11 masterkey concrete design

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10 MasterKey Concrete Design User Manual 10-1 11. MasterKey: Concrete Design 11.1 Getting Started with Concrete Design The MasterSeries Concrete Design programs enable the Engineer to detail as part of the design process, thus integrating the analysis, design, detailing and drafting processes into a single operation. As the element is detailed the program automatically checks the proposed cage of reinforcement against the design requirements of BS 8110. Non-compliance is graphically highlighted on the screen enabling the engineer to change the reinforcement accordingly. Using the automatic design options, a multi-storey plane or space frame with alternate loading can be set up, analysed, designed and detailed in a few minutes. There are automated options for design, lapping and curtailment as well as an option to match the reinforcement over column heads. The programs are easy to use, extremely reliable, very flexible and will lead to considerable savings in a busy design office. Programs covered in this chapter 1 MasterKey Concrete Beams and Slabs 2 MasterKey Concrete Columns 3 MasterKey Concrete Pad Foundations 4 MasterBeam Concrete Beam Designer Notes: 1. This version of the manual is written for version 2007.01 of the MasterSeries. Any subsequent versions of the MasterSeries will have additional features but the general procedure will be the same. 2. All Code of Practice References shall be made to the British Codes. 3. Should you feel any area needs clarification or is missing then please email [email protected] with your comments, suggestions or prose stating the sub section in the manual.

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Page 1: 11 MasterKey Concrete Design

10 MasterKey Concrete Design User Manual 10-1

11. MasterKey: Concrete Design

11.1 Getting Started with Concrete Design The MasterSeries Concrete Design programs enable the Engineer to detail as part of the design process, thus integrating the analysis, design, detailing and drafting processes into a single operation. As the element is detailed the program automatically checks the proposed cage of reinforcement against the design requirements of BS 8110. Non-compliance is graphically highlighted on the screen enabling the engineer to change the reinforcement accordingly. Using the automatic design options, a multi-storey plane or space frame with alternate loading can be set up, analysed, designed and detailed in a few minutes. There are automated options for design, lapping and curtailment as well as an option to match the reinforcement over column heads. The programs are easy to use, extremely reliable, very flexible and will lead to considerable savings in a busy design office. Programs covered in this chapter

1 MasterKey Concrete Beams and Slabs 2 MasterKey Concrete Columns 3 MasterKey Concrete Pad Foundations 4 MasterBeam Concrete Beam Designer

Notes:1. This version of the manual is written for version 2007.01 of the MasterSeries.

Any subsequent versions of the MasterSeries will have additional features but the general procedure will be the same.

2. All Code of Practice References shall be made to the British Codes. 3. Should you feel any area needs clarification or is missing then please email

[email protected] with your comments, suggestions or prose stating the sub section in the manual.

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MasterKey Concrete versus MasterBeam Concrete Beam Designer MasterKey Concrete Beam Design is a general concrete beam design program. It is one of 3 concrete design programs that interface with MasterFrame, MasterPort and MasterFrame Flat Slab Construction. These programs are namely Beams (and slabs), Columns and Pad Foundations. These frames may be multi-storey, grillage, portal or 3 dimensional in nature. MasterBeam Concrete Beam Designer is an entry level integrated suite that Analyses, Designs, Drafts and Schedules beams. It can only do continuous and single span beams. The input method is simpler, but less flexible, than using MasterFrame. The use of the Concrete design part of the MasterBeam Concrete Beam designer is identical to MasterKey Concrete Beam Design. In this manual no distinction shall be made between the two programs as the interface and use are the same (excepted where specifically noted). 11.1.1 MasterKey Concrete Design Methodology The procedure for using MasterKey Concrete is as follows;

� Generate frame defining appropriate conc section properties, loading etc using: o MasterFrame; or o MasterFrame Flatslab Construction; or o MasterPort; or o MasterBeam Concrete Beam Designer

� Analyse frame. � Load Concrete Design from the Design menu of the analysis program. � Set default Options for grades, bars, methods etc. � Close the Basic Data & Defaults window. � Select to automatically design all members. � View and modify member designs as required. � Print out results. � Export drawings.

! Important Note The direction of members is critical. All members are displayed with the lower node number on the left-hand side of the screen. It is advisable to ensure that all nodes are numbered as follows. X-Axis: Left to Right �Y-Axis: Bottom to Top �Z-Axis: Front to Back �Beams must be horizontal and loaded in the major, vertical axis. i.e. no bi-axial bending

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11.1.2 Common Features User friendly Short learning curve Intuitive operation Excellent editing facilities Quick automatic design to user defined bar sizes, numbers and pitches Freedom to change and refine automatically designed structures Interactive design of complete frames Recta-parabolic stress block Dimensional checks on percentages, gaps and covers Customised bar labelling method for use in different countries Screen optimised for all resolutions from 640x480 upwards Detailed design calculations 11.1.3 MasterKey Concrete Beam Design Features � 2-6 main reinforcement zones per beam � 1-4 layers of reinforcement for each zone � 2 groups of bars per layer � Up to 7 shear reinforcement zones � Shear design with or without shear

enhancement � Automatic curtailment of bars � Simplified and exact method of

curtailment with an option for two stage curtailment

� Several elements may be combined into a single super (structural) member for design and detailing

� Drag and Drop curtailment of bars � Cranked and U bars � Automatic matching of main reinforcement at supports � Printer output including dimensioned and beam elevation and section � Export details to printer, PowerPad, DXF or MasterRC � Export to MasterRC Bar Scheduler

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11.1.4 MasterKey Concrete Column Design Features � Braced and un-braced columns � Bi-axial columns � Automatic Live load reduction � Short or slender columns � Square and Rectangular Columns � Side bars considered in design � Rigourous design of Circular Columns � Design for high shear � Printer output including dimensioned

and detailed Column section

11.1.5 MasterKey Concrete Pad Foundations Design Features � Bi-axial bending � Eccentric columns � Automatic Live load reduction � Automatically detects service and

ultimate loading cases � Soil pressure design for the

serviceability limit state loading cases � Reduced area analysis under base

uplift � Bi-axial uplift on base � Top steel as bars or mesh � Full punching shear design for the 9 failure zones � Automatic zoning of reinforcement in wide-pad foundations � Selectable curtailment methods � Starter bars automatically detailed for concrete columns � stub columns � Integrated pad foundation bar scheduler � Printer output including dimensioned and detailed pad foundation on plan and section � Option to design mass concrete pads or strip footings � Surcharge � Additional wall loads

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11.1.6 Detailing and Exporting Features � Intelligent re-use of bar marks for identical bars � User defined minimum crank lengths � User defined minimum crank offsets � User defined kicker height � Printout of elevations for each member or group of members. � DXF export of continuous beams, columns and pad foundations � Export to MasterRC for full detailing and scheduling of members � User definable scales and text sizes � Automatic breaking of long beam runs at user defined lengths � Printed and DXF exported drawings may be scheduled using the MasterRC

Scheduler � MasterRC drawings may be edited with all changes automatically reflected in the bar

schedule � Tabular output of Pad foundation reinforcement details to the ICE standard method of

detailing structural concrete

11.2 Primary Program Interface Regions 11.2.1 Differing Screen Resolutions Before discussing the various regions of the MasterKey Concrete interface it is important to realise the functionality of the software will be seriously diminished on screens with a resolution less than 1024 x 768. As such the minimum required screen resolution is 1024 x 768. 1024 ×××× 768 and above High Screen Resolution

This is an efficient viewing mode with all 5 windows visible in MasterKey Concrete Beams. However, at this resolution the toolbars are not completely visible so it would be more efficient still to operate at higher resolutions.

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11.2.2 MasterKey Concrete Beams Interface Regions

11.2.2.1 MasterFrame Tool Bar The MasterFrame Tool Bar buttons allow the user to manipulate the view in the Frame Graphics window. The controls include rotating and zooming and are as described in the MasterFrame manual and Help files. 11.2.2.2 Beam Elevation The Beam Elevation window displays the currently designed beam. The user may directly edit the number of bars, their diameters and lengths here using the methods described in Beams: Editing Main Bars. Note: the currently active bar is highlighted in red (top left bar in the above graphics). You can make another bar the currently active bar by selecting its label. 11.2.2.3 Bending Moment and Shear Force Diagrams Displays the applied BM/SF diagram together with the capacity diagram. Any failures are shown as vertical red lines. The number of design increments along the length of the beam (vertical blue lines) can be changed by the Diagrams and Resolutions sub menus.

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If any part of the capacity exceeds 1.5 times the maximum applied force then the capacity is graphically curtailed to this value and is drawn in green.

Tip double clicking on the diagram toggles between the BM and SF diagrams. 11.2.2.4 Failure Bar The Failure Bar displays any beam failures at the appropriate positions along the beam in red for bending failure and blue/black for shear failure. If the Failure Bar background is cyan then there is a dimensional failure.

Double clicking on the Failure Bar displays the design results screen, positioned to the dimensional checks. The Failure Bar also contains the section marker that indicates the position of the section in the Cross Section window. A single click with the mouse re-positions the section marker.

11.2.2.5 Quick Buttons The Quick Buttons allow you to access different design functions.

Display the Defaults and Basic Data Dialogue. AutoDesign the current member AutoDesign the current run of members. Used in beams only. AutoDesign All the Visible members in the frame. Scans all members in search of design failures. Stops at the first failure encountered Allows you to view the detailed beam design calculations and dimensional checks.

X Close concrete design and return to analysis

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11.2.2.6 Editor Tabs The tabs allow you to view the various editing screens with their associated buttons 11.2.2.7 Editor Area Display various editing options depending on which Editor Tab is active. See Detailed Editor below. 11.2.2.8 Frame Graphics Displays the MasterFrame Frame geometry. The currently designed beam is highlighted as a solid member with a red dot at its assumed left/bottom node. The window is used to graphically choose the member to be designed. The frame view can be manipulated using the MasterFrame top tool bar. Clicking on the maximise button enlarges the window for easier member selection. 11.2.2.9 Cross-Section Displays the beam cross-section corresponding to the section marker position in the Failure Bar. The and buttons allow you to expand or shrink the size of the cross section. 11.2.3 MasterKey Concrete Columns Interface Regions MasterKey Concrete Columns design shares the following common interface regions with the MasterKey Concrete Beam design;

� MasterFrame tool bar � Quick Buttons � Editor Area � Frame Graphics

The Beam Elevation, Failure Bar and BM/SF diagram areas are replaced with a scrollable region containing column section or pad foundation graphics, along with the design output results. Column design is activated by clicking on a column member in the frame graphics area. Column section graphics indicate the cross section dimensions and reinforcing details. Quick buttons that do not apply to column design are deactivated. Design failure is represented by a Cyan background in the design output area, making any non-compliance immediately apparent.

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11.2.4 MasterKey Concrete Pad Foundations Interface Regions MasterKey Concrete Pad Foundations design shares the following common interface regions with the MasterKey Concrete Beam design;

� MasterFrame tool bar � Quick Buttons � Editor Area

The Pad foundation design can be entered by either; Selecting a base node in the frame graphics area. The base nodes are indicated by a black coloured point at one end of the member. The selected foundation node is highlighted in red. Selecting Pad mode, whereby the lowest base node number is highlighted.

11.3 The editing Screens 11.3.1 Briefs

Allows you to select the member you wish to design. You cal also select your member Graphically.

This is usually easier done by picking the member in the frame graphics area. You can also set the member mode to: Copy to:Current details are copied onto the next member selected in the frame graphics area. Mirror copy:Current details are copied onto the next member selected in the frame graphics area. These details are copied as a mirror (handed) copy of the original details.

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11.3.2 Beam Data Here you can change the number, diameter and length of the currently selected bar (see “Beam Elevation” above). You can also change the bar tag locations for improved clarity.

The percentage redistribution can also be set for each end of the member. This allows the user to optimise their design by only redistributing as required. It should be noted that this redistribution is carried out in isolation and the user should check the adjacent spans and apply the same percentage there. The redistribution tab gives a more global method. The span to be used in for deflection calculations and basic L/d to be used can also be modified. The sections buttons and input boxes allow the user to adjust the member cross-section. This is interactive with all results being updated. You should re-analyse the frame after all sections are modified and check for any transferred moments due to changes in member stiffnesses using the button. Erase the currently highlighted (in red) bar

Insert a bottom left bar Insert a bottom middle bar Insert a bottom right bar Insert a top left bar Insert a top middle bar Insert a top right bar Mirror (hand) all reinforcement in the beam. Swap the currently highlighted bar (in red) between the inner and outer layers Split the currently highlighted bar (in red) into two sets of bars. 4T32 => 2T32 & 2T32. Allows for different curtailment points or moving one set onto another layer The lasso. When active all bars under the drag point move simultainously instead of the default of just the highlighted bar (in red) Creates symmetrical reinforcement (main and shear) in the current beam based on the beam end with selected (red) support steel. Function is disabled when central steel is selected. Automatically re-lap the nominal reinforcement to the main reinforcement

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for the current member. Automatically re-curtail the currently defined main reinforcement and then relap for the current member. Match the support reinforcement to either side of each support for all Visible designed beams. Match the support reinforcement to either side of each support for the current beam Scans all the beams and stops if it finds a bar longer than the value set in the drop list.

11.3.3 Links and Nibs

11.3.3.1 Links The left hand table defines the links in the beam. You may have a total of 7 zones i.e. 3 left, 1 nominal and 3 right zones with the input for each zone. Link patterns are calculated automatically for the number of legs defined, however, shape codes are not important at design time only the number of legs and whether they are in pairs. The table above reads 17 sets 2 legs of R12 links at 100 mm longitudinal pitch on the left hand side. 10 sets 2 legs of R12 links in pairs at 200 mm longitudinal pitch on the Right hand side. (A total of 20 shape 61 links placed in pairs every 200 mm) The remaining nominal links are sets 2 legs of R12 links at 150 mm The drop box at the bottom of the screen allows you to define the width of the enhanced shear zone. This is then applied to all beams in the frame.

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11.3.3.2 Nibs

If you have an inverted Tee or L section then it is quite common to rest slabs or outer leaf masonry on the nib. MasterKey Concrete Beams can design this nib steel and any induced torsions in the members. Design is in accordance with BS 8110-1:1997 Cl 5.2.8 It should be noted that the vertical and torsional load induced will be transmitted into the main links thus greatly reducing their capacity. Cl 5.2.8.5 The resultant beam torsion is calculated by taking the net moment from maximum load on one side and minimum load on the other. The larger out of balance moment is then used. Left nib % Maximum Percentage of total shear load on the left nib

(gives moment and shear on nib) Minimum Percentage of total shear load on the left nib (gives resultant beam torsion when compared with RHS max)

Left ecc mm Eccentricity from the outer edge of the left nib to the point of load application

Right nib % Maximum Percentage of total shear load on the right nib (gives moment and shear on nib) Minimum Percentage of total shear load on the right nib (gives resultant beam torsion when compared with LHS max)

Right ecc mm

Eccentricity from the outer edge of the right nib to the point of load application Switch to say if the nib steel rests on the bottom steel of the main beam or is supported on side bars at a defined cover from the top surface of the nib

Bars on main steel

Bars on main steel Bars to top coverLong Pitch The longitudinal pitch of the nib reinforcement. Usually the same as the

link pitch.

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Top Cover Top cover to nib steel from top face of nib. Not applicable if bars are on the main steel.

As –, L, vert U, horz U or Link

Detailing style

-: Straight bar

L: L-bars

Vert U: Vertical U-Bars

horz U: Horizontal U-Bars

Link Vertical Links

Note the style will be modified by the program if enough anchorage is not achieved. Eg straights may become pairs of L-Bars.

Copy to All Beams

Copies the current nib settings to all downstand beams in the frame.

11.3.4 Redistribution In MasterKey Concrete moment re-distribution of beam support moments may be carried out post-analysis. You can either do interactive re-distribution from the beam reinforcing editing area, or set the redistribution values from the re-distribution screen. Interactive re-distribution has the advantage of allowing you to tailor your redistribution. In the example adjacent we were able to reduce the top left steel to 2-T32 to reduce material. If we had re-distributed by more than 15% on the left then we would have needed more mid-span bottom steel. The distributed moment is drawn with a faded grey line in the BM diagram.

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Once you have decided on the degree of re-distribution for the key elements then switch to the main re-distribution screen using the control Redistribution tab. Here you choose a value of re-distribution and then pick the ends of the members you wish to re-distribute. Repeating for all the different percentages you wish to re-distribute by. Return to the design screen using the main Beam Data tab.

11.3.5 SuperMembers A Super Member is a member made up of several element member segments. These are then treated as one structural element during design. Super members can greatly simplify a design by removing the constraint of an analytical element exclusively representing a structural element. There are 3 types of Super-Members

1. Analysis Super-Members; 2. Design Super-Members; 3. Drafting Super-Members.

Each has it’s own advantages as described below.

In the frame to the right member M1-3 is a Super-Member consisting of members 1, 2 and 3.

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Basic rules for defining a Super-Member 1. All Nodes must sequentially increase or decrease ie 1, 2, 3, 5, 67 but not 1, 2, 5,

67, 3 2. All Member elements must sequentially increase or decrease ie 1, 2, 3, 5, 67 but

not 1, 2, 5, 67, 3 3. All Nodes/Members must lie on a straight line. 4. All Members must use the same section. 5. All Members must have the same Beta rotation.

MasterKey Concrete detects any Super Members defined in MasterFrame during frame generation. Analysis Super-Member

1. All Loading is stored on the first member. 2. All loading previously defined on members other than the first will be lost when a

Super-Member is generated. 3. Create the Super-Member and then add your loads. 4. In-span deflections are calculated for the Super-Member. 5. Analysis Super-Members are automatically Design and Drafting Super-Members

Tip: Steel and Composite beam Super-Members are best defined at Analysis time Design Super-Members

1. All Analysis Super-Members are automatically design Super-Members. 2. Designs the members as One segment 3. Better than Analysis Super-Members as they don’t complicate the loading. 4. They just Glue your BM SF diagrams together. 5. Design Super-Members are automatically Drafting Super-Members 6. In-Span deflections are NOT calculated for Design Super-Members 7. Define in MasterFrame or at design time in MasterKey Concrete

Tip: Concrete beams are best defined as design Super-Members. These are best defined inside MasterKey concrete. Drafting Super-Members

1. Not important in the Concrete program Tip: Any drafting Super-Member will automatically use the same section size for each part during MasterKey steel automatic design. When you AutoSize a member it will automatically AutoSize all other parts of the drafting Super-Member.

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Recommendations We recommend that you use Design Super-Members and define these inside the MasterKey Concrete program Design Super-Members can also be used to simplify the detailing of short beams by gluing together several concrete members. It also gives better detailing control over short cantilever members. Defining Super Members Super members are defined in the same way they are in MasterFrame using

To insert a new super member Add a member to a super member Find an existing super member

definition

11.3.6 Columns Here you change the number and diameter of the reinforcement in the column. If symetrical reinforcement is activated in the Basic defaults then you can not change the internal yy axis reinforcement.

Link patterns define the size and arrangement of links that restrain the main reinforcement. Every other bar should be restrained. New MasterSeries 2004 + column link patterns.MasterSeries 2004 introduced new link patterns that give the engineer the flxibility they need. No longer do you define a pattern number but state the number of link legs in each direction.

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1 – Single Link,

2 - 2 links. 1 outer & 1 diamond link

3 - 3 links. 1 outer & 2 ⅓ width links

4 - 2 links. 1 outer & 1 saussage link

5 - 2 links. 1 outer & 1 saussage link

6 - 2 links. 1 outer & 1 ⅓ width link

7 - 2 links. 1 outer & 1 ⅓ width link

8 - 3 links. 1 outer & 1 ⅓ width link & 1 saussage link

9 - 3 links. 1 outer & 1 ⅓ width link & 1 saussage link

The Restraint and Bracing arrangements are calculated from the frame geometry and global values set in Basic Data and Defaults. Any restraint and bracing details set to global will use the frame geometry and default values . If “Symmetrical Reinforcement” is set in Basic Data and Defaults then Y-Y internal reinforcement is equal to the X-X internal reinforcement and their input boxes are greyed out. Should you wish to over ride these you can change them. Reference should be made to BS8110-1:1997 Cl 3.8.1.5 & Tables 3.19 & 3.20 11.3.7 Pad Foundations

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Pad Data I: Pad Length xx: Breadth zz: Depth:

Basic dimensions of the pad Allows you to lock the dimension so it does not change during

AutoDesign Strip footing: Set whether the Foundation is a Pad or a strip footing. If you select

a footing then ensure the dimension in the direction of the wall is 1000 mm.

Cage Style: The detailing style is also set to Straight-Bars, Bobed-Bars or full depth U-Bars

Pad Data I: Column Width xx: Width zz:

Basic dimensions of the column allowing for any concrete casing or a concrete plinth. If left to ZERO then it will default to the size of the column in MasterFrame (conservitive)

Centre xx: Centre zz:

Distance from the edge of the foundatioin to the centre of the column. If left to ZERO then it will default to the center of the foundation

Plinth height: The height of any plinth or dwarf column not considered in the MasterFrame/MasterPort analysis. Any horizontal Shear Forces are multiplied by this height to develop an additional moment.

Pad Data I: Reinforcement Here you change the number and diameter of the reinforcement in the pad. The steel can be in up to 2 zones say Inner zone is 200 c/c, and outer zone is 400 c/c (see BS 8110-1:1997 cl 3.11.3.2). If zoning is not required then the steel is assumed to be at the first pitch throughout .

Pad Data II: Loading Gk Ult Partial safety factor on the Density and Surcharge in ultimate load

cases. Defaults to Global value. Gk Srv Partial safety factor on the Density and Surcharge in service load

cases. Defaults to Global value.

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Surcharge: Surcharge to top of base kN/m2 applied to whole base. Defaults to Global value.

Density: Density of the concrete in kN/m3. Defaults to Global value. SWP: Safe Working Pressure kN/m2 or the Un-Factored (Service) Bearing

pressure used in sizing the pad. The program identifies a loading case as service case if all load factors are equal or less than 1.00. Defaults to Global value.

Pad Data II: Walls Load Service/working load (kN/m) per meter run.

Note: If no wall projections (faces) are defined then the load is assumed to be total intensity (kN).

o/s xx Wall offset parrallel to the XX axis (mm). o/s zz Wall offset parrallel to the ZZ axis (mm). Faces Define which faces of

the foundation the wall exists on. See example opposite If NO wall projections (faces) are defined then the load is assumed to be total intensity (kN).

11.4 Basic Data and Defaults Setting the basic data and defaults is the key to using MasterKey Concrete. These settings are used in each of the following design aspects. Beam Curtailment AutoDesign Covers + Aggregate

Design + Grades Laps, Cranks and Kicks Side Bars and Labelling

On the first design of a generated frame the basic data and defaults form is displayed. The basic data and defaults form can also be accessed at any stage by the control from the Quick buttons.

Save the Basic Data & default settings to a file Load a previously Saved set of Basic Data & default settings to make them the same as another file. Resets the Basic Data & default value settings to a typical set of deffinitions.

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Load MasterSeries Help. Close the form and use the settings with the current file. (Apply&Close)

11.4.1 Beam Curtailment These rules are used during the Automatic Design (AutoDesign) of beams, columns and pads. The beam curtailment and detailing methods may be overridden manually after AutoDesign. Beam Curtailment methods

Note: This menu can only be accessed when a beam is selected, i.e. not a column or pad. Beam reinforcement can be detailed in 1, 2 or 3 zones.

1 Zone Design 2 Zone Design

3 Zone Curtailment 3 Zone Double Curtailment The 3 zone design has 4 curtailment methods as follows: Simple Only Curtailed to the BS 8110 simplified rules only based on span ratios.

No account is taken of the BM diagram and failure may occur. Detailed Curtailed to the BM diagram. Detailed + Double

Double curtailed to the BM diagram. This causes 2 sets of main bars to be used in each zone with different curtailment points.

Detailed + Simple

Curtailed to the BM diagram and the BS 8110 simplified rules.

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11.4.2 Beam Detailing options Top Bars to Supports:

Top Mid-Span bars (nominal bars) stop a set distance from the support (see Laps, Cranks and Kicks) to allow the steel-fixer to pre-fix links to the nominal bars (Beam & Splice method). Bottom Mid-Span bars (main bars) ) stop a set distance from the support (see Laps, Cranks and Kicks) to allow the steel-fixer to pre-fix links to the main bars (Beam & Splice method).

Bot Bars to Supports:

Bot sup bars use main dia:

The bottom steel at the supports uses the same diameter as the mid-span bars (main bars).

1 Bar group per zone:

Only use on set of bars per zone. i.e. 5T20 not 3T20 + 2T16. This will negate the effect of double curtailment but simplifies the reinforcement.

Limit Support Moment & defl:

Restrict the design support moment to the value at d/2 from the support face. This also reduces the effective span for deflections check.

No Odd bar numbers Use 2, 4 or 6 bars but never 3 or 5. This is useful in 450 wide ground beams where a 3 bar arrangement would require a middle link leg as the the mar would be greater than 150 mm from a restrained bar

Delete short mid-bars:

If the mid span bars are less than 30% of the span then delete these short bars and re-lap as 2-bar zone.

As 1 bar if span <= If the beam is a single span beam and is less than your set span then there will be no curtailment of reinforcement. Just a single bar group across the full span (and bobbed if requested or required)

Omit slab top mid bars

If designing as a slab (see Beam links below) then omit mid-span top steel if there is no mid-span hogging moment.

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11.4.3 Beam & Column Links Options 4 Link Legs as Equal:

Normally 4 link legs will detail as 1 large and 1 small link. This gives a stable cage with low risk of loosing the side cover. However this is not always desirable as the internal link can be narrow and requires 2 separate links to be detailed. This option allows you to use 2 equal size links of 2/3 width. Caution must be exercised when using this option as the links could spread during concrete pouring and thus reduce the side cover.

Open Links with closer:

Detail the links as open links (77 and 55) with a 35 closer.

As a Slab (no links):

Omit links from beam, and detail as a slab. See Section 8.4.5 Real Slabs

Internal Link Equal:

Normally 6 link legs will detail as1 large, 1 medium and 1 small link. This option will give you 1 large and 2 small links.

Single leg internal links

All internal links to be single leg links shape 85.

Replace Shape code 85 links with U-Bars

Replace Shape code 85 links with short horizontal 38 U-Bars for easier placement on site. Internal links will not be replaced unless they are 85’s. This function is best used if Open Links with closer and Single leg internal links are active

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All bar shape code references above are to BS 4466. BS 4466 or SABS 082

BS 8666: 2005

35 Double bob 21 UBar with min A&C

55 Open Link 41 Open Link

77 Open hanging link 47 Open hanging link

85 Hanging L Bar 31 Hanging L Bar

38 U Bar 21 U Bar

11.4.4 End-Beam Options If the end support top and bottom steel match (eg 2T16 top and 2T16 bottom) then at “printing” and “exporting” time these bars will be converted to U-Bars. They will remain as 2 separate bars on the screen to allow you to edit the bars separately.

End T=B as U bars:

Always Bob end bars:

Always Bob end bars even if the support width does not require it for anchorage.

Anchor as L-Bars: If the bar anchorage length requires the bar to return into the beam as a U-Bar then insist that the bar continues down into the column.

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Lift bot leg of U-Bar: Reduce the depth of U-Bars so their bottom leg lies above the main bottom steel.

Anchor L-Bars to D/2:

Curtail all L and bobbed bars to a minimum depth of D/2

Anchor L-Bars to D-cover:

Curtail all L and bobbed bars to a minimum depth of the far face minus the cover

Limit unstressed anchor to D- 2 covers

Don’t try to give an unstressed top support bar a full anchorage. Limit it to to D- 2 covers vertically.

11.4.5 Real Slabs The concrete beam program can be made to design the beams using the slab rules by selecting As a Slab (no links) above. This will then apply the slab rules to the beam cross-section. As a more practical alternative select the “Design as a Slab for 1000mm …”option.

� This will use a slab section of 1000 mm wide.

� All moments and shears will be proportioned to the values for section analysis width.

� Main bars are input and stored as a pitch. Eg T12 @ 225 and not as an approximate pitch 6-T12 @ 166

Above: set to “As Slab (no links set)”. Note the odd spacing. Still dealing with a

physical number of bars in a beam width set in analysis.

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� Bar pitch changed by using the mouse on the pitch value.

Above: set to “Design as a Slab for 1000mm..”

Note: the exact spacing and design will be for 1000 mm wide section..

11.4.6 Laps, Cranks and Kicks

Crank Details: Defines minimum beam and column bar crank dimensions in both mm and bar diameters. The larger of the 2 values will be used. The Min bar diameter is the minimum bar size that will be cranked (usually 16 mm). Bars below this diameter will not be cranked as they are assumed to be flexible.

Crank top middle:

Crank the top middle steel (nominal steel) if it is equal to or above the minimum diameter.

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Crank bot middle:

Crank the bottom middle steel (main steel) if it is equal to or above the minimum diameter.

Crank bot support:

Crank the bottom support steel (nominal steel) if it is equal to or above the minimum diameter. At end supports the outside end of the mid-span steel will be cranked instead.

Laps: Sets the minimum Lap length in mm and bar diameters. Having calculated the required lap length for a bar the program will then check it against these values and use the largest value.

Top/Bot end gap: Distance from end of mid span nominal top/bottom steel to support. These can be set relative to the column face or any perpendicular beam face.

Kicker Height: Sets the height above the top of the beam for start of the bars. The beam concrete will be poured to this height to form a kicker for the column formwork.

Use Splice bar laps

In columns where column dimensions are different for each lift then the program will use splice bars instead of cranked bars that project from the lower lift. If active this switch caused the program to always use splice bars.

Cranked Splice Bars

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11.4.7 Side Bars and labelling

11.4.7.1 Side Bars At supports the sidebars may be curtailed in one of 3 ways. You may also set the side bar diameter and the depth above which side bars are required. 11.4.7.2 Bar Layers Bar labelling may be tailored to suit your own drawing style. In the UK users would normally only be concerned with how layered reinforcement is labelled. i.e. T1, T2 and B1, B2 or the T, TT and B, BB methods. This is only important if you will be using layered steel.

Normally you have 1 or 2 groups of bars on 2 layers. (max of 4 groups). The T1-T4 layer switch alows you to have 4 layers of reinforcement but only 1 gar group per layer.

11.4.7.3 Bar Marks Bar marks can have a prefix or suffix e.g. 4-T16-A03 or 4-T16-03A and the bar mark can be placed before the bar size e.g. 4-A03-T16. 11.4.7.4 Label Beam bars in Section In beam cross-sections you can label either All Bars, Alternate bars or just the External bars

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11.4.7.5 Pad Label Zone In Wide Pad foundations with zoned reinforcement you can either anotate the callup lines on the Call-up line or on the end-note 11.4.8 Covers and Aggregate

MasterKey Concrete allows you to assign different covers to the different structural elements in a frame. Namely Beams, Columns and Pad Foundations. Beams and Pads can have different covers to each face. In Beams you can have different Top and Bottom covers in the X-X and Z-Z planes. This can be used to prevent bar clashing in 3_D frames. The Additional cover at supports allows you to keep your main steel at full depth increase the cover in one direction.

Spacer: Minimum diameter of spacers when using multiple layers of steel. The program will calculate the diameter required and use the larger of your input and the required diameter. If Zero is input then no spacer is used and the bars are assumed to be touching/bundled. Spacer cc: Longitudinal spacing of spacer bars.

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11.4.9 Design and Grades This area is critical to the operation of the program. The design and grades tab defines the reinforcing steel strength and the concrete grades for beams, columns and pads. Numerous practical design options are also provided, giving the user complete control over the AutoDesign process.

General Design to: Design Code of Practice. BS 8110 1885/1997 or SABS 0100:1984 Fy Main and Fy Links:

Fy Main: the yield strength of the main reinforcement in N/mm2 and the bar type T,Y,R,H,A,B,C Fyv Links: the yield strength of the shear reinforcement (links) in N/mm2

and the bar type T,Y,R,H,A,B,C The value of Fy for main bars and shear links can be set to 250, 410, 425, 450, 460 & 500 to cater for UK and non-UK design. MasterSeries Customisation allows you to add or remove grades from this list. From the MasterSeries front screen go Utilities > Customisation > Design codes. Values are a 3 digit number and a letter seperated by semicolons. 250R; 500H; 460T; 425Y etc The number is the strength and the letter is the labeling letter eg 2-H16

High yield bar type:

d-1 : Deformed type 1 d-2 : Deformed type 2 (Std in the UK)

pln : plain fab : Fabric or Mesh

Beams Fcu: Characteristic cube strength of the concrete at 28 days in N/mm2.Maximum X/d ratio:

When designing doubly reinforced beams by hand you visually choose the limiting X/d ratio from the design chart (0.3, 0.4, 0.5). The program needs you to choose this ratio, usually 0.5, and it will then reduce it accordingly if there is any moment re-distribution.

Support Width:

When no supporting columns are present in the analysis model, such as continuous beams, then this value is used as the nominal support width at supports for curtailment of bars and links. Tip: Should you wish to use varying support widths on continuous knife edge beams then this is best done as follows:

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1. Create a single level multi-story frame with say 1 m high columns and Fixed bases.

2. Set column widths to desired support widths. 3. Release the upper end of each column using “Member Release

Ends” in the Restraints > Member Releases menu. Ten limit k’ In calculating the Moment Capacity of a section, MasterSeries will use

all bars it finds (including bars in the compression zone). Whilst this gives the highest moment capacity, it does cause problems with link spacing. To counter this we can tell the program the M/(b*d2*fcu) or k’ limit to start considering the compression bars. K’ = 0.000 = Always consider compression steel K’ = 0.156 = Only when you reach the tension only limit K’ = 9.999 = Never consider compression steel

Restrain simple ends

Assume simply supported ends are curtailed and detailed as restrained ends in acordance with the ISE Detailing Manual page 78

Ignore long span l/d

Do not modify the basic l/d value for long spans over 10m in accordance with cl 3.4.6.4

Minor Axis Moments

Beam design is for major axis bending only. This is a set of switches to ignore all minor axis moments or only if below a certian value or ratio of the major moment. These moments are listed on the output and noted that they are ignored.

Columns Design Columns

Switch to turn off the design of all columns.

Fcu: Characteristic strength of the concrete at 28 days in N/mm2

This is now better set in the Beam/Column Levels area as you can set different grades at different levels.

Minimum K Value:

The program uses BS 8110 equation 33 to calculate the K value for slender columns but allows you to conservatively set it to 1. Allowing you to set the minimum value provides a flexible degree of safety.

X-X, Y-Y Braced:

The program needs to know whether the frame braced or un-braced in each axis.

Fixed Bases are Deep:

When the program encounters a fixed support the program needs to know whether to consider this as a Deep or Shallow beam end condition.

Ignore There are two schools of thought on whether BS 8110 requires you to

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Tension Gaps:

check the tension steel gap in columns. When selected this check is ignored.

Symmetrical Reinforcement:

When selected the reinforcement on all 4 faces is identical. When de-selected the reinforcement on all opposite faces is identical.

Plane frame YY Restraints:

In 2-D frames you need to tell the program what the "out of plane" YY restraint conditions are.

Aspect ratio limit

Aspect ratio above which columns are not designed as they are considered to be walls.

Pads Design Pads:

Permit or omit the design of column supports as pads. You would turn this off if your frame was supported on piles.

No up-lift: Size pads to prevent up-lift of the base. During AutoSizing only. Ignore Shear:

Omit the horizontal shear force from the support reactions from the design of pad foundations. This reduces or omits applied bending on the pad. If you use this option you must be careful to remember to resist the horizontal forces by some other method. A typical example of this would be where the column leg is tied to the floor slab.

Ignore srv moment

If there are no Ultimate moments then ignore any service moments. This applies to frames with “Nominally pinned” steel columns to BS 5950-1:2000 Cl 5.1.3.3

Mass Concrete

Design pads as mass concrete.

Fcu: Characteristic strength of the concrete at 28 days in N/mm2.SWP: Safe Working Pressure kN/m2 or the Un-Factored (Service) Bearing

pressure used in sizing the pad. The program identifies a loading case as service case if all load factors are equal or less than 1.00.

Density: Density of the concrete in kN/m3.Style: Style of reinforcement

1 Straight Bars. 2 Bobbed Bars. 3 Full height U-Bars. Surcharge: Surcharge to top of base kN/m2 applied to whole base. Gk Service: Partial safety factor on the Density and Surcharge in service load cases. Gk Service: Partial safety factor on the Density and Surcharge in ultimate load

cases. Mue % Coefficent of friction between soil and concrete base as a percentage.

30% implies a mue of 0.30. Cohesion Cohesive shear resistance of base in kN/m2 10 to 140 kN/m2 for soft to

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Stiff clays in Reynolds Table 17. Use with caution Soil Density If we have a soil density γs then we can increase your SWP by the

overburden height H * γs. H=top of plinth to underside of base. 11.4.10 AutoDesign

The AutoDesign tab allows the user to set the minimum and maximum bar parameters for automatic design. With the adjacent AutoDesign parameters the minimum beam reinforcement will be 2 no. – 16 mm diameter bars top and bottom with a minimum of 2 no. - 10 mm diameter link legs at a maximum longitudinal pitch of 250 mm. In Pad foundations you also set the default pad size and AutoDesign size increments. The AutoDesign reserve is a percentage increase in the applied moments and shears to allow for late changes in design or an increased factor of safety.

It should be noted that these settings will have no effect on the existing reinforcement but will be used if you select one of the 3 AutoDesign buttons:

AutoDesign the Current member AutoDesign the Current Run of members (beam or column run) AutoDesign All Visible members

An efficient way to use the AutoDesign settings is as follows. Set wide ranging values say 2-6 bars and 12-32 diameter bars. Perform an AutoDesign All.

Assess the range of reinforcement used on the different spans. Set a narrower educated range of values say 4-4 bars and 16-25 diameter

bars. Perform a second AutoDesign All.

Assess the Reinforcement

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Re-assess the Support reinforcement doing an interactive re-distribution using the interactive redistribution spin buttons at the bottom of the bar editing tab.

Set your global re-distribution values. Perform a third AutoDesign All.

Select the button to scan all members for design failures Manually fix any remaining reinforcement failures as described in section 8.5 “Editing Main Beam Reinforcement ”.

11.4.11 Beam/Column Levels In multi-storey frames an additional tab is displayed in the Basic Data & Defaults area. Here you set two sets of values for each column level as follows: Top of beam Structural Level. In the analysis model all beams on a level are drawn through their centre lines. While this is OK for analysis it is not good enough for detailing. It would cause the column reinforcement to stop and start at different levels for the same node level. See left hand sub-frame opposite.

To overcome this, the user should set the “Top of Beams Structural Level” for each node height. A typical level is the node height plus ½ the depth of the deepest beam on that level. This will then detail the columns as shown in the right hand sub-frame above. Column Fcu below this level. This function allows you to define different concrete grades for the columns depending on the level of the column. In the above the top 3 lifts are 30 kN, the next 3 are 35 kN and the next 3 are 40 kN.

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11.4.12 Display and Print.

General: Summarised output: Reduces calculation output and does not print intermediate calculations. Save Before Print/Export: Allows you to supress the question about saving data before you print or export details. Match Before Print/Export: Allows you to supress the question about matching beam reinforcement over column heads before you print or export details.

Beams Use Pop-up Bar Menus: Activate the bar pop-up menus for the bar label editing Hide Symmetrical Results:

Hides left or right hand support results if they have the same data. The larger forces will be checked for.

Omit the As req calcs: Omits the As required from the BS8110 calcs. This value is a check value and is not needed. Usefull if you want to re size the reinforcement.

Design Resolution: Set the Resolution (number of interval) in the BM/SF diagram to 16,24,32,64,128 intervals.

Note: This resolution determines the accuracy of the curtailment. The higher the resolution the more accurate the curtailment but the longer it takes to compute. In SuperMembers this is the number of intervals per segment.

Detailing Resolution: Set the curtailment distance rounding value to 1, 2, 5, 10, 25, 50, 100 or 250 mm. The higher the rounding value the simpler the reinforcement and the fewer different bar marks used.

Columns Display Critical Case Only:

Display (and print) all or just the critical loading case

Omit Service Loading Cases:

Display (and print) all or just the ultimate loading cases

Display Capacity Tables: Display (and print) an interaction table for the defined reinforcement

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Pads Display Pressure Diagram:

Display or hide the base pressure diagram

Display Punching Perimeter:

Display or hide the base punching perimeter at 1.5 D from column face

Draw Zero Pressure Line ULS

When we have base uplift draw the line of zero pressure for the Ultimate Limit States loading Cases

Draw Zero Pressure Line SLS

When we have base uplift draw the line of zero pressure for the Serviceability Limit States loading Cases

Print Critical Case Only: Print all or just the critical loading case Detailed Output Display (and print) or hide additional design information 11.5 Editing Main Beam Reinforcement Main reinforcement diameters, numbers, and lengths can be changed in several ways. All editing is performed on the currently active bar. This bar and its label are highlighted in red within the Beam Elevation window. To set the current bar simply click on the bar’s label and it will be shown in red. 11.5.1 Method 1: Graphically The most direct way to alter the main beam reinforcement is graphically using the mouse in the Beam Elevation window. To edit the bar quantity/size mouse click on the associated item in the bar label. Left and right mouse clicks will increment the bar quantity/size up and down respectively. With the Options: Pop-Up Bar Menus active a list of bar numbers/sizes will be shown for rapid selection. With pop-ups active you can also pick on the bar mark to drop a list of bar combinations. This list will be based on the limits set in the Basic Data & Defaults. To change a bars length pick, drag and release the free end of the current bar. With the “Multiple Bar Drag” button down you can drag all bars under the mouse pick. 11.5.2 Method 2: Manually The other method is to select the Bars Tab and change the parameters manually for the currently selected (red) bar. See 10.3.2

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11.6 Detailing Beams as Slabs 11.6.1 MasterKey Concrete Slabs The design of simple concrete slabs that comply with the simplified rules in BS 8110-1 cl 3.5 can be designed in a separate module that comes with MasterKey Concrete Beams. Namely MasterKey Concrete Slabs. The program is accessed from the MasterSeries front screen and selecting “Element Design” > “MasterKey: Concrete Slabs”

These slabs are limited to the following Function Limits Slab Section Capacity None 1-way Simply supported Slab

Full dead and live UDL only.

1-way Continuous Slab Full dead and live UDL only. Cl 3.5.2.3 & Table 3.12 Inposed/Dead does not exceed 1.25

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Imposed load max 5 kN/m2. 2-way Simply supported un-restrained Slab

Full dead and live UDL only. Cl 3.5.3.3 & Table 3.13

2-way Continuous restrained Slab

Full dead and live UDL only. Cl 3.5.3.4 & 3.5.3.5 & Table 3.14 & 3.15 Inposed/Dead does not exceed 1.25 Imposed load max 5 kN/m2.

If these limits are not met then use MasterKey Concrete Beams 10.6.2.

11.6.2 Using MasterKey Concrete Beams for Slab Design Design of one way spanning slabs inside MasterKey Concrete Beams can be accomplished by two methods .

1) Using As a Slab (no links) switch. 2) Using Design as a Slab for 1000mm …switch

See 10.4.5 Real Slabs for more details

11.7 Short Members Detailing short beams and short cantilevers can be problematic, as lap lengths may become longer than the actual span. The solution is to create design Super Members(see 10.3.5) . This approach can also be used to reduce the amount and complexity of reinforcement. In the ground-beam arrangement shown below, members 2, 5, 7 & 17 are clearly analytical elements. The following super members would significantly simplify and improve the design;

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Super-member 1 : M2 + M3 Super-member 2 : M5 + M6 Super-member 3 : M7 + M8 Super-member 4 : M14 + M17 You could go one stage further and for example design members M1, M2 & M3 as one super member even though you clearly have two design members. This would have the advantage of simplifying the reinforcement, especilly if the overall spans are short. Points of caution to note regarding super members are: • Links will not stop either side of the internal support. • You can not redistribute moments at the internal support.

11.8 Beams in torsion Beams can develop torsion as a result of the analysis model or due to out of balance down-stand nib loads. Torsional loads from the analysis model can either be designed for or, in certin conditions ignored if omitted from the analysis. Thus if you have a structure that requires torsional resistance for stability (cantilever perpendicular from another beam) then you must design for torsion. However in a basic groundbeam arrangement you can ignore the torsion if you omit it from the analysis.

Grillage with torsion. Note moments at ends of beam runs that

develop torsion in the perpendicular member.

Grillage with torsion released in MasterFrame.

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To release all the members torsionally I MasterFrame without all the effort of pinning members individully, in the MasterFrame editor go to the CASES > TORSIONAL STIFFNESS menu. Where torsion does exist it is checked in accordance with BS8110 Pt 2 Clause 2.4. Only the main rectangular cross-section is considered. Any area of main steel and Asv/Sv required to resist torsion is then deducted when designing your normal bending and shear. It should be noted that clause 2.4.5 states that (v + vt)< vtu. If this check fails then adding more main or shear reinforcement will have no effect. v, vt & vtu are all based on the un-reinforced section. Increase your Fcu or section size. Make it squarer.

11.9 Viewing Design Results and Dimensional Checks Column and Pad Foundation design results and dimensional checks are displayed directly on the screen in a scrolling window during the design. Beam results, however, are not. To view the beam design output;

• Select the View Current Brief Results and Dimensional Checks button , or • Select View results from the View drop menu, or • Double click on the Failure Bar, and the results screen is displayed.

Design results are generally displayed over four columns, in the format; Description of calculation, item or numerical value. Design data or calculation. Calculation result or permissible values. Design check verdict, OK or Warning.

Note: The blue background indicates that one of the design checks has failed.

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11.10 Printing and Exporting The printing and exporting facilities provided in MasterKey Concrete are many, with varying levels of sophistication. Four of the menus on the main menu bar are dedicated to printing and exporting, and are described below. 11.10.1 Print Menu Project Title and Job Reference:

Edit the output page title block

Print Frame Geometry: Print frame geometry as described in section 3.15.1 Print Current Design Output:

Load the print manager to print/export (to PowerPad) the current members’ design checks as described in section 8.9.4.

Print All Design Output: Load the print manager to print/export (to PowerPad) all visible or selected design checks as described in section 8.9.4.

Print RC Details (export): Print Selected RC Detail drawings with reuse of bar marks. Also loads scheduler.

Print Bar Schedule(export): Print Bar Scheduling of selected members. Also loads scheduler.

Print Table of Pad RC Details (export):

Print a table of Pad foundation details as shown below.

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11.10.2 Export Menu RC Details (Printer): As Print: Print RC Details. RC Details (DXF file): Export selected RC Details to a DXF file. Provides

drawing and layer controls. Option to automatically load AutoCAD and import DXF drawing.

RC Details (MasterRC): As DXF export controls. RC Details are exported to intelligent MasterRC AutoCAD Add On.

Edit DXF layering Table: Choose from a number of layering tables or create customised ones. 10.7.3 Editing the Layering Table

11.10.3 PowerPad Menu Export Current Brief to Word:

Export the current design check to Word. This is only available if you have PowerPad or Calculation Wizard.

Export All: Export the the visible or selected designs check to Word. This is only available if you have PowerPad or Calculation Wizard.

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11.10.4 Print and Export Design Output dialogue Select Print: Print Design Current Output. Design checks may be selectively printed/exported from MasterKey Concrete by highlighting them from the list of checks. The ALL switch automatically selects all design checks that are in currently visable beam and column runs together with visible pad foundation. The Current switch selects only the one design check you are currently viewing. The Print options allow you to select the items you wish to print out for each design check.

Beams Columns Pad Foundations

Elevation Beam Elevation N/A N/A Sections 3 Key Sections Dimensioned

Section Dimensioned Section

1 Dim Sec 1 Dimensioned Section

N/A N/A

Envelopes BM and SF Envelopes

N/A N/A

Results Calculation Results

Calculation Results

Calculation Results

Summary Only

Yes Yes Yes

Dim Checks Yes Yes Yes Print to printer and Export to PowerPad the selected information.

The button only becomes active after you have done a cycle. Important Note: This function should not be used for exporting elevations for scheduling or detailing. Each beam elevation printed from here will start at bar mark 01 as the bar marks are only indicative. Thus the output would not produce ascending bar marks and would not match any Schedule. If you want beam elevations with ascending bar marks that match the schedule then select to Print: Print RC Details or Export: Export RC Details (Printer).

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11.10.5 Export RC Details to Printer Select Print: Print RC Details or Export: Export RC Details (Printer). Using this approach the detailing drawings employ reuse of bar marks. Access is also provided to the scheduler which corresponds to the RC details. Members are grouped together in beam and column runs, and are printed in this way. The various export options are common to other RC detail export facilities and are described below.

11.10.6 Exporting RC Details to DXF File and MasterRC

The Export to DXF and MasterRC forms are similar. The functionality, exporting controls and options are described below. 11.10.7 RC Detail Exporting Options and Features Option Description DXF Printer MasterRC Sections: Draw Cross-Sections

In Beams Draw cross-sections at left support L and/or mid span M

Yes Yes Yes

Label Sections:

Label the bars on cross-sections. Yes Yes Yes

Stagger Beam Tags:

Shift the bar mark tags for mid-span bars above support steel to prevent text clashing at large scales such as

Yes No Yes

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1:50 Dwg Scale:

Drawing Scale. All objects are drawn at full size (1:1) and the drawing sheet and text is magnified by the drawing scale.

Yes N/A Yes

Label Height:

Height of all bar label text Yes Fixed N/A uses “JLAB” style

Dims Height:

Height of all dimension text Yes Fixed N/A uses “JTAG” style

Layering Tab:

Name of table to extract layer names, colours and styles from.

Yes N/A No uses Layset.dat

Text Style: AutoCAD font name such as “TXT” or “RomanC”

Yes N/A No uses “JLAB” and “JTAG” styles

Stack Beam Link Runs:

Tidies up link runs when multiple links are used. Not advisable if each zone has different bar arrangements.

N/A N/A Yes

Zero Width Polylines:

DXF Exports bars as zero width polylines instead of scale width polylines. This is useful if you use a pen plotter.

Yes N/A N/A

Label Beam link inside:

Place the link label inside the beam elevation.

N/A N/A Yes

1st Bar Mark:

Start numbering bars at the specified number.

Yes Yes Yes

Split at (m):

Split beam and column runs every x m. This allows you to fit very long runs on the drawing page

Yes N/A Yes

Members per page:

Number of members per page to print when printing to the print. 1-2 is advisable.

N/A Yes N/A

Load AutoCAD

Automatically load AutoCAD on exporting, and import either the DXF file or MasterRC file.

Yes N/A Yes

Schedule: Create a schedule that matches DXF or Printer Export. See MasterRC Scheduler notes.

Yes Yes No

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11.10.8 Exported Detailing Options and Features Export Option MasterRC DXF A4/A3 Printer Environment required:

MasterRC* plus R2000-2006

Any 2-D system e.g. AutoCAD LT or AutoSketch

A4-A3 printer

Produce Schedule:

Yes using in-built Scheduler

Yes using MRC Scheduler*

Yes using MRC Scheduler*

Edit exported bars:

Yes Yes but not reflected in schedule.

No

Exported Schedule reflect drawing changes:

Yes No No

Edit Schedule:

Via the drawing info. 100% accurate

No No

*MasterRC (MRC) and the MasterRC Scheduler are separate add on MasterSeries programs. Bar marks will increment and repeat as required in DXF, Printer and MasterRC exports as shown below.

Typical Export of a Beam run to a DXF file shown above.

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Typical Export of a Beam run to a MasterRC file shown above

MasterRC Detailing drawing output

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11.11 MasterRC Bar Scheduler The MasterRC Scheduler is an additional add-on program that produces bar bending schedules of your design. It is designed for MasterSeries users who do not have the full MasterRC system for AutoCAD R14 or above. The Scheduler can be accessed inside any print or export RC detail option, and also from Print Bar Schedule in the MasterKey Concrete Print menu.

The Schedule produced matches the output from the DXF and Printer Export options. Viewing and Editing Bars in the Schedule This facility to add, delete or amend bars in the scheduler is available to users of MasterRC through adding, deleting and amending bars in the drawing. This can also be done without MasterRC but there will be NO change to the reinforcement drawing. This editing outside of Master RC is achieved using through the edit option at the top of the menu. This opens the edit menu:

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This menu allows the user to call in rows to be edited using the Get Current Bar for Editing button .

This imports the current bar’s specification into the edit menu. Once the changes have been made the bar is placed back into the specification using the Put Edited Bar in Schedule button .

The following edit functions are avaiable in this menu.

Insert row. Creates a new row in the schedule in which a new bar can be created and placed. Move up the schedule Move down schedule Delete current bar from schedule Copy current bar Paste bar details in current row Mark current bar as deleted Compress elements. Automatically bars with same dimensions together to avoide repetition in the table Undo previous action

Another feature of the editor is that it allows the user to edit the element and no. off by selecting the element tab at the top of the edit menu. Note: to edit element details you still need to Get Current Member and Put Member in Schedule .

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There are a range of tools availiable to save the current bar shcedule and import an outside version.

The Schedule will NOT match the beam elevation printout in the standard results output. The reasons for this are: MasterRC re-organises the imported bar marks to prevent clashes with existing bars and will merge bars with-in MasterRC. The standard results output only uses bar marks for curtailment reference and thus each span starts from “01” The weight per element and weight per bar type can be viewed using the mode options located above the table.

Printing from the Scheduler Selective printing options are provided beneath the schedule table, and from the Print menu. Select PowerPad from the main menu to export the current table to a Word document.

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11.12 MasterKey Concrete Main Menu Summary 11.12.1 Files Menu Open: Opens an existing MasterKey Concrete file. Save: Saves the current MasterKey Concrete file. Re-Analyse: Re-Analysis the MasterFrame data file. Save As (Copy): Saves the current MasterKey Concrete and associated

MasterFrame file under a different name. Re-Load (Escape): Re-loads the MasterKey Concrete file from disk ignoring any

changes made since the file was last saved. Exit MasterKey Concrete: Exit MasterKey Concrete back to MasterFrame. Exit MasterFrame: Exit MasterFrame back to the MasterSeries front menu. Exit MasterSeries: Exit MasterSeries back to the Windows. 11.12.2 View Menu

Link Runs: Hide or display link runs in the member elevation Bar Tags: Hide or display bar tags in the member elevation Bar Kicks: Hide or display bar kicks in the member elevation Labels: Hide or display bar labels in the member elevation Bars: Hide or display main bars in the member elevation Dimensions: Hide or display dimensions in the member elevation Hatching: Hide or display hatching in the BM/SF diagrams View Current Brief Results:

Display the detailed design checks for a beam

View Current Brief Dim Checks:

Display the detailed dimensional checks for a beam

View Bar Schedule Loads the Scheduler (8.10)

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11.12.3 Print Menu

10.10 Printing and Exporting

11.12.4 Export Menu

10.10 Printing and Exporting

11.12.5 PowerPad Menu

10.10 Printing and Exporting

11.12.6 Help Menu

2.3 The MasterSeries Help System

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11.13 Design methods 11.13.1 Concrete Beams Moment Capacity The MasterSeries Concrete design calculates the Moment Capacity for the provided reinforcement and not a perfectly balanced section as per 3.4.4.4. Clause 3.4.4.4 will be used for the sizing of reinforcement during auto sizing and then the Moment Capacity calculated for the provided reinforcement. Fundamental to this process is whether compression reinforcement should be considered. In the basic data & defaults table, in the “Design & Grades” tab, you can set when you want to consider compression reinforcement by adjusting the k’ limit. If K (=M/bd2fcu) is above this limit then compression reinforcement will be considered. Using compression steel will mean that your link longitudinal spacing is limited to 12 x (Smallest Compression Steel Diameter). K’ limit = 0.000 = always try to use compression steel K’ limit = 0.156 = Only use compression steel once you reach the singly reinforced limit K’ limit = 9.999 = Never use compression steel Compression steel may not actually be used. The program will only use compression steel if it has compressive strain eg: If X is less than d’ then there is no compression reinforcement. If X is close to d’ then there is compression reinforcement but because the strain is small then the stress and thus its effect is small.

Reference: Kong & Evans: Reinforced and Prestressed Concrete, 3rd Edition. Fig 4.4-3 The Moment Capacity of the section is determined by positioning the neutral axis so that Fc = Ft Allowing for any code restrictions.

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Note Fy and Fy' are dependant of the degree of strain in relation to the concrete 0.0035 strain. Limiting X/D to 0.5 implys Fy always reaches yield at 460 N/mm2 ε’=0.0035●(X-d’)/X Fy’= ε’●E but <= Fy (full yield) = 460 N/mm2 (for high yield bars to BS8110) Ft =0.95●As●fy Fcconc = K1●Fcu●(B●X) Fcsteel = 0.95●As'●fy' Fc= Fcconc + Fcsteel This gives us a value of X (limited by the code) Thus taking moments about "As" gives z = (d - k2●X) Mc = Fcconc●z + Fcsteel●(d-d') 11.13.2 Concrete Beams Shear Capacity Asv >= bv●sv●(v-vc)/(0.95●fyv)Asv/sv = bv●(v-vc)/(0.95●fyv)(v -vc) = 0.95●fyv●(Asv/sv)/bv

v = 0.95●fyv●(Asv/sv)/ bv + vc

11.13.3 Detailed Example: Left Support Steel Hogging

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Cover = 55 mm Fcu = 40 N/mm2

Fy = 460 N/mm2

Note in the following calculations the conversion to known units are carried out internally (eg N to kN). K1= 0.45(1-√ Fcu/52.5) = 0.396 K2= [(2- √ Fcu/17.5)2 + 2] / [4●(3-√ Fcu/17.5) ] = 0.444 d’= 55 + 12 + 32/2 =83 mm d= 1000 – 55 -12 – (15●20 + 12●100)/27 = 877.444 mm Assume X from computer iterations X = 309.77 mm As=27●40●40/4●pi =33,929 mm2 As’=15●32●32/4●pi =12,063.7 mm2 ε’=0.0035●(309.77-83)/309.77 = 2.5622 E-3 Fy’= ε’●200 = 512 > 460 full yield = 460 N/mm2

εs=0.0035 ●(877.4-309.8)/309.8 = 6.414 E-3 Fy= εs●200 = 1282 > 460 full yield= 460 N/mm2

Fcsteel = 460●0.95●12,063.7 = 5,271.836 kN Fc conc=.396●40●2000●309.77 = 9,813.513 kN Fc = Fcsteel + Fcconc = 15,085.349 kN Ft = 33929●460●0.95 = 14,844,453 kN δ = 240.896 kN δ=240.896/14844.453●100 = 1.622 % error (acceptable for hand calc) z= d - K2●X = 877.4-0.44●310 = 739.907 mm Mcconc = 9,813●(877.4-0.44●310) = 7,261.078 kNM Mcsteel = 5,271●(877-83) = 4,188.178 kNM Mc = Mcconc + Mcsteel =11,449.256 kNM

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11.13.4 Moment Capacity for Flanged beam with neutral axis in the web When the neutral axis falls below the flange then we revert back to the Simplified rectangular stress block in BS8110. Reference: Kong & Evans: Reinforced and Prestressed Concrete, 3rd Edition. Fig 4.4-5 (where K1 = 0.45 and k2 = 0.9/2 = 0.405) Example Mapp = 19324.6 kNm

Basic Data Design to BS 8110: 1997 Fcu , Fy , Fyv , v crit 40, 460, 460, 5.0 Main Top Outer Steel 12-T12 12-T12 Main Bottom Inner Steel 14-T32 14-T32 Main Bottom Outer Steel 14-T32 14-T32 Shear Reinforcement (legs) 14 sets of 8-T16@150, Nominal 8-T16@250, 17 sets of 8-T16@175 In-Span Steel @ 5000 mm. Sagging Note: Flanged beam with N/A in web. Using BS8110 Simplified Rectangular Stress Block X/d=Fn(As, Fy , Beff , Bweb , d, Fcu) 42726, 460, 3000, 2000, 1234.0, 40 0.33 Mu =Fn(Z, Beff , Bweb , X, Fcu) 1060.44, 3000, 2000, 401.27, 40 19800 kNm Mapp/Mu 19324.6 / 19799.5 0.976 OK As Required (mm2) (to simplified method Cl 3.4.4.4) top 46633 Hand Calculation for X = 401.27 mm as suggested by program. X correct if Fc=Ft. Lets test for this value of X. X>350 mm >>>> web in compression

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As = 2 x 17 No 40 dia = 2 * 17 * pi * 20 * 20 = 42,726 mm2 d = H – cvr – lnk – bars/2 = 1350 – 40 – 16 -40-20 = 1,234 mm Ft = 0.95 * Fy * As = 0.95 * 460 * 42726 * 1E-3 = 18,671 kN Limit flange depth utilised to 0.9 to be slightly conservative. If we don’t the 0.9 X limit will only reduce the area of the web and would be wrong. Hf = 0.9 * FlgDepth = 0.9 * 350 = 315.00 mm Hw= 0.9 * X - Hf = 0.9 *401.27 – 315 = 46.14 mm Fcf = .45 * Fcu * Bf * Hf = 0.45 * 40 * 3000 * 315 = 17,010 kN Fcw = .45 * Fcu * Bw * Hw = 0.45 * 40 * 2000 * 46.14 = 1,661 kN Assumed X correct if Ft = Fcf + Fcw Fc = Fcf + Fcw = 17,010 + 1,661 = 18671 kN = Ft . % error= 100* (Fc-Ft)/Ft = 100 *(18671-18,671)/18,671 = 0.00% error < 1% X is correct.

Momment Capacity Mc = Mcf + Mcw Mcf = Fcf * (d-hf/2) = 17,010 * (1234 – 315/2) = 18,311 kNm Mcw = Fcw * (d-hf-hw/2) = 1,661 * (1234 – 315 – 46.1/2) = 1,488 kNmMc = Mcf + Mcw = 19,799 kNm QED

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11.14 Codes of Practice & References 11.14.1 MasterKey Concrete Compatibility MasterKey concrete design is compatible with:

• BS 8110-1:1985 • BS 8110-1:1997 incorporating ammendments 1, 2 & 3 December 2005 • SABS 0100-1:1992 as amended 1994

11.14.2 Other codes referenced • BS 8110-2:1985 • BS 5950-1:2000 • BS 4466:1989 incorporating ammendment 1 • BS 8666:2005

11.14.3 Publications Title Author ISBN Reinforced & Prestressed Concrete

Kong & Evans 0-412-37760-8

Reinforced Concrete Design by Computer

R. Hulse and W.H. Mosley 0-333-39161-6

Reinforced Concrete Designer’s Handbook

Charles E. Reynolds and James C. Steedman

0-419-14530-3

Standard Method of Detailing Structural Concrete

The Institution of Structural Engineers and The Concrete Society