Download Welcome to the Civilax Virtual Library, the most comprehensive online civil engineering resource collection in the world.Here you can explore Structural Dynamics and Earthquake Engineering Books. Details Number of Books: 538 e-Books Format:.PDF,.DOC,.djvu Size: 9.45 GB Download: Direct Download in zip format (400mb parts) Read Online: Available in Civilax Cloud Storage to Read Online Special Notes All books are named with its original titles for the convenience of users. All books can be read online All books can be downloaded one by one or as a complete set. Download: Welcome to the Civilax Virtual Library, the most comprehensive online civil engineering resource collection in the world.Here you can explore Structural Analysis and Design Books collection from our Virtual Library. Details Number of Books: 731 e-Books Format:.PDF,.DOC,.djvu Size: 11.5 gb Download: Direct Download in zip format (400mb parts) Read Online: Available in Civilax Cloud Storage to Read Online Special Notes All books are named with its original titles for the convenience of users. All books can be read online All books can be downloaded one by one or as a complete set.
How can I design a reinforced concrete flat plate in SAP2000? Expanded Question: When I model slabs (or shell elements) using FEM software, the usual output is the contour plots on the shells which are not very useful for designing.
Is there any way I can design a plate element (for example a flat plate) using FEM program? Answer: For a number of years what I have been observing is that most of the time the design reports include contour plots for the shell elements for different load combinations. These contour plots a not useful to have a quick insight on the analysis results. Hence presenting the contour plots in the design reports is not a good practice.
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A way out is to use section cut techniques which are available in most of the FEM packages. We can defined the section cuts according to the strips defined in the ACI 318 code.
The output for the strips shall be the more familiar bending moment and shear force diagram plotted along the length of the strips. An extra advantage of the diagrams will be that a diagrams (bending moment, shear force and axial force) for different load combinations can be drawn on one plot simultaneously, hence easy to determine the governing load combinations. Note:- FEM package like SAFE has built in features similar to section cut, that’s why you get analysis results for strips. Example Consider a reinforced concrete flat plate rested over 3m high columns.
The structure consists of two bays in x-direction and two bays in y-direction. The bay width in x and y-directions is 5m. The slab thickness is 175mm. The column size is 500mm square.
The slab is loaded by self weight of the slab and live load of 5 KN/m2. Design the flat plate using section cut techniques in SAP2000. (Since the flat plate is symmetrical in two directions, one needs to define section cuts in one direction and for half the slab) Figure 1: Example reinforced flat plate with the section cuts marked for column strips and middle strip Explanation The slab can be divided into column strips and middle strips, according to the ACI-318 code. Since the flate plate is symmetrical in two directions, one needs to define strips in one direction and for half the slab. Hence two column strips and one middle strip is marked on the figure 1. Now the section cuts are to be defined to capture the total force (Shear force, bending moment and axial force) in the width of the strip. For this purpose, 5 section cuts are to be defined in each span for each strip (10 section cuts per strip).
The section cuts are numbered in the figure 1. One can use the option Draw ->Section cut. But the output is not saved for future use, if this option is used. There is another way to define section cuts using Define ->Section cuts By using the Define ->section cut option the output for the forces on the section can be recalled and processed later on. The section cut has to be defined using Quadrilateral cutting plan. It is preferable that the cutting plane be kept slightly away from the nodes, because sometimes SAP2000 is unable to process the output for the section cuts exactly at the nodes, and report a zero values.
Figure 3 shows the data for section cut definition for column strip 1 for section cut #1. Note that the slab is at elevation 3m in z-direction. Therefore the cutting pane is defined such that the slab is cut by the plane. Figure 2: Define section cut dialogue box Figure 3: Section cut definition for column strip section cut #1 Similarly 10 section cuts are defined for each strip. The output for the section cuts can be called for all the load cases and combinations and processed. Using the menu Display ->Show Tables ->Structure Oputput ->Other Output Items ->Section Cut Forces Analysis, the section cut forces can be displayed Figure 4: Section cut forces display Figure: 5 Section cut forces The section cut forces can be exported to Excel by using Export current table ->To Excel option In Excel the forces diagram for the strips can easily be drawing for any load combination by little processing of data. For this example M22 gives the bending moment about y-axis, and F33 gives the shear force along the length of strip.
The outputs for the three strips are given in Figures below Figure 6: Bending Moment and shear force diagram for Column strip CS1 Figure 7: Bending Moment and shear force diagram for Column strip CS2 Figure 8: Bending Moment and shear force diagram for Column strip MS1 NOTE Always cross check the forces resulting from Section Cut. The sign of the forces at most of the occasions has to be corrected manually.
(This is pretty easy to do). You have to take care that what section forces report you need on the right and which sections should report on the left. After running the structural models they create numerous analysis files with very strange file extensions.
Here I am talking about CSI softwares; ETABS, SAFE and SAP. These analysis files contain information about matrices and analysis results. More information about the file extensions can be found on CSI official webpage: or When sending the model files to someone you dont need all those temporary analysis files rather just 2 files; one model file and another its text file. Why we need to delete the files? Well, one thing is there are lot of files which we dont recognize, and the major issue is they take too much of space. A single model may be upto 10MB or less or more, but after analysis, the folder size reaches sometimes upto 1GB, using hard disk resources. So its not wise to just leave them as is because once you have model file you can get the results on any machine after running it.
For example for a simple model! An increase of about 62 times! Deleting the Files 1) From program To delete the analysis files of the model, there are many ways and techniques:- Open the model, goto File>Delete analysis files>There are 2 options; one for deleting analysis files of that model only and another to delete files of all the models in that specific directory. Here it can’t delete the files of models in sub directories.
Just imagine if you have a large project containing many buildings having at least 2 models, all in separate directories, so would have to open all of them one by one and delete files this way. 2) Manually Deleting the Files Another method is to search and delete the files yourself.
Unfortunately, I could not find on internet a complete list of all the extensions of analysis files. So I just created sample files for each of the program and then converted by some means those extensions into a text file.
I will for your convenience put all those extensions here. So just goto windows search explorer and just copy paste the extensions text string the file name box of search window and delete all the files in one go. If I have missed some extensions of mixed it with other programs, please correct me. 3) The best method While writing this article, I came across a very interesting method to do all that crap.
There is file calledEat.bat in ETABS and SAP program files. When I opened these files in MS DOS, I found out that this DOS files deletes all the analysis files in that directory and you can get the list of all the extensions of the files if you try to edit it. Well that would be the official extension list of analysis files from CSI. The extensions I published below were extracted by me so they miss some extensions. I will later update those. This Eat.bat is found in ETABS and SAP folders but not in SAFE.
I dont know why CSI people havent included this in SAFE. So I came up with an idea to modify the program so that it can do following:- 1) Delete all the analysis files, not just in that specific directory rather in all sub directories too and for all programs like ETABS, SAFE and SAP. I will just add all the extensions and a switch for deleting files inside other directories:- ERASE /S /Q * Soon it will also be available in standard EXE format. Autodesk Revit - a program for the design and construction of buildings and structures. Autodesk Revit based on the technology of information modeling of buildings and is intended for the design and management of data on buildings and structures at all stages of construction. Project ideas are embodied in it a reality thanks to the coordinated and consistent model-based approach.
Autodesk Revit - a complete solution that combines the capabilities of architectural design, design of engineering systems, building designs and construction simulation. The innovative and revolutionary new ETABS is the ultimate integrated software package for the structural analysis and design of buildings. Incorporating 40 years of continuous research and development, this latest ETABS offers unmatched 3D object based modeling and visualization tools, blazingly fast linear and nonlinear analytical power, sophisticated and comprehensive design capabilities for a wide-range of materials, and insightful graphic displays, reports, and schematic drawings that allow users to quickly and easily decipher and understand analysis and design results. From the start of design conception through the production of schematic drawings, ETABS integrates every aspect of the engineering design process. Creation of models has never been easier - intuitive drawing commands allow for the rapid generation of floor and elevation framing. CAD drawings can be converted directly into ETABS models or used as templates onto which ETABS objects may be overlaid. The state-of-the-art SAPFire 64-bit solver allows extremely large and complex models to be rapidly analyzed, and supports nonlinear modeling techniques such as construction sequencing and time effects (e.g., creep and shrinkage).
ETABS 15.2.2 Enhancements • Shear-Wall Design Report- Eurocode 2-2004 enhancement to report wall unbraced height used for computing pier buckling load capacity. • Slab/Beam Design - CSA S16-09 and CSA S16-14 enhancement limiting the total effective width of the slab to 1/4 the span of the beam and taking in account the amount of deflection caused by shrinkage of the concrete. • Material Library - Russian material library updated. Output and Display. I would recommend this book to every structural engineer. Very easy, precise and concise.
I am so in love with this book that I would like to thank the author; Ian A MacLeod for sharing with us this tremendous, sheer amount of knowledge and wisdom about modelling process. I have developed a flow chart and a short summary out of the chapters related to modelling process to share with you. The process discussed here is advocated in IstructE (2002), MacLeod (1995), NAFEMS (1995, 1999) and ISO 9001 (2000). It tends to be used in a formal way by those who specialise in analysis modelling. By formal is meant that a written record of the activities always be adopted in order to reduce risk in analysis modeling. The degree of understanding gained from doing hand calculations is normally overestimated. Reflective consideration of results is a more fruitful source of understanding than arithmetical processing.
Engineers were concerned that the introduction of computers would result in dumbing down of engineering. ‘Monekys’ could be trained to hit the right keys. While there is a significant danger that software can be used in the absence of competence, the reality of computer use for modelling is that it has made the work more intellectually challenging. To operate successfully in environments of significant uncertainty requires intellectual power of the highest order. This is the realm of modern structural analysis – the realm of the professional engineer. Risk is defined as the combination of the likelihood and the consequences of an event which can cause harm. The likelihood of occurrence of a disaster due to structural analysis modeling is low but the potential consequences from such an event are severe.
The risk of a disaster causing serious harm due to inadequate modelling cannot be eliminated; it can only be minimised. But to be minimised, the modelling process needs to be formally adopted.
There are two basic processes in structural analysis; 1-Model development process 2-Solution process Traditionally, the model development process was a minor issue but today, the emphasis for the structural engineer has changed radically from analysis to model development. The paradigm shift has not been identified in education and hence it is not well understood in practice. Following tables gives the comparisons between the skills needed in practice and skill given in education.Modelling process (as explained in theory and in the given flow chart) can be interpreted as implying a linear implementation, the real process is likely to involve much looping back to previous stages. ETABS is an engineering software product that caters to multi-story building analysis and design. Modeling tools and templates, code-based load prescriptions, analysis methods and solution techniques, all coordinate with the grid-like geometry unique to this class of structure.
Basic or advanced systems under static or dynamic conditions may be evaluated using ETABS. For a sophisticated assessment of seismic performance, modal and direct-integration time-history analyses may couple with P-Delta and Large Displacement effects.
Nonlinear links and concentrated PMM or fiber hinges may capture material nonlinearity under monotonic or hysteretic behavior. Intuitive and integrated features make applications of any complexity practical to implement.
Interoperability with a series of design and documentation platforms makes ETABS a coordinated and productive tool for designs which range from simple 2D frames to elaborate modern high-rises. Theoretical basis for response spectrum calculations in spectral analysis Understand that the method of determining response spectrum Sa=Sa(T) for a given diagram of accelerations F(t), where T refers to period, Sa refers to acceleration spectrum, t refers to time, while F(t) is a given time analysis function. This is useful if in comparing the seismic responses obtained with the use of both spectral analysis and time analysis. The curve of response spectrum Sa=Sa(T), that overlaps exactly with the given function F(t) of time analysis (saving the acceleration diagram) should be ascribed. You can analyze the dynamic structure response using the method of response spectrum (spectral analysis) for the current acceleration diagram.
The pseudo-spectral acceleration is the maximum acceleration of a single degree of freedom due to the given diagram of acceleration. How is the plane of the section cut defined when drawn in a 3D view? Expanded Question: When a section cut is drawn in a 3D view, only the X and Y coordinates are provided. How is the section-cut plane defined?
Answer: When using the Draw >Draw Section Cut command, forces are reported in the section-cut coordinate system which is defined by three axes (1,2,Z) as follows: • Section-cut 1 axis is located within the plane parallel to the global X-Y plane, and rotates counterclockwise from the global X axis according to the user-defined parameter Angle (X to 1). Free Download Program Program Facut Stampile Rotunderer. • Section-cut 2 axis is also located within the plane parallel to the global X-Y plane, though it is oriented 90° counterclockwise from the section-cut 1 axis. • Section-cut Z axis is parallel to the global Z axis. Integrated forces are reported either on the left or right side of the section cut, according to the right-hand rule. Take, for example, a section cut drawn from left to right along the horizontal plane within a X-Z view. Integrated forces on the left side represent behavior above the section cut, while those on the right side, below. Using the right-hand rule, these forces are expressed in the section-cut coordinate system (1,2,Z).
Why are section-cut integrated forces shown in 1,2,Z and not 1,2,3 directions? Answer: For section cuts drawn within the graphical user interface, the section-cut 3 axis is always parallel to the global Z axis, therefore integrated forces are shown in 1,2,Z directions since this notation is more precise.
Why is the magnitude of integrated forces different for the left and right sides? Expanded Question: According to equilibrium, should not the magnitude of integrated forces be equivalent for both left and right sides? Answer: Section-cut forces may be different on either side of a section cut because they are based on joint forces which occur in the global system. Globally, these forces are in equilibrium, but their relation to a section cut is arbitrary and does not necessarily serve the function and conditions of a free-body diagram. As an example, consider a section cut located in the middle of a cantilever beam modeled by a single frame element and loaded by its self-weight only. The results on the side of the section cut that includes the fixed end will represent the beam reactions, while the results on the side of the section cut that includes the free joint will be zero.
Example of Section cut Expanded Question: Consider a cantilever beam made of solid elements. Figure below shows the beam with the unit (1lb) load at the end of the beam. The global axes are also displayed for reference. (Note:- Example 5-002 of the verification manual of SAP2000 v 14.1.0 is used here) Hand calculations shows Max. Shear force = 1lb Max. Bending moment at support = 1 x 6 = 6 lb-in Stress = 6 x 0.1 / (0.1 x 0.23 /12) = 9000 psi Figure 1:- FEM model of cantilever beam with unit load at the tip. Figure 2 shows the longitudinal stresses in the beam.
The maximum stress of 9000psi is shown near the support. Figure 2:- Longitudinal stresses in the beam subjected to unit load in z-direction at its tip. Draw a section cut near the support to determine the bending moment keeping in mind the orientation of axes of section cut as explained above. Display the beam in xz-view to draw the section cut conveniently. Zoom near the support as the forces are desired near the support. Draw a section cut line near the support.
Now adjust the coordinates of the start and end of the line to adjust the line at 0.05” from the support and is parallel to the z-axis. The location of the resultant is to be adjusted to the desired location. We need to output forces at mid height of the section so that bending moment is integrated about the mid of the section. Adjust the ‘X’ of resultant to desired location.
For this beam the width is 0.1”, so put 0.05” to be at mid of the width. Adjust ‘Z’ to mid height of section (Although in this example it will not affect the results). The most important here is to adjust the angle. The Angle (X to 1) is the angle by which the 1-axis of the section cut is to be rotated counterclockwise from the global x-axis. The 1-axis of section cut is always in a plane parallel to the global xy-plane.
The 2-axis of the section cut is 90◦ CCW from the 1-axis. For this example, if angle for resultant is put as zero, the ‘1’ axis will be in the direction of global x-axis.
The ‘2’ axis will be into the paper. Hence the major bending moment will be about the ‘2’ axis. The major shear force will be in the ‘Z’ direction. The results are displayed in figure 3. Figure 3: Section cut output and explanation.
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