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Bet on Express Manual | Reinforced Concrete | Beam (Structure)
Uploaded by Joël ג'ואל Mugabe
© 2000-2008 RUNET Norway as
License and copyright BETONexpress, Version 02/08, User’s guide. Copyright © RUNET®software. The software BETONexpress, described in this users manual, is furnished under a license agreement. The software may be used only in accordance with the terms of the license agreement. Information in this document is subject to change without notice. License and copyright If you do not agree with the terms of the following Disclaimer and License Agreement, return the program disks before you install and activate it, to RUNET Norway AS, within 30 days of purchase for a full refund of software cost and sales tax. Disclaimer This software should be used only from experienced and licensed professional engineers. The software must be considered as a helping tool for the designer engineer, and can never replace the knowledge, the experience and the judgment of a professional engineer. The user of this software must understand that no matter how advanced and well checked this software is, he should carefully check the results and take responsibility of their use. Copyright This software is owned by RUNET Norway AS, and it is protected by EC (European Community) Copyright Laws and International Treaty Provisions. This software and the accompanying materials, must be treated like any other copyrighted material (e.g. book). It is allowed although to make one copy of the Software for backup or archive purposes. You may not copy and distribute the accompanying materials. It is strictly prohibited by law unauthorized reproduction or resale of this software product and the accompanying materials. Software License This is a legal agreement between the legal user of this software and RUNET Norway AS. By installing this software you agree to be bound by the terms of this agreement. If you do not agree to the terms of this agreement then do not install this software and return within 30 days after purchase, for a fully refund of your payment. Scope of License Each licensed copy of BETONexpress must be used either on a single computer, or installed on a single workstation used non-simultaneously by multiple people, but not both. This is not a concurrent use license. You may not rent or lease this software. You may not modify, adapt, translate, reverse engineer, decompose, or disassemble the software. Any violation of this agreement terminates your right to use this software. Liability Limitations BETONexpress, in no event shall be liable for any damages whatsoever (including without limitations, damages for loss of business profits, business interruption, or any other loss) arising of the use of this software. RUNET Norway AS makes no warranties, either expressed or implied, as to the quality or performance of this software, that the results and calculations of this software will meet your requirements, or that the operation of this software will be error free. This software is a helping tool to aid you in the design. The results of this software must be reviewed and interpreted from experienced licensed engineers, and by no means constitute an acceptable engineering design. BETONexpress and related documentation are provided "AS IS" and without warranties as to performance or merchantability or any other warranties whether expressed or complied. Because of the various hardware and software environment into which this software may be put, no warranty of fitness for a particular purpose is offered. Under no circumstances shall RUNET Norway AS and its personal be liable for any direct or indirect, incidental special or consequential damages resulting from the use or inability to use of this software or related documentation, even if RUNET has been advised of the possibility of such damages. This agreement shall be governed by EC (European Community) laws. If for any reason a court or competent jurisdiction finds any provision of this agreement, or portion thereof, to be unenforceable, that provision of the agreement shall be enforced to the maximum extend permissible so as to effect the intent of the parties, and the remainder of this agreement shall continue in full force effect. If this license is too restrictive with the laws of your country, do not use this software and return within 30 days after purchase, for a fully refund of your payment. RUNET NORWAY as, Tennfjord 6264-N, Norway e-mail: support@runet-software.com Internet: http://www.runet-software.com
1. General ......................................................................................................................6 2. After program installation..........................................................................................7 3. Basic philosophy in program use................................................................................8 4. Design objects ...........................................................................................................9 5. Calculation Window ...................................................................................................9 6. Files ......................................................................................................................... 10 7. Units ........................................................................................................................ 10 8. Step by step, program use ....................................................................................... 11 9. Parameters .............................................................................................................. 12 9.1 Concrete and steel class........................................................................................ 12 9.2 Design rules ........................................................................................................ 12 9.3 Eurocode Transition (insert screen)......................................................................... 13 9.4 Parameters of reinforced concrete .......................................................................... 13 9.5 Parameters of footings .......................................................................................... 14
9.5.1 9.5.2 9.5.3 9.5.4 9.6.1 9.6.2 9.6.3 9.6.4 9.6.5 9.6.6 Design according to Eurocode 7 ................................................................................... 14 Design with allowable stresses ..................................................................................... 14 Reinforced concrete design .......................................................................................... 14 Seismic design ........................................................................................................... 14 Wall stability according to Eurocode 7 ........................................................................... 15 Wall stability with allowable stresses............................................................................ 15 Gravity retaining walls, (design according to Eurocode 6) ................................................ 16 Gravity retaining walls (design with allowable stresses).................................................. 16 Reinforced concrete design .......................................................................................... 16 Seismic design ........................................................................................................... 16
Parameters of retaining walls ................................................................................. 15
9.7 Soil properties ..................................................................................................... 17 9.8 FRP Fibre Reinforced Polymer Materials ................................................................... 17 9.9 Reset all parameters............................................................................................. 17 10. General input data for concrete components ........................................................... 18
10.1.1 10.1.2 10.1.3 10.1.4 10.1.5 10.1.6
Name of design object............................................................................................... 18 Concrete-Steel Class ................................................................................................. 18 Reinforcing bar diameter ........................................................................................... 18 Partial safety factors for actions (Eurocode 0, Annex A1) ............................................... 19 Partial safety factors for materials (Eurocode 2 §2.4.2.4 Table 2.1.N) ................................... 19 Concrete cover (Eurocode 2 §4.4.1.2) ........................................................................... 19
11. Concrete slabs ......................................................................................................... 20 11.1 Slabs section design ............................................................................................. 20 11.2 One-way multiple span slabs (up to 8 spans) ........................................................... 21
11.2.1 11.2.2 11.2.3 11.2.4 11.2.5 11.2.6 11.3.1 11.3.2 11.3.3 Slab thickness .......................................................................................................... 22 Span length ............................................................................................................. 22 Number of spans ...................................................................................................... 22 Loads ...................................................................................................................... 22 Percent of moment redistribution................................................................................ 22 Support width .......................................................................................................... 22 Support conditions.................................................................................................... 24 Torsional resistance .................................................................................................. 24 Loads ...................................................................................................................... 24
Two-way slabs ..................................................................................................... 22
Ribbed slabs........................................................................................................ 24 Cantilever slabs ................................................................................................... 25
11.5.1 11.5.2 11.5.3 Slab thickness .......................................................................................................... 25 Loads ...................................................................................................................... 25 Free span ................................................................................................................ 25
11.6 Slab section, moment capacity ............................................................................... 26 11.7 Slab section strengthened with FRP jacket (moment capacity) .................................... 26 12. Beams ...................................................................................................................... 27 12.1 Effective flange width ........................................................................................... 27 12.2 Beam cross section data........................................................................................ 27 12.3 Beam cross section subjected to bending- shear and axial load ................................... 28 12.4 One span beam under composite loading................................................................. 28
12.4.1 12.4.2 12.5.1 12.5.2
Beam span .............................................................................................................. 29 Loads ...................................................................................................................... 29 Beam cross-section................................................................................................... 30 Span length ............................................................................................................. 30
Multiple span continuous beams ............................................................................. 29
. 55 User’s Manual 4 ...................................................... 33 13......................................... centrically loaded.....4 Spread footings eccentrically loaded ........................................................................ 45 16.......................................................................... 45 16........................................................ 40 15........ 46 17...............................................................................................................................................preview drawing ..............................................................................2 Language Set Up....................... 38 14............................. 49 19...........................................................................................................7............................5.....................................1 Greek character setup ................................................................................ 31 12........................1 Dimensions and loading ................... 37 14.............................................................. 31 12......5 Export drawing to dxf format ................................... 46 17...........................1 Preview report .................... 32 13....... 53 20...........3 Column section capacity............................3 Spread footings................................8 Beam section strengthened with FRP jacket (moment capacity)................................ Corbels / Brackets ..........................3 Dimensions ........................ 46 17.........................................................................................1.................................... 51 19............................................................ 54 21..................................1 15...................................BETONexpress RUNET software 12....................................................................................................................................... CAD drawing of concrete elements ..............6 15................... 43 15.........5 15......4 Export drawing to PDF format .................................................................... 41 15............................................ 32 13........1 Reinforcement schedule for plates ................ 52 19............... 48 18.............................................................................................................................. 53 21.......... 53 20........2 Soil properties ............................................. 51 Add extra dimensions............................................................................................. 53 20................................................... 45 17.....................2 Reinforcement .............................................................................................................................................................................................................................2 Design method ...................................2 Bearing capacity at load point ....2 15........................................................5.............................................. 44 16......... 53 20.......................1 Earth pressure .........1.......................................................5.............................................................................................1........................1 Properties of soil layers for lateral earth forces ............... Reports ....3 Dimensions ................................. colour and font sizes ..................................................................................................................... 53 20.................................................................6 Beam section subjected to torsion . 39 15....................7 Stability design .......................5 Spread footings.......................................................... 47 18..................................................................................................................... 42 Seismic loading................................... 43 Wall materials .......................................6 Number of spans ....................................................................................2 Lateral earth pressure........ Deep beams . Spread footings.....2 19................................................................................................. 35 14............................. 34 13...................................................................................................................................................... 53 19............................1 CAD Features ....................... 41 Stability checks using Working Stresses Design .5............................. 50 19........ 30 Percent of moment redistribution................. 43 15...............3 12.............3 Project panel .............................................................................4 Soil properties ............................................................. 48 18................................................ 50 19...........................................................................2 Reinforcement schedule for beams ...................... 50 Line thickness.... Retaining walls ...................... 55 21.....................7................. 36 14...............1 19.......................1 Loading ...................4 Column section strengthened with FRP jacket..................... eccentric (unsymmetrical) footing ..........................................................................3 Report to file .................................................................................................3 Dimension units ..................................................4................................................................................4 Screen sizes ...................... 40 15.......................3 Reinforcement ................ 42 Gravity type retaining walls ......................................... 30 Loads ................................................................................................ 47 17.................2 Slender columns (second order effects) ... 37 14........................................4 Text insert .5 12....... 44 16..............................................4 Loading ................................................................................4 12.............................................1 Design of column section in double bending ................................................... 41 15.........2 Printing report ....... 54 21............................................. 33 13. 38 15...................................... Reinforcement schedule....... Columns .................................................................... 30 Support width ....................5.............1 Design method .................................................7 Moment capacity of beam section .....................4............................................................................................2 Print ..................... Program settings ........ 31 12........................................................................................ 53 20.........5 User's guide ..........8 Retaining walls of cantilever type ...................................................... 38 14............................................ 41 Foundation soil ... 51 19...................................................................................................................................................1 15.............................................3 Decimal point symbol ..................................................... 54 21........................................................................... 40 15................................
.............. 56 Main report ............................................... 56 22...................................1...................................................................................1.......................2.................................................... 65 27.........................1....................................... Engineering tools ........................2 25......................................................................................................... 64 Annex 1 ................. 62 26.............5 24........................................................................................ References ........................ 59 Areas (x.. Various........2 24................... 55 22.......................................................................4 Eurocode 8................................................ BETONexpress Command Line..............................1...............................................1 Eurocode 0 EN 1990:2002..7 Troubleshooting .................................1 23.......................................................................................................................................... 65 27....1.............................. 58 Language Set Up .. 56 Report page footer.3 24.................................................... 65 27........................................................... §3...............................................................................................................2..BETONexpress RUNET software 21...................................................y coordinates) ... 55 21........1....................... Program settings ......................................1.......................... 61 Concrete cover Eurocode 2 § §4.....2 Eurocode 2..................................4 Report Page Header ............................1) ...................................... 61 25...............1... 60 25................................................................... 56 22............................. 57 22............................6 Printer Setup . 59 Areas (sum of triangles) ............................. Eurocodes .................1... 65 User’s Manual 5 ......... 56 Report cover ......................................................1..... Geotechnical design ..........................................................................2 Example of command text file ...........4...............................................3 22.................................................1.................................1..................................................................................3 23...................................... 55 21..... 60 Reinforcing steel Eurocode 2............................... 58 Greek character support ........................................... Load combination .1.............................2 .....................2............... 58 Unit conversion Cross sections ......................... 58 Decimal point symbol ......... 57 23................................................2.... Report parameters .......... 62 25.....2 23...........4 23............................................................ Seismic design ........ 60 25............................................................................................................................................................................................................... 59 25..........2 23........ ..2........................1 25...........1 How to import the command file............ concrete design ........................... 58 Screen dimensions................................................................1 22.................................1 24......................1 22......... 58 User's guide ..2..................................................2 22......................................................................2......................................................... 60 25...... 59 24..3 Concrete (Eurocode 2 §3............................................................................. 57 Report setup...............................................................................2 Page setup ............................................................... 59 Area (polar coordinates) ..........1 Command Line explanations ............3 Eurocode 7................................. 65 27..........................5 Report editing.......1 Report –setup.....................................................................................................................
The report shows in detail all the calculations and the design steps with references to the corresponding design code paragraphs. You can select the objects to be included in the final project report. code parameters and material properties. cantilever slabs. In one project you can create as many concrete components (design objects) as you desire. report previewing and printing exporting. General BETONexpress is a software that covers the design and analysis of concrete components according to Eurocode 2. section properties. In a unified environment you design concrete elements in a simple way. EN 1992-1-1:2004 or (EC2) ENV 1992 Design of concrete structures. The detailed calculations can be viewed immediately. With double clicking on a design object you enter its calculation window. User’s Manual 6 . The report quality is high with sketches. copy or delete design objects in a project with a click of the mouse.BETONexpress RUNET software 1. In case of inadequate design warnings in red colour appear in the report. With right clicking on a design object you can select actions like computations. section capacity with FRP strengthening column sections in biaxial bending. the allowable stress method may be used. continuous beams in uniformly distributed loading. one span in composite loading. The calculations of concrete components performed by BETONexpress cover all the needs of a structural design firm. Online user's manual and frequently asked questions (F. Eurocode 8 for the seismic design.) are included in the program. reinforcing bar properties. various engineering tools are included: unit conversion. isolated columns. guides you through the use of the program and the Eurocode provisions. centrically or eccentrically loaded.Q. section capacity with FRP strengthening flat or sloped footings. From the parameters menu you can adjust the default dimensions. section capacity. You can adjust the material properties and the design code parameters according to the requirements of the National application document.A. All the data are stored automatically in one file. The CAD modulus of the program automatically creates detailed drawings. Default values and checks for erroneous input values. facilitate the input data process. graphs and formulas. area computations. and Eurocode 6 for gravity wall design. The concrete components you can design are: Solid and ribbed slabs • • • • • • • • slab sections. For your design you can choose Eurocode 2. section capacity. and the design is immediately performed. A context-sensitive Help system. two-way slabs. A reinforcing bar schedule is also produced. lateral earth pressure coefficients. You can edit. or drawing. cantilever walls Beams of rectangular or T section Columns Spread footings Retaining walls Corbels-brackets Deep beams In addition. eccentric footings gravity type backwards inclined or not. loads and design code parameters of concrete components. It simplifies all the repetitive and time-consuming every day calculations for concrete elements. Eurocode 2 is used for the concrete design. In addition in the design of footings and gravity retaining walls. The report can be exported to PDF and Word files. In a graphical added environment you specify the necessary dimensions. section capacity with FRP strengthening beam sections in bending shear and torsion. and the reinforcing bar schedule. Eurocode 7 for the geotechnical design. according to the needs of your region and the Eurocode National application document of your country. section capacity. A dedicated window helps you working with the design objects in a project. one-way continuous slabs. and a special editor can be used to add or edit reinforcing bars. Each concrete object is well marked with a name and an icon.
The program is based on the structural Eurocodes. The application as well as the parameters of Eurocodes may differ from country to country. It is advisable to consult the National Application Documents, which define the parameters, the supporting standards and provide national guidance on the application of Eurocodes. After the installation of the program, the user must adjust various parameters such as material constants, safety factors, default values, and minimum requirements for reinforcement. The user can decide the appearance of the report by adjusting: user defined graphic and logo text, page margins, font selection, size of indentation etc. The report parameters must also be adjusted to meet the requirements of the program user.
From Parameters: • • • • Design rules. You can select the design code you want to use.(select Eurocode or native code for concrete design, Eurocode 7 or allowable stresses for foundation design, seismic design) Concrete and steel class. You select the default concrete class and reinforcing steel class. Eurocode transition, select EN or ENV version of Eurocodes to apply in the design. Concrete properties, Reinforcing steel properties, Soil properties, Fiber Reinforced Polymer materials. You can adjust the characteristic properties according to the requirements of your region or country. For this it is advisable to consult the National Application Document of the Eurocodes 2, 6, 7, 8 and 1. Parameters of reinforced concrete, Parameters of footings, Parameters of retaining walls. You can set the default values for the various design pars.
From Report setup: You can adjust the report appearance (margins, font, cover, company logo, page caption, page footnote, indentations, graphic appearance, pagination). From [Setup/Decimal point] you can select type of decimal point symbol. You check the right appearance of Greek mathematical symbols in the report. If you do not get the right appearance of Greek characters, then from [Setup/Greek character support], you can select the Greek characters to appear explicitly with English characters. According to the notation used in the Eurocodes the report contains many Greek mathematical symbols. Depending on the Window installation the Greek mathematical symbols may or may not appear right. If you have Windows XP or 2000 you may add Greek language support in your Windows. Go to [Settings/Control Panel/Regional and Language Options/Advanced]. If your Windows do not support Greek mathematical symbols, then from [Setup/Greek character support] select NO. The Greek characters will appear as alpha, beta etc., in the report. You can change program language from [Setup/Language Set-Up]. By changing the language and confirm it by [apply]. You must recalculate the design objects to take the new language in the report. From [Help/Program user's manual] you can read or print the program user's manual.
Basic philosophy in program use
With the program you create and manipulate various design objects. The design objects can be a variety of concrete parts of a structure such as: slabs, beams, columns, footings, retaining walls, corbels, deep beams. All the program activity takes place within the main window. Within a project you may create as many design objects as you want. All the data are saved in one project file. A common report and reinforcing bar schedule is created. You can select the concrete objects that you want to include in the report and the rebar schedules. The main window displays and handles all the necessary information and actions for the design objects of the project. You can create new design objects with the action buttons at the top of the main program window. Each design object, with a name you specified, and a characteristic icon, is shown in a list in the [Design objects] window. From this window you can regulate their appearance and the order of appearance in the report. The right side window shows the calculations of the selected design object. By double clicking a design object you enter its calculation window, where you specify the dimensions, the loads and the design code parameters. When the object is created the parameters take the default values. All the required data are well marked with a sketch, and the appropriate dimensions. The program constantly checks for wrong or inappropriately entered values. With right clicking a design object you can select from the popup menu actions like computation, report previewing, printing, exporting, or CAD drawing. In front of every design object is a check box. Only the objects that are checked will be included in the common report and reinforcing bar schedule. The basic steps in using the program are: • • • • • • • • • • Open a Project File from menu [Files]. Select a design object, from the [Design objects] window, or create a new one from the action buttons at the top of the main program window. Activate the computations of the object, by double clicking the design object or by clicking the computations button. If it is a new object the computations are activated automatically. In the object's calculation window enter the necessary data for the particular design object and do the computations. In the calculation window you may see the drawing of the object, its reinforcement lay out, and you may preview or print the report of that particular design object. Check the objects you would like to appear in the report, and adjust their order of appearance in the [Design objects] window. Preview and Print the report and the reinforcing bar schedules, for the marked objects. Specify the design and code parameters, and the default values from the menu Parameters Adjust the report appearance and the contents. Adjust also the units used in the report. Adjust program appearance and basic parameters.
The design objects can be a variety of concrete parts of a structure such as : slabs, beams, columns, footings, retaining walls, corbels, deep beams. We will refer to these calculations as design objects, concrete objects or structural objects. You create the design objects with the action buttons on the top. In a project you may create as many design objects, as you want. Automatically the program gives a default name to each object, (which you may change), and assigns a small characteristic icon in front to recognize the type of the design object. The design objects are autonomous and each one has its own drawings, material properties and computations. All the design objects of the project are listed in the window at the left, which is the basic window in working with the design objects. By selecting (clicking at) an object, the corresponding computations appear on the right window. If the object appears in red colour, the computations have errors or are not satisfying. The sketch of the selected design object appears underneath. With double clicking on a design object you enter its calculation window. With right clicking on a design object you can select actions like computations, report previewing and printing exporting, or drawing. The objects checked in front, are included in the report, and the reinforcing bar schedules. A common report and reinforcing bar schedule is produced from the selected objects. In the Report Setup you may specify the report of each design object to start in a new page. The order of the objects (which is also the order of appearance in the report), is regulated with the two buttons . You can delete one or more selected objects by clicking at Del key or , (multiple selection of design objects with [Shift] and mouse click, or [Ctrl] and mouse click). You can duplicate a selected object by clicking at .
A calculation window has a typical sketch of the concrete object that is to be designed. All the necessary input data are marked with their dimensions. Depending on the speed of the computer the user can choose to have the computations performed simultaneously with the data input/change or when clicking the button [Computations] The calculations appear in the window underneath. This window can expand by clicking [Report Up]. Warnings and errors for inadequate design values are shown in red in the calculations. You can enter a CAD drawing of the concrete component by clicking [Drawing], or by double clicking at the centre of the sketch of the concrete object. The size of the letters in the object graph can be adjusted from Report Setup. When the object is created all the parameters take default values. A check is always made for wrong or erroneous input values. After the computations an OK or Error (in red) message is shown on top left. By clicking at Drawing a detailed drawing appears. With Preview and Print the full report of that object may be previewed or printed. From this preview you can export the report to PDF or Word file.
open and save files. All the structure objects are saved in the same unique file with an extension [BetonExpressData]. The unit of every value in the report is also marked. Units used in the program: length forces [m] . [kN] moments [kNm] stresses [N/mm²] = [GPa] concentrated loads [kN] distributed loads line loads [kN/m²] [kN/m] reinforcing bar diameter [mm] concrete cover [mm] You can select the units for the reinforcement in the report from [Setup/Units in report] User’s Manual 10 .BETONexpress RUNET software 6. The unit of any input value is marked next to the place you enter the data. Units The units used in the program are SI (System International Metric) units. Files You create. 7. When you specify a new file name you don't have to type in the extension. The data are saved automatically as you change them and you do computations.
In the report only the objects checked in front will appear. A message appears if design is OK. enter the necessary data for the particular design object and click on . Preview report. Select (check) the objects you want to include in the report. Report setup. Automatic generation of CAD drawings. e. margins. captions and footnotes. automatically you enter the computation window for this object. The data are saved automatically.g. Step by step. new page after each object printout.BETONexpress RUNET software 8. the calculations are performed automatically when you change the data. or by clicking at . You may select an existing design object. program use Open a Project File. line thickness and paragraph indentation Print the report User’s Manual 11 . from the [Design objects] window. Adjust the appearance of the report. Footing-001. All the data are saved in the same file. All the computations for the design object are performed. Create a new Design object. With the arrows you can adjust their order of appearance in the report. the computations and the dimensions are adequate. From the drop-down buttons on the top. You can adjust: font size. If the design has problems due to inadequate dimensions this message will appear. Click to see more of calculations. In the window with the computations. character font. Use New for new project and Open for an existing project file. From preview you can export the file to PDF or Word format. When the Auto-computation is checked. and activate the computations by double clicking at the object. line distances.
User’s Manual 12 . first you have to click the edit procedures. (in footings. to unlock 9. and you set default values for various design requirements. beams. default values for concrete and steel class. Concrete properties. Fibre Reinforced Polymer (FRP) materials. Eurocode 6 or allowable stresses for gravity wall design. Parameters of retaining walls. minimum and maximum rebar requirements for slabs. Eurocode 2 or native code for concrete design. Eurocode transition. columns. and the coefficients for the foundation analysis with allowable stresses. according to the National Application Documents. From the Parameters you set: Concrete and Steel class. 9. Parameters By setting various design parameters you adapt the Eurocodes to the native requirements. you adjust the partial safety factors for Eurocode 7. Working Stress Design (allowable stresses) Design of gravity type retaining walls • • Ultimate Limit State Design. you adjust the load factors and you set the default values for concrete cover. according to Eurocode 8 No seismic design. participation factor of passive earth pressure. You update and set the material and soil properties. Parameters of reinforced concrete. footings and retaining walls. default rebar diameters. . Soil properties. Design Rules.2 • • Design rules According to Eurocode 2 Native Concrete Design Code (if available) Options: Reinforced Concrete Design Geotechnical design for footings and retaining walls • • Ultimate Limit State Design. Parameters of footing design. and in retaining walls). according to Eurocode 6 Working Stress Design (allowable stresses) Seismic design • • Seismic design. In order to edit the material properties or other design parameters. You select also the default properties for concrete. etc. according to Eurocode 7. you adjust the characteristic properties according to the requirements of your region. seismic design or not. reinforcing steel and soil to be used in the program. 7 and 1. Reinforcing steel properties.1 Concrete and steel class Select the default values for concrete class and reinforcing steel class. and the coefficients for the wall stability analysis with allowable stresses. select the design code you want to use. select EN or ENV version of Eurocodes to apply in the design. Eurocode 7 or allowable stresses for foundation design.BETONexpress RUNET software 9. you adjust the partial safety factors for Eurocode 7. For this it is advisable to consult the National Application Document of the Eurocodes 2.
BETONexpress RUNET software 9.3 Eurocode Transition (insert screen) Eurocode transition. select EN or ENV version of Eurocodes to apply in the design. Default values for concrete cover. Eurocode 0. 9. EN 1990:2002. The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design.4 Parameters of reinforced concrete Default values for parameters of the reinforced concrete design Default values for action coefficients for permanent and variable actions and load combination coefficients for variable actions. In the design of a concrete member the mean reinforcing steel diameter is used as a default value. User’s Manual 13 . minimum mean and maximum steel bar diameters and spacing for slabs beams columns and footings These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 2.
If checked the minimum and maximum steel percentages are computed according to Eurocode 2 §9.3. The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design. and load combination coefficients for variable actions. and minimum mean and maximum steel bar diameters and maximum spacing for reinforcement.1. STR and GEO limit cases.5 Parameters of footings These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 7. Default values for concrete cover. Requirements for min-max reinforcement as slabs. The spacing of the reinforcing bars in the design of footings will not exceed the maximum spacing specified in these parameters. a part only of the live loads must be considered. or the native design code for earthquake resistance of structures. You can adjust them according to the requirement of National Application Document. In the design of footings the mean reinforcing steel diameter is used as a default value.BETONexpress RUNET software 9. Design ground acceleration. In order to edit the material properties or other design parameters. You specify the default design ground acceleration ratio α. Seismic design. You specify the default option for designing or not for seismic loading.4 Seismic design The seismic design for footings is according to Eurocode 8 Part 5.5. first you have to click the edit procedures. . for EQU.1 Design according to Eurocode 7 Partial safety factors as defined in Eurocode 7 Annex A.5.2 Design with allowable stresses When you design with allowable stresses and seismic loading. Some factors although for the seismic design must be adjusted according to the National Application Document of Eurocode 8. This part is defined by a factor specified in these parameters.3 Reinforced concrete design Default values for action coefficients for permanent and variable actions. 9.5. 9. 9. to unlock 9. (Eurocode 2 does not mention anything about the min-max steel percentages for footings).5. The horizontal seismic acceleration is User’s Manual 14 .
20 to 1.3.50.33. In seismic design. you can specify a limit for the load eccentricity on the footing. Eccentricity limit. it sets an upper limit to the eccentricity of the load. 7 and 8. Additional factors according to Eurocode 8.3.2 Wall stability with allowable stresses Safety factors. You can adjust them according to the requirement of National Application document.30.6 Parameters of retaining walls Default values for parameters of the design of retaining walls. 9.BETONexpress RUNET software taken as ah=αxg (where g is the acceleration of gravity). Increase of allowable soil bearing pressure. you can increase the allowable soil pressure by a factor. The upper limit for the ratio of the (effective footing area)/(footing area) can be specified.2) is c=0.2 as: kv=cxkh.§ 7.2.50. which you specify in this set of parameters. 9. In seismic design. The usual value for coefficient c (Eurocode 8 Part 5. B= footing width) is imposed for the loading on the wall foundation.6. Participation factor for passive earth pressure.6. Safety factors for wall stability (overturning). In designing with allowable stresses you can reduce the favourable effects of the passive earth pressure by the reduction factor. 9. Usual values for these safety factors are 1. which corresponds to load eccentricity ratio 0. User’s Manual 15 .1 Wall stability according to Eurocode 7 Partial safety factors as defined in Eurocode 7 Annex A. The vertical seismic coefficients is taken according to Eurocode 8 Part 5. (effective footing area is considered the contact area of footing and soil). when you design with allowable stresses. These parameters may be adjusted according to the design code requirements and National Application Document for Eurocode 2. In many design codes this factor is about 1. This coefficient has a usual value 0. for EQU STR and GEO limit cases. A limit in the eccentricity ratio (e/B e=load eccentricity.50.§ 7. and sliding. Specifying a limit value for the effective footing area.
3) 9. when you design with allowable stresses. fv [N/mm²] allowable shearing stress. 9. Some factors although for the seismic design must be adjusted according to the National Application Document of Eurocode 8 Part 5. Safety factors.2.00.2) fvk0 [N/mm²] characteristic shear strength (Eurocode 6. mean. Table 7. The horizontal and vertical seismic coefficients affecting all the masses are taken according to Eurocode 8 Part 5. Part 5. and maximum steel bar diameters. Requirements for min-max reinforcement as slabs. the safety factors against sliding and overturning maybe reduced towards 1.1. In seismic design.50.2. The spacing of the bars in the steam and the footing. If checked the minimum and maximum steel percentages for the wall footing are computed according to Eurocode 2 §9. 9. §3. You specify the default design ground acceleration ratio α. and maximum spacing for reinforcement for the retaining wall stem and the footing. In some design codes this factor is about 1. The usual value for coefficient r according to Eurocode 8 Part 5.2 as: kh=α/r. Design ground acceleration.1.50.6.6 Seismic design The seismic design is according to Eurocode 8. which is used in the design will not exceed the maximum spacing specified in these parameters.6.3. (Eurocode 2 does not include anything about the min-max steel percentages for footings). In the design of the wall stem and the footing the mean reinforcing steel diameter is used as a default value.3. (design according to Eurocode 6) Properties of masonry wall materials. §4.5 Reinforced concrete design Default values for concrete cover. The minimum and maximum values for the steel bar diameters are the low and upper limits of the bar diameters which are used in the design.5. Increase of allowable soil bearing pressure. User’s Manual 16 . The usual value for the coefficient c according to Eurocode 8 Part 5. when you design with allowable stresses. or the native design code for earthquake resistance of structures.6. and kv=cxkh. Additional factors according to Eurocode 8.4 Gravity retaining walls (design with allowable stresses) Properties of masonry wall materials. fk [N/mm²] characteristic compressive strength of the masonry (Eurocode 6. § 7.00 to 1.3. fc [N/mm²] allowable compressive stress. You specify the default option for designing or not for seismic loading.6. ft [N/mm²] allowable tensile stress. In seismic design.20 to 1.BETONexpress RUNET software 9. minimum. The horizontal seismic acceleration is taken as ah=αxg (where g is the acceleration of gravity).§ 7.6. Seismic design.30.2 is c=0. for walls with possibility of small sliding is r=2.3 Gravity retaining walls. you can increase the allowable soil pressure by a factor.
The upper limit for the ratio of the (effective footing area)/(footing area) can be specified.3. from [Parameters/Soil properties]. qu: bearing capacity. press the button If you reset all parameters ALL your user defined values will be LOST. such as epoxy. Ks: modulus of subgrade reaction. glass (GFRP). Ef characteristic elastic tensile modulus [Gpa] ftk characteristic tensile strength [Mpa] 9. you can specify a limit for the load eccentricity on the wall footing. it sets an upper limit to the eccentricity of the load. Materials made from carbon (CFRP). User’s Manual 17 . You can any time change the parameters from inside the calculation window. Es: modulus of elasticity.33.2 3 (6) the shearing resistance between soil and wall is restricted to be less than a ratio (2/3=0. or aramid (AFRP).BETONexpress RUNET software In seismic design.). This factor has a usual value 0.P. bonded together with a polymeric matrix. 9. If you want to reset all your parameters to the original values of the program.67) of the soil shearing resistance. (effective footing area is considered the contact area of footing and soil).9 Reset all parameters From the menu [Setup/ Show all parameters] setting you can see the default values you have chosen for your designs. c: cohesion qa: allowable bearing pressure. You can edit the values of the soil properties. In order to edit the FRP material properties: in order to unlock the edit procedures insert and delete buttons.50. 9. In the seismic loadings. µ: Poisson ratio. which corresponds to load eccentricity ratio 0. § 7. are used as coatings to strengthen reinforced concrete components. γd: dry unit weight .R. This coefficient has an usual value 0. Specifying a limit value for the effective footing area. a reduction factor can be applied on the favourable effects of passive earth force. According to Eurocode 8 Part 5.50.8 FRP Fibre Reinforced Polymer Materials Fibre Reinforced Polymer materials (F. These materials have high strength and stiffness in the direction of the fibres.7 Soil properties insert and delete buttons. Program will close down and you must restart the program. polyester or vinylester. γs: saturated unit weight φ°: angle of internal friction. low weight and they resist corrosion.
the reinforcing bar diameter which is going to be selected in the design. The User’s Manual 18 .1.1.2 Concrete-Steel Class Concrete and steel classes used in the calculations of the design object. slab-001. In the creation of each object the program assigns a default name e. which is used in the design of the concrete object.1. The default values for the program are set from [Parameters/Concrete and Steel class].3 Reinforcing bar diameter You specify the reinforcing bar diameter. which appears in the report. Beam-002 etc.g. 10. is going to be a bar diameter. (names up to 16 characters long) 10. resulting in economical reinforcement.1 Name of design object Every design object has a name. which may be changed any time. If you do not check next to the bar diameter. When a design object is created the concrete and steel classes are set automatically to the default values. then only the selected bar diameter will be used in the design of the concrete If you check element.BETONexpress RUNET software 10. General input data for concrete components Most of the concrete design objects have some basic common data as follows: • • • • • • • • Name of design object Concrete and reinforcing steel class Material factors Partial safety factors for actions Load combination coefficients for variable actions Concrete cover Reinforcing bar diameter Include rebar schedule in report 10. If the selected diameter although is outside the limits (minimum and maximum rebar diameter) is not going to be used.
1+ΣγQ.5 Partial safety factors for materials (Eurocode 2 §2.1. The initial values for the reinforcing bar diameter. and for humid environment with frost 25 mm. Eurocode 0 Annex A 1.4.N) The design strength of the materials is for reinforcing steel. (Eurocode 2 §2.2.2.1.N) Factors to take account for the differences between the strength of test specimens of the structural material and their strength in situ. γc for concrete. [Parameters/Parameters of retaining walls]. To select other bar diameter click the arrow and choose from the standard diameters for reinforcing bars.2) Concrete cover Cnom is the distance between the outer surface of the reinforcement and the nearest concrete surface. User’s Manual 19 .6 Concrete cover (Eurocode 2 §4. Include rebar schedule in report.1. 10.1.j Gk.4 Partial safety factors for actions (Eurocode 0.7.4. and γQ=1.j +γQ.4 Table 2.1. when a design object is created.1. The rebar diameter for beam stirrup reinforcement is defined in [Parameters/Reinforced Concrete]. In general: The minimum cover for dry environment and for interior of buildings is 15 mm.1. for humid environment without frost 20 mm. are the ones specified in the [Parameters/Reinforced Concrete].50 The design values for actions are combined as: ΣγG.i Qki 10.4 Table 2. For more severe environment as humid environment with frost and de-icing salts. [Parameters/Parameters of footings]. or seawater environment. The values defined in Eurocodes for these factors are γG=1.1 Qk. the corresponding rebar schedule is included in the end of the report of each concrete object. and γs 10.4.35.BETONexpress RUNET software lower and upper limits of rebar diameters for the concrete objects are specified in [Parameters/parameters for reinforcing concrete].i ψQ. fd=fk/γm where γm is the material factor. 10.2.1. Minimum required concrete cover depending on the environmental conditions is given in Eurocode 2 §4. If checked. Annex A1) Factors for the combination of permanent and variable actions. for interior and exterior concrete components the minimum cover is 40 mm.4.
Slabs supported on all four edges. The support moments are computed at the faces of the supports. can be specified for each slab side.1. Three categories of two-way slabs are considered. You can design two-way slabs. A detailed report with all the computations. The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §8. Linear elastic theories are used for the computation of bending moments. The stress-strain diagram for concrete and steel is as in the figures below. Ultimate moment capacity of slab section with given reinforcement and strengthened with FRP (Fibre Reinforced Polymer) jacket.1. Full code check. One-way multiple span slab. Uniformly distributed dead and live loads and concentrated line loads (dead and live) at the free end. in ultimate limit state for bending. You specify the desired diameter for flexural reinforcement. The design moments can be modified by a moment redistribution. Plane sections remain plain The strain in bonded reinforcement is the same as the surrounding concrete. can be specified. The default diameter for longitudinal reinforcement is defined in [Parameters/Reinforced Concrete/Plates]. is performed. or tables by Czerny or Bares of linear analysis are used for the computation of the bending moments. EN 1990:2002 ). according to Eurocode 2.1 Slabs section design Design of slab section. Design of slab section of solid or ribbed type subjected to a bending moment. (Eurocode 0. The type of each edge support (simply supported or fixed). Design of one-way continuous slabs up to 8 spans with optional end cantilevers.2. You may check to use specific reinforcement diameter or the program optimises the reinforcement around the desired diameter. and code references is produced. and slabs supported on two adjacent edges and having the other two free. Eurocode 2 §5.4N. The flexural reinforcement is computed according to Eurocode 2 § 6. Marcus method. A load factor <=1. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7. and uniform load with dead and live components on the spans. The static solution is performed with finite element analysis taking into account the most unfavourable placing of live loads on the spans in order to obtain the maximum or minimum design values for bending moments. Concrete slabs Dimensioning of concrete slabs of solid or ribbed cross section.3. graphs. Design of cantilever slabs of variable thickness. Section capacity. Table 7. User’s Manual 20 .5.00 can be specified for each span to introduce the load distribution in continuous 2-way slabs. The lengths. and the spacing and number of reinforcing bars are obtained. subjected to a bending moment. of solid or ribbed type. Basic principles. Cantilever slabs.4. The design actions are obtained with combination of permanent and variable actions γG Gk +γQ Qk. Ultimate moment capacity of slab section with given reinforcement. if the percentage of moment redistribution is specified >0. Two-way slabs. You can design the following slabs: Slab sections. The reinforcing bars are automatically placed in the reinforcing bar schedules. slab supported on three edges and having one edge free. The tensile strength of concrete is ignored. or one-way multiple span concrete slabs. Section capacity with FRP jacket. 11.BETONexpress RUNET software 11. and compute the ultimate capacity of slabs sections and slabs with FRP (Fibre Reinforced Polymers) jackets. the slab height and the loading may be specified for every span. The reinforcing bars are automatically placed in the reinforcing bar schedules. Eurocode 2 §6. Ultimate Limit state for bending. §9.
11. Full code check. In the moment redistribution the negative support moments.5). in ultimate limit state for bending. span length. are according to Eurocode 2 §8.2 Table 7. The reinforcing bars are automatically placed in the reinforcing bar schedules. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7. On the left window you can change values for each span. and uniform dead and live loading on the spans.4N. The static solution is performed with finite element analysis taking into account the most unfavourable live load placing on the spans in order to obtain the maximum or minimum design values for the bending moments. You may check to use specific reinforcement diameter or the program optimises the reinforcement around the desired diameter. The loads are multiplied by a load factor k (default value 1. with a corresponding increase of the positive span moments. The span length. The reinforcing steel detailing and minimum requirements. A detailed report with all the computations. §6. User’s Manual 21 . and code references is produced. graphs. if the percentage of moment redistribution is specified >0. They are analysed as continuous beams with rectangular cross section of width 1. is performed.3. calculated using linear elastic analysis. This factor is used for the load distribution when two dimensional in plane solution of a slab system is performed.1. according to Eurocode 2.1 for solid slabs is 50 mm. are reduced by the ratio of moment redistribution. The reinforcing bars are automatically placed in the reinforcing bar schedules. You specify the desired diameter for flexural reinforcement. Cantilevers at the left and right end can be specified. The flexural reinforcement is computed according to Eurocode 2. The support moments are computed at the faces of the supports.00). the slab height and the loading can be specified for every span. The design moments are redistributed (EC2 §5.BETONexpress RUNET software Slab thickness h in meters [m]. The design actions are obtained with combination of permanent and variable actions as in EN 1990:2002 (γG Gk +γQ Qk).00 m.3. The slabs may have solid or ribbed cross section.2 One-way multiple span slabs (up to 8 spans) Design of one-way continuous slabs up to 8 spans with optional end cantilevers.4. The minimum slab thickness according to Eurocode 2 §5. and loads and by pressing the set button you set these values for all the spans. The default diameter for longitudinal reinforcement is defined in [Parameters/Reinforced Concrete/Plates]. On the right window you specify slab thickness. such as the resulting moments along the plate remain in equilibrium. and the spacing and number of reinforcing bars is obtained. §9.
Slabs supported on two adjacent sides and with the other two sides free. To set the thickness for each span click and edit the corresponding cells at the left window under the beam sketch. 11.2. 11. The loads are multiply by a load factor k (default value 1. From the left window you may change these values for span length L. such as the resulting moments remain in equilibrium (Eurocode 2. Clicking at value at all the spans.BETONexpress RUNET software 11. in continuous slab. is the default span length. you specify the existence of cantilevers at the left or the right end.3 Two-way slabs Three categories of two-way slabs are considered. and the default loads g and q. From the left window under the slab sketch. To set the span length for each span click and edit the corresponding cell at the left window under the beam sketch.4 Loads Default loads in [kN/m²]. Load factor K. The spans are automatically created with the default length Lo.2 Span length the span length is set to the default Slab length Lo in meters [m].2. in meters [m]. thickness h. and loads g and q. for the computation of the reinforcement over the supports. The total dead load is computed by the program as g=(g1+self weight).6 Support width Mean support width in meters (m). are reduced by the ratio of moment redistribution. is defined by the user in percent (%).1 Slab thickness Slab thickness ho. §5.00). 11.2. The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990:2002. g1 for the dead load of the slab finishing.5). and q for the live load on the slab.2. Slabs supported on three sides and with one side free. are computed at the support faces at a distance b=bsup/2 from the axis of the support. By checking cantilever at left or cantilever at right. By clicking at you set the values for the loads at all the spans to the default values.00).2. with a corresponding increase of the span moments. is the default slab thickness of the spans. At the cantilevers (if they exist) the span length is set to (1/4) of the default value. 11. γG Gk +γQ Qk). when two dimensional in plane solution of a slab system is performed. to the moment before redistribution.5 Percent of moment redistribution The support moments. The design support moments.2. The loads are multiplied by a load factor k (default value 1. User’s Manual 22 . the default thickness ho. This factor is used for the load distribution when two dimensional in plane solution of a slab system is performed 11. 11. Slabs supported on all four sides.3 Number of spans You specify the number of spans of the continuous slab. Clicking at the thickness at all spans is set to the default value. you may change these default values for every span. The ratio of redistributed moment. calculated using linear elastic analysis.
Marcus H. 2nd ed.. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7. Ernst Sohn.Ly². Table 7. is performed. The reinforcing bars are automatically placed in the reinforcing bar schedules. Berlin. The default diameter for longitudinal reinforcement is defined in [Parameters/Reinforced Concrete/Plates]. 1929.Lx². Tables for the Analysis of Plates. You specify the desired diameter for flexural reinforcement. The reinforcing bars are automatically placed in the reinforcing bar schedules. The two directions x-x and y-y of the slab are designed separately. which reduces the deflections of the strips.BETONexpress RUNET software Linear elastic theories are used for the computation of bending moments..3. Beton Kalender 1983.TV TV are coefficients obtained from tables for various Lx/Ly ratios and support conditions Marcus method of analysis. The design methodology for computing the bending moments is: Tables of Czerny Czerny F. The flexural reinforcement is computed according to Eurocode 2 §6.Lx/TV vx:=±q. The design actions are obtained by the combination of permanent and variable actions as in Eurocode 0. Bauverlag GmbH.4N. in ultimate limit state for bending.. Slabs and Diaphragms Based on the Elastic Theory. qx=kq and qy=(1-k)q. caused by the continuity between individual plate strips produce torsional resistance. Full code check. according to Eurocode 2. "Die vereinfachte Barechnung biegsamer Platten". EN 1990:2002 ( γG Gk +γQ Qk).TV. This simplified model does not take into account the transverse shear forces along the sides of the plate strips. is taken care with additional approximate formulas introduced by Marcus. my=q. The method is based on two orthogonal strips of unit width at midspans having equal deflections in the middle. The direction with the maximum bending moment defines the lower reinforcement layer. in the two main directions. The effect of torsional resistance of the plate in reducing the span moments.TV vx:=±q. Springer-verlag. Wiesbaden und Berlin 1971 the values for bending moments are mx=q.42. Tables of Bares Bares R.TV for shear forces are vx:=±q. These shear forces. and the spacing and number of reinforcing bars is obtained.Lx²/TV mx=q. Tafeln fur vierseitig und dreiseitig gelagerte Rechteckplatten ..Lx/TV TV are coefficients obtained from tables for various Lx/Ly ratios and support conditions.Lx²/TV for shear forces are vx:=±q. You can check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter. 1983 the values for bending moments are mx=q.1. The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §8.Lx.Lx. User’s Manual 23 . §9. From this the total slab load q is split into two parts.. Berlin.
Some requirements for ribbed or waffle slabs are in Eurocode 2 §5. They are designed as solid slabs. but the reinforcement is placed in the ribs.3 Loads Loads in [kN/m²].4 Ribbed slabs Slabs with voids. and q for the live load on the slab. g1 for the dead load of the slab finishing. Additional data from the solid slabs are the rib (web) width bw. The total dead load is computed by the program as g=(g1+self weight). 11.1 Support conditions 11.1 (6) User’s Manual 24 .3. γG Gk +γQ Qk.3. The design actions are obtained with combination of permanent and variable actions as in Eurocode 2 EN 1990:2002.3.BETONexpress RUNET software 11. in order to reduce the self weight. In the case of two-way ribbed slabs the torsional resistance is not taken into account. and the overhanging (void) width b1.3. 11.2 Torsional resistance Specify to take into account or not the reduction of span moments due to the torsional resistance of the plate when you use Marcus method of analysis.
The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §8.).5. The design actions are obtained with combination of permanent and variable actions.5.BETONexpress RUNET software 11. is performed.5. §9.3 Free span User’s Manual 25 . The reinforcing bars are automatically placed in the reinforcing bar schedules.1 Slab thickness Slab thickness h at fixed end and h1 at free end in meters (m). graphs. Table 7. 11. Full code check.1. and concentrated line loads in [kN/m] (dead and live components) at the free end. The flexural reinforcement is computed according to Eurocode 2 §6. Pg [kN/m] is the dead concentrated load at the free end and Pq [kN/m] the live concentrated load at the free end. You can specify uniformly distributed load in [kN/m²] with dead and live components. and q for the live load on the slab.2 Loads Uniformly distributed loads in [kN/m²].42. g1 for the dead load of the slab finishing. A detailed report with all the computations. The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990:2002 (γG Gk +γQ Qk).3. and code references is produced. The design in ultimate limit state of cracking is limited to the requirements of slenderness according to Eurocode 2 §7. according to Eurocode 2. in ultimate limit state for bending.4N. 11. 11. (γG Gk +γQ Qk) (EN 1990:2002.5 Cantilever slabs Design of cantilever slabs of variable thickness.
Parabolic stress-strain distribution diagram for the compressive stresses of concrete. and thickness) of the FRP material The bending moment under service load without FRP jacket. The dimensions and the reinforcement. by numerical integration of the internal forces acting on the section. You can edit and update the table of By clicking at FRP materials from the menu [Parameters/FRP materials].6 Slab section.7 Slab section strengthened with FRP jacket (moment capacity) Evaluation of the ultimate moment capacity of slab section. The ultimate bending capacity of the cross section is computed. Tensile stresses of concrete are ignored. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section. The following assumptions are used : • • • • • Plain sections remain plane. The characteristic properties (Modulus of Elasticity. User’s Manual 26 . 11. Elasto-plastic stress-strain relationship for the steel. moment capacity Evaluation of the ultimate moment capacity.BETONexpress RUNET software 11. The internal forces are the forces due to compression of the concrete. due to tension and compression of the steel at the positions of the reinforcing bars. (bending moment without FRP jacket) are taken into account in the evaluation of the stresses in the FRP jacket. and due to compression and tension of the FRP jacket. Linear stress-strain relationship for the FRP material. you select FRP material from the table of FRP materials. with a given reinforcement and strengthened with jacket from Fibre Reinforced Polymer (FRP) material. and due to tension and compression of the steel at the positions of the reinforcing bars. The internal forces are the forces due to compression of the concrete. Elasto-plastic stress-strain relationship for the steel. of a slab section with a given reinforcement. The initial deformations under service load. The following assumptions are used: • • • • Plain sections remain plane. Tensile strength) of the FRP material The dimensions (width. Tensile stresses of concrete are ignored. For the cross section you specify: • • • • • The concrete and steel class.
3.85L for end span and 0. The distance Lo is the distance between the point of zero moments in the span. The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §9. and strengthened with Fiber Reinforced Polymer (FRP) jacket. Design of continuous beams.3. You can design single or multiple span continuous beams.2.1. The loading is the superposition of uniformly and triangularly distributed loads. 12. is performed. The linear static analysis is performed taking into account the most unfavourable placing of the live loads on the spans to obtain the maximum or minimum design values for bending moments and shear forces.2. The left or right end support conditions of the beam may be specified as simply supported or fixed. Moment capacity.1 Effective flange width The effective flange width for symmetrical T beams may be taken as beff=bw+(1/5)Lo<b and for beams with flange at one side only as beff=bw+(1/10)Lo<b1+bw. A detailed report with all the computations. You may check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter.5). the cross section data and the loading may be specified for every span.1(3). The loads can have dead and live components. graphs. Design of a rectangular or T shape beam section subjected to combined torsion shear and bending. and compute the ultimate capacity of beam sections and beams strengthened with FRP (Fibre Reinforced Polymer) jackets. Beams Dimensioning of concrete beams. T section. The number of reinforcing bars and stirrup spacing is computed.1(2). The support moments are computed at the faces of the supports. or edge beam. Single span beam in composite loading. User’s Manual 27 . Moment capacity with FRP jacket. The effective flange width is evaluated according to Eurocode 2 §5. The beam cross section can be rectangular. in ultimate limit state of cracking.2.BETONexpress RUNET software 12. Multiple Span Beam. The reinforcing bars are automatically placed in the reinforcing bar schedules.2. of rectangular or T cross-section. is limited to the requirements of cracking control of Eurocode 2 §7.2. and code references is produced.2. Eurocode 2 §5. and the requirements of slenderness according to Eurocode 2 §7. The design actions are obtained with combination of permanent and variable actions as in Eurocode EN 1990:2002 (γG Gk +γQ Qk). Design of a rectangular or T beam section subjected to combined bending and shear and axial force large and small eccentricity. You can design the following beam types: Beam section. Evaluation of the ultimate capacity of a beam section with given reinforcement. The shear reinforcement is computed according to Eurocode 2 §6.70L for internal spans Eurocode 2 §5. in ultimate limit sate for bending. Torsion. T section. and uniform dead and live loading on the spans. The design. Evaluation of ultimate capacity of a beam section with given reinforcement.3. The beam cross section can be rectangular.4.1. The lengths. The effective flange width is evaluated according to Eurocode 2 §5. Full code check. Dimensioning of single span beam under composite loading. In a continuous beam Lo may be taken as 0.2 Beam cross section data All dimensions in meters (m). The reinforcing bars are automatically placed in the reinforcing bar schedules. The flexural reinforcement is computed according to Eurocode 2 § 6. up to 8 spans with optional end cantilevers.3. according to Eurocode 2. The design moments may be redistributed (Eurocode 2 EC2 §5.3. if the specified percentage of moment redistribution is >0.1. and concentrated loads. 12. or edge beam.
1.1.1. The reinforcing bars are automatically placed in the reinforcing bar schedules. The beam cross section can be rectangular. and concentrated loads. The design actions are obtained by combination of permanent and variable actions as in Eurocode 0. The effective flange width is evaluated according to Eurocode 2 §5.2. in ultimate limit sate for bending. is performed. The design in ultimate limit state of cracking is limited to the requirements of cracking control of Eurocode 2 §7.2. The flexural reinforcement is computed according to Eurocode 2 § 6.3 Beam cross section subjected to bending. The end support conditions of the beam may be specified as simply supported or fixed.4 One span beam under composite loading Dimensioning of one span beam under composite loading.4. or edge beam. § 6. in ultimate limit sate for bending. according to Eurocode 2. EN 1990:2002 (γG Gk +γQ Qk). The flexural reinforcement is computed according to Eurocode 2.3. T section. The shear reinforcement is computed according to Eurocode 2 § 6.2. § 6.shear and axial load Design of a rectangular or T beam section under combined bending and shear loading. and requirements of slenderness according to Eurocode 2 §7. 12.2. The reinforcing steel detailing and minimum requirements are according to Eurocode 2 §9. Full code check. Support conditions and lengths are used for the design for shear between web and flanges for T sections.BETONexpress RUNET software 12. § 6. You may check to use specific diameter for reinforcing bars.4.3. The loading is the superposition of uniformly and triangularly distributed loads. User’s Manual 28 . or the program optimises the reinforcement around the desired diameter.2. You specify the desired diameter for reinforcement and the number of reinforcing bars and stirrup spacing is obtained. The shear reinforcement is computed according to Eurocode 2. The default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement are defined in [Parameters/Reinforced Concrete/Beams]. The reinforcement is automatically placed in the reinforcing bar schedules.
12. which basically means that the free span of the beam is L-bsup/2 for a beam fixed at one end and L-bsup for a beam fixed at both ends. in ultimate limit sate for bending .2. is performed. is according to Eurocode 2 §9. The distance of the concentrated loads is measured always from the left beam support in meters (m). calculated using linear elastic analysis. The lengths. The number of reinforcing bars and stirrup spacing is computed. The design moments may be redistributed (Eurocode 2 §5. The static solution is performed with finite element analysis taking into account the most unfavourable live load placing on the spans to obtain the maximum or minimum design values for bending moments and shear forces. The default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement are defined in [Parameters/Reinforced Concrete/Beams]. If you give support width>0 then for the fixed supports the negative moments are computed at support face. The flexural reinforcement is computed according to Eurocode 2 § 6. The support moments are computed at the faces of the supports. In the moment redistribution the support moments.2. The effective flange width is evaluated according to Eurocode 2 §5. or edge beam. such as the resulting moments remain in equilibrium. and requirements of slenderness according to Eurocode 2 §7. Cantilevers at the left and right end may be specified. The shear reinforcement is computed according to Eurocode 2 § 6.3. The load can have dead and live components. The reinforcing steel detailing and minimum requirements for reinforcement. You may check to use specific reinforcement diameter or the program optimises the reinforcement around the desired diameter. according to Eurocode 2.1.5 Design of continuous beams up to 8 spans with optional end cantilevers. T section.5). A detailed report with all the computations. the cross section data and the loading may be specified for every span. The distributed loads are in [kN/m] and the concentrated loads in [kN].4. Full code check. The reinforcing bars are automatically placed in the reinforcing bar schedules The design actions are obtained with combination of permanent and variable actions as in Eurocode 0 1990:2002 (γG Gk +γQ Qk). with a corresponding increase of the span moments. The beam cross section can be rectangular. under uniform loading on the spans. are reduced by the ratio of moment redistribution. 12.1 Beam span The span L of the beam in meters (m).1. The design in ultimate limit state of cracking is limited to the requirements of cracking control of Eurocode 2. Multiple span continuous beams User’s Manual 29 . graphs.3. The reinforcing bars are automatically placed in the reinforcing bar schedules.2 Loads The values for the loads are according to the diagram on the left. For a simply supported beam the free span is L. The design actions are obtained by combination of permanent and variable actions as in Eurocode 0. if the specified percentage of moment redistribution is >0. and code references is produced. §7.4.4.2. 1990:2002 (γG Gk +γQ Qk).BETONexpress RUNET software 12.
The ratio of redistributed moment. to the moment before redistribution. is defined by the user in percent (%).5. in continuous beams. 12. the self weight is computed by the program) By clicking at you set the values for the loads at all the spans to the default values. The spans are automatically created with the default length Lo.5. 12. the default thickness ho. By clicking at the default cross section data are set in all the spans.5.1 Beam cross-section The cross section data are for the default cross section.3 Number of spans You specify the number of spans of the continuous beam.5 Percent of moment redistribution The support moments. From the left window under the beam sketch. §5. From the left window you may change these values for span length L. you specify the existence of cantilevers at the left or the right end. To set the span length for each span click and edit the corresponding cell at the left window under the beam sketch. 12. calculated using linear elastic analysis. From the table at the left window under the beam sketch you may specify the cross section data for every span. such as the resulting moments remain in equilibrium (Eurocode 2. and the default loads g and q.2 Span length Beam length Lo in meters [m]. you may change these default values for every span.5.4 Loads Default loads in [kN/m]. The design actions are obtained with combination of permanent and variable actions as in Eurocode 0 1990:2002 (γG Gk +γQ Qk). 12. User’s Manual 30 .5). with a corresponding increase of the span moments. By checking cantilever at left or cantilever at right. is the default span length. and loads g and q. g1 for the dead load on the beam. (The total dead load is g=self weight + g1. and q for the live load on the beam. By clicking at the span length is set to the default value at all the spans. thickness h.5.BETONexpress RUNET software 12. At the cantilevers (if they exist) the span length is set to (1/4) of the default value. are reduced by the ratio of moment redistribution.
for the computation of the reinforcement over the supports. The design support moments.7 Moment capacity of beam section Evaluation of the ultimate moment capacity of rectangular or T shape beam section.BETONexpress RUNET software 12.2. User’s Manual 31 .3. Elasto-plastic stress-strain relationship for the steel. and due to tension and compression of the steel at the positions of the reinforcing bars. Trd.2. These internal forces are the forces due to compression of the concrete. §6. Eurocode 2 §6.6 Support width Mean support width in meters (m).5. 12. shear and bending. or live the program to optimise the reinforcement around the desired diameter. 12. with a given reinforcement. Tensile stresses of concrete are ignored. Parabolic stress-strain distribution diagram for the compressive stresses of concrete.max is the design resistance shear relating to a strut inclined at an angle 45°.6 Beam section subjected to torsion Design of a rectangular or T shape beam section.3. are computed at the support faces at a distance b=bsup/2 from the axis of the support. You specify the desired diameter for reinforcement and the number of reinforcing bars and stirrup spacing is obtained. The default diameter for longitudinal reinforcement and the diameter for stirrup reinforcement is defined in [Parameters/Reinforced Concrete/Beams]. Vrd. under combined torsion. The following assumptions are used : Plain sections remain plane. The calculation for necessary stirrups in torsion and shear are made separately. The ultimate bending capacity of the cross section is computed by numerical integration of the internal forces acting on the section. You may check to use specific diameter for reinforcing bars.3..max is the design torsional resistance moment Eurocode 2 §6. The design is according to Eurocode 2.2.
8 Beam section strengthened with FRP jacket (moment capacity) Evaluation of the ultimate moment capacity of rectangular or T shape beam section. In the case of column. and the forces (elasto-plastic User’s Manual 32 .BETONexpress RUNET software 12. The dimensioning is according to biaxial bending interaction (P-Mx-My) diagrams. The ultimate bending capacity of the cross section is computed. The slenderness effects and second order effects are considered in the design. The dimensions and the reinforcement. (bending moment without FRP jacket) is taken into account in the evaluation of stresses in the FRP jacket. The following assumptions are used: Plain sections remain plane. elastically restrained ends can be specified. Columns Columns of rectangular or circular cross-section in compression with biaxial bending. You can edit and update the table of By clicking at FRP materials from the menu [Parameters/FRP materials].8. is computed by numerical integration of the forces acting on the cross-section at equilibrium. which is part of a building frame. and thickness) of the jacket from FRP material The bending moment under service load without FRP jacket. Elasto-plastic stress-strain relationship for the steel. For rectangular columns you select the reinforcement arrangement (reinforcement at the corners or around the perimeter). The design is according to Eurocode 2 §5. which are obtained using a numerical integration. due to tension and compression of the steel at the positions of the reinforcing bars. These internal forces are the forces due to compression of the concrete. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. For the cross section you specify: The concrete and steel class. For the end restrain conditions you specify the end support conditions in both x and y directions (fixed. The internal forces are the forces of the concrete (parabolic compressive stress-strain diagram). Linear stress-strain relationship for the FRP material. The characteristic properties (Modulus of Elasticity. and due to compression and tension of the FRP jacket. you select FRP material from the table of FRP materials. Slender columns in double bending. The initial deformations under service load. Tensile strength) of the FRP material The dimensions (width. with a given reinforcement and strengthened with a jacket from Fibre Reinforced Polymer (FRP) material. The ultimate capacity of a column cross-section. Section capacity of rectangular or circular columns subjected to compression and uniaxial or biaxial bending moments. pin or free end). The applied loads are axial loads and bending moments in x-x and y-y directions at the top and bottom. 13. with given dimensions and reinforcement. Tensile stresses of concrete are ignored. by numerical integration of the internal forces acting on the section.
and underneath specify the restrained ends are assumed in non-sway structure. h=cross section height. pin or free end). The position of the reinforcement plays roll in the evaluation of the equilibrium of forces of the cross section. h=cross section height. Axial loads and bending moments in x-x and y-y directions.8. A value of N=10 seems to give adequate accuracy. 13. The slenderness effect or secondary moments due lateral deflection under load are not taken into account. positive for compression and the bending moments in [kNm]. and the beam dimensions (b=cross section width. and Pn-Mx-My for the biaxial bending. and the forces of the FRP jacket (linear stress-strain diagram). with given dimensions. Section capacity of rectangular or circular columns with FRP (fiber reinforced polymer) jacket subjected to compression and uniaxial or biaxial bending moments. For the numerical integration accuracy you give the number N of subdivisions per column side. Bemessungshilfsmittel zu EC 2 Teil 1. is computed by numerical integration of the forces acting on the cross-section at equilibrium. User’s Manual 33 . The length and the number of columns are used for the rebar schedule.2 Slender columns (second order effects) Design of slender columns in double bending. L=column length). Pn-Mn values for the uniaxial bending. The internal forces are the forces of the concrete (parabolic compressive stress-strain diagram). For the end restrain conditions you specify the end support conditions in both x and y directions (fixed. You specify also the dimensions (b=cross section width. can be applied at the top and bottom of the column. The numerical integration is performed with a subdivision of the cross section in NxN elements. In this case select number of beams (n) at the column end in the x-x or y-y direction. The results are tabulated values and graphs for the failure surface.Kordina K. The ultimate capacity of a column cross section. L=beam length). and Pn-Mx-My for the biaxial bending. Beuth. the forces of the steel (elasto-plastic stress-strain diagram). for the columns above and below. The slenderness effect and second order effects are considered in the design. 1992. §5.BETONexpress RUNET software stress-strain diagram) of the steel. The dimensioning is done using a numerical integration of the concrete and steel forces over the column cross section. Berlin. The rigidity of restraint at the column ends is evaluated according to Eurocode 2. reinforcement and FRP jacket. 13. Pn-Mn values for the uniaxial bending. §5. The axial force in [kN]. The dimensioning is done using the biaxial bending interaction (P-Mx-My) diagrams.8. The design is according to Eurocode 2. In addition approximate design values are obtained. You specify if the reinforcement is placed in the four corners of the cross section or if it is distributed around the perimeter of the section. elastically . Planung von Stahlbeton.1 Design of column section in double bending Design of column of rectangular or circular cross section in biaxial bending with compression. The results are tabulated values and graphs for the failure surface. which is part of a building frame. In case of column. using biaxial bending interaction (P-Mx-My) diagrams for concrete cover column side/10.
BETONexpress RUNET software 13. Tensile stresses of concrete are ignored. For the numerical integration accuracy you give the number N of subdivisions per column side. The dimensions and the reinforcement of the columns are specified. by numerical integration of the internal forces on the cross section at equilibrium. A value of N=10 seems to give adequate accuracy. Elasto-plastic stress-strain relationship for the steel. Pn-Mn values for the uniaxial loading and Pn-Mx-My for the biaxial bending. The results are tabulated values and graphs for the failure surface. These internal forces are the forces due to compression of the concrete. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. The numerical integration is performed with a subdivision of the cross section in NxN elements.3 Column section capacity Section capacity of rectangular or circular columns with given reinforcement. and subjected to axial loading with uniaxial or biaxial bending moments. and due to tension and compression of the steel at the positions of the reinforcing bars. The ultimate capacity of the cross section is computed. User’s Manual 34 . The following assumptions are used: Plain sections remain plane.
BETONexpress RUNET software 13. Parabolic stress-strain distribution diagram for the compressive stresses of concrete. The characteristic properties (Modulus of Elasticity. The numerical integration is performed with a subdivision of the cross section in NxN elements. The results are tabulated values and graphs for the failure surface. The axial load under service load without FRP jacket.4 Column section strengthened with FRP jacket Section capacity of rectangular or circular column strengthened with FRP (Fibre reinforced polymer) jacket. Tensile strength) of the FRP material The dimensions (width. and thickness) of the FRP jacket. User’s Manual 35 . The dimensions. The ultimate capacity of the cross section is computed. Tensile stresses of concrete are ignored. Linear stress-strain relationship for the FRP material. Pn-Mn values for the uniaxial loading and Pn-Mx-My for the biaxial bending. The following assumptions are used: Plain sections remain plane. by numerical integration of the internal forces on the cross section at equilibrium. and subjected to compression with uniaxial or biaxial bending moments. and due to compression and tension of the FRP jacket. A value of N=10 seems to give adequate accuracy. Elasto-plastic stress-strain relationship for the steel. For the column cross section you specify: The concrete and steel class. concrete cover and the reinforcement. For the numerical integration accuracy you give the number N of subdivisions per column side. These internal forces are the forces due to compression of the concrete. due to tension and compression of the steel at the positions of the reinforcing bars.
Dead + Dead + ψ2xLive + Seismic x-x. Rd>Vd. subject to vertical load and biaxial overturning moments. the live and seismic components of the loading on the top of the footing. is less than the soil bearing pressure qu. The geotechnical design can be performed: According to Eurocode 7 §6. The footings can be flat or sloped. The flexural reinforcement is computed according to Eurocode 2 § 6. the thickness of footing and the size of column sides. STR and GEO limit states. You specify : • the soil bearing capacity in [N/mm²] (GPa) when the geotechnical design is according to Eurocode 7. The bearing resistance Rd=quxA'/γq. By clicking at From [Parameters/Soil properties] you can edit (change properties. The design load combinations are according to EN 1990:2002. Geotechnical design. The vertical load is positive downwards.5. The bearing resistance of the footing Rd is greater than the design load Vd. You can specify negative vertical loading (dead or live) if the load is upwards. The footing dimensions you specify are: the length and the width of the footing. that you specify. All the dimensions are in meters.3. and Eurocode 7. does not include the self weight of the footing. User’s Manual 36 . you can select a soil from the table with soil properties. EQU. you get a first estimate of the footing dimensions. STR and GEO limit states The design for earthquake loading is activated/deactivated from [Parameters/Design rules] Soil properties. ψ2xLive + Seismic y-y γG. in ultimate limit sate for bending. The loading is on the top of the footing. According to allowable pressure theory. or add new) the table with the soil properties. In the case of centrically loaded footings the loading is the vertical dead and live load in [kN]. You specify the desired diameter for flexural reinforcement. In the case of eccentrically loaded footings in addition you supply the moments Mxx and Myy in [kNm] for the dead. The shear strength is checked according to Eurocode 2 §6.4.BETONexpress RUNET software 14. Concrete design. The partial factors for soil properties γM are used for the design values of geotechnical parameters according to Eurocode 7 Annex A. From [Parameters/Design rules].1. for unfavourable and favourable permanent and variable actions for EQU. In this predimensioning the dimensions that are checked. where qu is bearing capacity of soil and the A' is the effective design area of footing as is defined in Annex B of Eurocode 7.2 2. as calculated from the exact pressure distribution.2. Dimensions. and γQ are according to EN 1990:2002 and Eurocode 7. After you give the loads by clicking at this button.Annex A. • the soil bearing pressure in [N/mm²] (GPa) when the geotechnical design is with allowable stresses. you can choose to work with Eurocode 7 or allowable stresses for the geotechnical design. Loading-1 Loading-2 Loading-3 γGxDead + γQxLive.Annex A. In the case of eccentric footing the eccentricity of the column in respect to the footing center must be specified. even when only a part of the footing is in contact with the soil. remain unchanged. The punching shear is checked according to Eurocode 2 §6. and the spacing and number of reinforcing bars is obtained. Pre-dimensioning. The reinforcing bars are automatically placed in the reinforcing bar schedules. Spread footings Design of square or rectangular spread footings. The program determines the exact pressure distribution under the footing using numerical integration. centric or eccentric. You may check to use specific reinforcement diameter or the program optimise the reinforcement around the desired diameter. The vertical load. Loading. The maximum pressure under the footing. In [Parameters/Parameters for reinforced concrete/Footings] you specify the limits for reinforcing bar diameter and reinforcement spacing that are applied in the design.
.BETONexpress RUNET software In [Parameters/Parameters for reinforced concrete/Footings] you can specify if you want for the min and maximum reinforcing steel areas to apply the requirements for plates §9. Eurocode 2 is not clear on this subject.3. The report shows in detail all the calculations of soil pressures.1 Dimensions and loading eccentrically loaded footing centrically loaded footing 14. and show the stress distributions. This is very useful in the case of vertical upwards loading of the footing. minimum rebar requirements. The foundation depth can be specified so the extra weight of the soil above the footing is taken into the account in the design. The foundation depth can be specified so the extra weight of the soil above the footing is taken into the account in the design. User’s Manual 37 . allowable limits.1. From [Parameters/Parameters of footings] you can adjust the various design code factors. seismic coefficients etc. eccentricity limits with or without seismic loading. for the geotechnical design. and rebar position. From [Parameters/Soil properties] you can edit and update the data base with soil materials which are used in the program. and sketches aside of the text. internal force evaluation. as partial safety factors. From [Parameters/Soil properties] you can edit (change properties. or add new) the table with the soil properties. stability controls and strength design. the soil bearing pressure in [N/mm²] (GPa) when the geotechnical design is with allowable stresses. Design parameters. From [Parameters/Design rules] you can choose to work either with Eurocode 7 or with allowable stresses. By clicking at you can select a soil from the table with soil properties.2 Soil properties You specify : the soil bearing capacity in [N/mm²] (GPa) when the geotechnical design is according to Eurocode 7. 14. load combinations. This is very useful in the case of vertical upwards loading of the footing. which explain the notation. The report has references to relative paragraphs of the Eurocodes. safety factors. Report.
3 Spread footings. centrically loaded 14.5 Spread footings.BETONexpress RUNET software 14.4 Spread footings eccentrically loaded 14. eccentric (unsymmetrical) footing User’s Manual 38 .
and you can specify if one or both of these soil layers are under the water table. The partial safety factors and load combination factors have values as defined in Eurocode 7 Annex A for EQU. A different soil layer can be specified in the front of the wall. Four types of gravity walls (backwards inclined or not). For each type of wall the required input data. backfill soil properties. From [Parameters/Soil properties] the material properties for the soil types included in the program can be defined. The report shows references to relative paragraphs of the Eurocodes. which can be defined by the user. The report is showing in detail all the calculations of earth forces. wall material properties. are computed using the theory by Mononobe-Okabe. due to earth pressure. are shown graphically at the corresponding places of the wall section. and includes with the text sketches which explain the notation. Design parameters. Seismic design. The participation of passive earth force is taken into account as defined in Eurocode 7. Their stability depends entirely upon the weight of the masonry and any soil resting on the wall. can be defined by the user. wall dimensions. The user selects the method of analysis. Cantilever walls.BETONexpress RUNET software 15. both fully reinforced to resist the bending moments and shear forces which are subjected. For gravity walls and for cantilever walls without. On the top of the wall concentrated line load with dead or live components may be applied. The additional seismic forces. the effect of passive earth force is taken into account by a factor. but they can be adjusted by the user from [Parameters\Retaining walls]. For cantilever walls with back heel the active earth pressure is computed at a vertical passing from the end of the heel using Rankine’s theory. show the stress distributions and rebar position. Two types of cantilever walls are included in the program. Annex A for EQU. Major part for their stability is the weight of the soil acting on the heel of the wall. (Eurocode 8-Part 5). Retaining walls Basic types of retaining walls. stability controls and strength design. each one with different properties. The reinforcing bars are automatically placed in the reinforcing bar schedules. the safety factors for overturning and sliding. You can specify up to two different soil layers of backfill materials. STR and GEO limit states.00 and 1. The computation of the active and passive earth forces is done using Coulomb's or Rankine’s theory. Additional seismic loads are horizontal and vertical seismic forces due to the mass of the structure according to Eurocode 8 part 5. are included in the program. They consist of a steam on a base slab. User’s Manual 39 . and in the seismic analysis. The design of gravity type walls from masonry or concrete is based either on Ultimate Limit State Design according to Eurocode 6. which you can design with the program are: Gravity walls. It shows detail rebar design. as: • partial safety factors • allowable stresses limits • safety factors (overturning and sliding) • participation coefficients for passive earth force with or without seismic loading • eccentricity limits with or without seismic loading • minimum rebar requirements • seismic coefficients. One with short heel and the other with large heel. Stability controls. and the large dimensions of the basement. STR and GEO limit states or on Working Stress Design method. are performed based either on Ultimate Limit State Design according to Eurocode 7. The safety factors may have different values in seismic loading. the active earth pressure is computed at the back face of the wall using Coulomb’s theory. (default values 2. In the case of working stress design method. The seismic forces due to earth pressure are computed using the theory by Mononobe-Okabe. Dimensions and materials. and [Parameters/Parameters for reinforced concrete/Retaining walls]. internal force evaluation. The properties of the soils are defined in [Parameters/Soil properties] Earth forces. The design of cantilever type walls is based on Ultimate Limit State Design of concrete according to Eurocode 2. seismic forces load combinations.50). From [Parameters/Parameters of retaining walls]. In the case of working stress design method. part-5). The properties of the wall materials are defined in [Parameters/Parameters of retaining walls]. Gravity walls must have sufficient thickness to resist the forces upon them without developing tensile stresses. which cover most of the gravity wall shapes encountered in practice. can be applied on the free surface of the backfill. Report.. you can adjust the various code parameters. or on Working Stress Design method. This is useful in the design of bridge abutments. The design checks are performed at each tenth of the stem height and for cantilever walls the reinforcement of the stem is optimised. backfill slope. (Eurocode 8. Surcharge load with dead or live components. foundation soil properties. Strength design. or with very small back heel.
User’s Manual 40 . acting on the top of the wall. Additional seismic forces due to earth pressure according to theory by Mononobe-Okabe [ref ]. In addition you can specify. The additional seismic forces. when the latter shifts over a small distance towards the material. 15.BETONexpress RUNET software 15. Annex E). Two soil layers (1 and 2) are behind the wall and one soil layer ( 3 ) in front.. Passive earth pressure is the resultant pressure developed by a granular material against some surface. when the latter moves over a very small distance away from the granular material. Specify the height of the key and its distance from the front toe. as in the case of bridge abutments. line load (vertical or horizontal. Part 5.1 The computation of the passive and active earth forces is done using Coulomb's theory. Earth pressure 15. For cantilever walls with back heel (Type B) the active earth pressure is computed at a vertical surface at the end of the heel. In that case the height of soil 2 is the height of the water table level. dead and live). are computed using the theory by Mononobe-Okabe (Eurocode 8. annex E). The basic assumptions for lateral earth-pressure. part 5. To improve the wall behaviour in sliding. using a simplified wedge theory are set by Coulomb (17361806). For gravity walls and for cantilever walls with small back heel (Type A) the active earth pressure is computed at the back face of the wall using Coulomb’s theory. In order to give the batter of the front or the back face of the wall you have to check next to the angle to activate it. (Eurocode 8. due to earth pressure. and in the soil properties of soil 2 checked to be under the water table level. Click All the dimensions are in meters [m]. (see drawings below) using Rankine’s theory.. Give the basic wall dimensions according to the drawing. If you have high water table level behind the wall.2 Lateral earth pressure Active earth pressure is the force which is developed on some surface by a granular material.3 at Dimensions to drawing. marked with numbers on the wall drawing. otherwise you can give the horizontal projection of the wall face and the batter is computed. Together with the wall dimensions you give (if they exist) the surcharge distributed (dead and live) loads in [kN/m²].. You can supply up to 3 soil layers. a base key can be specified. then use two soils. wall batter) in degrees. and the angles (soil surface slope. The soil layers 2 and 3 exist if their heights are >0. The surcharge is assumed to act all over the top ground surface.
1 Properties of soil layers for lateral earth forces You specify the soil properties for the three soil layers as shown in the wall sketch. or favourable (moments resisting overturning. for the geotechnical design. The table of soil types can be edited (change values. Sd=Vd tanφd+A' Cu. Cu is the cohesion between foundation and soil. Form [Parameters/Design rules] you select which of the two methods you want to use. The soil parameters are divided by the partial factors for soil parameters given in Eurocode 7 Annex A.4.2 Foundation soil The properties of the foundation soil are defined under the sketch of the wall.5 and §9. Annex A. add new soil types) from the menu [Parameters/Soil properties]. seismic forces). The soil layers 2 and 3 exist if their height is specified >0. where A' is the effective footing area (EC7 Annex D). or the allowable bearing pressure when the geotechnical design is with allowable stresses. Rd is the bearing capacity of the foundation Rd=A' qu. you specify the angle of friction in degrees. The actions are multiplied with the partial load factors given in Eurocode 7.7 Stability against overturning Msd<Mrd. 15. The load factors for favourable or unfavourable loadings can be set from [Parameters/Retaining Walls/Check wall stability with Eurocode 7]. or allowable stresses. The two soil layers 1 and 2 are behind the wall. and in the soil properties of soil layer 2 check [Soil below water table level]. surcharge load). By clicking at the table with soil types appears from which you can select a soil type and its properties are loaded. Epd is the passive earth force. You choose to work with Eurocode 7. For the shear resistance between wall and soil. In that case the height of soil layer 2 is the height of the water table level. foundation shear resistance. These factors are for unfavourable (overturning moments. If behind the wall you have high water table level then use two soil layers.4 Soil properties 15. Eurocode 7. Stability design Stability checks using Ultimate Limit State Design. and qu is the soil bearing capacity (EC7 Annex C). 15. You specify the soil bearing capacity when the geotechnical design is according to Eurocode 7.4. User’s Manual 41 . or on Working Stress Design method. earth pressure. Mrd are the moments resisting overturning (self weight. and soil layer 3 is in front of the wall. Sd is the design shear resistance between the foundation and the soil. Load eccentricity in the foundation according to EC7 §6. By clicking at the table with soil types appears and you can select a soil type. Stability against sliding Hd<=Sd+Epd Hd is the horizontal component of the driving forces (active earth pressure. Stability against soil bearing capacity failure Vd<Rd Vd is the design load at the wall base (self weight.4. A' is the effective footing area (EC7 Annex B). backfill weight. φd is the design shear resistance between foundation and soil. sliding forces). and the friction coefficient (shear resistance) is computed as the tangent of this angle. seismic forces). Overturning moments are computed in respect to the wall toe.5 The design of retaining walls is based either on Ultimate Strength Design method according to Eurocode 7.BETONexpress RUNET software 15. Msd are all the overturning moments (active earth pressure.5. where Vd is the design vertical load on the foundation surface. passive earth pressure) loading conditions. backfill weight). from the menu [Parameters/Design rules]. §6.
00 and can be set from the menu [Parameters/Parameters of retaining walls/Seismic design]. STR (structural) and GEO (geotechnical) are considered. due to active earth pressure.2).50. Load eccentricity in the foundation. 15.50). part-5. §4. part-1.BETONexpress RUNET software The limit states EQU (equilibrium). The coefficients Cf for overturning is usually=1. default=0. Annex E). and you specify the design ground acceleration ratio (Eurocode 8. From [Parameters/Parameters of retaining walls] you can set the participation coefficient of passive earth forces (coefficient which multiplies the passive earth force. Soil allowable bearing capacity The maximum soil pressure under the footing must not exceed the allowable soil bearing pressure.1 Stability checks using Working Stresses Design Stability against overturning (sum of moments resisting overturning)/(sum of overturning moments)>=Cf overturning.2. but it can be set from [Parameters/Parameters of retaining walls/Check wall stability with safety factors]. In seismic design this coefficient is usually 1. Stability against sliding (Sum of resisting forces)/(sum of driving forces)>=Cf sliding The coefficients Cf for sliding is usually=1. User’s Manual 42 . The eccentricity limits are defined in [Parameters/Parameters of retaining walls/Check wall stability with safety factors].5. and for seismic design in [Parameters/Parameters of retaining walls/Seismic design].6 Seismic loading Check to perform or not the design for earthquake loading.00 and can be set from the menu [Parameters/Parameters of retaining walls/Seismic design]. are computed according to Mononobe-Okabe (Eurocode 8. The seismic forces. 15.50. but it can be set from [Parameters/Parameters of retaining walls/Check wall stability with safety factors]. In seismic design this coefficient is usually 1.
where b is the wall cross section width. the allowable compressive stress and allowable shear stress in [kN/m²]. which takes into account the effects of slenderness and eccentricity of the loading at each wall section.2 γM : is the partial safety factor for the material and is obtained according to Eurocode 6 table 2. Nsd vertical design load.1).3 Vrd=fvk t Lc/γM Vsd is the applied shear load. Nrd =design vertical load resistance. Nrd=Φi.3. The normal stress σnsd is computed taking into account the eccentricity of the loading at each wall section.4. User’s Manual 43 . If you select to perform the wall strength design using allowable stresses. Check for failure against shear.5.7 Gravity type retaining walls You can design four different types of gravity walls. and without permitting any tensile stress.BETONexpress RUNET software 15. You select to perform the wall strength design according to Eurocode 6. Eurocode 6. 15.6. The active earth pressure is computed at the back face of the wall. 15.7. or on Working Stress Design method. τsd<τ(allowable) The shear stresses at each cross section τsd=Vsd/bxL. backwards inclined or not. is selected from [Parameters/Design rules] The material properties are defined in [Parameters/Parameters of retaining walls] .2 Wall materials Specify the material properties. fvk is the characteristic shear strength The design using allowable stresses is based on the following checks: σnsd<σn(allowable) The normal stress in the cross section wall must be less than the allowable .m is the capacity reduction factor.7. Vsd<Vrd. and L is the length (L=1. The properties of the wall materials are defined in [Parameters/Parameters of retaining walls]. then for the wall material properties you specify the self weight in [kN/m³]. The design of gravity type walls from masonry or concrete is based either on Ultimate Limit State Design according to Eurocode 6. t : is the wall thickness fk : is the characteristic compressive strength of the masonry according to Eurocode 6. You edit and update the list of wall materials from [Parameters/Parameters of retaining walls].00m) The choice to design the gravity wall according to Eurocode 6 or using allowable stresses. according to Eurocode 6 §4. which is computed as horizontal force per unit length at each wall section. . §3.m t fk/γM Φi. (Eurocode 6 §4.3.1 Design method The design according to Eurocode 6 is based on the following checks: Check for failure against normal vertical load Nsd<Nrd. By clicking at you can choose from the list of wall materials. The computation of the passive and active earth forces is done using Coulomb's theory. §4. the compressive strength and the shear strength in [kN/m²]. then for the wall material properties you specify the self weight in [kN/m³].4.
5. and Annex j. Wall with large heel at the back-side. The difference between these two is the size of the heel at the backside of the wall.§6. User’s Manual 44 . Wall with small heel at the back-side. Corbels and brackets are designed for vertical and horizontal dead and live point loading. Corbels with 0.4. For walls with small back heel the active earth pressure is computed at the back face of the wall and for walls with back heel the active earth pressure is computed at a vertical surface at the end of the heel. When ac/hc<=1 then they should be design with deep beam theory rather than flexural theory. The reinforcement of the stem is optimised. The design of cantilever type walls is based on Ultimate Limit State Design of concrete according to Eurocode 2. as cantilever beams.40<=ac/hc<=1 are designed using a simple strut and tie model Corbels with ac/hc<0.8 Retaining walls of cantilever type You can design two different types of cantilever walls. according to Eurocode 2 §5. The design checks are performed at each tenth of the stem height.6. 16. Corbels / Brackets Corbels and brackets are used to support beams and girders. They are short cantilevers projecting from column faces. The concrete bearing pressure under bearing plate is also checked.40 are designed using hc=2ac. The computation of the passive and active earth forces is done using Coulomb's theory.BETONexpress RUNET software 15.5. based on a strut and tie model. and depending on the stem height the reinforcement is reduced toward the top of the wall. Corbels and brackets are designed according to Eurocode 2 §5.§6.4.6. Corbels with ac/hc>1 are designed using flexural theory. The reinforcing bars are automatically placed in the reinforcing bar schedules.
User’s Manual 45 .fcd Eurocode 2 §6. horizontal or inclined closed stirrups are distributed over the effective depth to take the splitting stresses in the concrete strut. is checked so to not exceed 0.4 .20 Hsd. with ac/hc<=0. 16.BETONexpress RUNET software 16. permanent (dead) load Fgk and variable (live) load Fqk.N of Eurocode 2.4.5.b.50. in [kN]. the corbel should be designed for horizontal force at least Hsd>0. Hsd/Fsd.25 As. The design vertical load is taken as: Fsd=γGxFgk+γQxFqk You have to specify also the ratio of the horizontal to the vertical force. under bearing plate. The area of the bearing plate must be adequate so the bearing capacity of concrete check is satisfied. with total area Asw>=0.3 In shallow corbels.60ν.50.1 Loading The concentrated vertical load on the bracket.1.3.2 Bearing capacity at load point The concrete bearing pressure. According to Eurocode 2 Annex J . vertical stirrups are distributed over the width of the corbel with total area Asw>=0.50 Fsd/fyd. The minimum-bending diameter of the loop is computed according to Table 8. Annex J.3 Reinforcement Eurocode 2 § 5. Annex J.The main tension reinforcement should be anchored beyond the bearing plate using U loops. 16. with ac/hc>0. (B) In deep corbels.4.
60.BETONexpress RUNET software 17. or by using U loops. 17. in both directions according to Eurocode 2. Horizontal reinforcement must be distributed over the height Zf. the horizontal bottom reinforcement is computed.60H.fcd.5. should be fully anchored by bending up the bars. Betonkalender 82.0 Zf:=0.§6.313-458.4. Ernst&Son. Horizontal reinforcement must be distributed over the height Zf.30H(3-H/Leff).K.6.6. This reinforcement should be fully anchored by bending up the bars. combining strut and tie action (Eurocode 2.§6. is a simple truss model. when H/Leff>1. Reinforcement mats must be placed on both faces of the deep beam. according to Eurocode 2.] The lever arm Zf of internal forces is taken as : Zf=0. [Schlaich. §5.1993. Annex J. The design method is based on elasto-plastic material behaviour. or by using U loops.5. using a simple strut and tie model.0 From the tension in the tie. §6. to take the splitting stresses in the concrete struts. Reinforcement mats must be placed on both faces of the deep beam. The usual flexural theory cannot be used. Annex J. You can design deep beams subjected to uniformly distributed dead and live load at the top and bottom face. The concrete compressive stress in the struts must not exceed 0. 17. User’s Manual 46 . when 0. to take the splitting stresses in the concrete struts.5). Berlin. The design model.J Schafer.1 Design method Beams with Leff/H<2. Konstruieren im Stahlbetonnbau. in both directions according to Eurocode 2.2 Reinforcement The main tension reinforcement at the bottom of the beam. In this case the design of the beam is done according to Eurocode 2 §5.1993 Teil 2.5<H/Leff<=1.4. Deep beams When Leff/H<2 then the strain distribution is no longer linear and the shear deformation becomes significant.
BETONexpress RUNET software 17. permanent (dead) load gk1 and gk2 and variable (live) load qk1 and qk2. in [kN/m]. 17.4 Loading Give the vertical loading a the top and the bottom face of the deep beam. The design vertical load is taken as: Fsd=γGxgk+γQxqk User’s Manual 47 .3 Dimensions You give the dimensions in meters [m] according to the drawing below.
) of the concrete object can be selected.BETONexpress RUNET software 18. You have to notice that if you make changes you must save the schedule in a file. By clicking at [sketch]. They can show in double length symmetrical over the support center or half length. By clicking at column C the type (plate. The design objects that participate in the bar schedule are the ones checked in the Design objects window. you can select the rebar type. You can edit the reinforcing bar schedule.1 Reinforcement schedule for plates User’s Manual 48 . beam. Reinforcement schedule A detailed reinforcement schedule is produced. etc. 18.. and their order of appearance can be changed from the Design objects window. For the supports of the two way plates you can select the way the reinforcing bars are shown in the reinforcement schedule from the menu [Edit reinforcement schedule].
and their order of appearance can be changed from the Design objects window.2 Reinforcement schedule for beams User’s Manual 49 . The design objects that participate in the bar schedule are the ones checked in the Design objects window.BETONexpress RUNET software You can edit the reinforcing bar schedule for the slabs. You have to notice although that if you make changes you have to save the schedule in a file. 18.
corbels and deep beams. CAD drawing of concrete elements The CAD modulus of the program automatically creates detailed drawings of spread footings.BETONexpress RUNET software 19. You activate/deactivate the move command (hand) by double clicking on the drawing. By clicking on the small arrows on the right. Grid. (line thickness. By right click you can change cursor. you move the grid in relation to the drawing.1 CAD Features Zoom Layers Dimension units/ Reinforcement Grid Scale of Drawing Scale/Move/Zoom If you cannot see all or parts of the object on the screen. retaining walls.1 Dimension units Choose unit for dimensions appearing on the drawing. This will be the default unit until you change it. You can also specify the dimension units that are used.1. Layers Choose the layers you want to be visible and printed. User’s Manual 50 . from the layers panel. you can scale or move your drawing. colour. Before previewing or printing the drawing you can select printing paper size. If you want the grid to appear. check the grid and choose the size from the pull down menu. text size) can also be adjusted. You can adjust the scale of the drawing. 19. The properties of the layers are defined of the Properties of drawing components. and move the drawing to the desired position on the paper. 19. The properties of the drawing components. and you can choose the visible layers.
19. use the . . By clicking at Reset you restore the original default values of the program. Turn on or off the layers from the panel with Layers. By adjusting the dimension distance you move the dimension lines further or closer to the design object. When you check/uncheck a text panel you can see the area available for drawing is changing. The values you are setting are maintained automatically. use the The extra dimensions added are not maintained in the data file.1.preview drawing Before you print your drawing it is advisable to preview the contents of you drawing first. For the line type of Axis and nodes.BETONexpress RUNET software 19. Choose Paper size and orientation. 19. You can change text font and size. line thickness 2 for the thinner solid line etc. Click on the Preview Button and set the parameters of printing. The text can become too large for the text area. Stop the process by right click. use the layer function to turn the dimension on or off.2 Print . User’s Manual 51 .3 Add extra dimensions If you want to add extra dimensions on the drawing. Scale and check for Black and White according to your printer. colour and font sizes By using this panel you can adjust the appearance of the drawing. Choose the text panels you want included in your drawing. Click on the point at beginning and the end of the distance you want to insert. There are three levels of dimensioning. choose line thickness 1 for dashed line. For the standard dimensions.2 Line thickness. If you want to remove all the extra dimensions added. Be aware if you increase the text size in A4 paper. You move (click on the drawing and move the mouse) the drawing to place it at the desired position inside the drawing paper. By adjusting the Text distance you move the text further or closer to the design object. In case your screen size does not allow you to see all the drawing paper by choosing another Paper scale you scale down the screen image.1.
User’s Manual 52 .BETONexpress RUNET software Print preview drawing. 28. report page footer. The project title is automatically taken from the name of the project. Page orientation for drawings. The title A is automatically taken from the name of the design object. The Design Firm title is automatically taken from the settings of the report parameters.3 Project panel To edit appearance of the text panel for the drawings check the fields you want to be included and type the wanted text. 19. see pg.
20. in the report. beta etc. The calculation window takes a height almost equal to the height of the main program window.2 Language Set Up The program interface and reports are in various languages. Depending on the Window installation the Greek mathematical symbols may or may not appear right. then from [Setup/Greek character support] select NO . User's guide User’s Manual 53 . . 20. If you have Windows XP or 2000 you can add Greek language support in your Windows.4 Export drawing to PDF format From the CAD modulus of the program you can save your drawing in PDF format 19.3 Decimal point symbol You specify (. and its size is maintained.1 Program settings Greek character setup According to the notation used in the Eurocodes the report contains many Greek mathematical symbols. This file can be read from Autocad In the window that appears specify the file name and adjust the text size and decimal symbol in the new file.5 Export drawing to dxf format From the CAD modulus of the program you can save your drawing in . You can resize the main screen. or print the program user's manual. 20. Go to [Settings/Control Panel/Regional and Language Options/Advanced].BETONexpress RUNET software 19. The Greek characters will appear as: alpha. 20.dxf format. 20. You select to view it as a Word (doc) or as an Acrobat (pdf) document. The size of the main screen is automatically set to the size the last time you opened the program.) for the decimal point appearing in the input data and the reports.4 Screen sizes The size of each window bas been optimised. 20. You can choose the language of the program from the menu [Setup/Language Set-Up]. If your Windows do not support Greek mathematical symbols. Choosing the language the program will close and when it will be opened again is going to be in the new language.) or (.5 You can preview. You can reset the main screen to the default size by clicking at [Setup/Default screen size].
etc. Adjustments for the report. 21. logo of caption or footnote. logo of caption or footnote. The report will contain all the objects that are checked in the [design objects] window. margins. font.2 Printing report The report contains all the objects that are checked in the [design objects] window. You can adjust the order in which the object appears in the report by using the two arrows at the bottom of the [design objects] window. Reports After designing the desired concrete objects they can be printed into a high quality report. User’s Manual 54 . In [Report Setup/Various/Change page for each chapter]. In this case simply connect/add a printer. From the printing dialog you can adjust the page number of the first page and the left margin in mm. In order to preview the report you must have a valid printer installed in your system. margins. In this case simply connect/add a printer.1 Preview report The report preview contains all the objects that are checked in the [design objects] window. font. logo of caption or footnote. The order of which the objects will appear in the report can be adjusted with the two arrows at the bottom of the design objects window. Otherwise the system will report – invalid printer. etc. The order of the objects appearing in the preview can be adjusted with the two arrows at the bottom of the design objects window. font. If you work in a network there must be installed a network printer. etc. Adjustments for the report. In order to print a report you must have a valid printer installed in your system. can be done from Report Setup. can be done from Report Setup. you can choose to start each design object in a new page. margins. etc. More adjustments for the report. margins. Otherwise the system will report – invalid printer. you can choose to start each design object in a new page. or select another printer as default. logo of caption or footnote. 21. or select another printer as default. you can choose to start each design object in a new page.BETONexpress RUNET software 21. can be done from [Report Setup]. From the [Report Setup] you can adjust the looks of your report such as font. In [Report Setup/Various/Change page for each chapter]. In [Report Setup/Various/Change page for each chapter]. If you work in a network there must be installed a network printer.
In this case the Greek characters appear explicit e.7 Troubleshooting Greek Mathematical symbols According to the notation used in the Eurocodes the report contains many Greek mathematical symbols. expand the margins and set font to courier new and the font size to10. from Windows [Settings/Control Panel/Regional and Language Options/Advanced]. which can be opened by Microsoft's Word. This text object can be treated like all the other objects of the program. from windows [Settings/Control Panel/Regional and Language Options/Advanced]. 21.BETONexpress RUNET software 21.rtf file. and adjust printer properties. write the text or read it from a *.6 Printer Setup Select printer. then from [Setup/Greek character support] select the language without the support of Greek mathematical symbols. beta etc.g. with the [Preview/Text Insert] command.3 Report to file You can transfer the report (text only) to a RTF file. Thus the Greek characters will appear as alpha. select all the text. 21. Depending on the window installation the Greek mathematical symbols may not appear right. 21. In the window which opens.4 Text insert You can insert your own text in the report. Depending on the Window installation the Greek mathematical symbols may not appear right. In order for the report to appear right in the Word. User’s Manual 55 . the Greek mathematical symbols will not appear right. then from [Setup/Language Set-Up] select the language without the support of Greek mathematical symbols. If you have Windows XP or 2000 you can add Greek language support in your Windows. In case you have windows XP or 2000 you may add Greek language support in your windows. save the file to word or rtf format and do the changes from the new document. 21. In case your windows do not support Greek mathematical symbols. If your windows do not support Greek character set. alpha. beta etc. If your windows do not support Greek mathematical symbols. Standard Windows dialog.5 Report editing To edit the report.
1 Report Page Header On the page’s header it can appear. or the thickness and colour of the line. top. 22. By checking the corresponding boxes you can choose which of the above objects you want to appear on the caption.BETONexpress RUNET software 22. so that the report formulas and tables to be aligned properly. With the buttons at the bottom you can preview or print a sample of the page footer. The position of these objects is regulated from the numbers in mm you specify in the boxes in columns 2 and 3. You can also specify the page margins (left.1 Report –setup Header.g. the report subtitle or chapter title. 22. as well as the size of the font. or the thickness and colour of the line. paper size. the logo of the design firm. a small picture (bitmap). 22. or select a bitmap for the icon.3 Report page footer On the page’s footer it can appear. By checking the corresponding boxes you can choose which of the above objects you want to appear on the caption.1. In the last column you can set the font. 22. With the buttons at the bottom you can preview or print a sample of the header. the file name of the project. orientation.1. Courier new. User’s Manual 56 . such as Courier. the report date.1. In the last column you can set the font. Lucida Console. page footer. line distance. The position of these objects is regulated from the numbers in mm you specify in the boxes in columns 2 and 3. At the page place you can specify the letters you want to appear before the page number e. the chapter title. margins etc. the page number and an horizontal line underneath. For the font type it is wise to select non proportional fonts. at the project title. bottom) in millimetres (mm). Pg. Report parameters From the main menu you can adjust the appearance and the printout of the reports by using the [report parameters setup]. right. and an horizontal line on top.2 Main report You select the font type.
2.2. The computations of every design objects will start on a new page. a picture (from bitmap file) and two text lines. The style of text in the two text lines from the font style editor box. If you check. You can adjust the line distance in mm and the paragraph left margin in characters. The indentation can be adjusted in characters (not mm). 22. warnings will be printed in red when computations are not satisfying the codes or standards. If you check. The outline's colour and thickness be changed.1 Report cover You can design your own front page of the report. margins are according to the figure. [Print Errors in red colour ]. you can choose from the examples or choose your own bitmap. Various Report paragraphs etc.BETONexpress RUNET software 22. [Change page for each chapter]. If you wish a picture on the cover. User’s Manual 57 .2 Report setup. You can adjust the contents with the checkboxes.2 Page setup 22. The cover can be displayed with an outline. The indentation of paragraphs can be adjusted from the margin already set in [Report setup/Page-setup/main report]. From [Report Setup/Page Preview/Report Cover] you can edit the features on the cover of the report. You can Preview your new report cover and also do test print.
If you want to have these windows larger. and its size is maintained.1. User’s Manual 58 .BETONexpress RUNET software 23. 23. You can reset the main screen to the default size by clicking at [Setup/Default screen size]. Program settings 23. or print the program user's manual. The Greek characters will appear as: alpha. . beta etc.4 Screen dimensions You can resize the main screen.1.) or (.) for the decimal point appearing in the input data and the reports.2 Language Set Up You can choose the language of the program from the menu Setup/Language Setup].3 Decimal point symbol You specify (.5 User's guide You can preview. 23. then from [Setup/Greek character support] select NO. If your Windows do not support Greek mathematical symbols. simply open the main screen. Depending on the Window installation the Greek mathematical symbols may or may not appear right.1. By changing the language and confirm it by [apply] program will close down.1.1. If you have Windows XP or 2000 you can add Greek language support in your Windows. When you reopen. 23. . the program will appear with the selected language.1 Greek character support According to the notation used in the Eurocodes the report contains many Greek mathematical symbols. in the report. 23. You select to view it as a Word(doc) or as an Acrobat (pdf) document. The size of the main screen is automatically set to the size the last time you opened the program. The windows which are opened inside the main window have a height limited by the height of the main screen. Go to [Settings/Control Panel/Regional and Language Options/Advanced].
and the centroid is marked in red. Engineering tools 24. moments of inertia. 24.1.BETONexpress RUNET software 24.1. 24. 24. The area and the centroid of the region are computed.3 Area (polar coordinates) Give the points of the border line of an area. with the buttons at the bottom left you can save the data in a file and read them back again later. are computed.1..etc.4 Areas (sum of triangles) User’s Manual 59 . with the buttons at the bottom left you can save the data in a file and read them back again later. The area and the centroid of the region are computed. Give the points of the border line of an area. On the right of the window appears a sketch of the region. and the cross section properties (area. theta) coordinate. in polar (r .y coordinates) To find the area of a more or less complicated shapes you can use the area of the region ..2 Areas (x.h. On the right of the window appears a sketch of the region. in polar (r . theta) coordinate. and the centroid is marked in red. Give the cross section dimensions b..1 Unit conversion Cross sections Cross section properties.1. and section modulus).
Usual values for these factors are γG=1. Foundations.1 Qk.1+ΣγQ.05: minimum tensile strength fctm0. General rules -Structural fire design Design of steel structures Design of composite steel and concrete structures. General rules and rules for buildings Design of concrete structures. concrete design 25.fl: flexural tensile strength fvck: shear strength Ec: modulus of elasticity Gc: Shear modulus User’s Manual 60 .95: maximum tensile strength fct. Load combination According to Eurocode EN 1990:2002 the design values for actions should be combined as ΣγG. Actions on structures – general actions – Actions on structures exposed to fire Actions on structures – general actions – Snow loads Actions on structures – general actions – Wind actions Actions on structures – general actions – Thermal actions Actions on structures – general actions – Actions during execution Actions on structures – general actions – Accidental Actions Design of concrete structures. General rules. self-weight and imposed loads.1) The strength class of concrete is classified by the cylinder strength or the cube strength Eurocode 2 §3. National Application Documents are national standard for adapting the Eurocode to native requirements.1.j Gk.35. Eurocode 0 Annex A1. retaining structures and geotechnical aspects Design of Aluminium structures. These standards is a set harmonized technical rules for civil engineering works. The structural Eurocodes are: Eurocode 0 1990:2002 Eurocode 1 EN 1991-1-1:2002 EN 1991-1-2:2002 EN 1991-1-3:2003 EN 1991-1-4:2005 EN 1991-1-5:2003 EN 1991-1-6:2005 EN 1991-1-7:2005 Eurocode 2 EN 1992-1-1:2004 EN 1992-1-2:2004 Eurocode 3 EN 1993-1-1:2005 Eurocode 4 EN 1994-1-1:2004 Eurocode 5 EN 1995-1-1:2004 EN 1995-1-2:2004 Eurocode 6 EN 1996-1-1:2005 EN 1996-1-2:2005 Eurocode 7 EN 1997-1:2004 Eurocode 8 EN 1998-1:2004 EN 1998-5:2004 Eurocode 9 EN 1999-1-1 Basis of structural design Actions on structures – general actions – Densities.1 Eurocode 0 EN 1990:2002.BETONexpress RUNET software 25. and γQ=1. General rules 25.i ψQ.j +γQ. General rules for reinforced and unreinforced masonry structures Design of masonry structures.2 Eurocode 2.4 fck: characteristic compressive cylinder strength at 28 days fck. in the members of the European Community.Structural fire design Geotechnical design – General rules Design of structures for earthquake resistance. seismic actions and rules for buildings Design of structures for earthquake resistance. Eurocodes Group of standards for the structural and geotechnical design of buildings and civil engineering works.i Qki Factors for combining permanent and variable actions.50. 25.1 Concrete (Eurocode 2 §3.2. General rules . General rules and rules for buildings Design of timber structures – General – Common rules and rules for buildings Design of timber structures – General – Structural fire design Design of masonry structures.c: characteristic compressive cube strength fctm: mean axial tensile strength fctk0.2.
Minimum required concrete cover depending on the environmental conditions is given in Eurocode 2 §4.2 Punching. or seawater environment.2. Other references: Ultimate limit state for bending Eurocode 2 § 6.4 Torsion Eurocode 2 § 6.2 The reinforcing steel is classified according to the characteristic yield stress fyk fyk: characteristic yield strength ftk.3 Concrete cover Eurocode 2 § §4.1.2. User’s Manual 61 . Concrete cover is the distance between the outer surface of the reinforcement and the nearest concrete surface.2.2 Reinforcing steel Eurocode 2.c: tensile strength Es: modulus of elasticity euk: elongation at maximum load. value of (ft/fy)k>1.00001 /°C Ductility characteristics Height ductility euk>5% value of (ft/fy)k>1.1 Shear Eurocode 2 § 6. In general The minimum cover for dry environment and for interior of buildings is 15 mm. for humid environment without frost 20 mm. L: steel bar length Mean value for density 7885 kg/m³ Coefficient of thermal expansion 0.BETONexpress RUNET software w: unit weight Poissons ration can be taken 0. for interior and exterior concrete components the minimum cover is 40 mm.00001 /°C Creep and shrinkage of concrete Density for normal weight concrete between 2000 and 2888 kg/m³ (usual value 2400 kg/m³) 25.3.08 Normal ductility euk>2.2. For more severe environment as humid environment with frost and de-icing salts.4.1. Eurocode 2 § 6.05 25.4. and for humid environment with frost 25 mm.5%.20 Coefficient of thermal expansion 0. §3.
Loading-2 Loading-3 Dead + ψ2xLive + Seismic x-x.BETONexpress RUNET software 25. In retaining walls You specify the design ground acceleration ratio α. Dead + ψ2xLive + Seismic y-y A restriction in seismic design is for the ratio of the (effective footing area)/(footing area)< coefficient. Annex A. EN 1997-1:2004.3 Eurocode 7. A. Geotechnical design Eurocode 7. for EQU STR and GEO limit cases A. defined in [Parameters/Retaining walls]. and in retaining walls Eurocode 8 Part 5 In footings You specify the additional vertical loading and moments Mxx and Myy on the top of the footing due to earthquake. 2.4 Eurocode 8. The horizontal seismic acceleration is taken as ah=αxg (where g is the acceleration of gravity). Partial factors for equilibrium limit state (EQU) verification. Seismic design Seismic design is included in the footings.3. Two additional design load combinations are treated according to Eurocode 8.50. User’s Manual 62 . Geotechnical design – General rules. This coefficient has a default value 0. Partial factors for structural (STR) and geotechnical (GEO) limit states verification. 25.
and usually values are r=1. defined in [Parameters/Retaining walls].50.67) o the soil shearing resistance. The coefficients r and c are defined in the [Parameters/Retaining walls]. and kv=cxkh. An additional restriction is according to Eurocode 8 Part 5.50. This coefficient has an usual value 0. Annex E. In the seismic loadings the effect of passive earth force is taken into account with a reduced factor defined in [Parameters/Retaining walls] and has an usual value 0. are computed according to Eurocode 8 Part 5.BETONexpress RUNET software The final horizontal and vertical seismic coefficients affecting all the masses are taken according to Eurocode 8 Part 5. c=0. A restriction in seismic design is for the ratio of the (effective footing area)/(footing area)< coefficient. The additional seismic forces.50. This ratio is defined in [Parameters/Retaining walls].§ 7. Where kh and kv the horizontal and vertical seismic coefficients. using the formula of Mononobe-Okabe [ref ].3. due to active earth pressure.W and Fv=kv.§ 7.3.50. Thus the increased active earth pressure with seismic loading is computed as In addition horizontal and vertical forces are acting at the center of gravity of the wall due to the wall mass. User’s Manual 63 .2 3 (6) for the shearing resistance between soil and wall to be les than a ratio (usually 2/3=0.W. These forces are equal to Fh=kh.2as: kh=α/r.
References Eurocode 0 1990:2002 Eurocode 1 EN 1991-1-1:2002 EN 1991-1-2:2002 EN 1991-1-3:2003 EN 1991-1-4:2005 EN 1991-1-5:2003 EN 1991-1-6:2005 EN 1991-1-7:2005 Eurocode 2 EN 1992-1-1:2004 EN 1992-1-2:2004 Eurocode 3 EN 1993-1-1:2005 Eurocode 4 EN 1994-1-1:2004 Eurocode 5 EN 1995-1-1:2003 EN 1995-1-2:2003 Eurocode 6 EN 1996-1-1:2005 EN 1996-1-2:2005 Eurocode 7 EN 1997-1:2004 Eurocode 8 EN 1998-1:2004 EN 1998-5:2004 Eurocode 9 EN 1999-1-1 Basis of structural design Actions on structures – general actions – Densities. p275. Actions on structures – general actions – Actions on structures exposed to fire Actions on structures – general actions – Snow loads Actions on structures – general actions – Wind actions Actions on structures – general actions – Thermal actions Actions on structures – general actions – Actions during execution Actions on structures – general actions – Accidental Actions Design of concrete structures. F. Eurocode 7 (EC7) ENV 1997 Geotechnical design. retaining structures and geotechnical aspects Design of Aluminium structures. Czerny. • • • • • • Bares R. 1926. Inc. Mononobe N.. Gipson. "Die vereinfachte Barechnung biegsamer Platten". 1929. "Principles of Composite Material Mechanics". Foundations. volume 12. Geotechnical Aspects" Draft. General rules .Structural fire design Geotechnical design – General rules Design of structures for earthquake resistance. "Analysis of beam grids and orthotropic plates". General rules Eurocode 1 (EC1) ENV 1991 Basis of design and actions on structures Eurocode 2 (EC2) ENV 1992 Design of concrete structures. Berlin. 2nd ed.. seismic actions and rules for buildings Design of structures for earthquake resistance. and Massonet Ch. General rules and rules for buildings Design of concrete structures. New York. Beton Kalender.. Journal of Japanese Society of Civil Engineers. pp 233-261. R. Eurocode 6 (EC6) ENV 1996 Design of masonry structures. World Engineering Conference. Marcus H. Eurocode 8 (EC8) "Structures in seismic regions. W. self-weight and imposed loads. General rules.. Frederic Ungar Publishing Co. "Tafeln für vierseitig gelagerte Rechteckplatten". Vol1. Part 5.. New York. January 1991. F. Berlin. General rules -Structural fire design Design of steel structures Design of composite steel and concrete structures. Foundations. Volume 9.BETONexpress RUNET software 26. Springer-Verlag. Ernst und Sohn. 1965. Proceedings. No 1. Okabe S "General Theory of Earth Pressure". General rules for reinforced and unreinforced masonry structures Design of masonry structures. Retaining Structures. 1968. McGraw-Hill. 1929. General rules and rules for buildings Design of timber structures – General – Common rules and rules for buildings Design of timber structures – General – Structural fire design Design of masonry structures. 1994 User’s Manual 64 . "Earthquake proof construction of masonry dams".
80.26.60. Ws=1. Lx=1.80. Vs=56. Each line of this Command line file describes an object that is going to be created in BETONexpress.BetonExpress data.20.92.BETONexpress RUNET software Annex 1 27.20.35 γG Partial factor for permanent loads gQ=1. H=0.60.TXT) Enter the name of the new project file as .65. Commands and data can be read in BETONexpress and the design objects are automatically created. Nq=186. D=22.00 PLATE-2 NM=Slab-8. Cb=25.40. TP=1010.1 How to import the command file Click at menu File/ Read Command Line File Browse and [Open] the file with the command lines (.36. Mb=58. MATER BI=5.25. By=0. Ly=4. D=20. Mb=58. D=10. H=0. Ly=1.60. Cy=0. L=6. Qu=0.61.71. D=14. Mx=48. Na=12. ) Code words (first word and words with =) must be exactly the same Capital and small letters are the same MATER Materials and partial safety factors BS=C16/20 Concrete class SS=S500 Steel class gG=1.70.56. L=7. H=0.07. Nq=156. SI=5. D=12. Na=-812. The communication of BETONexpress with other programs can be done with a command file in simple text format. Ng=148. Qu=0. BETONexpress Command Line BETONexpress can also run as a post processor of various Finite Element Programs (ANSYS. Cx=0. D=10.80.25. D=14. Vs=66. Mb=12. Na=22. D=14.65.35. 27.50.50 γQ Partial factor for variable loads User’s Manual 65 .35. H=0. FOOT-1 NM=Foot-1.80. Q=2. Cb=26. Hs= Ng=128.90. The format of the command text file is given below. COLUMN-1 NM=Column-2.56 H=0.20.25. My=56.1.22.60.20. Q=2.80.50. Cb=25. Cb=25. TP=2. BW=0.80. TP=1.80. By=0.56 Mb=48. H1=0.65. Cb=25. TP=0.47. Cb=15. H=3. Cx=0. TP=1. D=12. Bx=0. Bf=1. NM=BeamT-6.70. Na=22.50. Lx=3. Ws=1. Cy=0. gQ=1. H=0.50. D=14.91.50 Mx=48. Hf=0.56.10 PLATE-1 NM=Slab-2.1. Cb=30. FOOT-1 NM=Foot21.20. Hs= 27.36. BW=0. D=10.35. SAP2000. Lx=3. H=0.07.47. H=0. SP=0 SP=1 NM=BeamT-5.50.1.40. SI=5.62. … and the Design objects are created from the commands and the data of the text file. BW=0.40. Cb=15. Cb=15.60 H=0.50 COLUMN-1 NM=Column-1. gG=1. Hf=0.30 PLATE-2 NM=Slab-7. BW=0.) to perform the concrete element design. Lx=1. Vs=56. Cb=30.65. gQ=1. Cb=25. Vs=66. gG=1. H=0.35.70. Na=-812.1.2 Example of command text file MATER BI=4. Cb=15. Mb=12. Bx=0. TP=0011. G=0.75.20.65.40.21. Bf=1. Mb=48.16. H1=0. 27.1 Command Line explanations Every part of a command must separated with comma (.30. D=10.2. H=3.50. NM=BeamA-2.00 BEAM-1 BEAM-1 BEAM-2 BEAM-2 NM=BeamA-1. Ly=1.72.20.50 PLATE-1 NM=Slab-1. Ly=4. G=0.40. My=56.1. Na=12.00.
then the default values that are set in the program the moment you read the command file are taken.BETONexpress RUNET software If Material Command is omitted.10 Bending moment in [kNm/m] for the slab cross section.80 q=2. The program uses a optimum diameter around this. Cb=25 Concrete cover in [mm] D=14 Rebar diameter (optimum). User’s Manual 66 . If you use D=14.1 then only14 mm rebar diameter will be used TP=1 Beam type 0=orthogonal cross section 1=T beam 2=L beam BW=0. The program uses an optimum diameter around this.20 Beam width in [m] Bf=1. If you use D=14. PLATE-1 Cross section of Plate NM=SLAB-1 Name of slab object (any name up to 16 characters) *** NOTE object names are unique and must not repeated ***** H=0.1 then only10 mm rebar diameter will be used Mb=12.60 Span x in [m] Ly=4. PLATE-2 Two way slab NM=SLAB-1 Name of slab object (up to 16 characters) H=0.1 then only 10 mm rebar diameter will be used TP=0011 Support conditions.25 Effective beam width in [m] NM=BEAMT-5 Name of slab object (up to 16 characters).00 Span y in [m] g=0.1 then only 14 mm rebar diameter will be used BW=0. If you use D=10. Many material cards may be included.50 Beam height in [m] Mb=48. The program uses a optimum diameter around this. If you use D=10. Right.20 Beam width in [m] H=0. 0=support 1=fixed Numbers in order Left. Each one affects the set of following commands.80 Beam shear force in [kN] Na=12. Top supports Lx=3.65 Beam bending moment in [kNm] Vs=56. Cb=15 Concrete cover in [mm] D=10 Rebar diameter (optimum). Cb=15 Concrete cover in [mm] D=10 Rebar diameter (optimum). The program uses a optimum diameter around this.00 Uniformly distributed permanent load in addition to self weight in [kn/m Uniformly distributed variable load in [kn/m ²] ²] BEAM-1 Beam section of orthogonal cross section NM=BEAMA-1 Name of slab object (any name up to 16 characters). Bottom.20 Slab thickness in [m].20 Slab thickness in [m].56 Beam axial force in [kN] BEAM-2 Beam section of T cross section Cb=25 Concrete cover in [mm] D=14 Rebar diameter (optimum).
1 then 20 mm rebar diameter will be used only TP=0 Section type 0.35 x column side in [m] By=0. The program uses a optimum diameter around this.07 Beam flange thickness in [m] Mb=48.65 Bending moment Mxx in [kNm] My=56.40 Footing base height in [m] Ng=148.35 y column side in [m] Mx=48.1 then 12 mm rebar diameter will be used only Lx=1.71 Variable vertical load on top in [kN] Qu=0.70 Footing total height in [m] H1=0. 1 for square section 2 for round cross section (in this case Bx=By=D) NM=Column-1 Name of slab object (up to 16 characters).65 Beam bending moment in [kNm] Vs=56.30 Column x dimension in [m] Cy=0.50 Beam height in [m] Hf=0.50 Footing x dimension in [m] Ly=1.40 Footing y dimension in [m] Cx=0.40 Column y dimension in [m] H=0. If you use D=12.70 Bending moment Myy in [kNm] Na=-812.50 Column height in [m] FOOT-1 Short column cross section NM=Foot-1 Name of slab object (up to 16 characters).47 Beam span length SP=1 Span type 0 simply supported 1 simply supported-fixed 2 fixed-fixed COLUMN-1 Short column cross section Cb=25 Concrete cover in [mm] D=20 Rebar diameter (optimum).80 Beam shear force in [kN] Na=12.56 Beam axial force in [kN] L=6. Cb=25 Concrete cover in [mm] D=12 Rebar diameter (optimum).21 Ws=1.91 Soil bearing pressure in [N/mm Soil unit weight in [kN/m ²] ³] Hs=2.16 Axial load in [kN] H=3.1 Foundation depth in [m] User’s Manual 67 . Bx=0.61 Permanent vertical load on top in [kN] Nq=156.BETONexpress RUNET software H=0. If you use D=20. The program uses a optimum diameter around this.
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