Figure You will then encounter the dialog shown below. Semicolon signs ; are used as line separators. That enables us to provide multiple sets of data on one line. When YD alone is specified, the section is considered to be circular. Details are available in Section 5 of the Technical Reference Manual. In order to orient member 4 so that its longer edges sides parallel to local Y axis are parallel to the global Z axis, we need to apply a beta angle of 90 degrees. Load case 1 is initiated along with an accompanying title.
Since global Y is vertically upward, the factor of GY indicates that the load is in the global Y direction. The word UNI stands for uniformly distributed load. Loads are applied on members 2 and 5. GX indicates that the load is in the global X direction. Loads are applied on members 1 and 4. We are instructing the program to analyze the structure for loads from cases 1 and 2 acting simultaneously. The load data values from load case 1 are multiplied by a factor of 1.
Similarly, the load data values from load case 2 are multiplied by a factor of 1. The intent here is to restrict concrete design calculations to that for load cases 4 and 5 only.
The values for the concrete design parameters are defined in the above commands. Design is performed per the ACI Code.
The TRACK value dictates the extent of design related information which should be produced by the program in the output. These parameters are described in Section 3 of the Technical Reference Manual. Let us save the file and exit the editor.
As the analysis progresses, several messages appear on the screen as shown in the next figure. Figure Notice that we can choose from the three options available in the above dialog: Figure These options are indicative of what will happen after we click on the Done button.
The Stay in Modelling Mode lets us continue to be in the Model generation mode of the program the one we current are in in case we wish to make further changes to our model. You may choose not to print the echo of the input commands in the output file. MM FY - FC - X TO 3NO12 H MM PN DES. To return to this particular diagram, either select the Node Displacement page along the page control area on the left side. To change the load case for which to view the deflection diagram, either select the desired load in the Active Load list Figure or select the Symbols and Labels tool Figure 2.
Select the Loads and Results tab and choose the desired load case from the Load Case list box. The following figure shows the deflected shape of the structure for load case 3. The deflection of Load Case 5 will now be displayed on the model as shown in the following figure. To change the scale of the deflection plot, you may 1. The Diagrams dialog opens to the Scales tab. The deflection diagram should now be larger. In the Diagrams dialog Scales tab, if you set Apply Immediately check box, pressing the up or down buttons associated with the parameter will produce immediate results in terms of a smaller or a larger diagram.
The following dialog opens. From the Ranges tab, select Allnodes. Select the Node tab and set the Resultant option. Figure Resultant stands for the square root of sum of squares of values of X, Y and Z displacements.
Click Annotate and then click Close. The structure deflection diagram is annotated for load case 2, as in the following figure. The Options dialog opens. The diagram will be updated to reflect the new units. The upper table, called the Node Displacements table, lists the displacement values for every node for every selected load case. See section 2. Figure Summary This tab, shown in the figure below, presents the maximum and minimum nodal dis- placements translational and rotational for each degree of freedom.
All nodes and all Load Cases specified during the Results Setup are considered. All spec- ified members and all specified load cases are included. The table shows displacements along the local axes of the members, as well as their resultants.
Max Displacements The Max Displacements tab presents the summary of maximum sectional displacements see figure below. This table includes the maximum displacement values and location of its occurrence along the member, for all specified members and all specified load cases. The table also provides the ratio of the span length of the member to the resultant maximum section displacement of the member. Figure The sub-pages under the Node page are described below in brief.
Reactions Displays support reactions on the drawing as well as in a tabular form. Modes Displays mode shapes for the selected Mode shape number. The eigenvectors are simultaneously displayed in tabular form. This Page appears only for dynamic analyses cases, namely, response spectrum, time history, and if modal calculations are requested. Time History Displays Time history plots, for time history analysis.
This sub- page too will appear only if time history analysis is performed. The Diagrams dialog opens. The figure below shows the shear force diagram for load case 2. To change the scale of the moment plot, you may 1. In the Bending field, specify a smaller number than what is currently listed, and click OK. The moment diagram should now be larger. In the above dialog, if you set the Apply Immediately check box, pressing the up or down arrow keys alongside the number will produce immediate results in terms of a smaller or a larger diagram.
You may change the color for that d. Select the Beam Results tab, check the Maximum option for Bending results. Click Annotate and the click Close. The maximum moment, MZ, values for load case 5 are displayed on the structure bending diagram, as show in the following figure.
Select the Force Units tab. For bending moments, change the Moment unit from its current setting to kip-ft. Figure Summary This tab, shown in the next figure, presents the maximum and minimum values forces and moments for each degree of freedom. All beams and all Load Cases specified during the Results Setup are considered. Select Beam Graph on the left side of the screen as shown below. Select a member in the main window and the graphs are plotted for that member in the data area.
The following figure shows the graphs plotted for member 1 for load case 4. Figure The Diagram dialog opens. Set the check box for the degrees of freedom you wish to view in the diagram. The selected degree of freedom are plotted in that window. After the load cases have been selected, click OK. It is also a place from where many of the member attributes such as the property definition, specifications releases, truss, cable, etc.
Steps: To access this facility, first select the member. Let us try double-clicking on member 4. Let us take a look at the Property tab. Figure The figure above shows where the buttons are located on the member query box.
This is due to the fact that the current output no longer reflects the new input. Else, changing the member attributes for one member will subsequently change the attributes of all other members belonging to the same attribute list. For example, if the current member's property is also assigned to other members, changing the property on the current member will change the property of all the members. The following dialog appears.
Figure The above page contains facilities for viewing values for shears and moments, selecting the load cases for which those results are presented, a slider bar see next figure for looking at the values at specific points along the member length, and a Print option for printing the items on display. Experiment with these options to see what sort of results you can get. Grab the slider bar using the mouse and move it to obtain the values at specific locations.
Figure Another page Deflection of the above dialog is shown below. The facility which enables us to obtain such customized on-screen results is the Report menu on top of the screen.
Here, you will create a report that includes a table with the member major axis moment MZ values sorted in the order High to Low, for members 1 and 4 for all the load cases. The Beam End Forces dialog opens. Select the Sorting tab. Hint: If you wish to save this report for future use, select the Report tab, provide a title for the report, and set the Save ID check box. Select the Loading tab and ensure all the five load cases have been selected.
To print this table, right click anywhere in this table area and select Print from the pop-up menu. The simplest of these is in the edit menu and is called Copy Picture.
It transfers the contents of the active drawing window to the windows clipboard. We can then go into any picture processing program like Microsoft Paint or Microsoft Word and paste the picture in that program for further processing.
Another more versatile option enables us to include any "snapshot" or picture of the drawing window into a report. It is called Take Picture and is under the Edit menu. Let us examine this feature. Provide a caption for the picture so that it may be identified when building a report. Click OK to save the picture.
This picture is saved till we are ready to produce a customized report of results. Pro offers extensive report generation facilities. Items which can be incorporated into such reports include input information, numerical results, steel design results, etc. One can choose from among a select set of load cases, mode shapes, structural elements, etc.. We may include any "snapshot" or picture of the screen taken using the Take Picture toolbar icon.
Other customizable parameters include the font size, title block, headers, footers, etc. Figure Different tabs of this dialog offer different options. The Items tab lists all available data which may be included in the report.
Note that the items under the Selected list are the ones which have been selected by default. Job Information is already selected by default. From the Available list box, select Output. Then select Pictures from the Available list box and select Picture 1. When all the items have been selected, the Report Setup dialog should appear as shown below.
Select the Load Cases tab to select the Load Cases to be included in the report. In the first case, all Load Case results will appear under a particular Node or Beam. In the second case, results for all Nodes or Beams for a particular Load Case will appear together. Select the Picture Album tab to visually identify the pictures taken earlier. Click on the blank area and type the name and address of the company. Click on the Right radio button in the Alignment group under Text to right-align the company name.
Hint: It is always a good idea to first preview the report before printing it. This is done by selecting the Print Preview tool. Figure The first and the last pages of the report are shown in the next two figures. Both methods of creating the model are explained in this tutorial. The graphical method is explained from Section 3. The command file method is explained in Section 3. We will model it using 6 quadrilateral 4-noded plate elements.
The structure and the mathematical model are shown in the figures below. It is subjected to selfweight, pressure loads and temperature loads. Our goal is to create the model, assign all required input, perform the analysis, and go through the results.
Set the Add Plate check box. Click Finish. Using a mixture of drawing an element and the Translational Repeat facility. Using the Structure Wizard facility in the Geometry menu. Using the Mesh Generation facility of the main graphical screen. We selected the Add Plate option earlier to enable us to add plates to create the structure. Figure It is worth paying attention to the fact that when we chose the Add Plate option in section 3. We will choose Linear which is the Default Grid.
In our structure, the elements lie in the X-Z plane. So, in this dialog, let us choose X-Z as the Plane of the grid. By setting 6 as the number of lines to the right of the origin along X, 4 along Z, and a spacing of 1 meter between lines along both X and Z see next figure we can draw a frame 6m X 4m, adequate for our model.
In fact, we do not even need this 6m X 4m grid. The method we are using here requires just a 2m X 2m grid since we are about to draw just a single element. This way, we can create any number of grids.
Figure Creating Element 1 a. The four corners of the first element are at the coordinates 0, 0, 0 , 2, 0, 0 , 2, 0, 2 , and 0, 0, 2 respectively. In a similar fashion, click on the remaining three points to create nodes and automatically join successive nodes by a plate. When steps 1 and 2 are completed, the element will be displayed in the drawing area as shown below. Figure The grid will now be removed and the structure in the main window should resemble the figure shown below.
To save the file, pull down the File menu and select the Save command. For easy identification, the entities drawn on the screen can be labeled. Let us display the plate numbers. The following figure illustrates the plate number displayed on the structure.
Figure If you are feeling adventurous, here is a small exercise for you. Examining the structure shown in section 3. The program does indeed have a Copy-Paste facility and it is under the Edit menu. First, select plate 1 using the Plates Cursortool. Since this facility allows us to create only one copy at a time, all that we can create from element 1 is element 2.
Figure The model will now look like the one shown below. So, let us create the third element by repeating steps 8 to 10 except for providing 4m for X in the Paste with Move dialog.
Alternatively, we could use element 2 as the basis for creating element 3, in which case, the X increment will be 2m. If you make a mistake and end up pasting the element at a wrong location, you can undo the operation by selecting Undo from the Edit menu. After creating the third element, the model should look like the one shown below. Figure Click anywhere in the screen to un-highlight the highlighted plate. Creating elements 4, 5 and 6 a. The elements 4, 5 and 6 are identical to the first three elements except that their nodes are at a Z distance of 2m away from the corresponding nodes of elements 1 to 3.
We can hence use the Copy-Paste technique and specify the Z increment as 2m. Select all three of the existing plates by rubber-banding around them using the mouse. Then, click OK and observe that three new elements are created. Since some elements are still highlighted, click anywhere in the drawing area to un- highlight those elements.
The model, with all the six plates generated, will now look as shown below. Figure If you want to proceed with assigning the remainder of the data, go to section 3. Instead, if you wish to explore the remaining methods of creating this model, the current structure will have to be entirely deleted.
This can be done using the following procedure. The entire structure will be highlighted. A message dialog opens to confirm the deletion of the selected plates. Click OK A message dialog opens indicating that orphan nodes have been created and to confirm their deletion. The entire structure is now deleted.
To utilize this facility, we need at least one existing entity to use as the basis for the translational repeat. Once that is done, our model will look like the one shown below.
That is because, that facility does not contain a provision for specifying the number of copies one would like to create. Translational Repeat is a facility where such a provision is available. Select plate 1 using the Plates Cursor. Select the Translational Repeat tool Figure 3.
The 3D Repeat dialog opens. By default when the Geometry Only option is not checked , all loads, properties, design parameters, member releases, etc. By checking the new option labeled Geometry Only, the translational repeating will be performed using only the Geometry data. In our example, it does not matter because no other attributes have been assigned yet.
The Link Steps option is applicable when the newly created units are physically removed from the existing units, and when one wishes to connect them using members. Renumber Bay enables us to use our own numbering scheme for entities that will be created, instead of using a sequential numbering that the program does if no instructions are provided. Let us leave these boxes unchecked.
Figure d. Since element 1 is still highlighted, click anywhere in the drawing area to un-highlight it. The model will now look as shown below. Let us follow the same Translational Repeat method to create these elements. Select all the three existing plates by rubber-banding around them using the mouse.
Make sure that before you do this, the cursor type is the Plates Cursor , else, no plates will be selected. Leave all the other boxes unchecked. All the 6 elements are now created. Since some of the plates are still highlighted, click anywhere in the drawing area to un-highlight them. Our model will now look like the one shown below. A surface entity such as a slab or wall, which can be defined using 3-noded or 4-noded plate elements, is one such prototype.
We can also create our own library of structure prototypes. From this wizard, a structural model may parametrically be generated, and can then be incorporated into our main structure. Structure Wizard can hence be thought of as a store from where one can fetch various components and assemble a complete structure.
The Structure Wizard window opens up as shown below. The unit of length should be specified prior to the generation of a model. A dialog by the name Select Meshing Parameters comes up. In this box, we specify, among other things, two main pieces of information - a the dimensions of the boundary or superelement as it is commonly known from which the individual elements are generated b the number of individual elements that must be generated.
Let us provide the Corners, the Bias, and the Divisions of the model as shown in the figure below. Then, click Apply. Pro Model as shown below. When the following message box comes up, let us confirm our transfer by clicking on the Yes button. Figure The dialog shown in the next figure comes up. If we had an existing structure in the main window, in this dialog, we will be able to provide the co-ordinates of a node of the structure in the main window to which we want to connect the piece being brought from the wizard.
In our case, since we do not have an existing structure in the main window, nor do we wish to shift the unit by any amount, let us simply click OK. The model will now be transferred to the main window.
Pro GUI contains a facility for generating a mesh of elements from a boundary or superelement defined by a set of corner nodes. This facility is in addition to the one we saw in Method 3. The boundary has to form a closed surface and has to be a plane, though that plane can be inclined to any of the global planes.
The first step in defining the boundary is selecting the corner nodes. If these nodes do not exist, they must be created before they can be selected. Pro , the amount of screen space occupied by a number of toolbar icons has been recovered by collapsing a number of similar icons into a single icon. The active icon can be changed by holding down the left mouse button when clicking on the button. Icons that have this property are identified with a black triangle in their lower right corner.
We have already seen this dialog in methods 1 and 2. As before, click Create. The Linear dialog opens. All that we are interested in is the 4 corner nodes of the super-element. So, let us set 1 as the number of lines to the right of the origin along X and Z, and a spacing of 6m between lines along X and 4m along Z.
Those four points represent the four corners of our slab and are 0, 0, 0 , 6, 0, 0 , 6, 0, 4 , and 0, 0, 4. In fact, keeping the Ctrl key pressed and clicking at points on the grid successively, is a way of creating new nodes without connecting those nodes with beams or plates.
It is worth noting that the purpose of the previous four steps was to merely create the four nodes. Consequently, any of the several methods available in the program could have been used to create those nodes. Select the points which form the boundary of the superelement from which the individual elements will be created. The four points we just created are those four points. So, let us click at the four node points in succession as shown below.
Lastly, close the loop by clicking at the start node or the first clicked point again. Select the Quadrilateral Meshing option and click OK. The Select Meshing Parameters dialog as we saw earlier in Method 3 , comes up. Notice that this time however, the data for the four corners is automatically filled in. The program used the coordinates of the four nodes we selected to define A, B, C, and D. Provide the Bias and the Divisions of the model as shown in the figure below.
Click Apply. Press the ESC key to exit the mesh generating mode. The property required for plates is the plate thickness or the thickness at each node of elements if the slab has a varying thickness. Click Thickness…. The dialog shown below comes up. Let us provide the plate thickness as 30cm. Notice that the field called Material is presently on the checked mode.
To see those default values, click Materials in the dialog shown in the previous figure. Since we want to assign just the default values, let us keep the Material box in the checked mode itself. Then, click Add followed by the Close button as shown below. Since we want the thickness to be applied to all elements of the structure, let us select the Assignment Method called Assign to View and then click Assign as shown in the above figure.
The following message dialog opens. Click the Yes button to confirm. Click anywhere in the drawing area to un-highlight the selected entities. We do this only as a safety precaution.
When an entity is highlighted, clicking on any Assign option is liable to cause an undesired attribute to be assigned to that entity. However, when modeled as plate elements, the supports can be specified only at the nodes along those edges, and not at any point between the nodes.
It hence becomes apparent that if one is keen on better modelling the edge conditions, the slab would have to be modeled using a larger number of elements.
To create supports, select the Support Page tool located in the Structure Tools toolbar as shown below. Figure Alternatively, one may go to the General Support page from the left side of the screen. For easy identification of the nodes where we wish to place the supports, toggle the display of the Node Numbers on.
Since we already know that nodes 1, 2, 5, 7, 4 and 10 are to be associated with the Fixed support, using the Nodes Cursor , select these nodes. The Fixed tab happens to be the default which is convenient for this case. Click Assign as shown below. Had we not selected the nodes before reaching this point, this option would not have been active. Details of these load cases are available at the beginning of this tutorial.
To create loads, select the Load Page tool located on the Structure Tools tool bar. Notice that the pressure load value listed in the beginning of this tutorial is in KN and meter units. Rather than convert that value to the current input units, we will conform to those units.
We have to change the force unit to Kilogram and the length units to Meter. In the Set Current input Units dialog that comes up, specify the length units as Meter and the force units as Kilogram. To initiate the first load case, highlight Load Case Details and click Add. Figure The newly created load case will now appear under the Load Cases Details in the Load dialog.
To generate and assign the first load type, select 1: Dead Load. The negative number signifies that the selfweight load acts opposite to the positive direction of the global axis Y in this case along which it is applied. Next, let us initiate the creation of the second load case which is a pressure load on the elements. To do this, highlight Load Case Details In the Add New Load Cases dialog, once again, we are not associating the load case we are about to create with any code based Loading Type and so, leave that box as None.
Figure 8. The Concentrated Load is for applying a concentrated force on the element. The Trapezoidal and Hydrostatic options are for defining pressures with intensities varying from one point to another. Since the pressure load is to be applied on all the elements of the model, the easiest way to do that is to set the Assignment Method to Assign to View. Then, click Assign in the Load dialog as shown below. Figure Next, let us create the third load case which is a temperature load. The initiation of a new load case is best done using the procedure explained in step 7.
In the dialog that comes up, let us specify the Title of the third load case as Temperature Load and click Add. To generate and assign the third load type, as before, select 3: Temperature Load.
Temperature Loads are created from the input screens available under the Temperature option in the Add New Load Items dialog. To initiate and define load case 4 as a load combination, once again, highlight the Load Case Details option.
Repeat this with load case 2 also. Load cases 1 and 2 will appear in the right side list box as shown in the figure below. These data indicate that we are adding the two load cases with a multiplication factor of 1. Finally, click Add. Next, repeat step 2 except for selecting load cases 1 and 3 instead of cases 1 and 2.
Figure Thus, load is also created. If we change our mind about the composition of any existing combination case, we can select the case we want to alter, and make the necessary changes in terms of the constituent cases or their factors.
Let us exit this dialog by clicking on the Close button. It is also worth noting that as load cases are created, a facility for quickly switching between the various cases becomes available at the top of the screen in the form of a load case selection box as shown below.
Figure We have now completed the task of creating all load cases. We will also obtain a static equilibrium report. Select the Perform Analysis tab. Note: In response to this option, a report consisting of the summary of applied loading and summary of support reactions, for each load case, will be produced in the STAAD output file.
See section 3. The Analysis dialog in the data area with the newly added instruction will look as shown below. The former consists of stresses and moments per unit width, as explained in sections 1. The latter consists of the 3 forces and 3 moments at each node of the elements in the global axis system see section 3. We would like to obtain both these results. We will also set the units in which these results are printed to KN and Meter for element stresses and Kg and Meter for element forces.
Set the length and force units to Meter and Kilonewton respectively. See "3. Set the length and force units to Meterand Kilogram respectively. Then, repeat steps 2 and 3. At this point, the Post Analysis Print dialog will look as shown below. Then, using the Plates Cursor , click on element no. We have now completed the tasks of assigning the input for this model.
As we have seen in the previous tutorials, while the model is being created graphically, a corresponding set of commands describing that aspect of the model is being simultaneously written into a command file which is a simple text file. Instead of using the graphical methods explained in the previous sections, we could have created the entire model by typing these specific commands into the editor.
Element load dialog is messed up in the QSE program. How do I change the Background color? Pro Connect Edition? Pro Help Documentation. Prevent Truncation of Joint Coordinate Digits. Pro model. Pro Physical Modeler. Pro analysis results getting deleted. Pro editor fails to open. Pro manuals in. The information in Staadpro. Pro Connect Edition in Windows 7. What is a Fixed End Member Load?
Pro General [FAQ]. However, the area load is a different sort of load where a load intensity on the given area has to be converted to joint and member loads. The calculations required to perform this conversion are done only during the analysis. The word FLOOR signifies that the structure is a floor structure and the structure is in the x — z plane. Joint number followed by X, Y and Z coordinates are provided above. Since this is a floor structure, the Y coordinates are all the same, in this case zero.
Joints between 1 and 5 i. In this case, the W12X26 section is chosen. This means that these members cannot carry any moment-z i. The second set of members have MZ released at the end joints. E has been assigned as E3 The program converts area loads into individual member loads.
UNT and UNB stand for unsupported length for top and bottom flange to be used for calculation of allowable bending stress. E E3 ALL DMAX 2. DMIN 1. UNT 1. UNB 1. Value of soil subgrade reaction is known from which spring constants are calculated by multiplying the subgrade reaction by the tributary area of each modeled spring.
Width : 8 ft. Since this is a plane structure, the Z coordinates are given as all zeros. Semicolon signs ; are used as line separators to facilitate specification of multiple sets of data on one line.
The program will calculate the properties necessary to do the analysis. The supports for the structure are specified above. The first set of joints are restrained in all directions except MZ which is global moment-z.
The second set is similar to the former except for a different value of the spring constant. SELF Y Since global Y is vertically upwards, the FX indicates that the load is a force in the global X direction.
The load is applied at nodes 6 and 7. GY indicates that the load acts in the global Y direction. The word UNI stands for uniformly distributed load, and is applied on members 7 and 8, acting downwards. DEN 8. Consequently, the modeling of our problem requires us to define 3 sets of data, with each set containing a load case and an associated analysis command. Also, the members which get switched off in the analysis for any load case have to be restored for the analysis for the subsequent load case.
The SET NL command is used above to indicate the total number of primary load cases that the file contains. Semicolon signs ; are used as line separators, to facilitate specification of multiple sets of data on one line. The word LD stands for long leg back-to-back double angle. Since the spacing between the two angles of the double angle is not provided, it is assumed to be 0.
Built-in default value of steel is used for the latter. The stiffness contribution of these members will not be considered in the analysis till they are made active again. The loads are applied on members 6, 8 and 7. It is worth noting that members 9 TO 14 will not be used in this analysis since they were declared inactive earlier.
In other words, for dead and live load, the bracings are not used to carry any load. The stiffness contribution from these members will not be used in the analysis till they are made active again. They have been inactivated to prevent them from being subject to any forces for the next load case. Nodes 4 and 7 are subjected to the loads. The analysis will be performed for load case 2 only. The stiffness contribution of these members will not be used in the analysis till they are made active again.
They have been inactivated to prevent them from being subject to compressive forces for the next load case. The negative numbers and indicate that the load is acting along the negative global X direction. Thus, an analysis in the real sense of the term multiplying the inverted stiffness matrix by the load vector is not carried out for load combination cases.
Load combination case 5 combines the results of load cases 1 and 3. Only primary load case 3 will be considered for this analysis. As explained earlier, a combination case is not truly analysed for, but handled using other means. UNT and UNB represent the unsupported length of the flanges to be used for calculation of allowable bending stress.
SET NL 3 4. UNT 6. UNB 6. Semicolon signs ; are used as line separators. That enables us to provide multiple sets of data on one line. IZ IY IX FY signifies that the support settlement is in the global Y direction and the value of this settlement is 0. It covers two situations: 1 From the member on which it is applied, the prestressing effect is transmitted to the rest of the structure through the connecting members known in the program as PRESTRESS load.
Joint number followed by X and Y coordinates are provided above. Semicolon signs ; are used as line separators, and that allows us to provide multiple sets of data on one line. Values of area AX and moment of inertia about the major axis IZ are provided. EM Load case 1 is initiated along with an accompanying title. Members 7 and 8 have a cable force of kips.
The location of the cable at the start ES and end EE is 3 inches above the center of gravity while at the middle EM it is 12 inches below the c. The assumptions and facts associated with this type of loading are explained in section 1 of the Technical Reference Manual.
Load case 2 is initiated along with an accompanying title. Members 7 and 8 have cable force of kips. The location of the cable is the same as in load case 1. The preceding line causes the results to be written in the length unit of feet. OFFSET connections arise when the center lines of the connected members do not intersect at the connection point.
This allows us to provide multiple sets of data in one line. LD stands for long leg back-to-back double angle. The X, Y and Z global coordinates of the offset distance from the corresponding incident joint are also provided.
These attributes are applied to members 5, 6 and 7. Secondary moments on the columns are obtained through the means of a P- Delta analysis. Y 13 15 14 20 4 21 8 7 11 8 12 9 3 1 18 7 15 16 17 1 16 19 3 2 6 10 X 13 11 12 10 5 14 9 2 4 5 6 X The above example represents a space frame, and the members are made of concrete.
The input in the next page will show the dimensions of the members. Two load cases, namely one for dead plus live load and another with dead, live and wind load, are considered in the design. Semicolon signs ; are used as line separators to facilitate input of multiple sets of data on one line. YD and ZD stand for depth and width. All properties required for the analysis, such as, Area, Moments of Inertia, etc.
For this particular example, moments of inertia IZ, IY and torsional constant IX are provided, so these will not be re-calculated. The IX, IY, and IZ values provided in this example are only half the values of a full section to account for the fact that the full moments of inertia will not be effective due to cracking of concrete. Clause LOAD 1 1. Since global Y is vertically upward, the negative factor indicates that this load will act downwards.
Y indicates that the load is in the local Y direction. LOAD 2. FZ indicates that the load is a force in the global Z direction. Design is performed per the ACI Code. These parameters are described in the manual where American concrete design related information is available.
TRACK 2. FY - FC - SIZE - TO The finite element part is used to model floor slabs and a shear wall. Concrete design of an element is performed.
The second line forms the title to identify this project. The automatic generation facility has been used several times in the above lines. Users may refer to section 5 of the Technical Reference Manual where the joint coordinate generation facilities are described. For some members, the member number followed by the start and end joint numbers are defined. Section 5 of the Technical Reference Manual describes these facilities in detail.
In this case, the points describe the outer edges of a slab and that of a shear wall. Length units are changed to inches to facilitate the above input. The negative sign and the default value for the axis indicates that the load acts opposite to the positive direction of the element local z-axis. Load 2 consists of joint loads in the Z direction at joints 11, 22 and Design is done according to the ACI code.
Note that design will consist only of flexural reinforcement calculations in the longitudinal and transverse directions of the elements for the moments MX and MY. E ALL This is followed by X, Y and Z coordinate increments. This is explained in section 5 of the Technical Reference Manual.
The number following the REPEAT command is the number of repetitions to be carried out and that is followed by element and joint number increments. This is explained in detail in Section 5 of the Technical Reference Manual. No moments will be carried by these supports. Load case 1 is initiated. It consists of element loads in the form of uniform PRessure acting along the local z-axis on several elements.
The first one requests the nodal point forces in the global axes directions to be reported for elements 13 and The second one requests element centroid stresses in the element local axes directions to be reported for elements 9 and These results will appear in a tabular form in the output file.
LOAD 1 Since this is a plane structure, the Z coordinates are all the same, in this case, zeros. Without the above command, this will be set to the default which can be found in section 5 of the Technical Reference Manual.
Prior to this, the length unit is changed to FEET for specifying distributed member loads. The factor of —1. GY is followed by the value of the load and the distance at which it is applied.
Load case 2 is then initiated along with an optional title. This will be a dynamic load case. Permanent masses will be provided in the form of loads. These masses in terms of loads will be considered for the eigensolution. Internally, the program converts these loads to masses, hence it is best to specify them as absolute values without a negative sign.
Also, the direction X, Y, Z etc. The user has the freedom to restrict one or more directions. The word CON stands for concentrated load. Concentrated forces of 5, 7. The spectrum effect is in the global X direction with a factor of 1. Since this spectrum is in terms of ACCeleration the other possibility being displacement , the spectrum data is given as period vs.
Damping ratio of 0. The scale factor is the quantity by which spectral accelerations and spectral displacements must be multiplied by before they are used in the calculations. The values of periods and the corresponding accelerations are given in the last 3 lines. Consequently, to account for the fact that the force could be positive or negative, it is necessary to create 2 load combination cases.
That is what is being done above. Load combination case no. In both cases, the result is factored by 0. Only the member forces resulting from load cases 1, 3 and 4 will be considered for these calculations.
These are for information only and will not be used. Since this is a floor structure, the Y coordinates are given as all zeros. The first line generates joints 1 through 6.
The fourth number indicates the final member number upto which they will be generated. Repeat all abbreviated as R A will create members by repeating the member incidence pattern of the previous 11 members. The number of repetitions to be carried out is provided after the R A command and the member number increment and joint number increment are defined as 11 and 6 respectively.
The fifth line of input defines the member incidences for members 56 to A pinned support is one which can resist only translational forces. WIDTH The above lines represent the first out of two sets of data required in moving load generation.
The type number 1 is a label for identification of the load-causing unit, such as a truck. WIDTH is the spacing in the transverse direction, that is, it is the distance between the 2 prongs of an axle of the truck. LOAD 1 Load case 1 is initiated. ZI This constitutes the second of the two sets of data required for moving load generation. For the first of these load cases, the X, Y and Z location of the reference load see section 5.
The Z Increment of 10ft denotes that the vehicle moves along the Z direction and the individual positions which are 10ft apart will be used to generate the remaining 9 load cases.
The basis for determining the number of load cases to generate is as follows: As seen in Section 5. The first load case which is generated will be the one for which the first axle is just about to enter the bridge. The last load case should be the one for which the last axle is just about to exit the bridge. Thus, the total distance travelled by the reference load will be the length of the vehicle distance from first axle to last axle plus the span of the bridge.
As this example is for demonstration purposes only, 10 ft increments have been used, and 10 cases generated. TYPE 1 7. The shape is generated on the basis of displacements at the ends and several intermediate points of the members.
Joint number followed by X, and Y coordinates are provided above. Semicolon signs ; are used as line separators which allows us to provide multiple sets of data on one line. At joint 4, all three translations are restrained. Load 1 contains a joint load of 5 kips at node 2. GY indicates that the load is in the global Y direction. First, coordinates of joints 1 through 4 are generated by taking advantage of the fact that they are equally spaced. Following the specification of incidences for members to , the REPEAT ALL command command is used to repeat the pattern and generate incidences for members through Finally, members incidences of columns to are specified.
Member weights are not shown in this example. It is important to note that these vertical loads are used purely in the determination of the horizontal base shear only. In other words, the structure is not analysed for these vertical loads. Along with the UBC load, deadweight and other vertical loads are also added to the same load case. Since we will be doing second-order PDELTA analysis, it is important that we add horizontal and vertical loads in the same load case.
Vertical loads too are part of this case. ZONE 0. LOAD 2 Three different sections have been used. In this case, the default values have been used. This utility takes wind pressure at various heights as the input, and converts them to values that can then be used as concentrated forces known as joint loads in specific load cases.
The basic parameters of the WIND loading are specified here. All values need to be provided in the current UNIT system. Each wind category is identified with a TYPE number an identification mark which is used later to specify load cases. In this example, two different wind intensities 0. In this case, two different exposure factors are specified. In a floor load generation, a pressure load force per unit area is converted by the program into specific points forces and distributed forces on the members located in that region.
The TYPE 1 The first stage is defined above. First, the characteristics of the time varying load are provided. The loading type may be a forcing function vibrating machinery or ground motion earthquake. The former is input in the form of time-force pairs while the latter is in the form of time-acceleration pairs.
Following this data, all possible arrival times for these loads on the structure as well as the modal damping ratio are specified. In this example, the damping ratio is the same 7.
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