tedds engineering library (gb)

8/11/2019 Tedds Engineering Library (GB)

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Tedds 2014 Engineering Library United Kingdom

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2D frame analysis ....................................................................................................................................................................... 6

2D Frame analysis Frame Wizard .............................................................................................................................................. 7

2D Frame analysis Truss Wizard ................................................................................................................................................ 8

2D Frame analysis Member Wizard ........................................................................................................................................... 9

Beam analysis .......................................................................................................................................................................... 10

Beam end connection design (BS5950) ................................................................................................................................... 11

Bearing pressures for rectangular footings with biaxial uplift .................................................................................................... 12

Bolt group analysis ................................................................................................................................................................... 13

Bolted cover plate splice connection (BS5950) ........................................................................................................................ 14

Boundary column fire design (SCI-P-313) ................................................................................................................................ 15

Cold formed thin gauge section design (BS5950) .................................................................................................................... 16

Column base plate design (EN1993) ........................................................................................................................................ 17

Column base plate design (BS5950) ........................................................................................................................................ 18 Column load chase down (BS6399) ......................................................................................................................................... 19

Column splice design (BS5950) ............................................................................................................................................... 20

Composite beam design (BS5950) ........................................................................................................................................... 21

Compound section properties ................................................................................................................................................... 22

Concrete industrial ground floor design (TR34) ........................................................................................................................ 23

Concrete specification (BS8500) .............................................................................................................................................. 24

Concrete sub-frame analysis (BS8110) .................................................................................................................................... 25

Co-ordinate conversion............................................................................................................................................................. 26 Crane gantry girder design (BS5950) ....................................................................................................................................... 28

Cut and fill ................................................................................................................................................................................. 30

Dead loading ............................................................................................................................................................................ 31

Design rainfall (The Wallingford Procedure) ............................................................................................................................. 32

Surface water drain and foul sewer design ............................................................................................................................... 33

Footway design (DMRB7)......................................................................................................................................................... 34

Foundation analysis and design (EN1992/EN1997) ................................................................................................................. 35

Foundations near trees (NHBC) ............................................................................................................................................... 37 Gabion retaining wall analysis and design (BS8002) ................................................................................................................ 38

Gable framing analysis and design (BS5950) ........................................................................................................................... 39

General member safe load tables (BS5950)............................................................................................................................. 41

Hipped end loading ................................................................................................................................................................... 42

Historical steelwork assessment ............................................................................................................................................... 43

Holding down bolt design.......................................................................................................................................................... 44

Horizontal and vertical highway alignment (TD9/93) ................................................................................................................ 45

Infiltration system design (SUDS) ............................................................................................................................................. 46 Lintel analysis (BS5977) ........................................................................................................................................................... 47

Masonry bearing design (BS5628) ........................................................................................................................................... 48


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Masonry column design (EN1996) ........................................................................................................................................... 49

Masonry column design (BS5628) ............................................................................................................................................ 50

Masonry wall panel design (EN1996) ....................................................................................................................................... 51

Masonry wall panel design (BS5628) ....................................................................................................................................... 52

Notional load chase down......................................................................................................................................................... 53

Open channel flow .................................................................................................................................................................... 54 Pad footing analysis and design (BS8110) ............................................................................................................................... 55

Pavement design (DMRB7) ...................................................................................................................................................... 56

Pile analysis (EN1997) ............................................................................................................................................................. 57

RC beam analysis & design (EN1992) ..................................................................................................................................... 58

RC beam analysis & design (BS8110) ..................................................................................................................................... 59

RC beam torsion design (BS8110) ........................................................................................................................................... 60

RC column design (EN1992) .................................................................................................................................................... 61

RC column design (BS 8110) ................................................................................................................................................... 62 RC crack width (BS8110) ......................................................................................................................................................... 63

RC deep beam analysis and design (BS8110) ......................................................................................................................... 64

RC flat slab design (BS8110) ................................................................................................................................................... 65

RC pad footing uplift (BS8110) RC pad footing horizontal capacity (BS8110).......................................................................... 66

RC pile cap design (BS8110) ................................................................................................................................................... 67

RC raft foundation (BS8110) .................................................................................................................................................... 68

RC slab design (EN1992) ......................................................................................................................................................... 69

RC slab design (BS8110) ......................................................................................................................................................... 70 RC stair design (BS8110) ......................................................................................................................................................... 71

RC thermal crack width (BS8007) ............................................................................................................................................ 72

RC wall design (EN1992) ......................................................................................................................................................... 73

RC wall design (BS8110).......................................................................................................................................................... 74

Reinforcement schedule (BS8666) ........................................................................................................................................... 75

Retaining wall analysis & design (EN1992/EN1996/EN1997) .................................................................................................. 76

Retaining wall analysis and design (BS8002) ........................................................................................................................... 78

Retaining wall design (CP2) ..................................................................................................................................................... 79

Rigid diaphragm force distribution ............................................................................................................................................ 80

Rolling load analysis ................................................................................................................................................................. 81

Section properties calculator .................................................................................................................................................... 82

Simple column safe load tables (BS5950) ................................................................................................................................ 83

Slope stability - slip circle analysis ............................................................................................................................................ 84

Snow loading (EN1991) ............................................................................................................................................................ 85

Snow loading (BS6399) ............................................................................................................................................................ 86

Soakaway design (BRE digest 365 / SUDS) ............................................................................................................................ 87

Steel angle design (BS5950) .................................................................................................................................................... 88


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Steel beam analysis & design (EN1993) Steel member design (EN1993) ............................................................................... 89

Steel beam analysis & design (BS5950) Steel member design (BS5950) ................................................................................ 90

Steel beam torsion design (SCI-P-057) .................................................................................................................................... 91

Steel column design (EN1993) ................................................................................................................................................. 92

Steel masonry support (BS5950) .............................................................................................................................................. 93

Steel sheet piling design (BS8002) ........................................................................................................................................... 94 Stormwater drainage ................................................................................................................................................................ 96

Stormwater attenuation design ................................................................................................................................................. 97

Stress skin panel design (BS5268) ........................................................................................................................................... 98

Strip footing analysis and design (BS8110) ............................................................................................................................ 100

Surface wind load (BS6399) ................................................................................................................................................... 101

Swale and filter strip design .................................................................................................................................................... 102

Timber, glulam and flitch member design (EN1995) ............................................................................................................... 103

Timber, glulam, composite, flitch and ply web member design (BS5268)............................................................................... 104 Timber connection design (BS5268) ...................................................................................................................................... 105

Timber frame racking loads (BS6399) .................................................................................................................................... 106

Timber frame racking panel design (EN1995) ........................................................................................................................ 107

Timber frame racking panel design (BS5268) ........................................................................................................................ 109

Timber joist design (BS5268) ................................................................................................................................................. 110

Timber rafter design (BS5268) ............................................................................................................................................... 111

Timber stud design (BS5268) ................................................................................................................................................. 112

Trial pit and borehole logging (BS5930) ................................................................................................................................. 113 Underpinning needle beam design (BS8110) ......................................................................................................................... 114

Valley beam analysis & design (BS5950) ............................................................................................................................... 115

Vibration of floors (SCI-P-076/AD256) .................................................................................................................................... 116

Vibration of floors (SCI-P-354) ................................................................................................................................................ 118

Vibration of hospital floors (SCI-P-331) .................................................................................................................................. 120

Wall load chase down (BS6399) ............................................................................................................................................. 121

Wind girder analysis & design (BS5950) ................................................................................................................................ 122

Wind loading (EN1991)........................................................................................................................................................... 123

Wind loading (BS 6399) .......................................................................................................................................................... 124

Windpost design (BS5950) ..................................................................................................................................................... 125


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2D frame analysisTedds calculation version 1.0.06

Scope Calculation for the linear static analysis of 2D frames:

o Model 2D frames with unlimited nodes and elements

o View model geometry, loading and results for shear, moment, axial force, deflection and axial deflection

o Output node results for total base reactions, reactions and node deflections

o Output member or element results for shear, moment, axial force, deflection and axial deflection

1 6 1 8

1 3

1 5 1 6

1 7

1 81 9

2 1


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2D Frame analysis Frame WizardTedds calculation version 1.0.01

Scope Creates analysis models of 2D frames which are then used to setup the 2D Frame analysis calculation.

The wizard allows you to define the basic properties of a frame based on the number of storeys, number of spans, etc. which

are then used to create a new 2D analysis model. The wizard will then run the 2D frame analysis calculation from where youcan refine your model, add loading information and finally obtain the analysis results as normal.

o 1-10 storeys

o 1-10 spans

o Flat or Pitched roofs

o Optional ground beam (with the option of 'n' springs for single span frames)

X

Z

7 8

9 1 0 1 1 1 2

1

2

3

4

5

6

7

8

9

10 11


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2D Frame analysis Truss WizardTedds calculation version 1.0.02

Scope Creates analysis models of 2D Trusses which are then used to setup the 2D Frame analysis calculation.

The wizard allows you to define the basic properties of a truss based on the shape, type, span, height etc. which are then used

to create a new 2D analysis model. The wizard will then run the 2D frame analysis calculation from where you can refine yourmodel, add loading information and finally obtain the analysis results as normal.

Truss shapes:

o Parallel Chordo Monopitch Raftero Pitched Roofo Floor/Roofo Floor/Roof inverted

Truss types:

o Common

o Raised Tieo King Posto Queen Post (fan)o Queeno Attico Vierendeelo Warren Girdero Pratto Howeo Fink


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2D Frame analysis Member WizardTedds calculation version 1.0.01

Scope Creates an analysis model of a single member which is then used to setup the 2D Frame analysis calculation.

The wizard allows you to define the basic properties of a member based on the number of spans, angle, support conditions,

etc. which are then used to create a new 2D analysis model. The wizard will then run the 2D frame analysis calculation fromwhere you can refine your member, add loading information and finally obtain the analysis results as normal.

o 1-20 spans

o Beam, column or inclined member

X

Z1

2

3

4

1

2

3


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Beam analysisTedds calculation version 1.0.00

Scope Analysis of simple and continuous beams of up to 10 spans.

General notes The loading types available are point load, UDL, VDL, trapezoidal loading, partial UDL and point couple. The support conditions

available are fixed, pinned or spring. There are 8 user-definable load cases and 20 user-definable load combinations.

For timber members the calculated deflections do not include for design effect factors such as service class, section thickness,load sharing and multi-ply member factors, nor is shear deflection calculated.

The Beam results option gives the worst load effects anywhere along the beam. The Span results option gives the worst effects on each span, in which case detailed results are also available which give the

locations of the worst load effects, and the values of shear, moment and deflection at regular intervals along each span.

The subscript min on a variable indicates that it represents the most severe negative value, not the value that is numericallynearest to zero. For support reactions, a negative value indicates an upward force acting on the beam. For beam results and

span results, sagging moments and downward deflection are both positive.

A specific material or section can be entered to be analysed, or a generic analysis can be done (with member stiffnessdefaulted to arbitrary values). For pure bending deflections either a material must be selected (in which case the I and A values

are calculated and entered ), or the I and A values should be entered directly.

If the material selected is concrete or user defined timber, then the section properties (d and b) must be defined.


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Beam end connection design (BS5950)Tedds calculation version 2.0.11

Scope Connection design for angle cleat, end plate and fin plate connections for beam to beam (single and double sided), beam to

column web (single and double sided) and beam to column flange configurations

References Joints in Simple Construction Volume 1: Design Methods 2nd Edition (The BCSA/SCI Green Book) and updated in June 2000

for BS5950-1:2000.

General notes For a single connection, the calculations perform a check design in accordance with each of the checks as defined in the

BCSA/SCI Green Book for the applied loads.

The calculations also consider the forces due to structural integrity if required.

As appropriate, user defined notches are considered in beam to beam connections


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Bearing pressures for rectangular footings with biaxial upliftTedds calculation version 1.0.01

Scope Calculation which determines the maximum bearing pressure acting on a rectangular footing.

The calculation also calculates the bearing pressure under each corner of the footing, the percentage of the footing area actingin bearing and the location of the line of zero pressure.

The calculation also generates a sketch showing the arrangement of the footing indicating the position of the resultant, thebearing pressure at the corners and the line of zero pressure if appropriate.

References 'Bearing Pressures for Rectangular Footings with Biaxial Uplift' by Kenneth E. Wilson, published in the Journal of Bridge

Engineering, Vol.2, No.1, February 1997.

General notes The calculation determines the number of footing corners acting in bearing given the eccentricity of the resultant reaction.

For footings with either one or all of the corners acting in bearing the bearing pressures at each corner are determined usingstandard equations.

For footings with either two or three corners acting in bearing the calculation uses an iterative process whereby the position ofthe line of zero pressure is assumed. The eccentricity of the reaction resulting from the assumed line of zero pressure isdetermined and compared to the actual eccentricity, based on this the line of zero pressure is amended and the process isrepeated. This process is repeated until the eccentricities coincide and a solution is found.

As an option the calculation will also determine the effective bearing pressure assuming that the reaction is carried uniformlyby an assumed equivalent rectangular base centred on the eccentricity of the base reaction.

As part of the output a bearing pressure diagram is generated. In this diagram the bearing area is shaded grey, the bearingpressures at the corners of the footing are indicated and dimensions between the corners of the footing and line of zeropressure are shown.

Lx/4 Lx/4

Lx

Lx/4

Lx/3

Lx/4

Lx/3Lx/3

Ly/4

Ly/3 Ly

Ly/4

Ly/4

Ly/4Ly/3

Ly/31

2

3

4

1

2

3

1 2

3

1 2

3

Figure 1. Numbers represent the number of footing corners acting in bearing when centroid of applied load is located within that zone.


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Bolt group analysisTedds calculation version 1.0.00

Scope Calculates the shear force distribution across a group of bolts from an applied vertical and horizontal load.

Origin (0, 0)

Centre of gravity of bolt group (Xc, Yc) Point of load application (X, Y)

Px

Py

dx Sx

dy

Sy


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Bolted cover plate splice connection (BS5950)Tedds calculation version 1.0.05

Scope Calculates the capacity of a bolted splice connection between two identical sections subjected to bending, shear and axial

forces, and formed using steel plates bolted to the flanges and web using high strength friction grip (HSFG) bolts.

References From British Standard: Structural use of steelwork in building - Part 1: Code of practice for design - Rolled and welded sections

BS5950-1:2000 Incorporating Corrigendum No.1.

Plate to outside of topflange showing fourrows of two bolts oneach side of the joint Web plate showing three

rows of bolts, one bolt perrow on each side of the joint

Steel beam section

Plate to outside ofbottom flange

Plate to inside of bottomflange showing four rowsof two bolts on each sideof the jointPlate to inside

of top flange


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Cold formed thin gauge section design (BS5950)Tedds calculation version 1.1.14

Scope The following sections/loading conditions and applicable combinations are covered:-

o Axial load (tension/compresion) - Plain channel, lipped channel, top hat, back-to-back plain channel, back-to-backlipped channel

o Axial load (tension only) Angle

o Major axis bending - Plain channel, lipped channel, top hat, plain zed, lipped zed, back-to-back plain channel, back-to-back lipped channel

o Minor axis bending - Plain channel, lipped channel, top hat, back-to-back lipped channel

References This calculation is performed in accordance with BS5950-5:1998.

General notes Section properties are derived from first principals in accordance with clause 3.5.1.

If the member is subject to axial compression, ie the axial force, F, is positive the effective lengths used to determine thebuckling capacity can be input directly or the user can opt for them to be calculated from the basic unrestrained length and theend restraint conditions.

B

D

r t

+ve My

b

c

d

ybar yeff

ybendyny

bendyp

xbar

Lipped Channel

D La

e


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Column base plate design (EN1993)Tedds calculation version 1.0.01

Scope Checks the design of a column base plate for bearing in the steel plate, the weld strengths and the shear resistance due to

friction for I, square hollow, rectangular hollow, circular hollow, channels, angles, back to back angles and T sections.

The base plate can be subject to compressive axial loads and shear forces.

References Eurocode 3: Design of steel structures - Part 1-1:General rules and rules for buildings EN1993-1-1:2005 incorporating

Corrigenda dated February 2006 and April 2009.

UK National Annex NA to BS EN 1993-1-1:2005

Irish National Annex NA to IS EN 1993-1-1:2005

Singapore National Annex NA to SS EN 1993-1-1:2010

Malaysia National Annex NA to MS EN 1993-1-1:2010

Eurocode 2: Design of concrete structures - Part 1-1:General rules and rules for buildings EN1992-1-1:2004 incorporatingCorrigendum dated January 2008

UK National Annex NA to BS EN 1992-1-1:2004 incorporating National Amendment No.1

Irish National Annex NA to IS EN 1992-1-1:2005 incorporating Corrigendum No.1


Malaysia National Annex NA to MS EN 1992-1-1:2010

General notes The calculation includes an auto design section which will minimise various dimensions of the plate according to limitations

specified within the calculation.

If a shear force is specified it is assumed to be resisted by friction between the base plate and the grout pad only. Bolt clearance checks are undertaken for clashes between the section/base plate welds.


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Column base plate design (BS5950)Tedds calculation version 1.0.09

Scope Checks the design of base plates to BS5950 for the following situations:-

o Axial compression with no moment - I, H, RHS, SHS and CHS sections

o

Moment about the major axis - I, H, RHS and SHS sectionso Moment about the minor axis - RHS sections only

o Axial tension with or without moment - I, H, RHS and SHS sections

For all the above situations the calculation will also check the resistance to an applied shear force.

References From British Standard: Structural use of steelwork in building - Part 1: Code of practice for design - Rolled and welded sections

BS5950-1:2000 Incorporating Corrigendum No.1.

General notes For columns with axial compression and no bending moment the calculation determines the minimum size of base plate

required to transmit the force into the foundations. The calculations use the effective area method approach of BS 5950-1:2000 cl 4.13.2. The calculations incorporate the column section size when calculating the required base plate size. Thismeans that the required base plate size will always be sufficient to take the footprint of the column section. The calculationthen determines the minimum thickness required for the base plate.

For all other loading situations the adequacy of the specified base plate is checked for the applied loading. For bolts in tensionthe pull-out capacity is checked.

Stiffeners can be specified for base plates with bending moments and compression or tension and also for base plates withtension only.

2c + T

D

2c + t

2c + B B B

Dp

p

D

2c + D

B

2c + T

T

B

Dp

p

2c + T

T

B

Dp

pD


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Column load chase down (BS6399)Tedds calculation version 2.0.02

Scope Calculates the factored axial loads on each stack of an internal, edge or corner multi-storey column due to dead and imposed

loading.

References BS 6399: Part 1: 1996 - Loading for buildings: Part 1. Code of practice for dead and imposed loads.

General notes Imposed loads can be reduced in accordance with clause 6.2 of the code, or the full imposed loads can be applied with no

reduction. If the option to include reduction factors is selected, they are set by default to the values in Table 2 of the code. Thedefault reduction factors can be overridden with values chosen by the user. The calculations always assume that the top flooris a roof, not qualifying for reduction, and that all floors below this do qualify.

If the top floor is not a roof, the calculations should be run for a number of floors equal to the actual number plus one, and allthe roof loads set to zero.

The term stack is used in these calculations to denote the length of a column between one floor and the next. Stack F-1 is thecolumn length between the foundation and the lowest suspended floor (termed floor 1), stack 1-2 is the length between thelowest two floors etc.

Internal column

Corner column Edge column

Y1

/ 2 Y1

X1 / 2X1


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Column splice design (BS5950)Tedds calculation version 2.0.08

Scope Checks the design of the following connection types:

bearing

internal external (no division plate)

external (with division plate)

non-bearing

internal

external

References From Joints in Simple Construction Volume 1: Design Methods - 2nd Edition (The BCSA/SCI Green Book) and updated in June

2000 for BS5950-1:2000.

General notes For a single connection, the calculations perform a check design in accordance with each of the checks as defined in the

BCSA/SCI Green Book for the applied loads.

55 100 55

5 5

5 5

5 5

5 5

60 6060 60

5 0

3 8 5

5 0 5 0

3 8 5

5 0


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Composite beam design (BS5950)Tedds calculation version 1.0.04

Scope Checks the design of simply supported primary or secondary composite internal or edge beams with perpendicular or parallel

decking.

References BS 5950-1:2000 - Structural use of steelwork in building: Part 1. Code of practice for design - rolled and welded sections.

BS 5950-3.1:1990+A1:2010 - Structural use of steelwork in building: Part 3. Code of practice for design of simple andcontinuous composite beams.

General notes

Primary beams can be loaded with up to 3 sets of point loads and a series of beam loads. Secondary beams can be loaded witha series of slab area loads.

Longitudinal shear can be resisted using no, discontinuous or continuous decking options and with bars, mesh or no additionaltransverse reinforcement.

Checks include for both construction stage design checks, including lateral torsional buckling for parallel decks, and compositestage checks with additional deflection and natural frequency calculations.

b

b

Primary Beam

for design

PLAN

CROSS SECTION

L

1

2

b

b

Secondary Beam

for design

A A

PLAN

CROSS SECTION

L

PrimaryBeam

1

2


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Compound section propertiesTedds calculation version 1.0.03

Scope Calculates the section properties of one of three possible combined section shapes:

o Two I sections (at 90 degs),

o

RSC on an I sectiono Plate on an I section.

General notes The section properties calculated are;

o Second moment of area about x & y axis - I xx & Iyy

o Plastic section modulus about x & y axis - S xx & Syy

o Elastic section modulus about x & y axis - Z xx & Zyy

o Radius of gyration about x & y axis - r xx & ryy

o Torsional constant - J and x

o Buckling parameters - u and


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Concrete industrial ground floor design (TR34)Tedds calculation version 1.0.05

Scope Checks the design of an industrial concrete floor slab subjected to a series of point loads, line loads and uniformly distributed

loads.

The calculations include the design of concrete slabs reinforced with either steel fibres or steel fabric placed to the bottom ofthe slab.

References The calculations are based on Concrete Society Technical Report No.34, Concrete Industrial Ground Floors - A Guide to Design

and Construction - Third Edition.

General notes The calculations allow input of any number of load cases. Each load case may consist of between one and four point loads, a

line load or a uniformly distributed load.

For each load case the applied load is compared with the ultimate load capacity for the slab. For point loads the applied load is also compared with the ultimate punching load capacity for the slab calculated at both the

face of the load and at the critical perimeter.

For point loads the slab deflection is also calculated.

Steel fabric reinforcement

dh

Slip membrane

Wearing surface

Reinforced concrete slab

Subgrade

Sub-base


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Concrete specification (BS8500)Tedds calculation version 1.0.07

Scope Designed or designated concrete specification. Calculates the exposure class or classes for the concrete element under

consideration.

References BS8500-1:2006.

General notes From the exposure class or classes the calculation determines, as applicable, the minimum concrete requirements including

cover, strength class, maximum water/cement ratio, minimum cement content, allowable cements and combinations andallowable aggregates.

The calculation covers reinforced, unreinforced, normal or lightweight concrete with intended working life of at least 50 or 100years. The concrete may include air-entrainment or not.

The minimum concrete requirements for the exposure classes are displayed in the interface. Using this information the actualconcrete can be specified or, alternatively, the minimum requirements may be returned to the document without an actualspecification.


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Co-ordinate conversionTedds calculation version 1.0.00

Scope This calculation is based on the first principles of setting out co-ordinates, given the co-ordinates of a base station it will

determine either:

o The coordinates of the target if the bearing angle from north and distance along the bearing are known.

o The bearing angle from north and distance along the bearing to the target if the coordinates of the target are known.

General notes If you specify the bearing from north to the target and the distance along the bearing to the target the calculation will

calculate the co-ordinates of the target.

If you specify the co-ordinates of the target the calculation will calculate the bearing from north to the target and the distancealong the bearing to the target.

In practice coordinates are used for checking as well as setting out. As an example say bolt positions for structures theEngineer can work these out from general setting out measurements if two positions on the site are known. See the drawingbelow as an example of setting out the corners of a building to a coordinates.

L e n g t h L

Target

East

N o r t h

BearingStation (E,N)

Target (E ,N )Target


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Crane gantry girder design (BS5950)Tedds calculation version 1.0.04

Scope Checks the design of simply supported gantry girders comprising of either a plain I section (UB or UC), an I section with a

capping plate or an I section with a capping channel carrying a conventional overhead travelling crane i.e. not an underslungcrane.

References This calculation is performed in accordance with BS5950-1:2000.

General notes The user can select to input the values of the ultimate vertical and horizontal shear forces and bending moments or the

calculation can be used to determine the maximum wheel loads from the basic crane data input by the user ie. crane and crabweight, safe working load, span of crane bridge, minimum hook approach, number of wheels and class of crane in accordancewith BS2573-1:1983. Alternatively the maximum static and dynamic vertical wheel loads and transverse surge wheel loads can

be input directly. For the latter two options, based on the number of wheels, their spacing and the span of the gantry girder,the calculation determines the wheel arrangement giving the maximum shear force and bending moment before proceedingto calculate them.

For the case where the calculation is used to determine the bending moments and shear forces it can accommodate one craneonly on the simply supported span but covers the cases of the end carriage having two or four wheels.

If an I section with a capping plate or channel is selected the calculation determines both the elastic and plastic sectionproperties for the compound section.

For the user specified girder, the calculation checks the vertical and horizontal shear capacity, the biaxial bending capacity, theweb buckling and bearing capacity beneath the concentrated wheel load, the capacity of the weld connecting the plate orchannel to the I section and the vertical and horizontal deflections.

Two dynamic factors are required. The first, from BS2573-1:1983 Table 4, is applied to the lifted load only. The second factor,which should have a value of 1.25 unless better information is available, is applied to the total crane load and is thetraditional factor originating from BS449. The calculation determines which factor produces the maximum dynamic wheelload and proceeds with this value to determine the vertical shear forces and bending moments. Values of the first dynamicfactor for typical types of crane are included in the interface.

Crane Bridge

Span of crane bridge, L

Safe Working Load, WCrab weight, W

Minimum hook approach, a

Crane bridge weight, Wswl

crab crane

h

c

Bogie centres, a w1

= =Wheel centres, a w1

Bogie wheel centres, a w2

Gantry Girder

Elevation on Crane Bridge

2 Wheel End Carriage 4 Wheel End Carriage

Crab

a w1 - a w2


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The proportion of the crab and SWL contributing to the surge forces acting perpendicular to the crane rail and the proportionof the static wheel load contributing to the braking forces acting along the crane rail are required to be input. The defaultvalues for these are set at the traditional BS449/BS6399-1:1984 values of 10% and 5% respectively. These values are nolonger included in BS6399-1:1996 and therefore care should be taken to ensure that sufficient allowance is made forhorizontal loading. The braking load is not actually used in the design check of the girder, however, it is likely that its value willbe required for the design of the end connections and the supporting structure and is therefore included.

The effective length of the girder can be input directly or can be calculated from the length and depth factors contained inTable 13 of BS5950-1:2000. Attention is drawn to clause 4.11.3 of BS5950-1:2000 which states that the wheel loads need not

be treated as destabilising unless the rails are mounted on resilient pads.


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Dead loadingTedds calculation version 1.0.00

Scope Calculates the unfactored dead loads of a series of composite constructions.

General notes

The composite constructions are intended to represent the various floor, wall and roof components of a building or structure. When using SI units the calculation includes a data list of typical material densities as well as a datalist based on Tables A.1 to

A.12 from annex A of Eurocode 1: Actions on structures - Part 1-1: General actions - Densities, self-weight, imposed loads forbuildings.

When using US units the calculation includes a data list of typical material specific weights.


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Surface water drain and foul sewer designTedds calculation version 1.0.03

Scope Checks the design of a surface water drain or foul sewer.

General notes The calculations use the Chezy and Escritt equations to determine a value for the design pipe diameter based on a list of

commonly available sizes.

The calculations use the Colebrook-White equation to determine the flow rate and flow velocity of the design pipe flowing full.

The proportion of the design flow rate to the full flow rate is used in conjunction with design tables to determine the designflow velocity and depth of flow when the pipe is running at the design flow rate.

The calculations check that the maximum flow rate of the selected pipe exceeds the design flow rate. If specified they alsocheck that the design velocity exceeds the required minimum design flow velocity. If selected the calculations also check that

the design depth is less than 0.75 times the full depth.

L

h


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34

Footway design (DMRB7)Tedds calculation version 1.0.01

Scope Checks the design of new footway and foundation construction.

References

From the Design Manual for Roads and Bridges Volume 7General notes

The calculations allow the design of footways classified as pedestrian only, light vehicle, light vehicle with very occasionalheavy vehicle and heavy vehicle.

The calculations include a method of estimating the CBR value of the formation level.


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Foundation analysis and design (EN1992/EN1997)Tedds calculation version 3.2.02

Scope The calculations check the analysis and design or analysis only of a pad or strip foundation in reinforced or plain concrete.

Pad foundations may feature up to 10 columns; strip foundations may feature up to 10 walls.

The foundation may be subject to vertical loads, horizontal loads and moments applied at the base of the columns and walls. Itmay also be subject to surcharge loads applied as area loads directly to the top of the foundation.

The analysis calculations check the stability of the base with regard to uplift and sliding as well as checking the maximum basepressures.

The design calculations check the foundation in flexure, plane shear and punching shear as appropriate.

Pad footing example Strip footing example

References Eurocode 2: Design of concrete structures - Part 1-1:General rules and rules for buildings EN1992-1-1:2004 incorporating

Corrigendum dated January 2008



Singapore National Annex NA to SS EN 1992-1-1:2008 Eurocode 7: Geotechnical design - Part 1: General rules EN1997-1:2004 incorporating Corrigendum dated February 2009

UK National Annex NA to BS EN 1997-1:2004 incorporating Corrigendum No.1

Irish National Annex NA to IS EN 1997-1:2005.

Singapore National Annex NA to SS EN 1997-1:2010

'Bearing Pressures for Rectangular Footings with Biaxial Uplift' by Kenneth E. Wilson, published in the Journal of BridgeEngineering, Vol.2, No.1, February 1997.

General notes

The calculation generally uses design approach 1 with the soil and structure checked against the effects of the applied loadssubjected to two separate load combinations.

1 2

88.8 kN/m 2


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36

Net ultimate bearing capacity is calculated for either the drained or undrained condition using the sample analytical methodfor bearing resistance included in annex D.

Alternatively the calculation will check a presumed bearing resistance against unfactored SLS base pressures.

Where a pad foundation features a single column or a strip foundation features a single wall, and the foundation is onlysubjected to simple axial loads it will first be checked to see if it can be designed as a plain, unreinforced concrete footing.


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Foundations near trees (NHBC)Tedds calculation version 1.0.00

Scope Provides guidance on meeting the technical requirements and recommendations of the NHBC with regard to foundation depth

when building near trees, hedgerows and shrubs, particularly in shrinkable soils.

References NHBC Standards - Chapter 4.2, April 2003 edition.

General notes The depth calculations take into account of the effects of soil desiccation caused by previous or existing trees, hedgerows or

shrubs and trees, hedgerows or shrubs which are scheduled to be planted.

Clause 4.2 - S3(a) of the NHBC Standards contains 3 figures, (figures 5, 6 and 7) which show the level from which thefoundation depth is to be measured for various cases of reduced and increased levels. These figures are reproduced below.

D

Hactual

Zreq


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38

Gabion retaining wall analysis and design (BS8002)Tedds calculation version 1.1.03

Scope Checks the stability of a gabion retaining wall against sliding and overturning, and determines the maximum and minimum

base pressures beneath the wall.

References BS8002:1994 - Code of Practice for Earth Retaining Structures

General notes The soil surface to the rear of the wall may be inclined at an angle .

The retained material to the rear of the wall may have different properties to the material beneath the base of the wall.

In contrast to the traditional approach to retaining wall design, the limit state methods recommended by BS8002 do notdirectly utilise a factor of safety, instead a mobilization factor M is applied to the representative strength values for the soils togive a design soil strength value. The user should ensure that they select a value of M that is suitable for the requirements ofthe design, with BS8002 suggesting values of 1.2, 1.5 or more. This calculation allows a traditional approach to design andtherefore includes factors of safety. If the traditional method is used the utilization factor should be set to 1.0, if the limit stateapproach is undertaken the factors of safety should be set to 1.0.

Active and passive pressure coefficients are either calculated using the Rankine or Coulomb equations, or determined usingextracts from the Kerisel and Absi tables which were used to establish the graphs in BS8002:1994 Annex A. It should be notedhowever that the use of Rankine equations has its limitations and is best suited to smooth vertical walls. It is notrecommended for use with gabion walls but is included for reference

po

Wg P a

1

2

3

4

GABION DIMENSIONS1 - w 1 h 12 - w 2 h 23 - w 3 h 34 - w 4 h 4

s 2

s 3

s 4


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39

Gable framing analysis and design (BS5950)Tedds calculation version 2.0.02

Scope This calculation covers the overall structural analysis and member design checks for gable framing arrangements typically

adopted for single-span portal-framed buildings. The structural concept for the gable frame bracing is as shown in section 9.7,fig. 10, of the ISE/ICE 'Manual for the design of steelwork building structures' (Nov 1989 edition).

References BS 5950-1: 2000 - Structural use of steelwork in buildings - Part 1. Code of practice for design - Rolled and welded section.

General notes Member design checks can be carried out for the following members:-

o Gable posts, corner posts, gable rafters, roof bracing, wall bracing and eaves strut/tie.

One run of the analysis calculations covers one loading condition, i.e. one combination of simultaneous loads, for which all thespecified loads are applied. Thus several runs of the calculations will be required to determine the critical load combinationand wind direction for the design of each member.

For each run of the analysis calculations, one particular intermediate gable post is chosen by the user and the member loadeffects are calculated for this particular gable post. Typically, this will be the post directly below the apex, but any post can bechosen. If restraint conditions or other factors indicate that another post may be critical, additional calculation runs should bemade for that post.

A parapet with a horizontal top edge can be specified in the definition of the structure. Parapet posts are assumed to coincidewith the gable posts and to be continuous cantilever projections of the gable posts. The parapet posts themselves are notanalysed or designed.

Using Tedds for Word the calculation allows for the design of multiple members without having to re-run the anaylsis. Oncethe initial calculation has been run additional members can be designed as follows:

o After the main calculation add a new calc section and insert the Member design calcs item.

o Repeat the above step for each additional member.

Structural arrangementThe analysis and member design checks are based on the following assumptions:

Each gable end of the building is provided with a separate, independent bracing system.

The gable posts are evenly spaced, and there is a post directly under the apex.

The gable posts are simply supported at their bases and along the rafter lines.

The gable rafters have simple connections at the eaves and apex and are simply supported by the gable posts. The rafters maybe continuous from eaves to apex, or discontinuous with simple splices directly over the gable posts.

The horizontal reaction supporting each post at the rafter line is developed by a wind girder in the roof plane, spanningbetween the side walls. The gable rafters and the rafters of the adjacent portal frame provide the chords of this wind girder.

They are linked by M or W configuration bracing members forming the web of the wind girder and intersecting with the gablerafters at the top of every gable post.


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The horizontal reaction at each end of the wind girder is transferred to the foundations by N, K or X configuration bracingbetween the corner post and the stanchion of the adjacent portal frame on each side of the building. Depending on theorientation of the roof bracing and the side wall bracing members, there may be an eaves strut/tie member on each side totransfer the load from the end roof bracing member to the top of the side wall bracing.

In-plane sway of the gable end frame (principally due to wind on the side wall end bays spanning onto the corner posts) isresisted by N, K or X configuration bracing in the plane of the gable wall, between the corner post and the adjacent gable postat each end of the gable wall. These braced bays are designed to act independently, each set of bracing resisting the full windload from the adjacent side wall bay.

If K-configuration bracing is used for either the side wall or gable wall bracing (or both), it is arranged so that the diagonals donot meet on the corner post. They meet instead on the adjacent gable post or portal stanchion. Thus there is no intermediatesupport to the corner post between foundation and eaves levels.

Geometry The structure is idealised to line elements on the centrelines of the true members. All the dimensions entered should

therefore relate to the intersections of member centrelines where relevant.

Buckling restraint Up to three intermediate restraints can be specified within the height of each gable post and within each rafter span. By

default, for a member bending about its major axis, these restraints are assumed to prevent lateral-torsional and y-axis strutbuckling. These assumptions can be changed through the General Member Design user interface which is displayed before themember design checks are carried out. For a member bending about its minor axis, no assumptions are made about the typeof restraint provided, so the appropriate restraint details must be set via the General Member Design user interface.

Loading Pattern loading is not considered. The wind load is assumed to be constant over each element of the structure. Conservative

values or equivalent uniform loads will need to be determined separately to take account of the variations in pressure over thedifferent zones of each element, as defined in the wind loading codes.

All loads are input as unfactored dead, imposed and wind loads determined in accordance with cl. 2.2.2 of BS 5950-1:2000.

Determination of the values for the wind loads is not covered here, so separate calculations are required. (See the 'Appliedloading' set in the Tedds library.) The wind loads to be entered into these calculations are the net element loads due to thecombined internal and external surface pressures.

Vertical loading on the gable rafters is applied as a uniformly distributed line load. All horizontal loading on the gable wall isassumed to be transferred directly to the node points of the roof bracing system, so there is no bending about the vertical axisof the rafters.

Analysis The factored moments and shear forces for rafter design are derived from elastic analysis of the rafter as a simply supported

continuous or single-span beam, as appropriate.

The applied moments calculated for a rafter continuous over two or more supports are the worst values (sagging or hogging)occurring within the end span and at the first internal supports, which will be the worst values occurring anywhere within thelength of the rafter.


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General member safe load tables (BS5950)Tedds calculation version 1.0.00

Scope Checks the design of beam and column elements using safe load tables.

Beams

o The types of design available are major axis bending and shear, using UB or UC sections or the ultimate UDL capacityfor a fully restrained RSC or RSJ.

Columnso The types of design available are simple column check (UC only), tie check (angles only) and strut buckling checks (all

elements).

o For details on the Simple column check please refer to the Notes for this item (either from within the calculation or inthe Library Access System).

o For both element types, the relevant input information is entered and then a suitable section can be selected fromthe relevant safe load/ultimate capacity table.

References

From BS 5950-1:2000.General notes

When exiting the safe load tables, if there is a dialogue asking which table the values should be returned from - both tablesmust be selected (to include the section properties).

For the safe load tables for beams with bending and shear, if high shear is present the values of Mcx and Mcy must bereduced, see cl 4.2.6.


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Hipped end loadingTedds calculation version 1.0.00

Scope Calculates the loading on a gable frame, flat top portal and first portal frame resulting from a hip extending over two frame

centres.

General notes In the case of there being an odd number of jack rafters (ie there is a jack rafter at the centreline of the portal building span),

the calculations, which consider only a half frame span, also include loads on the central jack rafter from the other half span.

In the case of there being an even number of jack rafters (ie there is no jack rafter at the centreline of the portal buildingspan), there is a small approximation in the calculations - it is assumed that the hip raker connects to the jack rafters (simplysupported) throughout its length.

S1

S2

S3

Portal Frame

Portal Frame

Flat Top Portal Frame

Gable Frame

Hip raker

Jack rafters

= Crs g =x1

x2

L span /2

x3

Point loads

3210


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Holding down bolt designTedds calculation version 1.0.01

Scope Calculates the embedment depth of one of a pair of holding down bolts, and using table 1 from the BCSA/Constrado guide,

calculate whether the effective conical surface area and concrete shear stress is sufficient to withstand the tension (pull-out)force applied.

The calculations also check that the bolt tension capacity for the bolts selected is adequate to resist the tension force

References From 'Holding down systems for steel stanchions' BCSA/Constrado guide to holding down systems.

ConcreteL_bolt (Overall length of bolts)

t_p (Base plate thickness)

t_gr (Thickness of bedding)

t_was (Washer thicknes s)

L_proj (Clear projection of bolt above nut)


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Horizontal and vertical highway alignment (TD9/93)Tedds calculation version 1.0.00

Scope Horizontal curve Checks the design of a circular horizontal curve (no transitions). The calculation uses a 'generic number of

chords' method, which calculates the optimum chord length based on the criteria of the length of chord required toapproximate the arc length of the curve, or a standard set of 7 points. As well as either the 7 points, or the generic number of

points, the start and end point of the curve are calculated. Optional calculations are:

o The minimum stopping sight distance.

o The minimum full overtaking sight distance.

o The transition curve length.

o A conversion of the input in degrees, minutes and seconds into decimal format.

Vertical curve Checks the design of a vertical curve and provide the setting out information (reduced levels at the relevantchainage points). This calculation can be phased with the horizontal curve design, to enable the same setting out points to beused.

References From Part 1 TD 9/93 - Highway link design.

General notes For phasing of the horizontal and vertical curves, a reference point on the horizontal curve must be given. The chainage points

are then calculated in relation to this reference point. The chord length (or frequency of levels) should also coincide with the

chord length used in the horizontal alignment calculations. Where applicable the appropriate default values are given.


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46

Infiltration system design (SUDS)Tedds calculation version 2.0.01

Scope Calculates the maximum storage required for each rainfall duration over a return period of between 5 and 100 years. In order

to allow a range of return periods to be selected, table 2 has been extended to include Z2 growth factor values for 1, 2, 3, 4, 5,10, 20, 30, 50 and 100 years using figures taken from The Wallingford Procedure for Europe - Best Practice Guide for urban

drainage modelling, published in 2000

References BRE digest 365 - Soakaway designs for either rectangular or concentric ring soakaways.

CIRIA C697 The SUDS Manual (2007)

The Wallingford Procedure for Europe - Best Practice Guide for urban drainage modelling. Version 1.1 (Dec. 2000)

General notes The design of the soakaway can be calculated using either the BRE method or the SUDS manual method.

The design of a infiltration blanket and infiltration pavement can be calculated using the SUDS manual method. Using the BRE method either the required minimum pit depth, width and length can be calculated by selecting the appropriate

required dimension and specifying the remaining ones.

Using the SUDS Manual method the calculation will determine the minimum required depth for a suitable storage capacity.

The calculations also check that the soakaway/infiltration system discharges from full to half volume within 24 hours.

These calculations determine the M5 rainfalls using table 1 and then calculate the growth factor for table 2 and, using this,calculate the relevant rainfall for each rainfall duration. Using these values the inflow for each duration is calculated along with

the outflow (given the soil infiltration rate)

The calculations can (optionally) determine the soil infiltration rate - from trial pit size and the test results for the t ime takenfor the water level to fall from 75% to 25% of the effective storage depth in the pit.

If the soil infiltration rate is to be calculated, the trial pit size and the test results for the time taken for the water level to fallfrom 75% to 25% of the effective storage depth in the pit are required, otherwise the soil infiltration rate must be entered.

w

d

Rectangular pit soakaway

Incoming invert

l

w

dia

Circular ring pit soakaway

Pit is depth - d

w


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47

Lintel analysis (BS5977)Tedds calculation version 1.0.01

Scope Analysis of lintels with solid or cavity walls, four floor loads, two roof loads and either three point loads or the load effects of

up to four openings. Results are calculated for the maximum shear, bending moment and end reactions.

The calculation provides a converted UDL load, in line with Appendix A: Use of assessed loads for design or selection of lintels,BS5977-1:1981.

References British Standard: Lintels - Part 1: Method for assessment of load BS5977-1:1981 incorporating Amendment No. 1.

General notes By default the calculation excludes the self weight of the lintel, this load may be added if required.

Op1 Op2

800 800 800

Masonry

2400

2640


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Masonry bearing design (BS5628)Tedds calculation version 1.0.03

Scope Checks the design bearing stress at the bearing of a beam to determine the requirement for a concrete spreader or padstone.

If required the calculation will check the design bearing stress beneath the concrete spreader. The calculation will finally checkthe design bearing stress at a depth of 0.4 h below the beam bearing level.

References From BS5628-1:2005

General notes The beam may be aligned either in the plane of the wall or perpendicular to it.

Where the spreader is loaded eccentrically the user may specify the type of stress distribution as either triangular or similar toa semi-infinite beam on an elastic foundation.

Spreader

BeamBeam

Masonrywall

Masonrywall


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Masonry column design (EN1996)Tedds calculation version 1.0.00

Scope Checks the designs of masonry columns subjected to horizontal wind loading and/or vertical eccentric loading.

References

Eurocode 6: Design of masonry structures - Part 1-1:General - Common rules for reinforced and unreinforced masonry

structures EN1996-1-1:2005 incorporating Corrigenda February 2006 and July 2009

UK National Annex NA to BS EN 1996-1-1:2005


Eurocode: Basis of structural design EN1990:2002 + A1:2005

UK National Annex NA to BS EN 1990:2002

Irish National Annex NA to IS EN 1990:2005

General notes

Columns may be designed using clay, calcium silicate, aggregate concrete, autoclaved aerated concrete, manufactured stone

and dimensioned natural stone masonry units.

Combinations of partial safety factors can be used to calculate the worst case vertical load on the column, which are based oneither Eq 6.10 or Eq 6.10a and Eq 6.10b from BS EN 1990:2002 and the appropriate National Annex. In the user interface theresults will default to the critical combination but the other combinations can also be selected for viewing. The output will berelated to the critical combination. Alternatively a single set of partial safety factors can be defined.


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Masonry wall panel design (EN1996)Tedds calculation version 1.2.04

Scope Checks the designs of masonry wall panels and sub panels of single-leaf or cavity wall construction, either with or without bed

joint reinforcement and with or without masonry piers, subjected to horizontal and/or vertical loading.

References Eurocode 6: Design of masonry structures - Part 1-1:General - Common rules for reinforced and unreinforced masonry

structuresEN1996-1-1:2005 + A1:2012 incorporating Corrigenda February 2006 and July 2009

UK National Annex NA to BS EN 1996-1-1:2005 + A1:2012


General notes Walls may be designed using clay, calcium silicate, aggregate concrete, autoclaved aerated concrete, manufactured stone and

dimensioned natural stone masonry units.

Depending on the aspect ratio of the panel and the external support conditions the calculation uses either yield line analysis orsimple elastic analysis to determine the appropriate bending moment coefficient.

Wall panels may include up to three openings, the calculation automatically divides the panel into two sets of sub panels,arrangement A where the panels predominantly span vertically and arrangement B where the panels predominantly spanhorizontally. The results reported in the calculation are based on the more favourable of the two arrangements. Where thepanel is only supported on three edges sub panel arrangements spanning toward the free edge are automatically ignored.

2

3

41

2

3

4

1


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Masonry wall panel design (BS5628)Tedds calculation version 1.2.07

Scope Checks the design of masonry wall panels and sub panels of single-leaf or cavity wall construction, either with or without bed

joint reinforcement and with or without masonry piers, subjected to horizontal and/or vertical loading.

References BS 5628-1:2005 Code of practice for the use of masonry - Part 1: Structural use of unreinforced masonry

BS 5628-2:2005 Code of practice for the use of masonry - Part 2: Structural use of reinforced and prestressed masonry

General notes Walls may be designed using brick, concrete block, natural stone or random rubble masonry.

Depending on the aspect ratio of the panel and the external support conditions the calculation uses either yield line analysis orsimple elastic analysis to determine the appropriate bending moment coefficient.

Wall panels may include up to three openings, the calculation automatically divides the panel into two sets of sub panels,arrangement A where the panels predominantly span vertically and arrangement B where the panels predominantly spanhorizontally. The results reported in the calculation are based on the more favourable of the two arrangements. Where thepanel is only supported on three edges sub panel arrangements spanning toward the free edge are automatically ignored.

2

3

41

2

3

4

1


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Notional load chase downTedds calculation version 2.0.00

Scope Calculates the notional horizontal loads at the roof and each floor level of a multi-storey building.

General notes The floor area and perimeter wall lengths can be calculated for a range of building shapes, or values for these parameters can

be entered directly, by selecting the user-defined shape option.

Notional horizontal loads are calculated at 1.0% of the factored dead load and at 0.5% of the combined factored dead andimposed loads. The partial safety factors used are 1.4 for dead load and 1.6 for imposed load.

Lb

Wb Db

Lb

Lb

Hb

Hb

Lb

Lb


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Open channel flowTedds calculation version 1.0.01

Scope Calculates the discharge of an open channel which may consist of multiple sections.

General notes

The calculation uses the Manning equation in the following form:

It is possible to calculate the discharge of compound sections by adding the total flow of a series of partial sections, as shownin the following sketch and corresponding equation.

The compound channel may consist of up to four separate sections, each with a different set of properties.

2/10

3/2 S Rn A

Q =

A , n1 1 A , n2 2

A , n3 3

P 1 P 2

P 3

2/1

03/2

33

33/22

2

23/21

1

1 S Rn A

Rn A

Rn A

Q

++=


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Pad footing analysis and design (BS8110)Tedds calculation version 2.0.06

Scope Checks the design of a pad footing in either reinforced or unreinforced concrete.

References The calculations are in accordance with BS 8110-Part 1:1997 - Structural use of concrete: Part 1. Code of practice for design

and construction.

General notes The footing may be subjected to axial and horizontal loads and moments as indicated in the sketch above.

The calculations check the stability of the base with regard to uplift, sliding and overturning. They also check the maximum andminimum base pressures.

The reinforced concrete design calculations check the design of the base in bending and shear as appropriate.

Soil properties for granular soils may be calculated in accordance with BS8002 using a mobilization factor m applied to therepresentative strength values for the soils to give a design soil strength value. A value of m should be selected that isappropriate for the requirements of the design, BS8002 suggests values of 1.2, 1.5 or more.

PPA

B

HyBHxB

HyAHxA

MyA MxAMyB MxB


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Pavement design (DMRB7)Tedds calculation version 2.0.00

Scope Checks the design of new pavement and foundation construction.

References

From the Design Manual for Roads and Bridges Volume 7General notes

The calculations allow the design of flexible pavements with an asphalt or HBM bound base and rigid CRCP or CRCBpavements.

The foundation can be designed using the Restricted or Performance methods.

The calculations include a method of estimating the CBR value of the formation level.


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Pile analysis (EN1997)Tedds calculation version 1.0.00

Scope Static analysis of the resistance capacity of single piles, driven or drilled, in multiple geomaterial strata.

Steel, concrete, or timber piles can be analysed for compressive and tensile axial loads and lateral loads.

This calculation should only be used for preliminary evaluation, it should not be used for final design. Please refer to the Pilegroup analysis

Tedds calculation version 1.0.01

Scope Calculates the reactions of a series of piles subject to one or more loads assuming distribution through a rigid pile cap.

General notes If required, the pile cap self weight should be added manually as an additional load applied through the centroid of the pile

cap.

The calculation adopts the following procedure:-

1. Calculates the centroid and total value of all applied loads. Take moments about the origin in the x and y directions anddivide the resultant moment values by the total load to get the coordinates of the centroid.

2. Express all pile reactions in terms of the reaction of the first pile P 1 plus a rate of increase in the X-direction, rateX and a rateof increase in the Y-direction, rateY.

3. Take moments about the resultant load in both the X and Y direction, expressing the results in terms of P 1, rate X and rateY eqn.1 and eqn.2.

4. Sum all the pile reactions in terms of P 1, rateX and rateY and equate them to the total load. Express P 1 in terms of rateX andrateY eqn.3.

5. Substitute eqn.3 into eqn.1 and express rateX in terms of rateY eqn.4.

6. Substitute eqn.3 and eqn.4 into eqn.2 to solve rateY.

7. Substitute rateY back into eqn.3 to solve rateX.

8. Substitute rateY and rate X into eqn.1 to solve P 1.

9. Use rateX, rateY and P 1 to solve remaining pile reactions.


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RC beam analysis & design (EN1992)Tedds calculation version 2.1.15

Scope Checks the design of reinforced concrete beams of rectangular or flanged cross-section.

The analysis and design calculation allows for the analysis of beams of up to 10 spans with up to 20 loads per span, 20 loadsper support, 8 different load cases and 20 load combinations.

References Eurocode 2: Design of concrete structures - Part 1-1:General - General rules and rules for buildings

EN1992-1-1:2004 incorporating Corrigendum dated January 2008.




Malaysian Nation Annex NA to MS EN 1992-1-1:2010

General notes The calculation includes a moment redistribution option.

The beam section may be designed for applied bending and shear at the middle of each span and at each support. Furthercalculations check the span to effective depth ratio and reinforcement spacing.

The design only calculation allows you to design a single section based on defined values for bending moment and shear force.

The required bottom reinforcement at supports, where nominal restraining moments may exist, is calculated by multiplyingthe area of bottom reinforcement provided in the span multiplied by a factor. As such the span reinforcement should bedesigned prior to the support reinforcement.

To design all spans and support in a beam select each in turn and specify the required design details. If a span or support is notdesigned they will not be included in the output.

h

Rectangular section

d h

b

Flanged section

d

beff

heff

b


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RC beam analysis & design (BS8110)Tedds calculation version 2.1.13

Scope These calculations check the design of reinforced concrete beams of rectangular or flanged cross-section.

References

British Standard: Structural use of concrete Part1: Code of practice for design and construction BS 8110-1:1997 incorporatingAmendment Nos. 1, 2 and 3.

General notes The design and analysis calculation allows you to analyse beams of up to 10 spans with up to 20 loads per span, 20 loads per

support, 8 different load cases and 20 load combinations.

The calculation includes a moment redistribution option.

The beam section may be designed at the middle of each span and at each support.

The beam section is designed for applied bending and shear, further calculations check the span to effective depth ratio andreinforcement spacing.

Multiple layers of reinforcement may be specified to either face.

The design only calculation allows you to design a single section based on defined values for bending moment and shear force.

Reinforcement maybe specified explicitly to the top and bottom of the beam or as an alternative it is possible to input the totalarea of reinforcement to the top or bottom of the beam with the associated depth to the centre of the reinforcement area.

Multiple layers of reinforcement may be specified to either face.

To design all spans and support in a beam select each in turn and specify the required design details. If a span or support is notdesigned they will not be included in the output.

h

Rectangular section

d h

b

Flanged section

d

beff

heff

b


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RC beam torsion design (BS8110)Tedds calculation version 1.0.01

Scope Calculates the quantity of torsional reinforcement (links and longitudinal bars) required, if any, for a solid rectangular section

subjected to a combination of direct shear force and torsional moment.

References This calculation is performed in accordance with clause 2.4 of BS8110-2:1985.

General notes The calculation checks the input link properties for the applied shear force and torsional moment and also calculates the area

of longitudinal torsion reinforcement required.

The longitudinal tension bar diameter (D) is used to calculate the effective depth of the section. Therefore, if this diameterincreases, for example to accommodate the longitudinal torsion reinforcement, it is recommended that the calculation is re-run with the correct diameter applied. Failure to do this will result in a slightly unconservative design being performed due tothe discrepancies in effective depth.

The area of longitudinal tension reinforcement (A s) is used to calculate the shear s

tedds engineering library (gb)

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