Arup - Structural Scheme Design Guide 2006

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Structural Scheme Design Guide

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Structural Scheme Design Guide December 2006 Version

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Ove Arup & Partners Ltd 13 Fitzroy Street, London W1T 48Q Tel +44 (0)20 7636 1531 Fax +44 (0)20 775 www.arup.com

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Index (1/2)

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THE ARUP STRUCTURAL SCHEME DESIGN GUIDE CONTENTS VER 3.0 I Aug 1998

1. Building Geometry & Anatomy 1.1 1.2 1.3 1.4 1.5

Typical grid dimensions Typical sections Typical service zone requirements Car parks References

4.5.5 4.5.6 4.5.7 4.5.8

4.6Timber 4.6.1 4.6.2 4.6.3 4.6.4

2. Guide toCosts 2.1

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2.2

3.Loads

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Comparative European costs for material supply Relative costs of steel subgrades

3.1 3.2 3.3 3.4 3.5

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Density of materials Dead loading Typical imposed loading Imposed loads on barriers References

4.1 Properties of Structural Materials 4.2 Reinforced Concrete

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4.2.1 4.2.2 4.2.3 4.2.4 4.2.5 4.2.6 4.2.7 4.2.8 4.2.9

Rules of thumb Load factors Beams Slabs Stiffness Columns Creep and Shrinkage Bar and mesh areas and weights References

4.3 Prestressed Concrete '

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4.3.1 4.3.2 4.3.3 4.3.4 4.3.5 4.3.6 4.3.7 4.3.8

Rules of thumb Common strands Common tendons Equivalent loads Allowable stresses at service loads Ultimate bending strength Shear References

4.4 Steel (Non-Composite)

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4.1.1 4.4.2 4.4.3 4.4.4 4.4.5 4.4.6 4.4.7 4.4.8 4.4.9 4.4.1 0 4.4.11

Rules of thumb Load factors Design strength Beam design Columns (and beam columns) Portal Frame sizing Element stiffness Connections Corrosion protection Section properties References

4.5 Composite Steel and Concrete r . i

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4.5.1 4.5.2 4.5.3 4.5.4

Rules of thumb Load factors Bending resistance Shear connectors

Bending strength (during construction) Stiffness Safe load tables References

4.6.5 4.6.6 4.6.7 4.6.8 4.6.9

Rules of thumb Materials supply Grade stresses Sizing of elements in.domestic construction Outline of design rules for timber members Selected timber modification factors Modification factor combinations Deflection Fasteners

4.7 Masonry 4.7.1 4.7.2 4.7.3 4.7.4 4.7.5 4.7.6 4.7.7 4.7.8 4. 7.9 4. 7.10 4.7.11 4. 7.12

Rules of thumb Load factors Material factors Modular dimensions Typical unit strengths Masonry compressive strength Sizing external wall panels Flexural strength of masonry Internal non-loadbearing masonry walls Freestanding masonry walls Joints Other issues

4.8 Aluminium 4.8.1 4.8.2 4.8.3 4.8.4

Main structural alloys Durability Typical physical properties Design

4.9 Stainless Steel 4.9.1 4.9.2 4.9.3 4.9.4 4.9.6 4.9.7

Material grades Mechanical properties Physical properties Design strength Availability References

5. Foundations 5. 1 5.2 5.3 5.4 5.5

General Principles Appropriate foundation solutions Presumed allowable bearing values under vertical, non-eccentric static loading Shallow foundations Piled foundations

6. Water Resistant Basements 6.1 6.2 6.3 6.4 6.5 6.6 6.7

Rules of thumb Establish client's requirements/expectations Construction options Waterproofing options Critical points Construction joints Movementjoints

' THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.0 I Aug 98

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Index (2/2)

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6.8

References

7. Fire 7.1 7.2 7.3 7.4 7.5

Minimum periods of fire resistance Fire protection to steel elements Fire protection for reinforced concrete Fire protection for masonry Fire requirements for timber

APPENDIX A Mathematical Formulae A.1 A.2 A.3 A.4 A.5 A.6

Trigonometric functions Hyperbolic functions Standard indefinite integrals Standard substitutions for integration Geometrical properties of plane sections Conversion factors

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APPENDIX B Analysis Formulae 8.1 8.2 8.3 8.4 8.5 8.6 8.7 8.8

Elastic bending formulae Elastic torsion formulae Taut wires, cables or chains Vibration Design formulae for beamscantilever Design formulae for beams -fixed both ends Design formulae for beams- simply supported Design formulae for beams - propped cantilever

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APPENDIX C Useful Design Data C.1 C.2 C.3 C.4 C.5 C.6 C.? C.8 C.9 C.10

C.11 C.12 C.13 C.14 C.15

Road transportation limitations Craneage data - double girder Craneage data - double hoist Standard rail sections Typical bend radii- rolled sections Safe loads for 25 tonne capacity mobile crane Standard durbar plate sections RHS sections - standard lengths CHS Sections - standard lengths Carbon steel plate sections - standard sizes Carbon and carbon manganese wide flats - standard sizes Fasteners - mechanical properties and dimensions of typical bolts Fasteners - clearance for tightening Fasteners - high strength friction grip bolts Staircase dimensions

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APPENDIX D Proprietary Components

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D.1 D.2

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D.3 D.4 D.5

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Macalloy bars Composite decking [Richard Lees Ltd] [Ward Multideck 60] Purlin systems [Metsec] Precast hollow composite concrete floors [Bison] Heavy duty anchors [Hilti-Feb 1994]

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP.IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

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1. Building Geometry and Anatomy (1/4)

1.

BUILDING GEOMETRY AND ANATOMY

1.1

TYPICAL GRID DIMENSIONS 1

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Preferred dimensions:

Offices & retail Some retail outlets Car parks

6.0, 7.2, 9.0, 10.5, 12, 15m grids 5.5m or 11m grids (to suit shop units) (7.5 or 7.2) x (15- 16m) grids (to span full bay)

Modular sizes for horizontal coordinating dimensions of spaces

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Range of space (mm)

Multiples of size (mm)

A. Zones for columns and load bearing walls

200 to 1800

300 or 100

B. Centres of columns and wall zones

from 1200

300 or 100

C. Spaces between column and wall zones

from 1200

300 or 100

from 600

300 or 100

Dimension/space

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D. Openings in walls (e.g. for windows and doorsteps)

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Note: The first preference for the multiple of size in each case is 300

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TYPICAL SECTIONS 1 Modular sizes for vertical coordinating dimensions of spaces

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Dimension/space A. Floor to ceiling, floor to floor (and roof)

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B. Zones for floors and roofs

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C. Changes of floor and roof levels

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D. Openings in walls (e.g. for windows)

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Range of space (mm)

Multiples of size (mm)

up to 3600

100

from 3600 to 4800

300

above 4800

600

100 to 600

100

above 600

300

300 to 2400

300

above 2400

600

300 to 3000

300 or 100

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1.3

TYPICAL SERVICE ZONE REQUIREMENTS

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DEALERS NORM SPACE

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STRUCTURAL ZONE

SERVICES ZONE

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850/1000

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RAISED FLOOR

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...., DUCT LEAVING RISER/CORE CONSIDER UNIVERSAL COLUMNS AS BEAMS

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VAV TERMINAL BOX

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Specified by structural engineer 50mm deflection and tolerance Approx. 500mm HVAC duct or terminal device 50mm support and tolerance 50 - 150mm sprinkler zone 150mm lighting and ceiling zone Specified by Client I Architect Raised floor- data, telecoms., small power. (Specified by M&E : allow for tolerence & precamber)

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...., MAIN DUCT RUN.QUTS BELOW NORMAL MAX BEAM SIZE

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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

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CARPARKS Bay sizes (UK) 3

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Car type

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Bay length

Bay width

Turning circle diameter (m)

Long stay

General

Short stay

Between kerbs

Between walls

Standard car

4.75

2.30

2.40

2.50

13.0

14.0

-

Large car

5.65

2.60

2.75

2.90

15.0

Disabled persons

4.75

-

3.20 min.

-

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Coaches

12.00

-

4.00

-

Approx. 13.5m

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Car geometry - area swept for standard large car3

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Angled parking 3 r ,

Parking angle

Stall width parallel to aisle (m)

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Aisle width (one way)

Bin width

Minimum (m)

Minimum (m)

Preferred (m)

STALL WIDTH PARALLEL TO AISLE

~ Preferred (m)

90

2.40

6.00

6.00

15.50

15.50

80

2.45

5.25

5.25

15.4

15.4

70

2.60

4.50

4.70

15.1

15.3

60

2.80

3.75

4.20

14.4

14.8

50

3.2

3.50

3.80

13.9

14.2

45

3.4

3.50

3.60

13.6

13.7

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Straight ramps: Helical ramps:

rise rise rise rise

1.500m > 1.500m 3.000m > 3.000m

1 in 1 in 1 in 1 in

7 10

10 12

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If at the top of a ramp steeper than 1 in 10 the floor or roof is laid to a fall of 1 in 60 or steeper away from the ramp, a transition length should be provided. The transition length length should be at least 3m and its gradient half that of the ramp.

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1. Building Geometry and Anatomy (4/4) 3

Headroom

Recommended minimum height: 2.050m through the building. If motorcaravans are to be used, allow approx. 2.300m. Check if there are any specific access requirements e.g. emergency vehicles.

1.5

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REFERENCES 1. BS 6750 : 1986 Modular coordination in building 2. OVE ARUP & PARTNERS, Building Services Concept Design Guide 3. INSTITUTION OF STRUCTURAL ENGINEERS & INSTITUTION OF HIGHWAYS AND TRANSPORTATION, Design Recommendations for Multi-Storey and Underground Car Parks (1984)

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2. Guide to Costs (1/3)

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2.

This section has been intentionally removed from the Structural Scheme Design Guide.

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GUIDE TO COSTS

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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION

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AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR Dec 06 Version

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3. Loads (1/4)

3.

LOADS

3.1

DENSITY OF MATERIALS 1·2

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Density

Material

(kN/m

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25.5-27.8

Aluminium

27.2

Marble

Asphalt, paving

22.6

Mastic

Lightweight

12.6

Mortar, cement

18.9-20.4

Standard

21.2

Mud

16.5- 18.8

22.8

Oils

Brickwork Concrete Facing

19.7 14.1

Cement Chalk, in lumps

11.0-12.6

Clay (in lumps)

11.0

11.0

In bulk

8.8

In barrels

5.7

In drums Plaster

7.1 13.3

Plasterboard

18.8- 22.0

Dry

15.7- 18.8

Clay (moist)

20.4-25.1

Moist

18.1 -19.6

Clay (wet)

20.4-25.1

Wet

18.1 -20.4

Concrete

Normal

24.0

Lightweight Crushed brick Crushed stone

18-20

14.1 - 18.8

17.3-20.4

Snow

13.0 27.4

Glass Iron

12.6- 18.8

Shale Slate, Welsh

Foamed blocks Gravel, clean

Sandstones

12.6 -15.7

14.1 - 17.3 Cast

70.7 111.1

Limestone

Floor finish (screed) 75mm Ceiling boards False ceiling Services: nominal HVAC Demountable lightweight partitions Blockwork partitions External walling: curtain walling and glazing cavity walls {lightweight block/brick)

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78.5 C24

-4.2

C30 Water

1 .2 kN/m 2 on 0.4 kN/m 2 on 0.25kN/m2 0.25kN/m 2 0.4kN/m2 1.0 kN/m 2 on 2.5 kN/m2 on

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-4.6 9.8

25.1

In the absence of specific details, use the following:

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(Softwoods)

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General 1·3

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Fresh C18

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Wet compact

Steel

DEAD LOADING

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Timber

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28.2

75.4

Wrought Lead, cast or rolled

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Clay (dry)

Sand

)

-

Density

Material

(kN/m 3 }

Blockwork

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plan plan

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plan plan

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0.5 kN/m 2 on elevation 3.5 kN/m 2 on elevation

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ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

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3. Loads (2/4)

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3.2.2

Specific dead loading

•

Composite construction 4

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Layer

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Screed

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Typical

Typical Dead Load

Thickness (mm)

on plan kNim 2

Normal

50

1.2

Lightweight Slab

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0.9

Normal

130

Lightweight

2.8-3.3. 2.3-2.6 •

The lower value is for a trapezoidal deck (Ribdeck AL), the higher value is for a re-entrant profile (Holorib).

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Cladding Arrangement

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Cladding 1

Load on Elevation (kNim

2

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Cladding sheeting and fixings

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0.5

Steel wall framing only

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0.25-0.4

Framing + brick panels and windows

2.4

Framing + steel sheeting

0.75

Windows, industrial type Patent glazing:

-

0.3

double

0.55

Doors- industrial wood

0.4

Lath + plaster+ studding

0.5

Plate glass I 25mm thick

0.65

Lead plywood

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0.25 single

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Walls

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Wall type

Composition

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Concrete walls

225wall

5.4

12mm plaster each face

0.2

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Masonry wall (280 cavity)

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Party wall

Dead load on elevation (kNim

102.5 brick

2.25

100 lightweight block and plaster

1.15

Cavity wall two 102.5 brick leaves plastered

5.0

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Internal wall

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1.4 2.75

102.5mm brick plastered both sides

4.4

225mm thick plastered both sides

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1OOmm lightweight block plastered both sides

Curtain wall

Glazing + spandrel

1.0

Acoustic wall

265 brick and block

2.5

Partition

Demountable Stud with lath & plaster

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1 on plan 0.76

L THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

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3. Loads (3/4) Roofs 1·5

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Dead load on plan (kN/m 2 ) (Assuming flat)

Description

Bituman roofing felts (3 layers including chipping)

0.29

Ceiling tray/panels

0.25

Asphalt (19mm, 25mm)

0.41, 0.58

Tiles (clay laid to 100mm gauge)

0.62-0.70

Concrete tiles interlocking

0.48-0.55

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3.3

TYPICAL IMPOSED LOADING2

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Be generous at scheme design stage Allow for change of use and flexibility of building. Make no allowance for imposed load reductions during the scheme design except when assessing the load on foundations. Intensity of distributed

Use of structure

loading (kNim

2

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5.0

3.6

Banking hall

3.0

2.7

Book stores

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Concentrated load

Assembly areas Bedrooms (hotels, hospitals)

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2.0

1.8

2.4 for each metre of

7.0

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storage height (min 6.5) Churches

3.0

2.7

Classrooms

3.0

2.7

Communal kitchens

3.0

4.5

Corridors

4.0

4.5

Domestic, floor

1.5

1.4

Factories (general industrial)

5.0

4.5

File rooms in offices

5.0

4.5

- compactus

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7.5

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Garages (cars and light vans)

2.5

9.0

Grandstands (fixed seats)

5.0

3.6

Gymnasia

5.0

3.6

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Libraries - reading rooms

4.0

4.5

- mobile racking

4.8 for each metre of

7.0

storage height (min 9.6) Plant I motor rooms etc.

7.5

4.5

Museum floors

4.0

4.5

3.5 2.5.

2.7

4.0

3.6

Rooms with mainframe computers Offices, general Shops (not stock rooms)

4.5

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Th1s may increase up to 5.0 kN/m' depending on the clients requirements, add 1.0 kNim' for lightweight demountable partitions.

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Compact filing system (usually over a small proportion of the floor area e.g. adjacent to cores).

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1 ' j THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

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3. Loads (4/4)

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3.4

IMPOSED LOADS ON BARRIERS

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3.4.1

The horizontal force F (in kN), normal to and uniformly distributed over any length of 1.5m of a

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barrier for a car park, required to withstand the impact of a vehicle is given by: r '

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where

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Is the gross mass of the vehicle (in kg); is the velocity of the vehicle (in m/s) normal to the barrier; is the ceformation of the vehicle (in mm); is the deflection of the barrier (in mm).

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Variables

Mass of vehicles <2500 kg

Mass of vehicles >2500 kg

m

1500

mass of vehicles

v

4.5

4.5

Oc

10

100

r ' Note : where 8o

r: I ~.

3.5

=0 use F =150 N for mass of vehicle =2500 kg.

REFERENCES

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1. SCI, Steelwork Design Guide to BS 5950 (Vol. 4) (1991) 2. OVE ARUP & PARTNERS, Metric Handbook (1970) 3. IStructE & ICE, Manual for the design of reinforced concrete building structures ("Green Book") (1985) 4. RICHARD LEES Ltd, Steel Deck Flooring Systems 5. BS 6399 - Parts 1 & 2

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Ii...,i THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION I I

ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR

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AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

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4.1 Properties (1 /1)

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PROPERTIES OF STRUCTURAL MATERIALS Modulus of elasticity, E (kN/mm2 or GPa)

Shear modulus (units of E)

Poisson's ratio

Thermal expansion (X 10-6 K- 1)

Density

Concrete, fcu=35

21 to 33 (at 28 days)

0.42 E

0.20

7-12

24

Concrete, f,.=40 (e.g. prestressed)

22 to 34 (at 28 days)

0.42 E

0.20

7-12

24

205

0.38 E

0.30

12

70

0.37 E

0.33

23

Material

Steel Aluminium alloy Stainless steel

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See section 4.9 105

0.42 E

0.30

16-19

65-95

0.4 E

0.25

11 - 13

70.7

Wrought iron

150-220

0.4 E

0.25

11 - 12

75.4

Timber C18 (softwoods) C24 C30

6.0 (min) 7.2 (min) 8.2 (min)

0.06 E 0.06 E 0.06 E

-

-

-

-3.8 -4.2 -4.6

900 X fk (f• in kN/mm 2 or GPa)

-

-

4-8 (clay) 11-15 (CaSi)

-

-

-

60

Aluminium bronze Cast iron

Masonry Water

Note:

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The values given for concrete above are typical and vary with age, shrinkage and creep

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r-- -=

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r-= (--" c--::

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r--- r

4.2 Reinforced Concrete (1/14)

4.2

REINFORCED CONCRETE

4.2.1

RULES OF THUMB Span/depth ratios for slabs

17 '

Slabs requiring support from beams 600

600

550

550

One-way solid

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Two-way solid

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500

500

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E45o

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Live load kN/rrf

5400 .s:::

~ 6::::::: ~

ro

en 25o

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200

~

8::::: ~

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~ 300

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g-350

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E45o 110

5400 .s::: g-350

~ 300

v .......

-~

ro

en 25o 1.,:::::::

150

150

ii=='

100

4

---

15.0

"

~

200

~~ ........ k::::: ~ ~ ~~~

17.5

Live load kN/rrf

~

100 5

6

7

8

9

10

11

12

--

5

4

6

7

8

10

9

11

12

Multiple span (m)

Multiple span (m) Slabs requiring support from columns only 600

800

I

Flat slabs

550 700

./

~500

I I

E .§.450

E6oo .s .s::: g.5oo

.s::: g-400

"'C

"'C

..c

~350

c\5 400

en

250

200

200 4

5

6

7

8

9

10

11

12

Live load kN/rrf

~

17!;

~

-

~

~

4

5

-

.......-::

[..,...---" ~

c:;::. ~ ~ ~

1-- ~ 6

V':: ~

... ~ ::::--:v / v

5.0

300

300

10

~

l..-::::: ~ /

vv v v

~ ~ .......... ~

~

7

8

9

10

11

12

Multiple span (m) Multiple span (m) 2 Design assumptions : 3 spans. Loads: 1.5kN/m has been allowed in addition to self-weight for finishes and services. Exposure: mild exposure conditions and 2 2 one hour fire resistance. Materials in-situ: C35 concrete, main steel, fy = 460N/mm , mild steel links, fy = 250 N/mm THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. fT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.2 I August 00

ARUP

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4.2 Reinforced Concrete (2/14) Span/depth ratios for

•:: ~~~---"_~~~~;~~~-~~] E'

g

11 1

800

c. 600 ())

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,,

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E 500 ro ())

!D 400

/

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5~~~.!!!.

/

..--r--- /

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700

.s::.

200 kN/m

~

__., . ,..,...-

--

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..,...-"

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..-"

-------

--..----

--

II ---1

£c.

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ro

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----..L.;125 kN/ITJ ____

Q)

E

_____________!---· 4

7

6

5

30

10

9

,,

,..,.,

E' E

800

~ 700

= a.

Cl> "'0

E ro a>

Jll

1400 kN/m

/

/

1"---l',:<'

I

,' ,........:.t ' ,. . . ',_.../

: ,,.......

500

400 300 200

20JI_!(~.L'!l.

/

;

/;\

.,.,.,... ,,~_,..-; ./.,..,. ;"" V' / .J..-"' I ..,.,. , ,. ', .,,....-- ,"' L ..,....... ......

I

! I 600 i

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6

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---------·---·------·-

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two layers of reinforcement

12

11

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>>('-',..,.

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15

14

13

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,. ,. . ." ,.,..,':----:=-----

300 ~------

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12

,

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~500 E

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£600

.,., I

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~~~~-~~;G~;~f~~f~~;:~-----l

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400 kN/m

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one layer of reinforcement two layers of reinforcement

------·--·--·--·--·--·--·--·--"--------------------------

200

10

'

------

-------------------------;r---

_s

two layers of reinforcement

8 9 Multiple span (m)

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,~--1

................

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'L 25 kN/m

'T' beams, 2400mm wide web II

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.,.,.!!!--

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.,.,... _....... ,.,..,..... _____ ....,.... .,..,. ....... .........

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000

-----I I~,............. _.,...,.................. .. ......... -------------------~----------1 1--- one layer ofremforcement ~,.,..,.

...............

-----

;-' -; " _........... 50 kN/m

/-

,,

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,......-

tf"

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1::: [~~~~-~~~-5~-~~~~~-~i~:-~~~] ---~~------~~~~;l ;

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.,,"

;

......

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1

4

12

11

_,..,..,. ,....

..... "'

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200

__

,.-\ 6-..., \./ kN/ .. ...:!..!!ll. __

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. two layers of remforcement

8

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r~~~~-:n~I;~;of~ci:r~~;;e~~----1 I

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2_DJI_~/m...----,-r-_: _

500

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:: .-[_-,~---,_-b_-~-~-~--s-~--1-_2--~-~---~-~---~---i~--e---~-~-~--~J---~~~~----=-~~~~;~1

~700 E E ~600

II

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...---·---

---

----

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100 kN/m

/

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,... .....-

l

17 beam •

4

5

6

7

8

9

10

11

12

13

14

15

16

Multiple span (m)

For the depth of a single span look up size at span +2% Design assumptions : Beam self weight (extra over an assumed 200mm depth of slab) allowed for and included. Exposure: mild exposure conditions and one 2 hour fire resistance. Materials in-situ: C35 concrete, main steel, fy = 460N/mm . T beam width= Beam span I 3.5. Loads are Ultimate.

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. fT IS NOT INlENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

ARUIP

Ver 3.2/ August 00

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Concrete Floor Slabs: Typical Econmic Span Ranger

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RC beams witl1 ribbed or 5olid one-way RC ,slabs

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RC flat slabs

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RC troughed slabs

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RC band beams. with solid or ribbed one-way RC slabs

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Two-way RC slabs with RC beams

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Precast: hollow care slabs with precast or (RC) beams f-- f-I I I I I I I PT band beams and PTslabs

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4

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5

6

7

8

9

10

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12

13

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14

15

16

Kay •

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Square panels, aspect ratio 1.0 Rectangular panels, aspect ratio 1.25 Rectangular panels, aspect ratio 1.5

Note all subject to market conditions and project specific requirements

r '

RC=Reinforced concrete

L

PT=Post-tensioned concrete

2

Typical column size - also see section 4.2.6

r \ Minimum column dimensions for 'stocky', braced column= clear height I 17.7

!

'-' 2

'

2

Column area where feu = 35 N/mm and fy = 460 N/mm is as follows (N is axial force in Newtons):-

''

(

1% steel : Area = N/15 2% steel : Area = N/18 3% steel: Area= N/21 Approximate method for allowing for moments: multiply the axial load from the floor immediately above the column being considered) by: 1.25-interior columns 1.50-edge columns 2.00-corner columns

(

'


I

(

'

but keep the columns to constant size for the top two storeys.

'

\

Ver 3.2/ August 00

ARUIP

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1

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l


-

i

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)

Typical wall thickness At least 200mm thick (usually 300mm) for normal loads- if less than 1000mm high then 150mm thick is usually allowable. Internal walls:

Thickness> Height/15 (unrestrained at top) Thickness> Height/30 (restrained at top)

l

i

2

Minimum size of elements 6 Where different, values for Hong Kong are in brackets. Minimum dimension, mm width Columns fully exposed Cover to fire width Beams cover thickness Slabs with plain soffit cover thickness Slabs with ribbed open width of ribs soffit and no stirrups cover .... Cover to !llill!l reinforcement Member

4h 450 25 (35) 240 (280) 70 (80) 170 45 (55) 150 150 55

: Fire Rating 2h 300 25 (35) 200 50 125 35 115 110 35

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1h 200 20 (25) 200 45 100 35 90 90 35

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Nominal cover Conditions of exposure Mild - protected from adverse conditions 25 20 20* 20* 35 30 Moderate -condensation, soil 25 Severe - severe rain, occasional freezing 40 30 Very severe - sea water spray, severe freezing, salts 50t 40t Extreme - abrasive action, acidic water, vehicles 60t Maximum free water/cement ratio 0.65 0.60 0.55 0.50 3 Minimum cement content (kg/m ) 275 300 325 350 Lowest grade of concrete C30 C35 C40 C45 Cover to .!ill. reinforcement *These covers may be reduced to 15mm provided that the nominal maximum size of aggregate does not exceed 15mm. t Where concrete is subject to freezing whilst wet, air-entrainment should be used. NOTE : This table relates to normal-weight aggregate of 20mm nominal size.

-

-

-

20* 20 25 30 50 0.45 400 C50

2

Reinforcement weights

_.....,

These values are approximate and should be used only as a check on the total estimated quantity: Pile caps Rafts Beams Slabs Columns Walls

3

110- 150 kg/m 3 60- 70 kg/m 3 125- 160 kg/m 3 130-220 kg/m 3 220- 300 kg/m 3 40 - 100 kg/m

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Reinforcement availability Standard sizes (mm): 6, 8, 10, 12, 16, 20, 25, 32, 40 Standard lengths:

> 12mm diameter: 12 metres < 12mm diameter: from a coil


Ver 3.2/ August 00

ARUlP

,"'-~ l

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4.2.2 LOAD FACTORS 3 [!

1

'

"

Partial safety factors for loads (Values in brackets are for H.K.) Load combination (including earth and water loading where present)

Earth and Wind Wk adverse beneficial adverse beneficial water, En 1. Dead and imposed 1.0 1.6 (1.7) 1.4* 1.4 (1.5) 0 2. Dead and wind 1.4 1.0 1.4* 1.4 3. Dead, wind and imposed 1.2 1.2 1.2 1.2 1.2 1.2 .. * For pressures ansmg from accidental head of water at ground level, a part1al factor of 1.2 may be used. Note : The HK dead & imposed factors can be reduced to 1.4 & 1.6 provided the procedure outlined in- PNAP 18F is followed.

i. ll.....i i

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Load type Imposed,~

Dead,~

( I

<....... ( '

L

The 'adverse' and 'beneficial' factors should be used so as to produce the most onerous condition.

4.2.3 BEAMS 3 For high-tensile reinforcement: For mild steel:

2

fy = 460 N/mm 2 fy = 250 N/mm

Bending 2 Mu = 0.156 fcubd

d

---+ no compression steel M A,=---0.95fy0.8d

If: M < Mu !'

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cl 1)

\

If: M > Mu

M -0.15fcubd 2 As - 0.95fy{d-d') 1

"

;

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---+ compression steel required

_

_ Mu +A o A,- 0.95fy0.8d s

~_. t:>\L_i

where b equals:

I'

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Cantilever Continuous Simply supported bw + L/7.14 bw bw+ L/5 T-Beam bw + L /14.29 bw+ L/10 L-Beam bw (ii) beam spacing and < (i) actual flanQe width, NOTE: If M > 0.4 fcubrht(d-0.5hr) for flanged beams, then the neutral axis is in the web and the above formulae are not correct.

J \

THIS DOCUMENT IS COPYRIGKT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.2 I August 00

ARUIP

4.2 Reinforced Concrete (6/14) 2

Maximum and minimum areas of longitudinal reinforcement for beams Minimum tension reinforcement (fy = 460 N/mm2 )

Flanged beams (web in tension):

)

\

)

0.0018 bwh 0.0013 bwh

bw/b < 0.4 bw/b ~ 0.4 T- beam L- beam

Flanged beams (flange in tension over a continuous support): Transverse reinforcement in flanges of flanged beams (may be slab reinforcement)

-

0.0026 bwh 0.0020 bwh 0.0015 ht per metre width

Rectangular beam Flanged beam web in compression:

Minimum compression reinforcement:

i

0.002 bh

Rectangular beams with overall dimensions b and h

' J

0.002 bh 0.002 bwh

I i '

Maximum reinforcement (tension and compression): Normally main bars in beams should be not less than 16mm diameter.

j

0.04 bwh

Shea,-3 Minimum provision of links in beams Value of v (N/mmL) Area of shear reinforcement Grade 250 (mild steel) links equal to 0.18% of the Less than 0.5vc horizontal section throughout the beam, except in members of minor structural importance such as lintels 0.5Vc 0.4bwsv 0.95fyv

I

(vc+0.4)
Sv(V-Vc)

i

0.95fyv

'

Links only provided

Asv

> bw

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For beams 2.0 N/mm" typical maximum 2 For ribs 0.6 N/mm typical maximum

v< 0.8 './feu and < 5 N/mmL

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NOTE: Asv is the total cross-section of the link(s) in mm (2 legs for a single closed link, 4 legs

I

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for double closed). sv is the link spacing along the member.

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1.2 1.1 C' 1.0 E E 0.9 ....... 6 0.8 >Q 0.7 0.6 0,5 0.4 0.3

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vvv :..-

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0,5

1,0

2,0

2.5

3,0

1..0

1.1

1.2

1.3

1.4

Shear re1istance faeh.lr

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MODFJ:ATJ)N FACTOR FOR BEAMS AND SLABS


Ver 3.2/ August 00

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4.2.4 SLABS {

1

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Bending

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Simply supported on all sides:

1

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ly > 1.51x then one-way spanning, else M = wlx ly kNm/m 24 Design for bending as for beams (in 2 directions) Continuous one-way spanning:

II

Bending moments and shear forces for one-way slabs End support End span Penultimate support Moment 0 0.086 Fl -0.086 Fl Shear 0.4 F 0.6 F -

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Interior spans 0.063 Fl

Interior supports -0.063 Fl 0.5 F

-

Shear (

Ultimate shear check at column face Column (inc. head) 300 x 300

1

I,

L..

Note: ( 1 ',

For column sizes other than 300 x 300 the slab depth should be multiplied by the factor= (column perimeter/1200)

15

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Total

9

Imposed

8

Load

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h = minimum slab thickness to resist punching shear

\ \\ l\ \ 7~0 \ \ .\\ l~o\ \ \ \ \ 1\\ Ol\

13 12

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20 Notes: 1. 2. 3. 4. 5.

30 40

50

60

70

80

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Ver 3.2/ August 00

~

100 110 120 130 140 150 160

Area {m~)

feu = 35 N/mm 2 , Dead load factor= 1.4, Live load factor= 1.6, The value of d/h is assumed to be 0.85, The ratio of VenN is assumed to be 1.15,

THIS DOCUMENT IS COPYRIGI-fT AND IS PUBLISHED FOR DISTRIBLJTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. f

90

~

ARUIP


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Column 300 x 300 Punching shear check at first perimeter for preliminary design (vc

15

14 13

12 11 10 Total Imposed Load 2 (kN/m )

9

8 7

6

5 4 3 2

1 \ J \ l\ \ \ \ \ \ \ \ \ \ 1\ \ \ \ \ \ 1\ \ \ \ ~ _\ \ \ ' \ ~ \ \ 1\ ~ po _\ 1\ \ \ r\. \ 5\;o \ \ \ \ \ ~o\ \ 1\ \ \ \ \ ),In\ ~\ \ 1\ \ ~ r\ f\\ ~ ~ \ \ r\ \ \~ ~ ~ 1'\ \ \ \ [\. \ 1'\ \ 3'li r~ ~\ '\. \ '\. r--..'\

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h(mm)=_~

20

30

40

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=0.6)

h = minimum slab thickness ta resist punching shear I I

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60

70

80

90

Area (m

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100 110 120 130 140 150 160

2

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Column 500 x 500 Punching shear check at first perimeter for preliminary design (vc 0.6) 15 h =minimum slab thickness 14 to resist punching shear 1\ \ 13 \ I 1\ \ 1\ \

.

)

=

12 11 10

Total Imposed Load (kN/m

2

)

9

8 7

\ \\ \ \ 1 \ \ \ 1\ ' \ 1\ \ \ \ 1\00 \ 1\ \ \ \ \ \ 1\ ~ ru\ \ I\ ' \ 1\ \ ~ l~ ~ \ 1\ \ \ 1\ \ \ r\ ~ JU\ \ '\ ~0 \ \ } \ \ \ ~ ~ _i

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6 5 4

3

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2

h (mm)

1

= 20~

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30

40

50

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60

70

80

90

"""

100 110 120 130 140 150 160

Area (m") Notes: 1. feu = 35 N/mm2 , 2. Dead load factor= 1.4, 3. Live load factor = 1.6, 4. The value of d/h is assumed to be 0.85, 5. The ratio ofVettN is assumed to be 1.15, THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.2 I August 00

'

ARUP

-. i )

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4.2.5 STIFFNESS 3

1

i

Typically require :

y

'

(

v

< span/250 < span/350 <20mm

Criterion satisfied if span I effective depth < (Basic

X c1 X c2 X

Typical multiplers (C1): C1 = 0.8 for flanged beams with bJb < 0.3 C1 = 10/span(m) for spans beyond 10m C1 = 0.9 for flat slabs (use longer span)

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Total deflection Live Load + creep and

(

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Basic span/effective depth ratios for rectangular beams Support Rectangular conditions sections Cantilever 7 Simple supported 20 Continuous 26

NOTE: For two-way slabs on continuous support, use shorter span.

L

Tension reinforcement modification factor (C2) f5 = service stress in reinforcement

C3)

4

2

1.8

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·+·. .. ~· . . . . .i. .

..:::::::::::::::::::::::::::::::1::::::::::t::::::::::t:::::.. .::~:: :.............:...~..--~...:::...:::...~.. =r.,.....:.=::;;j;::;:3 = 300 MRa . . . . . . . . . . . . . . . . . . 1;. . . . . .ifs............. t. . . . . . . i...........................t;.............1. . . . . . . . . . . . . . t. . . . . . .

0.8

0.6 2

0

3

M/bd

5

4

6

2

Compression reinforcement modification factor (C3) (

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1.48 51.36

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1.6

:

1.12 1

[7 0

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1.5

_... ~

2

-

2.5

3

3.5

100 A's,prov/bd

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THIS DOCUMENT IS COPYRIGKT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.2 I August 00

ARUJP

:

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4.2.6 COLUMNS

---: I I

3

Typical design of columns

For braced stocky columns use: Neap

= characteristic strength of concrete (N/mm 2 ) Ac = area of concrete (mm 2 ) fy = yield strength of reinforcement (N/mm 2 )

= area of rebars (mm

2

< 5294

< 6176

250 x360 300 X 300 200x450 300 X 350 200x 525 250 x420 350 X 350 300 X 410 200 X 615 250 X 490 350 x400 300 X 470 200 X 700 250 X 560 350 x460 250 X 640 300 x540 200x 800 300 X 600 350 X 520 250 X 720 200x 900 350 X 575 300 X 670 200 x1000 250 X 800 300x 800 350 X 690 200 x1200 250 X 960 * Note . Scheme des1gn based on 4% rebar should

=35)

Area of section (mm 2 x < 7059 103 ) 90 105 122.5 140 400 x400 160 400 x450 180 400 X 500 200 400 X 600 240 be avOided If possible.

Column size & braced, clear storey height limit (mm) < 4411

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Ultimate resistance of braced stocky columns (feu

< 3530

)

= 0.35 fcuAc + 0.67 fyAsc

where: feu

Asc

\

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' J p=1% (kN) 1369 1597 1863 2129 2433 2737 3041 3650

p=2% (kN) 1635 1908 2225 2543 2907 3270 3633 4360

p=3% (kN) 1901 2218 2588 2958 3380 3803 4225 5070

p=4%* (kN) 2168 2529 2950 3372 3854 4335 4817 5781

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4.2 Reinforced Concrete (11/14) 2

Column interaction diagrams

1.6

ol

1.6

. ... . , r--.... "f . 1"1

bhfcu

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0.3

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,... •

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~- -~·~'" culeLJI~tln~

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0.2

0.6 0.4 0.2

. ' ,o ,, . ' ·;....

~

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~

...........

.........

...........

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~~

......

.........

'

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0.4 ...........

........

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.......

0.2

!".. /

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0.1

0.2

0.3

0.4

0.5

011

0.5

·~bl

..

1!:

~ ~

" r\.' . ""' ~' '

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0.6

0.7

0.0

0.1

0.2

0.3

M

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0.6

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f

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0.5

bh 2 f ou

1.6

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M

1.8

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=0 .9

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h

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0.1

""'

El =

llh. --~· p-~

•

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~ ""

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h

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0.6

1'\. "\

...

7

.. ..

0.8

vx--··

f

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1.0

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~

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1.4

., "1'-' ' ' """"'~ ' ''

0.6

0,2

... ~

I'..

0.8

• ~I "~~·-· d

1.2

0

nf.

1.2

.

1.4

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4.2.7 CREEP & SHRINKAGE

,--, Shrinkage

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For normal situations, assume long term shrinkage strain of 300 x 10 -e ~

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Creep

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For normal situations, assume creep coefficient of ~ = 2 Hence long term E value:

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4.2.8 BAR AND MESH AREAS AND WEIGHTS

)

5 ~ I

~

= diameter (mm); p = pitch (mm)

~

6

8

\

Sectional area (mm 2 ) per m. width 16 20 10 12

,...I 25

32

40 ' J

p 566 376 283 226 189 162 142 113 94

50 75 100 125 150 175 200 250 300

)

1006 669 503 402 335 287 252 201 168

1570 1044 785 628 523 449 393 314 262

2262 1504 1131 905 754 646 566 452 377

4022 2675 2011 1609 1341 1149 1006 804 670

6284 4179 3142 2514 2095 1795 1571 1258 1047

9818 6529 4909 3927 3273 2805 2455 1964 1636

16084 10696 8042 6434 5361 4595 4021 3217 2681

25132 16713 12566 10053 8377 7180 6283 5026 4189

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4.44 2.96 2.22 1.78 1.48 1.27 1.11 0.89 0.74

7.90 5.27 3.95 3.16 2.63 2.26 1.98 1.58 1.32

12.32 8.21 6.16 4.93 4.11 3.52 3.08 2.46 2.05

Weight (kg/m 2 ) 12 16

20

25

32

40

49.32 32.88 24.66 19.73 16.44 14.09 12.33 9.86 8.22

77.08 51.39 38.54 30.83 25.69 22.02 19.27 15.42 12.85

126.26 84.17 63.13 50.50 42.09 36.07 31.57 25.25 21.04

197.28 131.52 98.64 78.91 65.76 56.36 49.32 39.46 32.88

p 50 75 100 125 150 175 200 250 300

17.76 11.84 8.88 7.10 5.92 5.07 4.44 3.55 2.96

31.58 21.05 15.79 12.63 10.53 9.02 7.90 6.32 5.26

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28 57 85 113 142 170 198 226 255 283 311 340 6

50 101 151 201 252 302 352 402 453 503 553 604 8

79 157 236 314 393 471 550 628 707 785 864 942 10

113 226 339 452 566 679 791 905 1018 1131 1244 1357 12

25.1

31.4

0.395

0.616

Perim. 18.8 (mm 2/mm) Weight 0.222 (kg/m) n - number of bars

1

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Sectional Area (mm"') 12 16

6

20

25

32

40

201 402 603 804 1006 1207 1408 1609 1810 2011 2212 2413 16

314 628 943 1257 1571 1885 2199 2514 2828 3142 3456 3770 20

491 982 1473 1964 2455 2945 3436 3927 4418 4909 5400 5891 25

804 1608 2413 3217 4021 4825 5629 6434 7238 8042 8846 9650 32

1257 2513 3770 5026 6283 7540 8796 10053 11309 12566 13823 15079 40

37.7

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62.8

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6.313

9.864

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A393 A252 Square A 193 mesh A 142 A 98 B 1131 B 785 Structural B 503 mesh B 385 B 283 B 196 c 785 c 636 Long c 503 mesh c 385 C283 Wrapping D 98 mesh D49 Stock sheet size

Longitudinal wires Cross wires Nominal mass per Nominal Nominal Pitch Area Pitch Area square wire size (mm) (mm 2 ) wire size (mm) (mm 2 ) metre (kg) (mm) (mm) 10 200 393 10 200 393 6.16 8 200 252 8 200 252 3.95 193 193 7 200 7 200 3.02 142 142 2.22 6 200 6 200 200 1.54 5 200 98 5 98 1131 200 252 10.9 12 100 8 252 8.14 10 100 785 8 200 200 252 5.93 8 100 503 8 200 193 4.53 7 100 385 7 200 193 3.73 100 283 7 6 200 193 3.05 100 196 7 5 400 70.8 6.72 100 785 6 10 70.8 5.55 100 636 6 400 9 49 4.34 5 100 503 400 8 49 3.41 400 7 100 385 5 400 49 2.61 100 283 5 6 1.54 200 98 5 200 98 5 100 49 0.77 2.5 100 49 2.5 Sheet area 11.52m 2 Length 4.8m Width 2.4m

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Shear reinforcement Asv I Sv values for links

1"""'1

No. of

Legs

Bar Dia.---Area 10

8

12

101 2

157 226 151 236

3

339 201 314

4

452 302 6

471 679

Link Spacing 100

125

1.005 1.571 2.262 1.508 2.356 3.393 2.011 3.142 4.524 3.016 4.712 6.786

0.804 1.257 1.810 1.206 1.885 2.714 1.608 2.513 3.619 2.413

150

0.670 1.047 1.508 1.005 1.571 2.262 1.340 2.094 3.016 2.011 3.770 3.142 5.429 4.524

175

200

225

250

0.574 0.503 0.447 0.402 0.898 0.785 0.698 0.628 1.293 1.131 1.005 0.905 0.862 0.754 0.670 0.603 1.346 1.178 1.047 0.942 1.939 1.149 1.795 2.585 1.723 2.693 3.878

1.696 1.005 1.571 2.262 1.508 2.356 3.393

1.508 0.894 1.396 2.011 1.340 2.094 3.016

1.357 0.804 1.257 1.810 1.206 1.885 2.714

Sv

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275

300

325

350

375

400

0.366 0.571 0.823 0.548 0.857 1.234 0.731 1.142 1.645 1.097 1.714 2.468

0.335 0.524 0.754 0.503 0.785

0.309 0.483 0.696 0.464 0.725 1.044 0.619 0.967 1.392 0.928 1.450 2.088

0.287 0.449 0.646 0.431 0.673 0.969 0.574 0.898 1.293 0.862 1.346 1.939

0.268 0.419 0.603 0.402 0.628 0.905 0.536 0.838 1.206 0.804 1.257 1.810

0.251 0.393 0.565 0.377 0.589 0.848 0.503 0.785 1.131 0.754 1.178 1.696

1.131 0.670 1.047 1.508 1.005 1.571 2.262

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4.2.9 REFERENCES

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1. REINFORCED CONCRETE COUNCIL, Reinforcing Links Issue IlA, June 1997. 2. IStructE & ICE, Manual for the design of reinforced concrete building structures ("Green book") (1985) 3. BS 8110, Structural use of concrete, Part 1: 1985 Code of practice for design and construction 4. PALLADIAN PUBLICATIONS, Handbook to BS 8110 (1987) 5. OVE ARUP & PARTNERS, Reinforcement detailing manual (1990) 6. Code of Practice for Fire Resisting Construction, HK, 1996. 7. Goodchild C.H, Economic Concrete Frame Elements (1997),

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4.3 Prestressed Concrete (1/6)

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4.3

PRESTRESSED CONCRETE

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4.3.1 RULES OF THUMB

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Advantages of using prestressed concrete

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• • • • • • •

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Increased clear spans Thinner slabs Lighter structures Reduced cracking and deflections Reduced storey height Rapid construction Water tightness

Note: (

use of prestressed concrete does not significantly affect the ultimate limit state (except by virtue of the use of a higher grade of steel).

\

Maximum length of slab ' 1...,;

50m, bonded or unbonded, stressed from both ends. 25m, bonded, stressed from one end only.

r :

Mean prestress (

Typically: P/A"' 1 to 2 N/mm2

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Cover

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Take minimum cover to be 25mm. Allow sufficient cover for (at least) nominal bending reinforcement over the columns, in both directions (typically T16 bars in each direction).

Effect of restraint to floor shortening Post-tensioned floors must be able to shorten to enable the prestress to be applied to the floor.

Typical span/total depth ratios for a variety of section types of multi-span prestressed floors 2 r '

Sectlon type

Total Imposed loading kpa

r ,

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8m~43AI

1. Solid flat slab

II

II 3 Span/3

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40

5.0

38

10.0

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2.5

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Section

type

Total Imposed loading kpa

3. Coffered flat slab

rc

(not meeting the requirement of types 4 or 5)

~,

II

I I

II

II II

I I I I

II II

--~r-----1 r - - 1r ~~--

-r r--

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1 r - - T r - - 1r II II I I II II _,.__ ...I I -~r-- 1 r- -lr

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" 4. Coffered flat slab with solid panels

1r

3

-1/

II

Span/3

II ---------- w - - - -- II II II II ...JI IL r1 -. lr II 11 II II 11 _ It.. ___ - __ -' L

II

-~r--

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II II ..........

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II 1r II ..II._

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1r - - 1 r - - 1r II II I I It may be possible tha~reatressed tendons will on,% be ~red In the· banded section and that unten oned reinforcement will su ce In nos. or vice versa Note:

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6. Ribbed slab

II II II

II II II

~1rc

23

10.0

20

2.5

28

5.0

26

10.0

23

2.5

28

5.0

26

10.0

B

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10.0

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SLAB BEAM 45 25

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-~r

II

II

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---- -·--- -·II II

Note: The values of span/depth ratio can vary according to the width of the beam

... 1

5.0

-~r

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jc=J

25

II

-~r--

5. Coffered flat slab with band beams

2.5

Additional requirement

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Span/ depth ret1o 6mSIS13m

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5.0

40

22

10.0

35

18

A

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8. One way slab with narrow beam

~ ...I I•

Span/15

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SLAB BEAM 42 18

rt r1

5.0

38

16

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10.0

34

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"Additional requirements if no vibration check to be carried out for normal office conditions I

A :2:4 panels and :l:250mm thick slab or :2:8 panels and :l:200mm thick slab B :2:4 panels and MOOmm thick overall or :2:8 panels and
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4.3.2 COMMON STRANDS 4 r ,

Nominal

Steel area

Mass

Nominal tensile

Characteristic

diameter

(mm 2 )

(kg/m)

strength

breaking load

elasticity

(N/mm')

(kN)

(kN/mm 2 or GPa)

(mm) (

1

Standard

:

Modulus of

15.2

139

1.090

1670

232

195 ± 10

12.5

93

0.730

1770

164

195 ± 10

11.0

71

0.557

1770

125

195 ± 10

9.3

52

0.408

1770

92

195 ± 10

15.7

150

1.180

1770

265*

195 ± 10

12.9

100

0.785

1860

186

195 ± 10

11.3

75

0.590

1860

139

195 ± 10

9.6

55

0.432

1860

102

195 ± 10

8.0

38

0.298

1860

70

195 ± 10

Compact/

18.0

223

1.750

1700

380

195 ± 10

Dyform

15.2

165

1.295

1820

300

195 ± 10

12.7

112

0.890

1860

209

195 ± 10

L.. r \

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)

• 279 also available, details not yet published

4.3.3 COMMON TENDONS 1

I 1

(

No. strands per

70%

Internal

duct for 15.7mm

UTS

sheath

"super" strand

{kN)

(mm)

Anchor sizes

Jack

a

b

c

Length (mm)

tj> (mm)

Stroke (mm)

1

186

25

7

1299

65

175

210

270

630

350

150

12

2226

75

200

245

300

750

390

250

15

2783

85

750

390

250

19

3525

95

250

315

375

900

510

250

27

5009

110

300

365

450

950

610

250

37

6864

130

375

450

525

1000

720

250

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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR

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AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

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4.3.4 EQUIVALENT LOADS 6

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Centroid of section

p

Anchorage

p

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Parabolic drape

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p

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4.3.5 ALLOWABLE STRESSES AT SERVICE LOADS

Compression

beams:

0.33f,,

(0.4f'" at supports for indeterminate beams)

Class 1:

No tension

1.0 N/mm

Class 2:

2N/mm2 post-tensioned

0.45 v'(f,,)

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3N/mm 2 pre-tensioned Class 3:

)

bending: 0.5fcl compression: 0.4fd

columns: 0.25f'" Tension

' At transfer

In service

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0.36 v'(fcl)

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4.3.6 ULTIMATE BENDING STRENGTH 6

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For rectangular beams or T beams with neutral axis in flange: 0.25: -~~ -~~ ---~--r---r--~--~~--i-~+1 1

0.20

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0.20

0.25

0.30

0.35

0.40

0.45


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4.3.7 SHEAR ;

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Require that

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Except that inclined tendons may contribute to a reduced effective shear force on the concrete provided the shear zone is not cracked in bending at N\.,11 •

1

Ultimate shear check at column face Column (inc. head) 300 x 300 (

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Note:

'-' (

For column sizes other than 300 x 300, the slab depth should be multiplied by the factor (column perimeter/1200)

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Explanation

15 14 13 ::_::\ 1\ \ \\ \ 12 1--i\ i\ \l5~o\ 11 \~ \ \~ ~\ 10

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c--------

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\ i\\\\\ \ \ \ i\\~ !!~

~

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------ ----------

~\\ ~\\\ \\

+---------

:----- ------- i ---- :-----------

---- ---------

------

-----

s

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20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 Area (m2) (

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Information to be used in conjunction with the graph: 1. feu = 40 N/mm2 2. Dead load factor= 1.4 3. Live load factor= 1.6 4. The value of d/h is assumed to be 0.85 5. The ratio of V.JV is assumed to be 1.15 6. These curves do not take account of elastic distribution effects 7. The maximum shear stress for feu= 40 N/mm2 and more is 5 N/mm 2 . For feu< 40 N/mm2 the maximum shear stress is 0.8 vfeu For feu = 35 N/mm 2 increase slab depth by a factor of 1.06 For feu = 30 N/mm2 increase slab depth by a factor of 1.14

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Ver 3.0 I Aug 98

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Column 300 x 300 Punching shear check for preliminary design (vc = 0.75 N/mm•)

J

l

~ I i

15 14

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)

l

)

l

)

5 4

-~

)

3 2

!"""'\

1

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13 12 11

I

10 9 Total Imposed 8 Load 7

(kN/m

2

)

I,

6

i

0 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160

Area (m

2

)

i

J

l

Column 500 x 500 Punching shear check for preliminary design (vc

,..,

=0.75 N/mm•)

I

)

\

-

-·-

15 14 13 12 11 10 9 Total Imposed 8 Load 7 2 (kN/m ) 6 5 4 3 2

--

-·r----r---~

-1-.._J ______ j I

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_j _____J____ J i :

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·-+-····"!"-----] ---~-- -i---·· --1-----{

···---~-\

----~-

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. --i- -+---+···---1

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,..,

-+---!----.___J I

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0

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20 30 40 50 60 70 80 90 100 110 120 130 140 150 160

i

Area (m 2 )

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4.3.8 REFERENCES 1. PSC FREYSSINET, The 'K' Range 2. ARUP, Notes on Structures 29, June 1991

-

3. BRIDON ROPES, Ropes and Lifting Gear 4. BS 5896 : 1980, High tensile steel wire and strand for the prestressing of concrete

I

5. ARUP, Notes on Structures 18, June 1989 6. PALLADIAN PUBLICATIONS, Handbook to BS 8110 (1987)

! I


ARUJP

j

[ '

r ,

4.4 Steel (Non-composite) (1/21)

!

._.

4.4

'

STEEL (NON-COMPOSITE)

r '

4.4.1 RULES OF THUMB

1.

(_,

• r

Choice of beam system

l

I Element

15-18

up to 12m

(including floor slab)

:

'

(

Typical Span (m)

Floor Beams (US's)

r ,

(

Typical Span/depth

Plate girder

10-12

Slimfloor (steel only)

25-28

6-9m

Castellated UB's*

14-17

12-20m

Lattice girders (RSA's)+

12-15

up to 35m

Lattice girders (Tubular)

15-18

up to 100m

Roof trusses (pitch>20°)

14-15

up to 17m

Space Frames

20-24

up to 60m

* Avo1d 1f h1gh pomt loads; Increase lreq by 1.3 + Precamber by L/250

•

Initial scheming chart

~\

'

I,_,

One-or-two spans: Read depth directly from chart

'

(

(

Multiple spans: Deduct 50mm from depth estimated by chart

\

I

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~~ ~

Residential

...

Offices

2

\

~

'

Shops

~

~

C\ __....

"C

CD

~ c. E

~

:::J

en

1"\.

~

\

8 "[

...

\

"\

~

10 F

200

\~ ~ ~

l\\ ~ ~

"""' ,\l \\ ~ ~ \\1\ !'..

!\\\

)

'

-

1\ \

'

'·'

~

f"'... !'..... ...........

[

~

~\ \ \ 1\."" " ~

.......

\

~~

'\

~

.....

.........

~ \"57"'\ ~ -..,r-- ~

rI '

300

r--~- '1}""..5l

~ ~"\ '"\, ' .......

(

6 -'

1

l

(

~

>.

~

1\

~

I_,

:

~

_'I

II '

<::

0 "C

~

'\

~

\

..0

4 .!!! en

'\ %"'a·

~ ~

~

1\

~ z

c.

"\1"'1.

' 1\

\ ...\.

...

~

0

20

~ r-..

__..

~"'

~ \'.~"' ~ ... '!'.. ~

40 60 80 Distributed load on Beam (kN/m)

Gi

&5 01

500 ~

g!

r-...

, , .......

!"-i"'---.

"'

400 ~

·c:

:::l

'0 600 ~ Q)

0

...... 700

100

800

r: I

!_.

r '

'


(

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'--'

E

E

"'~ -... ......... r--....

r-- r-:::: r--

I

.......

~

.s

ARUP

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4.4.1 Rules of thumb (Cont'd)

' ' )

Steel grades

1""'1

I

Generally grade 50 (Fe 510) (S 355)is most economical for quantities over 40 tonnes. Note:

' i

Grade 50 not readily available from stockholders. Therefore expect a 6 week additional lead in time. Typically, grade 50B sections cost 5% by weight more than grade 43B -- see section 2.3.

' ;

Columns

Preliminary design based on a concentric axial load (see section 4.4.4). '

)

'

!

',

J

'

I

Struts and ties

I

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Slenderness limits: (No longer in BS5950 (2000) but still of interest)

' II

For !QQ. storey: Prelim. design axial load = total axial load

+ 4 x difference in Y-Y axis load + 2 x difference in X-X axis load

For intermediate storey: Prelim. design axial load = total axial load

+ 2 x difference in Y-Y axis load + 1 x difference in X-X axis load

Typical maximum column sizes for braced frames: - 203 - 254 - 305 -356

UC for buildings up to 3 storeys high. UC for buildings up to 5 storeys high. UC for buildings up to 8 storeys high. UC for buildings from 8 to 12 storeys high.

l

- members resisting load other than wind: ~180 - members resisting self weight and wind only: ~250 - members normally acting as a tie but subject to load reversal due to wind:

)

'II

A.~350

\

J

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Minimum CHS sections which satisfy slenderness limits Effective Length (m)

Slenderness Limit 180 250 350

4

6

8

10

12

76.1 X 3.2 60.6 X 3.2 42.2 x4.6

114.3 X 3.6 76.1 X 3.2 60.3 X 3.2

139.7 X 5.0 114.3 X 3.6 76.1 X 3.2

168.3 X 5.0 139.7 X 5.0 88.9 X 3.2

193.7 X 5.0 139.7 X 5.0 114.3 X 3.6

\ J "i I

I \ J

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Portal Frames

j

l

- Hauch length = span /1 0 - Haunch depth = rafter depth (same section) - Minimum rafter slope= 2.5° -Rafter depth =span /60 (approx.) -Stanchion depth =span /50 (approx. ---not high bay)

,..., I

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4.4.2 LOAD FACTORS (

I

Load case

I

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Dead Load

Wind

adverse

beneficial

adverse

beneficial

Temperature

1. Dead + imposed

1.4

1.0

1.6

0

-

(1.2)

2. Dead + Wind

1.4

1.0

-

-

1.4

(1.2)

3. Dead + imposed + Wind*

1.2

1.0

1.2

1.0

1.2

(1.2)

• Notional horizontal load:

I

Imposed Load

0.5% of factored dead + live load at each level Wind load to be at least 1% of factored dead load

4.4.3 DESIGN STRENGTH (

I

I

BS EN 10025 : 2004 I

Thickness

'

s 275

'

1...1

'

\

Thickness

Py

(mm)

(N/mm 2 )

, 16

355

, 40

345

255

, 63

340

245

< 100

325

(mm)

Py (N/mm 2 )

, 16

275

, 40

265

, 63 < 100

BS EN 10025: 2004

S355

4.4.4 BEAM DESIGN

!

1...1

i

I

Ultimate strength in bending Compression flange restrained Plastic & Compact

r

I

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Mc:x =pySx ::; 1.5 pyZx

I..

(simply supported +cantilever) !

I

Mcx = pySx ::; 1.2 pyZx '

Note : Mb obtained directly from graph (P.5/23)

Requirement : ~ mMmax (for beam not loaded between restrained points)

Semi-compact

\

i

'-'

Mcx = pyZ* {Sx > Self > Zx)

r

*Note: Code allows

I

I

where:

S.n to be used instead of Z for I

Requirement :

\

I

mLT

15M2 +0.5M3 +15M4

= 0.2 + _

___.;::....____.::.___--'Mmax

or H sections, but this must be calculated.

!.-t

''

Mb = pbSx (plastic & compact) Mb = pbZ (semi-compact)

Mb

(continuous) I

Compression flange unrestrained:

I

but:

mLT

~ 0.44

The moments M2 and M4 are the values at the quarter points and the moment M3 is the value at mid-length.

r '

r '

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION (

I

ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98 (

I

I I

' 1.....1

ARUJP

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l

)

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4.4 Steel (Non-composite) (4/21) BENDING Universal Beams

GRADE43

DxbxMass (mmxmm xKa/m)

kNm

914x419x388 914x419x343 914x305x289 914x305x201 838x292x226 838x292x176 762x267x197 762x267x147 686x254x170 686x254x125 610x305x238 610x305x149 610x229x140 610x229x101 533x210x122 533x210x82 457x191x98 457x191x67 457X152X82 457X152X52 406x178x74 406x178x54 406x140x46 406x140x39 356x171x67 356x171x45 356X127X39 356X127X33 305x165x54 305x165x40 305x127X48 305X127X37 305x102x33 305x1Q2x25 254X146X43 254X146X31 254x102x28 254x102x22 203x133x30 203x133x25

4680 4100 3340 2220 2430 1800 1900 1370 1490 1060 1980 1460 1100 794 849 566 592 405 477 301 415 289 245 198 334 213 180 148 232 172 194 149 132 92.4 156 109 97.4 71.6 86.2 71.2

M~

L, m 11.0\

L2 m 10.75\

L3 m 10.5\

3.9 3.8 2.7 2.5 2.5 2.4 2.4 2.2 2.3 2.1 3.0 2.8 2.1 1.9 1.9 1.8 1.8 1.6 1.3 1.2 1.6 1.5 1.2 1.2 1.6 1.5 1.1 1.0 1.6 1.5 1.1 1.1 0.9 0.8 1.4 1.3 0.9 0.8 1.3 1.3

7.7 7.3 5.1 4.7 4.8 4.6 4.6 4.3 4.3 4.0 6.0 5.6 3.9 3.6 3.7 3.3 3.5 3.1 2.5 2.3 3.2 2.9 2.3 2.2 3.1 2.8 2.0 2.0 3.1 2.9 2.3 2.1 1.7 1.5 2.8 2.5 1.7 1.6 2.6 2.4

12.5 12.0 8.2 7.2 7.7 7.0 7.1 6.4 6.9 6.3 10.2 9.0 6.3 5.5 6.1 5.2 5.8 4.9 4.3 3.7 5.1 4.5 3.5 3.3 5.3 4.5 3.3 3.0 5.2 4.7 3.7 3.3 2.7 2.3 4.9 4.2 2.8 2.5 4.4 4.1

GRADE 50

L• m 10.35\

P, kN

-

3150 2810 2890 2180 2180 1860 1910 1550 1600 1260 1870 1150 1290 1050 1110 837 847 636 791 564 661 505 458 413 547 401 378 339 395 306 456 361 341 292 313 253 275 243 215 194

11.5 9.7 10.7 9.4 9.9 8.6 9.7 8.3 15.0 13.0 9.0 7.5 8.1 7.0 7.6 6.6 6.3 4.9 7.3 6.2 4.9 4.5 7.7 6.1 4.4 4.1 7.8 6.5 5.5 4.7 3.7 3.2 7.3 5.8 4.0 3.4 6.6 5.9

M"' kNm 6020 5270 4280 2840 3110 2320 2440 1760 1910 1360 2540 1550 1410 1020 1090 731 777 523 622 389 536 373 316 255 430 244 232 192 300 222 251 192 170 120 202 125 127 93 111 82

L, m 11.0\ 3.4 3.4 2.4 2.2 2.3 2.1 2.1 2.0 2.0 1.9 2.6 2.5 1.8 1.7 1.7 1.5 1.6 1.4 1.1 1.1 1.4 1.3 1.1 1.0 1.4 1.3 0.9 0.9 1.4 1.3 1.0 0.9 0.8 0.7 1.2 1.2 0.8 0.7 1.1 1.1

I

L2 m (0.75\

L3 m (0.5)

L. m (0.35\

P, kN

6.8 6.7 4.5 4.3 4.3 4.2 4.0 3.7 4.1 3.7 5.3 4.9 3.5 3.3 3.3 3.0 2.9 2.8 2.4 2.1 2.8 2.6 2.1 1.9 2.8 2.4 1.7 1.8 2.8 2.6 2.0 1.8 1.5 1.3 2.5 2.6 1.6 1.4 2.4 1.7

10.8 10.5 7.5 6.4 6.8 5.3 6.2 5.7 6.1 5.6 9.0 7.5 5.6 5.0 5.3 4.6 5.0 4.3 3.8 3.2 4.5 4.1 3.2 3.0 4.5 4.0 2.9 2.8 4.5 4.1 3.2 2.9 2.3 2.1 4.2 4.1 2.5 2.3 3.9 2.8

15.0 14.4 10.1 8.5 9.2 8.2 8.6 7.8 8.4 7.3 13.0 10.3 7.7 6.6 7.3 6.1 7.0 5.8 5.3 4.3 6.3 5.4 4.2 3.9 6.5 5.3 3.8 3.6 6.5 5.6 4.7 4.1 3.3 2.7 5.4 5.6 3.5 3.0 5.4 4.0

4100 3660 3760 2840 2840 2420 2490 2010 2080 1640 2440 1500 1670 1360 1440 1080 1100 821 1030 728 853 652 591 533 706 517 488 438 510 395 588 466 440 377 404 327 355 314 278 251

Intermediate masses (kg/m)

253,224

I

194 173 152,140

-,

I

179 \

j

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125,113 109,101,92 89,82, 74 74,67,60 67,60

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57,51 l.

46

J

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l

)

42 28 37 25

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I

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-, Universal Columns

GRADE43

l

GRADE 50 l

DxbxMass (mmxmm xKo/m\

M"' kNm

356x406x634 356x406x235 356X368X202 356x368x129 305x305x283 305x305x97 254x254x167 254x254x73 203x203x86 203x203x46 152x152x37 152x152x23

3490 1240 1050 601 1300 397 641 272 259 137 85 45.4

L, m

L2 m

L3 m

(1.0\

(0.75\

(0.5\

8.7 5.0 4.8 4.1 4.8 3.2 3.3 2.3 2.7 2.2 1.8 1.5

12.0 10.5 9.8 14.0 6.8 10.3 6.0 7.0 4.8 4.1 3.3

12.2

-

11.0 14.0 8.7 8.1 5.6

L• m (0.35\

P, kN

Mox kNm

L, m 11.0

L2 L3 m m 10.75\ 10.5J

-

3320 1120 1000 605 1500 503 883 360 459 245 216 153

4520 1620 1370 782 1730 512 834 318 338 159 110 58.6

6.8 4.2 3.9 4.8 4.4 4.0 3.0 3.4 2.2 2.7 1.7 2.0

16.0 9.0 8.7 11.5 6.0 8.7 6.2 5.9 5.0 3.5 3.5

-

-

-

13.7 8.8

-

-

L. m (0.35\

P, kN

Intermediate masses lka/m\

-

4410 1460 1300 788 2000 649 1150 465 598 316 279 198

551' 467, 393, & 340,287 177, 153

15.0 14.0 10.2

-

10.6 12.0 8.2 6.8 5.6

15.0 12.5 10.8 8.2

-

240, 198, 158 & 137,118 132,107,89 71,60,52

)

'"""'~ i i

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30 l""j I

, I THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

ARUP

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•

Approximate Mb calculation Table is to used in conjunction with the table on P. 4/23 to calculate approximate rvj,.

r ,

''......_,

1 r , i

0.9

u

:\. I I

(

0.8

l

L. r

0.7

!

.J 0.6

L (

"":c

:2 0.5

1

I I I

''

:

0.4

'

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L r

0.2

1

l

w

0.1

'

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0

~.,..,;

I

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: I

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:

~,

"' "

~ I

'

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:

I

:

I

:

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:

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:

:

I

:

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L1 (

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1,....1

L1 = Effective length when Mb = Mcx L2 =Effective length when Mb = 0.75M •• L3 = Effective length when Mb = 0.50M •• L4 =Effective length when Mb =0.35Mcx

1'\

1

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L2 L3 Effective Length

......... ......

L4

I

........

Example: 533x210x82UB (Py = 275 Mpa) with Le compression flange= 6m. (

'

From table L4

I '-

(

L3 M•• From graph Mb

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=?.Om= 0.35Mcx = 5.2m = 0.50Mcx = 566 kNm = 0.43Mcx (approx.), for Le = 6m. = 243 kNm

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L....

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ARUP

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4.4 Steel (Non-composite) (6/21) Effective lengths of beam compression flanges Rotational restraint on plan Conditions of restraint at the ends of the beams Compression flange laterally restrained; beam fully restrained against torsion

1. Flanges fully restrained on plan

( ~

2. Flanges partially restrained on plan ~~-

'f'

Compression flange laterally unrestrained; both flanges free to rotate on plan

Loading conditions Normal

Destabilizing

Both flanges fully restrained against rotation on plan

0.7L

0.85L

Both flanges partially restrained against rotation on plan

0.85L

Both flanges free to rotate on plan

1.0L

Restraint against torsion provided only by positive connection of bottom flange to supports

1.0L+2D

Restraint against torsion provided only by dead bearing of bottom flange on supports.

1.2L+2D

+

- ±

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)

1.0L

1.2L I

)

1.2L+2D

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1.4L+2D

3. Flanges free to rotate on plan Lateral torsional buckling -Stress of fabricated girders 400 T~

0/T= 5 350

Pb vs Urwfor symmetrical compact fabricated girders. 2 Pv 350 N/mm

I

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=

D

300

j

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250 N

E

..§

z ..c

200

'l

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)

150

100

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...., 50 0

50

100

150

200

250

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ARUP

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Castellated & cellular beams r '

Imposed loading 5+1 kN/m 2

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s

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l....i

r

SECONDARY BEAM SPAN (m) 6

l

L (

1

9

12

356 x 171 x45

Diameter

300

350

450

550

650

Spacing

450

525

675

825

975

0/A Depth

482

605

728

916

1116

457 X 191

X

67

533x210x92

686

X

254 X 125

838

292

X

X

176

MAIN BEAM SPAN (m)

1

(

18

Beam Size

r '

r

15

6

9

12

15

18

Beam Size

Beam Size

Beam Size

Beam Size

Beam Size

Secondary Beam Span (m)

Dia.l Spacing

6

457 X 191

1

,__.

I

0/A Depth

Dia.

I I Spacing

0/A Depth

Dia.

I I Spacing

0/A Depth

Dia.

I I Spacing

0/A Depth

Dia

I

Spaci"J 0/A g Depth

914 X 305 X 253

67

610 X 229 X 125

762 X 267 X 173

914 X 305 X 201

400 1 600 1 627

500 1 750 1 828

700 11000 11078

700 11000 11219 100 l10ool1235

610 X 229 X 101

762 X 267 X 147

914 X 305 X 201

914 X 305 X 289

500 1 750 1 819

500 1 7501 970

610 X 229 X 113

838 X 292 X 194

914 X 305 X 289

500 1 750 1 824

700 110ool 1157

700 11000 11243

686 X 254 X 125

914 X 305 X 253

550 1 750 1 934

70011000 11235

762 X 267 X 173

914 X 305 X 289

X

I

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;

r

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12

1

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15 (

700 1100011219 700-11000 11243

'

18

700 1100011078 100 110ool 1243

( '

Assumptions 1. (

2. 3. 4.

I

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(

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Secondary beam spacing 3m 150mm thick concrete slab of normal weight concrete All beams grade S355 Beams laterally restrained by concrete slab.


I

1_.


Ver 3.0 I Aug 98 (

'

ARUJP

'

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4.4.5 COLUMNS (AND BEAM COLUMNS)

'

~+ Mx +My :s;I Agpy Mcx Mcy

Local capacity check:

Py = squash load Buckling check: (minor axis failure) (Simplified check from from 885950

4.8.3.3.1)

Fe+ mxMx +my My ::;;1 ~ PyZx PyZY

.....,,

Fe + mLTMLT + myMy ::;I ~y PyZx PyZY 0.1M +0.6M +0.1M

2 __-"-----'4 3 Where: m = 0.2 + __,;:_

but

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~

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0.8M24

m:?:--~

Mmax

Mmax

for mLTsee 4.4.4

Mb is obtained from the graph in 4.4.4 Pc is the buckling capacity from table below Note:

For columns in simple construction use m = 1.0; when determining M, use L = 0.5 H, where H = column height

1. "" 1.1 1.0

I

0. 9 0. 8

r-......

!'-.... ...........

"'

'

0. 7

~

0. 6

I

0. 5

I

1'..

"'

1'.::

-,

..........

I

I

...........

' I

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I

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.............

0. 4

~, '

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0. 3 0. 2 i

0. 1

' '

0 L1 Note:

....,

L2 EFFECTIVE LENGTH

L3

L4

J

l

This graph shows the approximate relationship between axial capacity and effective length. --- see following tables. L 1 =Effective length when Pc = Py. l3 = Effective length when Pc = 0.50Py.

L2 =Effective length when Pc = 0.75Py.

L. =Effective length when Pc = 0.35Py. ' J


----


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ARUJP

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r '


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I.....

COMPRESSION Circular Hollow Sections (CHS)

r •

Outside diameter imm)

r '

Thickness (mm)

88.9

I

139.7

;

168.3 193.7

I, L

219.1 244.5 273.0 323.9

r

~

.

L

pcmax

kN

3.2 5.0 3.6 6.3 5.0 10.0 5.0 10.0 5.0 12.5 5.0 12.5 6.3 16.0 6.3 16.0 6.3 16.0 8.0 16.0

114.3

r ,

GRADE 43 (S275)

355.6

Only part of the range

L,, m

L,, m

L,3 m

L,. m

_11.Ql

(0.75)

(0.5)

10.35\

237 363 344 589 583 1120 707 1370 814 1960 924 2230 1300 3160 1450 3550 1730 4260 2400 4700 IS

'

I....

f

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i r '

I I

I....

r ' I

i

I....

(

1

r ,

r '

NOTE:

LX "' 1.15

pcmax

kN

L,3 m

(1.0)

(0.75)

(0.5\

_i0.35)

2.1 2.1 2.8 2.7 3.4 3.3 4.2 4.0 4.8 4.5 5.4 5.1 6.0 5.8 6.8 6.5 8.0 7.7 8.7 8.5

3.0 2.9 3.8 3.7 4.6 4.5 5.6 5.7 6.7 6.3 7.3 7.1 8.2 7.9 9.2 8.9 11.0 10.6 12.0 11.7

3.7 3.6 4.8 4.6 5.8 5.7 7.0 6.7 8.0 7.7 9.1 8.7 10.1 9.7 11.3 10.9 13.5 13.0

<

19800 17200 15200 12800 11000 9690 7950 6840 5980 5180 4380 9190 8090 6690 5320 4620 3970 3390 5630 4470 3620 3010 2560 2920 2410 2090 1830 1620 1300 1060 816

L,. m

Intermediate thicknesses • (mm) 4.0 5.0 6.3, 8.0 6.3, 8.0 6.3, 8.0, 10.0 6.3, 8.0, 10.0 8.0, 10.0, 12.5 8.0, 10.0, 12.5 8.0, 10.0, 12.5

-

10.0, 12.5

GRADE 50

L,, m

L,3 m

L,. m

(1.0)

(0.75)

(0.5)

(0.35)

2.0 2.0 1.9 1.9 1.9 1.8 1.8 1.8 1.7 1.8 1.9 1.5 1.5 1.5 1.4 1.4 1.4 1.3 1.3 1.2 1.2 1.2 1.1 0.9 0.9 0.9 0.9 0.9 0.7 0.7 0.7

5.5 5.4 5.3 5.6 5.6 5.9 5.9 5.6 5.7 5.5 5.7 4.6 4.7 4.7 4.7 4.5 4.5 4.4 3.9 3.9 3.8 3.8 3.7 3.1 3.1 3.0 2.9 2.9 2.1 2.2 2.1

9.2 9.3 9.1 9.5 9.4 9.6 9.6 9.0 8.9 8.9 8.8 7.5 7.7 7.6 7.4 7.3 7.3 7.2 6.3 6.3 6.2 6.2 6.0 5.0 4.9 4.8 4.7 4.7 3.5 3.5 3.4

12.8 12.7 12.3 12.6 12.5 12.7 12.5 11.8 11.7 11.6 11.5 9.9 10.0 9.8 9.7 9.6 9.6 9.4 8.3 8.3 8.1 8.1 7.9 6.6 6.4 6.3 6.2 6.2 4.7 4.6 4.5

pcmax

kN

26300 22800 20200 17000 14700 12600 10300 89000 7780 6750 5700 12300 10500 8710 6930 6010 5160 4380 7330 5820 4710 3920 3300 3800 3140 2700 2360 2090 1680 1360 1050

L,, m

L,, m

L,3 m

L,. m

(1.0)

(0.75)

(0.5)

(0.35)

1.7 1.7 1.7 1.8 1.9 1.7 1.9 1.6 1.7 1.6 1.5 1.3 1.3 1.3 1.3 1.2 1.2 1.1 1.1 1.1 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.6 0.6 0.6

5.1 4.9 4.9 4.8 4.8 5.4 5.4 5.0 5.0 5.0 4.9 3.8 4.2 4.2 4.1 4.1 4.1 4.0 3.6 3.5 3.5 3.5 3.5 2.8 2.7 2.7 2.7 2.7 2.0 2.0 2.0

8.6 8.6 8.3 8.2 8.1 8.5 8.6 8.2 8.1 8.0 8.0 6.4 6.9 6.8 6.7 6.6 6.6 6.5 5.8 5.7 5.6 5.6 5.5 4.5 4.5 4.4 4.4 4.3 3.3 3.2 3.1

11.6 11.6 11.0 10.8 10.7 11.2 11.3 10.5 10.5 10.4 10.3 8.7 8.9 8.8 8.7 8.6 8.6 8.4 7.5 7.4 7.3 7.2 7.0 5.8 5.7 5.6 5.6 5.5 4.2 4.2 4.0

r I ~r LY

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR Ver 3.0 I Aug 98

L,, m

306 0.4 469 0.4 444 0.6 760 0.6 753 0.7 1440 0.7 912 0.8 1760 0.8 1050 1.0 2530 0.9 1190 1.1 2880 1.1 1670 1.2 4080 1.2 1870 1.4 4580 1.3 2230 1.7 5500 1.6 3100 1.8 6070 1.8 may be ava1lable

L,, m


r •

L,, m

GRADE43

356x406x634 356x406x551 356x406x467 356x406x393 356x406x340 356x406x287 356x406x235 356x368x202 356x368x177 356x368x153 356x368x129 305x305x283 305x305x240 305x305x198 305x305x158 305x305x137 305x305x118 305x305x97 254x254x167 254x254x132 254x254x107 254x254x89 254x254x73 203x203x86 203x203x71 203x203x60 203x203x52 203x203x46 152x152x37 152x152x30 152x152x23

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kN

-

DxbxMass (mmxmmxKg/m)

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0.4 2.3 3.3 4.1 0.4 2.2 3.2 4.0 0.6 3.1 4.3 5.3 0.6 3.0 4.3 5.2 0.7 3.7 5.2 6.4 0.7 3.6 5.0 6.2 4.5 0.8 6.3 7.9 4.4 0.8 6.1 7.5 1.0 5.2 7.3 9.0 0.9 5.0 7.0 8.6 1.1 6.0 8.3 10.0 1.1 5.7 8.0 9.9 1.2 6.7 9.3 11.4 1.2 6.5 8.9 11.0 1.4 7.6 10.3 12.7 1.3 7.2 9.9 12.3 1.7 8.8 12.3 1.6 8.6 12.0 1.8 9.7 13.5 1.8 9.5 13.1 g1ven For the larger sect1ons thicker tubes

Universal Columns

(

GRADE 50 (S355)

ARUJP

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4.4.6 Portal Frame Sizing

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The following are simple charts for the sizing of pinned base portals. Assumptions :

•

wind loading does not control design

•

hinges formed at the eaves (in the stanchion) and near the apex .

•

Moment at the end of the haunch is 0.87M P Stability of sections is not addressed Load W

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caws ,aagnt

=HFR WL

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Horazontal forc:e at tlasa-

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MP

required for rafter:

Mpratter

Soon 1 eaves nrzight

=

MP,

WL 2

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required for stanchion : Mpstanchion

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= MP1 WL2

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8·5 7·5 6· 5 5·5

9 I 8 1 7 I 6 I r

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Mp ratio rrzQuJrfHI tor stancl'lron -

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ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR Ver 3.0 I Aug 98

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4.4. 7 ELEMENT STIFFNESS Serviceability check:

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unfactored dead + imposed unfactored dead + 0.8 x (imposed + wind)

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Deflection limits under imposed load· Element

Limit

• Cantilever

U180

• Beam supporting plaster or brittle finish

U360

• Beams supporting masonry • Crane beams

U500 U200 U500

• Columns

H/300

• Columns in multi-storey construction with movement sensitive

H/500

• Other beams

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cladding.

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Portal frames • Lateral at eaves

H/1 00 - H/300 *

• Vertical at apex

U250- U500 *

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Minimum I to satisfy deflection limit

Load case

w

aaaaa

U200

U360

U500

1.27 WL2

2.29 WL2

3.18 WL2

t

t

+p

2.03 PL2

t

3.66 PL2

t

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t P/2 P/2

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3.12 PL2

4.33 PL2

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Note:

For castellated beams, assume a 30% increase 1n deflection due to presence of web openings. L in metres; W, P in kN; I in cm4 i

4.4.8 CONNECTIONS

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Bolted • Assume S 275 fittings. • Simple connections -use grade 8.8, 20mm diameter bolts fin plates} t = 8mm for UB's < 457mm deep partial depth end plates} t = 1Omm for UB's > 457mm deep web cleats} Moment connections -use grade 8.8, 20mm or 24mm diameter. Assume end plate thickness equal to bolt diameter (25 thick with M24) Holding down bolts - assume grade 4.6 where possible. M16 x 300 Standard sizes: M20 X 450, 600 M24 x 450, 600 M30 X 450, 600 M36 X 450, 600, 750

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See Appendices C12, C13, C14 for more information on bolts and fastening. When carrying out design, it is important to consult new SCI/BCSA guidelines (Ref 3.4.5) THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

ARUJP

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4.4 Steel (Non-composite) (13/21) Bolts Non-preloaded ordinary bolts - GRADE 8.8 BOLTS Shear Value Dia

Tensile

Tensile

of

Stress

Cap

Bolt

Area

Single

Double

Shear

Shear

kN

kN

(Tension capacity= simple method with allowance for prying)

Bearing Value of plate at S275 and end distance equal to 2xbolt diameter

Bearing Value of plate at S355 and end distance equal to 2xbolt diameter

Thickness in mm of Plate Passed Through

Thickness in mm of Plate Passed Through

5

6

7

8

9

10

12

15

20

25

30

5

6

7

8

9

10

12

-

-

33.0

39.6

46.2

52.8

59.4

-

44.0

52.8

61.6

70.4

79.2

-

55.0

66.0

77.0

88.0

99.0

-

60.5

72.6

84.7

96.8

109

121

145

182

-

-

-

-

66.0

79.2

92.4

106

119

132

158

198

264

-

-

413

-

15

20

25

30

-

-

106

-

-

-

-

88.0

-

110

132

165

-

-

-

mm

mm2

kN

12

84.3

37.8

31.6

63.2

27.6

33.1

38.6

44.2

49.7

55.2

-

-

16

157

70.3

58.9

118

36.8

44.2

51.5

58.9

66.2

73.6

88.3

110

-

20

245

110

91.9

184

46.0

55.2

64.4

73.6

82.8

92.0

110

138

184

22

303

136

114

227

50.6

60.7

70.8

81.0

91.1

101

121

152

202

24

353

158

132

265

55.2

66.2

77.3

88.3

99.4

110

132

166

221

-

27

459

206

172

344

62.1

74.5

86.9

99.4

112

124

149

186

248

311

-

74.2

89.1

104

119

134

148

178

223

297

138

166

207

276

345

414

82.5

99.0

116

132

148

165

198

248

330

30

561

- ----

251

-

210

421

69.0

82.8

96.6

110

124

-

.. . G - ------ ----- ---r .--- ------- GENERAL GRADE BOLTS Slip Value

Dia

Proof

Tensile

of

Load

Cap

Bolt

of Bolt

mm

kN

kN

12

49.4

49.7

Bearing Value of Plate at S275 and end distance equal to 3xbolt diameter

Bearing Value of Plate at S355 and end distance equal to 2xbolt diameter

Thickness in mm of Plate Passed Through.

Thickness in mm of Plate Passed Though.

5

Single

Double

Shear

Shear

kN

kN

27.2

54.3

41.4

49.7

-

66.2

77.3

6

7

9

10

-

-

88.3

99.4

8

12

15

-

-

-

-

-

-

20

25

30

5

6

7

8

9

10

12.5

15

-

-

49.5

-

-

-

-

-

-

-

-

66.0

79.2

92.4

-

-

-

-

-

-

-

-

-

-

20

25

30

16

92.1

92.6

50.7

101

55.2

20

144

145

79.2

158

69.0

82.8

96.6

110

124

138

-

-

-

-

-

82.5

99.0

116

132

149

-

-

-

-

-

-

22

177

179

97.4

195

75.9

91.1

106

121

137

152

182

-

-

-

90.7

109

127

145

163

182

-

-

-

228

99.4

116

132

149

166

199

-

99

119

139

158

178

198

-

-

-

-

112

130

149

168

186

224

-

-

-

-

-

82.8

-

-

111

134

156

178

200

223

-

-

-

-

124

145

166

186

207

248

311

-

-

124

148

173

198

223

248

-

-

-

-

24

207

208

114

27

234

236

129

257

93.2

30

286

289

157

315

104

-

..

- ·

297

Note: f! = 0.5 in BS 5950-1: 2000


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Welded

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Use 6mm fillet where possible. 1.0 2.0 3.0

6mm fillet in downhand position 6mm fillet in vertical position 6mm fillet in overhead position

Relative costs:

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For each additional run multiply above by 1.75. Note:

.....,

1 run 2 runs 3 runs

6mm weld 8mm weld 10mmweld

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Single V butt weld in 1Omm plate Double V butt weld in 20mm plate Single U butt weld in 20mm plate Double U butt weld in 40mm plate Single J butt weld in 20mm plate9.0 Double J butt weld in 40mm plate Single level butt weld in 1Omm plate Double level butt weld in 20mm plate

-

6.0 12.0 10.0 20.0 18.0 5.0 10.0

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For each 5mm of plate thickness multiply above by 4.0.

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Weld design

Fillet welds - Grade S 275 steel, Grade E35 Electrodes Leg length mm

Throat thickness mm

Longitudinal Capacity at 250 N/mm 2 , PL. kN/mm

Leg length mm

Throat thickness mm

Longitudinal Capacity at 250 N/mm2 , PL. kN/mm

3.0 4.0 5.0 6.0 8.0 10.0

2.1 2.8 3.5 4.2 5.6 7.0

0.462 0.616 0.770 0.924 1.232 1.540

12.0 15.0 18.0 20.0 22.0 25.0

8.4 10.5 12.6 14.0 15.4 17.5

1.848 2.310 2.772 3.080 3.388 3.850

Note: Transverse Capacity, Pr = K PL, where K

I

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=1.25 for elements at goo to each other

Fillet welds- GradeS 355 steel, Grade E42 Electrodes Leg length mm

Throat thickness mm

Longitudinal Capacity at 250 N/mm2 , PL, kN/mm

Leg length mm

Throat thickness mm

Longitudinal Capacity at 250 Nlmm 2 ,PL, kN/mm

3.0 4.0 5.0 6.0 8.0 10.0

2.1 2.8 3.5 4.2 5.6 7.0

0.525 0.700 0.875 1.050 1.400 1.750

12.0 15.0 18.0 20.0 22.0 25.0

8.4 10.5 12.6 14.0 15.4 17.5

2.100 2.625 3.150 3.500 3.850 4.375

Note: Transverse Capacity, Pr = K PL. where K

-

=1.25 for elements at goo to each other

\ j

-

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug ga

'

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l4.4 Steel (Non-composite) (13/21)

4.4.9 Corrosion protection Notes:

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Define the environment correctly. The information given is typical. There are many alternatives depending on the individual situations. Avoid specifying too many schemes for any one job. The table takes no account of fire resistance. For further details, see Structural Guidance Note 5.1 (1997)

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Environment r '

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Typical protection solution

External

All

E-2 (three coat scheme)

Internal

Controlled (e.g. office)

1-1 (Do nothing)

Cavity and perimeter

1-3

Uncontrolled (e.g. warehouses)

1-4

Specials (e.g. swimming pools kitchens)

1-5

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Preparation

Blast clean to Sa 2.5 of BS7079 Pt A1

Primer

Epoxy Zinc Phosphate 75!-lm

Barrier

Epoxy Micaceous Iron Oxide 10011m

Finish

Acrylic/Urethane 50!-lm

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Internal scheme 1-3

Internal scheme 1-4

Internal scheme 1-5

Primer

Epoxy Zinc Rich 75!-lm

Epoxy Primer finish 125!-lm

Epoxy Zinc Phosphate 50J.lm

Barrier

-

-

Epoxy MIO 125!-lm

Finish

-

-

Acrylic/Urethane

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Preparation r ' I

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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98 (

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SECTION PROPERTIES Universal Beams (1 of 2) X-------

------ X

I

y

PROPERTIES Designation

Moment of

Mass per Metre

Axis

em'

em

388 343

719300 625200

289 253 224 201

838x292

Serial Size

Radius Of Gyration

Buck. Para.

Tors. Index

u

X

Axis y-y

Axis

Axis y-y

Axis

X-X

X-X

y-y

em

em

em'

em'

em'

em'

45440 39160

38.1 37.8

9.58 9.46

15630 13720

2161 1871

17670 15470

3342 2890

0.884 0.883

504800 436400 376300 325900

15610 13300 1240 9433

37.0 36.8 36.3 35.6

6.50 6.42 6.27 6.06

10900 9503 8268 7217

1015 871 739 622

12590 10940 9533 8372

1603 1371 1163 983

226 194 176

339700 279200 246000

11360 9066 7791

34.3 33.6 33.1

6.27 6.06 5.90

7985 6641 5892

773 620 534

9155 7640 6806

762x267

197 173 147

239800 205200 168800

8175 6850 5462

30.9 30.5 30.0

5.71 5.58 5.39

6232 5385 4478

610 514 412

686x254

170 152 140 125

170300 150400 136300 118000

6630 5784 5183 4383

28.0 27.8 27.6 27.2

5.53 5.46 5.39 5.24

4916 4375 3987 3481

610x305

238 179 149

207700 151500 124700

15850 11400 9308

26.1 25.8 25.6

7.22 7.08 6.99

610x229

140 125 113 101

111700 98500 87380 75820

4499 3932 3434 2915

25.0 24.9 24.6 24.2

533x210

122 109 101 92 82

76180 66800 61650 55330 47520

3388 2939 2696 2389 2004

457x191

98 89 82 74 67

45770 41140 37090 33430 29410

82 74 67 60 52

36250 32470 28600 25450 21370

mm 914x419

914x305

457x152

Axis

Plastic Modulus

X-X

x-x

Axis y-y

Elastic Modulus

·,

Warp. Canst

Tors. Canst

Area

Axis H

J

A

dm6

em4

em2

26.7 30.1

88.8 75.7

1739 1193

495 437

0.866 0.866 0.861 0.853

31.9 36.2 41.3 46.7

31.2 26.4 22.1 18.4

930 626 422 294

369 323 286 257

1212 974 841

0.870 0.862 0.856

35.0 41.6 46.5

19.3 15.2 13.0

514 306 221

289 247 224

7164 6195 5169

959 807 648

0.869 0.864 0.857

33.2 38.1 45.1

11.3 9.39 7.40

404 267 160

251 220 188

518 455 409 346

5631 5001 4558 3994

811 710 638 542

0.872 0.871 0.868 0.862

31.8 35.5 38.7 43.9

7.42 6.43 5.72 4.80

308 220 169 116

217 194 178 159

6564 4907 4093

1018 742 611

7462 5515 4575

1576 1143 938

0.886 0.886 0.886

21.1 27.5 32.5

14.3 10.0 8.10

790 340 201

304 228 190

5.03 4.97 4.88 4.75

3619 3219 2878 2518

391 343 301 256

4139 3673 3287 2887

611 535 470 401

0.875 0.873 0.869 0.863

30.6 34.1 37.9 42.9

3.98 3.45 2.99 2.51

216 154 112 77.6

178 159 144 129

22.1 21.9 21.8 21.7 21.3

4.66 4.60 4.57 4.50 4.38

2798 2476 2297 2076 1799

320 279 257 228 192

3203 2827 2619 2366 2058

500 435 400 356 300

0.876 0.875 0.874 0.871 0.864

27.6 30.9 33.1 36.4 41.6

2.32 1.99 1.82 1.60 1.33

179 126 102 76.3 51.5

156 139 129 118 105

2347 2093 1871 1674 1452

19.1 19.0 18.8 18.7 18.5

4.33 4.28 4.23 4.20 4.12

1959 1775 1612 1462 1297

243 218 196 176 153

2234 2020 1832 1659 1472

379 339 304 273 237

0.881 0.879 0.877 0.876 0.872

25.8 28.2 30.9 33.8 37.9

1.18 1.Q4 0.923 0.820 0.706

121 91.3 69.2 52.2 37.1

125 114 105 95.1 85.5

1144 1013 879 795 645

18.6 18.5 18.3 18.3 17.9

3.31 3.26 3.21 3.24 3.11

1559 1408 1251 1119 950

149 133 116 104 84.6

1802 1624 1442 1283 1096

236 209 183 163 133

0.872 0.870 0.867 0.869 0.859

27.3 30.0 33.5 37.6 43.9

0.570 0.500 0.430 0.387 0.311

89.5 66.8 47.6 33.5 21.4

105 95.1 85.3 75.8 66.6

4


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Universal Beams (2 of 2)

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Second Moment of Area

1

Serial Size I

!

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Mass per Metre kg

Axis

em

em

406x178

74 67 60 54

27430 24330 21540 18670

406x140

46 39

356x171

mm

'

f

4

4

Axis

x-x

Axis y-y

Axis X-X

Axis y-y

Axis

x-x

Axis y-y

Buck. Para.

Tors. Index

u

X

Warp. Canst

Tors. Canst

Area

H

J

A

dm'

em4

em'

em 3

em'

em'

em'

1551 1365 1201 1019

17.0 16.9 16.8 16.5

4.03 3.99 3.97 3.86

1329 1189 1060 927

173 153 135 115

1509 1346 1195 1051

268 237 209 178

0.880 0.880 0.881 0.872

27.5 30.5 33.8 38.4

0.610 0.533 0.465 0.391

63.7 46.1 33.0 22.9

95.3 85.5 76.1 68.6

15670 12410

540 410

16.3 15.9

3.03 2.89

779 625

75.9 57.8

889 718

119 90.7

0.870 0.859

38.8 47.6

0.207 0.155

19.2 10.5

59.0 49.2

67 57 51 45

19540 16060 14160 12080

1362 1106 968 810

15.1 14.9 14.8 14.6

3.99 3.91 3.87 3.77

1073 896 796 686

157 129 113 94.7

1213 1009 895 773

243 198 174 146

0.886 0.883 0.882 0.875

24.4 28.9 32.2 37.0

0.413 0.330 0.287 0.237

55.7 33.1 23.6 15.7

85.5 72.2 64.6 57.0

356x127

39 33

10100 8192

358 280

14.3 14.0

2.69 2.59

573 470

56.8 44.7

654 539

88.9 70.2

0.872 0.864

35.2 42.3

0.105 0.0810

14.9 8.65

49.4 41.8

305x165

54 46 40

11690 9935 8551

1061 896 766

13.1 13.0 12.9

3.94 3.90 3.85

752 647 563

127 108 92.8

843 722 626

195 166 142

0.891 0.891 0.888

23.7 27.2 31.0

0.234 0.195 0.165

34.3 22.2 14.9

68.2 58.8 51.6

305x127

48 42 37

9507 8159 7162

460 389 337

12.5 12.4 12.3

2.75 2.70 2.67

613 532 471

73.5 62.6 54.6

706 612 540

116 98.4 85.6

0.874 0.872 0.871

23.3 26.5 29.6

0.101 0.0843 0.0724

31.5 21.1 14.9

60.9 53.4 47.4

305x102

33 28 25

6501 5439 4364

194 158 119

12.5 12.2 11.8

2.15 2.08 1.96

416 352 286

37.9 30.9 23.5

481 408 336

60.0 49.2 37.8

0.866 0.859 0.844

31.6 36.9 44.1

0.0442 0.0355 0.0265

12.2 7.69 4.57

41.8 36.4 31.2

254x146

43 37 31

6554 5547 4428

677 571 448

10.9 10.8 10.5

3.51 3.47 3.35

505 433 352

92.0 78.0 61.3

568 435 395

141 119 94.2

0.890 0.889 0.879

21.1 24.3 29.5

0.103 0.0857 0.0660

24.0 15.4 8.65

55.0 47.4 39.9

254x102

28 25 22

4013 3420 2853

178 149 119

10.5 10.3 10.0

2.21 2.15 2.06

308 266 225

34.9 29.2 23.5

354 307 260

54.8 46.1 37.3

0.873 0.865 0.854

27.4 31.3 36.1

0.0279 0.0230 0.0182

9.68 6.52 4.23

36.3 32.3 28.3

203x133

30 25

2888 2349

384 309

8.72 8.54

3.18 3.10

279 231

57.4 46.3

313 259

88.0 71.2

0.882 0.876

21.5 25.5

0.0373 0.0295

10.2 6.05

38.0 32.2

203x102

23

2091

163

8.49

2.37

206

32.1

232

49.5

0.890

22.5

0.0153

6.87

29.0

178x102

19

1357

138

7.49

2.39

153

27.2

171

41.9

0.889

22.6

0.00998

4.37

24.2

152x89

16

838

90.4

6.40

2.10

110

20.3

124

31.4

0.889

19.5

0.00473

3.61

20.5

127x76

13

477

56.2

5.33

1.83

75.1

14.7

85.0

22.7

0.893

16.2

0.00200

2.92

16.8

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Plastic Modulus

em

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Elastic Modulus

em

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Radius Of Gyration

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Serial Size

mm 356x406


Radius Of Gyration

Elastic Modulus

' J

Plastic Modulus

Mass per Metre kg

Axis

Axis

Axis

Axis

Axis

Axis

Axis

Axis

x-x

y-y

x-x

y-y

X-X

y-y

x-x

y-y

em'

em'

em

em

em'

em'

em'

em'

634 551 467 393 340 287 235

275000 227000 183100 146700 122500 99930 79150

98190 82670 67930 55370 46850 38680 31040

18.5 18.0 17.5 17.1 16.8 16.5 16.2

11.0 10.9 10.7 10.5 10.4 10.3 10.2

11590 9964 8388 7001 6029 5077 4155

4631 3951 3295 2721 2325 1939 1572

14240 12080 10010 8225 6997 5814 4691

7112 6057 5040 4154 3543 2949 2386

Buck. Para.

Tors. Index

u

X

0.843 0.841 0.839 0.837 0.836 0.835 0.834

5.46 6.06 6.86 7.87 8.85 10.2 12.1

Warp. Canst

Tors. Canst

Area I

, I

H

J

A

dm6

em'

em'

38.8 31.1 24.3 18.9 15.5 12.3 9.55

13730 9232 5817 3545 2340 1441 813

808 702 595 501 433 366 300

COL CORE

477

172500

68090

16.9

10.6

8078

3209

9704

4981

0.815

6.90

23.8

5705

607

356x368

202 177 153 129

66330 57110 48640 40300

23630 20450 17510 14580

16.0 15.9 15.8 15.6

9.57 9.52 9.46 9.39

3541 3101 2687 2266

1262 1099 946 792

3978 3455 2970 2485

1917 1667 1433 1198

0.843 0.844 0.844 0.843

13.4 15.0 17.0 19.8

7.14 6.07 5.10 4.17

561 382 252 154

258 226 196 165

283 240 198 158 137 118 97

78800 64150 50860 38690 32770 27610 22200

24540 20220 16240 12500 10650 9006 7272

14.8 14.5 14.2 13.9 13.7 13.6 13.4

8.25 8.14 8.02 7.89 7.82 7.76 7.68

4314 3639 2993 2365 2045 1756 1443

1525 1272 1034 805 690 587 477

5101 4243 3438 2675 2293 1952 1589

2337 1945 1577 1225 1049 892 724

0.855 0.854 0.854 0.852 0.851 0.851 0.850

7.65 8.74 10.2 12.5 14.2 16.2 19.3

6.33 5.01 3.86 2.85 2.38 1.97 1.55

2034 1270 735 376 249 160 91.1

360 305 252 201 174 150 123

167 132 10 7 89 73

29920 22550 17500 14280 11370

9792 7506 5894 4835 3880

11.9 11.6 11.3 11.2 11.1

6.79 6.67 6.57 6.52 6.46

2070 1632 1312 1097 895

740 575 456 378 306

2418 1872 1484 1225 990

1131 877 695 574 463

0.852 0.850 0.848 0.849 0.849

8.49 10.3 12.4 14.5 17.3

1.62 1.18 0.893 0.714 0.558

625 321 173 103 57.5

212 169 137 114 92.9

203x203

86 71 60 52 46

9461 7634 6103 5254 4565

3114 2530 2047 1767 1539

9.27 9.16 8.96 8.90 8.81

5.32 5.28 5.19 5.16 5.12

851 707 582 510 449

298 245 199 173 151

979 801 654 567 497

455 373 303 263 230

0.849 0.852 0.847 0.848 0.846

10.2 11.9 14.1 15.8 17.7

0.317 0.249 0.195 0.166 0.142

138 81.0 46.9 31.9 22.2

110 90.9 76.0 66.4 58.8

152x152

37 30 23

2213 1748 1258

706 560 402

6.84 6.75 6.51

3.87 3.82 3.68

274 222 165

91.5 73.3 52.7

309 248 184

140 112 80.5

0.848 0.848 0.837

13.3 16.0 20.5

0.0399 0.0307 0.0213

19.3 10.6 4.82

47.3 38.4 29.7

305x305

254x254

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DIMENSIONS AND PROPERTIES

r ,

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Area

Ratio For Local Buck.

cm

kg

0/t

c

358 448 550 673 837 1011 1210

6692 8320 10150 12290 15070 17910 21040

548 680 830 1006 1232 1466 1720

0.768 0.768 0.768 0.768 0.768 0.768 0.768

273.0

6.3 8.0 10.0 12.5 16.0 20.0 25.0+

41.4 52.3 64.9 80.3 101 125 153

52.8 66.6 82.6 102 129 159 195

43.3 34.1 27.3 21.8 17.1 13.6 10.9

4696 5852 7154 8697 10710 12800 15130

9.43 9.37 9.31 9.22 9.10 8.97 8.81

344 429 524 637 784 938 1108

448 562 692 849 1058 1283 1543

9392 11700 14310 17390 21420 25600 30260

688 858 1048 1274 1568 1876 2216

0.858 0.858 0.858 0.858 0.858 0.858 0.858

323.9

6.3 8.0 10.0 12.5 16.0 20.0 25.0+

49.3 62.3 77.4 96.0 121 150 184

62.9 79.4 98.6 122 155 191 235

51.4 40.5 32.4 25.9 20.2 16.2 13.0

7929 9910 12160 14850 18390 22140 26400

11.2 11.2 11.1 11.0 10.9 10.8 10.6

490 612 751 917 1136 1367 1630

636 799 986 1213 1518 1850 2239

15860 19820 24320 29700 36780 44280 52800

980 1224 1502 1834 2272 2734 3260

1.02 1.02 1.02 1.02 1.02 1.02 1.02

355.6

8.0 10.0 12.5 16.0 20.0 25.0.

68.6 85.2 106 134 166 204

87.4 109 135 171 211 260

44.5 35.6 28.4 22.2 17.8 14.2

13200 16220 19850 24660 29790 35680

12.3 12.2 12.1 12.0 11.9 11.7

742 912 1117 1387 1676 2007

967 1195 1472 1847 2255 2738

26400 32440 39700 49320 59580 71360

1484 1824 2234 2774 3352 4014

1.12 1.12 1.12 1.12 1.12 1.12

406.4

10.0 12.5 16.0 20.0 25.0+

97.8 121 154 191 235

125 155 196 243 300

40.6 32.5 25.4 20.3 16.3

24480 30030 37450 45430 54700

14.0 13.9 13.8 13.7 13.5

1205 1478 1843 2236 2692

1572 1940 2440 2989 3642

48960 60060 74900 90860 109400

2410 2956 3686 4472 5384

1.28 1.28 1.28 1.28 1.28

457.0

10.0 12.5 16.0 20.0 25.0+ 40.0

110 137 174 216 266 411

140 175 222 275 339 524

45.7 36.6 28.6 22.9 18.3 11.4

35090 43140 53960 65680 79420 114900

15.8 15.7 15.6 15.5 15.3 14.8

1536 1888 2361 2874 3475 5031

1998 2470 3113 3822 4671 6977

70180 86280 107900 131400 158800 229800

3072 3776 4722 5748 6950 10060

1.44 1.44 1.44 1.44 1.44 1.44

508.0

10.0 12.5 16.0 20.0 25.0+ 40.0+ 50.0+

123 153 194 241 298 462 565

156 195 247 307 379 588 719

50.8 40.6 31.7 25.4 20.3 12.7 10.2

48520 59760 74910 91430 110900 162200 190900

17.6 17.5 17.4 17.3 17.1 16.6 16.3

1910 2353 2949 3600 4367 6385 7515

2480 3070 3874 4766 5837 8782 10530

97040 119500 149800 182900 221800 324400 381800

3820 4706 5898 7200 8734 12770 15030

1. 60 1.60 1.60 1.60 1.60 1.60 1.60

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Ver 3.0 I Aug 98 '

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s3

3346 4160 5073 6147 7533 8957 10520

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Surf. Area Per Metre

38.8 30.6 24.5 19.6 15.3 12.2 9.78

r ,

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Tors. Const

47.1 59.4 73.7 91.1 115 141 172

......

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37.0 46.7 57.8 71.5 90.2 111 135

I

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6.3 8.0 10.0 12.5 16.0 20.0 25.0.

L 1.-o

Radius Of Gyration

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Mass Per Metre

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Size

0

Mass Per Metre

Area

Ratios for Local Buck.

Thickness

Axis

B

A

mm


kg

kg

em'

d/t

bit

Axis

Radius Of Gyration

Axis

Axis

Elastic Modulus

Plastic Modulus

Axis

Axis

Axis

Axis

y-y em 3

x-x em 3

em3

X-X

y-y

x-x

y-y

X-X

em4

em4

em

em

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y-y

Tors. Canst

J em4

Surf. Area

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5.0 6.3 8.0 10.0 12.5.

18.7 23.3 29.1 35.7 43.6

23.9 29.7 37.1 45.5 55.5

27.0 20.8 15.7 12.0 9.00

17.0 12.9 9.50 7.00 5.00

747 910 1106 1312 1532

396 479 577 678 781

5.59 5.53 5.46 5.37 5.25

4.07 4.02 3.94 3.86 3.75

99.5 121 147 175 204

79.1 95.9 115 136 156

121 148 183 220 263

90.8 111 137 164 194

806 985 1202 1431 1680

127 153 184 215 246

0.489 0.486 0.483 0.479 0.473

160x80

5.0 6.3 8.0 10.0 12.5

18.0 22.3 27.9 34.2 41.6

22.9 28.5 35.5 43.5 53.0

29.0 22.4 17.0 13.0 9.80

13.0 9.70 7.00 5.00 3.40

753 917 1113 1318 1536

251 302 361 419 476

5.74 5.68 5.60 5.50 5.38

3.31 3.26 3.19 3.10 3.00

94.1 115 139 165 192

62.8 75.6 90.2 105 119

117 144 177 213 254

71.7 87.7 107 127 150

599 729 882 1041 1206

106 127 151 175 199

0.469 0. 466 0. 463 0.459 0.453

200x100

5.0 6.3 8.0 10.0 12.5 16.0.

22.7 28.3 35.4 43.6 53.4 66.4

28.9 36.0 45.1 55.5 68.0 84.5

37.0 28.7 22.0 17.0 13.0 9.50

17.0 12.9 9.50 7.00 5.00 3.25

1509 1851 2269 2718 3218 3808

509 618 747 881 1022 1175

7.23 7.17 7.09 7.00 6.88 6.71

4.20 4.14 4.07 3.98 3.88 3.73

151 185 227 272 322 381

102 124 149 176 204 235

186 231 286 346 417 505

115 1473 1802 2154 2541 2988

1202 1473 1802 2154 2541 2988

172 208 251 296 342 393

0.589 0.586 0.583 0.579 0.573 0.566

5.0 6.3 8.0 10.0 12.5.

24.2 30.3 37.9 46.7 57.3

30.9 38.5 48.3 59.5 73.0

37.0 28.7 22.0 17.0 13.0

21.0 16.0 12.0 9.00 6.60

1699 2087 2564 3079 3658

767 937 1140 1356 1589

7.42 7.36 7.28 7.19 7.08

4.98 4.93 4.86 4.77 4.67

170 209 256 308 366

128 156 190 226 265

206 255 316 384 464

144 178 220 266 319

1646 2025 2491 2997 3567

210 256 310 367 429

0.629 0.626 0.623 0.619 0.613

5.0 6.3 8.0 10.0 12.5 16.0

30.5 38.2 48.0 59.3 73.0 91.5

38.9 48.6 61.1 75.5 93.0 117

47.0 36.7 28.2 22.0 17.0 12.6

27.0 20.8 15.7 12.0 9.00 6.38

3382 4178 5167 6259 7518 9089

1535 1886 2317 2784 3310 3943

9.33 9.27 9.19 9.10 8.99 8.83

6.28 6.23 6.16 6.07 5.97 5.82

271 334 413 501 601 727

205 252 309 371 441 526

326 405 505 618 751 924

229 284 353 430 520 635

3275 4049 5014 6082 7317 8863

337 413 506 606 717 851

0.789 0. 786 0. 783 0.779 0.773 0.766

300x200

6.3 8.0 10.0 12.5 16.0

48.1 60.5 75.0 92.6 117

61.2 77.1 95.5 118 149

44.6 34.5 27.0 21.0 15.7

28.7 22.0 17.0 13.0 9.50

7880 9798 11940 14460 17700

4216 5219 6331 7619 9239

11.3 11.3 11.2 11.1 10.9

8.30 8.23 8.14 8.04 7.89

525 653 796 964 1180

422 522 633 762 924

627 785 964 1179 1462

475 593 726 886 1094

8468 10550 12890 15650 19230

681 840 1016 1217 1469

0. 986 0. 983 0.979 0. 973 0.966

400x200

8.0 10.0 12.5 16.0

73.1 90.7 112 142

93.1 116 143 181

47.0 37.0 29.0 22.0

22.0 17.0 13.0 9.50

19710 24140 29410 36300

6695 8138 9820 11950

14.5 14.5 14.3 14.2

8.48 8.39 8.29 8.14

985 1207 1471 1815

669 814 982 1195

1210 1492 1831 2285

746 916 1120 1388

15720 19240 23410 28840

1135 1377 1657 2011

1.18 1.18 1.17 1.17

450x250

8.0 10.0 12.5 16.0

85.7 106 132 167

109 136 168 213

53.2 42.0 33.0 25.1

28.2 22.0 17.0 12.6

30270 37180 45470 56420

12200 14900 18100 22250

16.7 16.6 16.5 16.3

10.6 10.5 10.4 10.2

1345 1653 2021 2508

976 1192 1448 1780

1630 2013 2478 3103

1086 1338 1642 2047

27060 33250 40670 50480

1629 1986 2407 2948

1.38 1.38 1.37 1.37

500x300

10.0 12.5 16.0 20.0.

122 152 192 237

156 193 245 302

47.0 37.0 28.2 22.0

27.0 21.0 15.7 12.0

54120 66360 82670 100100

24560 29970 37080 44550

18.7 18.5 18.4 18.2

12.6 12.5 12.3 12.1

2165 2655 3307 4006

1638 1998 2472 2970

2609 3218 4042 4942

1834 2257 2825 3442

52400 64310 80220 97310

2696 3282 4046 4845

1.58 1.57 1.57 1.56

200x120

250x150

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4.4.11 References r ,

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SCI, Guide to BS 5950: Part 1: 1990, Volume 1

5.

ARBED, Structural shapes, 1990

6.

Simple Connections, Volume 1: Design Rules, SCI/BCSA

7.

Simple Connections, Volume 2: Practical Applications

8.

Moment Connections, SCI BCSA

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4.5 Composite Steel and Concrete (1/11)

4.5

COMPOSITE STEEL AND CONCRETE

4.5.1

RULES OF THUMB

•

Typical starting point Overall concrete depth 130mm (Grade 30) Depth of profiled decking 60mm Size beam with Z = ( Z for non-composite beam ) x F where F = 1.6 - 2.0

•

Typical maximum slab spans (m}

Decking gauge

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Lightweight concrete

Slab depth (mm)

Simply Supported

Continuous

Simply Supported

Continuous

0.9 (A142 mesh)

130 150

2.95 2.88

3.11 3.22

2.78 2.66

3.03 3.00

1.2 (A193 mesh)

130 150

3.20 3.08

3.73 3.62

3.02 2.89

3.55 3.41

Design assumes 60 m1nute fire resistance, provided that the slab

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"Ribdeck AL" (Richard Lees Ltd) 2 Imposed load of 4+1 kN/m (unfactored) 2 (including floor, ceiling and services= 6.7 kN/m ) Unpropped For other profiles see section D2

Figures based on:

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IS

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cont1n1ous (decking need not be)

Choice of beam system

Scheme

Likely span range

Economic and

Accommodation

Estimated unit cost

(m)

practical

of major

index for fabricated

maximum

services.

and erected

As primary

As secondary

ratios of span

Maximum x-

steelwork

beams

beams

to structural

sectional area

depth

for 15m span m2

Simple construction with

6-10.5

sections Haunched Beams Parallel Beam approach Castellated sections Stub girders

Composite

Above 12

Above 12

Above 12

Above 12

Spans up to 10.5

Ribs up to 15

N/A

up to 16

10-15

N/A

-

15

1.9

25

0.9

25 (support)

5.3

32(midspan)

3.6

21

14

5.0

18

2.8

30

I

17

1.5

20

1.3

13

3.0

16

2.5

12

1.5

16

1.0

Above 12

Above 12

Slimfloor

-

4.5 to 9

20

-

Slimdek

-

5 to 7

-

-

trusses

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1.0 1.3 with reinforced

28

rolled sections Fabricated

1.7

20

8-18

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openings 1.2 1.3 I

0.9

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1.4

1.5

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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AOND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.1 I Oct 00

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RULES OF THUMB (CONT'D)

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Preferred beam layoue Inefficient

Efficient

For maximum structural efficiency:

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Secondafy beam

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Initial scheming chart Universal beams, 125mm concrete slab (Dotted Line on upper graph indicates that a 150mm slab may be required).

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Rasidantial

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10

20

30

40

Distributed load on Beam (kN/m)

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ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR Ver 3.1 I Oct 00

200

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4.5 Composite Steel and Concrete (3/11) 4.5.1 RULES OF THUMB (CONT'D) Fabricated beams

Castellated cellular beams (not very good for point loads): Span/depth < 20 hole = 0.670 Castellated beams, centres = 0.720 diameter = 0.60 - 0.80 Cellular beams holes centres = 1.1 -1.5 diameter

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Openings in beams (non-seismic applications) r-'1

Geometrical constraints : - Limit unstiffened openings to 0.60 depth by 1.50 length -Limit stiffened openings to 0.70 depth by 20 length - Space > D apart - Ideally positioned between L/5 and L/3 from support for beams with UDL - Position > D from any point load -Position> 20 (or L/10) from support - Openings should ideally be located mid-height. If not, the depths of the upper and lower sections of web should not differ by more than a factor of 2.

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LOAD FACTORS As .for non-composite steel (see section 4.4.2)

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BENDING RESISTANCE (composite condition) 3

•

Approximate moment resistance calculation

w

2.6

r ,

2.4

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Glo:::: UJo

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1.6

0~

1.4

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1.2

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0.6 'E'E Q)Q)

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1. Obtain Mp for steel r-beamfrom section 4.4. 2. Use multiplier to obtain r-Mp of composite beam.

1'---

B. - 5(D8 +Dp) ':!> 3m

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0.4 •r--

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100

50

0

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Weight of steel section (kg/m)

v

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Be

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Deck

Shear connector

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DECK PARALLEL TO

DECK PERPENDICULAR TO SECONDARY BEAM

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PRIMARY BEAM

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Yp IN STEEL FLANGE

r, Case (c)

Case (b)

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AOND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

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yP IN STEEL WEB Case( c)

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Bending Resistance Formulae (Assuming 100% interaction) Rs = pyA Rc = 0.45 feu (Ds - Dp)Be

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CASE (a): Rc > Rs (P.N.A. in concrete slab)

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Be = 0.25 L D b eam spacing

_ Rs [ l+DsD Rs MpcRc ( Ds-Dv)] 2 •

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where T =flange thickness R1 = axial capacity of ~steel flange CASE (c): Rc < Rw (P.N.A. lies in web)

_ (Ds+Dv+D) Mvc- Ms+Rc 2

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SHEAR CONNECTORS4 Design strength of headed studs in normal weight concrete (kN)

Dimensions of stud shear connectors (mm) Diameter

Nominal

As-welded

height

height

Design strength of concrete (N/mm 25

30

2

35

100

95

117

123

129

134

100

95

95

101

106

111

19

100

95

76

80

83

87

19

75

70

66

70

73

77

16

75

70

56

59

62

66

13

65

60

35

38

39

42

For concrete of characteristic strength greater than 40 N/mm2 use the values for 40 N/mm2 • For connectors of heights greater than tabulated use the values for the greatest height tabulated.

---r;:-

min 0.8 (N = 2 ) min 0.6 (N = 3 )

= no studs/trough = stud height =average trough width = depth profile

Design resistance= Design strength X rcan x rprafile

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22

_ 0.85 b. (h- Dv) - -JN Dv

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= 0.9 for lightweight concrete = 1.0 for normal weight concrete

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Spacing Minimum longitudinal transverse

= 6


Maximum longitudinal = 600mm

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4.5.5

BENDING STRENGTH (DURING CONSTRUCTION)

•

Conform with requirements in section 4.4 for non-composite sections.

•

Decking perpendicular to beam (secondary) provides restraint to top flange.

•

Decking parallel to beam (primary) does not provide restraint.

4.5.6

STIFFNESS 3

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r

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Approximate ratio of second moment of area of composite section to that of the steel section.

r , j

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Be = 5(D8 +Dp)

~

3m

M

4.0

r ,

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r ,

ASSUMED SECTION

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Normal weight concrete U= 1 0

3.2 2.8

L r '

2.4

Lightweight concrete U= 1 5

2.0

r '

20

r.

40

60 Weight of section (kg/m)

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4.5 Composite Steel and Concrete (7/11) 4.5.7

SAFE LOAD TABLES Concrete grade

C35

Modular ratio

15

Overall concrete depth

130 mm

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Depth of decking

60mm

Partial interaction

60%

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as large as possible

Deflection limit

DL: 1/200

Dead Load

4.5.8

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LL : 1/350

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steelwork - self weight decking -0.18 kPa -3.12 kPa slab (dense) slab (lightweight) - 2.34 kPa services + ceiling - 1.00 kPa

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REFERENCES 1. RICHARD LEES Ltd, Steel Deck Flooring Systems

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2. STEEL CONSTRUCTION INSTITUTE, Steel Designers Manual 3. STEEL CONSTRUCTION INSTITUTE, SCI-P-055 Design of Composite Slabs and Beams with Steel Decking 4. BS 5950 Structural use of steelwork in building Part 3: Design in composite construction

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4.5 Composite Steel and Concrete (8/11) SAFE LOAD TABLES (1) GRADE 43 • DENSE CONCRETE SLAB Imposed load = 4.0 + 1.0 kN/m 2

Minimum Weight

r '

r,

r '

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r '

r '

r ,

Minimum Depth

Bay size (mxm)

No. sec. Beams per grid

Spacing of sec. beams

Secondary Beams

Primary Beams

Weight ( kg/m 2)

Secondary Beams

Primary Beams

Weight (kglm 2 )

6.0 X 6.0 6.0 X 7.2 6.0 X 7.5 6.0 X 8.0 6.0 X 9.0 6.0 X 10.0 6.0 X 12.0 6.0 X 15.0 6.0 X 18.0

2 2 2 2 2 2 2 2 2

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 x 102 x28 356x 127 x 39 356x 127x39 406x 140x39 457 x 152 x52 457x 152x60 533 X 210 X 82 610x229x113" 762x267x147"

406x 140x46 457 X 152 X 52 457 X 152 X 60 457x152x60 457x191 x74 533x210x82 533x210x92 610x229x101 610 X 229 X 125

17.00 20.22 21.00 20.50 25.56 28.20 35.00 44.40 55.94

203 x 203 x46 203 x203 x60 203 x203 x 71 203 x203 x 86 254 x254 x 89 254 X 254 X 107 254 X 254 X 167" 305 X 305 X 240" 356 X 406 X 340"

254 X 254 X 89 254x254x 107 254x254x 107 254 X 254 X 132 254 X 254 X 132 254 X 254 X 167 305 X 305 X 158 305 X 305 X 198 305 X 305 X 240

30.17 34.86 37.93 45.17 44.33 52.37 68.83 93.20 126.67

7.2 X 6.0 7.2 X 7.2 7.2 X 9.0 7.2 X 12.0 7.2 X 18.0

3 3 3 3 3

2.40 2.40 2.40 2.40 2.40

305x 102x25 305x 102x33 356x171x45 457 x 152 x67 686 X 254 X 125"

457 X 152 X 60 457x152x67 533 X 210 X 82 610 X 229 X 101 762 X 267 X 147

2D.42 23.06 27.86 36.33 60.25

152 X 152 X 37 203 x203 x 46 203 x203 x 71 254 x 254 x132" 356 X 406 X 287"

254 X 254 X 107 254 X 254 X 132 254 X 254 X 167 305 X 305 X 198 356 X 406 X 287

33.25 37.50 48.14 71.50 135.53

7.5 X 6.0 7.5 X 7.5 7.5 X 9.0 7.5 X 12.0 7.5 X 15.0 7.5 X 18.0

3 3 3 3 3 3

2.50 2.50 2.50 2.50 2.50 2.50

305x 102x25 356x127x33 356x171x45 457 X 152 X 67 610 X 229 X 101 686x 254 x 140 •

457 X 152 X 60 533x210x82 533x210x92 610x229x 113 686 X 254 X 125 762 X 267 X 147

20.00 24.13 28.22 36.22 48.73 64.17

203x 203 x46 203x 203 x 52 203 X 203 X 86 254 x 254 x132" 305 X 305 X 198" 356 X 406 X 287"

254x254x 132 254x254x 167 305 X 305 X 158 305 X 305 X 240 305 X 305 X 283 356 X 406 X 340

40.40 43.07 51.96 72.80 98.07 133.69

8.0 X 6.0 8.0 X 8.0 8.0 X 9.0 8.0 X 10.0 8.0 X 12.0 8.0 X 15.0 8.0 X 18.0

3 3 3 3 3 3 3

2.67 2.67 2.67 2.67 2.67 2.67 2.67

305x 102x25 356 X 127 X 39 406x 140x46 457 X 152 X 52 457 X 191 X 74 610 X 229 X 101 686x254x140"

457x152x74 533x210x82 610x229x 101 610 X 229 X 101 610 X 229 X 125 762 X 267 X 147 762 X 267 X 173

21.71 24.88 28.47 29.60 38.17 47.68 62.11

203 x 203 x46 203 x203 x 71 203 X 203 X 86 254 x254 x 89 254 x 254 x132" 305 X 305 X 198" 356 X 406 X 287"

254 X 254 X 132 305x305x 158 305x305x 198 305x305x 198 305 X 305 X 240 356 X 406 X 287 356 X 406 X 393

39.25 46.38 54.25 53.18 69.50 93.38 129.46

9.0 X 6.0 9.0 X 7.2 9.0x 7.5 9.0 X 8.0 9.0 X 9.0 9.0x 10.0 9.0 X 12.0 9.0 X 15.0 9.0 X 18.0

3 3 3 3 3 3 3 3 3

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 x 102 x28 356x 127x39 356x 127x39 406 X 140 X 39 457x 152x52 457x 152x60 533 x 210 x82 610x229x113" 762 X 267 X 147"

533 X 210 X 82 610 X 229 X 101 610 X 229 X 101 610 X 229 X 101 610x229x 113 610 X 229 X 125 686 X 254 X 140 762 X 267 X 173 838x 292 x 194

23.00 27.03 26.47 25.63 29.89 32.50 39.00 49.20 59.78

203 x203 x46 203 X 203 X 60 203 x203 x 71 203 x203 x 86 254 X 254 X 89 254x254x 107 254 X 254 X 167" 305 X 305 X 240" 356 X 406 X 340"

254 x 254x 167 305 X 305 X 198 305 X 305 X 198 305x305x 198 305 X 305 X 240 305 X 305 X 240 356 X 406 X 287 356 X 406 X 393 COLCORE x 477

43.17 47.50 50.07 53.42 56.33 59.67 79.58 106.20 139.83

10.0 X 6.0 10.0 X 8.0 10.0 X 9.0 10.0 X 10.0 10.0 X 12.0 10.0 X 15.0 10.0 X 18.0

4 4 4 4 4 4 4

2.50 2.50 2.50 2.50 2.50 2.50 2.50

305x 102x25 356x 127x39 356x171x45 457 X 152 X 52 457 X 152 X 67 610 X 229 X 101 686x 254 x 140 •

610x229x 101 686 X 254 X 140 762 X 267 X 147 762 X 267 X 147 838 X 292 X 176 914 X 305 X 201 914 X 305 X 253

26.83 33.10 34.33 35.50 41.47 53.80 70.06

203 x203 x46 203 X 203 X 71 203 X 203 X 86 254x 254 x 89 254 X 254 X 132" 305 X 305 X 198" 356 X 406 X 287"

305 X 305 X 198 356 X 406 X 287 356 X 406 X 287 356 X 406 X 340 356 X 406 X 393 356 X 406 X 551 356 X 406 X 634

51.40 64.28 66.29 69.60 85.55 115.93 150.02

12.0x6.0 12.0x 7.2 12.0 X 7.5 12.0 x8.0 12.0 X 9.0 12.0 X 10.0 12.0 X 12.0 12.0 X 15.0 12.0 X 18.0

4 4 4 4 4 4 4 4 4

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305x 102x28 356x 127 x 39 356 X 127 X 39 406 X 140 X 39 457 X 152 X 52 457 X 152 X 60 533 X 210 X 82 610x229x 113" 762x267x147"

686 X 254 X 140 686 X 254 X 170 762 X 267 X 173 762 X 267 X 173 838 X 292 X 194 914 X 305 X 201 914 X 305 X 224 914 X 305 X 289 914x419x388

32.67 36.61 36.07 34.63 38.89 40.10 46.00 56.93 70.56

203 x203 x46 203x203 x 60 203 X 203 X 71 203 x203 x 86 254 x254 x 89 254 X 254 X 107 254 X 254 X 167" 305 X 305 X 240" 356 X 406 X 340"

406 X 406 X 287 356 X 406 X 340 356 X 406 X 393 356 X 406 X 393 COL CORE x 477 356 X 406 X 467 356 X 406 X 551 914x419x343 914x419x388

63.17 67.22 76.07 77.79 82.67 82.37 101.58 102.87 134.89

15.0 X 6.0 15.0x7.5 15.0 x8.0 15. Ox9.0 15.0 X 10.0 15. 0 X 12.0 15.0 X 15.0 15.0 X 18.0

5 5 5 5 5 5 5 5

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 X 102 X 28 356x127x39 406 X 140 X 39 457 X 152 X 52 457 X 152 X 60 533x210x82 610x229x113" 762 X 267 X 147"

838 X 292 X 176 914 X 305 X 224 914 X 305 X 224 914 X 305 X 253 914 X 305 X 289 914x419x343"

38.67 42.87 41.00 45.44 48.90 55.92

203x 203 x46 203x203x71 203 X 203 X 86 254 X 254 X 89 254x254x 107 254 X 254 X 167" 305 X 305 X 240" 356 X 406 X 340"

COL CORE x 477"

94.83 97.13 97.54 100.11 64.57 88.00

18.0 x6.0 18.0 X 7.2 18.0 X 7.5 18.0 X 8. 0 18.0x9.0 18.0 X 10.0 18.0 X 12.0 18.0 X 15.0 18.0 X 18.0

6 6 6 6 6 6 6 6 6

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305x 102x28 356x127x39 356 X 127 X 39 406 X 140 X 39 457 X 152 X 52 457 X 152 X 60 533x210x82 610x229x113" 762 X 267 X 347"

914 x305 x253 • 914x419x343" 914x419x343" 914 X 419 X 343"

FAIL FAIL

51.50 60.64 58.73 55.88

FAIL FAIL FAIL FAIL FAIL

203 X 203 X 46 203 X 203 X 60 203 X 203 X 71 203 x203 x86 254 x 254 x89 254x254x 107 254 X 254 X 167" 305 X 305 X 240" 356 X 406 X 340"

356 X 406 X 551 356 X 406 X 551 356 X 406 X 634" 914 X 305 X 289" 914 X 419 X 388" FAIL FAIL

356 X 406 X 634" 914 X 419 X 343" 914 X 419 X 343" 914x419x388" FAIL FAIL FAIL FAIL FAIL

(*) Natural frequency of the beam is less then 4.5Hz.

I

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AOND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.1/ Oct 00

ARUIP

121.00 67.64 69.40 77.17

4.5 Composite Steel and Concrete (9/11) SAFE LOAD TABLES (2) GRADE 43 • LIGHTWEIGHT CONCRETE SLAB Imposed load = 4.0 + 1.0 kN/m 2 Minimum Weight Bay size (mxm)

No. sec. beams

n"•nrin

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Minimum Depth '"""'I


Secondaoy Beams

Primaoy Beams

Weight 2 (kg/m

)

Secondaoy Beams

Primaoy Beams

Weight (kg/m 2 )

6.0 X 6.0 6.0 X 7.2 6.0 X 7.5 6.0 X 8.0 6.0 X 9.0 6.0 X 10.0 6.0 X 12.0 6.0 X 15.0 6.0 X 18.0

2 2 2 2 2 2 2 2 2

3.00 3.00 3 00 3.00 3.00 3.00 3.00 3.00 3.00

305x102x25 356x 127x33 305 X 102 X 37 356 X 127 X 39 406 x 140 x46 457x152x52 457x191x74 610x229x101 686 X 254 X 140'

406 X 140 X 46 457 X 152 X 52 457x152x52 457 x 152 x60 457 X 152 X 67 457x 191 x74 533x210x82 610 X 229 X 101 610x229x 113

16.00 18.22 19.27 20.50 22.78 24.73 31.50 40.40 52.94

203 X 203 X 46 203 X 203 X 52 203 X 203 X 60 203 X 203 X 71 203 x203x86 254x254x 107 254 X 254 X 167 305 X 305 X 198' 356 X 406 X 340'

203 x203 x 86 254 x254 x 89 254x254x107 254 X 254 X 107 254 x254 x 132 254x254x 132 254x 254 x 167 305 X 305 X 198 305 X 305 X 240

29.67 29.69 34.27 37.04 43.33 48.87 69.58 79.20 126.67

7.2 X 6.0 7.2 X 7.2 7.2 X 9.0 7.2 X 12.0 7.2 X 18.0

3 3 3 3 3

2.40 2.40 2.40 2.40 2.40

254x 102x22 305 X 102 X 28 356x127x39 457 X 152 X 60 610 X 229 X 125'

457 X 152 X 52 457 X 152 X 67 533x210x82 610x229x 101 686 X 254 X 140

17.83 20.97 25.36 33.42 59.86

152x152x37 203 x 203 x46 203 X 203 X 71 254x254x 107 356 X 406 X 287'

254x254x 107 254 X 254 X 132 254 X 254 X 167 305 X 305 X 198 305 X 305 X 287

33.25 37.50 48.14 61.08 135.53

7.5 X 6.0 7.5 X 7.5 7.5 x9.0 7.5 X 12.0 7.5 X 15.0 7.5 X 18.0

3 3 3 3 3 3

2.50 2.50 2.50 2.50 2.50 2.50

305x 102x25 305 X 102 X 33 406 x 140 x39 457x152x60 533x210x92 610x229x125'

457 x 152 x60 457x 191 x74 533x210x82 610 X 229 X 101 610x229x 125 762 X 267 X 147

20.00 23.07 24.71 32.42 45.13 58.17

152x 152x37 203 x 203x46 203 X 203 X 71 254 X 254 X 132 305 X 305 X 198' 356 X 406 X 287'

254 X 254 X 107 254 X 254 X 132 254x254x 167 305x 305 x 198 305 X 305 X 283 356 X 406 X 287

32.63 36.00 46.96 69.30 98.07 130.74

8.0 X 6.0 8.0 X 8.0 8.0 X 9.0 8.0 X 10.0 8.0 X 12.0 8.0 X 15.0 8.0 X 18.0

3 3 3 3 3 3 3

2.67 2.67 2.67 2.67 2.67 2.67 2.67

305 X 102 X 25 356 X 127 X 39 406 X 140 X 39 457 x 152 x52 457 x 152 x67 610 X 229 X 101 686 X 254 X 125'

457 X 152 X 67 533 x210 x 82 533x210x92 610x229x101 610x229x113 686 X 254 X 140 686x254x 170

20.54 24.88 24.85 29.60 34.54 47.21 56.32

152x152x37 203 X 203 X 60 203 X 203 X 86 254 x254x 89 254x 254 x 132 305 X 305 X 198' 356 X 406 X 287'

254 x 254x 132 254 X 254 X 167 305 X 305 X 158 305x305x 198 305 X 305 X 240 356 X 406 X 287 356 X 406 X 340

35.88 43.38 49.81 53.18 69.50 93.38 126.51

9.0 x6.0 9.0 X 7.2 9.0 X 7.5 9.0 X 8.0 9.0 x9.0 9.0 X 10.0 9.0 X 12.0 9.0 X 15.0 9.0x18.0

3 3 3 3 3 3 3 3 3

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305x 102 x25 356 X 127 X 33 305 X 102 X 37 356x 127x39 406x 140x46 457x152x52 457x191x74 610x229x101 686 X 254 X 140'

533x210x82 533 X 210 X 92 533 x210 x 92 610 x229 x 101 610x229x101 610 X 229 X 125 686 X 254 X 140 686x254x 170 838 X 292 X 176

22.00 23.78 24.60 25.63 26.56 29.83 36.33 45.00 56.44

203 x 203 x46 203x 203 x 52 203 X 203 X 60 203x203x71 203 x203 x 86 254 X 254 X 107 254x254x 167 305 X 305 X 198' 356 X 406 X 340'

254x254x 167 305x 305 x 158 305 X 305 X 198 305x305x 198 305 x305 x 198 305 X 305 X 240 356 X 406 X 287 356 X 406 X 340 COL CORE x 477

43.17 39.28 46.40 48.42 50.67 59.67 79.58 88.67 139.83

10.0 X 6.0 10.0 X 8.0 10.0 X 9.0 10.0x 10.0 10.0 X 12.0 10.0 X 15.0 10.0x 18.0

4 4 4 4 4 4 4

2.50 2.50 2.50 2.50 2.50 2.50 2.50

305x 102x25 356 X 127 X 33 406x 140x39 406 x 140 x46 457 X 152 X 60 533x210x92 610 X 229 X 125'

610 x229 x 101 610x229x 125 686 X 254 X 140 762 X 267 X 147 762 x267 x 173 914 X 305 X 201 914 X 305 X 253

26.83 28.83 31.16 33.10 38.42 50.20 64.06

152x 152x37 203 x 203x 60 203x 203 x 71 203 x203 x86 254x254x 132 305 X 305 X 198' 356 X 406 X 287'

305 X 305 X 198 305 X 305 X 283 356 X 406 X 287 356 X 406 X 287 356 X 406 X 393 356 X 406 X 467 356 X 406 X 634

47.80 59.38 60.29 63.10 85.55 110.33 150.02

12.0 X 6.0 12.0 X 7.2 12.0 X 7.5 12.0 X 8.0 12.0 X 9.0 12. 0 x10.0 12.0x 12.0 12.0 X 15.0 12.0 X 18.0

4 4 4 4 4 4 4 4 4

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305x 102x25 356x 127x33 305x 102 x37 356x127x39 406x 140x46 457x 152x52 457 X 191 X 74 610 x229 x 101 686 X 254 X 140'

686 X 254 X 125 762 X 267 X 147 762 X 267 X 147 762x267x 173 838 x292 x 176 838 X 292 X 194 914 X 305 X 224 914 X 305 X 289 914x419x343

29.17 31.42 31.93 34.63 34.89 36.73 43.33 52.93 65.72

203 x 203x 46 203x 203 x 52 203 X 203 X 60 203 X 203 X 71 203 x203x 86 254 X 254 X 107 254x254x 167 305 X 305 X 198' 356 X 406 X 340'

305 X 305 X 283 356 X 406 X 287 356 X 406 X 340 356 X 406 X 340 356 X 406 X 393 COL CORE x 477 356 x406 x 511 356 X 406 X 634 914x419x388

62.50 57.19 65.33 66.17 72.33 83.37 98.25 108.27 134.89

15.0 X 6.0 15.0 X 7.5 15.0 X 8.0 15.0x 9.0 15.0 X 10.0 15.0 X 12.0 15.0x 15.0 15.0 X 18.0

5 5 5 5 5 5 5 5

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 x 102 x25 305x 102x37 356 x 127 x39 406 x 140 x46 457 X 152 X 52 457x 191 x74 610x229x101 686 X 254 X 140'

762x267x 173 914 X 305 X 201 934 X 305 X 224 914 x 305 x253 914 X 305 X 289 914x419x343 FAIL FAIL

37.37 39.13 41.00 43.44 46.23 53.25

203 x 203x46 203x 203 x 60 203 X 203 X 71 203 x 203 x86 254x254x 107 254 X 254 X 167 305 X 305 X 198' 356 X 406 X 340'

356 X 406 X 393' 356 X 406 X 551 356 X 406 X 551 356 X 406 X 634' 356 X 406 X 634' 914x419x343 FAIL FAIL

80.83 93.47 92.54 99.11 99.07 84.25

18.0 X 6.0 18.0 X 7.2 18.0 X 7.5 18.0x8.0 18.0 X 9.0 18.0x 10.0 18.0x 12.0 18.0 X 15.0 18.0x 18.0

6 6 6 6 6 6 6 6 6

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305x 102x25 356x 127x33 305 X 102 X 37 356 X 127 X 39 406x 140x46 457x152x52 457x191 x74 610x229x 101 686 x 254 x140'

914x305x253' 914 x305 x289 • 914x419x343' 914x419x343' 914x419x388' FAIL FAIL FAIL FAIL

50.50 51.14 58.07 55.88 58.44

203 x203 x46 203x 203 x 52 203 x203 x 60 203 x203 x 71 203x 203 x 86 254x254x 107 254x254x 167 305 X 305 X 198' 356 X 406 X 340'

356 X 406 X 634' 914 X 305 X 289' 914x419x343' 914x419x34' 914x419x388' FAIL FAIL FAIL FAIL

121.00 57.47 65.73 66.54 71.78

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SAFE LOAD TABLES (3) GRADE 50 - DENSE CONCRETE SLAB Imposed load = 4.0 + 1.0 kN/m 2

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Minimum Weight Bay size (mxm)

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No. sec. beams per grid


Secondary Beams

Minimum Depth

Primary Beams

Weight 2 (kg/m

)

Secondary Beams

Primary Beams

Weight 2 (kg/m )

6.0 X 6.0 6.0 X 7.2 6.0 X 7.5 6.0 X 8.0 6.0 X 9.0 6.0 X 10.0 6.0 X 12.0 6.0 X 15.0 6.0 X 18.0

2 2 2 2 2 2 2 2 2

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 x 102 x25 305x102x33 305x102x33 356x127x33 406 X 140 X 39 457 X 152 X 52 457x191 x67 533x210x92 686 X 254 X 125

406x 140x39 406 x 140 x46 457 X 152 X 52 457 X 152 X 52 457x152x60 457x152x67 533x 210 x 82 533x 210 x 92 610x229 x 101

14.83 17.39 17.93 17.50 19.67 24.03 29.17 36.80 47.28

152 X 152 X 37 203 X 203 X 46 203 x 203 x52 203 x 203 x60 203 x 203 x86 254 x 254x 89 254 x 254 x132" 305 X 305 X 198" 356 X 406 X 340"

203 X 203 X 86 254 x254x 89 254 x254 x 89 254 X 254 X 89 254 X 254 X 107 254 X 254 X 132 254x254x 167 305 X 305 X 158 305x305x 198

26.67 27.69 29.20 31 .13 40.56 42.87 57.92 76.53 124.33

7.2 7.2 7.2 7.2 7.2

6.0 7.2 9.0 X 12.0 X 18.0

3 3 3 3 3

2.40 2.40 2.40 2.40 2.40

254 X 102 X 22 305 X 102 X 25 305x127x37 457 X 152 X 52 610 x229x 101

457 X 152 X 52 457 X 152 X 60 457 X 152 X 74 533x210x92 610x229x125

17.83 18.75 23.64 29.33 49.03

152x 152x30 203 x 203 x46 203 X 203 X 60 254 X 254 X 107" 356 X 406 X 287"

254 x 254x 89 254 X 254 X 107 254 X 254 X 132 254 X 254 X 167 305 X 305 X 283

27.33 34.03 39.67 58.50 135.31

7.5 X 6.0 7.5 X 7.5 7.5 X 9.0 7.5 X 12.0 7.5 X 15.0 7.5 X 18.0

3 3 3 3 3 3

2.50 2.50 2.50 2.50 2.50 2.50

254x102x22 305x102x28 356 X 127 X 39 457 x 152 x52 533 X 210 X 82 610x229x 113"

457x152x52 457 x 152 x67 457 X 152 X 74 533x210x92 610x229x113 686 X 254 X 125

17.47 20.13 23.82 28.47 40.33 52.14

152x152x30 203x 203 x46 203 X 203 X 60 254x 254 x 107" 305 X 305 X 198" 356 X 406 X 287"

254 X 254 X 89 254x254x 132 254x254x 167 305 X 305 X 198 305 X 305 X 240 305 X 305 X 283

26.83 36.00 42.56 59.30 95.20 130.52

8.0 X 6.0 8.0 x8.0 8.0 X 9.0 8.0 X 10.0 8.0 X 12.0 8.0 X 15.0 8.0 X 18.0

3 3 3 3 3 3 3

2.67 2.67 2.67 2.67 2.67 2.67 2.67

254 x 102 x22 305 X 102 X 33 356 X 127 X 39 406 x 140 x46 457 X 152 X 60 533x210x82 610x229x125"

457 X 152 X 60 457 X 152 X 74 533x210x82 533x210x92 610x229x101 610x229x 125 762 X 267 X 147

18.25 21.63 23.74 26.45 30.92 39.08 55.04

152 X 152 X 37 203 X 203 X 52 203 X 203 X 71 203 x 203 x86 254 X 254 X 132" 305 X 305 X 198" 356 X 406 X 287"

254x254x 107 254 X 254 X 167 254 X 254 X 167 305 X 305 X 158 305 X 305 X 198 305 X 305 X 240 356 X 406 X 287

31.71 40.38 45.18 48.05 66.00 90.25 123.57

9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0

3 3 3 3 3 3 3 3 3

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 x 102 x25 305x102x33 305x102x33 356x127x33 406 x 140 x39 457 X 152 X 52 457 X 152 X 67 533x210x92 686 X 254 X 125"

457x191x74 533 X 210 X 82 533x210x82 533x210x92 610x229x101 610x229x101 610x229x125 762 X 267 X 147 762 X 267 X 173

20.67 22.39 21.93 22.50 24.22 27.43 32.75 40.47 51.28

152x 152x37 203 X 203 X 46 203 x 203 x52 203 x 203x60 203 x 203 x86 254 x 254 x89 254 X 254 X 132" 305 X 305 X 198" 356 X 406 X 340"

254 X 254 X 132 254 X 254 X 167 254 X 254 X 167" 305 X 305 X 158 305 X 305 X 198 305 X 305 X 198 305 X 305 X 240" 356 X 406 X 287" 356 X 406 X 340"

34.33 38.53 39.60 39.75 50.67 49.47 64.00 85.13 132.22

10.0 X 6.0 10.0 X 8.0 10.0 X 9.0 10.0 X 10.0 10.0 X 12.0 10.0 X 15.0 10.0 X 18.0

4 4 4 4 4 4 4

2.50 2.50 2.50 2.50 2.50 2.50 2.50

254 x 102 x22 305 X 102 X 33 356x127x39 406 X 140 X 39 457 x 152 x52 533 X 210 X 82 610x229x 113

533x210x92 610x229x113 610 x229 x 125 686 X 254 X 140 762 X 267 X 147 838 x292 x 176 914 X 305 X 201

24.13 27.33 29.49 29.60 33.05 44.53 56.37

152x 152x30 203 X 203 X 52 203x 203 x 60 203x 203 x 86 254 X 254 X 107" 305 X 305 X 198" 356 X 406 X 287"

305 X 305 X 158" 305 X 305 X 240" 305 X 305 X 240" 305 X 305 X 283" 356 X 406 X 393" COLCORE x 4 77"

38.33 50.80 50.67 62.70 71.13 1 05.40 141.30

12.0 X 6.0 12.0 X 7.2 12.0 X 7.5 12.0 X 8.0 12.0 X 9.0 12.0 X 10.0 12.0 X 12.0 12.0 X 15.0 12.0 X 18.0

4 4 4 4 4 4 4 4 4

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 X 102 X 25 305 X 102 X 33 305 x 102 x33 356x 127x33 406x 140x39 457x152x52 457x152x67 533 X 210 X 92 686 X 254 X 125

610 x229 x 125 686 X 254 X 140 686 X 254 X 140 762 X 267 X 147 686 X 254 X 170 762 X 267 X 173 838 x292 x 194 914 X 305 X 253 914 X 305 X 289

29.17 30.44 29.67 29.38 31.89 34.63 38.50 47.53 57.72

152x 152x37 203 x 203 x46 203 X 203 X 52 203 X 203 X 60 203 X 203 X 86 254 x254x 89 254 X 254 X 332" 305 x 305 x198" 356 X 406 X 340"

305 X 305 X 240" 305 X 305 X 283" 305 X 305 X 283 356 X 406 X 287" 356 X 406 X 340" 356 X 406 X 340" COLCORE x 4 77" 356 X 406 X 551 914 X 419 X 343

52.33 54.64 55.07 55.88 66.44 63.67 83.75 102.73 132.39

15.0 X 6.0 15.0 X 7.5 15.0 X 8.0 15.0 X 9.0 15.0 X 10.0 15.0 X 12.0 15.0 X 15.0 15.0 X 18.0

5 5 5 5 5 5 5 5

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305 X 102 X 25 305 X 102 X 33 356. X 127 X 33 406 X 140 X 39 457 X 152 X 52 457 X 152 X 67 533x210x92 686 X 254 X 125

762x267x147" 838 x292 x 176 • 838 x292 x 194 • 914x305x201" 914x305x224" 914x305x289" 914x419x343" FAIL

32.83 34.47 35.25 35.33 39.73 46.42 53.53

152x 152 x37 203 x 203 x52 203 x 203 x60 203 x 203 x86 254 x 254 x89 254 x 254 x132" 305 x 305 x198" 356 X 406 X 340"

356 X 406 X 393" COL CORE x 477" 356 X 406 X 467" 356 X 406 X 551 356 X 406 X 634" 914 X 305 X 289" 914x419x343" FAIL

77.83 80.93 78.38 89.89 93.07 68.08 88.87

18.0x6.0 18.0 X 7.2 18.0 X 7.5 18.0 x8.0 18.0 X 9.0 18.0 X 10.0 18.0 X 12.0 18.0 X 15.0 18.0 X 18.0

6 6 6 6 6 6 6 6 6

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

305x 102x25 305x102x33 305x102x33 356 X 127 X 33 406x140x39 457x152x52 457x 152x67 533 x210 x 92 686 X 254 X 125

914x305x201" 914x305x253" 914x305x253" 914 x 305 x289 • 914x419x343" 914x419x343" FAIL FAIL FAIL

41.83 46.14 44.73 47.13 51.11 51.63

152 X 152 X 37 203 X 203 X 46 203 x 203x 52 203 X 203 X 60 203 x 203x 86 254 x 254x 89 254 X 254 X 132" 305 X 305 X 198" 356 X 406 X 340"

356 X 406 X 634 • 914 X 305 X 253" 914 X 305 X 253" 914 X 305 X 289" 914 x 419 x343" 914 X 419 X 343" FAIL FAIL FAIL

118.00 50.47 51.07 56.13 66.78 63.97

X X X

6.0 7.2 7.5 X 8.0 X 9.0 X 10.0 X 12.0 X 15.0 X 18.0 X X X

3% X 406 X 340*


THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. {

;

Ver 3.1 I August 00

ARUJP

4.5 Composite Steel and Concrete (11/11) SAFE LOAD TABLES (4) GRADE 50 - LIGHTWEIGHT CONCRETE SLAB Imposed load = 4.0 + 1.0 kN/m 2 '

Minimum Weight Bay size (mxm)

No. sec. beams per grid

Minimum Depth


Secondary Beams

Primary Beams

Weight (kg/m2

)

Secondary Beams

Primary Beams

Weight (kg/m 2 )

6.0 X 6.0 6.0 X 7.2 6.0 X7.5 6.0 X 8.0 6.0 X 9.0 6.0 X 10.0 6.0 X 12.0 6.0 X15.0 6.0 X 18.0

2 2 2 2 2 2 2 2 2

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

254 X 102 X 22 305x 102x28 305 X 102 X 28 305x102x33 356x 127x39 406 X 140 X46 457 X 191 X 60 533x210x82 610 X 229 X 125'

356 X 127 X 39 406 x 140 x46 406 X 140 X 46 457 X 152 X 52 457 X 152 X 52 457 x 191 x60 457x 191 x74 533x210x82 610 X 229 X 101

13.83 15.72 15.47 17.50 18.78 21.33 26.17 32.80 47.28

152 X 152 X 37 203 x 203 x46 203 x 203 x46 203 X 203X 52 203x 203 x 71 254x254 x 73 254 x 254 x132' 305 X305 X 198' 356 X 406 X 340'

203 x203 x 71 203 x203 x 86 254 x254 x 73 254x 254 x 89 254x254x 107 254 X254 X 107 254 X254 X 132 254x254x 167 305 X 305 X 198

24.17 27.28 25.07 28.46 35.56 35.03 55.00 77.13 124.33

7.2 X 6.0 7.2 X 7.2 7.2 X 9.0 7.2 X 12.0 7.2 X 18.0

3 3 3 3 3

2.40 2.40 2.40 2.40 2.40

254 X 102 X 22 305 X 102 X 25 305x102x33 457x152x52 610x229x 101

406 X 140 X 46 457 X 152 X 52 457 X 152 X 67 533x210x82 610x229x 125

16.83 17.64 21.19 28.50 49.03

152x 152x30 152x 152 x37 203x 203 x 52 254 X254 X 107' 356 X 406 X287'

254x254 x 73 254 X 254 X 107 254x254x 132 254 X254 X 167 305 x305 x240

24.67 30.28 36.33 58.50 132.92

7.5 X 6.0 7.5 X 7.5 7.5 X 9.0 7.5 X 12.0 7.5 X 15.0 7.5x18.0

3 3 3 3 3 3

2.50 2.50 2.50 2.50 2.50 2.50

254x 102x22 305 X 102 X 25 356x127x33 457 X 152 X 52 533 X 210 X 82 610 x229 x 101

457 X 152 X 52 457 x 152 x60 457 X 152 X 74 533x 210 x 92 610 X 229 X 101 610x229x 125

17.47 18.00 21.42 28.47 39.53 47.34

152 X 152 X 30 203 x 203 x46 203 x203 x60 254 x 254 x132' 305 X 305 X 198' 356 X 406 X28]'

254 x254x 89 254 X254 X 107 254 X254 X 132 305 X 305 X 158 305 X 305 X 198 305 X 305 X 283

26.83 32.67 38.67 65.97 92.40 130.52

8.0 X 6.0 8.0 x8.0 8.0 X 9.0 8.0x10.0 8.0 X 12.0 8.0 X 15.0 8.0 X 18.0

3 3 3 3 3 3 3

2.67 2.67 2.67 2.67 2.67 2.67 2.67

254 X 102 X 22 305 X 102 X 33 356x127x33 406 X 140 X 39 457 X 152 X 52' 533 X 210 X 82' 610 X 229 X 101'

457 X 152 X 52 457 X 152 X 74 533x210x82 533 x210 x 82 610 X 229 X 101 610 X 229 X 125 686 X254 X 140

16.92 21.63 21.49 22.83 27.92 39.08 45.65

152 X 152 X 30 203 x 203 x46 203 X 203 X 60 203 x203 x86 254 x 254 x132' 305 x 305 x198' 356 X406 X287'

254 X 254 X 107 254x254x 132 254 X254 X 167 254x254x 167 305 X 305 X 198 305 X 305 X240 305 X 305 X283

29.08 33.75 41.06 48.95 66.00 90.25 123.35

9.0 X 6.0 9.0 X 7.2 9.0 X 7.5 9.0 x8.0 9.0 X 9.0 9.0 X 10.0 9.0 X 12.0 9.0 X 15.0 9.0 X 18.0

3 3 3 3 3 3 3 3 3

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

254 X 102 X 22 305 X 102 X 28 305x 102x28 305 X 102 X 33 356 X 127 X 39 406x 140x46 457x152x60 533x210x82 610x229x 125

457x 191 x67 533x 210 x 82 533 x210 x 82 533x210x82 533x210x92 610x229x 101 610x229x 113 686 X254 X 140 686x254x 170

18.50 20.72 20.27 21.25 23.22 25.43 29.42 36.67 51.11

152x 152x37 203x203 x46 203 x 203 x46 203 x 203 x52 203 X 203 X 71 254x 254 x 73 254 x 254 x132' 305 x 305 x198' 356 X 406 X 340'

254 X 254 X 132 254x254x 167 254 X254 X 167 254 X 254 X 167 305 X 305 X 158 305 X 305 X 198 305 X305 X240 305 X 305 X283 356 X406 X 340

34.33 38.53 37.60 38.21 41.22 44.13 '64.00 84.87 1 32.22

10.0 x6.0 10.0 X 8.0 10.0 X 9.0 10.0 X 10.0 10.0 X 12.0 10.0x 15.0 10.0 X 18.0

4 4 4 4 4 4 4

2.50 2.50 2.50 2.50 2.50 2.50 2.50

254 X 102 X 22 305 X 102 X 28 356x 127x33 356x 127x39 457 x 152x 52 533x210x82 610x229x 101

533 x210 x 82 610 X 229 X 101 610 X 229 X 125 686x254x 125 762 X267 X 147 762 X 267 X 173 838 X 292 X 194

22.47 23.83 27.09 28.10 33.05 44.33 51.18

152x 152x30 203 x203 x46 203 X 203 X 60 203 x203 x 86 254 X254 X107' 305 X 305 X 198' 356 X 406 X287'

254 X254 X 167' 305 X 305 X 198' 305 X 305 X 240 305 X305 X283 356 X 406 X287' 356 X406 X 393 COL CORE x 477'

39.83 43.15 50.67 62.70 66.72 105.40 141.30

12.0x6.0 12.0 X 7.2 12.0 X 7.5 12.0 x8.0 12.0x 9.0 12.0 X 10.0 12.0x 12.0 12.0x 15.0 12.0 X 18.0

4 4 4 4 4 4 4 4 4

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

254 x 102 x22 305x 102x28 305 X 102 X 28 305 X 102 X 33 356 X 127 X 39 406x 140x46 457x152x60 533x210x92 610x229x 125

610 X229 X 101 686 X 254 X 125 686 X254 X 125 686 X254 X 140 762 X 267 X 147 686 x254 x 170 838x292x 176 914 X 305 X224 914 x 305 x289

24.17 26.69 26.00 28.50 29.33 32.33 34.67 45.60 57.72

152x152x37 203 x 203 x46 203 x203 x46 203 x203 x 52 203 X 203 X 71 254 x254 x 73 254 x 254 x132' 305 x 305 x198' 356 X406 X340'

305 X 305 X 240' 305 X 305 X283' 305 X 305 X283' 356 X406 X 287" 356 X406 X287 356 X 406 X340' 356 X406 X 393' 356 X406 X 551 356 X 406 X 634'

52.33 54.64 53.07 53.21 55.56 58.33 76.75 102.73 148.56

15.0x6.0 15.0 X 7.5 15.0 X 8.0 15.0x 9.0 15.0 X 10.0 15.0 X 12.0 15.0 X 15.0 15.0 X 18.0

5 5 5 5 5 5 5 5

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

254x 102x22 305x 102x28 305 X 102 X 33 356 X 127 X 39 406x 140x46 457x152x60 533 X210 X 82' 610 X 229 X 125'

762 X 267 X 147' 762 X267 X 173' 838 X292 X 176' 838x 292 x 194' 914 X 305 X224' 914 X305 X 253' 914x419x343' 914x419x388'

31.83 32.40 33.00 34.56 37.73 41.08 50.20 63.22

152 X 152 X 37 203x203x46 203 X203 X 52 203 X 203 X 71 254 x254 x 73 254 X 254 X 132' 305 X 305 X 198' 356 X406 X340'

356 X406 X 393' COLCORE x 477' 356 X406 X467' 356 X406 X 551 356 X 406 X 634' 914 X 305 X 289 914x419x343' 914x419x388'

77.83 78.93 75.71 84.89 87.73 68.08 88.87 134.89

18.0 X6.0 18.0 X 7.2 18.0 X 7.5 18.0x 8.0 18.0 X 9.0 18.0 X 10.0 18.0x 12.0 18.0 X 15.0 18.0 X 18.0

6 6 6 6 6 6 6 6 6

3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00

254x 102x22 305 X 102 X 28 305x 102x28 305x 102x33 356 X 127 X 39 406 x 340 x46 457 X 152 X 60 533 X 210 X 82 610 X229 X 125

838 x292 x 194' 914 X 305 X 224' 914 X 305 X253' 914 X 305 X253' 914 X 305 X 289' 914x419x343' 914x419x388' FAIL FAIL

39.67 40.44 43.07 42.63 45.11 49.63 52.33

152 X 152 X 37 203 x203x 46 203x203 x46 203 X 203 X 52 203x203x71 254x254 x 73 254 x 254 x132' 305 X 305 X 198' 356 X406 X 340'

356 X406 X 634' 914 X 305 X 224' 914 X 305 X 253' 914 X305 X253' 914 X 305 X 289' 914x419x343' 914x419x388' FAIL FAIL

118.00 46.44 49.07 48.96 55.78 58.63 76. 33

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Ver 3.1 I August 00

ARUIP

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4.6 Timber (1/9)

4.6 '

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TIMBER ALL THE INFORMATION IN THIS SECTION APPLIES TO SOFTWOOD IN DRY LOCATIONS. For temperate or tropical hardwoods, or timber in external locations, Refer to BS 5268 Pt 2.

4.6.1

RULES OF THUMB Span/depth ratios:

principal members load-sharing systems rectangular trusses triangular trusses

r '

15 20 10 8

(e.g. floor/roof joists)

Individual members of assemblies such as trusses should be set at only half capacity on initial sizing, otherwise the connections (eg bolts) will be overloaded. Trussed rafters, with pressed metal plate fasteners, are an exception to this rule.

r '

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-up to -up to -up to -up to

4.6.2

'

MATERIALS SUPPLY

I I

Sizes of solid timber (based on table NA. 2 of BS EN 336)

"r

'

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Width in mm

'

Thickness

100

125

150

175

200

225

300

(97)

(120)

(145)

(170)

(195)

(220)

(295)

38 (35)

./

./

./

./

./

./

./

-

47 (44)

./

./

./

./

./

./

./

./

(:;;100mm)

-1,3

63 (60)

./

./

./

./

./

./

-

(>100mm)

-2,4

75 (72)

-

./

./

./

./

./

./

0

Planed

100 (97)

-

0

-

0

-

0

0

0

(:;;100mm)

±1.0

150 (145)

-

-

-

0

-

0

-

0

(> 100mm)

±1.5

r'

r '

I

I

'

./

0

-

i

Tolerances (mm)

75 (72)

(mm)

Sawn

Readily available (lengths up to 5.7m) Can be obtained in limited species (check with suppliers) Can be cut from larger sections

Douglas Fir- available up to 400 x 400 x 15m

I.....

NOTES

'

(

1.

Planed and regularised sizes shown in brackets. Regularised refers to members planed 2 sides only.

2.

When calculating A, Z or I for plane members use the appropriate reduced sizes (e.g.: Values of 'I' are reduced by about 20% by planning all round).

Glued laminated timber (Giulam) Laminates

- normal finished depth: 45mm (reduce when curved - ensure r/t :2: Emean/70) - normal max. width: 250mm Length/depth - limited only by the question of transport

'

(

i I

There is a limited range of straight stock sizes. Most members (straight/curved} are specially fabricated. Fabricators have generally standardised on grade C24 Whitewood. Most glulam is fabricated abroad, to standards similar to BS EN 386, the UK standard for fabrication. Fasteners (

'

r .

Nails: to BS 1202: Part 1 Black Bolts: to BS EN 20898-1


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AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Updated July 2002

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Screws: to BS 1210 Washers: to BS 4320

'

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4.6 Timber (2/9)

4.6.3

GRADE STRESSES Solid timber Timber should be specified either by species and visual grade in accordance with BS 4978 (eg: whitewood/SS) or by strength class in accordance with BS 5268. Grade stresses and moduli of elasticity: dry exposure condition (extracted from table 2, 7 & 8 of BS 5268 Pt 2) Compression

parallel to

parallel to

parallel to

perpendicular

parallel

grain

grain

grain

2 (N/mm )

(N/mm 2)

(N/mm 2)

to grain (N/mm 2)*

to grain (N/mm2)

Strength

Bending

Grade to

class to

BS 4978

BS 5268

(Redwood/

Compression

Modulus of elasticity

Tension

Visual

Shear

Average density

Mean (N/mm 2)

Minimum (N/mm 2)

~ I

(kg/m 3 )

I

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whitewood/ sprucepine-fir/ • J

Douglas Fir/Larch) GS

5.3

C16

3.2

6.8

2.2

1.7

0.67

8800

5800

370

I I

)

*

ss

C24

7.5

4.5

7.9

2.4

1.9

0.71

10800

7200

420

+

C27

10.0

6.0

8.2

2.5

2.0

1.10

12300

8200

450 • J

When the specification specifically prohibits reductions at bearing areas, the higher values may be used.

+Grades better than C24 can only be justified by machine grading to BS EN 519. •

j

Glulam • J

For C24 timber, the grade stresses above are modified by the following factors:

Modification factors K1s, K,e, K17, K18 , K,g, K2o for single grade glued laminated members and horizontally glued laminated beams (extracted from table 21 of BS 5268) Pt 2.

.

Number of

Bending

Tension

Compression

Compression

Shear

Modulus

!

laminations

parallel to

parallel to

parallel to

perpendicular

parallel to

of

the grain

the grain

the grain

to the grain K18

the grain

elasticity

K,e

K11

K,g

K2o

K,s 4

1.26

1.26

5

1.34

1.34

7

1.39

1.39

10

1.43

1.43

15

1.48

1.48

~20

1.52

1.52

}

'

' j

• J

1.04

1.55

2.34

1.07

\

j

.

\ )

Thereafter design members as in the method given in 4.6.5-8. Refer to BS 5268 Pt.2 for radial stresses in curved beams.

• J THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Updated July 2002

ARUJP

' l

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I

....... 4.6 Timber (3/9)

4.6.4

SIZING OF ELEMENTS IN DOMESTIC CONSTRUCTION Information taken from BS 8103 Pt 3 Tables 7, 26, 27, 32, 33, 64. Loading in kN/m 2 .

JOISTS FLOORS C24 Size of joists f

DL = 0.5

DL = 1.25

LL 0.75 DL = 0.75

Spacing of joists (mm)

(mm)

'

FLAT ROOFS

LL 1.5 (inc. partitions)

DL = 1.00 Purlln supported by

Spacing of joists (mm)

(planed on 2

450

faces)

'

'

'

.

(

(

600

450

600

600

450

450

600

47x 97

1.92

1.68

1.71

1.50

1.91

1.83

1.83

1.74

47

X

122

2.55

2.29

2.27

2.01

2.55

2.43

2.43

2.30

47

X

147

3.06

2.78

2.75

2.50

3.21

3.04

3.04

2.87

47

X

170

3.54

3.21

3.18

2.88

3.81

3.54

3.61

3.36

47

X

195

4.05

3.68

3.64

3.30

4.44

4.05

4.22

3.85

47 x220

4.55

4.14

4.10

3.72

5.00

4.56

4.76

4.33

75

X

122

2.97

2.71

2.68

2.43

3.08

2.93

2.93

2.77

75

X

147

3.57

3.25

3.22

2.93

3.84

3.57

3.64

3.40

75

X

170

4.11

3.75

3.71

3.38

4.50

4.11

4.29

3.92

75

X

195

4.69

4.29

4.25

3.86

5.14

4.70

4.90

4.48

75 x220

5.11

4.78

4.74

4.35

5.77

5.28

5.50

5.04

Take the clear span for the purlin as the clear dimension between support struts and/or walls

1

PURLINS r ,

\......

(roof pitch between 22.5"- 30") DL = 0.75

Size of

DL= 0.75

DL = 1.00

sawn

LL = 0.75

sawn

LL = 0.75

LL = 0.75

rafters

Spacing of purlins (mm)

(mm)

'

1500

1800

2100

2400

2700

(mm)

(

I

I

I

(

'

.

X

175

2.08

1.95

1.84

47

X

200

2.38

2.23

2.10

1.97

1.85

47

X

225

2.68

2.50

2.36

2.20

2.07

63

X

150

1.97

1.86

63

X

175

2.32

2.17

2.05

1.95

1.87

63 x200

2.64

2.48

2.34

2.23

2.13

2.04

63 x225

2.97

2.78

2.63

2.51

2.40

2.28

1.96

C24

450

600

38

X

100

1.96

1.82

1.82

1.68

38

X

125

2.66

2.44

2.46

2.25

38

X

150

3.21

2.92

3.04

2.72

47

X

100

2.28

2.10

2.12

1.95

47

X

125

2.88

2.62

2.73

2.48

47

X

150

3.44

3.13

3.27

2.97

C24

150

1.87

47x175

2.18

2.04

1.93

1.83

38

X

100

2.24

2.03

2.12

1.93

47

X

200

2.49

2.33

2.20

2.10

2.00

1.92

38

X

125

2.79

2.53

2.65

2.40

47

X

225

2.80

2.62

2.47

2.35

2.25

2.16

38

X

150

3.34

3.04

3.17

2.88

63

X

150

2.08

1.95

1.84

63

X

175

2.42

2.27

2.15

2.04

1.96

1.88

47

X

100

2.40

2.18

2.27

2.07

63 x200

2.76

2.59

2.45

2.33

2.24

2.15

47

X

125

2.99

2.72

2.84

2.58

63

3.10

2.91

2.75

2.62

2.51

2.42

47

X

150

3.58

3.26

3.40

3.09

X

\

'

600

C16

47

47

Spacing of rafters (mm) 450

3000

C16

(

(pitch between 22.5" & 30")

Size of purlins

(

RAFTERS

X

225

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Updated July 2002

ARUJP

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4.6 Timber (4/9)

4.6.5

OUTLINE OF DESIGN RULES FOR TIMBER MEMBERS

'

)

',

)

The Code (UK) BS 5268: Part 2. This is a permissible stress code- all analysis is carried out under 'working' loads. No y factors are used.

,....,

i

Notation '

SUBSCRIPTS

SYMBOLS

a Stress

Compression

c

T

Shear Stress

m Bending

i

Rad. of Gyration

I

Direction

a

Applied

II

Parallel

adm

Permissible

j_

Perpendicular

a

Angle to the grain

Tension

compressive stress

eg: crc,adm II

~

Significance

Types of Force

permissible

J

parallel to the grain

I '

)

I

'

'

I

J

Design procedure

4.6.6

1.

Determine GRADE stresses cro,grade relevant to applied stress conditions (see 4.6.3).

2.

Modify GRADE stresses by relevant factors (K(n)) (see 4.6.6) to obtain PERMISSIBLE stresses cr*,adm {> o*,a ).

SELECTED TIMBER MODIFICATION FACTORS K3

' J

Duration of Load Loading

K3

(e.g. dead + permanent imposed )

1.00

'

Long term Medium term

(e.g. dead +snow)

)

1.25

Short term (e.g. dead+ snow+ wind, when largest diagonal dim. of loaded area > 50m)

1.50

Very short term (e.g. dead+ imposed+ wind, when largest diagonal dim. of loaded area:<> 50m)

1.75

2

Note: 1.5 kN/m imposed load for domestic buildings should be treated as long term. I

j

'

J

'

j

0

)

'

)

'

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ARUJP

(

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4.6 Timber (5/9)

K7

Depth in bending Width (greatest dimension) for axial tension only

K14 (

1

1.175 1.150 (

1

L\

\

1.125

1\

1.100

.

I

\

1.075

i

'

olj

1.050

:0:

1.025

\.

""

f!

. 0

u

1.000

LL

c

0.975

:g

0.950

K1

0

,~

"""

K1

I~

'\.

J

0.900

r ',

K, •

~ ~

0.925

0

:;;

K,.

~

1'---~

0.875

......._

0.850 I

--- -

r- r--

~

t:::::::.......

0.825

'

0.800 0

100

200

300

400

500

600

700

800

900

1000

Depth or Width, h (mm) (

1

I

'

Ks

Load Sharing systems 1.1 (eg: 4 or more floor joists, rafters, wall studs)

K12

Slenderness For slenderness ratio A (=le I i) < 5 A;:::5

=1 K12 is a function of A and E I

K12

For solid members, including load sharing systems For horizontally laminated C24 members The value of Oc, 11 is the grade stress multiplied by K3 (

E E

aG,II

= Emin = E mean

l

0.9 (

l

0.8

i"' '

(

'""'

"'

0.7

..: 0.6

.s

".

I C241ong term (i.e E/cr=1370)

~

~

~ ~24 ~ ~~

medium term (i.e E/cr=1140)

LL

c 0.5 .!2

'1ii

( '

"""

:0

0.4

C24 short term (i.e E/cr-910)

~~~

0

:;;

0.3

Limit A=180 for long & medium term loading

/

~ ~ t::::--.~*"'

0.2

~

0.1

-...::::::-

t:===:---~ r---= t------.::::::__-::-

-

0 (

'

'

0

50

100

150

200

250

·,

I

Slenderness Ration, A


i

ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR

i..,_:


Updated July 2002 r ,

ARUJP

J

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II I

J 4.6 Timber (6/9)

4.6.7

~

MODIFICATION FACTOR COMBINATIONS (Examples)

j

For solid timber: Bending

II

Om,grade eg:

X

K3

X

K7

C24

Medium

200mm

7.5

1.25

1.05

X

(Ks)

=

O'm,adm

9.8 N/mm•

J

'

"'"""" J

I

Tension

Ot,grade

X

~

X

K14

X

(Ks)

=

Ot,adm

j

eg:

C16

Short

150mm

3.2

1.5

1.08

5.2 N/mm 2 ~

'

\

Com(2ressionac ,grade eg:

Shear

X

K3

X

K12

C24

Long

{A.=100)

7.9

1.0

0.40

Tgrade

X

K3

X

(Ks)

=

Oc,adm,ll

3.2 N/mm•

X

(Ks)

=

Tadm

)

)

'

eg:

C24

Long

0.71

1.0

0.7 N/mm 2

For rectangular sections, a parabolic stress distribution is assumed i.e. max shear stress = 3F/2ht

I

'

4.6.8

DEFLECTION Generally, BS 5268 Pt. 2, Cl 2.1 0. 7 recommends that total deflection under dead and imposed load:

Notes:

<= 0.003 L <= 14 mm

to limit vibration of floors

J

' )

'J

1.

Deflection must include bending and shear components. For a central point load, shear deflection= 3 WU8Ght (where G = E/16).

2.

For glulams, dead load component can be reduced by precambering.

3.

E = Em;n (individual members on which integrity of structure depends) \ J

= Emean {load-sharing systems)


'

J

\

'

\

J

i

....... I

ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Updated July 2002

ARUJP

• J

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4.6 Timber (7/9)

4.6.9

FASTENERS This section deals only with lateral loads on nails, screws and bolts in timber of strength class C16 (capacity of fixings in C24 and C27 timber are up to 20% higher- see BS 5268 Pt. 2). Design procedure 1.

Determine

2.

Determine BASIC fastener capacity below).

3.

Modify BASIC capacity by relevant factors

4.

Check that

• • •

APPLIED fastener shear loads (Fa) (for bolts) angle of loads to grain (a) member thicknesses/nail or screw penetrations Fb

(for bolts, this is a function of a- see diagram

(K(nJ)

to obtain PERMISSIBLE loads

Fadm

Fa::; Fadm

Selected modification factors

Load Duration

'

(

r '

Nails K.s /Screws

Long Term

1.00

Medium Term

1.12

Short Term

1.25

Number of Fasteners in Line

Bolts

Effect of load duration is included in table of capacities below.

Nails Kso/Screws K54

Bolts Ks1

n < 10

1.0

1 - 0.03 (n- 1)

n >= 10

0.9

0.7

Timber fixed to steel plate

r '

Ks2

Nails/Screws K.s

Bolts K.s

Where lp1ate;, 1.2mm & 0.3 dia

When tprare ;, 2.5mm & 0.3 dia 1.25 (a= 0')

1.25

r ,

1.00 (a= 90')

Fastener spacing Key: N N/St NPr Sc t

-nails - nails through steel plates -nails in pre-drilled holes -screws -timber thickness

NAILS AND SCREWS ( '

(

IIll

N

20d

N

20d

NISI

14d

NISI

14d

NPr/Sc

10d

NPr/Sc

10d

I ....

I

•·

'" I

N NISI NPrfSc

1

~~~~~7d(loadedend) ..

1 5d

10d 7d 3d

(edgadiStanee)

(

'

(

'

I


r ,

ARUIP

'

J

\

J

Nails - lateral strength

'

)

Fadm = Fb x ~s x K5o (x ~ 6 ) (x 1.15 if pre-drilled holes)

,--1

4.6 Timber (8/9) '

Basic single shear lateral loads for round wire nails driven at right angles to the grain (from table 61 BS 5268 Pt. 2)

Diameter of Nail

Standard penetration

Basic lateral load per nail

(mm)

(mm) headside and

in C16 timber

Stock Sizes of Nails

\

j

pointside

2.7

32

258

65 60 50 45 40

3.0

36

306

65 60 50

3.4

41

377

75 65 60

3.8

46

453

75

4.2

50

534

100 90 75

4.6

55

620

100

5.0

60

712

125115 100

5.5

66

833

125

6.0

72

962

150

I

J

~

J

'

)

-

Screws - lateral strength

Basic single shear lateral loads for wood screws inserted into pre-drilled holes at right angles to the grain (from table 66 in BS 5268 Pt. 2)

Screw shank diameter (mm)

Standard penetration

Basic lateral load per screw in C16 timber

Headside (mm)

Pointside (mm)

3

11

21

205

4

14

28

361

5

18

35

550

' J

6

21

42

765

7

25

49

1011

8

28

56

1286

10

35

70

1608

I

I

J

'

)

,-, I

)

'

)

Non-standard penetrations Where the penetrations are less than the standard values above, the basic load should be multiplied by the smaller of: (a) actual to standard headside penetration, or (b) actual to standard pointside penetration For nails, neither ratio should be < 0.66 For screws, minimum headside member thickness = 2 x shank diameter

! ' J


ARUJP

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'-' r '

4.6 Timber (9/9)

r ,

Basic single shear loads for one bolt in a two-member joint (from table 70 in BS 5268 Pt. 2)

Basic shear load for one bolt in C16 timber as a function of

Actual Thickness of

Nominal bolt size

load duration

thinner member* Parallel to grain

47

( '

60

r,

C

I

72

'

97

(

Perpendicular to Grain

LT

MT

ST

LT

MT

ST

M8

1.22

1.44

1.59

1.13

1.33

1.47

M10

1.54

1.95

2.20

1.36

1.72

1.96

M12

1.80

2.29

2.61

1.56

1.98

2.26

M16

2.30

2.91

3.32

1.91

2.42

2.76

M20

2.73

3.47

3.95

2.19

2.78

3.17

M24

3.12

3.95

4.51

2.41

3.06

3.49

M12

2.30

2.91

3.19

1.99

2.53

2.88

M16

2.93

3.72

4.24

2.44

3.09

3.53

M20

3.49

4.43

5.05

2.80

3.55

4.05

M24

3.98

5.05

5.75

3.68

3.90

4.45

M16

3.52

4.46

5.09

2.93

3.71

4.23

M20

4.19

5.31

6.06

3.36

4.26

4.85

M24

4.77

6.06

6.90

3.69

4.68

5.34

M16

4.63

5.46

6.03

3.94

4.77

5.25

M20

5.64

7.16

8.16

4.52

5.74

6.54

M24

6.43

8.16

9.30

4.97

6.31

7.19

M24

9.74

11.46

12.64

7.54

9.52

10.45

I

147

*The loads for intermediate thicknesses may be obtained by linear interpolation.

Bolts - lateral strength

i....,

(

\

! ~

Basic load for bolts at an angle to the grain a

(

\

I

L-

F;; '

~

Grain direction

I

I

F a

!

=

F;;Fj_

r1711

• 2 sm a+ F j_ cos 2 a

i..... (

I

F.L

L

r

I


r ,

ARUJP

4.7 Masonry (1/9)

4.7

MASONRY

I

)

4.7.1 RULES OF THUMB Ultimate resistances in compression Wall sizing: e < 0.05 t ; grade (iii) mortar (Note: For cavity walls load is applied to inner leaf only.) BS 5628 : Pt 1 Cl 28.1. limits slenderness ratio to 27

' )

BOO

'E1so -..

'

J

I

J

~ 700

-6so ~ 600 r::::

/215 brick wall (35N brick)

.fl II)

550 "iii 500 (J) .... 450 ~ 400 -~ 350

~

r---

(J)

a. 300

/

E 250 0

(.) 200 (J) (ij 150 E 100 :;:::; 5 50 0 1.0

- --........

100 brick+ 140 block {10N block ~

Jl..

2.0

2.5

-:I

~ ...........

/1100 brick + 100 block (3.5N block)l

...

3.0

3.5

4.0

4.5

5.0

5.5

J

I

-- --- --- -- -----... .....

;/

1.5

~

j

I

6.0

Effective wall height (m) Pier sizing: e < 0.05 t; 20N brick; grade (iii) mortar BS 5628 : Pt 1 Cl 28.1. limits slenderness ratio to 27

,...._ I

300

-z

\ J

275

~250

/L440x327 ier

(J)

g 225

co ti

-

"

200

'iii ~ 175 (J)

j

I

r-- r--.._

.2:: 150 II)

'

......

--......

J

I

II)

215x 327 pier

~ 125

c..

,.. /

§ 100

215x215pier

(.)

$ 75 co ~ 50

5

Ji

---

/

25

0 1.0

' J

,..., :,

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

5.5

6.0

Effective pier height (m)

J

I

,., I

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. VER 3.0 I Aug 98

ARUJP

/

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I

j

I

:

[

4.7 Masonry (2/9)

Initial sizing rules Trial wall thicknesses: For compressive loading only:

(

\

Supported top and bottom

Supported at base only

Solid

H/16

H/8

Cavity*

H/11

H/5.5

H is wall height

Min. leaf thickness 100mm

• Wall thickness is sum of leaf thickness ( '

For lateral loading: solid walls, Height = 1/40 distance between supports cavity walls, Height= 1/30 distance between supports

4.7.2 LOAD FACTORS (From BS 5628 Part 1 Clause 22)

Load Combination

Load Type

(Including Earth

Dead, G,

Imposed,

a,

and Water Loading

Earth and

Wind,

Water, E,

w,

Adverse

Beneficial

Adverse

1.4

0.9

1.6

0

1.4

-

2. Dead and Wind

1.4

0.9

-

-

1.4

1.4*t

3. Dead, Imposed

1.2

1.2

1.2

1.2

1.2

1.2t

Where Present) 1. Dead and

Beneficial

Imposed

and Wind t Use 0.015G, if greater than factored W,.

'

(

• A partial factor of 1.2 may be used for freestanding walls and laterally loaded walls panel, whose

......

removal would in no way affect the stability of the remaining structure .

'

4.7.3 MATERIAL FACTORS (From BS 5628 Part 1 Table 4) (

\

Partial safety factors for material strength Construction Control

Manufacturing (

Control

\

Special

Normal

Special

2.5

3.1

Normal

2.8

3.5*

• Use for initial sizing Note particular requirements for use of 'Special' category

( '


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4.7 Masonry (3/9)

4.7.4 MODULAR DIMENSIONS (Brickwork) 102.5, 215, 327.5, 440 ~~=-~--~~--~~~~~

0

' J

' i

Mortar Thickness

= 1Omm

(n x225)- 10

-

4.7.5 TYPICAL UNIT STRENGTHS Material and BS

Class

Typical unit compressive strength (N/mm2 ) '

Fired-clay bricks (BS 3921)

Calcium silicate bricks (BS187)

Engineering At

> 70

Engineering Bt

>50

Facing brickst

10-50

Common bricks

10-30

Class 7

48.5

Class 6

41.5

Class 5

34.5

Class 4

27.5

Class 3

20.5

Reconstructed stonet (BS 6457)

'

I

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7-20

Concrete bricks (BS 6073: Part 1) Concrete blocks (BS 6073: Part 1)

j

Dense solidt

7,10-35

Dense hollowt

3.5, 7, 10

Lightweightt

2.8, 3.5, 4, 7 (10)

Dense solid

As dense solid concrete blocks

Natural stonet (BS 5390 and BS

Structural quality

15-100

I

•

8298)

J

{dependent on stone type, bed, location, etc.)

t These are often selected by client or architect for appearance or thermal performancecheck this, and establish strength, before starting to size members. ~ '

j

,..., c

J

~ '


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......,

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4.7 Masonry (4/9)

4.7.6 MASONRY COMPRESSIVE STRENGTH (BS 5628, Pt. 1, Table 2) (

Characteristic compressive strength of masonry' f.k• in N/mm2

1

(a) Constructed with standard format bricks Mortar

NOTE TO TABLE OF fk

Compressive strength of unit (N/mm')

1. For piers, columns, and short

desig-

walls with plan area A (in m') ~ 5

10

15

20

27.5

35

50

70

100

(i)

2.5

4.4

6.0

7.4

9.2

11.4

15.0

19.2

24.0

(ii)

2.5

4.2

5.3

6.4

7.9

9.4

12.2

15.1

18.2

(iii)

2.5

4.1

5.0

5.8

7.1

8.5

10.6

13.1

15.5

(iv)

2.2

3.5

4.4

5.2

6.2

7.3

9.0

10.8

12.7

nation

'

(

0.2m', multiply fk by (0.7 + 1.5A). 2. For 'half-brick thick' brick walls, multiply Table (a) values by 1.15. 3.

For 90

modular

X

90mm section

bricks,

multiply the

Table (a) values by: (b) Constructed with blocks having a ratio of height to least horizontal dimension f

of0.6

1

Mortar nation

2.8

3.5

5.0

7.0

10

15

20

35 or greater

(i)

1.4

1.7

2.5

3.4

4.4

6.0

7.4

11.4

(ii)

1.4

1.7

2.5

3.2

4.2

5.3

6.4

9.4

i '

4. For unfilled hollow blocks, interpolate between Tables (b) and (c) as necessary.

I I

i,...,.

5. For solid and concrete-filled

r ,

r '

(iii)

1.4

1.7

2.5

3.2

4.1

5.0

5.8

8.5

(iv)

1.4

1.7

2.2

2.8

3.5

4.4

5.2

7.3

(c) Constructed from hollow blocks having a ratio of height to least horizontal

\

Mortar

0.6 and 2.0, interpolate between Tables (b) and (d) as necessary. 6. For squared natural stone and between Tables (b) and (d) as


necessary.

designation

2.8

3.5

5.0

7.0

10

15

20

35 or greater

(i)

2.8

3.5

5.0

5.7

6.1

6.8

7.5

11.4

(ii)

2.8

3.5

5.0

5.5

5.7

6.1

6.5

9.4

7. For random rubble natural

'

I'"-

hollow blocks, with height:least horizontal dimension between

reconstructed stone, interpolate

dimension of between 2.0 and 4.0

.......

(

= brick


desig-

I

1.25 if wall thickness width, 1.1 otherwise

stone, take 75% of squared natural stone values. If using lime mortar, take 50% of strength for grade (iv) mortar.

(iii)

2.8

3.5

5.0

5.4

5.5

5.7

5.9

8.5

(iv)

2.8

3.5

4.4

4.8

4.9

5.1

5.3

7.3

1

IL.... r ,

L

MORTAR STRENGTHS

(d) Constructed from solid concrete blocks having a ratio of height to least

Desig-

horizontal dimension of between 2.0 and 4.0

nation

Mortar

Compressive strength of unit (N/mm 2 )

(i)

designation

2.8

(i)

2.8

3.5 3.5

5.0 5.0

7.0 6.8

10 8.8

15 12.0

20

35 or greater

14.8

22.8

Cement:Lime:Sand

1:0-)1.,:3

(ii)

1 : Y:z: 4 -4Y:z

(iii)

1:1:5-6

(iv)

1:2:8-9

Pure lime 0 : 1 : 3

r , I

(

(ii)

2.8

3.5

5.0

6.4

8.4

10.6

12.8

18.8

(iii)

2.8

3.5

5.0

6.4

8.2

10.0

11.6

17.0

(iv)

2.8

3.5

4.4

5.6

7.0

8.8

10.4

14.6

See also Section 4.7.12, and BS 5628, Pt1, Table 1.

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4.7 Masonry (5/9)

Wp

t1

~..

t2

te = t max

Sp

or 2/3 (t1 + t2)

te = t

tP ''

'

te = t x k

[whichever greater]

Values of K for the design of piers (From BS 5628, Pt. 1, Table 5) Ratio of pier spacing

' j

Ratio of pier thickness to actual thickness of wall or leaf (t, I t)

(centre-to-centre) to 1

2

3 and thicker

1

1.4

2

10

1

1.2

1.4

20 (or more)

1

1

1

pier width (s, I w,) 6 (or less)

Reduction factor 13 (From BS 5628, Pt. 1, Table 7) Capacity reduction factor, Slenderness

:/ /

t

~ /

Eccentricity at top of wall, e

L

Up to

0

:;;

~

Pt

ratio: l.ft.

i

0.11

0.21

0.31

/

1.00

0.88

0.66

0.44

1/~

6

1.00

0.88

0.66

0.44

1.00

0.88

0.66

0.44

10

0.97

0.88

0.66

0.44

12

0.93

0.87

0.66

0.44

14

0.89

0.83

0.66

0.44

16

0.83

0.77

0.64

0.44 0.44

18

0.77

0.70

0.57

20

0.70

0.64

0.51

0.37

22

0.62

0.56

0.43

0.30

24

0.53

0.47

0.34

26

0.45

0.38

27

0.40

0.33

'i

l I

'

)

L

/

0.051

8

'

'

Le= 0.75L

Le=2L

'

j

'

J

L DPC Le= 1.0L

\ J

Linear interpolation between eccentricities and

slenderness ratios is permitted

Vertical load resistance of wall or column per unit length: 13tfk

P=--

Ym where

', J

13 = capacity reduction factor from above table t =actual wall, column, or leaf thickness fk = characteristic compressive strength from table Ym =partial safety factor for material from Table 4.7.3- use 3.5 for sizing.

'

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' J THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. VER 3.0 I Aug 98

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4. 7 Masonry (6/9)

4.7.7

SIZING EXTERNAL WALL PANELS •

• r '

•

(

;

• •

(

1

•

Walls in buildings up to four storeys high and subject only to lateral loads may be sized as below. Gravity stresses generally improve capacity to resist wind, and so thickness may be guesstimated for higher load bearing walls. Applicable only in areas with many windbreaks (cities, towns, woodland etc.) within the defined wind zones. Thickness of wall should be at least: For solid wall: 1/40th of distance between supports total thickness 1/30th of distance between supports; each leaf For cavity wall: min. 1OOmm thick; cavity width 1OOmm max; wall ties 900 x 450mm spacing; mortar grade (i), (ii) or (iii) Treat pitched gable walls as rectangular panels with height taken at mid-height of roof slope. Openings (windows, doors, etc.) only if either: -Openings are entirely framed by lateral restraints (floors, roof, crosswalls, etc.) or -(a) the total area of openings is less than the lesser of 10% of the maximum tabulated area 25% of the actual wall area and -(b) no opening is less than half its maximum dimension from any edge of the wall panel (other than its base) and from any adjacent opening. If above conditions not satisfied, calculate wind forces and use Table in 4.7.8 or design to BS 5628: Part 1.

r ,

Maximum permitted areas of certain walls

'

(

Wind Height

------

zone

c

B

A

D

Cavity 190mm Cavity 90mm Cavity 90mm Cavity wall (

wall

1

2

3 ;

4 (

wall

solid

wall

solid

wall

wall

wall

F 90mm Cavity 190mm

solid

solid

wall

wall

wall

wall

solid

I

H

G

90mm Cavity

;

I

(

solid

E

avity 90mm Cavity 90mm Cavity 90mr solid wall solid wall solid

wall

wall

wall

wall

wall

m

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

m'

5.4

11.0

13.5

17.5

19.0

26.5

28.5

20.5

29.0

32.0

41.0

32.0

41.0

8.5

10.0

14.0

19.0

19.5

30.5

10.8

9.0

11.5

13.0

15.5

17.5

21.5

15.5

23.5

24.0

32.5

32.0

41.0

7.0

8.0

10.0

14.5

15.5

21.5

5.4

9.5

12.0

14.0

17.0

21.0

24.0

17.5

25.5

27.0

35.5

32.0

41.0

7.5

8.5

10.5

16.5

17.0

24.5

10.8

8.0

9.5

11.5

14.0

13.5

17.5

13.0

20.5

19.0

28.5

28.0

36.5

6.0

7.0

9.0

11.0

13.0

17.5

5.4

8.5

10.5

12.5

15.0

15.5

20.0

14.5

22.5

22.0

31.0

30.5

40.5

6.5

7.5

9.5

13.5

14.5

20.0

10.8

7.0

8.5

10.0

12.0

11.5

15.5

11.0

17.5

14.5

24.5

24.5

31.5

5.0

6.0

7.5

9.0

11.5

15.0

5.4

8.0

9.5

11.0

13.5

13.0

17.0

12.5

19.5

18.0

27.5

27.0

35.0

6.0

6.5

8.5

10.5

12.5

17.0

10.8

6.5

7.5

9.0

11.0

10.5

13.5

9.5

14.5

12.5

21.0

21.5

27.5

4.0

5.5

6.5

7.5

10.0

12.5

;

Notes:

1. Cavity wall:

100mm outer leaf (any bricks or blocks not less than 14.0 N/mm') 1OOmm inner leaf (any bricks or blocks not less than 3.5 N/mm'). If either leaf is increased to 140mm, increase the areas by 20%

I

,

2. Solid walls:

Single leaf, collar-jointed, grouted cavity. Any bricks or blocks not less than 3.5 N/mm'

3. Wind zones:

As BS 5628 Part 3 Figure 1.


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4.7 Masonry (7/9)

4.7.8

'"""'l

FLEXURAL STRENGTH OF MASONRY

' J

Characteristic Flexural Strength of Masonry, f"", in N/mm'

Mortar designation

Plane of failure parallel to bed

Plane of failure perpendicular to

joints (spanning vertically)

bed joints (spanning horizontally)

(i)

(i)

(ii) and

(iv)

(ii) and

(iii)

' J

(iv)

(iii)

'

!

'

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l

j

'

j

'

j

Clay bricks having a water absorption: less than 7%

0.7

0.5

0.4

2.0

1.5

1.2

between 7% and 12%

0.5

0.4

0.35

1.5

1.1

1.0

over 12%

0.4

0.3

0.25

1.1

0.9

0.8

Calcium silicate bricks

0.3

0.2

0.9

0.6

Concrete bricks

0.3

0.2

0.9

0.6

Concrete blocks (solid or hollow) of compressive strength in N/mm': 2.8

used in wall

3.5

thickness* up

7.0

to 100mm

2.8

used in wall

3.5

thickness* of

7.0

0.25

0.15

0.2

0.4

0.45

0.4

0.60

0.5

0.25

0.2

0.25

0.2

250mm

0.35

0.3

10.5

used in walls of

0.75

0.6

14.0

any thickness*

0.90t

0.7t

0.25

0.1

0.40

0.2

and

',

' '

over • The thickness should be taken to be the thickness of the wall, for a single leaf wall, or the thickness of the leaf, for a cavity wall. For concrete blocks 100-250mm thick, interpolate. t When used with flexural strength in parallel direction, assume the orthogonal ratio ~=0.3

'

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Note: Mortar designation as in Table 4.7.6

4.7.9

INTERNAL NON-LOADBEARING MASONRY WALLS For single-leaf wall of length Land height H, with adequate lateral restraint. calculate the minimum thickness required from the graph:

' j

Extract from BS5628: Part 3, figure 6.

Note: This graph only applies where significant internal wind pressures cannot occur.

20

40 60 80 100 Length I thickness ratio

120

'

j

'

J

•

J

•

J

'

J'

140 I


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4. 7 Masonry (9/9)

For cavity wall with wall ties, sum of leaf thicknesses to be not less than 1Y2t where t is calculated as above. Note that the presence of openings, chases, and movement joints may demand greater thickness and/or additional intermediate restraints. r

4.7.10 FREESTANDING MASONRY WALLS

'

Thickness of freestanding walls (Single leaf, unstiffened by piers) (

1

Wind zone

Max. ratio of height (above

Max. ratio of height {above

lateral restraint): actual

d.p.c.t): actual thickness

thickness '

( I

I

'

1

8.5

6.4

2

7.5

5.6

3

6.5

4.9

4

6.0

4.5

t Assume d.p.c. cannot res1st flexure. Notes:

1. Unit compressive strength

2

3.5 N/mm 2, density

2

1400 kg/m 3•

2. Applicable only in areas with many windbreaks (cities, towns, woodland, etc.)- elsewhere calculate wind

r .

forces and design as gravity wall or to BS 5628: Part 1.

i

3. Wind zones as BS 5628 Part 3 Figure 1

4.7.11 JOINTS r ' '

Recommended Vertical Joints in Masonry

'-"

Material

r

Max. joint spacing (m)t

Joint width (mm)

Max. aspect ratio*

1.3 x spacing in

3:1 (suggested)

1

Fired-clay bricks

15 12 (preferable)

r ,

Calcium silicate (sand-

i

lime) bricks

w

Concrete blocks and

r

metres (minimum)

7.5-9

10 (typical)

3:1

6

10 (suggested)

2:1

6

10

3:1 (suggested}

bricks

1

i

l.,..

Natural stone cladding in cement-based mortar

'

( I

t Use max of half these values for joint nearest corner (Internal or External) * Ratio of panellength:panel height for solid panel; if openings, check each sub-panel separately and consider

L

reinforcement for ratios beyond max. value.

Horizontal joints in non-loadbearing masonryt (BS 5628 Part 1 Cl 29.2.2)

r

'

Uninterrupted wall height

Joint spacing (m)

Joint width (m)

Multi-storey

9m or every third storey (whichever

Allow 1mm per metre between

is less), but can omit if building is

masonry support and top of

less than 12m with four or fewer

masonry below; minimum 10mm

storeys

r

1

Storey-high t

At head of wall

Allow 1mm per metre

Consider also other requirements for joint (acoustic and thermal insulation, weathertightness, fire separation, etc) when selecting joint filler.

f

I

i ~

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. VER 3.0 I Aug 98 ( '

ARUIP

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4. 7 Masonry (9/9) I

4.7.12 OTHER ISSUES

' J

Non-structural issues influencing decisions on material strength, wall thickness, and mortar grade: Issue

Influence on

Weathertightness

Wall thickness

Recommendation Use cavity construction (min. 90mm thick outer leaf), or assume min. solid wall thickness for Sheltered/Moderate exposure (Table 11, BS 5628: Part 3): Rendered Clay/calcium silicate/dense concrete/reconstructed stone- 190mm; ',

Lightweight concrete- 140mm.

,...,

Unrendered 440mm Durability

)

' j

Material, strength,

See Table 13 BS 5628: Part 3.

mortar grade.

For unrendered external walls with high [and low] risk of saturation:

Conservatively, for

Fired-clay units - FL,FN [ML,MN] in (i), (ii),[iii] grade mortar;

sizing, choose lowest

Calcium silicate units- classes 2-7 in (iii),[iv] mortar*;

unit strength and mortar

Concrete bricks

grade to satisfy

Concrete blocks (any strength) in (iii), [iv] mortar*.

durability

For internal walls and inner leaves of cavity walls:

2

'

~ J

15 [7] N/mm' in (iii) mortar;

~ I,

Fired-clay units - any in (i)-(iv) mortar;

l I

Calcium silicate units- classes 2-7 in (iii) or (iv) mortar; Concrete bricks -

2

7N/mm' in (iv) mortar;

)

,...,

Concrete blocks (any strength) in (iii) or (iv) mortar.

I

• See remarks on table 13C for mortar grade (iv). Fire resistance

Material and whether

See Table 16, BS 5628: Part 3.

solid/perforated/hollow;

A 1OOmm unplastered wall or leaf of a cavity wall will give 2 hour fire resistance

thickness

I

J

I

)

I

)

in all materials and loading conditions (sometimes conservatively) except: Fired-clay bricks/blocks with voids or perforations (75-1 00% solid - use min. 170mm thickness); Hollow concrete blocks with gravel or natural stone aggregate (limestone OK)min. 200mm thickness with vermiculite-gypsum plaster. Pay attention to joints around panels.

Thermal

Material, strength,

This often dictates use of cavity wall with lightweight/hollow- hence WEAK-

insulation (and

thickness of external

concrete blocks, typically 2.8-7 N/mm 2 and 100-150mm min. thickness; this

avoidance of

walls

may be a problem on multi-storey loadbearing wall construction. Applied insulation in cavity or on inner [or outer] face may be used. This must be

condensation)

resolved with architect/service engineer EARLY in design.

I I

'

}

,..., I

Sound absorption

Material, strength,

See Building Regulations Approved Document E1

and noise

thickness

Airborne sound resistance where necessary (e.g. between dwellings) is typically

reduction

'i

'

J

l

)

achieved by: Single leaf walls- 215mm plastered brickwork (min. density 1610kg/m 3 ) or dense blockwork (min. density 1840kg/m 3 ), or 190mm unplastered concrete (min. density 2200kg/m

3

I

);

Cavity walls -two 102mm leaves of plastered brickwork (min.density 1970kg/m 3 ), two 100mm leaves (50mm cavity) of plastered dense blockwork (min. density 1990kg/m 3 ), or two 1OOmm leaves (75mm cavity) of plastered drylined lightweight blockwork (max. density 1600 kg/m 3 ). Pay attention to joints aroud panels.

' J

,..., I

Appearance

Material, strength

Architect's choice- must be resolved EARLY as it profoundly influences structural design.

Health and safety

Thickness of unit

Units weighing more than 20kg should not be used if one-man laying is intended (which is normal). E.g. max. thickness dense blockwork at 2000kg/m

3

thicker wall required ( tcheck strength with manufacturer).

ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. VER 3.0 I Aug 98

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,...,

is 105mm

(standard 440x215 block). Consider collar-jointed wall or blocks laid on side t if


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,...,

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4.8 Aluminium (1/2)

'

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4.8

ALUMINIUM

4.8.1 MAIN STRUCTURAL ALLOYS Typical uses:

r ,

Curtain walling Rainscreen cladding Glazing arms/rails

Alloy

Condition

Product

Range of

Dura-

thickness

bility.

(mm) Heat-

6063

T4

Extruded

0-150

treatable

(H9)

T6

Extruded

0-150

\__.

6082

T4

Extruded

0-150

(H30)

T6

Extruded

20-150

5083

0

Sheet, plate

0.2-80

(N8)

H22

Sheet, plate

0.2-6

Limiting stress (N/mm 2 ) Po

B

B

Pa

Pv

65 (65]

85 (85]

40 [40]

160 [80]

175 [87]

95 [47]

115 [115]

145 [145]

70 [70]

270 [135]

290 [145]

160 (80]

(

NonI-<

heattreatable

(

A

105 [105]

150 [150]

65 [65]

235 [105]

270 [121]

140 [63]

' where:

\__.

Po is the limiting unfactored stress for bending and overall yielding Pa is the limiting unfactored stress for local capacity of the section in tension or compression Pv is the limiting unfactored stress in shear

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A material factor up to 1.3 must be used with these numbers

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Figures in square brackets [] apply to all material within 25mm of a weld zone. • For durability see corrosion protection table below.

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4.8.2 DURABILITY (General corrosion protection of aluminium structures)

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P = Protection is required (see BS 8118 · Part 2) Alloy

Material

durability

thickness

rating

(mm)

Protection needed according to environment

Rural

\__.

Industrial/urban Moderate

Severe

'

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'--' (

\

Immersed

Atmospheric

1

Marine Non-

Moderate

Severe

Fresh

Sea

water

water

industrial A

All

None

None

p

None

None

p

None

None

B

<3

None

p

p

p

p

p

p

p

~3

None

None

p

None

None

p

p

p

I...

4.8.3 TYPICAL PHYSICAL PROPERTIES

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Density Young's modulus Thermal coefficient

2710 kg/m 3 70 kN/mm 2 23 X 10·6 °C

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4.8 Aluminium (2/2)

4.8.4 DESIGN Design in accordance with BS 8118: 1991 BS 8118 : 1991 uses the limit state for design.

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Aluminium comes in the following forms: -extrusion -cast -plate -sheet

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Usually buckling in compression is critical.

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4.9 Stainless Steel (1/3)

4.9

STAINLESS STEEL As described in Notes on Materials: 190 the system of designation for stainless steel has been changed by the introduction of BS EN 10088. The mechanical properties given below are for the grades in BS EN 10088. The nearest equivalent old designation is also given.

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4.9.1

MATERIAL GRADES For structural use with high resistance to corrosion· use austenitic or duplex stainless steels Suggested grades for atmospheric applications

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Location Steel I

grade

•

Rural

Urban

Industrial

Marine

L

M

H

L

M

H

L

M

304L

,/

,/

,/

,/

,/

( ,/)

( ,/)

316L

0

0

0

0

,/

,/

duplex

0

0

0

0

0

0

H

L

M

H

( ,/)

X

,/

( ,/)

X

,/

,/

( ,/)

,/

,/

( ,/)

0

0

,/

0

0

,/

2205 I

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L - Least corrosive conditions within that category.

WARNING: Consult Arup Swimming Pool Design Guide

M -Typical of that category.

where appropriate.

H - Corrosion higher than typical. I

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0 - Potentially over-specified for corrosion . ./-The optimum choice for corrosion resistance. X- Likely to suffer excess corrosion. ( ./ ) - Can be considered if precautions are taken.

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4.9.2 MECHANICAL PROPERTIES '

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Old

Material Name

designation

Material

0.2% proof stress

UTS

number

(N/mm')

(N/mm 2 )

r, L

Hot

Bars,

Hot

Bars,

Hot

Rolled

rods

Rolled

rods

Rolled

rods

Plate

+sectio

Plate

+secti

Plate

+secli

ons

ns (

Elongation(%)

Bars,

ons

' 304L

X2CrNi19-11

1.4306

200

180

304 S11 316L

X2CrNiMo17-12-2

1.4404

220

200

316S11 316L

X2CrNiMo18-14-3

1.4435

220

200

316S13 Duplex

X2CrNiMoN22-5-3

1.4462

460

450

2205 r

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500 to

460to

650

680

520 to

500 to

670

700

520 to

500 to

670

700

640to

650 to

840

880

45

45

45

40

45

40

25

25

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4.9.3 PHYSICAL PROPERTIES Old

Material

Density

Thermal expansion

Thermal

Heat capacity

designation

Number

(kg/m 3 )

20-100'C (1o·•t C)

conductivity

(J/kg'C)

(W/mC)

304L

1.4306

7900

16

15

500

316L

1.4404

8000

16

15

500

duplex 2205

1.4462

7800

13

15

500

4.9.4 DESIGN STRENGTH

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The basic design strength, Py, may generally be taken as the 0.2% proof stress given in 4.9.2 as those are minimum values. The exception is Duplex 2205 where a maximum of 450N/mm 2 should be used and this should be verified by mill certificates. For duplex 2205 with thickness 1O
4.9.5 ELASTIC PROPERTIES Design values of elastic properties

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Young's modulus, E (N/mm 2 )

Shear

Transverse

Longitudinal

direction

direction

modulus, G (N/mm

2

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)

Transverse

Longitudinal

direction

direction

304L

200 000

200 000

76 900

316L

195 000

190 000

74 000

duplex 2205

205 000

200 000

77 900

m

k

2.22

7.50

2.22

5.50

2.05

8.00

2.00

6.00

0.91

4.00

0.89

4.00

k

m

1 ' )

Deflection calculations For estimating deflections, use the secant modulus:

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P1 and Pc are the values of pin the tension and compression flange respectively. k and m are constants obtained from the previous table.

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' j THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

ARUP

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4.9.6 AVAILABILITY Sheet, plate, bar and tubes widely available for 304L and 316L. Similar for duplex 2205 but not as widely stocked. Certain rolled sections available for 304L and 316L. None for duplex 2205. UTS

fv High tensile rod (

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Weldable

Sizes (mm)

1350

N

4- 11 !jl

1100

N

950

N

12-19$ 19-25 !jl

Reinforcing bar and

300

500

N

6-50 !jl plain

plain rod

460

625

6 - 32 !jl deformed

180

N y

180+

y

l,c,L 250-300 100 !jl 0

Structural sections

6-50 !jl

0

400 !jl

4.9.7 REFERENCES r ,

1. SCI, Concise guide to the structural design of stainless steel. 2. BS EN 10088: 1995, Stainless steels, Parts 1-3

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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLy WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98

ARUIP

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5. Foundations (1/7)

5.

FOUNDATIONS

5.1

GENERAL PRINCIPLES

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All foundations should be taken down to an adequate bearing stratum, which ensures the settlement under load will be acceptable to the structure. Settlement under loads should always be considered. This may be done by calculation and/or by reference to successful use of similar foundations in similar materials, preferably in the local neighbourhood of the site. Advice from Building Control Engineers is helpful in this respect. '

In assessing settlement the interaction between foundations needs to be considered plus the overall load of the complete structure as well as the loading of an individual foundation. Settlement arises from the following: Undrained elastic settlement which occurs on loading and hence during construction Consolidation settlement of clays as porewater pressures dissipate (time dependant) secondary consolidation of soft clays and peat (time dependant) creep of fill (time dependant) settlement induced by construction vibration, seismic loading or inondation creep of natural granular deposits (time dependant but usually small) Foundations should be taken to a depth at which they will not be affected by seasonal changes, including both frost and action and swelling and shrinkage due to changes of water content. Frost action is particularly important in silty soils, including chalk, and shrinkage is important in many clays, especially if there are trees nearby. BRE Digests and NHBC guidelines provide advice on foundations in clay deposits which have become desiccated due to vegetation. It is important that all foundation designs are reviewed by a geotechnical engineerpreferably in advance of any design decisions. In addition advice may be required to determine the geological character of the founding strata and whether any unusual features may be present.

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. VER 3.1/March 99

ARUJP

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5.2

APPROPRIATE FOUNDATION SOLUTIONS APPROPRIATE FOUNDATION TYPE SOIL CONDITIONS

AND LOCATION

1.

DESIGN COMMENTS

-It· Lbti., boOW,.Udop~" ·r< . . .•. '

. ··oence nrui1Ugreatdepth '·.· ..

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. . . ···.··

Spread footings most appropriate for conventional foundation needs. A deep foundation such as piles could be required if uplift forces were to act.

where erosion might occur

r , Spread footings most appropriate

2.

solution in many cases, depending on settlement considerations

--- C:aonbolow~tdop:or±8-----

ground turface Firm clay or firm tilt - and clay to great depth

-

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bolowmno whore ohrinkago and

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expansion due to change In water

canbtnt could ocCI.I'

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range of loads if not installed too close to soft clay. Take care to not

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_ 3m-

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Soft clay to great depth

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:men! as for 2 above

4.

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overstress the soft clay. If settlements become excessive deep foundation might be required. Cyclic loading may cause larger settlements.

Spread footings may settle excessively or require use of very low bearing pressures. Any later disturbance to the sand by vibration, groundwater changes or seismic loading for example, may cause large settlements. Consider mat (raft) foundations or consider compacting sand by vibroflotation or other method then use spread footings. Driven piles could be used and would density the sand.

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auger piles.

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5. Foundations (3/7) APPROPRIATE FOUNDATION TYPE SOIL CONDITIONS

AND LOCATION

DESIGN COMMENTS

5.

Spread footings probably not Om·~----~g_ro_un_ds~

Soft

Om

Bm.~______b_u_ts_tr_e_n_g_th_________

Bm

increasing with depth to very great depth

Soft firm _16m

appropriate. Friction piles or piers would be satisfactory if some

Softclay

settlement could be tolerated. Long piles would reduce

16m

firm

settlement problems. Also

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consider mat or floating foundation.

6.

Om

____9!P~-~-~~-~a_c_~ -

Softclay -

Dftl

Deep foundations - piles, piers, caissons- bearing directly on or in

_

-

_

the rock. Downdrag (negative skin 2D_ra

friction) may add to the loads on

1

the piles. The weathering, infill etc. Rock

design of the socket

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of the rock may be critical in the

..-,

For heavy loads, spread footings in upper sand layer would probably experience large settlement because of underlying soft clay layer. Consider straight shafted

-

Softtn firm clay-

~ Stiff clay to great depth

piles or piles with bells in the stiff clay layer. Bells may be difficult to form in some clay strata. If time is available preloading might make

tt

possible to use shallow foundations.

Deep foundations best, continuous flight auger piles suitable.

8.

Expanded base piles into sand layer not common. Bored piles

water table - - - - - - - -

bentonite (if not) to balance water

· · ·· . Medium i:lense sand.: · to great depth '

pressures.

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require water (if cased) or

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SOIL CONDITIONS

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APPROPRIATE FOUNDATION TYPE DESIGN COMMENTS

AND LOCATION

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Deep foundation types extending

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miscellaneo.usmade aro 1.1nd 1 ~ 1~01 1, non-101) Sm loose sand, soft clay

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1m medium dense sand

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into medium dense sand, or preferably into compact glacial till. Strong possibility for drilled pile bored under bentontte. Also consider cast-in-place and driven concrete pile, steel piles,CFA

-

...

stiff/dense glacial till

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piles. (Cannot underream in till.)

·.

Negative skin frcition should be considered

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~ Miscellaneous loose Made Ground

~ : :' ..• ~.: ·.

~ _:.-·.~·:.<: :/··.>-.··

.;·-·'· · ... _~·. : >/

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:':,··. . />"

ldeilii.mdenseeli~::·> ,.

'.·.··.. :

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. .. . .

<-·· .. <-··:._:-.

:. ·.. : .. ..

:. -~~-: .:,...

~

Dm

2.5rrr· .·

···.··-~-

Deep foundations penetrating through fill are appropriate. With ..

piles or piers consider stopping in

-, .• / :~N~~r~tiii~~~'iriem<)"': ··· :,-:: .. ·.·., 'fill well comp.acted

. ' ' . :·-·::··:<:,• .->· '. ··,·

;·.

_, ..

~- .,. ::. ..;- .:

12.:n,.··-•·'::_ >·L······_.-··:_~·· ·---~·- -::

..... I

,...

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upper zone of sand layer to limtt consolidation of clay layer. Also consider replacing poor fill wtth new imported, compacted, fill, then use spread footings in the new fill. Calculate settlements due to consolidation of clay under complete load of new structure.

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Rock Rock

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5. Foundations (5/7) SOIL CONDITIONS

APPROPRIATE FOUNDATION TYPE

DESIGN COMMENTS

AND LOCATION

...., If foundation loads are not too

11.

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heavy, consider using piles or Om

piers bearing in the upper zone of

Ground Surface

- ·- -·--------------~--------- - -

~oft

sand layer and check for settlement. If foundation loads are

Cley - - - - -

heavy, consider driven piles (steel)

12m-

or caissons to rock. Also consider

~:

floating foundation. Nature of rock is very important. Driving can

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induce positive pore presures and negative skin friction. - :::sottS:Iay

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Rock For light to medium heavy loading

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12. Foundations should bear directly

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ground sn1:• __ _

on the rock which is relatively close to the ground surface. If no basement areas are needed for the building consider piers. If

5m

Loose sand and soft clay

basement areas are useful,

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consider full excavation to rock Rock

and construction of two basement levels.

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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVEARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. VER 3.1/March 99

ARUP

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5.3

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PRESUMED ALLOWABLE BEARING VALUES UNDER STATIC, NONECCENTRIC STATIC LOADING

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Bearing values relate to characteristic loads. Further values are given in BS8004. This information is given for preliminary assessment purposes only.

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Foundations in non-cohesive soils at a minimum depth of 0.75m below ground level

r , Description of soil

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N-value in standard

Presumed bearing value

penetration test

(kN/m' or kgf/cm' x 100) for foundation of width

r , 1m

2m

4m

>50

600

500

400

Dense sands and gravals

30-50

350-600

300-500

250-400

Medium-dense sands and gravels

10-30

150-350

100-300

100-250

Loose sands and gravals

5-10

50-150

50-100

50-100

L Very dense sands and gravels f

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The allowable bearing pressure is defined as that causing 25mm settlement under the foundation width.

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If the water table is within a depth equal to the width of the foundation and the depth of the foundation is small in relation to its width, the settlements will be doubled. If settlements must not exceed 25mm, the allowable bearing values should be halved. Foundations in conhesive soils at a minimum depth of 1m below ground level

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Description

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Presumed bearing value (kN/m2 or kgf/cm2 x

(kN/m' or kgf/cm'

100) for foundation of width

X

Hard boulder clays, hard fissured clays ('

Cohesive strength 100)

1m

2m

4m

>300

800

600

400

150-300

400-800

300-500

150-250

75-150

200-400

150-250

75-125

40-75

100-200

75-100

50-75

20-40

50-100

25-50

Negligible

(e.g. deeper London and Gault clays) Very stiff boulder clay, very stiff 'blue' London Clay

r ,

.....

Stiff fissured clays (e.g. stiff 'blue' and

I

brown London clay), stiff weathered boulder clay

r , Firm normally consolidated clays (at depth), fluvio-glacial and lake clays, upper weathered 'brown' London clay

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Soft normally consolidated alluvial clays (e.g. marine, river and estuarine clays)

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5. Foundations (7/7) Chart for estimating allowable bearing pressure for foundations in sands

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SPT 'N' values are shown as belows per 300mm

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If the water table is within a depth equal to the width of the foundation and the depth of the foundation is small in relation to its width, the settlements will be doubled.

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If settlements must not exceed 25mm, the allowable bearing values should be halved.

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5.4

'"l

1 2 3 4 5 6 Width offoundation B (m)

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SHALLOW FOUNDATIONS Area offoundation • _ __:C:.:..h:.::a::...:ra::.:c:..:.te::.:fi.:..:is:..::tJ:..:..c:.:..lo:..:a::.:d:___ Allowable bearing pressure

5.5

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PILED FOUNDATIONS Working load on pile< 0.25fcu (0.1fcu for continuous flight auger)

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Warning: The following relationships apply only to bored cast in place concrete piles in London clay. For all other piles check with Geotechnics (which should always be done anyway).

Working bearing capacity of straight shafted piles • (

0.5c x perimeter u

Working bearing capacity of large undero reamed piles • (

3

x base area

9c )• (

u,base

0.35c x perimeter u

·,

x base area

9c )• (

)

3

u,base

f1

)

f2

For straight sided piles higher capacities may be available by following the guidelines for Site Investigations and pile tests in the London District Surveyors Association Publication, Guide Notes for the Design of Straight Shafted Piles in London Clay (1996)

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Cu = undrained shear strength of London Clay Typically diameter of under-ream = 3 x diameter of shaft Factor of safety:

f1 = f2 = 2.5 or f 1 = 1

f2 = 3

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whichever gives the lower capacity

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Minimum spacing of pile shafts= 3 x diameter (ensure under-reams do not encroach)


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6. Water Resistant Basements (1/6)

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6.

WATER RESISTANT BASEMENTS

6.1

RULES OF THUMB Minimum thickness

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Preferred minimum thickness of walls and slabs: 300mm Where thicker consider surface zones of 200mm each face for reinforcement to control shrinkage/thermal cracking.

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Reinforcement

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Typically for water resistant walls: T16 @ 200 c/c in both faces and in both directions or T12@ 150 c/c in both faces and in both directions Standard cover

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Assumed concrete grade 35 (This should be a minimum) Put the horizontal reinforcement furthest from earth face. r'

Face

Cover (mm)

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Earth face of walls where shuttered

50

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Earth face of walls (cast against

75

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earth)

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f

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External exposed faces of walls

40

Bottom and sides to base

75

Internal faces

Greater of 25 or bar diameter

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Waterstops I waterbars

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• • • • •

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Required by BS 8102 for grade 1 basements with concrete design to BS 8110 Give extra "comfort" at construction joints, otherwise total reliance on workmanship Not essential but often desirable Use external waterstop for basements (preferred) Can use centrestop in vertical construction if necessary (e.g. swimming pool), must be carefully supported/kept in place.

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6.2

ESTABLISH CLIENT'S REQUIREMENTS I EXPECTATIONS These can vary even for the same type of space. Tables 6.1 and 6.2 (from CIRIA Report 139) will help.

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Establish {for example}: a). Does small amount of leaking {liquid) matter (for people and contents)? b). Do stains matter? (aesthetics) c). What level of (vapour) ingress is acceptable/tolerable (for people and contents)? Note. Some of the requirements for a particular performance will not be within our control {heating, ventilation etc).

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Ver 3.1 I January 99

ARUJP

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6.3

CONSTRUCTION OPTIONS Structural concrete can prevent ingress of liquid water, except at joints and cracks. It will not, generally, prevent the passage of moisture vapour. Steel sheet piling can prevent ingress of liquid water, except at joints. It will also reduce the passage of moisture vapour. Consider welded sheet piling- low carbon type. Construction option Cut & cover

Sheet piling Post and panel

Diaphragm wall & Secant piles

Contiguous piles

Disadvantages

Advantages

. ... . .. . ...

..

Allows easy inclusion of membrane to the structure

external

.

Deep basements not easy

•

Not always sufficient room (e.g.

Enhanced quality of concrete elements

I

inner city sites)

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Continuous construction I

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Good finish Straightness of line of walls Provides restraint to the ground Provides restraint to water flow (both short

and long term)

Can be used as a shutter for the concrete

Provides restraint to the ground Provides some restraint to water flow Can build deep basements

Provides restraint to the ground Cost

. . . .

. .. .. .. .

Provides restraint to concrete increased risk of cracking Difficult to install a membrane on external face of structure

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Difficult to install a membrane on external face of structure Allows water through the joints (use drained cavity?)

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Difficult to get an effective connection with the slab

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Poor appearance Expensive

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Little restraint to water flow Difficult to get an effective connection with the slab Difficult to install a membrane Poor appearance Expensive

Table 6.2 (from CIRIA report 139) gives examples of types of basement.

6.4

WATERPROOFING OPTIONS (Combined with options of structure) Tanking (Type A) • • • •

Preformed membranes or liquid applied Can prevent liquid and vapour passage Best installed by open cut construction Best installed external to construction (outside face of structural wall)

....., : '

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Structurally Integral Protection (Type B) • • •

Reinforced concrete with calculated crack widths to BS8110 Part 2 possible for Type 1 Concrete design to BS8007 required for type 2 and 3 If used, particularly for type 2 and 3 basements, there must be careful consideration of mix design and the workmanship required as well as a strategy for dealing with leaks.

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6. Water Resistant Basements (3/6) Drained cavity (Type C)

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• • • • • • r

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6.5

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CRITICAL POINTS • • • • • •

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6.6

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Re-entrant corners- keep plan form simple Penetrations e.g. pipe services (group together), earthing pits Wall/slab junctions- particularly in non-open excavation Changes in section/depth e.g. lift pits Pile/slab junctions "One column per pile" junctions, e.g. steel columns into top of pile.

CONSTRUCTION JOINTS • • • •

I '

Provide channels to allow drainage of water Ventilate cavity externally to reduce vapour and build up of other gases Ventilate basement to reduce vapour Automatic pump may be required in sump Design inner leaf as free-standing or restrained at top by slab Beware vermin

Need to control the effects of temperature and shrinkage The fewer, the better Arrange the sequence of castings to reduce restraint from adjacent pours Recommended spacing of joints (principally to control workmanship, not cracking):

r ' Construction

Max. area (m? )

Max. dimension (m)

Watertight walls

25

5

Watertight slabs

100

10

May be reviewed for particular cases '

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6.7

MOVEMENT JOINTS • •

Rarely necessary below ground level Potential weak points. Only consider providing them if essential to control movements e.g. between tower and podium blocks above.

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6.8

REFERENCES CIRIA Report 139 Water- resisting basements 1995 CIRIA, Guide 5, Guide to the design of waterproof basements BS 8007: 1987: Design of concrete structures for retaining aqueous liquids BS8102: 1990: Protection of structures against water from the ground

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BS8110: Part 1: 1997: Structural use of concrete: Code of Practice for design and construction BS8110: Part 2: 1985: Structural use of concrete: Code of Practice for special circumstances OVE ARUP PARTNERSHIP: Structural Typical details for use in buildings

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OVE ARUP & PARTNERS, Reinforcement detailing manual Notes on Materials 86, 138, 145 Notes on Structures 4, 24, 29

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6. Water Resistant Basements (4/6) Table 6.1

Guide to level of protection to suit basement use from table 2.1 of CIRIA 139 (The first four columns are from table 1 of BS81 02)

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i Grade of

Basement

basement Grade 1 (basic utility)

usage Car parking; plant rooms (excluding electrical equipment); workshops

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Performance level

Form of protection•

Commentary on Table 1 of 858102: 1990

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Some seepage and damp patches tolerable

Type B. Reinforced concrete design in accordance with BS8110

Unless there is good ventilation, or local drainage, visible water may not be acceptable even for the suggested uses.

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Calculated crack widths less than 0.3 mm to BS8110 Part 2

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BS8110: Part 1 contains only limited guidance on crack control and lacks consideration of early thermal movement. Using Part 1 may result in the formation of cracks with widths unacceptable in permeable ground. There is no guidance on control of thermal cracking in BS8110.

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Groundwater should be checked for chemicals, which may have a deleterious effect on the structure or internal finishes.

Grade 2 (better utility)

Grade3 (habitable)

Grade 4 (special)

Workshops and Plantrooms requiring drier environment ; retail storage areas

Ventilated residential and working areas including offices, restaurants etc., leisure centres Archives and stores requiring controlled environment

No water penetration but moisture vapour tolerable

Type A Type B. Reinforced concrete design in accordance with BS8007

The performance level defined in BS8102 for workshops is unlikely to meet the requirements of the Building Regulations, approved Document C for workshops, which are more likely to require a Grade 3 (habitable) environment. Membranes may be applied in multiple layers with well-lapped joints.

I

The performance level assumes no serious defects in workmanship, although these may be masked in dry conditions or impermeable ground. Groundwater should be checked as for Grade 1.

Dry environment

Totally dry environment

Type A. Type B. With reinforced concrete design to BS8007. Type C. with wall and floor cavity and DPM

Type A. Type B. With reinforced concrete design to BS8007 plus a vapour-proof membrane. Type C. With ventilated wall cavity and vapour barrier to inner skin and floor cavity with DPM

A high level of supervision of all stages of construction is necessary. As Grade 2 In highly permeable ground multi-element systems (possibly including active precautions) will probably be necessary.

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As Grade 3

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Table 6.2

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Guidance on the functional environments requirements for basement usage (Table 2.2 of CIRIA 139)

Performance level Grade of

Relative

basement

humidity

Grade 1 (basic utility)

>65% normal UK external range

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Grade 2 (better utility)

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Grade 3 (habitable)

35-50%

40-60%

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55-60% for a restaurant in summer

Wetness

Car parks: atmospheric

Visible damp patches may be acceptable

Minor seepage may be acceptable

None acceptable

Electrical plantrooms 42°C max

No visible damp patches, construction materials to contain less than the air-dry moisture content

Offices: 21-25°C

None acceptable

Residential: 18-22°C

Active measures to control internal humidity may be necessary

Workshops: 15- 29°C. Mechanical plantrooms: 32°C max, at ceilina level Retail storage: 15°C max

Restaurants: 18-25°C

Kitchens 29°C max

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50% for art storage

Art storage: 18-22°C

>40% for microfilms and tapes

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35% for books I

Dampness

Leisure centres: 18°C for spectators 1ooc for squash courts 22°C for changing rooms 24-29°C for swimming pools

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Temperature

Active measures to control internal humidity probably essential

Book archives: 13-18°C

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(N.B. The limits for a particular basement application should be agreed with the client and defined at the design approval staae).

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6. Water Resistant Basements (6/6) Table 6.3

Construction methods and examples of passive precautions available to achieve the required Grade of internal environment in deep or shall basements. (Table 3.1 of CIRIA 139)

Basement depth and construction materials

Shallow (assumed no hydrostatic pressure, i.e. groundwater level below basement floor or drainage provided) likely to be residential

Target internal environment I examples of construction methods andpassive_m-ecautions Grade 3* Grade 4* Grade2 Grade 1 (special) (better utility) (habitable\ (basic utiliM Complete Limited environment control environment control normally required possibly adequate (Low cost, low reliability) Some water penetration Acceptable Grade not usually acceptable for residential basements

Masonry, reinforced masonry, plain or reinforced (pre-cast or insitu) concrete or steel sheet piling Shallow (with permanent hydrostatic pressure) Masonry, reinforced masonry, plain or reinforced (pre-cast or insitu) concrete or steel sheet piling

Deep (with permanent hydrostatic pressure) Reinforced concrete including piled or in-site perimeter wall.

Water penetration Unacceptable Masonry or plain concrete plus tanking (Type A) or drained cavity (Type C) protection

Reinforced concrete box (Type B) protection

Masonry, plain or reinforced concrete box construction plus tanking (Type A) or drained (Type C) protection


Steel sheet piling in conjunction plus drained (Type C) protection Reinforced concrete box (Type B) protection

Concrete piled wall possibly requiring drained cavity (type C) protection

Masonry, plain or reinforced concrete box construction plus tanking (Type A) or drained (type C) protection

(Hiqh cost, hiqh reliability) Increasing requirements for vapour control Masonry or plain concrete plus tanking (Type A) protection and/or Type C protection

Reinforced concrete box (type B) plus tanking vapour barrier (Type A) or drained (type C) protection Masonry or plain concrete plus tanking (vapour barrier, Type A) and drained (Type C) protection

If grade required the methods and precautions for shallow basements with permanent hydrostatic pressure should be followed

Reinforced concrete box (type B) with tanking (vapour barrier, Type A), plus drained (Type C) protection

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Concrete piled wall or reinforced concrete box (Type B) plus drained (Type C) protection

Reinforced concrete box (Type B) plus tanking (vapour barrier, Type A) or drained (Type C) protection

Passive precautions alone are not likely to be sufficient

Concrete piling or reinforced concrete box (Type B) plus an internal vapour barrier (Type A) or drained (Type C) protection

Concrete piling or reinforced concrete box (Type B) plus tanking (vapour barrier, Type A) and drained (Type C) protection

Passive precautions alone are not likely to be sufficient

Achieved only at high cost

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Passive precautions alone are not likely to be sufficient Notes: When tanking is required, external or sandwich tanking systems are recommended for both new and existing basements where it is possible to use them. Such systems become feasible either by virtue of an existing permanent external surface (including faced sheet piling) or where working space is created through open excavation. The choice of tanking system also requires an assessment of the external hydrostatic pressure and its effect on the basement wall design and construction. For deeper basements, or where excavation is impracticable, internal protection by cavity construction with internal or reverse tanking may be used. This implies a reduction in usable volume or increased excavation volume. Integral protection must not be damaged by wall fixings. The costs of available options and associated risks will need to be evaluated. Where significant quantities of water are likely to accrue in sumps on a regular basis the drainage authority should be approached at an early stage to request acceptance of the discharge. *

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The design for Grade 3 or Grade 4 should take account of the contribution of active precautions (heating and ventilation, etc.) in achieving the required internal environment.

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7. Fire (1 /3)

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7.

FIRE

7.1

MINIMUM PERIODS OF FIRE RESISTANCE. (UK Practice only)

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Table A2 from the approved document 8 to Building Regulations (1991). Other British Standards or Local Acts may set higher standards.

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Purpose group of building I

;

Minimum periods (hours) for elements of structure in a: Basement storey( •)

Ground or upper storey

including floor over

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Depth (m) of a lowest

Height (m) oftop floor above ground, in building or

basement

separating part of building.

more than

not more

not more

not more

not more

more than

10

than 10

than 5

than 20

than 30

30

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1. Residential (domestic): (a) flats and maisonettes

1Y.

1

X*

1**

1%**

2**

(b) & (c) dwelling houses

not

%*

Ya*

1

not relevant

not relevant

relevant 2. Residential:

c '

(a) Institutional(-)

1Y.

1

%*

1

1Y.

2#

(b) other residential

1Y.

1

%*

1

1Y.

2#

- not sprinklered

1Y.

1

%*

1

1Y.

permitted

- sprinklered (2)

1

1

%*

%*

1

2#

- not sprinklered

1Y.

1

1

1

1Y.

permitted

- sprinklered (2)

1

1

%*

1

1

2#

- not sprinklered

1Y.

1

1

1

1Y.

permitted

- sprinklered (2)

1

1

Ya*

1

1

2#

- not sprinklered

2

1Y.

1

1Y.

2

permitted

- sprinklered(2)

1

1

%*

1

1Y.

2#

- not sprinklered

2

1Y.

1

1Y.

2

permitted

- sprinklered (2)

1Y.

1

%*

1

1Y.

2#

3. Office:

not

4. Shop and commercial:

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not

not

5. Assembly and recreation:

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not

6. Industrial:

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7. Storage & other non-residential: not

a. building or part not described above:

b. Car park for light vehicles:

not

not

i) open sided park (3)

applicable

applicable

%*+

%*+

%*+

1

ii) any other park

1Y.

1

Ya*

1

1Y.

2#

•

The floor over a basement (or if there is more than 1 basement, the floor over the topmost basement) should meet the provisions for the ground and upper storeys if that period is higher.

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* Increased to a minimum of 1 hour for compartment walls separating buildings Reduced to Y, hour for any floor within a maisonette. but not if the floor contributes to the support of the building # Reduced to 1Y. hours for elements not forming part of the structural frame

+ Increased to Y, hour for elements protecting the means of escape I

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Multi-storey hospitals designed in accordance with the NHS Firecode documents should have a minimum 1 hour standard


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7. Fire (2/3)

7.2

FIRE PROTECTION TO STEEL ELEMENTS (UK Practice only) Fire resistance period

Section Hp/A

240

2 hr

220 200 180

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160 1.5 hr

' j 25\l~bo\---

/:/

140 120

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Board systems

1 hr

Note: some systems require framing elements: allow upto 20mm on each face Blanket systems: use board thicknessX 1.5

100 90

80

I

70 60 Unprotected beam directly supporting concrete slab

0.5 hr

50

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40

-

Unprotected column in simple construction

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30 Approximate thickness (mm) of protection for fully loaded steel members based on a range of manufacturers' test data (Fire protection for structural steel in buildings, ASFPCM, (1988), also see revised 2nd edition (1992)) For the example line given:

HP/ A= 130 Fire resistance period = 1Y:z hours

Line intersects zones:

Board 20 and 25

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Spray 20 and 25 Solution:

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Spray 20mm to 25mm depending on system used Board 25mm to 30mm depending on system used

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Blanket 38mm to 45mm depending on system used

7.3

FIRE PROTECTION FOR REINFORCED CONCRETE

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For cover details, see Section 4.2 Reinforced Concrete


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7. Fire (3/3)

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7.4

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See Table 16, BS 5628: Part 3. A 1OOmm unplastered wall or leaf of a cavity wall will give 2 hour fire resistance in all materials and loading conditions (sometimes conservatively) except: • Fired-clay bricks/blocks with voids or perforations (75-100% solid- use min. 170mm thickness); • Hollow concrete blocks with gravel or natural stone aggregate (limestone OK) - min. 200mm thickness with vermiculite-gypsum plaster.

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7.5

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Period of fire resistance The Regulations also define specific periods of fire resistance for elements of structure (although generally no period is required for roofs). This requirement is often satisfied for walls and floors by applying protective materials to the frame, and these are described in BS 5268: Part 4; Section 4.2.

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Alternatively, the fire resistance of the members themselves may be calculated by the method given in BS 5268: Part 4; Section 4.1, based on charring rates. Timber will ignite when subjected to temperatures of around 270°C, if a pilot flame is present to ignite the gases given off during the 'cooking' process. The insulation value of the outer charred layer, however, means that timber which is just a few millimetres inside the burning zone is only warm. Thus timber burns at a predictable speed, known as the 'charring rate', which, for common softwoods with a density of about 450kg/m' is defined in section 4.1 as 20mm (or 25mm for columns), in 30 minutes.

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The reduced section (ie. the full section minus the charred zone) is checked for strength and deflection. Increased stresses are allowed (of the order x2 to x2.25), together with more generous deflection limits (1/30 span). The charring rates quoted for solid timber may be applied without modification to glulams made with the conventional adhesives.

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In addition, it is necessary to look at the overall stability of the charred structure, and to protect any metal (including bolts) which forms part of the structural system, either by ensuring that the component lies with the residual section, or that it is suitably protected by a fire resistant cladding or sacrificial timber.

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7.6 I

(82) Spread of flame (83- (1)) Period of fire resistance

Spread of flame The Regulations define spread of flame classes for walls and ceilings for various building purpose groups and sizes. Spread of flame is determined by tests described in BS 476: Parts 6 & 7 which allocate materials into classes, related to the extent of travel of a flame front under standard conditions in a given time. Most timber (>400kg/m') falls into Class 3. A lower class rating can be achieved by impregnation, or by surface treatment. Structural elements, because of their size, are generally given surface coatings. Many are moisture sensitive, and can discolour if they get wet.

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FIRE REQUIREMENTS FOR TIMBER (UK Practice only) The requirement of the Building Regulations with respect to timber fall under two headings:

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FIRE PROTECTION FOR MASONRY (UK Practice only)

FURTHER INFORMATION

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The requirements above relate to standard furnace tests, and assume the member is fully stressed. If the fire load is small and/or the member is lightly stressed, significant improvements may be obtained. Contact Arup Fire for more information. (

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AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98 (

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Appendix A- Mathematical formulae (1/5) I I

APPENDIX A- MATHEMATICAL FORMULAE Version 3.1. Jan 99. A.5. corrected equation for trapezium inertia. Version 3.2. May 2000. A.5. corrected equation for trapezium inertia. Version 3.3 March 2004. A.5. corrected equation for triangle section modulus.

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A.l Trigonometric functions eix- e-ix sinx=---

2i sin(A±B)= sinAcosB ± cosAsinB tanA ± tanB tan (A ±B) = 1 +tan A tanB . A

sm

. A+B

.

A-B

+smB= 2 sm--cos-2 2 A+B A-B cos A+ cos B = 2 cos-- cos-2 2 sin A sin B = ![cos(A- B)- cos(A+ B)]

COS X

=

2 cos(A ±B)= cos A cosB +sin A sinE

. A . B A+B . A-B sm -sm = 2 cos--sm-2 2 . A+B . A-B cos A - cosB =- 2sm-- sm-2 2

2

sin 2 x = ![1- cos2x] 2

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cos A cosB = ![cos(A +B)+ cos(A- B)]

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2

2

sin A cos B = ![sin(A +B)+ sin(A- B)]

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cos 2 x = ![1 + cos2x] 2 1

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cos 3 x =-[3 cosx + cos3x]

sin 3 x =..!_[3 sinx- sin3x]

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ex +e-x

coshx=--2

cosh ix = cos x sinhix = isinx 2

I

ex- ex smhx=--2 cos ix = cosh x

J

0

I

sin ix = i sinh x

2

cosh x- sinh x = 1 cosh(x ± y) = coshx cosby± sinhx sinhy sinh (x ± y) = sinh x cosh y ± cosh x sinh y cosh(x ± iy) = coshx cosy± isinhx siny sinh (x ± iy) = sinhx cosy± icoshx siny

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' ) THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.3 I Mar 04

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Appendix A - Mathematical formulae (2/5)

A.3 Standard indefinite integral

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Integrand

Integral

Integrand

Integral

sin x

-cos x

sinh x

cosh x

COS X

sin x

cosh x

sinh x

tan x

-In (cosx)

tanhx

In (coshx)

cosecx

In(tan xI 2)

cosechx

secx

In (tanx + secx)

sechx

In (tanhx I 2) 2 tan- 1(ex)

cotx

In (sinx)

cothx

In (sinhx)

2

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(

2

sec x

tanx

sech x

tanhx

tanx secx

secx

tanhx sechx

-sechx

cotx cosecx

-cosecx

coth x cosech x

-cosechx

sin- 1 (~)

~a2 -x2

or

X) -cos -1( ~

\

!,_.,

~x2 + a2

'

(

~x2- a2

· h-1( -X) sm a

or

2 ln(x + ~ x + a 2 )

cosh-1 (~)

or

1n(x+~x 2 -a 2)

r . 1

~tan

x 2 +a 2 '

'!

-1(~ X)

A.4 Standard substitutions for integration If the integrand is a function of : Substitute:

!

(a2 -x2)

or

~a2 -x2

x=asinO

or

x =a cosO

(a2 + x2)

or

~a2 +x2

x=atanO

or

x= a sinh(;}

(x2 - a2)

or

~x2 -a2

x=asecO

or

x =a cosh(;}

or of the form:

{(ax+b}~t (

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px+q=u 2

{(ax+b)~px 2 +qx+rr

1

ax+b=u

or a rational function of:

r .

X

sin x and I or cos x

[

. 2t whence sm x = - 1 + !2

t =tan2 1- !2 cosx=--2 1+ t

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. ( '

Ver 3.3 I Mar 04

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Appendix A- Mathematical formulae (3/5)

A.5 Geometric properties of plane sections section

Area

'"'"i !

Position of centroid

Moments of inertia

)..

"r~:-, ~ I

Xt·-.· I

~

X

3

zxx

3

=hb /48

base= bh 2 112

3

apex= bh 2 /24

/xx=bh /36 h e =x 3

A= bh 2

lyy

/aa=bh /4

f--b-JTLI

b

Section Moduli

3

=bh 112

/bb

:1...

= hb 2 124

zyy

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\ J

~ 1.

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~

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3

/xx=bd /12 h

A=bd

I yy =db !12

2

x

2

Zxx =bd /6

3

e =-

Zyy

3

2

=db /6

=bd 13

/bb

d--'

x~x :a~ j,..

oxls

A=bd

z,, =

T

6J

b2d2 b2 + d2

On di0!/0110/

.

I,,=

A=bd

bsin(} + d cos(} 2

bd(b 2 sin 2 (} + d 2 cos 2 (}) 12 6(bsin (} + d cos(})

fxx =fyy

• J

=s 4 /12

Ihh

=s4 /3

Ivv

= s 4 112 ' 3

1

A= d(a+b) 2

XX

d(2a+b) e, 1 = 3(a+b)

2

=d (a +4ab+b 36(a+b) 2

bd 3 I=xx 48

d e =-

2

e,

= 0.866s d 2


Ver 3.3 I Mar 04

I,,

z =~ dXX

3

)

eX

.

''

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2/

z

-~v

z

3

XX

= ---'2:.. b '

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bd 2 =24 2

db 48

I=-

zyy =db24-

= Iv_v = Ivv

z,, = 0.1203d3 zxv = zvv

J:v

A= 0.866d 2

)

(two values) 2

d(a +a b+ab +b 48

x

2

I YY = 3

A= bd 2

I )

= 0.060Id 4

= 0.1042d 3

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Appendix A - Mathematical formulae (4/5)

Geometric properties of plane sections (cont.)

r ,

Section

r

§ ~

t)

r' i

0

Moments of inertia

v~ '~ev

l

I

Position of centroid

Area

T'

A= 0.8284d 2

I

~·

X-'tl

1 :'.

~

X

s

= 0.4142d

d

ex

=l

zxx = zyy

I"'= IYY =Ivy = 0.0547d

ev = 0.541d

Section Moduli

= 0.1095d3

4

Zvv = 0.10lld

;.s.o~\

3

:... v

l....J

'1.

n sirle:s

~

r '

A= ns' cotB

e =ror R

/1 =I,

A=nr tanB

depending on

=

A(6R' -s 2 )

A= nR'sin2B

the axis and =

A(12r + s

4 2

2

\ ''t.

24

value of n

2

Regultlf' liguf'e

@

L

A= ;rr 2 A= 0.7854d

2

2

)

48

7r d4 1=-64

d e =r=2

7r d3 Z=-32 Z = 0.7854r 3

I= 0.7854r 4

r, !

z"

(1)

u .!:=

'-

u

L

A= 1.5708r

I

2

ex= 0.424r

·~

r'(Jt8°

Z180o -sine

)

(1) l

crown= O.I907r 3

I·" = ~(Jteo -sinze) 16 90°

A=

8 b.()

(

I yy = 0.3927r 4

Zw = 0.3927r 3

11

l....i

base= 0.2587r 3

if.)

r . I

e

ex =eo- rcos2

if.)

zxx base= Ixx I e1

20r 4 (1- cos B)' Jt8°-180°sin8 I,. =

.

crown=~

t_r~~:J 48 8sinB+sin2B

b-e1

z = 2Ivy vv

'

eo 2 A=--7rr 360°

e =-rx 3 a

r 2c e =x 3A

'

{

2 c

I l....

I .u

360° B 4r =l ---sin 2 - 8°7t 2 9 0

=.C(" r'("(}

8

I yy

o

8 180°

2

A= 7rr 4

!

1 x:r: e,

crown=~ r-e.t

J

! 0 = - -+sin() 8 180°

I xx =IYY = 0.0549r r '

centre=

-sineJ

0

c

z,,,

4

(

=

!XX = 0.1098r 4

ex= 0.424r

ev = 0.6r e, = 0.707r

Ihh

= 0.1963r

4

Minimum Values

zxx = zyy = 0.0953r

4

Z,, = 0.1 009r

I,, = 0.0714r 4

3

3

Zw = 0.064r 3

Ivy = 0.0384r 4

r ' A= 0.2146r 2

r , :1.. I (

Y'tJ

ex= 0.777r ev = l.098r e, = 0.707r e" = 0.316r eh = 0.391r

!,, = 0.012r 4 Ivy= 0.003Ir 4

4

Minimum Values Zxx

= z,. = 0.0097r 3

Z,, =0.017r 3

Zw = 0.0079r 3

1

....... r


r ·,

Ver 3.3 I Mar 04

!

\

I xx =IYJ' = 0.0076r

ARUIP

< z )>Q-i zi

co

..., ~

w -..

s::

., o -""

Dl

cn-"U

1 kg 1 tonne

= 0.4536 kg = 1.016 tonne

lib 1 ton

= 2.205lb = 0.9842 ton

Length lmm lm lm Area 1 mm2 1m2 1m2 Volume

c;:g;t;

~-uG) c-ui -u)>-i o::U)> z-iz CJ!fio -<;u(ii )>cn-u z~c -<-uCJ -i:....C I-icn ;;J(iiffi 0 zo -uo,., )>-iO ;u_;u

= 25.40 mm = 0.3048 m = 0.9144 m

1 in 1 ft 1 yd

= 0.03937 in = 3.281 ft = 1.094 yd

= 645.2 mm2 = 0.09290m2 = 0.8361 m 2

1 in2 1 ft 2 1 yd2

= 0.00155 in2 = 10.76 ~ 2 = 1.196 yd

= 16390mm3 = 0.02832 m3 = 0.7646m 3

1 in3 1 ft 3 1 yd3

w

Density 3

1 kg/m 1 tonne/m3

3

= 0.06242 lb/ft = 0.7524 ton/yd3

3

1 lb/ft 1 ton/yd3

3

= 16.02 kg/m = 1.329 tonne/m3

>

1 N/mnl 1 N/m2 1 kgf/m2 1 N/m2 2 1 kN/m 1 N/mm2

1 N/m 1 kgf/m 1 kN/m 1 kN/m

2

llbf/in 1 kgf/m2 1 lbf/ft2 1 lbf/ft2 1 tonf/ft2 1 tonf/in2

== <

2

= 0.006895 N/mm = 9.807N/m2 = 4.882 kgf/m2 =47.88 N/m 2 2 = 107.3 kN/m 2 = 15.44 N/mm

Q ~ '"I ~ .... '"I

"CC

-....

= 0.102 kgf = 0.2248lbf = 0.1004 tonf

1 kgf llbf 1 tonf

••

"'Q

~ ..... '"I

f)

~

~=~ f) f)

= < Q

1 kgf/m 1 lbf/ft 1 lbf/ft 1 tonf/ft

= 0.102 kgf/m = 0.6720 lbf/ft = 68.53 lbf/ft = 0.03059 tonf/ft

...."' '"I

Q

=

;' f) ..... Q

'"I

"'

lNm 1 kgf.m lNm lNm lkNm

1 kgf.m llbf.in llbf.in 1 lbf.in 1 tonf.in

= 0.102 kgf.m = 86.80 lbf.in = 8.85llbf.in = 0.7376lbf.ft = 3.951 tonf.in

=9.807Nm = 0.01152 kgf.m = 0.1130Nm = 1.356 Nm = 0.2531 kNm

~

"C "C

(I)

:s a.

Modulus of Elasticity

1 mm

)("

= 145.00 lbf/in

2

llbf/in

2

= 6.895

X

3

10- N/mm

~

2

I

s: Ill

3

:T (I)

= 61.01

X

6

10- in

3

1 in

3

= 16390 mm

3

3

Ill

(;"

~

!!!..

Second Moment of Area 1 mm4

= 2.403

X

1m . 4

10-6 in4

0' ..,

=416200mm4

3

s:::

iii (I)

-~

~

J

~

_]

=-~J

Q '"I "'

~

= 9.807N/m = 1.488 kgf/m = 0.0146 kN/m = 32.69 kN/m

Section Modulus

= 9.807N =4.448 N = 9.964 kN

~

.........

Moment

1 N/mm2

Force IN IN 1 kN

'"'"t""l

= 145.0 lbf/in2 = 0.102 kgf!d = 0.2048lbf/ff = 0.02089 lbf/ft2 = 0.009324 tonf/ft2 = 0.06475 tonf/in2

Strip Loading

= 0.000061 in3 = 35.32 = 1.308 yd3

1 mm3 1m3 1m3

.~~0 mzen o-i m;:Q oCJ ,.,c o::! ;uO z

?>

0\

Stress

Mass

Or-(j)

-9

J

- _]

---- J

=--

~}

_]

J

J

:_J

___ ]

J

J

J

-J

J

J

J

J

r , I'

!....<

r , Appendix B- Analysis formulae (1/8)

(

APPENDIX B-ANALYSIS FORMULAE

'

I

B.1 Elastic bending formulae I

'

Bending about a principle axis:

I 1..,.1

a

M

y

I

-=-=EK

1 R

1 R0

K=---

In general, bending moment is section modulus Z times maximum bending stress. Longitudinal shear force S on material of area A, , due to transverse shear force F on the beam.

r , I

I

1I

curvature-change

'

L

S = F f dA = F As y I JA/ I

per unit length of beam.

I ,

L B.2 Elastic torsion formulae

r , I i

'-'

Round shafts:

r

r ,

i I

T __ Gd. 'f/

J

where ~ is the angle of twist per unit length and J

I.....

7r

'

I

T __ -

= Jr 2 dA

R4

Circular area, radius R: J = - -

2

'-'

Thin circular tube, radius R thickness t: (

is the polar moment of area.

J = 2 1r R 3 t

'

Thin walled tube of arbitrary cross-section: r '\ \

l_;

where Ae is the enclosed area to mid thickness, t is the wall thickness. and s is the distance round the permiter.

(

'

r ,

I

I

'

!....<

I I

'

L


Ver 3.2 I Dec 04

ARUlP

' '

'

I

'

)

Appendix 8- Analysis formulae (2/8)

B.3 Taut wires, cables or chains Uniformly loaded cables with horizontal chords

s = span length f= cable sag n = f/s = sag ratio L = length of cable curve Ms = cable elongation due to axial stress M, = cable elongation due to temperature change, t A = area of cable E = modulus of elasticity of cable e= thermal coefficient of linear expansion t = temperature change in °F p = load per unit length a. y = : { (sx- x

Uniformly loaded cables with inclined chords

2

Hs(3sec e. ,1Ls = ..t

f.&,

2

:n

sec(} )

AE +

d. L=s(l+%n'-

2

32 4 n + ... ) 5

e. L\L,

~ ;;(l+~n')

f. L\L,

=EIL~Ets(l+%n')

a.y=.f

(

I

~

~&t{1+-3s-8e:-:-(}}ecB

'

'

J

'·

I

'

)

'

J

I

I-s;,') 2

b.H = ps /24/

V•~illi.I.!:...:;:=--D!II[WWIWiv·~Tmo~·Tm~ =(JI+I836n'

HTrs;:

1 2 1 1 -3s-ec2-(} sec·(}

' j

c. Tmax =HJI+16n

•-....~ ....n!II!II!!!!P

)

L~s( 1+~

~ (sx-x')

s-

b.H=S.f

/Tmax

Triangular loading on cables with horizontal chords

1+(~+ 4nr

4

ps2

ff[!Jr

)

'

•

x

b.H= ps 1~8f_ _ _.,.

d:

2

'!iiliiiiii"milii""iiii"""m"m"l'v-¥ I

2

c.Tmax =H

a. y=

=

) E7i~~H d.L=s 1+-(S n -18n) +... e. L\L, ~ ; ; I+ 3: n' s .f.L\L, ~&IS(!+ 158n') /

•

!

Hh ps g.VR =--_;-+]

2

4

1""'1

I I

J

'

J

I

)

'

}

i

* Exact expression for L: B.4 Vibration !

Typically

f

=

~

for most structures

JY

• E

z

~

•

~

Where: f is in cycles per second y is the static deflection in mm

Simply supported Mass concentrated in centre

f

Simply Supported Mass and stiffness distributed

!=~

Cantilever Mass concentrated at end

Cantilever Mass and stiffness distributed

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP.IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.2 I Dec 04

= 15.8

' j

JY

JY

f-

'

J

l I

)

I

)

15.8

-JY

f-

19.7

-JY

"'i

ARUJP

i

\ J

I

I

r ,

Appendix B- Analysis formulae (3/8)

B.5 Design formulae for beamscantilever !

'

CANTILEVER

UNIFORM LOAD ON PART OF SPAN

w

A~·

a

a,~0 b •C e :

t::::::.:~~~:=:·.~~

I

'

R ~r:

'

Span

=

L

Uniform Load

=

W

Uniform Load

W

RA

RA

j

lllllllililllllll'tl!nnnnn..

•c = 10 = 6~1 13a'+3ab+b'l 6o = .: !S.'+18a 1 b+12ab1 +3b3 +4c:(3a'+3ab+b1ll 2 1 I

~

L

=

•

= -w(a+~)

MA

I

SPECIAL CASE: UNIFORM LOAD ON FULL SPAN b

0

c

w w

= =-!!!h 2

MA

WL'

io

iET

6o

iEf

WL'

'

-

CANTILEVER

TRIANGULAR LOAD ON PART OF SPAN

A~:a ...----·- ___ ____ _..

Span

b _..,.:c

L

Soln

TFtangular Load

'

1

"A r·---.· I.._.W!!!!l.!.!:!!!!!IIIWIIIIIIII------i '

= w

a

L

b

........ ·-····-·--·-·-·-·--

I

L

SPECIAL CASE: TRIANGULAR LOAD ON FULL SPAN

=

Triaf111ular Load =

0

w w

RA

w

RA

MA

=-~a

MA

=-~L

&c:

=15EI wa• {L•!!) 4

6c

=

I

' r I I

'

-

•a

I

=

'C

Wa'

WL'

ic

= 12EI

WL'

i5Ei ffii

! '

I

I

r

POINT LOAD AT ANY POSITION

CANTILEVER

'

i

!_.

w A

~;-----·--.:.····-·--·.., a I,

,

B•

b

;

r-·-·--·-·-·-···-·--·-···--;

AA

I

=L

Span

C 1

=w

Po1nt Load

r-·~mmmm1mmm1mmnm1 I

SPECIAL CASE: POINT LOAD AT FREE END

b

=

Point Load

=

0

w w

=w

=

=-Wa

=-WL

i

3

WL =m

i

r '

8

Span•L=a

18

..

ic

Wa~

=m

ic

WL~

=rer

r '

...... i


Ver 3.2 I Dec 04

\' \

ARUJP

_, l

' J


_, I

B.6 Design formulae for beams - fixed both ends UNIFORM LOAD ON FULL SPAN

BEAM FIXED AT BOTH ENOS

Span " Total Uniform Load =

~#1&Af?u1¥f1!uia

A

1

I

---,

\.

J

~ WL'

3iiEi

,_t

E"'4UIJII

J

WL

- - .. ~---:~Me

r·:

'

W

=-~~

==

A.(-~c : 'liC ~_,Ao .... ... M•·L .Ill" 1111llP'o

)

w 2

r-------------•

\

L

•Me

at X from A

=-

J'!..{L'-6LX+6X'I 12L

=

2iffill-XI

wx•

•

i

' J

....!!!...tL'-3LX+2X 11 12EIL

at 0·211l from eother end Mo = Me = 0

~

POINT LOAD AT MID-SPAN

=

Span Poon1 Load

=

RA

' J

L

w w = 2

Rg

MA

I i

BEAM FIXED AT BOTH ENDS

=- ~L

Me

A.

WL

= 8

at mod·SPan (Me 6rna•

r·

=

:

-: l'CIIIill!lli!i!!iilllllllll ~ :A 8

~

~.-·---~·-r ,,.,. ' ;Me M ~- ~0 . E'""ij. M

i

:

~f4X -Ll

8 WX' 4iEJf3L-4XI

A.

t. -

- .l

B

l

' )

wx = ffifl-2Xl

'X

r-il!lllll!!lll!llllllllll\

J

I.----

WL' = i92ei ':

at X from A between llx A&C

'

at 0· 25L from en her end Mo

= Me = 0 I

' j

BEAM FIXED AT BOTH ENOS

POINT LOAD AT ANY POSITION Span Poont Load R _ Wb'IL • 2al At:

,.. --X

I

M. 1

•

-lllillliJii""

t.~

:Ra

_ Wa'IL•2bl 8L

Wa'b Mg=-7

at C. under load. Me ::.

• .1

~-·J'M

between AlrC

When a :> b the muimum deflectoon os at X =

W.a,' Wb 1L •2aiX =-v· I?

llx

=

2 La l+ 2a

•x

=

(

&....,.=

' j

~

Mx 111 X from A

8

'I

2Wa'b'

2

~--···•t 1 ~ Me

_j

L

w R

Wab' MA=-Ll

-, ,

=

Wb1 X'(3La-ll• 2a1XI 6EJL' Wb 1 X(2La-IL •2a1XI 2EJL' 2Wa'b' 3EICL+2al 1

j

l

' j

1i '


Ver 3.2 I Dec 04

ARUIP

)

I I

'

)

'

J

I I.... I

'

!


(

B.7 Design formulae for beams- simply supported

'

SIMPLY SUPPORTED BEAM

r , ~

:--- ..!. A'

--r.. w

= l.

Span Point Load

~

L-.,

•

POINT I.OAD AT MID-SPAN

=W w

.

=2

18

·------------·

.

r ,

l

'

o

R• [

Wt.

I

~ Jillllllllllllllllllllll~ :

X

:

=4

:_

_111111111111111111111111_

1 wt.' = 4i'il

j RB

~---------~-~

'A

·~UIUIIII!IIIIniiii~·M"u o • .1

I

=

Mx

=¥

ox

= 4~;J IlL' -4X'I

ix

= ,;: 1 IL'-4X'I

at X from A

bet-en A Be centre

WL'

•a

(

1iii

rI '

! 1..-1

POINT LOAD AT ANY POSITION

r .

Span Point Load

=L

=w

RA:~

Ra

L

r ,


A ...

=~ L

+ L C +B -----------....

=~

I

L Wa'b'

at C under load

'

I

r

Wab 'A"' &Eit(L+bl; 1

! \.._,

I

....

I

1

I

'-

i

X

a

W b W a r-----r---T---~

A!

-

._ ___ --~I

I

r ,

• .J

IS 81


1

'"I

--X -·

-~.--f Mtt~ax

a ('"'ax

Wh6en > b max X fro"' A

(

I

A• [_ -.~l!ili!ll!ii!l!ii!i!i!li!i!i!i!·-,

= 'Jei"L

I ,_.

a W b ------r--~

Ra[JilDJI

I

-

---- _.,iB I

TWO EQUAL SYMMETRICAl. POINT lOADS

Two Point Loads. each R~~o = Rg Mmaa owr length II b..,8 • at mrd•SDan A under tl!ther load

I

I....

r .

=L =W

=W

= Wa a ~= 1 13L'-4a'J 2 Wa' = iii 13L-4al

'A

=

Wa = ffiiL-al

If a ,. b

=j. 6ma,.

_ 23 WL3

- iiiii'Er

I

1..-1

r ,

L

L r , I

I....


Ver 3.2 I Dec 04

ARUIP

""""

1

I

J

l


I

i

'

J

[B.7 Design formulae for beams- simply supported (cont..)]

Span Total Uniform Load

w

I

UNIFORM LOAD ON FULL SPAN


=

L

I

l

J

'

J

=W :!!

i

2

M,ax = ~l at m•d-span

:.... ~-

(

'

S

....,

Wl>

&max

= 384·e.

•a

Wl = 24ii

Mx

=~!L-XI

~x

= 24EIL .J!lL IX'-2X'L+L'I

•x

=

i

1

'A

.L

at X from A

{

j

l

2L

...1L.t4X'-6X'L+L'l 24EIL

-, I I

' SIMPlY SUPPORTED BEAM

UNIFORM LOAO ON PART OF SPAN :: L

Total Unotorm Load Let r

... ~---- _b- • I

=W =-

A

-r--

Q-Sb+c

)

I

c

I

0 $ ,. - - - - - -1.- - - - - - .,

AA.r·~· ~

= Wrla+O·Srbl

'A.: :e•l IL -c'-Lbrl; 1

I

I

&

...., i

•·X-•

Ra = WU-rl at X=- aorb Mmax

W

I

i ••c ......

Wff:ff1/!J4

I

..

.)

'

.

I

••

.... --- -... 1

•a "W~~~riiL'-•'-Lbll-rll

J

I

"44llDddlliill. ] As

a ... rb

'I I '

I

Equauon to elasttc 1tn11 betWGI!n C and D ••. e. a"' X.;; a tb

6 :.. ...!!.. {x' -41a+rblX' +6a 1 X1 •41rb{L'-c'-cb- ~) " 24Eib 2

-~ J X +a' J ' J

l

' J

TRIANGULAR LOAD ON FULL SPAN


~

~

,..--·--·--·--·--.., W ' I

Al~ia .. --··--L·····-'

AA l . t -

I

JJDnnrrrn,., '

X

~---·

Span Total Load

RA

I

Ra

=~

Mmax

=~L

'A

=

WL3

( 6max

= 66Ei

•a

SWl' =-96EI

Mx

= ~ 13L' -4X'I

at X from A betWIIIIn &x A & centr11 (

ix

Ver 3.2 I Dec 04

J

l

J

lJ I

_!!L ft6X' -40X't:' +25L'I

480EIL 2

=96EIL: _!!__ 116X' -24X' C s.: I


i

l

6L""

z

...., I

=W

atm•d-span

I

'"'4UIIIUliiDII".aRe 1

=L

t

ARUJP

I

I

I

)

'

)

'""''

I

\J

I . Appendix B- Analysis formulae (7/8)

i

B .8 Design formulae for beams - propped cantilever

r .

PROPPED CANTILEVER

UNIFORM LOAD ON FULL SPAN Span Total Uniform Load

r ,

r '

L

w

RA=Iw

Ra

at A

Mmax

at

I

1w 8 WL =-8

~L. from A

9 i2ijWL

I

iiSEi

at 8

4iEI

WL'

'8

'

(

WL'

at 0·5785L. from A 6ma><

=- ~IL'-5LX+4X'I 8L

at X

WX' (3L'-5LX+2X'I 48EIL

from A

~16L'-15LX+8X 2 1

at tL from A, Me= o

r ,

48EIL.

I

\_,

'

(

!

POINT LOAD AT MID·SPAN

L

Span

Point Load (

RA=

I

llw 16

at A

Fla

= = =

PROPPED CANTILEVER

L

w 5

i6w

3 Mmax =- i6WL.

s

32WL

at m!CI·span under load

3

7WL

768EI WL.3

at 0·5528L from A. ~>mao

iOffi

at B

ffii

'

(

WL 1

'8

at

~ l from A. M = 0

'

(

1

I

"-' POINT LOAD AT ANY POSITION

PROPPED CANTILEVER I I

'

\__,

Span

L

Point Load

w

Wbl3L 1 -b 1 1

RA::. r '

M

2L'

__ WabCL+bl

2L'

A-

Wa'I2L.+bl 2L' _ Wa'bi2L+bl Mc2L'

Rs

=

Wa'b

'B "' (

!

'

4ii'L

AbSolute max deflection is under the load

when a~

b../2 = 0·5858L When a>b../2

I

\__,

max defler;toon is between AandC

I '

'

iL.

at n

L+b = eLlL'-bl from A,

M

=0

When a

r :

Ver 3.2 I Dec 04

WL'

lomax max ::.

i02Ei'

Wa'b

Cl+bl'

hmax

= 3Ef'I3L'-b'l'

6ma"

=

Wa'b ~ 6EI

11/n+b

ARUJP

Appendix 8- Analysis formulae (8/8}

J

I

[B.8 Design formulae for beams- propped cantilever (cont..)] MOMENT APPLIED AT ANY POINT

PROPPED CANTILEVER a ................

b

Span

t. ..... /!~... ;8 ~-----·-

A • R.

f ~ v:::•:::~: ::!mm:mln!lltii!''"'

I

I

,

'

~

::

M2

=

.

~

.@ a:o·42265 t · • • • • .. .. .. .. : • -m a ,• -- ... - - -b - - -· . ., . . r

-

•a =4;~L 12b-al

=m

{

"""'

-!!!.(a• .. la'b+b') L' 2

M,

!!:!!!2/b+

M,

= -0·42265 m

M,

=

1.'

f!t?::::::,.... .....

-

Applied Moment

)

m+MA FIA = -Ra =- 31L'-b'l -n'"" m = - - L -

R. ,

(

~M,

L

L'-3b'

""'2C'm

M,

M A' 0 :

I I

\1

I

I

j

I

!) =m+M ' 2

!

\ j

0·57735 m

'! I l

)

;'l UNIFORM LOAO ON LENGTH BEYOND PROP Span

=L

Uniform Load

=- W

Ra

~

:;

Full Length

=

= ~(s-!)

Ra

.£1. 3

Slape at C

........

I

"'"'"! I

'

M"f: l£:>,

WL'a

6 neg

=- 54EI

'C

=

I

l

Span

=L Pornt Load W

A~~-----L----·a~lP, . --.. . --s· -.. --:---.~fC . -:

=

~

,. ................................... .. X : ~-JDDI!I""' ' .R, : ~ :~rrnm@ii!U:i!ltil!i@liii!!!:.:::;.... 1 I

~~

Full Length =

MAf::prr.r.,.: . . . , }..

at X

,M 8

~----·

= ~ from

A, M

=0

rMs

'! I I

j

I

)

S

RA=-~ 2L

Wa

= -wa

2

Oeflectron at C

= ~fs.!)

MaK. Negative Oeflectron } at X :. ~ L hneg

= -2ffi

SlOPe at C

=

4EI \'

'

: ~ :~IIIIIIW¥-fUV

.....

:,.. } . .;~.--1 at X .. ~from A. M =0 I

POINT LOAD AT FREE END

w

'

)

\.

PROPPED CANTILEVER

..

J

I

-·---·--·------X

BET

Max. Negative Oeflectron}

A4

I

Wa'S

Dellectron at C

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s

=-T

4

1

~c=J B a :C

~·---·--------·

Wa

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at X=

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PROPPED CANTILEVER

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Appendix C- Useful Design Data (1/12)

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APPENDIX C- USEFUL DESIGN DATA

r . !

L r

C.l Road transport limitations (simplified) (in the UK) '

I I

'-'

Upto 2.9m

Upto 18.3m

r· L

Movements ofloads within these parameters do not require Police notification etc.

Up to 4.975m

rI ' i

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L r!

1

r

I

L 2.9m to5.0m

18.3m to 27.4m

L

r.

Movements ofloads within these parameters require notification of all Police forces at least 2 clear days in advance.

I

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L r

Greater than 27.4m

Greater than5.0m

Movements ofloads exceeding these parameters requires special pennits from the DoT, normally needing 8 weeks prior notice; additional plans and drawings of routing may be requested

1

I

00

I....

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0

L r

1

L THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

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1

Ver 3.0 I Aug 98

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C.2 Craneage data - double girder

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Double gifr/erpend11111 conllOJied cranes tor kNiding class 021o BS

446-

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BS 2573: PBII 11 11

I I

c

Capacity tonnes

10

25

1.

2. 3. 4. 5. 6.

Span

A

B

c

D

E

F

H

w

s

mm

mm

mm

mm

mm

mm

mm

mm

920 920 920 920 920 920 950 950 950 950

1250 1250 1278 1280 1375 1375 1535 1715 1715 1865 1650 1650 1650 1800 1800 1950 1950 2100 2100 2125

1225 1225 1255 1255 1325 1325 1485 1665 1665 1815 1540 1540 1540 1690 1690 1840 1840 1990 1990 2035

metres 8 10 12 14 16 18 20 22 24 26 8 10 12 14 16 18 20 22 24 26

1650

Crab wt. tonnes

~ 2500

'25oo 970

1150

200

220 220 220 220 220 220 220 220 235 235

430

500 500 500 500 500 500 500 520 600 600

9700

~ ~ 3700

1.70

: 3700 I 3700 4300 4300 4300

8000

~ 4300 43oO 43oO 4300

~ ~ 4900

49oo

4.00

Crane wt. tonnes 5.18 5.84 7.98 8.82 10.68 11.60 11.11 12.67 13.65 15.17 11.40 11.97 13.14 14.36 15.22 18.83 20.03 22.54 24.53 27.78

Wheel load tonnes 6.19 6.47 6.98 7.26 7.77 8.04 7.91 8.30 8.61 8.99 14.90 15.04 15.62 16.13 16.49 17.52 17.92 18.64 19.20 20.08

Dimension B is based upon construction where end carriages are built into bridges member for maximum rigidity and compact headroom dimension. Alternative end constructions can be provided to either increase or reduce dimension B to suit existing building condition The height oflift, H or hook path dimension, is based upon a standard crab unit. Alternative crabs are available in ail capacities for extended heights oflift. Crane weights include the crab. Weights of crane and crab are with unloaded hooks. Wheel loads are for static conditions with maximum working load and minimum crab approach. Above information is approximate only and is intended for guidance. Exact information should be obtained from manufactures' publication.

)

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...., THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

Ver 3.0 I Aug 98

ARUJP

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L.. C.3 Craneage data- double hoist

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c.

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CD

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Capacity tonnes

A m

B mm

c

10 12.5 16 20 25 32

330 330 330 340 340 340

2.6 2.6 2.6 2.7 2.7 2.7

m

D m

E m

F m

G m

H m

K m

L m

0.6

0.8 1.0 1.1 1.3 1.4 1.6

4.3 4.6 4.7 4.9 5.0 5.2

5.5 5.8 5.9 6.1 6.2 6.4

M M

'

'L 50/10

1. 2. 3. ''

'

4.

1.5

2.0

16

1.1

Crab

Crane

wt.

wt.

tonnes

tonnes

Wheel load tonnes

21.0 35.0 30.0 35.0 41.0 50.0

30.0 32.0 34.2 37.0 40.0 43.0

20

Wheels in end carriage

2

Crane weights include the weight of the crab. Weights of crane and crab are with unloaded hooks. Wheel loads are for static conditions with maximum working load and minimum crab approach. Above information is approximate only and is intended for guidance. Exact information should be obtained from manufactures' publication.

' .

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Ver 3.0 I Aug 98

ARUIP

I ' J Appendix C- Useful Design Data (4/12)

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C.4 Standard rail sections

i Dimension mm Head Base Height Section width width c B A 13 bridge 13.31 36.0 92 47.5 108 54.0 44.5 16 bridge 15.97 19.86 50.0 127 55.5 20 bridge 28 bridg_e 28.62 50.0 152 67.0 76.0 35 bridge 35.38 58.0 160 50.18 58.5 165 76.0 50 bridge 56 bridge 55.91 76.0 171 102.0 89 crane 88.93 102.0 178 114.0 100.38 100.0 101 crane 165 155.0 164 crane 165.92 140.0 230 150.0 For A, Band C see figure below Mass/ unit length Kg/m

Area cm

2

y

Iyy

Ixx 4

mm

cm

21.5 24.3 25.8 28.9 34.4 29.3 43.8 53.3 73.9 67.7

39.01 64.01 82.10 167.45 265.67 325.83 794.38 1493.04 3410.78 4776.95

4

Zxx

Zyy

3

cm 3

cm

cm

74.38 116.34 192.76 371.37 505.23 719.67 685.90 1415.91 1266.34 5121.70

14.70 21.55 27.66 44.05 63.79 69.81 141.24 245.91 420.47 580.59

16.17 21.54 30.36 48.86 63.15 87.23 80.67 159.09 153.50 445.37

Maximum lengths for individual Bridge and crane rail sections Section Length (m) 13 bridge 9.144 16 bridge 9.144 20 bridge 9.144 28 bridge 15.000 35 bridge 15.000 50 bridge 15.000 56 bridge 15.000 89 crane 15.000 101 crane 12.192 164 crane 9.144

Rail dimensions

AJRL.Jnl~~J"L 56 kg/m Crane rail

89 kg/m Crane rail

20 kg/m Bridge rail

101 kg/m Crane rail

'

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y B

16 kg/m Bridge rail

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:

16.95 20.34 25.30 36.46 45.06 63.92 71.22 113.29 127.88 211.37

A

13 kg/m Bridge rail

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28 kg/m Bridge rail

35 kg/m Bridge rail

50 kg/m Bridge rail

164 kgtm Crane rail

Profiles of bridge and crane rails

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C.5 Typical bend radii- rolled sections

L

Typical recommended bend radii Typical possible bend radii X-X Axis Y-Y Axis (metres) (meters)

Serial size

r •

L 533 X 210 X 122 UB 406x 178x74UB 305 X 165 X 54 UB 254 X 146 X 43 UB 203 X 133 X 30 UB 178x 102x 19UB 152x89x16UB 127 X 76 X 13 UB

25 18 7 5 4 4 2.5 2

2.5 2.25 2 1.75 1.5 1.25 1 1

254 X 203 X 81.85 RSJ 203 X 152 X 52.09 RSJ 152 X 127 X 37.20 RSJ

4 2.5 1.5

2.25 1.75 1.5

305 X 305 X 283 UC 254 X 254 X 167 UC 203 X 203 X 86 UC 152 X 127 X 37 UC

6 4.5 3 2

3.5 3 2.25 1.75

250 X 250 X 16 SHS 200 X 200 X 12.5 SHS 200 X 100 X 10 RHS 150 X 100 X 10 RHS 120 X 80 X 10 RHS

10 7 4 2.5 2

10 7 6 4 3

219.1 X 12.5 CHS 168.3 x 10 CHS 114.3 x 6.3 CHS 60.3 x 5 CHS

3 1.5 1.25 0.75

3 1.5 1.25 0.75

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C.6 Safe load for 25 tonne capacity mobile crane Main boom capacities (tonncs)- through full360° circle slew- with outriggers fully

L

extended

,,' '

load curve tor each

/ ~

~~CII;----- •

1 '

I 1000

copocily (lonnos)

L

Boom length

1

r ' ! I.....

..

The examples shown are not the mm1mum radu possible

given jib lenqth

/

\

'' '' '

t I I

'' ''

15.00m

17.50m

20.00m

to 15.00m

to 17.50m

to 20.00m

22.50m

to

20.70

20.10

20.10

22.00

20.00

19.00

18.80

16.00

''

4.0m

19.50

18.00

17.80

17.60

15.50

4.5m

17.00

16.80

16.70

16.50

14.90

12.70

5.0m

15.30

15.30

15.30

15.00

13.90

12.30

10.40

6.0m

13.00

12.80

12.40

12.40

12.20

11.60

9.80

7.0m

10.50

10.50

10.50

10.50

10.50

10.50

9.40

8.0m

8.30

8.30

8.30

8.30

8.30

8.30

lO.Om

5.35

5.35

5.35

5.35

5.35

5,35

3.85

3.85

3.85

3.85

3.85

2.80

2.80

2.80

2.80

2.15

2.15

2.15

18.0m

1.70

1.70

20.0m

1.30

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12.0m 14.0m

mon

max.

rod ius

rod ius

16.0m

22.0m

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Ver 3.0 I Aug 98

1.30 0.90

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22.50m to 24.57m

25.40

overload

outriggers extended &. wheels off ground

12.50m

3.5m

... ~ ......

............... ,

10.07m to 12.50m

3.0m

I I I .........

10.07m fully retracted

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Radius in meters

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C. 7 Standard durbar plate sections Standard Sizes Thickness range on plain Width mm mm 8.0 10.0 4.5 6.0 1000 10.0 4.5 6.0 8.0 1250 6.0 8.0 10.0 1500 4.5 8.0 10.0 4.5 6.0 1750 6.0 8.0 10.0 1830

Mass per square metre of durbar plates Thickness on plain Kg/m2 mm* 4.5 37.97 6.0 49.74 8.0 65.44 10.0 81.14 12.5 100.77

12.5 12.5 12.5 12.5 12.5

Consideration will be given to reqmrements other than standard sizes where they represent a reasonable tonnage per size, i.e. in one length and one width. Lengths up to I 0 meters can be supplied for plate 6mm & over

Depth of pattern rangmg from 1.9 mm to 2.4 mm. *Thickness as measured through body of the plate

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Ultimate load capacity for plates simply supported on two sides , stressed to 275 N/mm2 Thickness on plain mm 4.5 6.0 8.0 10.0 12.5

Span (mm) 600 20.48 36.77 65.40 102.03 159.70

800 11.62 20.68 36.87 57.42 89.85

1000 7.45 13.28 23.48 36.67 57.40

1200

1400

1600

1800

2000

5.17 9.20 16.38 25.55 39.98

3.80 6.73 11.97 !8.70 29.27

2.95 5.20 9.23 14.45 22.62

2.28 4.07 7.23 11.30 17.68

1.87 3.30 5.93 9.25 14.50

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....,

Stiffeners should be used for spans m excess of II OOmm to avmd excessive deflectiOns

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C.8 RHS sections - standard lengths Length ranges and tolerances for rectangular hollow sections (RHS) Size Square mm

Rectangular

mm

Welded Standard Special mill mill lengths lengths m m

20 X 20

6.4

25

6.4& 7.5

X

25 & 30 X 30

Seamless Standard lengths m

Maximum exact lengths m

Length tolerance

mm

' j

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5.4- 7.5

50 x25

7.5

40 x 40 up to 100x100xS

50 x 30 up to 120 X SO X S

7.5, 10 & 12

5.4- 13.7

100 x 100 x 10 up to 150x 150x 12.5

120 x SOx 10 up to 200 X J00 X 12.5

7.5, 10 & 12

6.1-14.6

l50x l50x 16

200x100xl6

ISO x ISO up to 400 X 400 X 16

250 x !50 up to 500 X 300 X J6

10& 12

400 X 400 X 20

500 X 300 X 20

S.5-9.0 random

+150-0

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9-14.S

5.6- 11.2

+300- 0 +300- 0

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Ver 3.0 I Aug 98

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C.9 CHS sections- standard lengths Length ranges and tolerances for circular hollow section (CHS) Size (mm)

Welded

r •

'

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Seamless

Thickness

Standard mill lengthsm

Special mill lengths m

21.3 & 26.9

All

6.0 & 6.4

5.4- 7.5

+150- 0

33.7-48.3

All

6.0, 6.4 & 7.5

5.4-7.5

+150- 0

60.3- 114.3

All

6.0, 6.4, 7.5 & 10

5.4- 12

+150- 0

139.7- 168.3

All

7.5, 10 & 12

6.1- 14.6

+150- 0

Up to 12.5

7.5, 10, & 12

6.1- 14.6

+150- 0

193.7

16.0 Up to 12.5

r •

219.1

r . 244.5

10 & 12

16.0 20.0 6.3- 16 8- 12.5

10 & 12

'

6.3- 16 273

r '

9- 14.8

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+300- 0

8, 10 6, 8 & 10

+300- 0

8, 10 & 12 10, 12 & 14

+300- 0

9- 14.8

10 & 12

10 & 12

10 & 12

6, 8 & 10 4, 6&8

+300- 0

6, 8 & 10 4, 6&8

+300- 0

6, 8 & 10 4, 6&8

+300- 0

8, 10 & 12 4,6&8 2,4&6

+300- 0

9- 14.8

9- 14.8

20.0 25.0 10.0- 16.0

406.4

10 & 12

20.0 25.0 8.0- 16.0

355.6

8, 10 & 12

6, 8 & 10

20.0 25.0 6.3- 16.0

323.9

Standard mill lengths m

9- 14.8

20.0 (

Length tolerance mm

O.D.

9- 14.8

20.0 25.0 32.0

:

:

10.0- 16.0

:....

r. (

:

457

508 r ,

9- 14.8 8,10&12 6, 8 & 10 4, 6 &8 2,4&6

20.0 25.0 32.0 40.0 10.0- 16.0

'

10 & 12

10 & 12

+300- 0

9- 14.8

20 &25 32 40 50

6, 8 & 10 4, 6&8 2,4&6 3,4&5

+300- 0

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Ver 3.0 I Aug 98

ARUJP

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C.l 0 Carbon steel plate sections - British Steel standard sizes Typical size range of carbon steel plates (maximum length in m) Width 1220· 1250· 1300. 1500· 1600. 1750· 1800. 2000. 2100- 2250- 2500- 2750- 3000- 3050- 3250- 3460- 3500- 37501250 1300 1500 1600 1750 1800 2000 2100 2250 2500 2750 3000 3050 3250 3460 3500 3750 3960 (rum) Thickness

: 1:

5

12

12

12

12

12

12

12

6

13.5

13.5

13.5

13.5

13.5

13.5

13.5

7

13.5

13.5

13.5

13.5

13.5

13.5

13.5

12

12

-

13.5

13.5

13.5

12.5

12.5

-

13.5

13.5

13.5

13.5

13.5

13.5

12

-

-

-

-

-

-

8

13.5

13.5

13.5

13.5

13.5

13.5

13.5

13.5

13.5

13.5

13.5

13.5

13.5

II

9

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

10

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

18.3

10

-

-

19

19

19 19

12.5

19

19

19

19

19

19

19

19

19

19

19

19

19

19

15

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

20

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

25

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

30

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

' '

,....,

I

35

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

40

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

19

45

17

17

17

17

17

17

17

17

17

17

17

17

17

17

17

17

17

17

50

17

17

17

17

17

17

17

17

17

17

17

17

17

17

17

17

16.3

15.4

60

15.3

17

17

17

17

17

17

17

17

17

17

16.9

15.6

15.6

14.6

14.6

13.6

12.8

65

13.1

17

17

17

17

17

17

17

17

17

15.9

14.6

13.4

13.4

12.5

12.5

11.6

11

70

13.1

17

17

17

17

17

17

17

17

17

15.9

14.6

13.4

13.4

12.5

12.5

11.6

II

75

8.4

17

17

16.8

16.8

17

17

17

17

15.3

13.9

12.7

11.6

11.6

10.9

10.9

10.2

9.7

80

7.9

17

17

16.8

16.8

17

17

17

17

15.3

13.9

12.7

11.6

11.6

10.9

10.9

10.2

9.7

90

-

17

17

15

15

17

17

15.1

15.1

13.6

12.4

11.3

10.5

10.5

9.7

9.7

9.1

8.6

15.7

15.7

13.5

15.3

15.3

13.6

13.6

12.2

11.1

10.2

9.4

9.4

8.7

8.7

8.7

8.2

7.7

-

13.1

13.1

11.2

11.2

12.7

12.7

11.3

11.3

10.2

9.3

8.5

7.8

7.8

7.3

7.3

6.8

6.4

140

11.2

11.2

9.6

9.6

10.9

10.9

9.7

9.7

8.7

7.9

7.3

6.7

6.7

6.2

6.2

5.8

160

9.8

9.8

8.4

9.6

9.6

8.5

8.5

8.5

7.6

6.9

6.4

5.9

5.9

5.5

5.5

5.1

100 120

180

8.7

8.7

7.5

7.5

8.5

8.5

7.5

7.5

6.8

6.2

5.7

5.2

5.2

4.9

4.9

4.5

200

7.9

7.9

6.7

6.7

7.6

7.6

6.8

6.8

6.1

5.6

5.1

4.7

4.7

4.4

4.4

4.1

250

4

4

4

4

4

4

4

4

3.9

3.5

3.2

-

-

4

4

4

4

4

4

3.6

3.6

3.2

-

4

4

4

4

3.5

3.5

3.1

3.1

-

-

-

300 350

-

-

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indicates size not available

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Ver 3.0 I Aug 98

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C.ll Carbon and carbon manganese wide flats- British Steel standard sizes

r, !

Typical size range of carbon and carbon-manganese wide flats (max length in m)

\._,

r ,

(mm)

10

12

15

20

25

30

35

40

45

50

55

60

65

70

75

80

90

100

L [

;

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r . '·,

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L... r ,

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Not available

D

Development range- please consult

May be available with dimensions and material properties by arrangement

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Not normally available except by special arrangement on straightness and flatness tolerances

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r , THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.

r ,

Ver 3.0 I Aug 98

ARUJP


....., i

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C.12 Fasteners- mechanical properties and dimensions of ordinary bolts 1"""1

Ml2 1.74 84.3

Ml6 2.00 157

M20 2.50 245

M24 3.00 353

M30 3.50 561

M36 4.00 817

10.863

14.701

18.376

22.051

27.727

33.402

33.1 18.7 66.2 48.1

61.6 34.8 123 89.6

96.1 54.3 192 140

138 78.2 277 201

220 124 439 321

321 181 641 466

30 36 49

-

38 44 57 24

46 52 65 30

54 60 73 36

66 72 85

78 84 97

19.0 21.9 8.0 10.0

24.0 27.7 10.0 13.0

30.0 34.6 13.0 16.0

36.0 41.6 15.0 19.0

46.0 53.1 19.0 24.0

55.0 63.5 23.0 29.0

Metric coarse threads Pitch (mm) Tensile stress area Basic effective diameter (pitch diameter) (mm) Grade4.6 Grade 8.8

Ultimate load kN Proofload Ultimate load kN Proof load

Length of threads = 125mm > 125mm and= 200mm >200mm = 125mm (short thread length)

-

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Dimensions (mm) Maximum width across flats Maximum width across comers Nominal head depth of bolts Nominal depth of nuts

j

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C.13 Fasteners - clearance for tightening Up to and including M20 diameter, tightening is usually best done by hand

3.2. bolt

.....,

aiameter

I \ J

I Hand Spanner

tor Ordinary Bolts

Size ofbolt

a

b

c

d- power

Ml2 Ml6 M20 M24 M30 M36

23 30 30 36 49 49

27 46 46 65 78 97

30 60 60 60 70 100

500 500 600 600 700 700

'

J

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Impact wrench for HSFG bolts

Size of bolt

v

w*

X

M24

65

250 500 270 600 300 600

60

M30

78

M36

97

65 65

min.y to max.y 82 210 89 260 89 260

Note that the clearances given are the minimum values for convenient working. Lesser values than these may be used where necessary, after consultation with the equipment manufacturer.

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Torque multiplier for HSFG bolts

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Ver 3.0 I Aug 98

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1...,.,

C.14 Fasteners- high strength friction grip bolts Dimensions for high strength friction grip bolts and nuts to BS 4395 parts 1 and 2 (

Nominal diameter

1

L

Diameter of unthreaded shank

r, mm (Ml2) Ml6 M20 M22 M24 M27 M30 M33 M36

r , ~ 1

(

\

Max

Min

mm

mm

12.70 16.70 20.84 22.84 24.84 27.84 30.84 34.00 37.00

I 1.30 15.30 19.16 21.16 23.16 26.16 29.16 32.00 35.00

A

c

mm 1.75 2.0 2.5 2.5 3.0 3.0 3.5 3.5 4.0

Max

Min

mm

mm

22 27 32 36 41 46 50 55 60

21.16 26.16 31.00 35.00 40.00 45.00 49.00 53.80 58.80

mm 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 0.5

Thickness of *Dia hexagon head ofCsk. Head

F

Diameter of washer face

*Dept h of Csk. Flash

G

H

J

Max.

Min.

mm

mm

8.45 10.45 13.90 14.90 15.90 17.90 20.05 22.05 24.05

7.55 9.55 12.10 13.10 14.10 16.10 17.95 19.95 21.95

mm 24 32 40 44 48 54 60 66 72

Max.

Min.

mm

mm

22 27 32 36 41 46 50 55 60

19.91 24.91 29.75 33.75 38.75 43.75 47.75 52.55 57.75

mm 2.0 2.0 3.0 3.0 4.0 4.0 4.5 5.0 5.0

Thickness of nuts Addition to grip length to give length of bolt required** E Max.

Min.

mm

mm

11.55 15.55 18.55 19.65 22.65 24.65 26.65 29.65 31.80

10.45 14.45 17.45 18.35 21.35 23.35 25.35 28.35 30.20

mm 22 26 30 34 36 39 42 45 48

HEXAGON HEAD

'

i

Depth of washer face

See figures below for the dimensiOns used m the table Size shown in brackets is non-preferred * Countersunk head ** Allows for nut, one flat round washer and sufficient thread protrusion beyond nut.

L (

Width across flats

B

L

r

Pitch (coarse pitch series)

i

L

Po 0

General grade

r ,

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A

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Length

0

r.

'

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Higher grade Pt 2

L (

{~ c-EJ

1

L... (

COUNTERSUNK HEAD

'

E

r •

L r ,

Grip length Length

General grade Pt 1 countersunk head

@

@

([)

General grade Pt 1

Higher grade Pt 2

Higher grade Pt 2 countersunk head

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Ver 3.0 I Aug 98

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C.15 Staircase dimensions ~

Go Tread

I

/ Rise

dr

I

•.._Riser, .~~:;== where / applicable

~

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-=

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Pitch line- -"""'==

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I

-ll-overlap

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or rake

I I '

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Stairway terms \

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I

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Single rung 90° ladders

Companion,step i

75° or ship type ladders

~

II

\

)

'

)

50° Exceptional cases only

45°

STAIRS

1 ' j

' j

1co Limited use ramos

...., i

'

200

250

300

)

'

350

Tread 'Go' in millimetres

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Ver 3.0 I Aug 98

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Appendix D- Proprietary Components (1/9)

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1,....1

APPENDIX D

r ,

D .1 Macalloy Bars Bar dia.

mm

Stressing ties

Stainless steel stressing ties

18 20

Stainless steel architectural ties

High strength precision ties

43

50

17m

79

80

36

49

58

52

71

83

82

114

132

144

198

229

219

303

351

147

22

r '

24 r ,

Tie rods grades

92

153

27

112

187

30

138

230

195

322

25

241

26.5

270

232

I

u I

'

I

L '

32

394

'--'

36

500

r

~

40

618

L.

45

(

I

379

591

I

(

1

I

50

959

L

60

398

525

636

r ,

72

574

758

918

L

75

2056

r , I

90

709

1022

i......

100

892

1286

I

'

I

Approximate safe working loads (kN)

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Ver 3.0 I Aug 98

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ARlUIP

Appendix D - Proprietary Components (2/9)

Super Holorib Z28

D.2 Composite decking [Richard Lees ltd.] .h Load ::SJan !able- Normal Weig SUPPORT CONDITION

A

SLAB DEPTH mm

0.9mmGAUGE IMPOSED LOAD (kN/m')

.

Permanent -+Temporary

100 120 130 150 175 200 100 120 130 150 175 200 100 120 130 150 175 200

SINGLE

A

1.\

MULTIPLE

A

IS

1.\

PROPPED

A

+

1.\

2.55 2.41 2.35 2.23 2.12 2.02 3.00 2.82 2.75 2.61 2.47 2.35 3.55 4.25 4.60 5.30 5.04 4.82

I.OMMGAUGE IMPOSED LOAD (kN/m')

5.0

6.7

10.0

.

2.55 2.41 2.35 2.23 2.12 2.02 3.00 2.82 2.75 2.61 2.47 2.35 3.55 4.25 4.60 5.18 5.04 4.82

2.55 2.41 2.35 2.23 2.12 2.02 3.00 2.82 2.75 2.61 2.47 2.35 3.55 4.16 4.33 4.63 4.96

2.55 2.41 2.35 2.23 2.12 2.02 3.00 2.82 2.75 2.61 2.47 2.35 3.17 3.50 3.65 3.92 4.23

2.79 2.63 2.57 2.44 2.31 2.20 3.22 3.07 3.00 2.85 2.70 2.56 3.55 4.25 4.60 5.30 5.44

I~ ~


5.0

6.7

10.0

2.79 2.63 2.57 2.44 2.31 2.20 3.22 3.07 3.00 2.85 2.70 2.56 3.55 4.25 4.60 5.30 5.44

2.79 2.63 2.57 2.44 2.31 2.20 3.22 3.07 3.00 2.85 2.70 2.56 3.55 4.25 4.53 4.83 5.17

2.79 2.63 2.57 2.44 2.31 2.20 3.22 3.07 3.00 2.85 2.70 2.56 3.34 3.68 3.83 4.11 4.42

_5.2~ ~.20

~0

~

. 3.09 2.92 2.85 2.71 2.57 2.45 3.51 3.35 3.28 3.14 2.99 2.84 3.55 4.25 4.60 5.30 5.95 5.69

5.0

6.7

10.0

3,09 3.09 2.92 2.92 2.85 2.85 2.71 2.71 2.57 2.57 2.45 2.45 3.51 3.51 3.35 3.35 3.28 3.28 3.14 3.14 2.99 2.99 2.84 2.84 3.55 3.44 4.25 4.01 4.60 4.18 5.22 4.47 4.79 5.56 5.~ __J.69_ ~08

3.09 2.92 2.85 2.71 2.57 2.45 3.51 3.35 3.28 3.14 2.99 2.84 3.55 4.25 4.60 5.30 5.95

I

Notes (On tables to left) I. *depicts maximum spans when deck used as permanent shuttering only. 2. The spans indicated assume clear span+ IOOmm to the centreline of supports. 3. A span to depth ratio of35:1 for normal weight and 30:1 for lightweight concrete is imposed in deriving the above spans. 4. For calculating deflections an additional loading of0.5 kN/m2 is included by RLSD Ltd to allow for non-recoverable deflection due to construction personnel. Maximum deflections are limited to span/130 after taking account ofponding. 5. All other construction stage design checks include an allowance of 1.5 kN/IW for construction loading. 6. Tables are based on grade C30 concrete of wet density 2,400 kglml and 1900 kg/m2 for lightweight. 7. The dead weight of the slab has been included in the development of the spans shown. However, consideration should be given to finishes, partition walls, etc when reading from these tables. 8. Composite slabs are designed as simply supported irrespective of the deck support configuration. A nominal crack control mesh is required over the supports in accordance with clause 6.7, 6.8 and 6.9 ofBS 5950:Part 4. 9. Decking is manufactured from material meeting the following specification: BS EN 10147 designated in accordance with BS EN 10025

S280 GD + Z275 NA-C.

s·---FIRE RATING hrs

_____ --o---·· . htC- - - - - - - - Ligh --o--LoadS oan Tab! ----1.0 SUPPORT CONDITION

A

SLAB DEPTH mm


.

Permanent -+Temporary

SINGLE

A

1.\

MULTIPLE

A

IS

1.\

PROPPED

A

+

1.\

-

100 120 130 150 175 200 100 120 130 150 175 200 100 120 130 150 175 200

2.74 2.60 2.53 2.42 2.30 2.19 3.05 3.05 2.97 2.83 2.69 2.56 3.05 3.65 3.95 4.55 5.30 5.21

l.OMMGAUGE IMPOSED LOAD (kN/m')

5.0

6.7

10.0

.

2.74 2.60 2.53 2.42 2.30 2.19 3.05 3.05 2.97 2.83 2.69 2.56 3.05 3.65 3.95 4.55 5.30 5.21

2.74 2.60 2.53 2.42 2.30 2.19 3.05 3.05 2.97 2.83 2.69 2.56 3.05 3.65 3.95 4.55 5.12 5.21

2.74 2.60 2.53 2.42 2.30 2.19 3.D4 3.05 2.97 2.83 2.69 2.56 3.04 3.55 3.71 4.55 4.32 4.61

3.00 2.84 2.77 2.65 2.52 2.40 3.05 3.28 3.21 3.09 2.94 2.80 3.05 3.65 3.95 4.00 5.30 5.62

1.2mmGAUGE

IMPOSED LOAD (kN/m')

5.0

6.7

10.0

.

3.00 2.84 2.77 2.65 2.52 2.40 3.05 3.28 3.21 3.09 2.94 2.80 3.05 3.65 3.95 4.55 5.30 5.62

3.00 2.84 2.77 2.65 2.52 2.40 3.05 3.28 3.21 3.09 2.94 2.80 3.05 3.65 3.95 4.55 5.30 5.62

3.00 2.84 2.77 2.65 2.52 2.40 3.05 3.28 3.21 3.09 2.94 2.80 3.05 3.64 3.89 4.19 4.52 4.82

3.05 3.14 3.08 2.94 2.80 2.67 3.05 3.57 3.50 3.37 3.22 3.10 3.05 3.65 3.95 4.55 5.30 6.05

5.0

6.7

10.0

3.05 3.14 3.08 2.94 2.80 2.67 3.05 3.57 3.50 3.37 3.22 3.10 3.05 3.65 3.95 4.55 5.30 6.05

3.05 3.14 3.08 2.94 2.80 2.67 3.05 3.57 3.50 3.37 3.22 3.10 3.05 3.65 3.95 4.55 5.30 6.05

3.05 3.14 3.08 2.94 2.80 2.67 3.05 3.57 3.50 3.37 3.22 3.10 3.05 3.65 3.95 4.55 4.89 5.20

1.5

2.0

SLAB DEPTH mm

100 120 130 150 175 200 105 110 130 150 175 200 130 140 150 175 200

lified ---

Fire -. D

MethodC -·

-o--

A142 6.7 2.50 3.00 3.07 3.19

2.77 2.50 2.14 3.30 3.00 2.59 3.42 3.12 2.71

A252 6.7 2.50 3.00 3.64 3.78 3.94 4.08

A193 6.7 2.50 3.00 3.64 3.78 3.94 4.08

10.0 2.14 2.58 3.14 3.28 3.44 3.58

5.0 2.78 3.31 4.01 4.10 4.10 4.10

2.77 2.50 3.30 3.00 4.06 3.71 4.10 3.86 4.10 4.00

2.14 2.59 3.22 3.38 3.52

2.77 2.50 3.30 3.00 4.06 3.71 4.10 3.86 4.10 4.00

3.30 3.35 3.48 3.50

2.59 3.30 2.65 3.98 2.79 4.10 2.90 4.10

10.0 5.0 2.14 2.78 2.58 3.31 2.64 4.01 2.76 4.10 4.10 4.10

3.00 3.06 3.19 3.30

10.0 2.14 2.58 3.14 3.28 3.44 3.58

5.0 2.79 3.43 3.50 3.50

3.00 2.59 3.63 3.15 3.79 3.31 3.93 3.45

~--)

=-·--]

~--J

::___)

~---)

:_ ___ j

J

=-J

~----J

-

..

10.0 2.12 2.63 2.70 2.84

5.0 2.79 3.60 3.90 4.10 4.10 4.10 2.79 2.83 3.90 4.10 4.10 4.10 3.33 3.40 3.46 3.50 3.50

A193 6.7 2.50 3.60 3.69 3.85 4.02 4.02 2.50 2.54 3.64 3.80 3.98 4.10 3.00 3.07 3.13 3.28 3.41

10.0 2.12 3.07 3.15 3.31 3.48 3.63 2.12 2.16 3.12 3.27 3.44 3.59 2.57 2.63 2.69 2.84 2.96

5.0 2.79 3.60 3.90 4.10 4.10 4.10 2.79 2.83 3.90 4.10 4.10 4.10 3.90 4.08 4.10 4.10 4.10

A252 6.7 2.50 3.60 3.69 3.85 4.02 4.10 2.50 2.54 3.64 3.80 3.98 4.10 3.60 3.68 3.76 3.93 4.09

10.0 2.12 3.07 3.15 3.31 3.48 3.63 2.12 2.16 3.12 3.27 3.44 3.59 3.08 3.16 3.23

I

3.40 3.56

Notes (on table above) I. The simplified fire design method is based on fire tests on composite slabs incorporating steel meshes with 15-45mm top cover. This method is applicable for any construction where the mesh may act in tension over a supporting beam or wall (negative bending). This includes all end bay conditions. 2. All figures in the table are derived strictly in accordance with guidance given in SCI publication 056-'The fire resistance of composite floors with steel decking' (2nd edition), 1991. 3. Loads shown here are unfactored working loads and should include all imposed dead and live loads, excluding only the self weight of the slab. An ultimate load factor of 1.0 is assumed throughout.) 4. The mesh should satisfy the minimum elongation requirement given in BS4449 : 1998. 5. For conditions outside the scope of these tables, including all isolated spans, consult the appropriate fire engineering chart.

ARUIP

Ver 3.0 I Aug 98

=·_j

A142 6.7 2.50 3.08 3.16 3.30

2.79 2.50 2.12 2.14 2.83 2.54 2.16 2.59 3.41 3.07 2.63 3.22 3.50 3.20 2.76 3.38 3.52


)

--

LIGHTWEIGHT CONCRETE SPAN (m) FOR GIVEN IMPOSED LOAD (kN/m')

NORMAL WEIGHT CONCRETE SPAN (m) FOR GIVEN INPOSED LOAD (kN/m2)

5.0 2.78 3.31 3.38 3.49

~---

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:_._J

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r

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-

r-

r-

r----: r

--

[

-


Composite Decking cont. [Ward Multideck 60- Normal weight concrete] Lo~._.

...

........ ""' .......... "-' ...............~ .....

Span Type (Support Condition)

X

X

X

X

X

---------

Slab Depth

Min Mesh

(mm)

Size

120 130 140 150 160 175 200 250 120 130 140 150 160 175 200 250

A98 A142 A142 A142 A142 A193 A193 A252 A98 A142 A142 A142 A142 A193 A193 A252

...,.,.._.,.._.,,a:.&...,.A.O.&,..A.JU'-'.O.~"-'""

t-0.9

4.0 2.48 2.40 2.32 2.25 2.19 2.10 1.98 1.79 2.88 2.78 2.68 2.60 2.52 2.42 2.28 2,06_

t-0.9

Slab Depth

Min Mesh Size

120 130 140 150 160 175 200 250

A98 A142 A142 A142 A142 A193 A193 A252

4.0 4.19 4.42 4.61 4.78 4.94 4.79 4.56 4.12

200

A193

250

A252

X

oc

X X

4'

X+ X

+ +X

10.0 3.01 2.90 2.80 2.71 2.63 2.53 2.37 2.14 3.15 3.22 3.13 3.05 2.96 2.84 2.67 2.40

12.0 2.81 2.90 2.80 2.71 2.63 2.53 2.37 2.14 2.80 3.03 3.13 3.05 2.96 2.84 2.67 2.40

14.0 2.54 2.73 2.80 2.71 2.63 2.53 2.37 2.14 2.53 2.72 2.92 3.05 2.96 2.84 2.67 2.40

4.0 3.36 3.26 3.17 3.09 3.01 2.89 2.71 2.44 3.66 3.55 3.45 3.36 3.28 3.16 3.00 2.69

10.0 3.31 3.26 3.17 3.09 3.01 2.89 2.71 2.44 3.31 3.51 3.45 3.36 3.28 3.16 3.00 2.69

12.0 2.93 3.16 3.17 3.09 3.01 2.89 2.71 2.44 2.93 3.16 3.38 3.36 3.28 3.16 3.00 2.69

Total Applied Load (kN/m 1)

14.0 2.65 2.86 3.05 3.09 3.01 2.89 2.71 2.44 2.65 2.86 3.05 3.23 3.28 3.16 3.00 2.69

4.0 3.50 3.40 3.31 3.22 3.14 3.03 2.85 2.56 3.82 3.71 3.60 3.51 3.42 3.30 3.13 2.83

6.0 3.50 3.40 3.31 3.22 3.14 3.03 2.85 2.56 3.82 3.71 3.60 3.51 3.42 3.30 3.13 2.83

t=l.l

t-1.0 Total Applied Load (kN/m 2)

Total Applied Load (kN/m1)

. . . .. .. ... .

6.0 3.54 3.78 4.00 4.18 4.33 4.53 4.56 4.12

-(See note 6) 8.0 10.0 3.03 3.23 3.43 3.62 3.20 3.79 3.36 4.04 3.59 4.40 3.94 4.12 4.12

2.89 3.04 3.25 3.57 4.12

2.98 3.27 3.81

(See note6) 6.0 4.0 4.20 3.75 3.99 4.55 4.90 4.21 5.09 4.40 4.61 5.25 4.82 5.47 5.14 5.34 4.80 4.80

5.45

4.83

4.40

3.93

3.55

3.27

5.79

5.91

5.30

4.87

4.52

. .

or

X+ P++X

8.0 3.01 2.90 2.80 2.71 2.63 2.53 2.37 2.14 3.31 3.22 3.13 3.05 2.96 2.84 2.67 2.40

(See note 6) 6.0 8.0 3.36 3.36 3.26 3.26 3.17 3.17 3.09 3.09 3.01 3.01 2.89 2.89 2.71 2.71 2.44 2.44 3.66 3.63 3.55 3.55 3.45 3.45 3.36 3.36 3.28 3.28 3.16 3.16 3.00 3.00 2.69 2.69

-(see note 6) 8.0 10.0 3.50 3.32 3.40 3.40 3.31 3.31 3.22 3.22 3.14 3.14 3.03 3.03 2.85 2.85 2.56 2.56 3.77 3.32 3.71 3.57 3.60 3.60 3.51 3.51 3.42 3.42 3.30 3.30 3.13 3.13 2.83 2.83

12.0 2.94 3.15 3.31 3.22 3.14 3.03 2.85 2.56 2.94 3.15 3.38 3.51 3.42 3.30 3.13 2.83

14.0 2.65 2.85 3.05 3.22 3.14 3.03 2.85 2.56 2.65 2.85 3.05 3.24 3.42 3.30 3.13 2.83

....................................................................

(mm)

+

14.0 2.39 2.40 2.32 2.25 2.19 2.10 1.98 1.79 2.39 2.58 2.68 2.60 2.52 2.42 2.28 2.06

(See note6) 6.0 4.0 3.01 3.01 2.90 2.90 2.80 2.80 2.71 2.71 2.63 2.63 2.53 2.53 2.37 2.37 2.14 2.14 3.31 3.31 3.22 3.22 3.13 3.13 3.05 3.05 2.96 2.96 2.84 2.84 2.67 2.67 2.40 2.40

t-1.2



12.0 2.48 2.40 2.32 2.25 2.19 2.10 1.98 1.79 2.65 2.78 2.68 2.60 2.52 2.42 2.28 2.06

au,..,.o.&AJ&.I

Condition)

X

6.0 2.48 2.40 2.32 2.25 2.19 2.10 1.98 1.79 2.88 2.78 2.68 2.60 2.52 2.42 2.28 2.06

-(See note 6) 8.0 10.0 2.48 2.48 2.40 2.40 2.32 2.32 2.25 2.25 2.19 2.19 2.10 2.10 1.98 1.98 1.79 1.79 2.88 2.85 2.78 2.78 2.68 2.68 2.60 2.60 2.52 2.52 2.42 2.42 2.28 228 2.06 2.06

t-1.1

t-1.0


(Support

Span Type

. ...

&u•&'-'<'&&.-..A"-'TA&._,.,_, • ._.._..LI._..&

12.0

14.0

6.27

. .. .. .. .. .. . 8.0

10.0

3.42 3.62 3.80 3.98 4.23 4.61 4.80

3.20 3.37 3.53 3.76 4.11 4.73

12.0

3.19 3.41 3.37 4.31

14.0

3.13 343 3.97

. . . . . . . . 5.63

5.15

t-1.2

Total Applied Load (kN/m 1) See note 6)

4.0 4.20 4.55 4.90 5.25 5.53 5.76 6.00 5.38 6.07

6.58

6.0 3.91 4.15 4.37 4.50 4.78 5.06 5.40 5.38

. .. .. .. .. .. 8.0

10.0

12.0

3.56 3.76 3.95 4.13 4.39 4.77 5.38

3.33 3.57 3.67 3.90 4.26 4.88

3.32 3.54 3.87 4.45

14.0

.. . . . . . . . . 5.92

3.56 4.11

5.42


4.0 4.20 4.55 4.90 5.25 5.60 5.98 6.26 5.66 6.32

6.86

6.0 3.91 4.15 4.37 4.58 4.78 5.06 5.47 5.66

-(see note 6) 8.0 10.0

12.0

14.0

3.76 3.95 4.13 4.38 4.77 5.42

3.54 3.87 4.45

3.25 3.56 4.11

.. .. .. .. .. ... ... 3.67 3.90 4.26 4.88

. . . . . . . . . 6.16

-

Notes:

1 2

All tabulated figures include the self weight of the slab. All tabulated figures include a construction allowance of 1.5kN/m1 for spans of 3m and over, or 4.5/span kN/m1 for spans less than 3m in accordance with the recommendations ofBS 5950: Part4l994. The suggested maximum ratios of slab span to slab depth are 30 for LWC and 35 for NWC to control deflections. Deflection under construction loading (wet concrete etc.)

has been limited to that stipulated in BS 5950: Part 4 1994. For the purpose of calculating the span/depth ratio, the distance between the centre-lines of the supports of an end span may be used. 4 Minimum reinforcement mesh sizes provide 0.1% of the gross cross-sectional areas of the concrete at the support. The composite slabs should meet the requirements ofBS 5950; Part 4 1994 with regard to their composite behaviour under normal imposed loads. Total applied load referred to in the above table is a working

Load based on factored combinations of live loads, finishes, ceilings, services and partitions, divided by a load factor of 1.60 (excluding slab self weight). Temporary supports should remain in place until the concrete 7 has achieved its 28 day cub strength. • The addition of props gives no further benefit in these cases. Propped loads assume props are equally spaced.


Ver 3.0 I Aug 98

10

Deck must lie flat on all support beams. Point only contact will affect design loading.

ARUJP

r---~

[

--


Composite Decking cont. [Ward Multideck 60- Lightweight concrete] JYJ..n.."l....1U I,.JJU C &:,n.JUA.::>O:JJ.D.Lo.l!< .:OJ: n.l'l

&..O.&'U".&.&AOTL<.U.... .&.&&'-''U'H"-'.I'U:.<.&.A'<

Span Type (Support Condition)

K

K

K

K

K

a....a"Ur.a.aan.ao..a'-".&.1.& '-''-""'-'

Span Type

120 130 140 150 160 175 200 250 120 130 140 150 160 175 200 250

A98 A142 A142 A142 A142 A193 A193 A252 A98 Al42 A142 Al42 A142 Al93 A193 A252

'.&L<

..

4.0 2.67 2.58 2.50 2.43 2.37 2.28 2.15 1.79 3.08 3.00 2.91 2.82 2.74 2.63 2.48 2.25

Total Applied Load (kN/m1) See note_!}_ 10.0 12.0 6.0 8.0 2.67 2.65 2.67 2.39 2.58 2.58 2.58 2.58 2.50 2.50 2.50 2.50 2.43 2.43 2.43 2.43 2.37 2.37 2.37 2.37 2.28 2.28 2.28 2.28 2.15 2.15 2.15 2.15 1.96 1.96 1.96 1.96 3.08 3.08 2.39 2.65 3.00 2.58 2.85 3.00 2.9 2.91 2.77 2.91 2.82 2.82 2.82 2.82 2.74 2.74 2.74 2.74 2.63 2.63 2.63 2.63 2.48 2.48 2.48 2.48 2.25 2.25 2.25 2.25

n.vraa:...-

IU~IUUIU

120 130 140 150 160 175 200 250

A98 A142 Al42 A142 Al42 Al93 A193 A252

4.0 3.66 3.92 4.20 4.50 4.94 5.25 4.95 4.50

3.89 4.13 4.32 4.80 4.71 4.95 4.50

... K

200

A193

5.76

5.05

P+Of'K

250

A252

6.30

5.59

...

K

or

X+ X+ X ...

3.55 3.76 4.48 4.23 4.55 4.50

--

3.30 3.95 3.72 4.11 4.50

3.48 3.35 3.70 4.20

14.0

.

3.38 3.71

. . . . . . 5.06

t~1.1

Total Applied Load (kN/m1)

C.l!.n..LVII.3.:;u_oa.,£, ,;,crt..n

. .. .. .. .. . .. .. . 4.68

t~I.2

t~1.0

Total Applied Load (kN/m:) (See note 6) 4.0 6.0 8.0 10.0 3.19 3.19 3.19 3.17 3.10 3.10 3.10 3.10 3.03 3.03 3.03 3.03 2.95 2.95 2.95 2.95 2.86 2.86 2.86 2.86 2.75 2.75 2.75 2.75 2.59 2.59 2.59 2.59 2.35 2.35 2.35 2.35 3.51 3.51 3.51 3.17 3.42 3.40 3.42 3.42 3.33 3.33 3.33 3.33 3.25 3.25 3.25 3.25 3.18 3.18 3.18 3.18 3.08 3.08 3.08 3.08 2.92 2.92 2.92 2.92 2.63 2.63 2.63 2.63

12.0 2.81 3.03 3.03 2.95 2.86 2.75 2.59 2.35 2.81 3.03 3.24 3.25 3.18 3.08 2.92 2.63

14.0 2.54 2.73 2.92 2.95 2.86 2.75 2.59 2.35 2.54 2.72 2.92 3.11 3.18 3.08 2.92 2.63

4.0 3.55 3.44 3.38 3.30 3.22 3.12 2.97 2.72 3.87 3.77 3.68 3.59 3.51 3.40 3.23 2.96

8.0 3.55 3.44 3.38 3.30 3.22 3.12 2.97 2.72 3.60 3.77 3.68 3.59 3.51 3.40 3.23 2.96

6.0 3.55 3.44 3.38 3.30 3.22 3.12 2.97 2.72 3.60 3.77 3.68 3.59 3.51 3.40 3.23 2.96

10.0 3.32 3.44 3.38 3.30 3.22 3.12 2.97 2.72 3.30 3.57 3.68 3.59 3.51 3.40 3.23 2.96

12.0 2.94 3.16 3.38 3.30 3.22 3.12 2.97 2.72 2.94 3.16 3.68 3.59 3.51 3.40 3.23 2.96

14.0 2.66 2.86 3.05 3.24 3.22 3.12 2.97 2.72 2.66 2.86 3.05 3.24 3.43 3.40 3.23 2.96

14.0 2.65 2.86 3.05 3.24 3.36 3.26 3.10 2.82 2.65 2.86 3.05 3.24 3.43 3.55 3.38 3.10

4.0 3.95 4.21 4.47 4.73 4.98 5.35 6.00 6.20

t=1.2 Total Applied Load (kN/m1) _(See note~_ 8.0 10.0 12.0 6.0

14.0

3.90 4.20 4.50 4.80 5.24 5.82 6.20

3.67 4.11

7.32

6.50

4.0 3.71 3.61 3.52 3.44 3.36 3.26 3.10 2.82 3.97 3.94 3.84 3.75 3.67 3.55 3.38 2.96

Ill

t~l.l

Total Applied Load (kN/m1 ) (See note 6) 6.0 8.0 10.0 4.0 3.79 3.60 4.05 3.53 3.90 4.31 3.74 3.33 4.20 4.56 4.47 3.95 3.47 3.65 4.81 4.77 4.14 3.90 5.25 5.01 4.42 5.31 4.82 4.29 5.84

3.29 3.51 3.87

3.21 3.54

6.00

5.36

4.83

4.28

3.87

3.54

6.00

6.51

5.93

5.38

4.97

4.37

3.87

7.02

. .. .. .. .. ... 12.0

14.0

4.0 3.90 4.15 4.41 4.67 4.92 5.28 5.98 5.92

Total Applied Load (kN/m1 ) See note 61_ 10.0 12.0 8.0 14.0

. .. .. .. .. . . .. .. .. . .. .. .. .. .. . .. . . . . . . . . . . . . . . . . . . . . 6.0

3.90 4.20 4.50 4.80 5.25 5.63 5.92

3.66 3.88 4.10 4.30 4.58 5.01 5.66

6.23

5.65

3.43 3.61 3.79 4.04 4.44 5.14

3.65 4.01 4.52

3.34 3.67 4.00

4.10 4.30 4.57 5.01 5.76

...

-

NOTES I All tabulated figures include the self weight of the slab. 2 All tabulated figures include a construction allowance of 1.5kN/rrt for spans of 3m and over, or 4.5kN/m2 for spans less than 3m in accordance with the recommendations of 855950: Part 4 1994. The suggested maximum ratios of slab span to slab depth are 30 for

Total Applied Load (kN/m1) • isee note 6l 10.0 6.0 8.0 12.0 3.60 3.60 3.32 2.94 3.61 3.57 3.16 3.61 3.52 3.38 3.52 3.52 3.44 3.44 3.44 3.44 3.36 3.36 3.36 3.36 3.26 3.26 3.26 3.26 3.10 3.10 3.10 3.10 2.82 2.82 2.82 2.82 3.60 3.60 3.32 2.94 3.94 3.94 3.57 3.16 3.84 3.84 3.38 3.84 3.75 3.75 3.75 3.75 3.67 3.67 3.67 3.67 3.55 3.55 3.55 3.55 3.38 3.38 3.38 3.38 3.10 3.10 3.10 3.10

See not~(;)

t~I.O

Total Applied Load (kN/m1) -(See note 6) 6.0 8.0 10.0 12.0

or

K...

14.0 2.39 2.58 2.50 2.43 2.37 2.28 2.15 1.96 2.39 2.58 2.77 2.82 2.74 2.63 2.48 2.25

t~0.9

Min Mesb Size

K

IU

t~0.9

Slab Depth fmml

(Support Condition)

K

(mm)

Min Mesh Size

Slab Depth

L WC and 35 for NWC to control deflection. Deflection under construction loading (wet concrete etc. ) has been limited to that stipulated inBS5950: Part 4 1994. For purpose of calculating the span /depth ratio, the distance between the centre-lines of the supports of an end span may be used.

Minimum reinforcement mesh sizes provide 0.1% of the gross cross -sectional area of the concrete at the support. The composite slabs should meet the requirements ofBS 5950: Part 4 1994 with regard to their composite behaviour under normal imposed loads. Total applied load referred to in the above table is a working load based on factored combinations oflive loads, ceilings, finished, services and partitions, divided by a load factor of 1.60 (excluding slab self weight).

]

J

J

J

J

-J

__ ]

__j

~---J

J

~--

_j

L__

Temporary supports should remain in place until the concrete has achieved its 28 day cube strength. *The addition of props gives no further benefit in these cases. Propped loads assume props are equally spaced. Deck must lie flat on all support beams. Point only contact will affect design loading.

9 10

ARUJP

Ver 3.0 I Aug 98

_]

3.63 4.01 4.65

-


J

3.79 4.03 4.43 5.12

:_____ __

]

J

__ j

=---J

~--~J

J

__ j

[

~

[

r~~~

~-~-=

r

r-

--~

c--~

c

r

r~-~

l

r-

r

r-

r

r-

r--= r ----=

r---~

Appendix D -Proprietary Components (4/9)

Composite Decking cont. [Ward Multideck 60- Fire resistance] ,,....,

........

Slab Depth (mm)

H~Jl\.JUJl.O.

Min

Mesh

.._VI''-'"'-'"'-"-"'

Fire ratine: 1.0 hour s Total Applied Load (kN/m 2) See note 6 (page 8)

...

UUUIU... AJ.O.'UU._>Jo.;:r'-LIO ... &O>"'Jln.i\

Ill

Fire ratin2: 1.5 hour s Total Applied Load (kN/m 2) See note 6 (page 8)

Fire ratine: 2.0 hour s - end span Total Applied Load (kN/m 2) See note 6 (page 8)

Fire rating: 2.0 hour(s internal span Total Applied Load (kN/m 2) See note 6 (page 8)

Size

4.00 130 3.85 142 130 193 4.18 130 252 4.51 140 142 4.01 140 193 4.36 140 252 4.71 !50 142 4.06 !50 193 4.44 !50 252 4.80 160 142 4.13 !60 193 4.49 !60 252 4.86 175 142 4.19 175 193 4.55 175 252 4.93 *142 200 4.29 200 193 4.65 5,03 200 252 *142 250 4.44 250 *193 4.81 250 252 5.19 ciGHTWEIGHT CONCRETE Fire Slab Min Depth Mesh (mm) Size

6.00 3.43 3.74 4.03 3.60 3.91 4.23 3.67 3.99 4.32 3.73 4.05 4.39 3.80 4.13 4.47 3.92 4.25 4.59 4.10 4.43 4.79

4.00 8.00 10.00 12.00 6.00 2.73 2.96 3.20 3.63 2.98 2.77 2.87 3.25 3.02 3.12 3.95 3.54 3.25 4.28 3.84 3.51 3.26 3.37 3.13 2.91 2.95 3.78 3.40 4.13 3.72 3.41 3.17 3.20 4.02 3.69 3.43 4.47 3.46 3.23 3.00 3.89 3.52 3.01 4.26 3.85 3.54 3.29 3.26 4.62 4.17 3.83 3.57 3.53 3.31 3.08 3.95 3.58 3.09 4.33 3.62 3.38 3.35 3.92 4.69 3.92 3.65 3.62 4.25 3.42 3.21 4.04 3.69 3.21 4.03 3.74 3.50 4.42 3.48 4.05 3.80 4.79 3.76 4.38 3.60 3.42 4.18 3.86 3.39 4.56 3.93 3.70 3.70 4.21 4.01 4.26 3.99 4.95 4.56 MAXIMUM PERMISSIBLE SPAN m ratine: 1.0 houris Fire ratine: l.S hour s Total Applied Load (kN/m2) Total Applied Load (kN/m2) See note 6 (page 8) See note 6 (page 8)

4.00 120 142 3.60 120 193 3.60 120 252 3.60 130 142 3.90 130 193 3.90 130 252 3.90 140 142 4.20 140 193 4.20 140 252 4.20 !50 142 4.31 !50 193 4.50 !50 252 4.50 160 142 4.37 160 193 4.76 160 252 4.80 175 *142 4.45 175 193 4.84 175 252 5.19 *142 200 4.57 200 193 4.97 200 252 5.38 *142 250 4.76 250 *193 5.16 250 252 5.58 Spans of3.5m and over are based on

6.00 10.00 8.00 12.00 3.43 2.87 2.68 3.11 3.60 3.12 3.39 2.91 3.37 3.14 3.60 3.60 3.63 3.04 3.30 2.84 3.32 3.10 3.90 3.60 3.59 3.90 3.89 3.35 3.77 3.17 3.43 2.97 4.12 3.46 3.75 3.24 3.76 3.51 4.20 4.07 3.84 3.24 3.50 3.04 4.19 3.82 3.54 3.31 4.50 3.83 4.14 3.59 3.91 3.57 3.31 3.10 4.26 3.89 3.60 3.38 3.91 4.62 4.22 3.66 3.40 3.19 3.99 3.66 4.35 3.98 3.70 3.47 4.01 4.71 4.31 3.76 4.13 3.54 3.80 3.33 4.49 3.85 4.13 3.61 4.16 4.86 4.47 3.91 3.77 4.34 3.56 4.03 4.09 4.71 4.37 3.86 5.10 4.72 4.42 4.17 12mm deck only. For single span conditions use the

8.00 3.15 3.41 3.68 3.30 3.58 3.87 3.37 3.66 3.97 3.43 3.72 4.03 3.51 3.81 4.12 3.63 3.94 4.25 3.83 4.14 4.47

10.00 2.92 3.16 3.41 3.06 3.32 3.59 3.14 3.41 3.69 3.20 3.47 3.75 3.27 3.55 3.84 3.40 3.69 3.98 3.60 3.90 4.21

4.00

6.00

8.00

3.63 3.22 2.92 3.90 3.54 3.22 3.52 3.90 3.87 3.83 3.40 3.10 4.20 3.42 3.75 3.74 4.20 4.11 3.93 3.19 3.50 4.35 3.88 3.53 4.50 3.88 4.25 3.97 3.56 3.25 4.40 3.93 3.59 3.94 4.80 4.31 4.04 3.62 3.32 4.45 4.00 3.67 4.02 4.89 4.39 4.13 3.44 3.73 4.56 3.79 4.12 5.00 4.52 4.15 4.28 3.62 3.91 4.72 3.99 4.31 5.17 4.72 4.37 Ward Multideck Software (see page 6)

10.00

12.00

4.00

6.00

8.00

10.00

12.00

4.00

6.00

8.00

2.60 2.83 3.06 2.73 2.98 3.22 2.83 3.10 3.36 2.91 3.18 3.45 3.03 3.31 3.58 3.22 3.51 3.80

3.13 3.48 3.85 3.26 3.65 4.03 3.38 3.78 4.19 3.45 3.86 4.28 3.53 3.96 4.39

2.82 3.14 3.47 2.95 3.30 3.64 3.07 3.43 3.80 3.15 3.53 3.90 3.26 3.66 4.05

2.59 2.88 3.18 3.72 3.03 3.35 2.83 3.17 3.50 2.92 3.27 3.62 3.05 3.41 3.78

2.41 2.68 2.96 2.53 2.83 3.12 2.65 2.96 3.27 2.74 3.06 3.39 2.87 3.22 3.56

2.27 2.52 2.78 2.38 2.66 2.93 2.49 2.79 3.08 2.59 2.89 3.20 2.73 3.05 3.38

3.73 4.16 4.60 3.95 4.42 4.87 4.15 4.66 5.15 4.31 4.86 5.40 4.55 5.15 5.74

3.36 3.75 4.14 3.56 3.99 4.40 3.76 4.22 4.67 3.94 4.44 4.93 4.20 4.75 5.30

3.09 3.44 3.80 3.28 3.67 4.04 3.47 3.90 4.31 3.65 4.11 4.56 3.92 4.44 4.94

Fire rating: 2.0 houris -end soan

4.00

2.70 2.52 2.97 2.77 3.03 3.25 2.86 2.68 3.39 3.80 3.16 2.96 3.23 3.46 4.20 2.96 2.77 3.56 3.06 4.00 3.27 3.36 4.43 3.59 2.82 3.63 3.01 3.33 3.12 4.09 3.42 4.53 3.65 3.08 2.89 3.67 3.41 3.20 4.14 3.50 4.59 3.74 3.20 3.01 3.74 3.32 4.21 3.53 3.64 3.87 4.67 3.21 3.85 3.39 3.53 4.33 3.74 4.09 3.86 4.80 or contact Ward Technical Services.

6.00

8.00

10.00

3.01 3.38 3.73 3.17 3.56 3.95 3.25 3.66 40.5 3.30 3.72 4.12 3.39 3.81 4.22 3.52 3.95 4.38

2.74 3.07 3.40 2.90 3.25 3.60 2.97 3.34 3.70 3.03 3.41 3.77 3.12 3.50 3.88 3.26 3.66 4.06

2.54 2.84 3.14 2.68 3.01 3.34 2.76 3.10 3.43 2.81 3.16 3.50 2.91 3.27 3.62 3.06 3.43 3.80


Ver 3.0 I Aug 98

2.87 3.20 3.53 3.06 3.42 3.75 3.24 3.64 4.02 3.42 3.85 4.27 3.70 4.18 4.65

12.00

2.70 3.01 3.31 2.87 3.21 3.54 3.05 3.43 3.78 3.23 3.64 4.03 3.50 3.96 4.41

Fire rating: 2.0 hour s internal span Total Apptied Load (kN/m 2) Sec note 6 (page 8)

Total Applied Load (kN/m 2) See note 6 (page 8)

12.00

10.00

12.00

2.38 2.66 2.94 2.51 2.82 3.12 2.58 2.90 3.21 2.64 2.97 3.29 2.73 3.07 3.40 2.89 3.24 3.59

4.00

6.00

8.00

4.09 4.20 4.20 4.35 4.50 4.50 4.48 4.80 4.80 4.59 5.17 5.25 4.76 5.40 5.00 5.02 5.70 6.37

3.63 4.08 4.20 3.87 4.37 4.50 4.01 4.53 4.80 4.12 4.67 5.17 4.30 4.87 5.43 4.58 5.21 5.81

3.31 3.72 4.11 3.53 3.98 4.42 3.66 4.14 4.59 3.77 4.27 4.75 3.96 4.48 4.99 4.24 4.82 5.38

10.00

3.06 3.43 3.80 3.27 3.68 4.09 3.39 3.83 4.25 3.51 3.97 4.40 3.68 4.17 4.64 3.97 4.51 5.04

12.00

2.86 3.21 3.55 3.06 3.45 3.82 3.18 3.59 3.96 3.29 3.72 4.13 3.46 3.92 4.36 3.75 4.26 4.75

I

ARUJP

r~--:

r----

...., i

!

~ J

Appendix D- Proprietary Components (6/9) '

I j

l

I

D.3 Purlin Systems- Zed purlin sleeved system [Metsec] SECTION REFEREN CE

1000

1200

1500

6.14 8.29 9.29

1.02 1.3!1

0.85

1.55

172.Z.I6 202.2.15 202.Z.I6 202.Z.I!I 202.Z.20 232.Z.I6

9.97 11.02 12.20 14.47 16.62 14.68

1.66 1.84 2.03 2.41 2.77 2.45

1.29 1.39 !.53

0.68 0.92 1.03

1.69 2.01 2.31 2.04

1.36 1.61 !.liS 1.63

172.Z.IS 172.Z.I6 202.Z.IS 202.Z.I6 202.Z.I8 202.Z.20 232.Z.l6 232.Z.I8

3.85 4.ll 4.21 4.49 5.03 5.57 5.11 5.37

8.01 8.52 10.13 11.23 13.32 15.20 13.51 16.39

1.23 1.31 1.56 1.73 2.05 2.34 2.08 2.52

1.03 1.09 1.30 1.44 1.71 1.95 1.73 2.10

0.82 0.87 1.04 1.15 1.37 1.56 !.39 1.68

202.Z.IS 202.Z.16 202.Z.I8 232.Z.I6 232.Z.18 232.Z.20 262.Z.I!I

4.21 4.49 5.03 5.11 5.73 6.34 6.25

9.37 10.39 11.!19 12.51 15.17 17.75 17.45

1.34 1.4!1 1.70 1.79 2.17 2.54 2.49

1.12 1.24 1.41 1.49 !.HI 2.11 2.08

0.89 0.99 1.13 1.19 1.45 1.69 !.66

262.Z.18 262.Z.20

4.49 5.03 5.11 5.73 6.34 7.26 6.25 6.92

9.26 10.37 11.63 14.12 16.51 19.62 16.24 19.18

1.23 1.38 1.55 1.811 2.20 2.62 2.17 2.56

!.03 1.15 1.29 !.57 ).83 2.18 1.80 2.13

0.82 0.92 1.03 1.25 1.47 1.74 1.44 1.70

202.2.20 202.Z.23 232.Z.I6 232.Z.III 262.Z.18 262.Z.20 262.Z.23 262.Z.25

5.57 6.35 5.11 5.73 6.25 6.92 7.92 8.59

IO.o? 11.50 111.611 13.19 15.17 17.92 21.83 24.32

1.26 1.44 1.36 ).65 1.90 2.24 2.73 3.04

!.OS 1.20 1.13 1.37 l.S8 1.87 2.27 2.53

0.84 0.96 0.91 1.10 1.26 1.49 1.82 2.03

232.Z.I!I 232.Z.20 262.Z.I8 262.Z.20 262.Z.23 262.Z.25

5.73 6.34 6.25 6.92 7.92 8.59

12.11 13.40 14.23 16.81 2CJ.48 22.55

1.42 1.58 1.67 1.98 2.41 2.65

1.19 1.31 1.39 1.65 2.01 2.21

0.95 !.OS 1.12 1.32 1.61 1.77

232.Z.l8 232.Z.20 262.Z.18 262.Z.20 262.Z.23 262.Z.25 302.Z.23 302.Z.25

5.73 6.34 6.25 6.92 7.92 8.59

10.79 11.94 13.38 1582 18.59 20.13 23.84 26.86

1.20 !.33 1.49 1.76 2.07 2.24 2.65 2.98

1.00 1.11 1.24 1.46 1.72 1.86 2.21 2.49

0.80 0.88 0.99 1.17 1.38 1.49 1.77 1.99

262.2.111 262.Z.20 262.2.23 262.Z.25 302.Z.23 302.Z.25

6.25 6.92 7.92 8.59 9.80

12.63 14.59 16.68 18.06 22.51 25.36

1.33 ).54 !.76 1.90 'l.37 2.67

1.11 1.211 1.46 1.58 1.97 2.22

0.89 1.02 1.17 1.27 1.58 1.7!1

262.Z.I8 262.Z.20 262.Z.23 262.Z.25 302.Z.23 302.Z.25

6.25 6.92 7.92 8.59 9.114 9.80

11.88 13.15 15.03 16.27 21.31 "4.01

1.19 1.31 !.50 1.63 2.13 2.40

11.99 1.10 1.25 1.36 1.78 2.00

0.79 0.88 1.00 1.08 1.42 1.60

7.92 8.59

13.60 14.72 20.22 22.20 27.24

1.29 1.40 !.93 2.11 2.59

1.08 1.17 1.60 1.76 2.16

0.86 0.93 1.28 1.41 1.73

13.36 18.64 20.20 25.91 32.02

1.21 1.69 1.84 2.36 2.91

1.01 1.41 1.53 1.96 2.43

0.81 1.13 1.22 1.57 1.94

172.Z.14 172.Z.IS

f ~

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WORKING LOAD TOTAL ALLOWABLE LOADNG in kN/m' PURLIN CENTRES In millimetre! U.D.L kN

3.60 3.60 3.85 4.11 4.21 4.49 5.03 5.57 5.11

142.2.16

]

WEIG liT kglm

• 202.Z.I6 202.Z.IR

9.04 9.80

9.04

9.04 1302.Z.25 342.Z.25 262.Z.25 302.Z.23 302.Z.25 342.Z.25 342.Z.29

9.80 10.98 8.59

9.04 9.80 10.98 12.68

LIS

I.ll 1.22

SPAN

180

360

1800

2400 0.43 0.5!1 0.64 0.69 0.76 0.85 1.00 1.15 1.02

6.35 8.98 9.60 10.22 13.72 14.60 16.35 18.08 21.61

3.18

4.!10 S.ll 6.86 7.30 8.17 9.04 10.81

0.51 0.55 0.65 0.72 0.85 0.97 0.87 1.05

8.25 8.78 11.80 12.56 14.06 15.55 18.61 20.85

0.56 0.62 0.71 0.74 0.90 1.06

1000 SPAN6.0m 0.51 0.69 0.77 0.92 O.!B 1.02 0.92 1.13 1.02 1.34 1.21 1.54 1.38 1.36 1.22 SPAN 6.5m 0.68 0.62 0.73 0.66 0.87 0.78 0.96 0.86 1.02 1.14 1.30 1.17 1.15 1.04 1.40 1.26 SPAN7.0m 0.74 0.67 0.!12 0.74 0.94 0.!15 0.99 0.89 1.20 1.08 1.41 1.27 1.39 1.25 SPAN7.5m 0.69 0.62 0.77 0.69 0.116 0.78 1.05 0.94 1.10 1.1"' 1.45 1.31 1.20 !.OR 1.42 1.28 SPANB.Om 0.70 0.63 0.80 0.72 0.75 11.68 0.92 0.82 1.05 0.95 1.24 1.12 1.52 1.36 1.69 1.52 SPAN8.5m 0.79 0.71 0.88 11.79 0.93 0.84 1.10 0.99 1.34 1.211 1.47 1.33 SPAN9.0m 0.67 0.60 0.74 0.66 11.!13 0.74 0.98 0.8!1 1.15 1.03 1.24 1.12 1.47 1.32 1.66 1.49 SPAN9.5m 11.74 0.66 O.KS 0.77 0.98 0.88 1.06 0.95 1.32 1.18 1.48 1.33 SPANlO.Om 0.66 0.59 0.73 0.66 0.84 0.75 0.90 0.81 1.18 1.07 1.33 1.20 SPANlO.Sm 0.72 0.65 0.78 0.70 1.07 0.96 1.17 1.06 1.30 1.44 SPANll.Om 0.67 0.61 0.94 0.85 1.02 0.92 1.31 1.18 1.62 1.46

ULTIMATE U.D.L.INkN/SPAN DOWN Uplift- Metal Cladding LOAD

SPAN

0.57 0.77 0.86


Ver 3.0 I Aug 98

DEFLECTION

Number of Anti Sags

0

I

2

831

13.09 !3.56 !6.17

16.73

19.89 23.57 27.04 23.92

9.45 8.78 9.46 10.74 11.92 13.66

13.09 13.56 15.17 16.73

17.97 19.89 23.57 27.04 23.92

17.97 19.89 23.57 27.04 23.92

....,

4.13 4.39 5.90 6.28 7.03 7.78 9.30 10.42

14.01 15.44 16.59 18.36 21.75 24.96 22.08 26.74

7.91 8.51 7.85 8.47 9.62 10.68 12.19 14.311

14.01

14.01 15.44 16.59 18.36 21.75 24.96 22.0!1 26.74

'

15.44 16.59 18.36 21.75 24.96 22.08 26.74

1.04

10.27 10.92 12.23 16.19 18.14 20.07 24.43

5.13 5.46 6.12 8.10 9.07 10.04 12.22

15.40 17.05 20.20 lO.SO 24.83 29.01 28.53

7.11 7.67 8.71 11.02 13.02 15.00 13.90

15.40 17.05 20.20 20.50 24.113 29.01 28.53

15.40 17.05 20.20 lO.SO 24.83 29.01 28.53

0.51 0.58 0.65 0.78 0.9' 1.09 0.90 1.07

5.59 10.74 14.22 15.94 17.63 20.15 21.47 23.77

4 .. 79 5.37 7.11 7.97 11.82 10.08 lll.74 11.118

15.92 18.85 19.13 23.17 27.08 32.58 26.62 31.40

12.65 14.64

15.92 18.85 19.13 23.17 27.08 32.58 26.62 31.40

15.92 18.85 19.13 23.17 27.08 32.58 26.62 31.40

0.52 0.60 0.57 0.69 0.79 0.93 1.14 1.27

10.51 12.00 12.60 14.11 19.03 21.06 24.08 26.07

5.25 6.00 6.30 7.06 9.51 10.53 12.04

13.03

20.28 24.110 17.94 21.73 24.96 29.43 35.80 39.85

10.28 24.1111 17.94 21.73 24.96 29.43 35.110 39.85

20.28 24.011 17.94 21.73 24.96 29.43 35.08 39.85

11.59 0.66 0.70 0.82 1.00 1.11

12.59 13.93 16.98 1879 21.48 23.26

6.29 6.96 8.49 9.39 10.74 11.63

20.45 23.89 23.49 27.70 33.70 37.51

20.45 23.89 23.49 27.70 33.70 37.51

20.45 23.89 23.49 27.70 33.70 37.51

0.50 0.55 11.62 0.73 0.86 0.93 1.10 1.24

11.30 12.50 15.24 16.87 19.29 20.89 28.63 31.111

5.65 6.25 7.62 8.44 9.64 10.44 14.31 15.51

19.31 22.56 22.19 26.16 31.82 35.42 39.26 44.18

0.55 0.64 0.73 0.79 0.99 1.11

13.76 15.23 17.42 18.K6 25.86 2K.02

6.88 7.62 8.71 9.43 12.93 14.01

21.02 24.79 30.15 33.56 37.19 41.85

0.49 11.55 11.63 0.68 11.89 1.00

12.49 13.83 15.81 17.12 23.4S 25.44

6.25 6.91 7.90 8.56 11.74 12.72

0.54 0.58 11.80 0.88 1.08

14.41 15.61 21.42 23.21 32.69

0.51 0.71 0.77 0.98 1.21

14.29 19.62 21.25 29.65 34.54

4.49

13.Q9 13.56 15.17 16.73

17.97

8.10 !UW

i

39.26 44.18

19.31 22.56 22.19 26.16 31.82 35.42 39.26 44.18

37.19 41.85

21.02 24.79 30.15 33.56 37.19 41.85

19.97 23.55 28.64 31.88 35.33 39.76

35.33 39.76

19.97 23.55 28.64 31.88 35.33 39.76

7.21 7.80 10.71 11.611 16.35

27.28 30.36 33.65 37.87 45.16

33.65 37.87 45.16

27.28 30.36 33.65 37.87 45.16

7.14 9.81 10.63 14.98 17.27

28.98 32.12 36.15 43.11 53.15

32.12 36.15 43.11 5315

28.98 32.12 36.15 43.11 53.15

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WEIG HT kglm

WORKING LOAD TOT ALLOWABLE LOADNG In kN/m• AL PURLIN CENTRES In milllmetres U.D.L kN 1000 1200 1500 1800

142.Z.l4 142.Z.IS

3.16 3.38

8.63 9.58

!

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2.05 2.28

1.64 1.82

137 1.52

3.16 3.38 3.60 4.03

6.99 7.42 7.94 8.87

1.75 1.85 1.98 222

1.46 1.55 1.65 1.85

!.Hi 1.24 1.32 1.48

0.97 1.03 1.10 1.23

142.2.15 172.2.14 172.2.15 172.2.16

3.38 3.60 3.85 4.11

5.82 8.39 9.40 10.30

1.29 1.86 2.09 2.29

1.08

0.86 1.24 1.39 l.S3

0.72 1.04 1.16 1.27

172.2.14 172.2.15 172.2.16 202.2.15 202.2.16 202.2.18

3.60 3.85 4.11 4.21 4.49 5.03

7.29 7.79 K.29 9.99 11.07 13.13

1.46 1.56 1.66 2.00 2.21 2.63

2.19

0.97 1.04 1.11 1.33 1.48 1.75

0.81 0.87 0.92 1.\1 1.23 1.46

172.2.14 172.2.15 172.2.16 102.2.15 202.2.16 202.2.18

3.60 3.K5 4.11 4.21 4.49 5.03

5.98 6.39 6.80 9.05 9.98 11.17

1.09 1.16 1.24 1.65 1.81 2.03

0.91 0.97 1.03 1.37 1.51 \.69

0.72 0.77 0.82 1.10 1.21 1.35

0.60 0.65 0.69 0.91 1.01 1.13

202.2.15 202.2.16 202.2.18 232.2.16 232.2.18 232.2.20

4.21 4.49 5.03 5.11 5.73 6.34

7.82 8.32 9.32 11.D2 13.37 15.64

1.30 1.39 1.55 1.114 2.23 2.61

1.09 1.16 1.29 1.53 1.86 2.17

0.87 0.92 1.04 1.22 1.49 1.74

0.72 0.77 0.86 1.02 1.24 1.45

202.2.18 202.2.20 232.2.16 132.2.18 262.2.1K 262.2.20

5.03 5.57 5.11 5.73 6.25 6.92

7.78 8.71 10.13 11.99 14.15 16.71

1.21 1.34 1.56 1.84 2.18 2.57

1.01 1.12 1.30 1.54 1.81 2.14

0.81 0.89 1.04 1.23 1.45 1.71

0.67 0.74 0.87 1.02 1.21 1.43

232.2.16 231.2.18 262.2.18 262.2.20 262.2.23

5.11 5.73 6.25 6.92 7.92

9.16 10.26 13.08 15.46 17.89

1.31 1.47 1.87 2.21 2.56

1.09 1.56 1.84 2.13

0.117 0.9!1 1.25 1.47 1.70

0.73 0.81 1.04 1.23 1.42

I! 262.2.25

5.73 6.25 6.92 7.92 8.59

8.86 12.16 13.54 15.48 16.76

l.l8 1.62 1.81 2.06 2.23

0.98 1.35 1.50 1.72 1.116

0.79 1.08 1.20 138 1.49

0.66 0.90 1.00 1.15 1.24

10.66 11.80 13.49 14.61 20.22

L33 1.48 1.69

1.11 1.23 1.41

302.2.23

6.25 6.92 7.92 S.59 9.04

2.53

2.11

0.89 0.98 1.12 1.22 1.68

0.74 O.H2 0.94 1.01 1.40

262.2.20 262.2.23 262.2.25 302.2.23 302.2.25

6.92 7.92 8.59 9.04 9.80

10.36 11.84 12.K2 18.12 19.63

1.22 L39 1.51 2.13 2.31

1.02 1.16 1.26 1.78 1.92

0.!11 0.93 1.01 1.42 1.54

0.68 0.77 0.84 1.18 1.211

262.2.25 302.2.23 302.2.25

8.59 9.90 9.04 9.80

11.32 13.03 16.04 17.37

1.26 1.45 1.78 1.93

1.05 1.21 1.48 1.61

0.84 0.97 1.19 1.29

0.70 0.80 0.99 1.07

302.2.23 302.2.25 342.2.25 342.2.29

9.04 9.80 10.98 12.68

14.27 15.46 22.3H 25.80

1.50 1.63 2.36 2.72

1.25 1.36 1.96 2.26

t.no 1.08 1.57 1.81

0.83 0.90 1.31 1.51

302.2.23 302.2.25 342.2.25 342.2.29 342.2.32

9.04 9.80 10.98 12.68 13.94

12.75 13.81 20.04 23.11 25.38

1.28 1.38 2.00 2.31 2.54

1.06 1.15 1.67 1.93 2.11

0.85 0.92 1.34 1.54 1.69

0.71 0.77 1.11 1.28 1.41

302.2.25 342.2.25 342.2.29 342.2.32

9.80 10.98 12.68 13.94

12.39 18.02 20.78 22.82

1.18 1.72 1.98 2.17

0.98 1.43 1.65 1.81

0.79 1.14 1.32 1.45

0.66 0.95 1.10 1.21

342.2.25 342.2.29 342.2.32

10.98 12.6S 13.94

16.27 18.76 20.60

1.48 1.71 1.87

1.23 1.42 1.56

0.99 1.14

1.25

0.82 0.95 1.04

342.2.25 342.2.29 342.2.32

10.98 12.68 13.94

14.73 16.98 18.65

1.28 1.4K 1.62

1.07 1.23 1.35

0.85 0.98 1.08

0.71 0.82 0.90

342.Z.29 342.2.32

12.68 13.94

15.42 16.93

1.28 1.41

1.07 1.18

0.86 0.94

0.71 0.78

262.2.29

r.

2.46 2.74

142.2.14 142.Z.15 142.Z.l6 142.2.18

•

L (

u

SECTION REFEREN CE

un

J.S5 1.74 1.91 1.21 1.30 1.38 1.67

1>5

1.22

J.S1

DEFLECTION SPAN SPAN 180 360

2000

2400

SPAN3.5m 1.23 1.03

1.37

ULTlMATE U.D.L. IN kN/SPAN DOWN !:!J!!ift MetaiCiaddln~ LOAD Number of Anti Sags

1.14

SPAN4.0m 0.87 0.73 0.93 0.77 0.99 O.K3 1.11 0.92 SPAN4.5m 0.65 0.54 0.93 0.78 1.04 0.87 1.)4 0.95 SPANS.Om 0.73 0.61 0.78 0.65 0.83 0.69 1.00 0.83 1.11 0.92 1.31 1.09 SPANS.Sm 0.54 0.45 0.58 OAK 0.62 0.51 0.82 0.69 0.91 0.76 1.02 0.85 SPAN6.0m 0.65 0.54 0.69 0.58 0.78 0.65 0.92 0.77 1.11 0.93 1.30 1.09 SPAN6.5m 0.61 0.50 0.67 0.56 0.78 0.65 0.92 0.77 1.09 0.91 1.29 1.07 SPAN7.0m 0.65 0.55 0.73 0.61 0.93 0.78 1.10 0.92 1.28 1.07 SPAN7.5m 0.59 0.49 0.81 0.68 0.90 0.75 1.03 0.86 1.12 0.93 SPANB.Om 0.67 0.56 0.74 0.61 0.84 0.70 0.91 0.76 1.26 1.05 SPAN8.5m 0.61 0.51 0.70 0.58 0.75 0.63 1.07 0.89 0.96 1.15 SPAN9.0m 0.63 0.52 0.72 0.60 0.89 0.74 o.so 0.97 SPAN9.5m 0.75 0.63 0.81 0.68 1.18 0.98 1.36 1.13 SPAN lO.Om 0.64 0.53 0.69 0.5S 1.00 0.84 1.16 0.96 1.27 1.06 SPANlO.Sm 0.59 0.49 0.86 0.72 0.99 O.K2 1.09 0.91 SPANll.Om 0.74 0.62 0.85 0.71 0.94 0.78 SPANll.Sm 0.64 0.53 0.74 0.62 0.81 0.6S SPAN n.om 0.64 0.54 0.71 0.59

0

I

9.29 9.86

4.64 4.93

13.95 15.49

8.19 9.11

13.95 15.49

7.11

3.56 3.77 4.04 4.52

12.21

K.08 9.03

13.55 14.83 17.25

7.25 8.07 8.84 10.24

12.21 13.55 14.83 16.98

12.21 13.55 14.83 16.98

5.97 9.22 9.85 10.48

2.98 4.61 4.93 5.24

12.05 13.65 15.27 16.84

7.20 7.40 8.32 9.20

12.05 13.65 15.27 16.84

12.05 13.65 15.27 16.84

7.47 7.98 8.49 11.62 12.37 13.85

3.73 3.99 4.25 5.81 6.18 6.92

12.28 13.75 15.15 16.28 18.02 21.35

6.65 7.49 8.28 7.94 8.83 10.49

12.28 13.75 15.15 16.2K Ut02 21.35

12.2K 13.75 15.15 16.28 18.02 21.35

6.17 6.60 7.02 9.61 10.22 11.44

3.09 3.30 3.51 4.80 5.11 5.72

11.17 12.50 13.78 14.80 16.38 19.41

6.02 6.77 7.49 7.18 7.98 9.48

11.17 12.50 13.78 14.80 16.38 19.21

11.17 12.50 13.7K 14.80 16.3K 19.41

8.07 8.59 9.62 12.94 14.50 16.04

4.04 4.29 4.81 6.47 7.25 8.02

13.57 15.02 17.19 18.05 21.87 25.55

6.52 7.25 8.62 8.39 10.22 11.92

13.32 14.11 15.78 18.05 21.87 25.55

13.57 15.02 17.43 18.05 21.87 25.55

lU9 9.06 11.03 12.36 16.90 18.70

4.10 4.53 5.51 6.18 !1.45 9.35

16.42 18.85 16.67 20.19 23.19 27.35

7.87 9.00 7.69 9.37 10.03 11.83

12.89 14.24 16.67 20.19 23.19 27.35

14.91 16.45 16.67 20.19 23.19 27.35

9.51 10.65 14.57 16.13 18.44

4.75 5.33 7.28 8.06 9.22

15.4!1 18.74 21.53 25.39 30.89

7.07 8.63

9.24 10.90 13.14

15.25 17.06 21.40 23.64 26.90

15.48 1!1.74 21.53 25.39 29.92

9.28 12.69 14.05 16.06 17.39

4.64 6.35 7.02 8.03 8.70

17.49 20.10 23.70 28.83 32.09

8.54 10.08 12.15 13.39

14.26 17.97 19.85 22.59 24.43

16.67 20.10 22.94 26.11 28.22

11.15 12.35 14.12 15.28 21.31

5.58 6.17 7.06 7.64 10.65

llt84 22.22 27.03 30.09 33.34

Ut01 19.89 22.62

13.31

15.12 16.72 190.3 20.59 29.73

33.34

10.94 12.50 13.54 18.87 20.45

5.47 6.25 6.77 9.44 10.22

20.91 25.44 28.32 31.38 35.31

14.16 16.13 17.46 25.43 27.38

17.18 19.54 21.11 29.64 31.95

12.08 13.90 16.84 IR.24

6.04 6.95 H.42 9.12

26.74 31.96 29.64 33.35

21.82 23.50

18.24 20.83 26.05 28.06

15.11 16.37 23.40 26.98

7.56 8.18 11.70 13.49

28.08 31.60 37.68 46.45

18.81 20.27 29.95 34.29

22.84 24.60 35.28 40.40

13.64 14.77 24.35 26.74

6.82 7.39 10.56 12.17 13.37

26.67 30.02 35.80 44.13 50.o7

1&.31 17.58 26.07 29.H7 32.H4

10.04 11.57 31.32 35.S5 39.34

13.40 19.16 22.09 24.26

6.70 9.58 11.04 12.13

28.59 34.09 42.03 47.69

15.34 22.80 26.1J 28.74

18.96 27.77 31.77 34.88

17.45 20.12 22.10

8.73 10.06 11.05

32.54 40.12 45.52

20.03 22.96 25.28

24.64 28.19 30.95

15.97 18.41 20.22

7.98 9.21 10.11

31.13 38.38 43.54

17.68 20.28 22.34

21.90 25.06 27.52

16.91 18.57

8.45 9.29

36.78 41.73

18.00 19.83

22.33 24.53

7.55

21.11

L.

L


I

Ver 3.0 I Aug 98

,

I !

l_..,

ARUJP

' 13.95 15.49

24.45

\ j Appendix D - Proprietary Components (8/9)

D.4 Precast hollow composite concrete floors [Bison]

l

LOAD I SPAN TABLE Overall

structural depth mm

Available fire period

Unit depth

SelfWt KN/m' 0.75

200 250 300 375 425 475 525

150 200 250 300 350 400 450

1 Hour or 2 Hours 2 Hours or 4 Hours 2 Hours 2 Hours 2 Hours 2Hours 2 Hours

3.6 4.1 4.5 5.7 6.2 6.6 7.1

8.2 10.5 12.0 14.2 15.7 16.7 18.0

I

Spans indicated below allow for characteristic service load (live load) Plus self weight plus 1.5 kN/m' for finishes Characteristic service loads kN/m1 1.5 2.0 2.5 3.0 10.0 I I 4.0 I 5.0 Effective span in metres 8.2 8.2 8.1 7.9 7.1 7.5 5.8 10.1 9.8 9.6 9.3 8.5 8.9 6.9 11.6 11.3 11.0 10.7 10.1 9.6 7.9 13.7 13.4 13.2 12.9 12.4 12.0 10.3 15.2 14.6 14.9 14.3 13.7 13.3 11.5 16.2 15.9 15.6 15.3 14.7 14.2 12.4 17.4 16.8 17.1 16.5 15.9 15.4 13.4

15.0

I

5.0 6.0 6.8 9.2 10.3 11.1 12.1

' J i I

' j

The above data ts based upon 50 or 75mm structural toppmg ofC30 concrete whtch should be regarded as a mmtmum. Other topping depths may be recommended in some circumstances. Design data for alternative combinations are available from Bison Design Offices. Topping reinforcement, daywork and movement joints should be considered in relation to the overall structural concept of the building.

r-!

Composite Profiles -r-

uooo

Composite depth 200mm 250mm

300mm _________ j __

Composite depth 375 mm 425mm 475 mm 525mm

'

150mm Thick 200111111 250mm

-

75 mm

l

1
300mm Thick 350mm

deplh 50mm at cemre ' of span. Ovemll thickness at bearing

4!Klmm 450mm

1

I

50 or 75 rnm

must tak~ account of

j

!

' J

I

I

[

the camh:r of tl~ slab.

I

___L_ _ _ _ __

1200 mm Nominal width

Simple bearing on top flange of steelwork

Insitu construction

Nominal support reinforcement and/or daywork joints Determined by general layout and site operation

Solid composite floors may be placed on insitu beam downstands or supported on shutters before pouring site concrete

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~-------------~------------

I ' J 50111111

;\'I in. hearing

Nominal 50 mm hearing ror

'I

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pn:cast clcmcnls I

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'L.. Appendix D - Proprietary Components (9/9)

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D.S Heavy duty anchors (Hilti HSL) [Hilti- feb 1994] Features:

high loading capacity force controlled expansion reliable pull-down of part fastened suitable for dynamic loading no rotation when tightening bolt

Bolt material:

8.8, ISO 898 Tl Galvanised to min 5 )lm

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Versions: Hilti HSLB heavy-duty anchor with inspection control Features: -Automatic torque control Hilti HSLG heavy-duty anchor with threaded rod Feature: -Various threaded rod lengths Settine; Details

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M 8/20

Anchor Setting details d" rrnn Drill bit diameter h 1 mm Hole d~Qth hnom mm) Min. d9?th of embedment tnx mm Max. thickness fastened I mm Anchor len~tth hn mm) Head wei ht + washer

I M 8/40

20 95

dh nun Max. clearance hole dw mm Washer diameter

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Drilling system

M 16/251M 16/50

M 20/30 I M 20/60

M 24/301M 24/60

18 100 80

24 125 105

28 155 130

32 180 155

40 115

20 107

4 13

17

25 120

50 145

25 148

II 80

5

14 20 120 TE-C-12/20 TE-Y-12/34 TEIO, TEI4, TE18-M TE24, TE54

Drill bit

40 127 10 50

HSL HSLB

h mm) Min. base material thickness

M 12/25 I M 12/50

15 90 75

7.5 25

Max. gap mm

Sw (mm) Width across flats

Bolt/rod material HSLG 8.8, ISO 898 Tl, galvanised to min 5 )lm HSLG-R: X5CrNi Mol810, 1,4401, A4-70 DIN 267 Til (stainless steel)

M 10/20 IM 10/40

12 80 65

" torque:~ T;n,1(Nm) T 1g h temng HGSGL-R

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8 19 24 20 30 160 TE-C-18/20 TE-Y-18/34

17 25 140 TE-C-15/25 TE-Y-15/34

50 173

14 200 120 9 24 30 26 40 180 TE-C-24125 TE-Y-24132 TE24, TE54, TE74

TE 14, TE 18-M, TE24 TE54

30 183

60 213

17 380 200 12 30 36 31 45 220 TE-Y-28/37

30 205

60 235 19 500

16 36 41 35 50 270 TE-Y-32137

TE54, TE74 TE54, TE74

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Recommended load F,o, in kN, non-cracked Concrete f = N/mm', V= 3 0

" Anchor size

Tensile N

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Combined Load ShearV

0 30 45 60 90

M8 6.9 7.9 8.4 8.8 9.8

MIO 10.4 12.5 13.6 14.6 16.7

Ml2 15.0 18.2 19.8 21.3 24.5

Ml6 25.7 31.3 34.2 37.0 42.6

M20 34.6 42.6 46.6 50.6 58.6

Recommended load for specific application: F"~ = F30 fa fr fA fR Influence of concrete strength fs Fa= I+ 0.02 (I -a/90) (f"·'"- 30) For (20 ~ f"·"'' ~ 55) Influence of depth embedment fT fT =h!!f!

M24 45.5 55.9 61.1 66.2 76.6

hnom

Limiting depth of embedment hlim = 1.5 hnom h," actual embedment depth

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Spacing

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Edge Distance M8

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Reduction Factors Ed e Distance fR Tensile r RN Shear _!Ry_ Anchor size Anchor size MIO Ml2 M16 M20 M24 M8 MIO M12 M16 M20

65 75 80 105 130 155 175 195 225 240 275 315 350 395 430 470

0.70 0.72 0.73 0.79 0.85 0.90 0.95 1.0

0 0.70 0.71 0.76 0.81 0.86 0.90 0.94 1.0

0 0.70 0.74 0.79 0.84 0.87 0.91 0.97 1.0 1.0

0 0.70 0.73 0.77 0.80 0.82 0.87 0.89 0.94 1.0

0 0.70 0.73 0.77 0.80 0.82 0.87 0.89 0.94 1.0

0 0.70 0.71 0.73 0.76 0.78 0.81 0.85 0.88 0.92 0.96 1.0

65 75 80 105 130 155 162 187 200 225 265 275 300 325 350 390

0.70 0.73 0.75 0.82 0.90 0.97 1.0

0 0.70 0.71 0.78 0.85 0.91 0.93 1.0

0 0.70 0.76 0.83 0.88 0.90 0.96 1.0 1.0

0 0.70 0.74 0.79 0.80 0.85 0.88 0.92 1.0 1.0 1.0

0 0 0.73 0.75 0.78 0.80 0.84 0.91 0.92 0.96 1.0 1.0

THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY. Ver 3.0 I Aug 98 lI

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M24

mml

0.70 0.71 0.74 0.75 0.79 0.84 0.85 0.88 0.92 0.95 1.0

0.30 0.37 0.40 0.59 0.77 0.95 1.0

0 0.30 0.33 0.49 0.64 0.80 0.84 1.0

0 0.30 0.44 0.59 0.74 0.78 0.92 1.0 1.0

0 0.30 0.41 0.52 0.55 0.66 0.72 0.83 1.0 1.0 1.0

0 0.30 0.39 0.41 0.50 0.55 0.64 0.79 0.82 0.91 1.0 1.0

0 0.30 0.32 0.39 0.43 0.51 0.63 0.66 0.73 0.81 0.89 1.0

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Arup - Structural Scheme Design Guide 2006

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