© 2012 FMG Engineering 1 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

Version 8.0

Footing Design Program

User Instruction Manual

Released by FMG Engineering

CONTACT FMG Engineering PO Box 43 UNLEY SA 50611 P (08) 8132 6600 E CORD@fmgengineering.com.au

© 2012 FMG Engineering 2 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

Document Status REVISION DATE DETAIL GENERATOR

0 21/12/12 JFM

1 10/11/20 Formatting and contact detail update TH

© 2012 FMG Engineering 3 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

1.0 Program Specifications CORD (Code Orientated Raft Design) is a software program package using finite element techniques in the computer analysis for designing of footings. The Walsh Method was used for the Soil Structure Interaction Analysis for footings as a recommended procedure in the computer analysis recognized and nominated by the Australian Standard. The CORD program and its upgrades have been used by Structural, Footings and Geotechnical engineers, consultancies, councils, shires and government organizations, and universities since its first release in 1986. Acknowledgement is made to Dr. P Walsh (in memory), Dr. D Cameron (University of South Australia), Dr James Ward and FMG Engineering. Welcome to the new CORD 8.0 program. This program has been updated with new features to comply with the Australian Standard, “Residential slabs and footings AS2870-2011”, in particular, “Guide to Design of Footings for Trees”. The program feature is its user friendly functions where editing is as simple as inputting data changes at any stage of the program for analysis with unchanged data saved. There is no need to restart the program. The program is also adopted for all climatic zones or Hs (depth of design soil suction changes) as set out in Table 2 of AS2870-2011. The program is suitable for use in Victoria, New South Wales, Queensland, South Australia, Northern Territory, Western Australia, Tasmania and the ACT. It may be used overseas with warning to the designers to recognize local Geotechnical features including clay properties and site features, and site features including climatic zones and any institutional, legislated government standards and acceptable local practices giving the performances required for the country and region. It needs to be noted that the program is orientated and designed to the Australian Codes and Standards, with the cautionary notice at the start of the program to be accepted when used.

Caution To Program User / Footing Designer

It is intended that this program be used as a design ''tool'' to assist in the preparation of a raft and waffle raft slab and strip footing designs for construction purposes. The package is suitable for the analysis of the classes of structures set out in AS2870-2011, Section 1. 1 and is intended to be used in conjunction with the design procedures and site management requirements set out in that standard. At all times it must be remembered that there is no substitute for sound engineering judgement in formulating the final design. A thorough understanding of the importance of the geotechnical input data relating to the physical characteristics of the site foundation soils is considered a necessary prerequisite for the satisfactory use of this computer package. The above is a warning shown at the start of the program. You need to accept or decline the program before proceeding. The version of CORD you are to use is also shown here.

© 2012 FMG Engineering 4 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

Contents

1.0 Program Specifications .................................................................................................................................................... 3

Caution To Program User / Footing Designer ........................................................................................ 3

2.0 Program description ......................................................................................................................................................... 5

3.0 Capability and limitations ............................................................................................................................................... 6

4.0 Basic navigation .................................................................................................................................................................. 8

5.0 Choosing a design type ................................................................................................................................................... 9

6.0 Loading conditions (standard design) ....................................................................................................................... 9

7.0 Loading conditions (detailed design) ....................................................................................................................... 11

Loading conditions – Rectangle (detailed design) .............................................................................. 11

8.0 Loading conditions (Custom design) ....................................................................................................................... 13

9.0 Analysis parameters ........................................................................................................................................................ 14

10.0 Material properties .......................................................................................................................................................... 16

11.0 Discretisation properties ............................................................................................................................................... 16

12.0 Footing properties ........................................................................................................................................................... 17

13.0 Cord results preview ....................................................................................................................................................... 19

Cord results (Summary page) ...................................................................................................................... 19

Cord results (full) .............................................................................................................................................. 20

14.0 Appendix A – Design examples .................................................................................................................................. 21

Appendix A1 ....................................................................................................................................................................... 22

Appendix A2 ....................................................................................................................................................................... 28

Appendix A3 ....................................................................................................................................................................... 60

15.0 Appendix B .......................................................................................................................................................................... 72

Appendix B1 ....................................................................................................................................................................... 73

Appendix B1 ....................................................................................................................................................................... 84

© 2012 FMG Engineering 5 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

2.0 Program description

Input • Type of construction loadings and other parameters necessary to describe superstructure. • Soil information. • Trial footing cross section parameters.

Output After the analysis has been computed, a comparison between required footing properties and the actual properties of the chosen footing can be viewed on-screen for each design rectangle, as well as nodal data (e.g. shear, bending moment at points along the beam), and a summary of input parameters. This output can be printed, exported to Microsoft Excel (or similar) for graphing of beam deflection and mound shapes, and/or the output can be saved as a text file.

Method Walsh method using finite element techniques.

Language Microsoft Visual Basic 6

Program Description The CORD footing design program is a ''tool'' to assist in the design of raft, waffle raft and strip footings for the types of structures set out in Section 1.1 of AS2870-2011. Input data consists of soil and structure information, the size of one or more rectangular components (“design rectangles”) of the footing plan and a single footing analysis for fences and warehouses and trial footing cross section properties. All parameters can be modified at any time, including after the trial footing has been tested. If the trial footing is unsatisfactory then the designer can modify the footing parameters to achieve an acceptable solution. Parameters not needing changes are saved and do not need to be re-entered. Adjusted parameters need only be entered to give a solution at any stage of the program. There is no need to repeat the program from the start. (NOTE: self weight of footings is automatically adjusted with changes in footing size). The footing design project can be saved to a file or disk for later use. The package is suitable for design office use and executes a design in a matter of a few minutes using default values whenever possible to hasten the design process. The printed output is a complete self explanatory summary of the design, ready for submission in a Building Application. An option is available for the output to include final bending moments, shears and deflections for nodes along the footing beam, (as well it is indicated whether or not the particular node is in contact with the soil). Calculations that fail have tabs highlighting where in the program and reasons for failure. A failed calculation can be printed out with warnings highlighting why the footings computed failed whether in centre or edge heave, in long or short span, moment, ductility, stiffness. In general the program is in accordance with AS2870-2011, Residential slabs and footings.

© 2012 FMG Engineering 6 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

3.0 Capability and limitations The new feature of the program is a section relating to design for the influence of trees and removal of trees. The input allows for ys and yt, potential surface movement due to the tree, (induced suction change in addition to the normal design suction change) and optional ‘if tree is removed’. The design is in accordance with Appendix H Guide to Design of Footings for Trees and appendix CH Commentary to Guide to Design of Footings for Trees. Guidance to the design for trees using CORD is also provided in Appendix B of this manual.

• The program allows for different footing types, stiffened Raft, Waffle Raft and Strip footing design for the classes of structures set out in AS2870-2011, Section 1.1.

• The program is a design ''tool'' to assist the user in designing raft and waffle raft slabs and strip footings. It is intended to be used in conjunction with the design procedures and site management requirements set out in AS2870-2011. A thorough understanding of the importance of the geotechnical input data relating to the physical characteristics of the site foundation soils is considered a necessary prerequisite for the satisfactory use of the package.

• The normal working limits for which CORD is recommended are: • Articulated superstructure, 20 mm ≤ ys ≤ 250 mm • Non-articulated superstructure, 20 mm ≤ ys ≤ 120 mm

• CORD 8.0 includes the design calculation of footings for the influence of trees (tree drying

effects) and the effects of tree removal or death. These are calculated by the program. • • For ys < 50 mm the moment of resistance for centre heave (hogging) is the critical design

case. The depth of footing required is very sensitive to the percentage reinforcement for this case. Designs where the footing depths are significantly less than those given in Section 3.0 of AS2870-2011, which have a history of satisfactory field performance, should be reviewed by a Qualified Engineer.

© 2012 FMG Engineering 7 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

The package calculates the bending moments, ductility and moments of inertia for the footing cross section as a whole (per 1m width) for each rectangle chosen, both long and short direction, edge heave and centre heave. The program also calculates for singe strip footings. The following 3 criteria are then considered:

(1) Strength Bending moment required < 0.8 x Mu For tree removal option the following is also considered. The edge heave bending Mu should not be less that the moment resistance Mu for the centre heaves.

(2) Ductility 1.2 x cracking moment < Mu Except for tree cases, existing trees, new trees and trees removed then 1.5 x cracking moment < Mu

for centre heaves and edge heaves (3) Stiffness

Moment of Inertia required < effective footing beams moment of inertia (Branson formula) The program is currently set up to analyse the load case (DL (Dead Load) + LL (Live Load)). Please enter a suitably modified value for LL (e.g. 0.5 LL). Hence the following code assumptions are satisfied:

• For long term computation of deflection – I(DL + LL) < Ieffective

• For short term calculation of cracking or yield M(DL + LL) < 0.8 x Mu

If the choice of footing fails any of the above criteria then those particular inadequacies (or multiple inadequacies) are highlighted in red on the preliminary screen output. The user can then return to the design and modify parameters (most likely beam depth and quantity of reinforcement, but in fact any parameters throughout the whole design can be modified). The user iteratively changes the footing design until the requirements are met. New inputs or corrections may be done at any stage of the program. There is no need to end the program and restart. In the program the following information has been used (as outlined in AS2870-2011, Section 4). The cracking moment has been determined for sagging moments with 20 MPa concrete using a tensile strength of 2.7 MPa and for hogging moments 1.8 MPa. (AS2870-2011, 4.4(i)). The concrete strength is defaulted as 20MPa and may be adjusted at input stage. The effective total width of the flange in both tension and compression has been taken as follows:

• Edge beams: Beam width + (Slab length) / 10 • Internal beams: Beam width + (Slab length) / 5 • --- but not greater than the distance halfway to the adjacent beam.

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Concrete stiffness. The Youngs Modulus of concrete is calculated in accordance with the Concrete Structures Code (AS3600) formula. The influence of creep is included through the simple deflection multiplier, 80% increase in deflections due to creep. This was reduced by 25% to allow for the influence of a delay, usually not less than 3 months between the construction of the slab and any design ground movement. The total effect was that the value of Ec (maximum) was taken as 15.5 GPa for 20 MPa concrete. This value however assumes that the area of compression and tension reinforcement is equal in the relationship (2-1.2 Asc/Ast). The program allows for variations in the ratio of Asc to Ast. In the analysis section the required I values are calculated using Ec max. However, in the beam analysis section the I required values from the analysis are factored up to take into account a reduction in Ec from 15.5 GPa.

4.0 Basic navigation You can choose from several options in the “File” menu.

• Click “New Design” to begin a new footing design project. • Click “Open Design” to open an existing footing design project. • Click “Save Design As” to save the current footing design project as a file for later work. • Click “Setup” to set up the company name to be used on CORD footing project output and

also to enter your dongle license code.

© 2012 FMG Engineering 9 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

5.0 Choosing a design type

Standard Design This is a symmetrical footing design where loads for the internal and external walls and roof, as well as parameters such as eaves overhang, are selected from a database (e.g. “Standard Articulated Masonry Veneer”). Due to symmetry, calculations are performed on a half-mound analysis.

Detailed Design This is an asymmetrical footing design where parameters for the internal and external wall height and weight, and eaves overhang, are entered for each side of each design rectangle.

Custom Design This is an asymmetrical footing design where the loads are entered directly for each side of each rectangle. It is typically for use in designs where the line loads have been calculated externally.

6.0 Loading conditions (standard design)

Wall Type Select the wall type from the drop-down list. The parameters for each wall type is listed in a database. To edit these parameters or to add new wall types, click “Edit Wall Types”.

Roof Type Select the roof type from the drop-down list. The parameters for each roof type is listed in a database. To edit these parameters or to add new roof types, click “Edit Roof Types”. In a “Conventional” roof, the uniformly distributed load from the roof (in kPa) is added to the floor load evenly, as it is assumed to be transmitted to the floor approximately evenly via internal walls. In a “Trussed” roof, the load is converted to an edge load along the two longest sides of the design rectangle.

Eaves overhang This specifies the distance that the roof extends beyond the edge of the design rectangle, and is applied on all sides.

Wall height (external) The height of external walls (taken to exist along all sides of the design rectangle).

Wall height (internal) The height of internal walls (the length of internal walls within each design rectangles will be entered later).

Design live load Uniformly distributed live load across the entire slab. This should include any scaling factors.

FOOTING SELF-WEIGHT – IMPORTANT!!! The self-weight of the footing and slab are calculated automatically by CORD in all design types, and do not need to be added as load inputs.

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The following default values are given in the program Standard brick veneer Roof - Conventional, option truss - Tiled 0.85kPa and Sheet 0.5kPa Internal and external wall height 2.4m External wall weight 2.5kpa Internal wall weight 0.5kpa Roof eaves overhang 0.6m option Standard solid brick Roof - Conventional, option truss - Tiled 0.85kPa Sheet 0.5kPa Internal and external wall height 2.4m External wall weight 4.4kpa Internal wall weight 2.2kpa Roof eaves overhang 0.6m option

© 2012 FMG Engineering 11 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

7.0 Loading conditions (detailed design)

Roof load The weight of the roof. Additional slab load Any extra loads to be applied as a uniformly distributed load.

Design live load Uniformly distributed live load across the entire slab. This should include any scaling factors. Internal wall load The weight of the internal walls. This will be multiplied by wall height and length (both to be entered later) for each rectangle and converted to a uniformly distributed load across the slab. FOOTING SELF-WEIGHT – IMPORTANT!!! The self-weight of the footing and slab are calculated automatically by CORD in all design types, and do not need to be added as load inputs.

Loading conditions – Rectangle (detailed design)

The following parameters are entered separately for each design rectangle. When complete, click “Next Rectangle” (for cases with more than one design rectangle) and finally “Analysis Parameters” when all data entry is complete. One must adhere to the following convention when entering data about a particular rectangle. Number sides in clockwise direction

(Direction 1 & 3) – Length (self explanatory)

(Direction 2 & 4) – Breadth (self explanatory)

No. beams in direction 1 Number of beams that are parallel to direction 1. If direction 1 is the long direction (typical) then this is the number of long beams.

No beams in direction 2 Number of beams that are parallel to direction 2. If direction 2 is the short direction (typical) then this is the number of short beams.

1

4

3

2

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The computer input only accepts rectangular components and hence the user must model architectural plan using as many overlapping rectangles as chosen by the engineer. The number of design rectangles to be analysed is to be inputed under ‘General’ before you select Standard Design, Detailed Design or Custom Design. House

Outline Key: Rectangular Model Rectangle 1 House Outline Rectangle 1 & 2 When analysing strip footings, you will still be required to input a rectangle component with a chosen width to represent loadings supported by the soil.

Internal wall height and length These two values are multiplied together, and multiplied by the internal wall load from the previous window to obtain a total weight for the internal walls for this design rectangle.

Wall load, wall height and eaves overhang The external wall weight and height, and the eaves overhang for each individual side of the current design rectangle.

Trussed roof In a “Trussed” roof, the load is converted to an edge load along the sides that have a tick in the “Load Bearing Wall” box.

Conventional roof In a “Conventional” roof, the uniformly distributed load from the roof (in kPa) is added to the floor load evenly, as it is assumed to be transmitted to the floor approximately evenly via internal walls.

Load Bearing wall If this box is ticked, then the wall will be considered to take an appropriate portion of the roof load (for Trussed roof only). Please note that if Side 1 is considered a load bearing wall, then side 3 must also be a load bearing wall, and if side 2 is a load bearing wall then side 4 must also be a load bearing wall. Please also note that it is possible for all four walls to be load bearing walls.

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8.0 Loading conditions (Custom design) The following parameters are entered separately for each design rectangle. When complete, click “Next Rectangle” (for cases with more than one design rectangle) and finally “Analysis Parameters” when all data entry is complete. Any rectangle may be edited at any stage of inputting.

(Direction 1) – Length (self explanatory)

(Direction 2) – Breadth (self explanatory)

No. beams in direction 1 Number of beams that are parallel to direction 1. If direction 1 is the long direction (typical) then this is the number of long beams.

No beams in direction 2 Number of beams that are parallel to direction 2. If direction 2 is the short direction (typical) then this is the number of short beams.

UDL (kPa) This is the sum of all uniformly distributed loads applied to the current design rectangle. It may typically include the internal wall loads, plus a roof load in the case of a conventional roof.

Edge Load This is the sum of all line loads acting along each side of the current design rectangle. It may typically include loads from external walls, and a roof load in the case of a trussed roof.

Centre Line Load This is an optional line load taken along the centre of the slab in either direction. The Centre Line Load (Direction 1) is considered to run parallel to direction 1, and the Centre Line Load (Direction 2) is considered to run parallel to direction 2. FOOTING SELF-WEIGHT – IMPORTANT!!! The self-weight of the footing and slab are calculated automatically by CORD in all design types, and do not need to be added as load inputs.

© 2012 FMG Engineering 14 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

9.0 Analysis parameters

Include tree effects and/or tree removal/dying If this box is ticked, then you enter Yt after entering Ys. This affects the calculation for mound height in the CENTRE OR EDGE HEAVE case. It also prompts the program to display 1.5 times the cracking moment in CENTRE AND EDGE HEAVE, as opposed to the 1.2 factor that is standard in non-tree cases.

Ys The characteristic soil movement for the site, which is used to calculate mound height for centre heave and edge heave cases.

Yt Soil movement for the tree affected case. Potential surface movement due to the tree – induced suction change in addition to the normal design suction change. In tree design, Yt is calculated from the borelogs using the maximum design drying depth (Ht) (usually greater than Hs).

Hs The depth of soil suction for the site, as given in Table 2.5 of AS2870-2011. Hs varies, from: 1.5m in climatic zone 1 1.8m in climatic zone 2 2.3m in climatic zone 3 3.0m in climatic zone 4 4.0m in climatic zone 5 >4.0m in climatic zone 6 The Hs can be inputed suitable for the zone where footing is being designed for the site.

Auto Ym centre and Ym edge If this box is checked, then Ym (centre) will be calculated as 0.7 x Ys Ym (edge) will be calculated as 0.5 x Ys. If the box is not checked then you may enter alternative values. If Yt is checked, auto Ym tree (centre) will be calculated as (0.7Ys + Yt) Ym (edge) will be calculated as (0.5 x Ys).

Auto edge distance If this box is checked then edge distance is calculated in accordance with AS2870-2011, Appendix F2(b):

For centre Heave, in metres: ≤+=368

ms YHe 0.5 x Length where Ym is in millimeters and Hs is in metres

For edge Heave e = 0.2 x Length ≤

+

256.0 mY

where Ym is in millimetres

If the box is unchecked then a custom value can be entered, however it is recommended that the automatic value be used.

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Auto soil mound stiffness (k) If this box is checked, then soil stiffness will be taken as the larger value of 1000 kPa or 100q (where q is the total load expressed as a uniformly distributed load over the design rectangle). For Melbourne basaltic clays a soil stiffness of 400kPa/m minimum or 50q may be used. Refer to AS2870-2011, Appendix F2(c).

© 2012 FMG Engineering 16 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

10.0 Material properties The parameters in this window are largely self-explanatory. The Young’s Modulus of concrete is calculated automatically from the compressive strength and the long term factor.

Include contribution from steel in compression zone If this box is checked, then concrete and steel will both be considered in the compressive zone of the reinforced beam.

11.0 Discretisation properties Each Beam-On-Mound analysis considers the rectangular slab to act as a 1-dimensional beam. The beam is divided into finite segments to determine the bending moment and deflection, and iteratively determine the stiffness required to achieve the stated maximum deflection. If the program goes beyond the maximum number of iterations without converging on the desired level of accuracy, then the result is deemed impossible to reach. It is not recommended that these parameters be modified. For a solution to calculated re-input a minor change to footing depth, e.g. a few mm.

© 2012 FMG Engineering 17 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

12.0 Footing properties

Deflection ratio This is the maximum ratio of deflection to span. Typical values are: 1/400 for standard articulated masonry veneer 1/600 for a non articulated masonry veneer 1/800 for a standard articulate masonry 1/2000 for a non articulated masonry Care should be taken when choosing deflection ratios. This applied especially to the custom design i.e. for two storey houses or for masonry veneer structures with masonry feature walls. Also refer to Table 3.1 AS2870-2011 for Equivalent Types of Construction.

Maximum deflection This is the absolute limit for deflection of the slab. When a selection has been made for the deflection ratio and the cursor moves to the field for maximum deflection, a value will automatically appear in this field according to the following assumed relationships: 1/400 = 30mm 1/600 = 20mm 1/800 = 15mm 1/2000 = 10mm A footing design will be deemed satisfactory only if it satisfies BOTH the deflection ratio (above) AND the maximum deflection. Deflection ratio and maximum deflection can be inputed to suit the design.

Slab thickness in mm (self explanatory)

Mesh Steel reinforcement in the slab, expressed as an area per metre of slab width.

Cover Depth to the centre of the slab mesh reinforcement from the top of the slab.

Rectangle definitions (Standard Design only) The following parameters can be modified for each design rectangle. You can switch between design rectangles by clicking “Next Rectangle” and “Previous Rectangle”. The current design rectangle number is displayed in the box labeled “Rectangle Number”.

Length The length (in short and long directions) of the current design rectangle.

© 2012 FMG Engineering 18 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

No. of beams In the long direction, the value for the number of beams literally means the number of long beams, and in the short direction, it refers to the number of short beams.

Internal wall length The total length of all internal walls within the current design rectangle.

Area calculated from bar size and number of bars If this option is selected, then you can enter the beam reinforcement as a standard bar size (e.g. N12, N16, N20, N24, N28, N36) and number of bars top and bottom.

Reinforcement area nominated by user This option is used if Trench Mesh is used for reinforcement. If this option is selected, then instead of selecting bar sizes and number of bars, the reinforcement is simply entered as an area in square millimetres. On selecting this option, you will see the bar size box become redundant and the labels for “No. Bars Bottom” and “No. Bars Top” change to “Reo Area Bottom” and “Reo Area Top” respectively. Table 3.3 in AS2870-2011 can be used for Reinforcing Bar Sizes Deemed to be Equivalent to Trench Mesh Reinforcement.

Bar Size N The bar size in millimetres. For example, for I-N12 bar, simply enter “110mm”.

Trial Beam Depth The depth from the top of the slab to the bottom of the beam. Unlike in previous versions of CORD, this can be modified by any value at any time without disrupting the program (whereas previous CORD 6b was limited to increments of less than 50mm).

Reinforcing bar cover The cover in millimetres to the centre of the reinforcement for external and internal beams, top and bottom. Top cover is measured from the top of the slab, and bottom cover is measured from the bottom of the beam.

Width The web width of the beam.

Design characteristic strength of concrete 20MPa is default but can be edited as an input.

Design characteristic strength of steel 500MPa is default, but it can be edited as an input.

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13.0 Cord results preview This screen displays the standard results in a tabular format familiar to CORD 6b users. For cases involving multiple design rectangles, the button labeled “Next Rectangle” allows you to navigate through the results for the different design rectangles. On the page for the final design rectangle (or the only design rectangle in a single-rectangle case), there will be two buttons labeled “Display Full Results” and “Results Summary”. PLEASE NOTE: If any of the footing properties were deemed unsatisfactory by CORD, and you proceed to either the Results Summary screen or the Full Results screen, a warning message will be displayed, indicating that the results being shown should NOT be used for Building approval and actual construction.

Cord results (Summary page)

This screen displays the main CORD output, including all load calculations, footing design parameters, and site properties. It does not include node-by-node data, which can be found by choosing to display the “Full Results” screen.

Return To Design This will take you back to the “Footing Properties” page where you can choose to re-enter parameters, save the design, exit the program, etc.

Display Full Result This tab ‘Display Full Results’ enables you to view, copy and print: CORD results Preview FEA Node Data Inputs and Load Calculations Parameter List Text Summary

Save Results Enables you to save the displayed results as a text (ASCII) file for later use.

Print Results Prints the results to the default printer.

Copy To Clipboard or file Copies the entire text to the clipboard. (NOTE: You can also select a portion of text using the mouse, and copy to the clipboard by right-clicking on the selected text and clicking “Copy”.)

Finish Design If you have finished viewing/printing/saving the results and do not wish to go back to your design, you can choose to close the design case. You will then be given an opportunity to save the design parameters (loads, dimensions, site properties, etc) to a file. This can serve as a backup or for later editing and/or computation.

© 2012 FMG Engineering 20 / 94 Issued Dec 2012 No part of this publication may be reproduced, stored or transmitted in any form or by any means without written permission of the publisher.

Cord results (full)

This screen displays a large amount of data for each design rectangle. You can navigate through the rectangles by clicking “Next Rectangle” and “Previous Rectangle”. The most useful component of this screen is probably the ability to export raw nodal data via the “FEA Node Data” tab. This gives mound height, deflection, bending moment, and shear for each node in the finite element analysis, and exports the data in a format compatible with Microsoft Excel to allow graphing of beam and mound interactions. The data displayed here is more detailed than would be required for a typical report, but can be used for advanced investigations.

CORD Results Preview This simply re-displays standard tabulated results from the previous “CORD Results Preview” screen, including any failed footing properties in red text.

FEA Node Data Tab: DISPLAY FULL RESULTS to be able to view FEA Node Data The left-hand side of this panel shows a table of values. You can click “Direction 1, C.H.” for the Centre Heave results from direction 1, and “Direction 1, E.H.” for Edge Heave results from direction 1, etc.. By clicking “Copy to clipboard (tab delimited, i.e. Excel)”, all data from directions 1 and 2, Centre Heave and Edge Heave will be copied to the clipboard with tabs separating values. This can be directly pasted into a Microsoft Excel worksheet and you may graph the different values as you wish. For example, the mound profile and beam deflection can both be plotted against the distance to give a concept of where the beam has sunk into the soil and where it has lifted off. The right-hand side of this panel shows a text (ASCII) version of the nodal data, in a reduced form (a reduced number of data points). This can be selected normally, and copied by right-clicking on the selected text and clicking “Copy”. This data is in the format of extended output from CORD 8, and may be used in more extended reports.

Inputs and Load Calculations This is the summary of loads and other inputs for the current design rectangle. It is the same format as the inputs and load information from the main Results Summary screen.

Parameter List This is the parameter list for the current design rectangle. It is the same format as the parameter list from the main Results Summary screen.

Text Summary This is a text (ASCII) version of the tabulated results from the CORD Results Preview, for the current design rectangle. It is the same format as the table from the main Results Summary screen.

Copy All Text When you click this button, all ASCII text (compiled from all of the information pages) is copied to the clipboard. Alternatively you can select portions of text individually within the text boxes and copy to clipboard by right-clicking on the selected text clicking “Copy”.

Save Output This allows you to save all ASCII text (compiled from all of the information pages) as a text file.

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14.0 Appendix A – Design examples

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Appendix A1

Example 1 Standard Design This consists of a standard articulated masonry veneer house subjected to the following constraints: Design Y values Ys = 100mm Deflection ratio = 1/400 (30mm absolute limit) No tree effects Refer to copy of program on the next sheets. This is followed by the printer output. In this case the Display Full Results option was used which will give you the option of FEA Node Data i.e. the bending moments, shears, deflections per centre and edge heaves in each direction – these pages are printed as an example. NOTE: The program was developed to be in complete accordance with AS2870-2011 and hence the differential mound movement Ym centre (70mm) and Ym edge value (50mm) are calculated and observed in the display. It is recommended that a sheet be included to show how the house plan was modeled for analysis purposes. Space is allowed for on printout sheet of the calculations. i.e.

8m 20m

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Appendix A2

Example 2 and 3 Detailed Design This example highlights the use of a non-standard case It consists of 1 rectangular component which is basically masonry veneer but with the following modifications –

• Metal deck and trussed roof (not tiled) • • Gable end walls (3m high) with no eaves overhang

Refer to input on next page and the following computer output. NOTE: The convention for labeling particular sides of a rectangle is extremely important. Refer to

Section 10

• A diagram may be included to show how the structure was modeled. The printed calculations has a space allowing for this.

• The footing cross section used corresponds to a 385mm deep waffle raft footing – example 2

• The footing cross section used corresponds to a 385mm deep raft footing – example 3

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Appendix A3

Example 4 Custom Design This example highlights the option of inputting precalculated loads. It is basically a re-run of Example 2 but now the operator has precalculated the loads rather than using the inbuilt load calculating function. (Note distributed load W includes live loads). As expected the same solution was obtained as for Example 2 (allowing for some minor rounding off of load values). The output load calculations should be inserted. NOTE: The input convention as detailed in Section 7.1 must be adhered to.

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15.0 Appendix B

Guide to Design of Footings for Trees This includes where footings are designed for tree drying effects and where footings are designed for the effects of tree removal or for anticipated tree removal or death. The main sections in AS2870-2011 are Appendix H and the informative commentary Appendix CH. Guide to Design of Footings for Trees. To design for tree effects the following Parameters are required for input into CORD: Ys mm (ys) Hs mm Click include tree effects Click design for tree removal/drying (only applies after you click include for trees) Yt mm (yt) design tree effect (potential surface movement due to the tree/s) The input Yt is based on Ytmax . Both Yt and Ytmax are not calculated in CORD and require a separate program incorporating the borelog of the subsurface soils to evaluate Ys and Ytmax. The Ytmax is evaluated based on the Depth of design suction change (Hs), maximum extra suction change and the maximum design drying depth (Ht) for single or tree group (refer to Figure H1 in Appendix H). Once Ytmax is evaluated the value Yt is calculated based on the following parameters – design height of tree/s, distance of tree to the building, and influence distance of the tree/s. Refer to Section H2 Definitions in Appendix H. Section H4 describes the Design Procedure. CORD 8.0 applies all the Code requirements in the analysis of the footings for tree effects once the inputs described above are entered.

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Appendix B1

Example 5 Tree Case – Standard Design

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Appendix B1

Example 6 Tree Removal Case – Standard Design

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