen updates. +Results +~~~~~~~ +The below images present the PGA, maximum shear strain, maximum displacement, maximum excess pore pressure ratio, ground surface response and rock motions results obtained from S\ :sup:`3` HARK. -Example Application -------------------- +*Peak Ground Acceleration* +^^^^^^^^^^^^^^^^^^^^^^^^^^ + +.. figure:: ./images/Case3_PGA_1.png + :scale: 45 % + :align: center + :figclass: align-center> + +.. figure:: ./images/Case3_PGA_2.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 12. Peak Ground Acceleration. -Dr. Layer's tool palette is illustrated below (Windows version: the Mac version is similar but grouped a bit differently): +*Maximum Shear Strain* +^^^^^^^^^^^^^^ - +.. figure:: ./images/Case3_Shear_strain_1.png + :scale: 45 % + :align: center + :figclass: align-center> -* The **Arrow Tool** is used to select and manipulate objects. +.. figure:: ./images/Case3_Shear_strain_2.png + :scale: 45 % + :align: center + :figclass: align-center> -* The **Panner** and **Camera Orbit Tools** are used to change the viewing point and camera orientation via clicking and dragging. + Figure 13. Maximum Shear Strain. -* The **Plot Box Tool** is used to create one of the various types of plot boxes: +*Maximum Displacement* +^^^^^^^^^^^^^^ - * **Displacement Time History plots** are created by clicking on the relevant layer. The top node in the layer is used as the plotting target. +.. figure:: ./images/Case3_Displacement_1.png + :scale: 45 % + :align: center + :figclass: align-center> - * **Fast Fourier Transform (FFT) plots** of a displacement history can be created by clicking on the time history plot. +.. figure:: ./images/Case3_Displacement_2.png + :scale: 45 % + :align: center + :figclass: align-center> - * **Stress-strain plots** can be created by control-clicking (i.e., holding down the control key while clicking) on the desired layer. + Figure 14. Maximum Displacement. +*Maximum Excess Pore Pressure Ratio* +^^^^^^^^^^^^^^^^^^^^^^^^^^^^ - These controls are self-explanatory in regards to their functions. Note the following, however: +.. figure:: ./images/Case3_Ru_1.png + :scale: 45 % + :align: center + :figclass: align-center> -.. note:: - The scaling buttons will continue to scale as long as they are held down. It is not necessary to click multiple times to get this effect. +.. figure:: ./images/Case3_Ru_2.png + :scale: 45 % + :align: center + :figclass: align-center> + Figure 15. Maximum Excess Pore Pressure Ratio (r\ :sub:`u` \). -Remarks -------- +*Ground Surface Response* +^^^^^^^^^^^^^^^^^^^^^^^^^ -* To adjust the **plotting scales**, use the small expansion/contraction triangular buttons on the plot for the horizontal scale, and the plot scale buttons on the `Scale Button Toolbar <#scaling-buttons>`_ for the vertical scale. +.. figure:: ./images/Case3_Ground_surface_response_1.png + :scale: 45 % + :align: center + :figclass: align-center> + +.. figure:: ./images/Case3_Ground_surface_response_2.png + :scale: 45 % + :align: center + :figclass: align-center> -.. note:: - You will notice that all plots scale together. This is so that plots of a given type can be compared visually without any misleading differences in scale factors. + Figure 16.1. Acceleration (m/s\ :sup:`2`). -* To adjust the **horizontal offset** of a plot, click in the plot and drag horizontally to scroll back and forth. -.. note:: - In general, plots will automatically scroll as necessary as time is running. Once you have manually scrolled a plot, though, the automatic scrolling will cease until time is reset to zero. +.. figure:: ./images/Case3_Ground_surface_response_3.png + :scale: 45 % + :align: center + :figclass: align-center> + +.. figure:: ./images/Case3_Ground_surface_response_4.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 16.2. Velocity (m/s). + +.. figure:: ./images/Case3_Ground_surface_response_5.png + :scale: 45 % + :align: center + :figclass: align-center> + +.. figure:: ./images/Case3_Ground_surface_response_6.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 16.3. Displacement (m). -* Plot boxes can be added or removed at any time, but they only accumulate data beginning from the time they are installed, with the exception of FFT plots, which always plot the according to the data accumulated in the target time history. FFT plots can use up to the first 1024 points in a time history. + Figure 16. Ground Surface Response. +*Rock Motion* +^^^^^^^^^^^^^ + +.. figure:: ./images/Case3_Input_rock_motion_1.png + :scale: 45 % + :align: center + :figclass: align-center> + +.. figure:: ./images/Case3_Input_rock_motion_2.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 17.1. Acceleration (m/s\ :sup:`2`). + +.. figure:: ./images/Case3_Input_rock_motion_3.png + :scale: 45 % + :align: center + :figclass: align-center> + +.. figure:: ./images/Case3_Input_rock_motion_4.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 17.2. Velocity (m/s). + +.. figure:: ./images/Case3_Input_rock_motion_5.png + :scale: 45 % + :align: center + :figclass: align-center> + +.. figure:: ./images/Case3_Input_rock_motion_6.png + :scale: 45 % + :align: center + :figclass: align-center> + + Figure 17.3. Displacement (m). + + Figure 17. Input Rock Motion. + + +Remarks +------- + +.. note:: + In the out_tcl folder, located on your computer (SimCenter -> s3hark -> out_tcl), you can find all the results of the analysis performed by Shark and plot them in the tool of your preference. .. warning:: - Plotting FFT's will slow down the animation speed significantly, especially as the length of the time histories increase. + If you perform more than one analysis, make sure to copy the results before running the next analysis, as s\ :sup:`3` hark will overwrite the new results on the old ones. -.. bibliography:: references.bib diff --git a/test/_sources/case_4.rst.txt b/test/_sources/case_4.rst.txt index c6bb240..63c7c2e 100644 --- a/test/_sources/case_4.rst.txt +++ b/test/_sources/case_4.rst.txt @@ -1,148 +1,324 @@ .. _case_4: -S3hark - Site Response 2 -======================= +S\ :sup:`3` hark - Site Response 2 +=================================== Author: Chungen Tai -(Updated : 05/24/24) -------------------- + + Introduction ------------ -This page shows basic concepts of one-dimensional nonlinear site response analysis by using various soil material models (ex: ElasticIsotropic, PM4Sand.).Site response analysis is commonly performed to analyze the propagation of seismic waves through soil. As shown in the below figure, one-dimensional response analyses, as a simplified method, assume that all boundaries are horizontal and that the response of a soil deposit is predominately caused by SH-waves propagating vertically from the underlying bedrock. Ground surface response is usually the major output from these analyses, together with profile plots such as peak horizontal acceleration along the soil profile. When liquefiable soils are presenting, maximum shear strain and excess pore pressure ratio plots are also important. +This page shows basic concepts of one-dimensional nonlinear site response analysis by using various soil material models (ex: Elastic, PM4Sand.) and the lateral spreading. -.. figure:: ./images/siteResponse2.png - :scale: 60 % - :align: center - :figclass: align-center Problem Description ------------------- -Treasure Island, situated atop sand fill strata overlaying Bay Mud within the San Francisco Bay, was subjected to seismic activity during the 1989 Loma Prieta Earthquake. Adjacent to Treasure Island lies Yerba Buena Island, characterized by its natural rock outcrop. Utilizing the site's soil profile and seismic data recorded on Yerba Buena Island, we endeavor to analyze the site response of Treasure Island. This entails computing parameters such as peak horizontal acceleration and shear strain distribution along the soil profile. Furthermore, we aim to investigate the influence of varying slope configurations on the site's response characteristics. +Site response analysis is commonly performed to analyze the propagation of seismic waves through soil. As shown in the below figure, one-dimensional response analyses, as a simplified method, assume that all boundaries are horizontal, and that the response of a soil deposit is predominately caused by SH-waves propagating vertically from the underlying bedrock. Ground surface response is usually the major output from these analyses, together with profile plots such as peak horizontal acceleration along the soil profile. When liquefiable soils are presenting, maximum shear strain and excess pore pressure ratio plots are also important. + +.. figure:: ./images/case4_siteResponse.png + :scale: 60 % + :align: center + :figclass: align-center + Figure 1. Site Response Analysis Solution Strategy ----------------- -#. Open the Dr. Layer program. By default we get twelve layers. The top six layers are hardwired into the system with a velocity of specified as very fast. The bottom six layers are hardwired with a velocity of very slow. +OpenSees +~~~~~~~~~~~~~~~~~ +OpenSees (Open System for Earthquake Engineering Simulation) is an open-source software framework used for simulating the response of structural and geotechnical systems to earthquakes and other loading conditions. It is widely used in research and practical applications for the analysis and design of structures subjected to dynamic loading. S3hark created a GUI to help user doing nonlinear site response analysis easily. + -#. Select all the layers to all have very slow values using the select all option. +Soil model +~~~~~~~~~~~~~~~~~ +PM4Sand Model +~~~~~~~~~~~~~~~~~ +PM4Sand is a constitutive model used in geotechnical engineering to simulate the behavior of sand under various loading conditions, including seismic events. Developed by Boulanger and Ziotopoulou, this model captures the complex behaviors of sand such as cyclic mobility, dilatancy, and liquefaction. It's particularly useful in finite element analysis for evaluating the performance of soil-structure systems during earthquakes. PM4Sand is known for its ability to represent the stress-strain behavior of sandy soils accurately, aiding in the design and analysis of foundations, slopes, and embankments in seismic regions. The model parameters are grouped into two categories: a primary set of six parameters (three properties, two flags, and atmospheric pressure) that are most important for model calibration, and a secondary set of parameters that may be modified from their default values in special circumstances. The three primary input properties are the sand’s apparent relative density :math:`D_R`, the shear modulus coefficient :math:`G_o`, and the contraction rate parameter :math:`h_po`. +Apparent relative density (:math:`D_R`) can be calculated by correlation to penetration resistance.Commonly estimated based on CPT or SPT penetration resistances, such as the following relationships used by Idriss and Boulanger (2008): -#. On the top left hand corner of the menu box choose the plot box tool and apply a plot box at the top of the layers. Do the same at four arbitrary points along the soil layers. Note the height (:math:`H`) you place the plots. +.. math:: + + D_R = \frac{(N_1)_{60}}{C_d} + +Where - +:math:`D_R` = Apparent Relative density (%) -#. Push the time increment button for about 1 minute. +:math:`C_d` = 46 (Idriss and Boulanger ,2008) -#. Obtain the angular frequency :math:`(2p/T)`, where :math:`T` is the period i.e. time it takes to complete one revolution. -#. Obtain the maximum displacements from the plots by clicking on the crest of the curves with your cursor. +Shear modulus coefficient is the primary variable controlling the small strain shear modulus, G_max. Should be chosen to match estimated or measured shear wave velocities. + +The shear modulus \( G_{max} \) can be described by the following equations: .. math:: - TF = \frac{1}{\cos(\frac{wH}{v_s})} + + G_{max} = \rho V_s^2 + +Usign following equation to calculate :math:`G_0` - AF = \frac{1}{|\cos(\frac{wH}{v_s})|} +.. math:: + G_{max} = G_0 p_a \left(\frac{p}{p_a}\right)^{0.5} -Where +Contraction rate parameter :math:`h_{po}` is one of primary variable that adjusts contraction rates and hence can be adjusted to obtain a target cyclic resistance ratio, as commonly estimated based on CPT or SPT penetration resistances and liquefaction correlations. -:math:`w` = Angular frequency (2pf) + -:math:`H` = distance between any two points in the layers under consideration. -:math:`V` = Velocity of wave travel within the soil layer. +Elasticisotropic Model +~~~~~~~~~~~~~~~~~~~~~~~ -:math:`TF` = Transfer function +In the context of geotechnical engineering and computational modeling, the "elastic model" refers to a mathematical representation of soil or rock behavior under loading conditions, where the material responds to stress with a proportional strain, following Hooke's Law. This model assumes that the material returns to its original shape once the load is removed, provided the stress is within the elastic limit.We can get the shear modulus from shear wave velocity, and then use the following equation convert to elastic modulus, -:math:`AF` = Amplification function +.. math:: + + E= (2G)(1+\nu) + + +Where +:math:`\nu` = Poisson’s ration (default is 0.3) -Dr. Layer's operation is controlled via menu commands (with associated keyboard accelerators), manipulation tools, scaling buttons, the load tool bar, and time control buttons. The program displays the results of its calculations visually in the form of animated displacements, and also in the form of dynamically generated time history plots. There are also mechanisms for getting numerical values. -.. figure:: ./images/case1.png - :scale: 30 % + +Lateral Spreading +~~~~~~~~~~~~~~~~~ + +Lateral spreading refers to the horizontal movement of soil, typically caused by liquefaction during an earthquake. When an earthquake occurs, seismic waves can cause loose, water-saturated, granular soils to temporarily lose their strength and behave like a liquid. This process is known as liquefaction. Once liquefaction occurs, the affected soil can flow or spread laterally, especially if there is a slope or free face (like a riverbank or retaining wall) nearby. Lateral spreading can cause significant ground displacement and can lead to damage of structures, utilities, and infrastructure. In this example, we will focus on the lateral movement cause by different slope angles. + +.. figure:: ./images/case4_lateralspreading.png + :scale: 60 % :align: center :figclass: align-center + + Figure 2. Lateral spreading + + SimCenter Tool Used ------------------- -blablabla +S\ :sup:`3` hark is the acronym of site-specific seismic hazard analysis and research kit. This tool focuses on simulating wave propagation along soil depth using finite element (FE) method. The intended audience for s3hark is researchers and practitioners interested in performing site-specific analysis of soil in response to earthquakes, and educators interested in teaching site response analysis in their classes. The tool provides a friendly interface for users to input and modify soil layers using tables, while the built soil profile and the FE mesh being visualized simultaneously. Results including acceleration, velocity, displacement, pore pressure, spectral acceleration, etc., are visualized for the soil profile and for each node as well, from which the user can comprehend the wave propagation and liquefaction status along the soil depth. -.. list-table:: Title - :widths: 25 25 50 - :header-rows: 1 +Features of S\ :sup:`3` hark include: + +#. 2D and 3D elements for dynamic analysis of fluid saturated porous media + +#. Advanced linear / nonlinear soil material models + +#. Total stress / effective stress analysis + +#. Bi-directional motions + +#. Flat / slope free field analysis + +#. Finite rigidity of the bedrock - * - Heading row 1, column 1 - - Heading row 1, column 2 - - Heading row 1, column 3 - * - Row 1, column 1 - - - - Row 1, column 3 - * - Row 2, column 1 - - Row 2, column 2 - - Row 2, column 3 +Click on the icon of S\ :sup:`3` hark to open the application. Figure 3 illustrates the main window. It is split into the following areas: -Time can be controlled using either the keyboard or the time control buttons: +.. figure:: ./images/case4_window.png + :scale: 20 % + :align: center + :figclass: align-center + + Figure 3. S\ :sup:`3` hark HARK Main Window + + + + + +#. Soil Column Graphic: The first graphic on the left of the panel shows a visualization of the soil column. + +#. FE Mesh Graphic: The second graphic on the left shows the finite element mesh and profile plots. Selecting any of the tabs on the right inside this graphic (i.e, PGA, γmax,maxDisp, maxRu, maxRuPWP) will show various results from the simulation at the mesh points. + +.. figure:: ./images/case4_plot.png + :scale: 50 % + :align: center + :figclass: align-center + + Figure 4. S\ :sup:`3` hark HARK FE Mesh Graphic + + +#. Operations Area: The right side of this area shows some information (e.g., total height and number of soil layers), includes the Ground Water Table (GWT) input field, and plus and minus buttons. If the user presses the plus button, a layer is added below the selected layer. If the minus button is pressed the selected layer is removed. The GWT input field allows the user to specify the level of the ground water table. + +#. Soil Layer Table: This table is where the user provides the characteristics of the soil layer, such as layer thickness, density, Vs30, material type, and element size in the finite element mesh. + +#. Tabbed Area: This area contains the three tabbed widgets described below. + + #. Configure Tab: This tab allows the user to specify the path to the OpenSees executable and to a ground motion file. -* To run time **forward**: Press and hold the 'g' key or click and hold the time forward button: . + #. Layer Properties Tab: This tab allows the user to enter additional material properties for the selected soil layer. -* To reset time to **zero**: Type the '0' key or click on the time reset button: . + #. Response Tab: Once the site response analysis has been performed, this tab provides information about element and nodal time varying response quantities. + +.. figure:: ./images/case4_response.png + :scale: 50 % + :align: center + :figclass: align-center + + Figure 5. S\ :sup:`3` hark HARK Response Tab + + +#. Analyze Button: This button shall be used to run the simulation locally. A progress bar will show the status of the analysis. This allows the user to review the ground motion predicted at the surface -* The current analysis time is **displayed** in the feedback pane at the bottom of the screen. -* The analysis time step size can be controlled via the Time Step menu (there are combinations of material properties and time steps that intentionally lead to unstable results, so beware). -* The display time step can be controlled via the Animation Speed menu. Internally, this command controls how many analysis time steps are computed between screen updates. Example Application ------------------- +Treasure Island, situated atop sand fill strata overlaying Bay Mud within the San Francisco Bay, was subjected to seismic activity during the 1989 Loma Prieta Earthquake. Adjacent to Treasure Island lies Yerba Buena Island, characterized by its natural rock outcrop. Utilizing the site's soil profile and seismic data recorded on Yerba Buena Island, we endeavor to analyze the site response of Treasure Island. This entails computing parameters such as peak horizontal acceleration and peak horizontal displacement along the soil profile. Furthermore, we aim to investigate the influence of lateral spread in varying slopes on the site's response characteristics. +For lateral spreading, we change the slope :math:`\alpha` as 0, 2, 5 to see the influence of it. + -Dr. Layer's tool palette is illustrated below (Windows version: the Mac version is similar but grouped a bit differently): +Analysis Processes +~~~~~~~~~~~~~~~~~~~~~~~~ +There is the analysis process of site response analysis: - +#. Input the earthquake motions: Covent the earthquake motion record into '.json' file. Then, input the path into 'Configure Layer'. -* The **Arrow Tool** is used to select and manipulate objects. +#. Input ths soil parameters: This is the most important step in site response analysis. The soil parameters are obtained from theory or investigation reports. Then, type all of the soil parameters into the 'Soil Layer Table'. -* The **Panner** and **Camera Orbit Tools** are used to change the viewing point and camera orientation via clicking and dragging. +#. Click "analysis" bottom: Click the button to run the analysis. The program will notify you when it is finished. -* The **Plot Box Tool** is used to create one of the various types of plot boxes: +Earthquake motion +~~~~~~~~~~~~~~~~~ +The motion recorded at Yerba Buena Island from the Loma Prieta earthquake is used in this sample. Figure 6 shows the acceleration, velocity, and displacement of this motion. + +.. figure:: ./images/case4_YERBAISL2_Records.png + :scale: 50 % + :align: center + :figclass: align-center - * **Displacement Time History plots** are created by clicking on the relevant layer. The top node in the layer is used as the plotting target. + Figure 6. Input ground motion (acceleration, velocity, and displacement) - * **Fast Fourier Transform (FFT) plots** of a displacement history can be created by clicking on the time history plot. +Figure 7 illustrates the spetrum of this motion. - * **Stress-strain plots** can be created by control-clicking (i.e., holding down the control key while clicking) on the desired layer. +.. figure:: ./images/case4_YERBAISL2_RSpectra.png + :scale: 50 % + :align: center + :figclass: align-center + Figure 7. Input ground motion spetrum (acceleration, velocity, and displacement) - These controls are self-explanatory in regards to their functions. Note the following, however: -.. note:: - The scaling buttons will continue to scale as long as they are held down. It is not necessary to click multiple times to get this effect. +Soil condition +~~~~~~~~~~~~~~~~~ +The following table shows the soil parameters in this site. Using PM4Sand to stimulate sand , and using Elasticisotropic to model clay. -Remarks -------- -* To adjust the **plotting scales**, use the small expansion/contraction triangular buttons on the plot for the horizontal scale, and the plot scale buttons on the `Scale Button Toolbar <#scaling-buttons>`_ for the vertical scale. +.. list-table:: Table1. Soil Profile Parameters + :widths: 20 20 20 20 20 20 20 20 + :header-rows: 1 -.. note:: - You will notice that all plots scale together. This is so that plots of a given type can be compared visually without any misleading differences in scale factors. + * - Layers + - Thickness(m) + - :math:`V_s (m/s)` + - :math:`\rho (kg/m^3)` + - :math:`G_o(kPa)` + - :math:`E (kPa)` + - :math:`D_R` (%) + - Model + * - SAND1 + - 15 + - 175.3 + - 2.01 + - 0.69 + - -- + - 0.33 + - PM4Sand + * - CLAY1 + - 14 + - 198.8 + - 1.68 + - -- + - 172.8 + - -- + - Elasticisotropic + * - SAND2 + - 12 + - 300 + - 2.08 + - 1.33 + - -- + - 0.77 + - PM4Sand + * - CLAY2 + - 32 + - 280 + - 2.08 + - -- + - 423.8 + - -- + - Elasticisotropic + * - SAND3 + - 8 + - 380 + - 2.08 + - 1.46 + - -- + - 0.62 + - PM4Sand + * - CLAY3 + - 8 + - 300 + - 2.08 + - -- + - 486.6 + - -- + - Elasticisotropic + * - WRock + - 5 + - 600 + - 2.16 + - -- + - 2022.8 + - -- + - Elasticisotropic + * - Rockbed + - -- + - 1830 + - 2.24 + - -- + - 19526.7 + - -- + - Elasticisotropic + + +Result +~~~~~~~~~~~~~~~~~~ + +The following plots show maximun displacement in different slope angles. + + +Displacement +~~~~~~~~~~~~~~~~~ + +Figure 8 shows the result of maximun displacement, we can see that the displacement on the surface increases with increasing the slope. + + +.. figure:: ./images/case4_d.png + :scale: 50 % + :align: center + :figclass: align-center -* To adjust the **horizontal offset** of a plot, click in the plot and drag horizontally to scroll back and forth. + Figure 8. The maximum displacement in different slope -.. note:: - In general, plots will automatically scroll as necessary as time is running. Once you have manually scrolled a plot, though, the automatic scrolling will cease until time is reset to zero. -* Plot boxes can be added or removed at any time, but they only accumulate data beginning from the time they are installed, with the exception of FFT plots, which always plot the according to the data accumulated in the target time history. FFT plots can use up to the first 1024 points in a time history. +Figure 9 illustrates the relationships between slope and the displacement on the surface. -.. warning:: - Plotting FFT's will slow down the animation speed significantly, especially as the length of the time histories increase. +.. figure:: ./images/case4_dd.png + :scale: 60 % + :align: center + :figclass: align-center -.. bibliography:: references.bib \ No newline at end of file + Figure 9. The relationships between slope and the displacement on the surface diff --git a/test/_sources/case_5.rst.txt b/test/_sources/case_5.rst.txt index eb4d64e..8d2986c 100644 --- a/test/_sources/case_5.rst.txt +++ b/test/_sources/case_5.rst.txt @@ -9,7 +9,7 @@ Author: Morgan Sanger Introduction ------------ -This page describes basic concepts of geospatial liquefaction hazard modeling. +This page describes basic concepts of geospatial liquefaction hazard modeling withing the umbrella of SimCenter tools. Problem Description @@ -579,4 +579,4 @@ Remarks References ---------- -.. bibliography:: references.bib \ No newline at end of file +.. bibliography:: references.bib diff --git a/test/_sources/case_6.rst.txt b/test/_sources/case_6.rst.txt index 19ae9b3..dc0713d 100644 --- a/test/_sources/case_6.rst.txt +++ b/test/_sources/case_6.rst.txt @@ -9,19 +9,57 @@ Author: Luis Angel Guerrero Hoyos Introduction ------------ -This page describes a preliminarly approach for landslide risk assesment using SimCenter tools (R2D). +This page describes a preliminarly approach for landslide risk assesment which propose an initial workflow that must be developed in the future, so then it can implemented in the SimCenter tool R2D. An example, which uses Jibson (1993) model to predict Newmark sliding block displacements, is presented for a portion of the city of Seattle, WA. Resources from SimCenter M9 project are used in the example to estimate ground-motion intensity parameters. Problem Description ------------------- -Studying landslide assessment using Newmark analysis and ground motions is a multidisciplinary effort that integrates engineering, geology, and environmental science. It provides a comprehensive approach to understanding and mitigating the risks associated with landslides, ultimately leading to safer communities and more resilient infrastructure. Here we would like to analyze in a regional scale, what would be the response across a study area located in Seattle, WA, US. The idea is to estimate the predicted displacement in the study area if an earthquake with certain intensity measure (Arias Intensity :math:`I_a`) were to occur. This study integrates the infinite slope approach to estimate the static factor of safety so then the Critical Acceleration :math:`a_c` can be estimated. Finally with these parameters a Newmark displacement could be estimated using Randall W. Jibson correlation :cite:`Jibson1993`. +Studying earthquake-induced landslides is vital for reducing risks, protecting lives and property, preserving the environment, and enhancing our scientific understanding of these natural disasters. Through comprehensive research and application of findings, societies can better prepare for and mitigate the impacts of these potentially devastating events. + +There are several models that can be implemented in a regional-based study so that, hazard values it can be estimated. Some researchers use the theory of Newmark Sliding Block :cite:`Newmark1965` to predict how much displacement would occur if an earthquake with a certain ground motion were to occurr. These models have developed correlations that depend on different intensity measurements as: Earthquake Magnitude (:math:`M_w`), Peak Ground Acceleration (:math:`PGA`), Peak Ground Velocity (:math:`PGV`), Arias Intensity (:math:`I_a`), Critical Acceleration (:math:`a_c`), Normalized Critical Acceleration (:math:`k_c`), Spectral Acceleration (:math:`Sa`), Static Factor of Safety (:math:`FS_{static}`), and Ground Sloping (:math:`\beta`), as well as Soil Strength Parameters (:math:`\gamma,\:c,\:\phi`). + +This models could be built-in within R2D tool so that we can estimate Damage and Losses against earthquake-induced landslides. Solution Strategy ----------------- -Jibson proposed model is used to calculate the Newmark displacement as follows: +In this section, we propose a preliminarly workflow that can be coded within R2D so we can estimate damage and losses as consequences of earthquake-induced landslides risk. + +.. figure:: ./images/case6_fig1.png + :scale: 40 % + :align: center + :figclass: align-center + + Figure 1. Proposed workflow for incorporating Landslide Risk Assesment into R2D. + +Here are some steps to consider: + +#. Same as the BRAILS tool is embedded within R2D we would need to embed a tool that allows the user to get Digital Elevation Models (DEM) from publicaly available GIS services (e.g. `USGS portal `_). \newline Then, a slope raster can be generated for the selected area (geospatial packages must be installed in python dependencies: `Gdal `_, `Rasterio `_). + +#. Intensity measurements can be estimated from the "Earthqueake Event Generation" tool. Reminder that some of the models use mesurements extracted from the time-history record, whereas others use spectral accelerations (extracted from the reponse spectrum). + +#. Soil Strength Parameters can be estimated from geological mapping and reference values correlations. So, a tool that allows the user to get geological GIS units must be built-in within R2D as well. + +Finally, after input parameters can be estimated for a certain model, the hazard values can be calculated as Newmark Displacement values. + +.. note:: + All of the previous estimations have uncertainty and the model itself has its own uncertainty. + +SimCenter Tool Used +------------------- + +The goal is to implement the following protocol into R2D. However some Simcenter tools were used in order to develop the procedure. + +#. The Simcenter Jupyter HUB was used to write the notebook that would help us to compute the hazard against landslide. + +#. Ground motions from SimCenter project M9 were used as a grid to which then, intensity measurements would be calculated. + +Example Application +------------------- + +In this section we would like to analyze in a regional scale, what would be the response across a study area located in Seattle, WA, US. The idea is to estimate the predicted displacement in the study area if an earthquake with certain intensity measure (Arias Intensity :math:`I_a`) were to occur. The model integrates the infinite slope approach to estimate the static factor of safety so then the Critical Acceleration :math:`a_c` can be estimated. Finally with these parameters a Newmark displacement could be estimated using Randall W. Jibson correlation :cite:`Jibson1993`: .. math:: log(Dn) = 1.460\:log(I_a)-6.642\:a_c+1.546\:\:\:\:\:\:\:\:\:\:\:\:\:(1) @@ -56,97 +94,57 @@ Where: :math:`I_a` = Intensity measure time-history motion specific. -In order to estimate the imput parameters of equation 1 the following steps could be done: +A Jupyter Notebook has been developed to code the implementation of the previous model in the area of interest: -#. Create a slope raster for a selected area: this can be created using a DTM model for the area of interest which can be downloaded from the `USGS portal. `_ +* | Get the Digital Elevation Model for the area of interest and perform the slope calculations: The `USGS portal `_ is used to download the LiDAR data in the area of interest. See Figure 2 to check the area of interest. -#. Use QGIS built-in functions to perform the slope calculations. See QGIS `slope documentation. `_ + .. figure:: ./images/case6_fig2.png + :align: center + :figclass: align-center + + Figure 2. Raster DTM - downloaded from the USGS GIS Service. -To be continued... -------------------- -Dr. Layer's operation is controlled via menu commands (with associated keyboard accelerators), manipulation tools, scaling buttons, the load tool bar, and time control buttons. The program displays the results of its calculations visually in the form of animated displacements, and also in the form of dynamically generated time history plots. There are also mechanisms for getting numerical values. - -.. figure:: ./images/case1.png - :scale: 30 % - :align: center - :figclass: align-center - - -SimCenter Tool Used -------------------- + | Subsequently the Slope map is calculated using the `Gdal `_ library. See Figure 3 to check the slope map in the area of interest, Seattle WA. -blablabla + .. figure:: ./images/case6_fig3.png + :align: center + :figclass: align-center + + Figure 3. Raster Slope - computed with GDAL. -.. list-table:: Title - :widths: 25 25 50 - :header-rows: 1 +* | Get the Intensity Measurements: The intensity values (Areas Intensity in this example) are computed using motions from the M9 project which is a suite of synthetic ground motions for a range of possible magnitude 9 earthquake rupture scenarios on the Cascadia megathrust. - * - Heading row 1, column 1 - - Heading row 1, column 2 - - Heading row 1, column 3 - * - Row 1, column 1 - - - - Row 1, column 3 - * - Row 2, column 1 - - Row 2, column 2 - - Row 2, column 3 + .. figure:: ./images/case6_fig4.png + :align: center + :figclass: align-center + + Figure 4. Motions Grid - Legend indicates values of Arias Intensity [m/s]. -Time can be controlled using either the keyboard or the time control buttons: + | The value of areas intensity will be given by the nearest neighbor motion in the grid. A raster with intensity measures is created from the grids. Figure 5 is an example of how the Arias intensity would look like after applying the nearest neighbor method. Most of this work is done using the package `Rasterio `_. -* To run time **forward**: Press and hold the 'g' key or click and hold the time forward button: . - -* To reset time to **zero**: Type the '0' key or click on the time reset button: . - -* The current analysis time is **displayed** in the feedback pane at the bottom of the screen. - -* The analysis time step size can be controlled via the Time Step menu (there are combinations of material properties and time steps that intentionally lead to unstable results, so beware). - -* The display time step can be controlled via the Animation Speed menu. Internally, this command controls how many analysis time steps are computed between screen updates. - - -Example Application -------------------- - -Dr. Layer's tool palette is illustrated below (Windows version: the Mac version is similar but grouped a bit differently): - - - -* The **Arrow Tool** is used to select and manipulate objects. - -* The **Panner** and **Camera Orbit Tools** are used to change the viewing point and camera orientation via clicking and dragging. - -* The **Plot Box Tool** is used to create one of the various types of plot boxes: - - * **Displacement Time History plots** are created by clicking on the relevant layer. The top node in the layer is used as the plotting target. - - * **Fast Fourier Transform (FFT) plots** of a displacement history can be created by clicking on the time history plot. - - * **Stress-strain plots** can be created by control-clicking (i.e., holding down the control key while clicking) on the desired layer. + .. figure:: ./images/case6_fig5.png + :align: center + :figclass: align-center + + Figure 5. Interpolation using Nearest Neighbor for Arias Intensity [m/s] values. +.. warning:: + Either Rasters and Motions should be self-consistent with a single spatial reference. - These controls are self-explanatory in regards to their functions. Note the following, however: +* | Get the Soil Stregth Parameters: as it is for now, this measurement can be heuristically set by the user while the code is built. -.. note:: - The scaling buttons will continue to scale as long as they are held down. It is not necessary to click multiple times to get this effect. +Finally, when all the inputs variables are estimated, we can implement the Randall W. Jibson model in the study area. Figure 4 displays the calculated Newmark Displacement for our area of interest Seattle. +.. figure:: ./images/case6_fig6.png + :align: center + :figclass: align-center + + Figure 6. Randall W. Jibson calculated Newmark Displacement. Remarks ------- -* To adjust the **plotting scales**, use the small expansion/contraction triangular buttons on the plot for the horizontal scale, and the plot scale buttons on the `Scale Button Toolbar <#scaling-buttons>`_ for the vertical scale. - -.. note:: - You will notice that all plots scale together. This is so that plots of a given type can be compared visually without any misleading differences in scale factors. - -* To adjust the **horizontal offset** of a plot, click in the plot and drag horizontally to scroll back and forth. - -.. note:: - In general, plots will automatically scroll as necessary as time is running. Once you have manually scrolled a plot, though, the automatic scrolling will cease until time is reset to zero. - -* Plot boxes can be added or removed at any time, but they only accumulate data beginning from the time they are installed, with the exception of FFT plots, which always plot the according to the data accumulated in the target time history. FFT plots can use up to the first 1024 points in a time history. - - -.. warning:: - Plotting FFT's will slow down the animation speed significantly, especially as the length of the time histories increase. +* A `Jupyter Notebook `_ ('hazardNewmark.ipynb') was coded to simulate the process that could be implemented to R2D for earthquake-induced landslides hazard so the user could then estimate damage and losses. Please if refering to this notebook, careful read the instructions in the readme first. Find this work in the CESG599 repository. When trying to run this notebook, you must have access to the M9 project in DesignSafe machines. +* Earthquake induced landslides prediction may be a difficult task to adress, but there are models out there that can be implemented to predict the hazard and subsequently, this hazard can be used to predict damage amd losses. The idea is in this section is to provide a procedure that could ve developed within the SiimCenter R2D tool to predict the hazard and subsequently, to predict damage amd losses. .. bibliography:: references.bib \ No newline at end of file diff --git a/test/_sources/case_7.rst.txt b/test/_sources/case_7.rst.txt index 2ab9bbf..a900ee8 100644 --- a/test/_sources/case_7.rst.txt +++ b/test/_sources/case_7.rst.txt @@ -1,7 +1,7 @@ .. _case_7: -R2D - Hurricane Maria Damage and Losses -======================================= +R2D - Hurricane Damage +====================== Author: Daniel Acosta Reyes --------------------------- @@ -270,4 +270,4 @@ Remarks References ---------- -.. bibliography:: references.bib \ No newline at end of file +.. bibliography:: references.bib diff --git a/test/_static/basic.css b/test/_static/basic.css index f316efc..7577acb 100644 --- a/test/_static/basic.css +++ b/test/_static/basic.css @@ -4,7 +4,7 @@ * * Sphinx stylesheet -- basic theme. * - * :copyright: 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AUTHORS. + * :copyright: Copyright 2007-2023 by the Sphinx team, see AUTHORS. * :license: BSD, see LICENSE for details. * */ diff --git a/test/_static/documentation_options.js b/test/_static/documentation_options.js index 89435bb..995f333 100644 --- a/test/_static/documentation_options.js +++ b/test/_static/documentation_options.js @@ -1,4 +1,5 @@ -const DOCUMENTATION_OPTIONS = { +var DOCUMENTATION_OPTIONS = { + URL_ROOT: document.getElementById("documentation_options").getAttribute('data-url_root'), VERSION: '1.0.0', LANGUAGE: 'en', COLLAPSE_INDEX: false, diff --git a/test/_static/language_data.js b/test/_static/language_data.js index 367b8ed..250f566 100644 --- a/test/_static/language_data.js +++ b/test/_static/language_data.js @@ -5,7 +5,7 @@ * This script contains the language-specific data used by searchtools.js, * namely the list of stopwords, stemmer, scorer and splitter. * - * :copyright: Copyright 2007-2024 by the Sphinx team, see AUTHORS. + * :copyright: Copyright 2007-2023 by the Sphinx team, see AUTHORS. * :license: BSD, see LICENSE for details. * */ @@ -13,7 +13,7 @@ var stopwords = ["a", "and", "are", "as", "at", "be", "but", "by", "for", "if", "in", "into", "is", "it", "near", "no", "not", "of", "on", "or", "such", "that", "the", "their", "then", "there", "these", "they", "this", "to", "was", "will", "with"]; -/* Non-minified version is copied as a separate JS file, if available */ +/* Non-minified version is copied as a separate JS file, is available */ /** * Porter Stemmer diff --git a/test/_static/searchtools.js b/test/_static/searchtools.js index 92da3f8..97d56a7 100644 --- a/test/_static/searchtools.js +++ b/test/_static/searchtools.js @@ -4,7 +4,7 @@ * * Sphinx JavaScript utilities for the full-text search. * - * :copyright: Copyright 2007-2024 by the Sphinx team, see AUTHORS. + * :copyright: Copyright 2007-2023 by the Sphinx team, see AUTHORS. * :license: BSD, see LICENSE for details. * */ @@ -57,12 +57,12 @@ const _removeChildren = (element) => { const _escapeRegExp = (string) => string.replace(/[.*+\-?^${}()|[\]\\]/g, "\\$&"); // $& means the whole matched string -const _displayItem = (item, searchTerms, highlightTerms) => { +const _displayItem = (item, searchTerms) => { const docBuilder = DOCUMENTATION_OPTIONS.BUILDER; + const docUrlRoot = DOCUMENTATION_OPTIONS.URL_ROOT; const docFileSuffix = DOCUMENTATION_OPTIONS.FILE_SUFFIX; const docLinkSuffix = DOCUMENTATION_OPTIONS.LINK_SUFFIX; const showSearchSummary = DOCUMENTATION_OPTIONS.SHOW_SEARCH_SUMMARY; - const contentRoot = document.documentElement.dataset.content_root; const [docName, title, anchor, descr, score, _filename] = item; @@ -75,35 +75,28 @@ const _displayItem = (item, searchTerms, highlightTerms) => { if (dirname.match(/\/index\/$/)) dirname = dirname.substring(0, dirname.length - 6); else if (dirname === "index/") dirname = ""; - requestUrl = contentRoot + dirname; + requestUrl = docUrlRoot + dirname; linkUrl = requestUrl; } else { // normal html builders - requestUrl = contentRoot + docName + docFileSuffix; + requestUrl = docUrlRoot + docName + docFileSuffix; linkUrl = docName + docLinkSuffix; } let linkEl = listItem.appendChild(document.createElement("a")); linkEl.href = linkUrl + anchor; linkEl.dataset.score = score; linkEl.innerHTML = title; - if (descr) { + if (descr) listItem.appendChild(document.createElement("span")).innerHTML = " (" + descr + ")"; - // highlight search terms in the description - if (SPHINX_HIGHLIGHT_ENABLED) // set in sphinx_highlight.js - highlightTerms.forEach((term) => _highlightText(listItem, term, "highlighted")); - } else if (showSearchSummary) fetch(requestUrl) .then((responseData) => responseData.text()) .then((data) => { if (data) listItem.appendChild( - Search.makeSearchSummary(data, searchTerms, anchor) + Search.makeSearchSummary(data, searchTerms) ); - // highlight search terms in the summary - if (SPHINX_HIGHLIGHT_ENABLED) // set in sphinx_highlight.js - highlightTerms.forEach((term) => _highlightText(listItem, term, "highlighted")); }); Search.output.appendChild(listItem); }; @@ -116,43 +109,26 @@ const _finishSearch = (resultCount) => { ); else Search.status.innerText = _( - "Search finished, found ${resultCount} page(s) matching the search query." - ).replace('${resultCount}', resultCount); + `Search finished, found ${resultCount} page(s) matching the search query.` + ); }; const _displayNextItem = ( results, resultCount, - searchTerms, - highlightTerms, + searchTerms ) => { // results left, load the summary and display it // this is intended to be dynamic (don't sub resultsCount) if (results.length) { - _displayItem(results.pop(), searchTerms, highlightTerms); + _displayItem(results.pop(), searchTerms); setTimeout( - () => _displayNextItem(results, resultCount, searchTerms, highlightTerms), + () => _displayNextItem(results, resultCount, searchTerms), 5 ); } // search finished, update title and status message else _finishSearch(resultCount); }; -// Helper function used by query() to order search results. -// Each input is an array of [docname, title, anchor, descr, score, filename]. -// Order the results by score (in opposite order of appearance, since the -// `_displayNextItem` function uses pop() to retrieve items) and then alphabetically. -const _orderResultsByScoreThenName = (a, b) => { - const leftScore = a[4]; - const rightScore = b[4]; - if (leftScore === rightScore) { - // same score: sort alphabetically - const leftTitle = a[1].toLowerCase(); - const rightTitle = b[1].toLowerCase(); - if (leftTitle === rightTitle) return 0; - return leftTitle > rightTitle ? -1 : 1; // inverted is intentional - } - return leftScore > rightScore ? 1 : -1; -}; /** * Default splitQuery function. Can be overridden in ``sphinx.search`` with a @@ -176,26 +152,13 @@ const Search = { _queued_query: null, _pulse_status: -1, - htmlToText: (htmlString, anchor) => { + htmlToText: (htmlString) => { const htmlElement = new DOMParser().parseFromString(htmlString, 'text/html'); - for (const removalQuery of [".headerlinks", "script", "style"]) { - htmlElement.querySelectorAll(removalQuery).forEach((el) => { el.remove() }); - } - if (anchor) { - const anchorContent = htmlElement.querySelector(`[role="main"] ${anchor}`); - if (anchorContent) return anchorContent.textContent; - - console.warn( - `Anchored content block not found. Sphinx search tries to obtain it via DOM query '[role=main] ${anchor}'. Check your theme or template.` - ); - } - - // if anchor not specified or not found, fall back to main content + htmlElement.querySelectorAll(".headerlink").forEach((el) => { el.remove() }); const docContent = htmlElement.querySelector('[role="main"]'); - if (docContent) return docContent.textContent; - + if (docContent !== undefined) return docContent.textContent; console.warn( - "Content block not found. Sphinx search tries to obtain it via DOM query '[role=main]'. Check your theme or template." + "Content block not found. Sphinx search tries to obtain it via '[role=main]'. Could you check your theme or template." ); return ""; }, @@ -268,7 +231,16 @@ const Search = { else Search.deferQuery(query); }, - _parseQuery: (query) => { + /** + * execute search (requires search index to be loaded) + */ + query: (query) => { + const filenames = Search._index.filenames; + const docNames = Search._index.docnames; + const titles = Search._index.titles; + const allTitles = Search._index.alltitles; + const indexEntries = Search._index.indexentries; + // stem the search terms and add them to the correct list const stemmer = new Stemmer(); const searchTerms = new Set(); @@ -304,32 +276,16 @@ const Search = { // console.info("required: ", [...searchTerms]); // console.info("excluded: ", [...excludedTerms]); - return [query, searchTerms, excludedTerms, highlightTerms, objectTerms]; - }, - - /** - * execute search (requires search index to be loaded) - */ - _performSearch: (query, searchTerms, excludedTerms, highlightTerms, objectTerms) => { - const filenames = Search._index.filenames; - const docNames = Search._index.docnames; - const titles = Search._index.titles; - const allTitles = Search._index.alltitles; - const indexEntries = Search._index.indexentries; - - // Collect multiple result groups to be sorted separately and then ordered. - // Each is an array of [docname, title, anchor, descr, score, filename]. - const normalResults = []; - const nonMainIndexResults = []; - + // array of [docname, title, anchor, descr, score, filename] + let results = []; _removeChildren(document.getElementById("search-progress")); - const queryLower = query.toLowerCase().trim(); + const queryLower = query.toLowerCase(); for (const [title, foundTitles] of Object.entries(allTitles)) { - if (title.toLowerCase().trim().includes(queryLower) && (queryLower.length >= title.length/2)) { + if (title.toLowerCase().includes(queryLower) && (queryLower.length >= title.length/2)) { for (const [file, id] of foundTitles) { let score = Math.round(100 * queryLower.length / title.length) - normalResults.push([ + results.push([ docNames[file], titles[file] !== title ? `${titles[file]} > ${title}` : title, id !== null ? "#" + id : "", @@ -344,47 +300,46 @@ const Search = { // search for explicit entries in index directives for (const [entry, foundEntries] of Object.entries(indexEntries)) { if (entry.includes(queryLower) && (queryLower.length >= entry.length/2)) { - for (const [file, id, isMain] of foundEntries) { - const score = Math.round(100 * queryLower.length / entry.length); - const result = [ + for (const [file, id] of foundEntries) { + let score = Math.round(100 * queryLower.length / entry.length) + results.push([ docNames[file], titles[file], id ? "#" + id : "", null, score, filenames[file], - ]; - if (isMain) { - normalResults.push(result); - } else { - nonMainIndexResults.push(result); - } + ]); } } } // lookup as object objectTerms.forEach((term) => - normalResults.push(...Search.performObjectSearch(term, objectTerms)) + results.push(...Search.performObjectSearch(term, objectTerms)) ); // lookup as search terms in fulltext - normalResults.push(...Search.performTermsSearch(searchTerms, excludedTerms)); + results.push(...Search.performTermsSearch(searchTerms, excludedTerms)); // let the scorer override scores with a custom scoring function - if (Scorer.score) { - normalResults.forEach((item) => (item[4] = Scorer.score(item))); - nonMainIndexResults.forEach((item) => (item[4] = Scorer.score(item))); - } - - // Sort each group of results by score and then alphabetically by name. - normalResults.sort(_orderResultsByScoreThenName); - nonMainIndexResults.sort(_orderResultsByScoreThenName); - - // Combine the result groups in (reverse) order. - // Non-main index entries are typically arbitrary cross-references, - // so display them after other results. - let results = [...nonMainIndexResults, ...normalResults]; + if (Scorer.score) results.forEach((item) => (item[4] = Scorer.score(item))); + + // now sort the results by score (in opposite order of appearance, since the + // display function below uses pop() to retrieve items) and then + // alphabetically + results.sort((a, b) => { + const leftScore = a[4]; + const rightScore = b[4]; + if (leftScore === rightScore) { + // same score: sort alphabetically + const leftTitle = a[1].toLowerCase(); + const rightTitle = b[1].toLowerCase(); + if (leftTitle === rightTitle) return 0; + return leftTitle > rightTitle ? -1 : 1; // inverted is intentional + } + return leftScore > rightScore ? 1 : -1; + }); // remove duplicate search results // note the reversing of results, so that in the case of duplicates, the highest-scoring entry is kept @@ -398,19 +353,14 @@ const Search = { return acc; }, []); - return results.reverse(); - }, - - query: (query) => { - const [searchQuery, searchTerms, excludedTerms, highlightTerms, objectTerms] = Search._parseQuery(query); - const results = Search._performSearch(searchQuery, searchTerms, excludedTerms, highlightTerms, objectTerms); + results = results.reverse(); // for debugging //Search.lastresults = results.slice(); // a copy // console.info("search results:", Search.lastresults); // print the results - _displayNextItem(results, results.length, searchTerms, highlightTerms); + _displayNextItem(results, results.length, searchTerms); }, /** @@ -508,18 +458,14 @@ const Search = { // add support for partial matches if (word.length > 2) { const escapedWord = _escapeRegExp(word); - if (!terms.hasOwnProperty(word)) { - Object.keys(terms).forEach((term) => { - if (term.match(escapedWord)) - arr.push({ files: terms[term], score: Scorer.partialTerm }); - }); - } - if (!titleTerms.hasOwnProperty(word)) { - Object.keys(titleTerms).forEach((term) => { - if (term.match(escapedWord)) - arr.push({ files: titleTerms[term], score: Scorer.partialTitle }); - }); - } + Object.keys(terms).forEach((term) => { + if (term.match(escapedWord) && !terms[word]) + arr.push({ files: terms[term], score: Scorer.partialTerm }); + }); + Object.keys(titleTerms).forEach((term) => { + if (term.match(escapedWord) && !titleTerms[word]) + arr.push({ files: titleTerms[word], score: Scorer.partialTitle }); + }); } // no match but word was a required one @@ -542,8 +488,9 @@ const Search = { // create the mapping files.forEach((file) => { - if (!fileMap.has(file)) fileMap.set(file, [word]); - else if (fileMap.get(file).indexOf(word) === -1) fileMap.get(file).push(word); + if (fileMap.has(file) && fileMap.get(file).indexOf(word) === -1) + fileMap.get(file).push(word); + else fileMap.set(file, [word]); }); }); @@ -594,8 +541,8 @@ const Search = { * search summary for a given text. keywords is a list * of stemmed words. */ - makeSearchSummary: (htmlText, keywords, anchor) => { - const text = Search.htmlToText(htmlText, anchor); + makeSearchSummary: (htmlText, keywords) => { + const text = Search.htmlToText(htmlText); if (text === "") return null; const textLower = text.toLowerCase(); diff --git a/test/_static/sphinx_highlight.js b/test/_static/sphinx_highlight.js index 8a96c69..aae669d 100644 --- a/test/_static/sphinx_highlight.js +++ b/test/_static/sphinx_highlight.js @@ -29,19 +29,14 @@ const _highlight = (node, addItems, text, className) => { } span.appendChild(document.createTextNode(val.substr(pos, text.length))); - const rest = document.createTextNode(val.substr(pos + text.length)); parent.insertBefore( span, parent.insertBefore( - rest, + document.createTextNode(val.substr(pos + text.length)), node.nextSibling ) ); node.nodeValue = val.substr(0, pos); - /* There may be more occurrences of search term in this node. So call this - * function recursively on the remaining fragment. - */ - _highlight(rest, addItems, text, className); if (isInSVG) { const rect = document.createElementNS( @@ -145,10 +140,5 @@ const SphinxHighlight = { }, }; -_ready(() => { - /* Do not call highlightSearchWords() when we are on the search page. - * It will highlight words from the *previous* search query. - */ - if (typeof Search === "undefined") SphinxHighlight.highlightSearchWords(); - SphinxHighlight.initEscapeListener(); -}); +_ready(SphinxHighlight.highlightSearchWords); +_ready(SphinxHighlight.initEscapeListener); diff --git a/test/case_0.html b/test/case_0.html index b365c67..d679058 100644 --- a/test/case_0.html +++ b/test/case_0.html @@ -1,29 +1,24 @@ - + - + - Course Introduction — CESG-599 1.0.0 documentation - - - - - + CESG599 - NHERI — CESG-599 1.0.0 documentation + + + - - - - - - + + + - + @@ -49,30 +44,20 @@ @@ -89,7 +74,7 @@
    • -
  • Course Introduction
    • +
  • CESG599 - NHERI
  • View page source
    • @@ -102,27 +87,27 @@
    _images/case0-1.png
    -
    -

    Course Introduction

    -
    -

    CESG599 - NHERI - An introduction to NHERI Simcenter tools and DesignSafe Resources

    +
    +
    +

    CESG599 - NHERI

    +
    +

    An introduction to NHERI Simcenter tools and DesignSafe Resources

    -

    Authors:

    +

    Authors:

    Kendra Mutch, Erick Martinez, Jose Barreto, Chungen Tai, Morgan Sanger, Luis Guerrero, Daniel Acosta, and Pedro Arduino

    -

    Course Description

    -

    In this course, we explore the fundamentals of SimCenter tools and the DesignSafe infrastructure. -The course adopts a self-directed approach, where students follow a well-established framework tailored -for this format. Over the course of 10 weeks, we investigate the core concepts of SimCenter and DesignSafe, -and examine four to five SimCenter tools, covering one every two weeks. Students are tasked with mastering -the essentials of each tool and delivering presentations to the class. Additionally, they work through one -or more practical examples for each tool, presenting their findings to their peers. Constructive feedback for -each tool presentation is an integral part of the learning experience. DesignSafe and SimCenter personnel are -invited to give Zoom presentations based on availability. At the end of the course, a small final project, -with a topic of choice for each student or group of students, is required, providing an opportunity for -deeper exploration and application of the learned concepts.

    +

    Course Description

    +

    This course explores the fundamentals of SimCenter tools and the DesignSafe infrastructure. +The course employs a self-directed approach, where students are guided through a structured framework designed for this format. +Over 10 weeks, the course explores the core concepts of SimCenter and DesignSafe, and examines four to five SimCenter tools, focusing +on one tool every two weeks. Students are tasked with mastering the essentials of each tool and delivering presentations to the class. +Additionally, they work through one or more practical examples for each tool, presenting their findings to their peers. Constructive feedback for +each tool is an integral part of the learning experience. DesignSafe and SimCenter personnel are +invited to participate through Zoom based on availability. At the end of the course, a final project, +with a topic of choice for each student, or group of students, is required, providing an opportunity for +deeper exploration and application of the learned concepts. A final course project report is delivered through a shpinx document stored in a GitHub repository.

    SimCenter provides next-generation computational modeling and simulation software tools, user support, and educational materials to the natural hazards engineering research community with the goal of advancing the user’s capability to simulate the impact of natural hazards on structures, lifelines, and communities.

    @@ -131,7 +116,7 @@

    Course Description -

    Learning Objectives

    +

    Learning Objectives

    1. Develop a familiarity with Simcenter tools and DesignSafe cyberinfrastructure

    2. Develop a familiarity with the breath of SimCenter tools.

      3. @@ -141,166 +126,6 @@

      Learning Objectives -

      Introduction

      -

      This section should provide a brief executive summary, giving an overview of the project. It should be written last to ensure it accurately reflects the content of the entire report. Aim for a short paragraph that highlights the key points, objectives, and outcomes of the project.

      -

    -
    -

    Problem Description

    -

    Clearly describe the problem being addressed. Use text and images to illustrate the issue, ensuring that even readers unfamiliar with the topic can understand the context and significance. This section should detail the background, relevance, and any previous attempts to solve the problem.

    -
    -
    -

    Solution Strategy

    -

    Outline the strategy used to solve the problem. This should include a detailed explanation of the methods, processes, and any equations or theoretical frameworks involved. Be sure to make this section as comprehensive as necessary to fully explain the approach taken.

    -
    -
    -

    SimCenter Tool Used

    -

    Provide a brief description of the SimCenter tool(s) used in the project. Explain its relevance and how it was applied. This section should be informative yet concise, offering enough detail to understand the tool’s role and capabilities without overwhelming the reader.

    -
    -
    -

    Example of Application

    -

    Give a concrete example of how the solution strategy was applied, using text and images. This helps to illustrate the practical application of the theoretical concepts and methods discussed earlier. Ensure the example is detailed enough to show the effectiveness of the solution.

    -
    -
    -

    Remarks

    -

    Use this section for any additional comments or observations that do not fit into the other sections. This could include limitations, unexpected findings, future directions, or any acknowledgments.

    -
    -
    -

    EXAMPLELS of LISTS, FIGURES, TABLE, REFERENCE, etc

    -
      -

    1. Open the Dr. Layer program. By default we get twelve layers. The top six layers are hardwired into the system with a velocity of specified as very fast. The bottom six layers are hardwired with a velocity of very slow.

      2. -

    2. Select all the layers to all have very slow values using the select all option.

      3. -

    3. On the top left hand corner of the menu box choose the plot box tool and apply a plot box at the top of the layers. Do the same at four arbitrary points along the soil layers. Note the height (\(H\)) you place the plots.

      -
      -

      <insert image>

      -
      -
      4. -

    4. Push the time increment button for about 1 minute.

      5. -

    5. Obtain the angular frequency \((2p/T)\), where \(T\) is the period i.e. time it takes to complete one revolution.

      6. -

    6. Obtain the maximum displacements from the plots by clicking on the crest of the curves with your cursor.

      7. -
    -
    -\[ \begin{align}\begin{aligned}TF = \frac{1}{\cos(\frac{wH}{v_s})}\\AF = \frac{1}{|\cos(\frac{wH}{v_s})|}\end{aligned}\end{align} \]
    -

    Where

    -

    \(w\) = Angular frequency (2pf)

    -

    \(H\) = distance between any two points in the layers under consideration.

    -

    \(V\) = Velocity of wave travel within the soil layer.

    -

    \(TF\) = Transfer function

    -

    \(AF\) = Amplification function

    -

    Dr. Layer’s operation is controlled via menu commands (with associated keyboard accelerators), manipulation tools, scaling buttons, the load tool bar, and time control buttons. The program displays the results of its calculations visually in the form of animated displacements, and also in the form of dynamically generated time history plots. There are also mechanisms for getting numerical values.

    -
    -_images/case1.png -
    -
    -
    -

    SimCenter Tool Used

    -

    blablabla

    - - ----- - - - - - - - - - - - - - - - - -
    Title

    Heading row 1, column 1

    Heading row 1, column 2

    Heading row 1, column 3

    Row 1, column 1

    Row 1, column 3

    Row 2, column 1

    Row 2, column 2

    Row 2, column 3

    -

    Time can be controlled using either the keyboard or the time control buttons:

    -
      -

    • To run time forward: Press and hold the ‘g’ key or click and hold the time forward button: <insert icon>.

      • -

    • To reset time to zero: Type the ‘0’ key or click on the time reset button: <insert icon>.

      • -

    • The current analysis time is displayed in the feedback pane at the bottom of the screen.

      • -

    • The analysis time step size can be controlled via the Time Step menu (there are combinations of material properties and time steps that intentionally lead to unstable results, so beware).

      • -

    • The display time step can be controlled via the Animation Speed menu. Internally, this command controls how many analysis time steps are computed between screen updates.

      • -
    -
    -
    -

    Example Application

    -

    Dr. Layer’s tool palette is illustrated below (Windows version: the Mac version is similar but grouped a bit differently):

    -

    <insert tool palette image>

    -
      -

    • The Arrow Tool is used to select and manipulate objects.

      • -

    • The Panner and Camera Orbit Tools are used to change the viewing point and camera orientation via clicking and dragging.

      • -

    • The Plot Box Tool is used to create one of the various types of plot boxes:

      -
      -
        -

      • Displacement Time History plots are created by clicking on the relevant layer. The top node in the layer is used as the plotting target.

        • -

      • Fast Fourier Transform (FFT) plots of a displacement history can be created by clicking on the time history plot.

        • -

      • Stress-strain plots can be created by control-clicking (i.e., holding down the control key while clicking) on the desired layer.

        • -
      -
      -
      • -
    -
    -

    These controls are self-explanatory in regards to their functions. Note the following, however:

    -
    -
    -

    Note

    -

    The scaling buttons will continue to scale as long as they are held down. It is not necessary to click multiple times to get this effect.

    -
    -
    -
    -

    Remarks

    -
      -

    • To adjust the plotting scales, use the small expansion/contraction triangular buttons on the plot for the horizontal scale, and the plot scale buttons on the Scale Button Toolbar for the vertical scale.

      • -
    -
    -

    Note

    -

    You will notice that all plots scale together. This is so that plots of a given type can be compared visually without any misleading differences in scale factors.

    -
    -
      -

    • To adjust the horizontal offset of a plot, click in the plot and drag horizontally to scroll back and forth.

      • -
    -
    -

    Note

    -

    In general, plots will automatically scroll as necessary as time is running. Once you have manually scrolled a plot, though, the automatic scrolling will cease until time is reset to zero.

    -
    -
      -

    • Plot boxes can be added or removed at any time, but they only accumulate data beginning from the time they are installed, with the exception of FFT plots, which always plot the according to the data accumulated in the target time history. FFT plots can use up to the first 1024 points in a time history.

      • -
    -
    -

    Warning

    -

    Plotting FFT’s will slow down the animation speed significantly, especially as the length of the time histories increase.

    -
    -
    -
    -
    -[GV22] -

    G. R. Guerra Velázquez. Hurricane maría and public health in puerto rico: lessons learned to increase resiliency and prepare for future disasters. Annals of Global Health, 2022.

    -
    -
    -[RB20] -

    V. Rashidian and L. G. Baise. Regional efficacy of a global geospatial liquefaction model. Engineering geology, 272:105644, 2020.

    -
    -
    -[Saf73] -

    H. S. Saffir. Hurricane wind and storm surge. The Military Engineering, pages 4–5, 1973.

    -
    -
    -[SGM24] -

    M. D. Sanger, M. Geyin, and B. W. Maurer. A global liquefaction model for rapid response and scenario modeling. Manuscript in preparation, 2024.

    -
    -
    -[ZBT17] -

    J. Zhu, L. G. Baise, and E. M. Thompson. An updated geospatial liquefaction model for global application. Bulletin of the Seismological Society of America, 107(3):1365–1385, 2017.

    -
    -
    -
    -
    @@ -308,7 +133,7 @@

    Remarks
    diff --git a/test/case_1.html b/test/case_1.html index dfc528e..07fcc07 100644 --- a/test/case_1.html +++ b/test/case_1.html @@ -1,29 +1,26 @@ - + - + - quoFEM - Settlements — CESG-599 1.0.0 documentation - - - - - + QuoFEM - Settlements — CESG-599 1.0.0 documentation + + + - - - - - + + + + - - + + @@ -48,25 +45,32 @@

@@ -83,7 +87,7 @@
    • -
  • quoFEM - Settlements
    • +
  • QuoFEM - Settlements
  • View page source
    • @@ -94,31 +98,30 @@
    -

    quoFEM - Settlements

    +

    QuoFEM - Settlements

    -

    Author: Kendra Mutch

    +

    Author: Kendra Mutch

    -

    Introduction

    -

    This page describes basic concepts of computing settlement computations in QuoFEM. The calculation methods discussed include forward propagation, deterministic and Bayesian calibration, and sensitivity analysis. For more details, the user is encounged to read :cite:`Holtz and Kovacs 2011’

    +

    Introduction

    +

    The goal of this project is to quantify settlement, parameters impacting settlement, and observe how uncertainty in input parameters impacts the ultimate settlement of a cohesive soil. These calculations are performed through use of the SimCenter QuoFEM tool. For more details on settlement calculations, the user is encounged to read Holtz and Kovacs 2011.

    -

    Project Description

    -

    The goal of this project is to quantify settlement, parameters impacting settlement, and observe how uncertainty in various input parameters impact the ultimate settlement of a cohesive soil. These copmutations make use of the program QuoFEM. The following report discusses the features of the program, theory regarding the settlement and uncertainty concepts discussed above, as well as three example problems applying different features of QuoFEM.

    -

    The first example makes use of the Forward Propagation feature of QuoFEM, which allows one to apply uncertainty to input parameters (such as preconsolidation pressure, compression and recommpression index, void ratio, unit weight, etc.) to determine which paramter(s) impact the ultimate settlement most. In-situ testing, lab testing, and various models used to determine soil paramters may all contain uncertainty. Thus, it is important to consider uncertainty in geotechnical calculations, such as settlement, and not accept a single predicted value without accounting for uncertainty as completely true to reality. The forward propagation analysis will help us translate uncertainty in soil parameters to uncertainty in ultimate settlement, reducing chances of highly underpredicting or overpredicting settlement.

    -

    In the second example, Bayesian and Deterministic Calibration are used to optimize the value of an input parameter to yield a desired settlement. In other words, given a specific value of ultimate settlement, we can calculate the value of an unknown input paramter.

    -

    The final example applies the Sensitivity Analysis feature of QuoFEM to determine which input parameters impact the resulting ultimate settlement most. As the discussion of results will reveal, settlement shows a strong correlation with some soil parameters, and a weaker correlation with other paramters. By knowing which parameters settlement is most dependent on, one can allocate funds in site investigation or lab testing to use the most accurate methods for predicting such parameters. Or, one may simply be cautious that potential uncertainty in such parameters, especially compounded uncertainty of multiple parameters, could lead to high uncertainty in the predicted settlement, and perhaps a more conservative design should be implemented.

    -

    All examples will use a python input script, paired with the Dakota uncertainty quantification tool in QuoFEM. These aspects of the project are discussed in further detail throughout the report.

    -

    The soil profile and problem scenario are the same for all three examples and are depicted in the image and table below.

    -
    -images/ProblemScenarioP1.png +

    Project Description

    +

    Soil settlement is characterized by a change in the effective stress of soil, often driven by either a change in the ground water table, placement of fill/surchage load, or dissipation of excess pore water pressure. While a minimal amount of settlement is expected and may not prove hazardous, larger magnitudes of settlment, or differential settlement, can be detrimental to the integretity and functionality of a super-structure. Settlement of cohesive soil is especially hazardous, as the small pore space in fine grained soil restricts water from draining quickly through the voids. As a result, cohesive soil may continue to settle for a long period of time following the placement of a structure. Granular soil exhibits a significantly lower settlement hazard, as water tends to drain rapidly through the large pore space in the soil, meaning, much of the settlement of coarse grained soil is complete before construction ends. This project focuses on the hazard pertaining to the settlement of cohesive soil.

    +

    When computing settlement, it is important to consider uncertainty and not accept a single predicted value as completely true to reality, as in-situ testing, lab testing, and various models used to determine soil paramters all contain uncertainty. Additionally, soil may differ vastly throughout a project site, with only a few samples taken to represent the whole site. This project uses the program QuoFEM to integrate standard settlement equations with uncertainty quantifiction tools.

    +

    The example problems in this project will utilize the scenario, soil profile, and paramters depicted below (modified from S. Kramer CESG-562 class notes):

    +

    Scenario: +A site adjacent to San Francisco Bay is underlain by San Francisco Bay Mud. The site is to be readied for development by placement of 5ft of fill material, and the ultimamte settlement of the fill is of interest. The site conditions, shown below, indicate the presence of a crust of desiccated Bay Mud with thickness, h1, which is not expected to consolidate noticeably. The clay is underlain by a dense gravel, which will also not consolidate.

    +
    +_images/case1_settlementProblem.png
    - - +
    Soil Profile Parameters
    +---+++ @@ -147,7 +150,7 @@

    Project Description

    + @@ -166,35 +169,59 @@

    Project Description -

    Example One Solution Strategy - Forward Propagation

    -
      -

    1. Open the QuoFEM. By default, the UQ method is Forward Propagation and the UQ Engine is Dakota. In this example, we will use these defaults. Specify a sample number of 200 and a seed number of 949. Ensure the Parellel Execution and the Save Working dirs boxes are checked.

      2. -

    2. Select the FEM tab. From the drop down menu, select Python. Navigate to the location of the Input Script and the Parameters Script.

      3. -

    3. Select the RV tab. Enter the random variables (listed in the table in the problem description). Selelct a normal distribution for each random variable, and enter the mean and standard deviation. Remember, the standard deviation must be calculated for each variable from the given coefficient of variation. The below formula may be used to convert coefficient of variation to the standard deviation.

      4. -

    4. In the EDP tab, specify the variable of interest as Settlement and assign it a Length of 1.

      5. -

    5. Run the example either on your machine or in the cloud. For running in the cloud, see the SimCenter Tool Used section for additional details.

      6. -
    - -
    -

    Example Two Solution Strategy - Bayesian and Deterministic Calibration

    -
      -

    1. Open QuoFEM. Change the UQ method to Bayesain Callibration and keep the default UQ Engine as Dakota.

      2. -
    -
    -
    -

    Example Three Solution Strategy - Sensitivity Analysis

    -
      -

    1. In the UQ tab, select Sensitivity Analysis as the UQ Method. From the UQ Engine drop down, select SimCenterUQ. In the Method drop down, select Monte Carlo. For the # of samples, enter 500, and for the seed number, enter 106.

      2. -

    2. Select the FEM tab. From the FEM drop down, select Python. Locate the file path for the Input Script and the Paramters Script.

      3. -

    3. In the RDV tab, enter the same random variables as the Forward Propagation example.

      4. -

    4. In the EDP tab, use the same inputs as the Forward Propagation example.

      5. -

    5. Choose to run the example either on your machine in the cloud. For running in the cloud, see the SimCenter Tool Used section for additional details.

      6. +
      +

      Solution Strategy

      +

      The magnitude of settlement can be predicted using conventional consolidation theory, as outlined in the equations below:

      +
        +

      1. If soil is normally consolidated, σp’ = σo’:

        +
        +
        +\[H_{ult} = \frac{C_c}{1+e_o}log(\frac{σ_f'}{σ_o'})H_o\]
        +
        +
        2. +

      2. If soil is over consolidated, σp’ > σo’ and σo’ + Δσ’ < or = σp’:

        +
        +
        +\[H_{ult} = \frac{C_r}{1+e_o}log(\frac{σ_f'}{σ_o'})H_o\]
        +
        +
        3. +

      3. If soil is over consolidated, σp’ > σo’ and σo’ + Δσ’ > σp’:

        +
        +
        +\[H_{ult} = \frac{C_r}{1+e_o}log(\frac{σ_p'}{σ_o'})H_o + \frac{C_c}{1+e_o}log(\frac{σ_f'}{σ_p'})H_o\]
        +
        +
      +

      Where:

      +
      +
        +

      • \(H_{ult}\) = Ultimate Settlement

        • +

      • \(C_c\) = Commpression Index

        • +

      • \(e_o\) = Void Ratio

        • +

      • \(C_r\) = Recompression Index

        • +

      • \(σ_f'\) = Final Vertical Effective Stress

        • +

      • \(σ_o'\) = Initial Vertical Effective Stress

        • +

      • \(σ_p'\) = Preconsolidation Pressure

        • +

      • \(Δσ'\) = Change in Vertical Effective Stress

        • +

      • \(H_o\) = Thickness of Compressible Layer

        • +
      +
      +

      For an accurate evaluation of ultimate settlement, it is recommended to subdivide the compressible layer into sublayers. These equations should be applied to each sublayer using corresponding estimations of initial and final effective stress, as well as material properties, particularly preconsolidation pressure.

      +

      Though these equations provide a starting point for predicting settlement, they don’t capture uncertainty. To account for uncertainty, methods such as Forward Propagation, Sensitivity Analysis, and Parameter Calibration integrate standard equations with uncertainty quantification.

      +

      Forward Propagation allows us to determine how uncertainty in soil parameters translates to uncertainty in ultimate settlement. This analysis method enables us to understand the effect of compounding uncertainty.

      +

      Sensitivity Analysis allows us to determine which input parameters impact the resulting ultimate settlement most. Sensitivity Analysis may be performed in both Python and QuoFEM. A Python script performing Sensitivity Analysis may be found here. This script produces a tornado diagram (as depicted below), a visual representation of the change in magnitude of settlement resulting from the application of uncertainty to a single variable at a time. These results indicate that, for the given example and material properties, the compression index (Cc), unit weight of the fill (gamma_fill), and preconsolidation pressure are the most relevant parameters.

      +

      Finally, Parameter Calibration, allows one to determine an unknown soil paramter, given a value (or set of values) of ultimate settlement. Two examples of parameter calibartion are discussed in the Example Applications section. One example utilizes Bayesian Calibration, while another example utilizes Deterministic Calibration.

      +
      +_images/case1_TornadoDiagram.png +
      +

      Fig. 2. Tornado diagram.

      +
      +
      -

      SimCenter Tool Used

      -

      QouFEM allows the integration of finite element and hazard compuatations with uncertainty quantification tools. There are five different tabs in QuoFEM; four input tabs and one results tab. The four input tabs are outlined below:

      +

      SimCenter Tool Used

      +

      In this project we use the SimCenter tool QuoFEM. QouFEM allows the integration of the finite element method and hazard compuatations with uncertainty quantification tools. Although the tool was originally developed for finite element applications, it can also be utilized with other solution methods. In this project, the settlement calculations are implemented in a simple Python script that propagates settlement evaluations through sublayers to determine the ultimate surface settlement. This python script can be easily uploaded in QuoFEM instead of specifying a FEM application.

      +

      There are five different tabs in QuoFEM; four input tabs and one results tab. The four input tabs are outlined below:

      • UQ tab - The UQ tab allows one to select the analysis method (Forward Propagation, Bayesian @@ -202,31 +229,29 @@

        SimCenter Tool Used +_images/case1_InputResultsTabs.png +
        +

        Fig. 3. QuoFEM interface.

        +
        +

      -

      After entering the inputs for your project, you may choose run the project on your machine by simply clicking Run or you may run the project in the cloud by selecting Run at Design Safe. If you choose to run your project in the cloud, you must login to you Design Safe account and specify a maximum run time. To ensure that your project does not expire while waiting in the que,, select a run time of at least 10 hours.

      -

      The results tab contains both a “Summary” page and a “Data Values” page. The “Summary” page contains a brief -outline of the values computed. The “Data Values” page contains a more comprehensive set of results and figures.

      -
      -
      -

      Example Application

      -

      There are various features within the “Data Values” page of the Results tab which may aid in analysis. Below is information about navigating the “Data Values” page to extract desired information:

      +

      After entering parameters in the input tabs, one may choose run the project on their machine by simply clicking Run or to run the project in the cloud by selecting Run at Design Safe. When choosing to run a project in the cloud, one must login to Design Safe and specify a maximum run time. To ensure that the project does not expire while waiting in the queue, select a run time of at least 10 hours.

      +

      The results tab contains both a Summary page and a Data Values page. The Summary page contains a brief +outline of the values computed. The Data Values page contains a more comprehensive set of results and figures. There are various features within the Data Values page of the Results tab which may aid in analysis. Below is information about navigating the Data Values page to extract desired information:

      -

      • To View a Scatterplot of a Parameter vs. Run Number - left click once on any column.

        • -
      -
      -

      • To View a Cumulative Frequency Distribution for a Variable - First left click once on the column for the variable that you want to view a cumulative frequency distribution for. Then right click once on the same column.

      • To View a Histogram for a Variable - After following the steps to display a cumulative frequency distribution, left click on the same column once more to display the histogram.

        • -

      • To View a Scatterplot of One Variable vs. another Variable - Right click once on one of the variables. +

      • To View a Scatterplot of One Variable vs. Another Variable - Right click once on one of the variables. This defines which variable will be on the x-axis. Then, left click once on the variable which you want plotted on the y-axis.

      • To Export the Data Table - Select the Save Table icon above the data, and choose a location for saving @@ -234,32 +259,200 @@

        Example Application +

        Example Applications

        +

        The following sections utilize the settlement scenario to demonstrate the various capabilities of QuoFEM in incorporating uncertainty quantification into the analysis. These capabilities include the propagation of uncertainty, deterministic and Bayesian calibration, as well as sensitivity analysis.

        +
        +

        Example One - Forward Propagation

        +
          +

        1. Open QuoFEM. By default, the UQ method is Forward Propagation and the UQ Engine is Dakota. In this example, we will use these defaults. Specify a Sample Number of 200 and a Seed Number of 949. Ensure the Parellel Execution and the Save Working dirs boxes are checked.

          2. +

        2. Select the FEM tab. From the drop down menu, select Python. Navigate to the location of the Input Script and the Parameters Script. Both Python scripts are available at the below links:

          +
          +
            +

          • settlement.py

            • +

          • params.py

            • +
          +
          +
          3. +

        3. Select the RV tab. Enter the random variables (listed in the table in the problem description). Select Normal Distribution for each random variable, and enter the mean and standard deviation. The standard deviation must be calculated for each variable from the given coefficient of variation. The below table shows values which should be input for each random variable.

          +
          +

    Soil Profile Parameters

    Parameter

    change in pressure

    change in pre-consol pres.

    200 psf

    50
    + ++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
    Random Variables

    Variable Name

    Distribution

    Mean Value

    Standard Deviation

    h1

    Normal Distribution

    3

    0.15

    h2

    Normal Distribution

    25

    1.25

    Cc

    Normal Distribution

    0.75

    0.15

    Cr

    Normal Distribution

    0.05

    0.01

    eo

    Normal Distribution

    1.54

    0.1078

    Δσ’

    Normal Distribution

    200

    100

    k

    Normal Distribution

    0.000001

    0.000002

    unit weight of fill

    Normal Distribution

    130

    9.1

    height of fill

    Normal Distribution

    5

    0.1

    +
    + +

  • In the EDP tab, specify the variable of interest as Settlement and assign it a Length of 1.

    • +

  • Run the example either on your machine or in the cloud. For running in the cloud, see the SimCenter Tool Used section for additional details.

    • + +

    The results for Forward Propagation are outlined below:

    +
    +_images/case1_ForwardPropagationResults.png +
    +

    Fig. 4. Forward propagation results.

    +
    +
    +

    The results indicate that, given the mean parameters and standard deviation, a total settlement of 1.31 inches is expected with a standard deviation of 0.88 inches (CoV = 0.66). The corresponding histogram, based on Latin Hypercube Sampling (LHS), along with the associated normal distribution curve, is shown in the figure below:

    +
    +_images/case1_propagation_Normalized_Settl_histogram.png +
    +

    Fig. 5. QuoFEM propagation histogram.

    +
    +
    + +
    +

    Example Two - Sensitivity Analysis

    +
      +

    1. In the UQ tab, select Sensitivity Analysis as the UQ Method. From the UQ Engine drop down, select SimCenterUQ. In the Method drop down, select Monte Carlo. For the Number of samples, enter 500, and for the Seed Number, enter 106.

      2. +

    2. Select the FEM tab. From the FEM drop down, select Python. Locate the file path for the Input Script and the Paramters Script. Both Python scripts are available at the below links.

      +
      +
        +

      • Input Script.py

        • +

      • Parameters Script.py

        • +
      +
      +
      3. +

    3. In the RV tab, enter the same random variables as the Forward Propagation example.

      4. +

    4. In the EDP tab, use the same inputs as the Forward Propagation example.

      5. +

    5. Choose to run the example either on your machine in the cloud. For running in the cloud, see the SimCenter Tool Used section for additional details.

      6. +
    +

    The results for the Sensitivity Analysis in QuoFEM are outlined below. Uncertainty in preconsolidation pressure and compression index translate to the greatest uncertainty in the predicted settlement. These findings are consistent with the results shown in the tornado diagram.

    +
    +_images/case1_Sensitivity2.png +
    +

    Fig. 6. QuoFEM sensitivity results.

    +
    +
    +
    +_images/case1_Sensitivity.png +
    +

    Fig. 7. QuoFEM sensitivity results - most relevant parameters.

    +
    +
    +
    +
    +

    Example Three - Parameter Calibration

    +

    Two parameter calibration strategies available in QuoFEM are explored: i) Deterministic calibration and ii) Bayesian calibration. In both cases, parameters are identified to match assumed field settlement data at several locations, with an average total settlement of 0.88 inches.

    +
    +

    Deterministic Calibration

    +

    Two deterministic calibration methods are used: i)NL2SOL and ii)OPT++GaussNewton).

    +

    When testing the two different deterministic calibration algorithms supported in QuoFEM, we found that they provided vastly different results. This indicates that there are multiple combinations of the compression index (Cc) and preconsolidation pressure that can be considered optimal. To further explore this issue, the figure below shows a settlement field for varying values of Cc and preconsolidation pressure. It is evident that the settlement field is nonlinear due to the logarithmic nature of the solution equation. Additionally, when examining points with constant settlement (e.g., 0.88 or 1.316 inches), the red lines indicate that multiple combinations of compression index (Cc) and preconsolidation pressure yield the same settlement with the black dots representing two solutions obtained using the two deterministic calibration methoods in QuoFEM. Clearly, for this scenario, deterministic calibration cannot identify a single optimal value, making Bayesian calibration necessary.

    +
    +_images/case1_SettlementField.png +
    +

    Fig. 8. Settlement field as a function of Cc and Precon pressure.

    +
    +
    +
    +
    +

    Bayesian Calibration

    +

    This is a classic scenario where Bayesian methods can be preferred instead of deterministic methods - Bayesian methods show that there is not just one best parameter value but several values are almost equally good. This issue frequently arises when we have many parameters to be calibrated with not much data. A single best parameter value is usually ?unidentifiable? in such cases

    +
      +

    1. Open QuoFEM. In the UQ tab, change the UQ method to Bayesain Callibration and change the UQ Engine to UCSD-UQ. For the model, select Non-hierarchical. Enter a Sample number of 500 and Seed number of 85. For the Calibration Data File, navigate to data_2.txt. This text file may be downloaded at the below link:

      +
      +
        +

      • data_2.txt

        • +
      +
      +
      2. +

    2. In the FEM tab, navigate to the location of the Input Script and Parameter Script. The Bayesian Calibration Python scripts may be downloaded at the below links:

      +
      +
        +

      • Settlement_2.py

        • +

      • params.py

        • +
      +
      +
      3. +

    3. In the RV tab, enter the same random variables as the Forward Propagation example.

      4. +

    4. In the EDP tab, add two variables of interset. The first variable is settlement with a Length of 1, and the second variable is a dummy variable with a Length of 1.

      5. +

    5. Choose to run the example either on your machine in the cloud. For running in the cloud, see the SimCenter Tool Used section for additional details.

      6. +
    +

    The results for Bayesian Calibration are outlined below:

    +
    +_images/case1_BayesianResults1.png +
    +
    +_images/case1_BayesianResults2.png +
    +

    Fig. 9. QuoFEM Bayesian calibration results.

    +
    +
    +

    The figure shows Cc and Precon pressure are the most relevant parameters.

    +

    A more in-depth analysis using prior and posterior distributions reveals that the posterior distributions from the Bayesian calibration process result in more accurate and less uncertain settlement estimations. The figure below illustrates these distributions.

    +
    +_images/case1_calibration_PriorPost.png +
    +

    Fig. 10. Prior and posterior distributions from Bayesian calibration.

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    Remarks

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    -[GV22] -

    G. R. Guerra Velázquez. Hurricane maría and public health in puerto rico: lessons learned to increase resiliency and prepare for future disasters. Annals of Global Health, 2022.

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    -[RB20] -

    V. Rashidian and L. G. Baise. Regional efficacy of a global geospatial liquefaction model. Engineering geology, 272:105644, 2020.

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    -[Saf73] -

    H. S. Saffir. Hurricane wind and storm surge. The Military Engineering, pages 4–5, 1973.

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    -[SGM24] -

    M. D. Sanger, M. Geyin, and B. W. Maurer. A global liquefaction model for rapid response and scenario modeling. Manuscript in preparation, 2024.

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    -[ZBT17] -

    J. Zhu, L. G. Baise, and E. M. Thompson. An updated geospatial liquefaction model for global application. Bulletin of the Seismological Society of America, 107(3):1365–1385, 2017.

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    Remarks

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    By accounting for uncertainty in settlement, chances of highly underpredicting or overpredicting settlement are reduced.

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    +

    [Hol2011] R. D. Holtz and W. D. Kovacs. An Introduction to Geotechnical Engineering. Pearson, 2011. ISBN 978-0137011322.

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    Remarks