Arup - Structural Scheme Design Guide 2006 PDF
Arup - Structural Scheme Design Guide 2006 PDF
Arup - Structural Scheme Design Guide 2006 PDF
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Structural
Scheme Design
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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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i Index (1/2)
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THE ARUP STRUCTURAL SCHEME DESIGN GUIDE
CONTENTS 4.5.5 Bending strength (during construction)
VER 3.0 I Aug 1998 4.5.6 Stiffness
4.5.7 Safe load tables
1. Building Geometry & Anatomy 4.5.8 References
1.1 Typical grid dimensions
1.2 Typical sections 4.6Timber
1.3 Typical service zone requirements 4.6.1 Rules of thumb
1.4 Car parks 4.6.2 Materials supply
1.5 References 4.6.3 Grade stresses
4.6.4 Sizing of elements in.domestic
2. Guide toCosts construction
2.1 Comparative European costs for 4.6.5 Outline of design rules for timber
'' members
material supply
L 2.2 Relative costs of steel subgrades 4.6.6 Selected timber modification factors
4.6.7 Modification factor combinations
( ' 3.Loads 4.6.8 Deflection
' 3.1 Density of materials 4.6.9 Fasteners
3.2 Dead loading
3.3 Typical imposed loading 4.7 Masonry
3.4 Imposed loads on barriers 4.7.1 Rules of thumb
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3.5 References 4.7.2 Load factors
4.7.3 Material factors
4.1 Properties of Structural Materials 4.7.4 Modular dimensions
4.7.5 Typical unit strengths
4.2 Reinforced Concrete 4.7.6 Masonry compressive strength
4.7.7 Sizing external wall panels
4.2.1 Rules of thumb
4.2.2 Load factors 4.7.8 Flexural strength of masonry
4.2.3 Beams 4. 7.9 Internal non-loadbearing masonry walls
4. 7.10 Freestanding masonry walls
f ' 4.2.4 Slabs
4.7.11 Joints
4.2.5 Stiffness
4. 7.12 Other issues
4.2.6 Columns
4.2.7 Creep and Shrinkage
4.2.8 Bar and mesh areas and weights
4.8 Aluminium
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4.2.9 References 4.8.1 Main structural alloys
4.8.2 Durability
4.8.3 Typical physical properties
4.3 Prestressed Concrete
4.8.4 Design
4.3.1 Rules of thumb
( ' 4.3.2 Common strands
4.3.3 Common tendons 4.9 Stainless Steel
4.3.4 Equivalent loads 4.9.1 Material grades
4.3.5 Allowable stresses at service loads 4.9.2 Mechanical properties
4.3.6 Ultimate bending strength 4.9.3 Physical properties
( ' 4.9.4 Design strength
4.3.7 Shear
4.3.8 References 4.9.6 Availability
4.9.7 References
4.4 Steel (Non-Composite)
4.1.1 Rules of thumb
5. Foundations
4.4.2 Load factors 5. 1 General Principles
4.4.3 Design strength 5.2 Appropriate foundation solutions
4.4.4 Beam design 5.3 Presumed allowable bearing values under
4.4.5 Columns (and beam columns) vertical, non-eccentric static loading
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: 5.4 Shallow foundations
4.4.6 Portal Frame sizing
i 5.5 Piled foundations
~ 4.4.7 Element stiffness
4.4.8 Connections
4.4.9 Corrosion protection 6. Water Resistant Basements
r , 6.1 Rules of thumb
4.4.1 0 Section properties
4.4.11 References 6.2 Establish client's
requirements/expectations
4.5 Composite Steel and Concrete 6.3 Construction options
r . 4.5.1 Rules of thumb 6.4 Waterproofing options
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4.5.2 Load factors 6.5 Critical points
4.5.3 Bending resistance 6.6 Construction joints
4.5.4 Shear connectors 6.7 Movementjoints
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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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7. Fire
7.1 Minimum periods of fire resistance
7.2 Fire protection to steel elements
7.3 Fire protection for reinforced concrete
7.4 Fire protection for masonry
7.5 Fire requirements for timber
A.6
sections
Conversion factors
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sizes
C.11 Carbon and carbon manganese wide ...., I
flats - standard sizes
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C.12 Fasteners - mechanical properties and I J
dimensions of typical bolts
C.13 Fasteners - clearance for tightening
C.14
C.15
Fasteners - high strength friction grip
bolts
Staircase dimensions
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D.5
Precast hollow composite concrete
floors [Bison]
Heavy duty anchors [Hilti-Feb 1994]
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Range of space
( I Dimension/space Multiples of size (mm)
(mm)
B. Centres of columns
L. and wall zones
from 1200 300 or 100
C. Spaces between
from 1200 300 or 100
column and wall zones
D. Openings in walls
(e.g. for windows and from 600 300 or 100
( ' doorsteps)
Note: The first preference for the multiple of size in each case is 300
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1.2 TYPICAL SECTIONS 1
Multiples of size
Dimension/space Range of space (mm)
(mm)
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I.... B. Zones for floors and roofs 100 to 600 100
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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
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.
DEALERS
MIN NORM SPACE
STRUCTURAL
ZONE - I
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SERVICES
ZONE 850/1000
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HEADROOM
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RAISED
FLOOR
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DUCT LEAVING RISER/CORE
CONSIDER UNIVERSAL
COLUMNS AS BEAMS ' I
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I 1. Building Geometry and Anatomy (3/4)
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1.4 CARPARKS
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r 1 Car type Bay length Bay width Turning circle diameter (m)
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Angled parking 3
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Stall width
Parking PARALLEL TO AISLE
parallel to Aisle width (one way) Bin width
angle
aisle (m) ~
Minimum Preferred Minimum Preferred
r ' (m) (m) (m) (m)
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...... 90 2.40 6.00 6.00 15.50 15.50
....
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60 2.80 3.75 4.20 14.4 14.8
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I THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
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L... 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.
3
Headroom
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I . 2. Guide to Costs (1/3)
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2. GUIDE TO COSTS
This section has been intentionally removed from the Structural Scheme Design
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ARUIP
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Dec 06 Version
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3. Loads (1/4)
3. LOADS l
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3.1 DENSITY OF MATERIALS 12
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Material Density
(kN/m 3 }
Material Density
(kN/m
3
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3.2.1 General 13
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3. Loads (2/4)
Composite construction 4
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Layer Typical
Thickness (mm)
Typical Dead Load
on plan kNim 2
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1-..i Screed Normal 50 1.2
Lightweight 0.9
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Lead plywood
Walls
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12mm plaster each face 0.2
Party wall Cavity wall two 102.5 brick leaves plastered 5.0
both sides
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!.......
Curtain wall Glazing + spandrel 1.0
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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR
ARUJP
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 15
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Description Dead load on plan (kN/m 2 )
(Assuming flat) I
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Use of structure Intensity of distributed Concentrated load
2
loading (kNim )
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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.
ARUJP
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Ver 3.0 I Aug 98
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barrier for a car park, required to withstand the impact of a vehicle is given by:
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where m Is the gross mass of the vehicle (in kg);
v is the velocity of the vehicle (in m/s) normal to the barrier;
80 is the ceformation of the vehicle (in mm);
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8b is the deflection of the barrier (in mm).
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v 4.5 4.5
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Oc 10 100
Note : where 8o =0 use F =150 N for mass of vehicle =2500 kg.
r: 3.5 REFERENCES
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1. SCI, Steelwork Design Guide to BS 5950 (Vol. 4) (1991)
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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
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Ver 3.0 I Aug 98
ARUJP
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4.1 PROPERTIES OF STRUCTURAL MATERIALS
Concrete, f,.=40
22 to 34 (at 28 days) 0.42 E 0.20 7-12 24
(e.g. prestressed)
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Steel 205 0.38 E 0.30 12 78.5 ' J
Water - - - 60 9.8
,....,
Note: The values given for concrete above are typical and vary with age, shrinkage and creep '
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Live load kN/rrf 17.5
---
g-350
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::;;;..---
~ 300 15.0 ........ k::::: ~ ~
~ 300
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en 25o ~ 6::::::: ~ v ....... ro
en 25o -~
" ~~~
......., ~ ~ ~ ~ 200
~
200 1.,:::::::
150 ~
150
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100 100 --
4 5 6 7 8 9 10 11 12 4 5 6 7 8 9 10 11 12
Multiple span (m) Multiple span (m)
Slabs requiring support from columns only
800 600
550
Flat slabs I
700
~500
./ ~
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.s::: Live load kN/rrf
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4 5 6 7 8 9 10 11 12
200
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Multiple span (m) Multiple span (m)
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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
:: ~~~---"_~~~~;~~~-~~] l :: .-[_-,~---,_-b_-~-~-~--s-~--1-_2--~-~---~-~---~---i~--e---~-~-~--~J---~~~~----=-~~~~;~1
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800
700
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..... "' ...... .,.,... _....... 'L 25 kN/m
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~ -:~_,.,. ~,. -~ ... ...
300 r~~~~-:n~I;~;of~ci:r~~;;e~~----1
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1___ . two layers of reinforcement
_____________!--- two layers of remforcement 200 ---------------------------1.=.:----------------------~
200
4 5 6 7 8 9 10 11 12 13 14 15 16
4 5 6 7 8 9 10 11 12
Multiple span (m) Multiple span (m)
E700 -----""""" , ,. I
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1 ___ .... __ ....... - - _ ....... - - -
300 I~,............. _.,...,..................
.. - 1--- one layer ofremforcement 300 ~------ _..,..... _...--- I --- one layer of reinforcement J
200
r-----
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1--- two layers of reinforcement
200
~----:::::._____
----------------------"--------------------------
I --- two layers of reinforcement
4 5 6 7 8 9 10 11 12 4 5 6 7 8 9 10 11 12 13 14 15 16
Multiple span (m) 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.
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Concrete Floor Slabs: Typical Econmic Span Ranger
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RC beams witl1 ribbed I I I
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or 5olid one-way RC ,slabs
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or ribbed one-way RC slabs
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Two-way RC slabs -~ rT
with RC beams I -1 I T
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Precast: hollow care slabs
with precast or (RC) beams f-- f--
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and PTslabs I I I I I
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4 5 6 7 8 9 10 11 12 13 14 15 16
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Kay
Square panels, aspect ratio 1.0
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Rectangular panels, aspect ratio 1.5
Note
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all subject to market conditions and project specific requirements
RC=Reinforced concrete PT=Post-tensioned concrete
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Typical column size - also see section 4.2.6
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! Minimum column dimensions for 'stocky', braced column= clear height I 17.7
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2 2
Column area where feu = 35 N/mm and fy = 460 N/mm is as follows (N is axial force in
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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
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but keep the columns to constant size for the top two storeys.
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AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
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At least 200mm thick (usually 300mm) for normal loads- if less than 1000mm high then 150mm
thick is usually allowable. l )
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2
Minimum size of elements
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Where different, values for Hong Kong are in brackets.
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Member Minimum Fire Rating ' J
dimension, mm 4h 2h 1h
Columns fully exposed width 450 300 200
to fire Cover 25 (35) 25 (35) 20 (25)
Beams width 240 (280) 200 200
cover 70 (80) 50 45
Slabs with plain soffit thickness 170 125 100
cover 45 (55) 35 35 l
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Slabs with ribbed open thickness 150 115 90
soffit and no stirrups width of ribs 150 110 90
cover 55 35 35
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Cover to !llill!l reinforcement I
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2
Reinforcement weights _.....,
These values are approximate and should be used only as a check on the total estimated
quantity:
3
Pile caps 110- 150 kg/m
3
Rafts 60- 70 kg/m
3
Beams 125- 160 kg/m
3
Slabs 130-220 kg/m 'i
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Columns 220- 300 kg/m
3
Walls 40 - 100 kg/m I J
Reinforcement availability
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4.2 Reinforced Concrete (5/14)
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" Partial safety factors for loads (Values in brackets are for H.K.)
4.2.3 BEAMS 3
2
For high-tensile reinforcement: fy = 460 N/mm
2
For mild steel: fy = 250 N/mm
Bending d
2
Mu = 0.156 fcubd
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If: M > Mu ---+ compression steel required
M -0.15fcubd 2
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As - 0.95fy{d-d')
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A,- 0.95fy0.8d s
where b equals:
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2
Maximum and minimum areas of longitudinal reinforcement for beams
-
Flanged beams (flange in tension T- beam 0.0026 bwh
over a continuous support): L- beam 0.0020 bwh
Transverse reinforcement in flanges of flanged beams 0.0015 ht per metre
(may be slab reinforcement) width
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Minimum compression reinforcement: Rectangular beam 0.002 bh
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Flanged beam web in compression: 0.002 bwh i
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Shea,-3
0.95fyv
(vc+0.4)<v Sv(V-Vc) i
Links only provided Asv > bw
0.95fyv ' )
v< 0.8 './feu and < 5 N/mmL For beams 2.0 N/mm" typical maximum
2 ~,
For ribs 0.6 N/mm typical maximum ,
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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
for double closed). sv is the link spacing along the member. ,_,
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C' 1.0
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~~~ '-""
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- d < 400
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- -
f.- f.-
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....... v -;:;; 400 i
v ....... v ' J
6 0.8 v ~ v .,j
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300 '\ i
0.6 vvv 1"- ', J
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0,5 .......
/" 200
0.4 :% ..... r; I
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0.3 100
0 0,5 1,0 2,0 2.5 3,0 1..0 1.1 1.2 1.3 1.4
Shear re1istance faeh.lr r""1
MODFJ:ATJ)N FACTOR FOR BEAMS AND SLABS i
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4.2.4 SLABS
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Bending
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Simply supported on all sides:
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l...-- ly > 1.51x then one-way spanning, else M = wlx ly kNm/m
24
Design for bending as for beams (in 2 directions)
Shear
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Ultimate shear check at column face
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Column (inc. head) 300 x 300
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Note: For column sizes other than 300 x 300 the slab depth should
( 1 be multiplied by the factor= (column perimeter/1200)
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15
14
\ \ \' _\ \ _\ h = minimum slab thickness
to resist punching shear
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13 \ \\ l\ \ 7~0
12 \ \ .\\ l~o\
11
\ \ \ \ 1\\ Ol\
\ ~~ ~4' ~~ Li
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10
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Total
Imposed
9 ~"' \\\ \
1\\ 1\~
1\\ 1\\
' ' 8
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Load
(I<N/m") 7 \ 1\~ "'-\ 0_\ .~
6
\ ~ ~ ~~
r, h (mm)=2~ \.'\\ l\.\ \.
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( 1
5
4
3
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"~"'- ~"\ 0 ~
~ ~ ~'\ [\.
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( 1
2
1
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...........
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0
....... 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Area {m~)
\ ' Notes: 1. feu = 35 N/mm 2 ,
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I._., 2. Dead load factor= 1.4,
3. Live load factor= 1.6,
4. The value of d/h is assumed to be 0.85,
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5. The ratio of VenN is assumed to be 1.15,
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AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
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Column 300 x 300
Punching shear check at first perimeter for preliminary design (vc =0.6)
15
14 I\ \ \ \ 1 h = minimum slab thickness
ta resist punching shear
13 \ J \ l\ \ \ \
12 \ \ \ \ \ I
11 \ 1\ \ \ \ \ I )
10 \ ~ _\ \ \ 1\ \ \ ,......,
Total 9 \ ' \ ~ \ \ 1\ ~ po I
Imposed 8
_\ 1\ \ \ r\. \ 5\;o \ ' )
Load
2
(kN/m ) 7 \ \ \ \ ~o\ \
6 1\ \ \ \ \ ),In\ ~\
5 \ 1\ \ ~ r\ f\\ ~ ~
\ \ r\ \ \~ ~ ~ 1'\ \
4
3 ' \ 1'\ \ 3'li r~
\ \ [\. \ J
Area (m )
Punching shear check at first perimeter for preliminary design (vc 0.6) =
15
14 \ \\ \ \ 1 \ h =minimum slab thickness
to resist punching shear ', )
13
1\ \ \ \ 1\ ' \ 1\
12
\ I 1\ \\ \ \ 1\00
1\ \
11 \ 1\ \ \ \ \ \ 1\ ~ ru\ . )
10 \ I\ ' \ 1\ \ ~ l~ ~ \
1\ \ \ 1\ \ \ r\ ~ JU\ \ '\ ~,
Total 9
Imposed 8
\ \ } \ \ \ ~0 ~ ~ _i
Load
(kN/m 2 7 \ r\ \ ~- 1\ 4 Ru\ ~ _i \ ........
\ \ 1\ \ ~0 ~ \. ~ \ \ \
)
6
\ \ \~ 5(>\ \ \ '\ \ ' '\ ' )
5
4 \ 1\ ~ 10\ '\ '\ 1'\ '\ '\. "\..
3 \ :\ '\ [\. \ \ '\. '\. 1\. :--.,. "\
~~ '\ '\_ ~ ~ ~ ~'\ ~ ~
2
= 20~ ~ I~ ~ ~" ~~ ~
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h (mm)
1
~
"""' ~ [',."1'..'~""-""' ."""-. ~ l'--" ~
0
20 30 40 50 60 70 80 90
Area (m") """
100 110 120 130 140 150 160
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-
r '
4.2 Reinforced Concrete (9/14)
4.2.5 STIFFNESS 3
! 1
i
y Typically require : Total deflection < span/250
Live Load + creep < span/350
and <20mm
( '
v Criterion satisfied if span I effective depth < (Basic X c1 X c2 X C3)
( ' 4
Tension reinforcement modification factor (C2)
f5 = service stress in reinforcement
2
( '
1.8
r , .s...CJ 1.6
J!!
..
1.4
co
CJ
!E 1.2
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"0 ;
0
::!:
.......fs..;;. 25.Q.MP..,....... +. .. ~ . . . . .i. .
r ' 0.8 ..:::::::::::::::::::::::::::::::1::::::::::t::::::::::t:::::.. .::~:: :.............:...~..--~...:::...:::...~.. =r.,.....:.=::;;j;::;:3
. . . . . . . . . . . . . . . . . . 1;. . . . . .ifs.............
= 300 MRa
t. . . . . . . i...........................t;.............1. . . . . . . . . . . . . . t. . . . . . .
0.6
0 2 3 4 5 6
2
M/bd
Compression reinforcement modification factor (C3)
( 1 1.6
-
!
u 1.48
_... ~
( \ 51.36 ......
'
w
'
t5
~1.24 ~
: 1.12
.V
(
1
[7
0 0.5 1.5 2 2.5 3 3.5
( \ 100 A's,prov/bd
-
r '
( '
THIS DOCUMENT IS COPYRIGKT AND IS PUBLISHED FOR DISTRIBUTION
ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR
I 1
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Ver 3.2 I August 00 ARUJP
:
' )
3 \ )
Typical design of columns
For braced stocky columns use: Neap = 0.35 fcuAc + 0.67 fyAsc
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where: feu = characteristic strength of concrete (N/mm 2 )
Ac = area of concrete (mm 2 )
fy = yield strength of reinforcement (N/mm 2 )
Asc = area of rebars (mm 2
)
Area of
Column size & braced, clear storey height limit (mm) p=1% p=2% p=3% p=4%*
section
(mm 2 x (kN) (kN) (kN) (kN)
< 3530 < 4411 < 5294 < 6176 < 7059
103 ) 'c )
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1.4
~
. ... . , r--....
~
~~
ol
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~
"1
I~
~I "~~-
0
c
d
I
0
a
I
.
0
~ = 0.75
calcula1ing A!:Z".
Sii!rs: excluded in
~lrulm.lng A
1.4
1.2
1.0
....
.. ..
~ "-...
7
~'
f
""'
vx--
...
:'t
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h
h '
.1
llh.
--~
"'"
p-~
h =0 .9
raln'br~L:emAill
,..,.
"f '
nf.
1.2 1.4 ~ p~..&....
N . ~
bh N ' .. fgi 1"-... ~ "" El =
"
d.
1.0 1"1 h2f 0.8 ~~""
bhfcu I'.. ... ~
'' """
cu .. .,....
f!t"'
" D~!J'
""'
'," ""
J.. ~ I'\.
I'..'
0.8 D.
r<.;,u 0.6 1'\ '
"-o ~ " "\.
f "\ '\.
7' ~6,
"'0.4, '\.
., "1'-' ' ' """"'~ '
1'\. ~I
0.0 0.1 0 ..2 0.3 0.4 0.5 0.6 0,7 0.0 0.1 0.2 0.3 0.4 0.5
M
M
h3fcu
bh 2 f ou 1.4
It-
1.
1.8 [<3{ f
.. -:I ,... ..I ~ = 0.95 .. . 011 h .. =o.7
~' "w~
1.6 I
1.2
~~
~- -~~'" ~bl
1
.. ~,... "toQ d
culeLJI~tln~ AM>
' ~ ~
h 1!: '"' reiri'I'.OI'CI"'l'mel"'t
"
1.4 ........
0 I i fr...a.._
N-.. - ~h'
1.2
~
~ I ........ ........... "::fL- 1 4 0
-+-
0
o Ber91 exl!':llJded
..-.:aiL.:ul.e.ti11~A
~.fuo...
I~
1.0
....~1\."\
~
.........
N . {'.._ ~
..... .;!..-"' ...........
........... c
~~ N .... ~ "\. 1'\. pfy
r\.'
~1A
. ""' ~'
0.8
"J
-tr.. .........
"'
-:--....
...... .........
.........
.......
0.6 .. ."{
;., 1\~ \
...... ......
0.6
' l
,o .
;....
"""liit"
~
...........
...........
.........
~ .........
' ......... 0.4 [ \. r\\.~'jll:l''
0.4 ,, J
Inn
2 .....
'
...........
I'..
"""""'
...........
'
...........
!"..
.......
0.2
)~ l.:h.
i~(J
'
\ \. \.
\ 1\\ 1\\ \
0.2 /
. ' / ~ ~
In this region deaign as a beam, &es clause 4.4.5
"' "v ........
/ l 1 ) ) } 1 1 )
1n !his region design il$ a boeam, see dause 4.4.5
0,0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.0 0.1 0.2 0.3 0.4 0.5
M M
bh2fcu h3fcu
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/ August 00 ARUJP
I )
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5
4.2.8 BAR AND MESH AREAS AND WEIGHTS
~
I
~ = diameter (mm); p = pitch (mm) \ )
250 113 201 314 452 804 1258 1964 3217 5026
300 94 168 262 377 670 1047 1636 2681 4189
--11
j
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Weight (kg/m 2 )
~ 6 8 10 12 16 20 25 32 40
p
50 4.44 7.90 12.32 17.76 31.58 49.32 77.08 126.26 197.28 ,....,
75 2.96 5.27 8.21 11.84 21.05 32.88 51.39 84.17 131.52
I
100 2.22 3.95 6.16 8.88 15.79 24.66 38.54 63.13 98.64 '~ )
125 1.78 3.16 4.93 7.10 12.63 19.73 30.83 50.50 78.91
150 1.48 2.63 4.11 5.92 10.53 16.44 25.69 42.09 65.76
175 1.27 2.26 3.52 5.07 9.02 14.09 22.02 36.07 56.36 ~
200 1.11 1.98 3.08 4.44 7.90 12.33 19.27 31.57 49.32 I
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250 0.89 1.58 2.46 3.55 6.32 9.86 15.42 25.25 39.46
300 0.74 1.32 2.05 2.96 5.26 8.22 12.85 21.04 32.88
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~
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i 4.2 Reinforced Concrete (13/14)
(.....
( 1
Sectional Area (mm"')
! 6 8 10 12 16
~ 20 25 32 40
n
1 28 50 79 113 201 314 491 804 1257
f \ 2 57 101 157 226 402 628 982 1608 2513
3 85 151 236 339 603 943 1473 2413 3770
4 113 201 314 452 804 1257 1964 3217 5026
5 142 252 393 566 1006 1571 2455 4021 6283
6 170 302 471 679 1207 1885 2945 4825 7540
L 7 198 352 550 791 1408 2199 3436 5629 8796
8 226 402 628 905 1609 2514 3927 6434 10053
( : 9 255 453 707 1018 1810 2828 4418 7238 11309
10 283 503 785 1131 2011 3142 4909 8042 12566
11 311 553 864 1244 2212 3456 5400 8846 13823
12 340 604 942 1357 2413 3770 5891 9650 15079
( 1 ~ 6 8 10 12 16 20 25 32 40
Perim.
1
\.-1 (mm 2/mm) 18.8 25.1 31.4 37.7 50.2 62.8 78.5 100.5 125.6
Weight
0.222 0.395 0.616 0.888 1.579 2.466 3.854 6.313 9.864
( \ (kg/m)
I n - number of bars
\.-1
r,
Longitudinal wires Cross wires Nominal
BS Fabric Nominal Nominal mass per
reference Pitch Area Pitch Area square
wire size
( \ (mm) (mm 2 ) wire size (mm) (mm 2 ) metre (kg)
(mm) (mm)
A393 10 200 393 10 200 393 6.16
A252 8 200 252 8 200 252 3.95
Square A 193 193 193
7 200 7 200 3.02
r ' mesh
A 142 6 200 142 6 200 142 2.22
i
\....; A 98 5 200 98 5 200 98 1.54
B 1131 12 100 1131 8 200 252 10.9
B 785 10 100 785 8 200 252 8.14
( ~
i
Structural B 503 8 100 503 8 200 252 5.93
mesh B 385 7 100 385 7 200 193 4.53
B 283 6 100 283 7 200 193 3.73
B 196 5 100 196 7 200 193 3.05
r, c 785 100 785 6 400 70.8 6.72
10
Long c 636 9 100 636 6 400 70.8 5.55
mesh
c 503 8 100 503 5 400 49 4.34
( ', c 385 7 100 385 5 400 49 3.41
C283 6 100 283 5 400 49 2.61
Wrapping D 98 5 200 98 5 200 98 1.54
mesh D49 2.5 100 49 2.5 100 49 0.77
( \ Stock sheet size Length 4.8m Width 2.4m Sheet area 11.52m 2
( \
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i....J
( \
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:_
( 1
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.
151 1.508 1.206 1.005 0.862 0.754 0.670 0.603 0.548 0.503 0.464 0.431 0.402 0.377
3 236 2.356 1.885 1.571 1.346 1.178 1.047 0.942 0.857 0.785 0.725 0.673 0.628 0.589
339 3.393 2.714 2.262 1.939 1.696 1.508 1.357 1.234 1.131 1.044 0.969 0.905 0.848 ' )
201 2.011 1.608 1.340 1.149 1.005 0.894 0.804 0.731 0.670 0.619 0.574 0.536 0.503
4 314 3.142 2.513 2.094 1.795 1.571 1.396 1.257 1.142 1.047 0.967 0.898 0.838 0.785
452 4.524 3.619 3.016 2.585 2.262 2.011 1.810 1.645 1.508 1.392 1.293 1.206 1.131
' )
302 3.016 2.413 2.011 1.723 1.508 1.340 1.206 1.097 1.005 0.928 0.862 0.804 0.754
6 471 4.712 3.770 3.142 2.693 2.356 2.094 1.885 1.714 1.571 1.450 1.346 1.257 1.178
679 6.786 5.429 4.524 3.878 3.393 3.016 2.714 2.468 2.262 2.088 1.939 1.810 1.696 i
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4.2.9 REFERENCES i J
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)
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6. Code of Practice for Fire Resisting Construction, HK, 1996.
7. Goodchild C.H, Economic Concrete Frame Elements (1997),
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'--'
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).
( \
Mean prestress
Cover
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
38 A
II
5.0
rl
: l - 10.0 30
( ' f . -.. . .- I I
~~-----:
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2.5
5.0
44
40 A
II
3 Span/3
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I
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~-----1
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I
10.0 34
II I I II
rc
3. Coffered flat slab
(not meeting the requirement of types 4 or 5)
----1 r - - 1r
--~r--
2.5 25 I )
II I I II
II I I II
~,
~~-- -r r-- j~
5.0 23 B
1 r - - T r - - 1r
II I I II
II
_,.__
-~r-- 1
__
...I I II
r- -lr
10.0 20 I j
" "
II II II
4. Coffered flat slab with solid panels ----------
- w - - - -- - -~r
2.5 28 l
I
)
II II
\r 1r -1/ II II
...JI r1 IL 5.0 26 B
II -. lr
3
II
Span/3
II
II
11
11
_ It.. ___ - __ -' L
-~r-- -~r-- -~r
10.0 23
II
.......... -- ..I I
._ __ ..II._
B
5.0 26
... ,
II l!:Span/6 1r - - 1 r - - 1r
r1
-.
I
\
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II I I II 10.0 23
Note:
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
II II II
---- ---- --
~1rc 1r-- -lr--
II II
r1
-.
-~r
II
5.0 27 B
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10.0 24
II II II
Note:
The values of span/depth ratio can vary according to the width of the beam
11:.. I r1 I 5.0 40 22 A
I
-. I
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I I 10.0 35 18
... 1 1.. I I
~
~
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rt 5.0 38 16 A
r1
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Span/15 I I 10.0 34 13
...I I I I
"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 I I
B :2:4 panels and MOOmm thick overall or :2:8 panels and <!:300mm thick overall
Note
1. All panels assumed to be square
2. Span/depth ratios not affected by column haad
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.....,
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1 186 25
b
1
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..........
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c
ARUJP
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Pe ' J
Centroid of section
WU&MV~r~P
p Anchorage
Psine
p p
'
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8PA
---r ' J
Parabolic drape
1""""1
p I
.....,_~allow section
_ _ _ _............
em)
Pe
m
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Compression beams: 0.33f,, (0.4f'" at supports for indeterminate beams) bending: 0.5fcl
columns: 0.25f'" compression: 0.4fd ' J
2
Tension 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 \ )
!
4.3.6 ULTIMATE BENDING STRENGTH 6 I
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i '. 1~'=--r-I
IOBA~-
1"-o.4 fpu
0.15 --r , /~ I
M, ' I ~ ' J
f,.bd' 0.10; ! !0.37-
! !/ "i
toy I
0 05 ---"Y'---+----1---+--+--~-+---+--+---+--~-f
"l(f i
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0 I;' -,
0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
\
l
)
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( 1
4.3.7 SHEAR
( ; Require that
I
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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
I 1
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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)
( 1
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Explanation
15 ----r--r r--
( i
14 n \ \\ \ \ i
1
--------
~~~
---- 1-----
13 ::_::\ 1\ \ \\ \
l\W ,6~~ ..... i ------
\
....
I 1---
I.... 11 ------ ------ -------
\~ \ \~ ~\ \\
10 ---- +------
~\\\
~ :~
( '
1------ --- ----
Total 9
Imposed 8 \ ~\\\ \\ .... '------- :----- ------- i ---- :-----
).~
( 1
Load
(kN/m2) 7
\\\~\ -------
i\\1~
6 J \ i\\\\\ \ ------ ---- ---------
\ \ i\\~
~
(mm)
5 ----- :------ --- ------
( l
!!~ ~~\''\ \
I
4 ----
~
i~"~ ~ ~\
3
!~"' ~ s -------
~
( ~
2 --
~~
I
~
I
........ 1 ~~
( )
0 .l ~ .i
20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Area (m2)
( I
ARUJP
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
r,
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L
~
i
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15 I )
14
13
12 I
l )
11
10
Total 9
Imposed 8 l )
I,
Load 7
2
(kN/m )
6
5
-~ )
4
3
!"""'\
2
i
1 ' J
0
20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
2
Area (m ) i
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15 -- - -r----r---~
14 -- -1-.._J ______ j
I i i
_j _____J____ J
13 i : I
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12 -+-"!"-----]
---~--
11 ---~-- -i--- --1-----{
\ i :, !
10 ----~- -r--r---~ I
0
20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 "1
i
Area (m 2 ) l J
4.3.8 REFERENCES
1. PSC FREYSSINET, The 'K' Range
I )
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
5. ARUP, Notes on Structures 18, June 1989
6. PALLADIAN PUBLICATIONS, Handbook to BS 8110 (1987)
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!
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4.4.1 RULES OF THUMB
...\. ~ ~ >. ~
6 -'
~ ~
Multiple spans:
' C\ "C
~ CD
~
Deduct 50mm from depth Shops c.
( \ 1\ '\ __.... E
I estimated by chart ~ _'I ~
I
8 "[
\ ...
1\ 1"\.
:::J
en
~
II ' ~ \ ~ "\
10 F
\
1
I_,
200
: l
\~ ~ ~
l\\ ~ ~
(
,\l \\ ~ ~"""' r--~- '1}""..5l
300 ~
E
.s
!\\\
)
~\ \ \ 1\."" "
~
....... g!
~ ~"' r--.... r-... c:
,
-
..... :::l
~ \'.- '0
, ....... 600 ~
~"' ~ ...
\ .........
0
Q)
~~ '\ '!'..
...... 700
-..,r-- ~
~
rI '
\"57"'\ ~ !"-i"'---.
I r-- r-:::: r--
....... 100 800
0 20 40 60 80
Distributed load on Beam (kN/m)
r:
I
!_.
Generally grade 50 (Fe 510) (S 355)is most economical for quantities over 40 tonnes. ' i
Note: 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 ' ;
' )
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
', J
Typical maximum column sizes for braced frames:
Limit
4 6 8 10 12
180 76.1 X 3.2 114.3 X 3.6 139.7 X 5.0 168.3 X 5.0 193.7 X 5.0 \ J
250 60.6 X 3.2 76.1 X 3.2 114.3 X 3.6 139.7 X 5.0 139.7 X 5.0
350 42.2 x4.6 60.3 X 3.2 76.1 X 3.2 88.9 X 3.2 114.3 X 3.6 "i
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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)
( I Notional horizontal load: 0.5% of factored dead + live load at each level
Wind load to be at least 1% of factored dead load
'
1...1
s 275 , 16 275 S355 , 16 355
, 40 265 , 40 345
, 63 255 , 63 340
< 100 245 < 100 325
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Ultimate strength in bending
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Plastic & Compact Mb = pbSx (plastic & compact)
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Mb = pbZ (semi-compact)
I.. Mc:x =pySx ::; 1.5 pyZx
Note : Mb obtained directly from graph (P.5/23)
(simply supported +cantilever)
! I
Requirement :
Mcx = pySx ::; 1.2 pyZx
(continuous) Mb ~ mMmax (for beam not loaded between
restrained points)
'
I
\
Semi-compact
i 15M2 +0.5M3 +15M4
'-' where: mLT = 0.2 + _ ___.;::....____.::.___--'-
Mcx = pyZ* Mmax
{Sx > Self > Zx)
r I
*Note: Code allows S.n to be used instead of Z for I
I
or H sections, but this must be calculated.
but: mLT ~ 0.44
!.-t
r '
r '
I
I
I
Ver 3.0 I Aug 98
ARUJP
'
1.....1
' )
BENDING l )
914x305x201 2220 2.5 4.7 7.2 9.7 2180 2840 2.2 4.3 6.4 8.5 2840
838x292x226 2430 2.5 4.8 7.7 10.7 2180 3110 2.3 4.3 6.8 9.2 2840 194
838x292x176 1800 2.4 4.6 7.0 9.4 1860 2320 2.1 4.2 5.3 8.2 2420
762x267x197 1900 2.4 4.6 7.1 9.9 1910 2440 2.1 4.0 6.2 8.6 2490 173 l )
762x267x147 1370 2.2 4.3 6.4 8.6 1550 1760 2.0 3.7 5.7 7.8 2010
686x254x170 1490 2.3 4.3 6.9 9.7 1600 1910 2.0 4.1 6.1 8.4 2080 152,140
686x254x125 1060 2.1 4.0 6.3 8.3 1260 1360 1.9 3.7 5.6 7.3 1640 -, I
610x305x238 1980 3.0 6.0 10.2 15.0 1870 2540 2.6 5.3 9.0 13.0 2440 179
610x305x149 1460 2.8 5.6 9.0 13.0 1150 1550 2.5 4.9 7.5 10.3 1500 \ j
610x229x140 1100 2.1 3.9 6.3 9.0 1290 1410 1.8 3.5 5.6 7.7 1670 125,113
610x229x101 794 1.9 3.6 5.5 7.5 1050 1020 1.7 3.3 5.0 6.6 1360
533x210x122 849 1.9 3.7 6.1 8.1 1110 1090 1.7 3.3 5.3 7.3 1440 109,101,92
533x210x82 566 1.8 3.3 5.2 7.0 837 731 1.5 3.0 4.6 6.1 1080
457x191x98 592 1.8 3.5 5.8 7.6 847 777 1.6 2.9 5.0 7.0 1100 89,82, 74 ' J
457x191x67 405 1.6 3.1 4.9 6.6 636 523 1.4 2.8 4.3 5.8 821
457X152X82 477 1.3 2.5 4.3 6.3 791 622 1.1 2.4 3.8 5.3 1030 74,67,60
457X152X52 301 1.2 2.3 3.7 4.9 564 389 1.1 2.1 3.2 4.3 728
406x178x74 415 1.6 3.2 5.1 7.3 661 536 1.4 2.8 4.5 6.3 853 67,60
406x178x54 289 1.5 2.9 4.5 6.2 505 373 1.3 2.6 4.1 5.4
' )
652
406x140x46 245 1.2 2.3 3.5 4.9 458 316 1.1 2.1 3.2 4.2 591
406x140x39 198 1.2 2.2 3.3 4.5 413 255 1.0 1.9 3.0 3.9 533 l""j
I
356x171x67 334 1.6 3.1 5.3 7.7 547 430 1.4 2.8 4.5 6.5 706 57,51
356x171x45 213 1.5 2.8 4.5 6.1 401 244 1.3 2.4 4.0 5.3 517 l. J
356X127X39 180 1.1 2.0 3.3 4.4 378 232 0.9 1.7 2.9 3.8 488
356X127X33 148 1.0 2.0 3.0 4.1 339 192 0.9 1.8 2.8 3.6 438
305x165x54
305x165x40
232
172
1.6 3.1 5.2 7.8 395 300 1.4 2.8 4.5 6.5 510 46 'l I
1.5 2.9 4.7 6.5 306 222 1.3 2.6 4.1 5.6 395 l )
305x127X48 194 1.1 2.3 3.7 5.5 456 251 1.0 2.0 3.2 4.7 588 42
305X127X37 149 1.1 2.1 3.3 4.7 361 192 0.9 1.8 2.9 4.1 466
305x102x33 132 0.9 1.7 2.7 3.7 341 170 0.8 1.5 2.3 3.3 440 28
305x1Q2x25 92.4 0.8 1.5 2.3 3.2 292 120 0.7 1.3 2.1 2.7 377
254X146X43 156 1.4 2.8 4.9 7.3 313 202 1.2 2.5 4.2 5.4 404 37 \ j
254X146X31 109 1.3 2.5 4.2 5.8 253 125 1.2 2.6 4.1 5.6 327
254x102x28 97.4 0.9 1.7 2.8 4.0 275 127 0.8 1.6 2.5 3.5 355 25
254x102x22
203x133x30
71.6
86.2
0.8 1.6 2.5 3.4 243 93 0.7 1.4 2.3 3.0 314 '"l I
1.3 2.6 4.4 6.6 215 111 1.1 2.4 3.9 5.4 278
203x133x25 J
71.2 1.3 2.4 4.1 5.9 194 82 1.1 1.7 2.8 4.0 251
-,
Universal l
GRADE43 GRADE 50
Columns l )
203x203x46 137 2.2 4.8 8.7 13.7 245 159 2.7 5.0 8.2
' I
12.5 316
152x152x37 85 1.8 4.1 8.1 - 216 110 1.7 3.5 6.8 10.8 279 30
152x152x23 45.4 1.5 3.3 5.6 8.8 153 58.6 2.0 3.5 5.6 8.2 198 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 ' J
-,
\j
'
1.....1
Approximate Mb calculation
r , Table is to used in conjunction with the table on P. 4/23 to calculate approximate rvj,.
''......_,
1
r , :\. L1 = Effective length when Mb = Mcx
i 1'\ L2 =Effective length when Mb = 0.75M
u 0.9
''
I L3 = Effective length when Mb = 0.50M
I
I
L4 =Effective length when Mb =0.35Mcx
( l 0.8 I
L.
r
0.7
I
:
' ~
I ~,
"' "
! I I
L .J 0.6 I :
"":c I
:
:2 0.5
~
( 1 I I
1
'
I
1,....1 I :
0.4 I ~
' i'
: I
( ' I I : ......... ......
L 0.3 I : I I
I
: I I
r 1 0.2 I I :
l :
w I : I I
0.1 I
( '
: I
I
I
I
I I
!
~.,..,; 0 I I I I
L1 L2 L3 L4
( 1 Effective Length
I
........
r ,
: I
L....
L.
I J'
I )
torsion restrained
against rotation
on plan
400
T~
0/T= 5 Pb vs Urwfor symmetrical I
I J
350 compact fabricated girders.
D
=
Pv 350 N/mm
2
300 I j
250
N
E
..
z 200 'l
..c I
a.. I )
150
100 I. !
....,
50
' J
0 50 100 150 200 250
_....,
'
I J'
....,
I J
( ';
I
~
I ;
s s
I
l....i
SECONDARY BEAM SPAN (m)
r l 6 9 12 15 18
L Beam Size 356 x 171 x45 457 X 191 X 67 533x210x92 686 X 254 X 125 838 X 292 X 176
( 1
Diameter 300 350 450 550 650
Spacing 450 525 675 825 975
0/A Depth 482 605 728 916 1116
r '
MAIN BEAM SPAN (m)
6 9 12 15 18
r 1 Secondary Beam Size Beam Size Beam Size Beam Size Beam Size
Beam
Span (m) Dia.l Spacing I0/A
Depth
Dia. I I Spacing 0/A
Depth
Dia. I I
Spacing 0/A
Depth
Dia. I I
Spacing 0/A
Depth
Dia ISpaci"J 0/A
g Depth
( 1
6 457 X 191 X 67 610 X 229 X 125 762 X 267 X 173 914 X 305 X 201 914 X 305 X 253
,__.
I
400 1 600 1 627 500 1 750 1 828 700 11000 11078 700 11000 11219 100 l10ool1235
' ; 9 610 X 229 X 101 762 X 267 X 147 914 X 305 X 201 914 X 305 X 289
r
I
'- 500 1 750 1 819 500 1 7501 970 700 1100011219 700-11000 11243
( '
Assumptions
( '
Ver 3.0 I Aug 98
ARUJP
' J
Note: For columns in simple construction use m = 1.0; when determining M, use
L = 0.5 H, where H = column height
\ J
1. ""
1.1
1.0
I r-......
0. 9
!'-....
...........
0. 8
0. 7
'
"' 1'..
~ 0. 6 I
I
"' 1'.::
..........
...........
-,
' I
I
0. 5 I
I !'.
' .............
0. 4 ~,
' J
0. 3
0. 2
i
0. 1
....,
'
0 '
L3 L4 l J
L1 L2
EFFECTIVE LENGTH
Note: This graph shows the approximate relationship
between axial capacity and effective length. --- see following tables.
' J
244.5 6.3 1300 1.2 6.7 9.3 11.4 1670 1.2 6.0 8.2 10.1 8.0, 10.0, 12.5
16.0 3160 1.2 6.5 8.9 11.0 4080 1.2 5.8 7.9 9.7
273.0 6.3 1450 1.4 7.6 10.3 12.7 1870 1.4 6.8 9.2 11.3 8.0, 10.0, 12.5
16.0 3550 1.3 7.2 9.9 12.3 4580 1.3 6.5 8.9 10.9
323.9 6.3 1730 1.7 8.8 12.3 - 2230 1.7 8.0 11.0 13.5 8.0, 10.0, 12.5
16.0 4260 1.6 8.6 12.0 - 5500 1.6 7.7 10.6 13.0
r ~ 355.6 8.0 2400 1.8 9.7 13.5 - 3100 1.8 8.7 12.0 - 10.0, 12.5
L . 16.0
Only part of the range
4700
IS
1.8 9.5 13.1 -
g1ven For the larger sect1ons thicker tubes
6070 1.8
may be ava1lable
8.5 11.7 -
356x406x634 19800 2.0 5.5 9.2 12.8 26300 1.7 5.1 8.6 11.6
r , 356x406x551 17200 2.0 5.4 9.3 12.7 22800 1.7 4.9 8.6 11.6
i 356x406x467 15200 1.9 5.3 9.1 12.3 20200 1.7 4.9 8.3 11.0
I....
356x406x393 12800 1.9 5.6 9.5 12.6 17000 1.8 4.8 8.2 10.8
356x406x340 11000 1.9 5.6 9.4 12.5 14700 1.9 4.8 8.1 10.7
f ' 356x406x287 9690 1.8 5.9 9.6 12.7 12600 1.7 5.4 8.5 11.2
I
I 356x406x235 7950 1.8 5.9 9.6 12.5 10300 1.9 5.4 8.6 11.3
1.- 356x368x202 6840 1.8 5.6 9.0 11.8 89000 1.6 5.0 8.2 10.5
356x368x177 5980 1.7 5.7 8.9 11.7 7780 1.7 5.0 8.1 10.5
356x368x153 5180 1.8 5.5 8.9 11.6 6750 1.6 5.0 8.0 10.4
r ' 356x368x129 4380 1.9 5.7 8.8 11.5 5700 1.5 4.9 8.0 10.3
i 305x305x283 9190 1.5 4.6 7.5 9.9 12300 1.3 3.8 6.4 8.7
305x305x240 8090 1.5 4.7 7.7 10.0 10500 1.3 4.2 6.9 8.9
305x305x198 6690 1.5 4.7 7.6 9.8 8710 1.3 4.2 6.8 8.8
r ' 305x305x158 5320 1.4 4.7 7.4 9.7 6930 1.3 4.1 6.7 8.7
I 305x305x137 4620 1.4 4.5 7.3 9.6 6010 1.2 4.1 6.6 8.6
I
I.... 305x305x118 3970 1.4 4.5 7.3 9.6 5160 1.2 4.1 6.6 8.6
305x305x97 3390 1.3 4.4 7.2 9.4 4380 1.1 4.0 6.5 8.4
254x254x167 5630 1.3 3.9 6.3 8.3 7330 1.1 3.6 5.8 7.5
254x254x132 4470 1.2 3.9 6.3 8.3 5820 1.1 3.5 5.7 7.4
254x254x107 3620 1.2 3.8 6.2 8.1 4710 1.1 3.5 5.6 7.3
254x254x89 3010 1.2 3.8 6.2 8.1 3920 1.0 3.5 5.6 7.2
254x254x73 2560 1.1 3.7 6.0 7.9 3300 1.0 3.5 5.5 7.0
203x203x86 2920 0.9 3.1 5.0 6.6 3800 0.9 2.8 4.5 5.8
r '
203x203x71 2410 0.9 3.1 4.9 6.4 3140 0.9 2.7 4.5 5.7
I
i 203x203x60 2090 0.9 3.0 4.8 6.3 2700 0.9 2.7 4.4 5.6
I....
203x203x52 1830 0.9 2.9 4.7 6.2 2360 0.8 2.7 4.4 5.6
203x203x46 1620 0.9 2.9 4.7 6.2 2090 0.8 2.7 4.3 5.5
( 1 152x152x37 1300 0.7 2.1 3.5 4.7 1680 0.6 2.0 3.3 4.2
152x152x30 1060 0.7 2.2 3.5 4.6 1360 0.6 2.0 3.2 4.2
152x152x23 816 0.7 2.1 3.4 4.5 1050 0.6 2.0 3.1 4.0
r '
THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
r
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
....,
' j
4.4 Steel (Non-composite) (10/21)
~
!
The following are simple charts for the sizing of pinned base portals.
Assumptions :
hinges formed at the eaves (in the stanchion) and near the apex . \ j
Moment at the end of the haunch is 0.87M P
i
l J'
l
L
' J
: I
I
Horizontal base r~action H =HFR WL l J
....,
I
' J
i
I
' J
RJL
0101-+--l~o-'-+-~~~~~~~~~~~~---------1
....,
i.
!
l J
' j
076
Horazontal forc:e at tlasa-
' J '
r ,
4.4 Steel (Non-composite) (11/21)
r'
L
r '
r ,
Mp rat1o riZQuJred tor r a t t e r - Mpr
r ,
MP required for stanchion : Mpstanchion = MP1 WL2
I
I Span 1 eavcrs ncr1ght LIH
I....;
85 75 6 5 55
9 I 8 1 7 I 6 I
r 1
I
I
:......
( '
R/L
( 1
I
.......
r 005~------------~~~~~~~~~~~~~~~
1:
0
Q.
Ill
L.
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
r ,
' J
,_,
l j
Cantilever U180
Beam supporting plaster or brittle finish U360
Beams supporting masonry U500
Other beams U200
Crane beams U500
'!
Columns H/300
l j
Columns in multi-storey construction with movement sensitive H/500
cladding.
Portal frames ,_,
Lateral at eaves H/1 00 - H/300 * i
Vertical at apex U250- U500 * ' J
i
4.4.8 CONNECTIONS l J
Bolted '!
'
Assume S 275 fittings. j
' J
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}
l J
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.
Standard sizes: M16 x 300
-
' J
i
M20 X 450, 600
M24 x 450, 600
M30 X 450, 600
M36 X 450, 600, 750 ' J
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)
ARUJP
l
' J
r r- [ r- r- -~
r c [ .---~
I r----:: r- c--= l r r- r -~
r r
Bolts
Non-preloaded ordinary bolts - GRADE 8.8 BOLTS (Tension capacity= simple method with allowance for prying)
Shear Value 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
Dia Tensile Tensile Thickness in mm of Plate Passed Through Thickness in mm of Plate Passed Through
of Stress Cap
Single Double 5 6 7 8 9 10 12 15 20 25 30 5 6 7 8 9 10 12 15 20 25 30
Bolt Area
Shear Shear
mm mm2 kN
kN kN
12 84.3 37.8 31.6 63.2 27.6 33.1 38.6 44.2 49.7 55.2 - - - - - 33.0 39.6 46.2 52.8 59.4 - - - - - -
16 157 70.3 58.9 118 36.8 44.2 51.5 58.9 66.2 73.6 88.3 110 - - - 44.0 52.8 61.6 70.4 79.2 88.0 106 - - - -
20 245 110 91.9 184 46.0 55.2 64.4 73.6 82.8 92.0 110 138 184 - - 55.0 66.0 77.0 88.0 99.0 110 132 165 - - -
22 303 136 114 227 50.6 60.7 70.8 81.0 91.1 101 121 152 202 - - 60.5 72.6 84.7 96.8 109 121 145 182 - - -
24 353 158 132 265 55.2 66.2 77.3 88.3 99.4 110 132 166 221 - - 66.0 79.2 92.4 106 119 132 158 198 264 - -
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 -
30 561 251 210 421 69.0 82.8 96.6 110 124 138 166 207 276 345 414 82.5 99.0 116 132 148 165 198 248 330 413 -
- ---- - - ------ ----- ---r .--- ------- GENERAL GRADE BOLTS
.. . G
Slip Value 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
Dia Proof Tensile Thickness in mm of Plate Passed Through. Thickness in mm of Plate Passed Though.
of Load Cap
Single Double 5 6 7 8 9 10 12 15 20 25 30 5 6 7 8 9 10 12.5 15 20 25 30
Bolt of Bolt
Shear Shear
mm kN kN
kN kN
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
' J
' J
Welded '
I
J
-
10mmweld 3 runs
Weld design
Leg
length
Throat
thickness
Longitudinal
Capacity at 250
Leg
length
Throat
thickness
Longitudinal
Capacity at 250
- ' J
I
-
\ j
l-
r ,
Environment Typical protection solution
r ,
iI....
External scheme E-2
r ,
Preparation Blast clean to Sa 2.5 of BS7079 Pt A1
r ' Internal scheme 1-3 Internal scheme 1-4 Internal scheme 1-5
Preparation
r '
'
'---'
(
I
'
Ver 3.0 I Aug 98
ARUIP
' j
' j
SECTION PROPERTIES r
Universal Beams (1 of 2)
X------- ------ X ' J
' J
I
y
PROPERTIES ,
' J
Designation Moment Radius Elastic Plastic Buck. Tors. Warp. Tors. Area
of Of Gyration Modulus Modulus Para. Index Canst Canst
Serial Mass Axis Axis Axis Axis Axis Axis Axis Axis
Size per x-x y-y X-X y-y X-X y-y X-X y-y u X H J A
' J
'
mm Metre em' em 4
em em em' em' em' em' dm6 em4 em2
'""'!
914x419 388 719300 45440 38.1 9.58 15630 2161 17670 3342 0.884 26.7 88.8 1739 495
343 625200 39160 37.8
I
9.46 13720 1871 15470 2890 0.883 30.1 75.7 1193 437 ' J
914x305 289 504800 15610 37.0 6.50 10900 1015 12590 1603 0.866 31.9 31.2 930 369
253
224
436400
376300
13300
1240
36.8
36.3
6.42
6.27
9503
8268
871
739
10940
9533
1371
1163
0.866
0.861
36.2
41.3
26.4
22.1
626
422
323
286
'l I
I
201 325900 9433 35.6 6.06 7217 622 8372 983 0.853 46.7 18.4 294 257 ' )
838x292 226 339700 11360 34.3 6.27 7985 773 9155 1212 0.870 35.0 19.3 514 289
194 279200 9066 33.6 6.06 6641 620 7640 974 0.862 41.6 15.2 306 247
176 246000 7791 33.1 5.90 5892 534 6806 841 0.856 46.5 13.0 221 224
762x267 197 239800 8175 30.9 5.71 6232 610 7164 959 0.869 33.2 11.3 404 251
173 205200 6850 30.5 5.58 5385 514 6195 807 0.864 38.1 9.39 267 220
147 168800 5462 30.0 5.39 4478 412 5169 648 0.857 45.1 7.40 160 188
686x254 170 170300 6630 28.0 5.53 4916 518 5631 811 0.872 31.8 7.42 308 217
152 150400 5784 27.8 5.46 4375 455 5001 710 0.871 35.5 6.43 220 194
140 136300 5183 27.6 5.39 3987 409 4558 638 0.868 38.7 5.72 169 178
125 118000 4383 27.2 5.24 3481 346 3994 542 0.862 43.9 4.80 116 159
610x305 238 207700 15850 26.1 7.22 6564 1018 7462 1576 0.886 21.1 14.3 790 304
179 151500 11400 25.8 7.08 4907 742 5515 1143 0.886 27.5 10.0 340 228
149 124700 9308 25.6 6.99 4093 611 4575 938 0.886 32.5 8.10 201 190
610x229 140 111700 4499 25.0 5.03 3619 391 4139 611 0.875 30.6 3.98 216 178
125 98500 3932 24.9 4.97 3219 343 3673 535 0.873 34.1 3.45 154 159
113 87380 3434 24.6 4.88 2878 301 3287 470 0.869 37.9 2.99 112 144
101 75820 2915 24.2 4.75 2518 256 2887 401 0.863 42.9 2.51 77.6 129
109 66800 2939 21.9 4.60 2476 279 2827 435 0.875 30.9 1.99 126 139
101 61650 2696 21.8 4.57 2297 257 2619 400 0.874 33.1 1.82 102 129
92 55330 2389 21.7 4.50 2076 228 2366 356 0.871 36.4 1.60 76.3 118
82 47520 2004 21.3 4.38 1799 192 2058 300 0.864 41.6 1.33 51.5 105
' I
457x191 98 45770 2347 19.1 4.33 1959 243 2234 379 0.881 25.8 1.18 121 125
89 41140 2093 19.0 4.28 1775 218 2020 339 0.879 28.2 1.Q4 91.3 114
82 37090 1871 18.8 4.23 1612 196 1832 304 0.877 30.9 0.923 69.2 105
74 33430 1674 18.7 4.20 1462 176 1659 273 0.876 33.8 0.820 52.2 95.1 ' J
67 29410 1452 18.5 4.12 1297 153 1472 237 0.872 37.9 0.706 37.1 85.5
457x152 82 36250 1144 18.6 3.31 1559 149 1802 236 0.872 27.3 0.570 89.5 105
74 32470 1013 18.5 3.26 1408 133 1624 209 0.870 30.0 0.500 66.8 95.1
67 28600 879 18.3 3.21 1251 116 1442 183 0.867 33.5 0.430 47.6 85.3 ' J
60 25450 795 18.3 3.24 1119 104 1283 163 0.869 37.6 0.387 33.5 75.8
52 21370 645 17.9 3.11 950 84.6 1096 133 0.859 43.9 0.311 21.4 66.6
' J
' J
( '
Universal Beams (2 of 2) r
' '
I
PROPERTIES
Designation Second Radius Elastic Plastic Buck. Tors. Warp. Tors. Area
Moment Of Gyration Modulus Modulus Para. Index Canst Canst
( 1 of Area
Serial Mass Axis Axis Axis Axis Axis Axis Axis Axis
Size per x-x y-y x-x y-y X-X y-y x-x y-y u X H J A
Metre
I
dm' em4 em'
! mm kg em4
em 4
em em em 3 em' em' em'
406x178 74 27430 1551 17.0 4.03 1329 173 1509 268 0.880 27.5 0.610 63.7 95.3
67 24330 1365 16.9 3.99 1189 153 1346 237 0.880 30.5 0.533 46.1 85.5
( !
60 21540 1201 16.8 3.97 1060 135 1195 209 0.881 33.8 0.465 33.0 76.1
I 54 18670 1019 16.5 3.86 927 115 1051 178 0.872 38.4 0.391 22.9 68.6
'
406x140 46 15670 540 16.3 3.03 779 75.9 889 119 0.870 38.8 0.207 19.2 59.0
39 12410 410 15.9 2.89 625 57.8 718 90.7 0.859 47.6 0.155 10.5 49.2
! \
356x171 67 19540 1362 15.1 3.99 1073 157 1213 243 0.886 24.4 0.413 55.7 85.5
57 16060 1106 14.9 3.91 896 129 1009 198 0.883 28.9 0.330 33.1 72.2
51 14160 968 14.8 3.87 796 113 895 174 0.882 32.2 0.287 23.6 64.6
45 12080 810 14.6 3.77 686 94.7 773 146 0.875 37.0 0.237 15.7 57.0
I '
' 356x127 39 10100 358 14.3 2.69 573 56.8 654 88.9 0.872 35.2 0.105 14.9 49.4
33 8192 280 14.0 2.59 470 44.7 539 70.2 0.864 42.3 0.0810 8.65 41.8
305x165 54 11690 1061 13.1 3.94 752 127 843 195 0.891 23.7 0.234 34.3 68.2
f !
46 9935 896 13.0 3.90 647 108 722 166 0.891 27.2 0.195 22.2 58.8
L 305x127
40
48
8551
9507
766
460
12.9
12.5
3.85
2.75
563
613
92.8
73.5
626
706
142 0.888 31.0 0.165 14.9 51.6
305x102 33 6501 194 12.5 2.15 416 37.9 481 60.0 0.866 31.6 0.0442 12.2 41.8
28 5439 158 12.2 2.08 352 30.9 408 49.2 0.859 36.9 0.0355 7.69 36.4
( \ 25 4364 119 11.8 1.96 286 23.5 336 37.8 0.844 44.1 0.0265 4.57 31.2
254x146 43 6554 677 10.9 3.51 505 92.0 568 141 0.890 21.1 0.103 24.0 55.0
37 5547 571 10.8 3.47 433 78.0 435 119 0.889 24.3 0.0857 15.4 47.4
31 4428 448 10.5 3.35 352 61.3 395 94.2 0.879 29.5 0.0660 8.65 39.9
r
254x102 28 4013 178 10.5 2.21 308 34.9 354 54.8 0.873 27.4 0.0279 9.68 36.3
25 3420 149 10.3 2.15 266 29.2 307 46.1 0.865 31.3 0.0230 6.52 32.3
22 2853 119 10.0 2.06 225 23.5 260 37.3 0.854 36.1 0.0182 4.23 28.3
203x133 30 2888 384 8.72 3.18 279 57.4 313 88.0 0.882 21.5 0.0373 10.2 38.0
-
( !
203x102
25
23
2349
2091
309
163
8.54
8.49
3.10
2.37
231
206
46.3
32.1
259
232
71.2
49.5
0.876
0.890
25.5
22.5
0.0295
0.0153
6.05
6.87
32.2
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
(
I
. 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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y
PROPERTIES ' J
Designation Second Radius Elastic Plastic Buck. Tors. Warp. Tors. Area
Moment Of Gyration Modulus Modulus Para. Index Canst Canst I
of Area , I
Serial Mass Axis Axis Axis Axis Axis Axis Axis Axis
Size per x-x y-y x-x y-y X-X y-y x-x y-y u X H J A
Metre dm6 em' em'
' J
mm kg em' em' em em em' em' em' em'
356x406 634 275000 98190 18.5 11.0 11590 4631 14240 7112 0.843 5.46 38.8 13730 808 I
551 227000 82670 18.0 10.9 9964 3951 12080 I
6057 0.841 6.06 31.1 9232 702
467 183100 67930 17.5 10.7 8388 3295 10010 5040 0.839 6.86 24.3 5817 595 l j
393 146700 55370 17.1 10.5 7001 2721 8225 4154 0.837 7.87 18.9 3545 501
340 122500 46850 16.8 10.4 6029 2325 6997 3543 0.836 8.85 15.5 2340 433
287 99930 38680 16.5 10.3 5077 1939 5814 2949 0.835 10.2 12.3 1441 366
235 79150 31040 16.2 10.2 4155 1572 4691 2386 0.834 12.1 9.55 813 300 I'
' J
COL CORE 477 172500 68090 16.9 10.6 8078 3209 9704 4981 0.815 6.90 23.8 5705 607
......,
356x368 202 66330 23630 16.0 9.57 3541 1262 3978 1917 0.843 13.4 7.14 561 258
177 57110 20450 15.9 9.52 3101 1099 3455 1667 0.844 15.0 6.07 382 226
I
153 48640 17510 15.8 9.46 2687 946 2970 1433 0.844 17.0 5.10 252 ' J
196
129 40300 14580 15.6 9.39 2266 792 2485 1198 0.843 19.8 4.17 154 165
305x305 283 78800 24540 14.8 8.25 4314 1525 5101 2337 0.855 7.65 6.33 2034 360
240 64150 20220 14.5 8.14 3639 1272 4243 1945 0.854 8.74 5.01 1270 305
' J
198 50860 16240 14.2 8.02 2993 1034 3438 1577 0.854 10.2 3.86 735 252
158 38690 12500 13.9 7.89 2365 805 2675 1225 0.852 12.5 2.85 376 201
137 32770 10650 13.7 7.82 2045 690 2293 1049 0.851 14.2 2.38 249 174
118 27610 9006 13.6 7.76 1756 587 1952 892 0.851 16.2 1.97 160 150
97 22200 7272 13.4 7.68 1443 477 1589 724 0.850 19.3 1.55 91.1 123 ' J
254x254 167 29920 9792 11.9 6.79 2070 740 2418 1131 0.852 8.49 1.62 625 212
132 22550 7506 11.6 6.67 1632 575 1872 877 0.850 10.3 1.18 321 169
10 7 17500 5894 11.3 6.57 1312 456 1484 695 0.848 12.4 0.893 173 137 I
89 14280 4835 11.2 6.52 1097 378 1225 574 0.849 14.5 0.714 103 114 ' J
73 11370 3880 11.1 6.46 895 306 990 463 0.849 17.3 0.558 57.5 92.9
203x203 86 9461 3114 9.27 5.32 851 298 979 455 0.849 10.2 0.317 138 110
71 7634 2530 9.16 5.28 707 245 801 373 0.852 11.9 0.249 81.0 90.9
60 6103 2047 8.96 5.19 582 199 654 303 0.847 14.1 0.195 46.9 76.0
52 5254 1767 8.90 5.16 510 173 567 263 0.848 15.8 0.166 31.9 66.4
46 4565 1539 8.81 5.12 449 151 497 230 0.846 17.7 0.142 22.2 58.8
152x152 37 2213 706 6.84 3.87 274 91.5 309 140 0.848 13.3 0.0399 19.3 47.3 I
30 1748 560 6.75 3.82 222 73.3 248 112 0.848 16.0 0.0307 10.6 38.4
l '
23 1258 402 6.51 3.68 165 52.7 184 80.5 0.837 20.5 0.0213 4.82 29.7
......,
i
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-
! \
r , Designation Mass Area Ratio Second Radius Elastic Plastic Tors. Const Surf.
Per For Moment Of Modulus Modulus
Outside Thickness Area
Metre Local of Area Gyration
Dia. t Per
Buck. J c Metre
D(mm) mm z3
( '
kg
A
cm
2 I
4
r s3 cm 4 cm 3
0/t cm em cm cm m2
244.5 6.3 37.0 47.1 38.8 3346 8.42 274 358 6692 548 0.768
8.0 46.7 59.4 30.6 4160 8.37 340 448 8320
r , 680 0.768
10.0 57.8 73.7 24.5 5073 8.30 415 550 10150 830 0.768
12.5 71.5 91.1 19.6 6147 8.21 503 673 12290 1006 0.768
16.0 90.2 115 15.3 7533 8.10 616 837 15070 1232 0.768
20.0 111 141 12.2 8957 7.97 733 1011 17910 1466 0.768
25.0. 135 172 9.78 10520 7.81 860 1210 21040 1720 0.768
'
I '
273.0 6.3 41.4 52.8 43.3 4696 9.43 344 448 9392 688 0.858
8.0 52.3 66.6 34.1 5852 9.37 429 562 11700 858 0.858
10.0 64.9 82.6 27.3 7154 9.31 524 692 14310 1048 0.858
12.5 80.3 102 21.8 8697 9.22 637 849 17390 1274 0.858
L 16.0
20.0
25.0+
101
125
153
129
159
195
17.1
13.6
10.9
10710
12800
15130
9.10
8.97
8.81
784
938
1108
1058
1283
1543
21420
25600
30260
1568
1876
2216
0.858
0.858
0.858
323.9 6.3 49.3 62.9 51.4 7929 11.2 490 636 15860 980 1.02
8.0 62.3 79.4 40.5 9910 11.2 612 799 19820 1224 1.02
I
...... 10.0 77.4 98.6 32.4 12160 11.1 751 986 24320 1502 1.02
12.5 96.0 122 25.9 14850 11.0 917 1213 29700 1834 1.02
16.0 121 155 20.2 18390 10.9 1136 1518 36780 2272 1.02
r , 20.0 150 191 16.2 22140 10.8 1367 1850 44280 2734 1.02
25.0+ 184 235 13.0 26400 10.6 1630 2239 52800 3260 1.02
i
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355.6 8.0 68.6 87.4 44.5 13200 12.3 742 967 26400 1484 1.12
10.0 85.2 109 35.6 16220 12.2 912 1195 32440 1824 1.12
I '
i
12.5 106 135 28.4 19850 12.1 1117 1472 39700 2234 1.12
i 16.0 134 171 22.2 24660 12.0 1387 1847 49320 2774 1.12
1.-o 20.0 166 211 17.8 29790 11.9 1676 2255 59580 3352 1.12
25.0. 204 260 14.2 35680 11.7 2007 2738 71360 4014 1.12
I '
406.4 10.0 97.8 125 40.6 24480 14.0 1205 1572 48960 2410 1.28
i 12.5 121 155 32.5 30030 13.9 1478 1940 60060 2956 1.28
i.... 16.0 154 196 25.4 37450 13.8 1843 2440 74900 3686 1.28
20.0 191 243 20.3 45430 13.7 2236 2989 90860 4472 1.28
25.0+ 235 300 16.3 54700 13.5 2692 3642 109400 5384 1.28
457.0 10.0 110 140 45.7 35090 15.8 1536 1998 70180 3072 1.44
12.5 137 175 36.6 43140 15.7 1888 2470 86280 3776 1.44
16.0 174 222 28.6 53960 15.6 2361 3113 107900 4722 1.44
20.0 216 275 22.9 65680 15.5 2874 3822 131400 5748 1.44
25.0+ 266 339 18.3 79420 15.3 3475 4671 158800 6950 1.44
40.0 411 524 11.4 114900 14.8 5031 6977 229800 10060 1.44
508.0 10.0 123 156 50.8 48520 17.6 1910 2480 97040 3820 1. 60
12.5 153 195 40.6 59760 17.5 2353 3070 119500 4706 1.60
16.0 194 247 31.7 74910 17.4 2949 3874 149800 5898 1.60
'
i.... 20.0 241 307 25.4 91430 17.3 3600 4766 182900 7200 1.60
25.0+ 298 379 20.3 110900 17.1 4367 5837 221800 8734 1.60
40.0+ 462 588 12.7 162200 16.6 6385 8782 324400 12770 1.60
( ' 50.0+ 565 719 10.2 190900 16.3 7515 10530 381800 15030 1.60
'
i
I...,.
Ver 3.0 I Aug 98
ARUIP
I )
I )
Designation Mass Area Ratios Second Radius Elastic Plastic Tors. Canst Surf.
Per for Moment Of Gyration Modulus Modulus Area
Metre Local of Area
Buck.
I J
Size Thickness Axis Axis Axis Axis Axis Axis Axis Axis
0 B A X-X y-y x-x y-y X-X y-y x-x y-y J c ......,
I
mm kg kg em' d/t bit em4 em4 em em em3 em 3 em 3 em3 em4 em3 m'
I J
150x100 5.0 18.7 23.9 27.0 17.0 747 396 5.59 4.07 99.5 79.1 121 90.8 806 127 0.489
6.3 23.3 29.7 20.8 12.9 910 479 5.53 4.02 121 95.9 148 111 985 153 0.486
8.0 29.1 37.1 15.7 9.50 1106 577 5.46 3.94 147 115 183 137 1202 184 0.483
10.0 35.7 45.5 12.0 7.00 1312 678 5.37 3.86 175 136 220 164 1431 215 0.479
12.5. 43.6 55.5 9.00 5.00 1532 781 5.25 3.75 204 156 263 194 1680 246 0.473 I
I I
160x80 5.0 18.0 22.9 29.0 13.0 753 251 5.74 3.31 94.1 62.8 117 71.7 599 106 0.469
6.3 22.3 28.5 22.4 9.70 917 302 5.68 3.26 115 75.6 144 87.7 729 127 0. 466
8.0 27.9 35.5 17.0 7.00 1113 361 5.60 3.19 139 90.2 177 107 882 151 0. 463
10.0 34.2 43.5 13.0 5.00 1318 419 5.50 3.10 165 105 213 127 1041 175 0.459
12.5 41.6 53.0 9.80 3.40 1536 476 5.38 3.00 192 119 254 150 1206 199 0.453 I J
200x100 5.0 22.7 28.9 37.0 17.0 1509 509 7.23 4.20 151 102 186 115 1202 172 0.589
6.3 28.3 36.0 28.7 12.9 1851 618 7.17 4.14 185 124 231 1473 1473 208 0.586
8.0 35.4 45.1 22.0 9.50 2269 747 7.09 4.07 227 149 286 1802 1802 251 0.583
10.0 43.6 55.5 17.0 7.00 2718 881 7.00 3.98 272 176 346 2154 2154 296 0.579
12.5 53.4 68.0 13.0 5.00 3218 1022 6.88 3.88 322 I J
204 417 2541 2541 342 0.573
16.0. 66.4 84.5 9.50 3.25 3808 1175 6.71 3.73 381 235 505 2988 2988 393 0.566
200x120 5.0 24.2 30.9 37.0 21.0 1699 767 7.42 4.98 170 128 206 144 1646 210 0.629
6.3 30.3 38.5 28.7 16.0 2087 937 7.36 4.93 209 156 255 178 2025 256 0.626
8.0 37.9 48.3 22.0 12.0 2564 1140 7.28 4.86 256 190 316 220 2491 310 0.623 j
10.0 46.7 59.5 17.0 9.00 3079 1356 7.19 4.77 308 226 384 266 2997 367 0.619
12.5. 57.3 73.0 13.0 6.60 3658 1589 7.08 4.67 366 265 464 319 3567 429 0.613
250x150 5.0 30.5 38.9 47.0 27.0 3382 1535 9.33 6.28 271 205 326 229 3275 337 0.789
6.3 38.2 48.6 36.7 20.8 4178 1886 9.27 6.23 334 252 405 284 4049 413 0. 786 I )
8.0 48.0 61.1 28.2 15.7 5167 2317 9.19 6.16 413 309 505 353 5014 506 0. 783
10.0 59.3 75.5 22.0 12.0 6259 2784 9.10 6.07 501 371 618 430 6082 606 0.779
12.5 73.0 93.0 17.0 9.00 7518 3310 8.99 5.97 601 441 751 520 7317 717 0.773 ......,
16.0 91.5 117 12.6 6.38 9089 3943 8.83 5.82 727 526 924 635 8863 851 0.766
i
300x200 6.3 48.1 61.2 44.6 28.7 7880 4216 11.3 8.30 525 422 627 475 8468 681 0. 986 I I
8.0 60.5 77.1 34.5 22.0 9798 5219 11.3 8.23 653 522 785 593 10550 840 0. 983
10.0 75.0 95.5 27.0 17.0 11940 6331 11.2 8.14 796 633 964 726 12890 1016 0.979
12.5 92.6 118 21.0 13.0 14460 7619 11.1 8.04 964 762 1179 886 15650 1217 0. 973
16.0 117 149 15.7 9.50 17700 9239 10.9 7.89 1180 924 1462 1094 19230 1469 0.966
\ j
400x200 8.0 73.1 93.1 47.0 22.0 19710 6695 14.5 8.48 985 669 1210 746 15720 1135 1.18
10.0 90.7 116 37.0 17.0 24140 8138 14.5 8.39 1207 814 1492 916 19240 1377 1.18
12.5 112 143 29.0 13.0 29410 9820 14.3 8.29 1471 982 1831 1120 23410 1657 1.17
16.0 142 181 22.0 9.50 36300 11950 14.2 8.14 1815 1195 2285 1388 28840 2011 1.17
450x250 8.0 85.7 109 53.2 28.2 30270 12200 16.7 10.6 1345 976 1630 1086 27060 1629 1.38 I )
10.0 106 136 42.0 22.0 37180 14900 16.6 10.5 1653 1192 2013 1338 33250 1986 1.38
12.5 132 168 33.0 17.0 45470 18100 16.5 10.4 2021 1448 2478 1642 40670 2407 1.37
16.0 167 213 25.1 12.6 56420 22250 16.3 10.2 2508 1780 3103 2047 50480 2948 1.37
500x300 10.0 122 156 47.0 27.0 54120 24560 18.7 12.6 2165 1638 2609 1834 52400 2696 1.58 I j
12.5 152 193 37.0 21.0 66360 29970 18.5 12.5 2655 1998 3218 2257 64310 3282 1.57
16.0
-
192 245 28.2 15.7 82670 37080 18.4 12.3 3307 2472 4042 2825 80220 4046 1.57
20.0. 237 302 22.0 12.0 100100 44550 18.2 12.1 4006 2970 4942 3442 97310 4845 1.56
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' 4.4 Steel (Non-composite) (21/21)
4.4.11 References
r ,
4. SCI, Guide to BS 5950: Part 1: 1990, Volume 1
'
6. Simple Connections, Volume 1: Design Rules, SCI/BCSA
'-'
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r..... 8. Moment Connections, SCI BCSA
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Castellated
to 10.5
Ribs up to 15
30
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17
18 2.8
1.5
0.9 ' )
N/A up to 16 1.3
sections 20 1.3
I
Stub girders 13 3.0 ' )
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4.5 Composite Steel and Concrete (2/11)
4.5.1 RULES OF THUMB (CONT'D)
( \
Inefficient Efficient
For maximum
(
;
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tf-_-
-~1-----,-,..--,--l
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-Pri-""'""'
Secondafy beam
structural efficiency:
Lsecondary
Lprimary
=4/3
-ri__J__J__j__r_
r 1
J t~._,~. . ,.
( 1
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Initial scheming chart
Universal beams, 125mm concrete slab
r , (Dotted Line on upper graph indicates that a 150mm slab may be required).
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L Rasidantial \ ~ \ .12._
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0 10 20 30
"
40
........
50
700
Distributed load on Beam (kN/m)
L
r, THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
Fabricated beams
degrees
' )
Geometrical constraints : \
I
- 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 l J
- 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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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
ARUJP ' J
l
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4.5 Composite Steel and Concrete (4/11)
L 4.5.2 LOAD FACTORS
r '
I ' Approximate moment resistance calculation
I
w
2.6
r , ConcretE C30 Ste el
I 2.4
L _'\. py = 35f Be = L/4 3m
0::::
2.2
"
.2 1. Obtain Mp for steel
0 2.0 beamfrom section 4.4. r--
r , Glo::::
UJo
Q):;:; 1.8
I'... 2. Use multiplier to obtain
Mp of composite beam. r--
~
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oUJ 1.6
C..-
Ea>
0~ 1.4
1'---
c'
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01/J
00
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1.2
1.0 B. - 5(D8 +Dp) ':!> 3m
tutu
c.. c..
0.8 1-- ...
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00
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0.6 I--
0.4 r--
=
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00
::2:::2: r----
0.2 I-- ASSUMED SECTION
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YP IN SLAB yP IN STEEL WEB
Yp IN STEEL FLANGE
r,
Case (c) Case (b) Case( c)
r ,
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
-
' J
' J
-
= ' J
Mvc Rs 2 Rc 2 Rr 4
where T =flange thickness
R1 = axial capacity of ~steel flange
' J
CASE (c): Rc < Rw (P.N.A. lies in web)
_
Mvc- Ms+Rc
(Ds+Dv+D)
-
R~ D
-4
2 Rw ' J
i
where Ms = plastic capacity of steel section
Rw = axial resistance of web only
- I
-
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4.5.4 SHEAR CONNECTORS4
2
Dimensions of stud shear connectors (mm) Design strength of concrete (N/mm )
25
22
100
100
95
95
117
95
123
101
129
106
134
111
-
' J
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
l J
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.
Spacing
r ,
r ~
4.5.6 STIFFNESS 3
I
L Approximate ratio of second moment of area of composite section to that of the steel section.
r ,
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L Be = 5(D8 +Dp) ~ 3m
M
r , 4.0
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3.6 ASSUMED SECTION
r ,
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Normal weight concrete
3.2
U= 1 0
L 2.8
r ' 2.0
20 40 60
r. Weight of section (kg/m)
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Dead Load steelwork - self weight
decking -0.18 kPa
slab (dense) -3.12 kPa I
slab (lightweight) - 2.34 kPa ' J
services + ceiling - 1.00 kPa
4.5.8 REFERENCES
l. ;
1. RICHARD LEES Ltd, Steel Deck Flooring Systems
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
I J
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1.
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4.5 Composite Steel and Concrete (8/11)
6.0 X 6.0 2 3.00 305 x 102 x28 406x 140x46 17.00 203 x 203 x46
6.0 X 7.2 254 X 254 X 89 30.17
2 3.00 356x 127 x 39 457 X 152 X 52 20.22 203 x203 x60
6.0 X 7.5 254x254x 107 34.86
2 3.00 356x 127x39 457 X 152 X 60 21.00 203 x203 x 71 254x254x 107
6.0 X 8.0 37.93
2 3.00 406x 140x39 457x152x60 20.50 203 x203 x 86 254 X 254 X 132
6.0 X 9.0 45.17
2 3.00 457 x 152 x52 457x191 x74 25.56 254 x254 x 89 254 X 254 X 132
6.0 X 10.0 44.33
2 3.00 457x 152x60 533x210x82 28.20 254 X 254 X 107 254 X 254 X 167
r, 6.0 X 12.0
6.0 X 15.0
2 3.00 533 X 210 X 82 533x210x92 35.00 254 X 254 X 167" 305 X 305 X 158
52.37
68.83
2 3.00 610x229x113" 610x229x101 44.40 305 X 305 X 240" 305 X 305 X 198
6.0 X 18.0 93.20
2 3.00 762x267x147" 610 X 229 X 125 55.94 356 X 406 X 340" 305 X 305 X 240 126.67
7.2 X 6.0 3 2.40 305x 102x25 457 X 152 X 60 2D.42 152 X 152 X 37 254 X 254 X 107 33.25
7.2 X 7.2 3 2.40 305x 102x33 457x152x67 23.06 203 x203 x 46 254 X 254 X 132 37.50
7.2 X 9.0 3 2.40 356x171x45 533 X 210 X 82 27.86 203 x203 x 71 254 X 254 X 167
r ' 48.14
7.2 X 12.0 3 2.40 457 x 152 x67 610 X 229 X 101 36.33 254 x 254 x132" 305 X 305 X 198 71.50
7.2 X 18.0 3 2.40 686 X 254 X 125" 762 X 267 X 147 60.25 356 X 406 X 287" 356 X 406 X 287 135.53
i
'- 7.5 X 6.0 3 2.50 305x 102x25 457 X 152 X 60 20.00 203x 203 x46 254x254x 132 40.40
7.5 X 7.5 3 2.50 356x127x33 533x210x82 24.13 203x 203 x 52 254x254x 167 43.07
7.5 X 9.0 3 2.50 356x171x45 533x210x92 28.22 203 X 203 X 86 305 X 305 X 158 51.96
7.5 X 12.0 3 2.50 457 X 152 X 67 610x229x 113 36.22 254 x 254 x132" 305 X 305 X 240 72.80
7.5 X 15.0 3 2.50 610 X 229 X 101 686 X 254 X 125 48.73 305 X 305 X 198" 305 X 305 X 283 98.07
7.5 X 18.0 3 2.50 686x 254 x 140 762 X 267 X 147 64.17 356 X 406 X 287" 356 X 406 X 340 133.69
8.0 X 6.0 3 2.67 305x 102x25 457x152x74 21.71 203 x 203 x46 254 X 254 X 132 39.25
8.0 X 8.0 3 2.67 356 X 127 X 39 533x210x82 24.88 203 x203 x 71 305x305x 158 46.38
8.0 X 9.0 3 2.67 406x 140x46 610x229x 101 28.47 203 X 203 X 86 305x305x 198 54.25
r ' 8.0 X 10.0 3 2.67 457 X 152 X 52 610 X 229 X 101 29.60 254 x254 x 89 305x305x 198 53.18
I
8.0 X 12.0 3 2.67 457 X 191 X 74 610 X 229 X 125 38.17 254 x 254 x132" 305 X 305 X 240 69.50
8.0 X 15.0 3 2.67 610 X 229 X 101 762 X 267 X 147 47.68 305 X 305 X 198" 356 X 406 X 287 93.38
8.0 X 18.0 3 2.67 686x254x140" 762 X 267 X 173 62.11 356 X 406 X 287" 356 X 406 X 393 129.46
9.0 X 6.0 3 3.00 305 x 102 x28 533 X 210 X 82 23.00 203 x203 x46 254 x 254x 167 43.17
( ' 9.0 X 7.2 3 3.00 356x 127x39 610 X 229 X 101 27.03 203 X 203 X 60 305 X 305 X 198 47.50
I 9.0x 7.5 3 3.00 356x 127x39 610 X 229 X 101 26.47 203 x203 x 71 305 X 305 X 198 50.07
9.0 X 8.0 3 3.00 406 X 140 X 39 610 X 229 X 101 25.63 203 x203 x 86 305x305x 198 53.42
9.0 X 9.0 3 3.00 457x 152x52 610x229x 113 29.89 254 X 254 X 89 305 X 305 X 240 56.33
9.0x 10.0 3 3.00 457x 152x60 610 X 229 X 125 32.50 254x254x 107 305 X 305 X 240 59.67
9.0 X 12.0 3 3.00 533 x 210 x82 686 X 254 X 140 39.00 254 X 254 X 167" 356 X 406 X 287 79.58
9.0 X 15.0 3 3.00 610x229x113" 762 X 267 X 173 49.20 305 X 305 X 240" 356 X 406 X 393 106.20
r , 9.0 X 18.0 3 3.00 762 X 267 X 147" 838x 292 x 194 59.78 356 X 406 X 340" COLCORE x 477 139.83
10.0 X 6.0 4 2.50 305x 102x25 610x229x 101 26.83 203 x203 x46 305 X 305 X 198 51.40
10.0 X 8.0 4 2.50 356x 127x39 686 X 254 X 140 33.10 203 X 203 X 71 356 X 406 X 287 64.28
10.0 X 9.0 4 2.50 356x171x45 762 X 267 X 147 34.33 203 X 203 X 86 356 X 406 X 287 66.29
10.0 X 10.0 4 2.50 457 X 152 X 52 762 X 267 X 147 35.50 254x 254 x 89 356 X 406 X 340 69.60
10.0 X 12.0 4 2.50 457 X 152 X 67 838 X 292 X 176 41.47 254 X 254 X 132" 356 X 406 X 393 85.55
r ' 10.0 X 15.0 4 2.50 610 X 229 X 101 914 X 305 X 201 53.80 305 X 305 X 198" 356 X 406 X 551 115.93
10.0 X 18.0 4 2.50 686x 254 x 140 914 X 305 X 253 70.06 356 X 406 X 287" 356 X 406 X 634 150.02
12.0x6.0 4 3.00 305x 102x28 686 X 254 X 140 32.67 203 x203 x46 406 X 406 X 287 63.17
12.0x 7.2 4 3.00 356x 127 x 39 686 X 254 X 170 36.61 203x203 x 60 356 X 406 X 340 67.22
12.0 X 7.5 4 3.00 356 X 127 X 39 762 X 267 X 173 36.07 203 X 203 X 71 356 X 406 X 393 76.07
r ' 12.0 x8.0 4 3.00 406 X 140 X 39 762 X 267 X 173 34.63 203 x203 x 86 356 X 406 X 393 77.79
12.0 X 9.0 4 3.00 457 X 152 X 52 838 X 292 X 194 38.89 254 x254 x 89 COL CORE x 477 82.67
12.0 X 10.0 4 3.00 457 X 152 X 60 914 X 305 X 201 40.10 254 X 254 X 107 356 X 406 X 467 82.37
12.0 X 12.0 4 3.00 533 X 210 X 82 914 X 305 X 224 46.00 254 X 254 X 167" 356 X 406 X 551 101.58
12.0 X 15.0 4 3.00 610x229x 113" 914 X 305 X 289 56.93 305 X 305 X 240" 914x419x343 102.87
12.0 X 18.0 4 3.00 762x267x147" 914x419x388 70.56 356 X 406 X 340" 914x419x388 134.89
15.0 X 6.0 5 3.00 305 X 102 X 28 838 X 292 X 176 38.67 203x 203 x46 COL CORE x 477" 94.83
15.0x7.5 5 3.00 356x127x39 914 X 305 X 224 42.87 203x203x71 356 X 406 X 551 97.13
15.0 x8.0 5 3.00 406 X 140 X 39 914 X 305 X 224 41.00 203 X 203 X 86 356 X 406 X 551 97.54
15. Ox9.0 5 3.00 457 X 152 X 52 914 X 305 X 253 45.44 254 X 254 X 89 356 X 406 X 634" 100.11
15.0 X 10.0 5 3.00 457 X 152 X 60 914 X 305 X 289 48.90 254x254x 107 914 X 305 X 289" 64.57
15. 0 X 12.0 5 3.00 533x210x82 914x419x343" 55.92 254 X 254 X 167" 914 X 419 X 388" 88.00
15.0 X 15.0 5 3.00 610x229x113" FAIL 305 X 305 X 240" FAIL
15.0 X 18.0 5 3.00 762 X 267 X 147" FAIL 356 X 406 X 340" FAIL
18.0 x6.0 6 3.00 305x 102x28 914 x305 x253 51.50 203 X 203 X 46 356 X 406 X 634" 121.00
18.0 X 7.2 6 3.00 356x127x39 914x419x343" 60.64 203 X 203 X 60 914 X 419 X 343" 67.64
18.0 X 7.5 6 3.00 356 X 127 X 39 914x419x343" 58.73 203 X 203 X 71 914 X 419 X 343" 69.40
18.0 X 8. 0 6 3.00 406 X 140 X 39 914 X 419 X 343" 55.88 203 x203 x86 914x419x388" 77.17
18.0x9.0 6 3.00 457 X 152 X 52 FAIL 254 x 254 x89 FAIL
18.0 X 10.0 6 3.00 457 X 152 X 60 FAIL 254x254x 107 FAIL
18.0 X 12.0 6 3.00 533x210x82 FAIL 254 X 254 X 167" FAIL
18.0 X 15.0 6 3.00 610x229x113" FAIL 305 X 305 X 240" FAIL
18.0 X 18.0 6 3.00 762 X 267 X 347" FAIL 356 X 406 X 340" FAIL
6.0 X 6.0 2 3.00 305x102x25 406 X 140 X 46 16.00 203 X 203 X 46 203 x203 x 86 29.67
6.0 X 7.2 2 3.00 356x 127x33 457 X 152 X 52 18.22 203 X 203 X 52 254 x254 x 89 29.69 '"""'I
6.0 X 7.5 2 3 00 305 X 102 X 37 457x152x52 19.27 203 X 203 X 60 254x254x107 34.27
6.0 X 8.0 2 3.00 356 X 127 X 39 457 x 152 x60 20.50 203 X 203 X 71 254 X 254 X 107 37.04
6.0 X 9.0 2 3.00 406 x 140 x46 457 X 152 X 67 22.78 203 x203x86 254 x254 x 132 43.33 ' J
6.0 X 10.0 2 3.00 457x152x52 457x 191 x74 24.73 254x254x 107 254x254x 132 48.87
6.0 X 12.0 2 3.00 457x191x74 533x210x82 31.50 254 X 254 X 167 254x 254 x 167 69.58
6.0 X 15.0 2 3.00 610x229x101 610 X 229 X 101 40.40 305 X 305 X 198' 305 X 305 X 198 79.20
6.0 X 18.0 2 3.00 686 X 254 X 140' 610x229x 113 52.94 356 X 406 X 340' 305 X 305 X 240 126.67
7.2 X 6.0 3 2.40 254x 102x22 457 X 152 X 52 17.83 152x152x37 254x254x 107 33.25
7.2 X 7.2 3 2.40 305 X 102 X 28 457 X 152 X 67 20.97 203 x 203 x46 254 X 254 X 132 37.50 ' j
7.2 X 9.0 3 2.40 356x127x39 533x210x82 25.36 203 X 203 X 71 254 X 254 X 167 48.14
7.2 X 12.0 3 2.40 457 X 152 X 60 610x229x 101 33.42 254x254x 107 305 X 305 X 198 61.08
7.2 X 18.0 3 2.40 610 X 229 X 125' 686 X 254 X 140 59.86 356 X 406 X 287' 305 X 305 X 287 135.53 '"""'I
7.5 X 6.0 3 2.50 305x 102x25 457 x 152 x60 20.00 152x 152x37 254 X 254 X 107 32.63
7.5 X 7.5 3 2.50 305 X 102 X 33 457x 191 x74 23.07 203 x 203x46 254 X 254 X 132 36.00 ' )
7.5 x9.0 3 2.50 406 x 140 x39 533x210x82 24.71 203 X 203 X 71 254x254x 167 46.96
7.5 X 12.0 3 2.50 457x152x60 610 X 229 X 101 32.42 254 X 254 X 132 305x 305 x 198 69.30
7.5 X 15.0 3 2.50 533x210x92 610x229x 125 45.13 305 X 305 X 198' 305 X 305 X 283 98.07
7.5 X 18.0 3 2.50 610x229x125' 762 X 267 X 147 58.17 356 X 406 X 287' 356 X 406 X 287 130.74
8.0 X 6.0 3 2.67 305 X 102 X 25 457 X 152 X 67 20.54 152x152x37 254 x 254x 132 35.88
8.0 X 8.0 3 2.67 356 X 127 X 39 533 x210 x 82 24.88 203 X 203 X 60 254 X 254 X 167 43.38 ' j
8.0 X 9.0 3 2.67 406 X 140 X 39 533x210x92 24.85 203 X 203 X 86 305 X 305 X 158 49.81
8.0 X 10.0 3 2.67 457 x 152 x52 610x229x101 29.60 254 x254x 89 305x305x 198 53.18
8.0 X 12.0 3 2.67 457 x 152 x67 610x229x113 34.54 254x 254 x 132 305 X 305 X 240 69.50
8.0 X 15.0 3 2.67 610 X 229 X 101 686 X 254 X 140 47.21 305 X 305 X 198' 356 X 406 X 287 93.38
8.0 X 18.0 3 2.67 686 X 254 X 125' 686x254x 170 56.32 356 X 406 X 287' 356 X 406 X 340 126.51
9.0 x6.0 3 3.00 305x 102 x25 533x210x82 22.00 203 x 203 x46 254x254x 167 43.17 ' J
9.0 X 7.2 3 3.00 356 X 127 X 33 533 X 210 X 92 23.78 203x 203 x 52 305x 305 x 158 39.28
9.0 X 7.5 3 3.00 305 X 102 X 37 533 x210 x 92 24.60 203 X 203 X 60 305 X 305 X 198 46.40
9.0 X 8.0 3 3.00 356x 127x39 610 x229 x 101 25.63 203x203x71 305x305x 198 48.42
9.0 x9.0 3 3.00 406x 140x46 610x229x101 26.56 203 x203 x 86 305 x305 x 198 50.67
9.0 X 10.0 3 3.00 457x152x52 610 X 229 X 125 29.83 254 X 254 X 107 305 X 305 X 240 59.67
9.0 X 12.0 3 3.00 457x191x74 686 X 254 X 140 36.33 254x254x 167 356 X 406 X 287 79.58
l j
9.0 X 15.0 3 3.00 610x229x101 686x254x 170 45.00 305 X 305 X 198' 356 X 406 X 340 88.67
9.0x18.0 3 3.00 686 X 254 X 140' 838 X 292 X 176 56.44 356 X 406 X 340' COL CORE x 477 139.83
10.0 X 6.0
10.0 X 8.0
4
4
2.50
2.50
305x 102x25
356 X 127 X 33
610 x229 x 101
610x229x 125
26.83
28.83
152x 152x37
203 x 203x 60
305 X 305 X 198 47.80 '"""'
305 X 305 X 283 59.38
10.0 X 9.0 4 2.50 406x 140x39 686 X 254 X 140 31.16 203x 203 x 71 356 X 406 X 287 60.29
10.0x 10.0 4 2.50 406 x 140 x46 762 X 267 X 147 33.10 203 x203 x86 356 X 406 X 287 63.10
10.0 X 12.0 4 2.50 457 X 152 X 60 762 x267 x 173 38.42 254x254x 132 356 X 406 X 393 85.55
10.0 X 15.0 4 2.50 533x210x92 914 X 305 X 201 50.20 305 X 305 X 198' 356 X 406 X 467 110.33
10.0x 18.0 4 2.50 610 X 229 X 125' 914 X 305 X 253 64.06 356 X 406 X 287' 356 X 406 X 634 150.02
12.0 X 6.0 4 3.00 305x 102x25 686 X 254 X 125 29.17 203 x 203x 46 305 X 305 X 283 62.50
12.0 X 7.2 4 3.00 356x 127x33 762 X 267 X 147 31.42 203x 203 x 52 356 X 406 X 287 57.19 ' i
12.0 X 7.5 4 3.00 305x 102 x37 762 X 267 X 147 31.93 203 X 203 X 60 356 X 406 X 340 65.33
12.0 X 8.0 4 3.00 356x127x39 762x267x 173 34.63 203 X 203 X 71 356 X 406 X 340 66.17
12.0 X 9.0 4 3.00 406x 140x46 838 x292 x 176 34.89 203 x203x 86 356 X 406 X 393 72.33
12. 0 x10.0 4 3.00 457x 152x52 838 X 292 X 194 36.73 254 X 254 X 107 COL CORE x 477 83.37
12.0x 12.0 4 3.00 457 X 191 X 74 914 X 305 X 224 43.33 254x254x 167 356 x406 x 511 98.25
12.0 X 15.0 4 3.00 610 x229 x 101 914 X 305 X 289 52.93 305 X 305 X 198' 356 X 406 X 634 108.27 i J'
12.0 X 18.0 4 3.00 686 X 254 X 140' 914x419x343 65.72 356 X 406 X 340' 914x419x388 134.89
15.0 X 6.0 5 3.00 305 x 102 x25 762x267x 173 37.37 203 x 203x46 356 X 406 X 393' 80.83
15.0 X 7.5 5 3.00 305x 102x37 914 X 305 X 201 39.13 203x 203 x 60
15.0 X 8.0 5 3.00 356 x 127 x39 934 X 305 X 224 41.00 203 X 203 X 71
356 X 406 X 551
356 X 406 X 551
93.47
92.54
'"""'
15.0x 9.0 5 3.00 406 x 140 x46 914 x 305 x253 43.44 203 x 203 x86 356 X 406 X 634' 99.11
15.0 X 10.0 5 3.00 457 X 152 X 52 914 X 305 X 289 46.23 254x254x 107 356 X 406 X 634' 99.07 ' J
15.0 X 12.0 5 3.00 457x 191 x74 914x419x343 53.25 254 X 254 X 167 914x419x343 84.25
15.0x 15.0 5 3.00 610x229x101 FAIL 305 X 305 X 198' FAIL
15.0 X 18.0 5 3.00 686 X 254 X 140' FAIL 356 X 406 X 340' FAIL
18.0 X 6.0 6 3.00 305x 102x25 914x305x253' 50.50 203 x203 x46 356 X 406 X 634' 121.00
18.0 X 7.2 6 3.00 356x 127x33 914 x305 x289 51.14 203x 203 x 52 914 X 305 X 289' 57.47
18.0 X 7.5 6 3.00 305 X 102 X 37 914x419x343' 58.07 203 x203 x 60 914x419x343' 65.73
18.0x8.0 6 3.00 356 X 127 X 39 914x419x343' 55.88 203 x203 x 71 914x419x34' 66.54
18.0 X 9.0 6 3.00 406x 140x46 914x419x388' 58.44 203x 203 x 86 914x419x388' 71.78
18.0x 10.0 6 3.00 457x152x52 FAIL 254x254x 107 FAIL
18.0x 12.0 6 3.00 457x191 x74 FAIL 254x254x 167 FAIL
18.0 X 15.0 6 3.00 610x229x 101 FAIL 305 X 305 X 198' FAIL
18.0x 18.0 6 3.00 686 x 254 x140' FAIL 356 X 406 X 340' FAIL
' j
' J
.....,
4.5 Composite Steel and Concrete (10/11)
6.0 X 6.0 2 3.00 305 x 102 x25 406x 140x39 14.83 152 X 152 X 37 203 X 203 X 86
L 6.0 X 7.2
6.0 X 7.5
2
2
3.00
3.00
305x102x33
305x102x33
406 x 140 x46
457 X 152 X 52
17.39
17.93
203 X 203 X 46
203 x 203 x52
254 x254x 89
26.67
27.69
6.0 X 8.0 254 x254 x 89 29.20
2 3.00 356x127x33 457 X 152 X 52 17.50 203 x 203 x60
6.0 X 9.0 254 X 254 X 89 31 .13
2 3.00 406 X 140 X 39 457x152x60 19.67
r , 6.0 X 10.0 2 3.00 457 X 152 X 52 457x152x67 24.03
203 x 203 x86
254 x 254x 89
254 X 254 X 107 40.56
I 6.0 X 12.0 254 X 254 X 132 42.87
2 3.00 457x191 x67 533x 210 x 82 29.17 254 x 254 x132"
6.0 X 15.0 254x254x 167 57.92
2 3.00 533x210x92
L 6.0 X 18.0 2 3.00 686 X 254 X 125
533x 210 x 92
610x229 x 101
36.80
47.28
305 X 305 X 198"
356 X 406 X 340"
305 X 305 X 158
305x305x 198
76.53
124.33
7.2 X 6.0 3 2.40 254 X 102 X 22 457 X 152 X 52 17.83 152x 152x30
7.2 7.2 254 x 254x 89 27.33
X 3 2.40 305 X 102 X 25 457 X 152 X 60 18.75 203 x 203 x46 254 X 254 X 107
7.2 9.0 34.03
X 3 2.40 305x127x37 457 X 152 X 74 23.64 203 X 203 X 60 254 X 254 X 132
7.2 X 12.0
39.67
3 2.40 457 X 152 X 52 533x210x92 29.33 254 X 254 X 107" 254 X 254 X 167
7.2 X 18.0
58.50
3 2.40 610 x229x 101 610x229x125 49.03 356 X 406 X 287" 305 X 305 X 283 135.31
7.5 X 6.0 3 2.50 254x102x22 457x152x52 17.47 152x152x30 254 X 254 X 89 26.83
7.5 X 7.5 3 2.50 305x102x28 457 x 152 x67 20.13 203x 203 x46 254x254x 132 36.00
7.5 X 9.0 3 2.50 356 X 127 X 39 457 X 152 X 74 23.82 203 X 203 X 60 254x254x 167 42.56
7.5 X 12.0 3 2.50 457 x 152 x52 533x210x92 28.47 254x 254 x 107" 305 X 305 X 198 59.30
7.5 X 15.0 3 2.50 533 X 210 X 82 610x229x113 40.33 305 X 305 X 198" 305 X 305 X 240 95.20
7.5 X 18.0 3 2.50 610x229x 113" 686 X 254 X 125 52.14 356 X 406 X 287" 305 X 305 X 283 130.52
8.0 X 6.0 3 2.67 254 x 102 x22 457 X 152 X 60 18.25 152 X 152 X 37 254x254x 107 31.71
8.0 x8.0 3 2.67 305 X 102 X 33 457 X 152 X 74 21.63 203 X 203 X 52 254 X 254 X 167 40.38
8.0 X 9.0 3 2.67 356 X 127 X 39 533x210x82 23.74 203 X 203 X 71 254 X 254 X 167 45.18
8.0 X 10.0 3 2.67 406 x 140 x46 533x210x92 26.45 203 x 203 x86 305 X 305 X 158 48.05
8.0 X 12.0 3 2.67 457 X 152 X 60 610x229x101 30.92 254 X 254 X 132" 305 X 305 X 198 66.00
8.0 X 15.0 3 2.67 533x210x82 610x229x 125 39.08 305 X 305 X 198" 305 X 305 X 240 90.25
8.0 X 18.0 3 2.67 610x229x125" 762 X 267 X 147 55.04 356 X 406 X 287" 356 X 406 X 287 123.57
-
9.0 X 6.0 3 3.00 305 x 102 x25 457x191x74 20.67 152x 152x37 254 X 254 X 132 34.33
9.0 X 7.2 3 3.00 305x102x33 533 X 210 X 82 22.39 203 X 203 X 46 254 X 254 X 167 38.53
'
9.0 X 7.5 3 3.00 305x102x33 533x210x82 21.93 203 x 203 x52 254 X 254 X 167" 39.60
9.0 X 8.0 3 3.00 356x127x33 533x210x92 22.50 203 x 203x60 305 X 305 X 158 39.75
9.0 X 9.0 3 3.00 406 x 140 x39 610x229x101 24.22 203 x 203 x86 305 X 305 X 198 50.67
r ' 9.0 X 10.0 3 3.00 457 X 152 X 52 610x229x101 27.43 254 x 254 x89 305 X 305 X 198 49.47
9.0 X 12.0 3 3.00 457 X 152 X 67 610x229x125 32.75 254 X 254 X 132" 305 X 305 X 240" 64.00
9.0 X 15.0 3 3.00 533x210x92 762 X 267 X 147 40.47 305 X 305 X 198" 356 X 406 X 287" 85.13
9.0 X 18.0 3 3.00 686 X 254 X 125" 762 X 267 X 173 51.28 356 X 406 X 340" 356 X 406 X 340" 132.22
10.0 X 6.0 4 2.50 254 x 102 x22 533x210x92 24.13 152x 152x30 305 X 305 X 158" 38.33
10.0 X 8.0 4 2.50 305 X 102 X 33 610x229x113 27.33 203 X 203 X 52 305 X 305 X 240" 50.80
r '
10.0 X 9.0 4 2.50 356x127x39 610 x229 x 125 29.49 203x 203 x 60 305 X 305 X 240" 50.67
10.0 X 10.0 4 2.50 406 X 140 X 39 686 X 254 X 140 29.60 203x 203 x 86 305 X 305 X 283" 62.70
10.0 X 12.0 4 2.50 457 x 152 x52 762 X 267 X 147 33.05 254 X 254 X 107" 3% X 406 X 340* 71.13
10.0 X 15.0 4 2.50 533 X 210 X 82 838 x292 x 176 44.53 305 X 305 X 198" 356 X 406 X 393" 1 05.40
10.0 X 18.0 4 2.50 610x229x 113 914 X 305 X 201 56.37 356 X 406 X 287" COLCORE x 4 77" 141.30
12.0 X 6.0 4 3.00 305 X 102 X 25 610 x229 x 125 29.17 152x 152x37 305 X 305 X 240" 52.33
12.0 X 7.2 4 3.00 305 X 102 X 33 686 X 254 X 140 30.44 203 x 203 x46 305 X 305 X 283" 54.64
12.0 X 7.5 4 3.00 305 x 102 x33 686 X 254 X 140
.....
' 12.0 X 8.0
12.0 X 9.0
4
4
3.00
3.00
356x 127x33
406x 140x39
762 X 267 X 147
29.67
29.38
203 X 203 X 52
203 X 203 X 60
305 X 305 X 283
356 X 406 X 287"
55.07
55.88
686 X 254 X 170 31.89 203 X 203 X 86 356 X 406 X 340" 66.44
12.0 X 10.0 4 3.00 457x152x52 762 X 267 X 173 34.63 254 x254x 89 356 X 406 X 340" 63.67
: ;
12.0 X 12.0
12.0 X 15.0
4
4
3.00
3.00
457x152x67
533 X 210 X 92
838 x292 x 194
914 X 305 X 253
38.50
47.53
254 X 254 X 332"
305 x 305 x198"
COLCORE x 4 77"
356 X 406 X 551
83.75
102.73
12.0 X 18.0 4 3.00 686 X 254 X 125 914 X 305 X 289 57.72 356 X 406 X 340" 914 X 419 X 343 132.39
15.0 X 6.0 5 3.00 305 X 102 X 25 762x267x147" 32.83 152x 152 x37 356 X 406 X 393" 77.83
15.0 X 7.5 5 3.00 305 X 102 X 33 838 x292 x 176 34.47 203 x 203 x52 COL CORE x 477" 80.93
15.0 X 8.0 5 3.00 356. X 127 X 33 838 x292 x 194 35.25 203 x 203 x60 356 X 406 X 467" 78.38
15.0 X 9.0 5 3.00 406 X 140 X 39 914x305x201" 35.33 203 x 203 x86 356 X 406 X 551 89.89
15.0 X 10.0 5 3.00 457 X 152 X 52 914x305x224" 39.73 254 x 254 x89 356 X 406 X 634" 93.07
15.0 X 12.0 5 3.00 457 X 152 X 67 914x305x289" 46.42 254 x 254 x132" 914 X 305 X 289" 68.08
15.0 X 15.0 5 3.00 533x210x92 914x419x343" 53.53 305 x 305 x198" 914x419x343" 88.87
15.0 X 18.0 5 3.00 686 X 254 X 125 FAIL 356 X 406 X 340" FAIL
18.0x6.0 6 3.00 305x 102x25 914x305x201" 41.83 152 X 152 X 37 356 X 406 X 634 118.00
( ;
18.0 X 7.2 6 3.00 305x102x33 914x305x253" 46.14 203 X 203 X 46 914 X 305 X 253" 50.47
18.0 X 7.5 6 3.00 305x102x33 914x305x253" 44.73 203 x 203x 52 914 X 305 X 253" 51.07
18.0 x8.0 6 3.00 356 X 127 X 33 914 x 305 x289 47.13 203 X 203 X 60 914 X 305 X 289" 56.13
18.0 X 9.0 6 3.00 406x140x39 914x419x343" 51.11 203 x 203x 86 914 x 419 x343" 66.78
18.0 X 10.0 6 3.00 457x152x52 914x419x343" 51.63 254 x 254x 89 914 X 419 X 343" 63.97
18.0 X 12.0 6 3.00 457x 152x67 FAIL 254 X 254 X 132" FAIL
: ; 18.0 X 15.0 6 3.00 533 x210 x 92 FAIL 305 X 305 X 198" FAIL
18.0 X 18.0 6 3.00 686 X 254 X 125 FAIL 356 X 406 X 340" FAIL
(*) Natural frequency of the beam is less then 4.5Hz.
{ ;
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Bay size
(mxm)
No. sec.
beams
per grid
Spacing
of sec.
beams
Secondary
Beams
Minimum Weight
Primary
Beams
Weight
(kg/m2 )
Secondary
Beams
Minimum Depth
Primary
Beams
Weight
(kg/m 2 )
-
6.0 X 6.0 2 3.00 254 X 102 X 22 356 X 127 X 39 13.83 152 X 152 X 37 203 x203 x 71 24.17
6.0 X 7.2 2 3.00 305x 102x28 406 x 140 x46 15.72 203 x 203 x46 203 x203 x 86 27.28
6.0 X7.5 2 3.00 305 X 102 X 28 406 X 140 X 46 15.47 203 x 203 x46 254 x254 x 73 25.07
6.0 X 8.0 2 3.00 305x102x33 457 X 152 X 52 17.50 203 X 203X 52 254x 254 x 89 28.46
6.0 X 9.0 2 3.00 356x 127x39 457 X 152 X 52 18.78 203x 203 x 71 254x254x 107 35.56
6.0 X 10.0 2 3.00 406 X 140 X46 457 x 191 x60 21.33 254x254 x 73 254 X254 X 107 35.03
6.0 X 12.0 2 3.00 457 X 191 X 60 457x 191 x74 26.17 254 x 254 x132' 254 X254 X 132 55.00
6.0 X15.0 2 3.00 533x210x82 533x210x82 32.80 305 X305 X 198' 254x254x 167 77.13
6.0 X 18.0 2 3.00 610 X 229 X 125' 610 X 229 X 101 47.28 356 X 406 X 340' 305 X 305 X 198 124.33
7.2 X 6.0 3 2.40 254 X 102 X 22 406 X 140 X 46 16.83 152x 152x30 254x254 x 73 24.67
7.2 X 7.2 3 2.40 305 X 102 X 25 457 X 152 X 52 17.64 152x 152 x37 254 X 254 X 107 30.28
7.2 X 9.0 3 2.40 305x102x33 457 X 152 X 67 21.19 203x 203 x 52 254x254x 132 36.33
7.2 X 12.0 3 2.40 457x152x52 533x210x82 28.50 254 X254 X 107' 254 X254 X 167 58.50
7.2 X 18.0 3 2.40 610x229x 101 610x229x 125 49.03 356 X 406 X287' 305 x305 x240 132.92
7.5 X 6.0 3 2.50 254x 102x22 457 X 152 X 52 17.47 152 X 152 X 30 254 x254x 89 26.83
7.5 X 7.5 3 2.50 305 X 102 X 25 457 x 152 x60 18.00 203 x 203 x46 254 X254 X 107 32.67
7.5 X 9.0 3 2.50 356x127x33 457 X 152 X 74 21.42 203 x203 x60 254 X254 X 132 38.67
7.5 X 12.0 3 2.50 457 X 152 X 52 533x 210 x 92 28.47 254 x 254 x132' 305 X 305 X 158 65.97
7.5 X 15.0 3 2.50 533 X 210 X 82 610 X 229 X 101 39.53 305 X 305 X 198' 305 X 305 X 198 92.40
7.5x18.0 3 2.50 610 x229 x 101 610x229x 125 47.34 356 X 406 X28]' 305 X 305 X 283 130.52
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-
8.0 X 6.0 3 2.67 254 X 102 X 22 457 X 152 X 52 16.92 152 X 152 X 30 254 X 254 X 107 29.08
8.0 x8.0 3 2.67 305 X 102 X 33 457 X 152 X 74 21.63 203 x 203 x46 254x254x 132 33.75
8.0 X 9.0 3 2.67 356x127x33 533x210x82 21.49 203 X 203 X 60 254 X254 X 167 41.06
8.0x10.0 3 2.67 406 X 140 X 39 533 x210 x 82 22.83 203 x203 x86 254x254x 167 48.95
8.0 X 12.0 3 2.67 457 X 152 X 52' 610 X 229 X 101 27.92 254 x 254 x132' 305 X 305 X 198 66.00
8.0 X 15.0 3 2.67 533 X 210 X 82' 610 X 229 X 125 39.08 305 x 305 x198' 305 X 305 X240 90.25
8.0 X 18.0 3 2.67 610 X 229 X 101' 686 X254 X 140 45.65 356 X406 X287' 305 X 305 X283 123.35 , I
9.0 X 6.0 3 3.00 254 X 102 X 22 457x 191 x67 18.50 152x 152x37 254 X 254 X 132 34.33
9.0 X 7.2 3 3.00 305 X 102 X 28 533x 210 x 82 20.72 203x203 x46 254x254x 167 38.53
9.0 X 7.5 3 3.00 305x 102x28 533 x210 x 82 20.27 203 x 203 x46 254 X254 X 167 37.60
9.0 x8.0 3 3.00 305 X 102 X 33 533x210x82 21.25 203 x 203 x52 254 X 254 X 167 38.21
9.0 X 9.0 3 3.00 356 X 127 X 39 533x210x92 23.22 203 X 203 X 71 305 X 305 X 158 41.22
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9.0 X 10.0 3 3.00 406x 140x46 610x229x 101 25.43 254x 254 x 73 305 X 305 X 198 44.13
9.0 X 12.0 3 3.00 457x152x60 610x229x 113 29.42 254 x 254 x132' 305 X305 X240 '64.00
9.0 X 15.0 3 3.00 533x210x82 686 X254 X 140 36.67 305 x 305 x198' 305 X 305 X283 84.87
9.0 X 18.0 3 3.00 610x229x 125 686x254x 170 51.11 356 X 406 X 340' 356 X406 X 340 1 32.22
10.0 x6.0 4 2.50 254 X 102 X 22 533 x210 x 82 22.47 152x 152x30 254 X254 X 167' 39.83
10.0 X 8.0 4 2.50 305 X 102 X 28 610 X 229 X 101 23.83 203 x203 x46 305 X 305 X 198' 43.15 ' J
10.0 X 9.0 4 2.50 356x 127x33 610 X 229 X 125 27.09 203 X 203 X 60 305 X 305 X 240 50.67
10.0 X 10.0 4 2.50 356x 127x39 686x254x 125 28.10 203 x203 x 86 305 X305 X283 62.70
10.0 X 12.0 4 2.50 457 x 152x 52 762 X267 X 147 33.05 254 X254 X107' 356 X 406 X287' 66.72
10.0x 15.0 4 2.50 533x210x82 762 X 267 X 173 44.33 305 X 305 X 198' 356 X406 X 393 105.40
10.0 X 18.0 4 2.50 610x229x 101 838 X 292 X 194 51.18 356 X 406 X287' COL CORE x 477' 141.30
' )
12.0x6.0 4 3.00 254 x 102 x22 610 X229 X 101 24.17 152x152x37 305 X 305 X 240' 52.33
12.0 X 7.2 4 3.00 305x 102x28 686 X 254 X 125 26.69 203 x 203 x46 305 X 305 X283' 54.64
12.0 X 7.5 4 3.00 305 X 102 X 28 686 X254 X 125 26.00 203 x203 x46 305 X 305 X283' 53.07
12.0 x8.0 4 3.00 305 X 102 X 33 686 X254 X 140 28.50 203 x203 x 52 356 X406 X 287" 53.21
12.0x 9.0 4 3.00 356 X 127 X 39 762 X 267 X 147 29.33 203 X 203 X 71 356 X406 X287 55.56
12.0 X 10.0 4 3.00 406x 140x46 686 x254 x 170 32.33 254 x254 x 73 356 X 406 X340' 58.33
12.0x 12.0 4 3.00 457x152x60 838x292x 176 34.67 254 x 254 x132' 356 X406 X 393' 76.75
12.0x 15.0 4 3.00 533x210x92 914 X 305 X224 45.60 305 x 305 x198' 356 X406 X 551 102.73
12.0 X 18.0 4 3.00 610x229x 125 914 x 305 x289 57.72 356 X406 X340' 356 X 406 X 634' 148.56
15.0x6.0 5 3.00 254x 102x22 762 X 267 X 147' 31.83 152 X 152 X 37 356 X406 X 393' 77.83
15.0 X 7.5 5 3.00 305x 102x28 762 X267 X 173' 32.40 203x203x46 COLCORE x 477' 78.93
15.0 X 8.0 5 3.00 305 X 102 X 33 838 X292 X 176' 33.00 203 X203 X 52 356 X406 X467' 75.71
15.0x 9.0 5 3.00 356 X 127 X 39 838x 292 x 194' 34.56 203 X 203 X 71 356 X406 X 551 84.89
15.0 X 10.0 5 3.00 406x 140x46 914 X 305 X224' 37.73 254 x254 x 73 356 X 406 X 634' 87.73
15.0 X 12.0 5 3.00 457x152x60 914 X305 X 253' 41.08 254 X 254 X 132' 914 X 305 X 289 68.08
15.0 X 15.0 5 3.00 533 X210 X 82' 914x419x343' 50.20 305 X 305 X 198' 914x419x343' 88.87
15.0 X 18.0 5 3.00 610 X 229 X 125' 914x419x388' 63.22 356 X406 X340' 914x419x388' 134.89
18.0 X6.0 6 3.00 254x 102x22 838 x292 x 194' 39.67 152 X 152 X 37 356 X406 X 634' 118.00
18.0 X 7.2 6 3.00 305 X 102 X 28 914 X 305 X 224' 40.44 203 x203x 46 914 X 305 X 224' 46.44
18.0 X 7.5 6 3.00 305x 102x28 914 X 305 X253' 43.07 203x203 x46 914 X 305 X 253' 49.07
18.0x 8.0 6 3.00 305x 102x33 914 X 305 X253' 42.63 203 X 203 X 52 914 X305 X253' 48.96
18.0 X 9.0 6 3.00 356 X 127 X 39 914 X 305 X 289' 45.11 203x203x71 914 X 305 X 289' 55.78
18.0 X 10.0 6 3.00 406 x 340 x46 914x419x343' 49.63 254x254 x 73 914x419x343' 58.63
18.0x 12.0 6 3.00 457 X 152 X 60 914x419x388' 52.33 254 x 254 x132' 914x419x388' 76. 33
18.0 X 15.0 6 3.00 533 X 210 X 82 FAIL 305 X 305 X 198' FAIL
18.0 X 18.0 6 3.00 610 X229 X 125 FAIL 356 X406 X 340' FAIL
(*) Natural frequency of the beam is less then 4.5Hz.
-
( '
r ,
4.6 Timber (1/9)
4.6 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.
r ' 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 '
' ' Width in mm
Thickness Tolerances (mm)
75 100 125 150 175 200 225 300
(mm)
(72) (97) (120) (145) (170) (195) (220) (295)
r' 38 (35) ./ ./ ./ ./ ./ ./ ./ -
Sawn
r '
I 63 (60) - ./ ./ ./ ./ ./ ./ - (>100mm) -2,4
75 (72) - ./ ./ ./ ./ ./ ./ 0 Planed
Laminates - normal finished depth: 45mm (reduce when curved - ensure r/t :2: Emean/70)
- normal max. width: 250mm
(
i
' Length/depth - limited only by the question of transport
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
( '
Nails: to BS 1202: Part 1 Screws: to BS 1210
Black Bolts: to BS EN 20898-1 Washers: to BS 4320
' j
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)
' J
Visual Strength Bending Tension Compression Compression Shear Modulus of elasticity Average
Grade to class to parallel to parallel to parallel to perpendicular parallel density ~
Mean Minimum I
BS 4978 BS 5268 grain grain grain to grain to grain (kg/m 3 )
2 (N/mm 2) (N/mm 2)
(N/mm 2) (N/mm 2) (N/mm 2)* (N/mm2)
I
(Redwood/ (N/mm ) ' )
whitewood/
spruce-
pine-fir/
Douglas J
Fir/Larch)
GS C16 5.3 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.
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.
. }
'
4 1.26 1.26
5 1.34 1.34 J
7 1.39 1.39
10 1.43 1.43
15 1.48 1.48
\ j
~20 1.52 1.52 1.04 1.55 2.34 1.07
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.
. \
)
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I
.......
Information taken from BS 8103 Pt 3 Tables 7, 26, 27, 32, 33, 64.
Loading in kN/m 2 .
PURLINS (roof pitch between 22.5"- 30") RAFTERS (pitch between 22.5" & 30")
r , DL = 0.75
Size of Size of DL= 0.75 DL = 1.00
sawn LL = 0.75 sawn LL = 0.75 LL = 0.75
\......
purlins rafters
Spacing of purlins (mm) Spacing of rafters (mm)
(mm) (mm)
( ' 1500 1800 2100 2400 2700 3000 450 600 450 600
C16 C16
47 X 175 2.08 1.95 1.84 38 X 100 1.96 1.82 1.82 1.68
47 X 200 2.38 2.23 2.10 1.97 1.85 38 X 125 2.66 2.44 2.46 2.25
47 X 225 2.68 2.50 2.36 2.20 2.07 1.96 38 X 150 3.21 2.92 3.04 2.72
' j
BS 5268: Part 2. This is a permissible stress code- all analysis is carried out under 'working' ', )
SYMBOLS SUBSCRIPTS ~
Direction
I
Types of Force Significance
' )
-
'
I
'
Design procedure
1. Determine GRADE stresses cro,grade relevant to applied stress conditions (see 4.6.3).
I J
2. Modify GRADE stresses by relevant factors (K(n)) (see 4.6.6) to obtain PERMISSIBLE
stresses cr*,adm {> o*,a ).
Loading K3
' )
Very short term (e.g. dead+ imposed+ wind, when largest 1.75
diagonal dim. of loaded area:<> 50m)
2
Note: 1.5 kN/m imposed load for domestic buildings should be treated as long term.
I j
' J
' j
0 )
'
' )
( I
K7 Depth in bending
K14 Width (greatest dimension) for axial tension only
( 1
1.175
1.150 L\
( 1
1.125
\
1.100 1\
. 1.075 \
i \. K1 K,.
I '
olj
1.050
:0:
u
f!
.
0
1.025
1.000 "" K1
LL
c
0
:g
0.975
0.950
""" I~
'\. ~
J K,
,~ 0.925 ~ 1'----
r- r--
--- -
0
:;;
0.900
~
r ',
~ ~
0.875 ......._
0.850 t:::::::.......
0.825
I '
0.800
0 100 200 300 400 500 600 700 800 900 1000
Depth or Width, h (mm)
( 1
Ks Load Sharing systems 1.1
-
I '
K12
(eg: 4 or more floor joists, rafters, wall studs)
Slenderness
For slenderness ratio A (=le I i) < 5 K12 =1
A;:::5 K12 is a function of A and E I aG,II
( l
'""'
0.9 I
"'
C241ong term (i.e E/cr=1370)
( l
0.8
~
0.7 ~
'
i"'
..: 0.6
.s ~ ~24 medium term (i.e E/cr=1140)
".
(
LL
c 0.5 ~
~~
.!2
'1ii C24 short term (i.e E/cr-910)
( ' """
:0
0.4
~~~
0 Limit A=180 for long &
:;; / medium term loading
0.3
0.2
~ ~ t::::--.~*"'
~ -...::::::-
t:===:---~
r---= t------.::::::__-::-
0.1
-
0
( ' 0 50 100 150 200 250
'
,
I Slenderness Ration, A
ARUJP
i..,_: AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Updated July 2002
r ,
J
'
II
I
Tension Ot,grade
eg: C16
X ~
Short
X K14
150mm
X (Ks) = Ot,adm
- j
-
K12 (Ks) = Oc,adm,ll
\
'
Com(2ressionac ,grade X K3 X X
-
7.9 1.0 0.40 3.2 N/mm )
-
' )
eg: C24 Long
0.71 1.0 0.7 N/mm 2
I
' J
4.6.8 DEFLECTION
Generally, BS 5268 Pt. 2, Cl 2.1 0. 7 recommends that total deflection under dead and
- ' )
imposed load:
Notes: 1. Deflection must include bending and shear components. For a central
point load, shear deflection= 3 WU8Ght (where G = E/16).
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\
i
'
\ J
-
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( '
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
2. Determine BASIC fastener capacity Fb (for bolts, this is a function of a- see diagram
below).
3. Modify BASIC capacity by relevant factors (K(nJ) to obtain PERMISSIBLE loads Fadm
( '
Load Duration Nails K.s /Screws Ks2 Bolts
Long Term 1.00
Effect of load duration is included in
Medium Term 1.12
table of capacities below.
r ' Short Term 1.25
Fastener spacing
Key: N -nails
N/St - nails through steel plates
NPr -nails in pre-drilled holes
Sc -screws
t -timber thickness
'"
N 20d N 20d
( '
NISI 14d
I NISI 14d
I ~~~~~7d(loadedend) ..
IIll
NPr/Sc 10d NPr/Sc 10d
.... 1
I
5d
N 10d
NISI 7d
( 1 NPrfSc 3d
(edgadiStanee)
( '
r ,
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Updated July 2002
ARUIP
' J
\ J
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 Stock Sizes of Nails \ j
(mm) (mm) headside and in C16 timber
pointside
2.7 32 258 65 60 50 45 40
3.0 36 306 65 60 50
3.4 41 377 75 65 60
I J
3.8 46 453 75
4.2 50 534 100 90 75
4.6 55 620 100
~ J
5.0 60 712 125115 100
5.5 66 833 125
6.0 72 962 150
' )
Screw shank diameter (mm) Standard penetration Basic lateral load per
screw in C16 timber
Headside (mm) Pointside (mm)
' J
3 11 21 205
4 14 28 361
I
I J
5 18 35 550
6 21 42 765
7 25 49 1011
' )
8 28 56 1286
10 35 70 1608 ,-,
I )
Non-standard penetrations
Where the penetrations are less than the standard values above, the basic load
' )
should be multiplied by the smaller of:
r , Basic single shear loads for one bolt in a two-member joint (from table 70 in BS 5268 Pt. 2)
LT MT ST LT MT ST
47 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
C I
( \
!
~
( \
I
L-
F;;
~
Grain direction
F = F;;Fj_
I
'
!
I a
r1711 2
sm a+ F j_ cos 2 a
i.....
( I
F.L
L
r ,
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Updated July 2002 ARUJP
4.7 Masonry (1/9)
4.7 MASONRY I )
- --........
II)
"iii 500
(J)
.... 450
r---
~ 400
-~ 350 ~ I J
-- -- ---
(J)
.....
-- --- --
(ij 150
E 100
;/
---...
:;:::;
5 50 I j
0
1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0
Effective wall height (m)
300 \ J
-z
~250
275
/L440x327 ier
(J) '
-
I j
g 225 "
co
ti 200 ......
'iii r-- r--.._
~ 175
(J)
.2:: 150
--...... I J
II)
II)
~ 125 215x 327 pier
c..
100 ,.. / 215x215pier
co
(.)
$ 75
~ 50
Ji
/
--- ' J
5 25
,...,
0 :,
1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 I J
I
I j
[ :
( '
Construction Control
Special Normal
I
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 ARUP
r-
\ )
' J
' i
-
Fired-clay bricks (BS 3921) Engineering At > 70
Engineering Bt >50
Facing brickst 10-50
Common bricks 10-30 ' I
t These are often selected by client or architect for appearance or thermal performance-
check this, and establish strength, before starting to size members.
' j
,...,
c J
' J
'I
4.7 Masonry (4/9)
Mortar Compressive strength of unit (N/mm') 1. For piers, columns, and short
desig- walls with plan area A (in m') ~
nation 5 10 15 20 27.5 35 50 70 100 0.2m', multiply fk by (0.7 + 1.5A).
(i) 2.5 4.4 6.0 7.4 9.2 11.4 15.0 19.2 24.0
2. For 'half-brick thick' brick
( ' walls, multiply Table (a) values
(ii) 2.5 4.2 5.3 6.4 7.9 9.4 12.2 15.1 18.2
by 1.15.
(iii) 2.5 4.1 5.0 5.8 7.1 8.5 10.6 13.1 15.5
3. For 90 X 90mm section
(iv) 2.2 3.5 4.4 5.2 6.2 7.3 9.0 10.8 12.7 modular bricks, multiply the
Table (a) values by:
(b) Constructed with blocks having a ratio of height to least horizontal dimension 1.25 if wall thickness = brick
f 1
of0.6 width, 1.1 otherwise
Mortar Compressive strength of unit (N/mm')
desig- 4. For unfilled hollow blocks,
nation 2.8 3.5 5.0 7.0 10 15 20 35 or greater interpolate between Tables (b)
i ' and (c) as necessary.
I (i) 1.4 1.7 2.5 3.4 4.4 6.0 7.4 11.4
I
i,...,.
5. For solid and concrete-filled
(ii) 1.4 1.7 2.5 3.2 4.2 5.3 6.4 9.4
hollow blocks, with height:least
r , horizontal dimension between
(iii) 1.4 1.7 2.5 3.2 4.1 5.0 5.8 8.5
0.6 and 2.0, interpolate between
(iv) 1.4 1.7 2.2 2.8 3.5 4.4 5.2 7.3 Tables (b) and (d) as necessary.
r ' (c) Constructed from hollow blocks having a ratio of height to least horizontal 6. For squared natural stone and
\ reconstructed stone, interpolate
....... dimension of between 2.0 and 4.0
between Tables (b) and (d) as
Mortar Compressive strength of unit (N/mm')
necessary.
desig-
nation 2.8 3.5 5.0 7.0 10 15 20 35 or greater
7. For random rubble natural
(i) 2.8 3.5 5.0 5.7 6.1 6.8 7.5 11.4 stone, take 75% of squared
I ' natural stone values. If using
(ii) 2.8 3.5 5.0 5.5 5.7 6.1 6.5 9.4
I'"- 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
( 1
(iv) 2.8 3.5 4.4 4.8 4.9 5.1 5.3 7.3 MORTAR STRENGTHS
IL....
(d) Constructed from solid concrete blocks having a ratio of height to least Desig- Cement:Lime:Sand
horizontal dimension of between 2.0 and 4.0 nation
r ,
Mortar Compressive strength of unit (N/mm 2 )
(i) 1:0-)1.,:3
L desig-
2.8 3.5 5.0 7.0 10 15 20 35 or greater (ii) 1 : Y:z: 4 -4Y:z
nation
(iii) 1:1:5-6
(i) 2.8 3.5 5.0 6.8 8.8 12.0 14.8 22.8 (iv) 1:2:8-9
Pure lime 0 : 1 : 3
(ii) 2.8 3.5 5.0 6.4 8.4 10.6 12.8 18.8
( 1
Wp
t1
t2 ~.. tP
Ratio of pier spacing Ratio of pier thickness to actual thickness of wall or leaf (t, I t) ' j
(centre-to-centre) to
pier width (s, I w,) 1 2 3 and thicker
i
6 (or less) 1 1.4 2 ' '
10 1 1.2 1.4
20 (or more) 1 1 1
~
' )
Slenderness Eccentricity at top of wall, e
ratio: L
/ L
/
Up to
l.ft.
0.051 0.11 0.21 0.31 / ' j
0 1.00 0.88 0.66 0.44 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 ARUP ' J
' l
4. 7 Masonry (6/9)
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
r ' defined wind zones.
Thickness of wall should be at least:
For solid wall: 1/40th of distance between supports
For cavity wall: total thickness 1/30th of distance between supports; each leaf
( ;
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
( 1
-(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
zone
A B c D E F G H I
Cavity 190mm Cavity 90mm Cavity 90mm Cavity 90mm Cavity 90mm Cavity 190mm avity 90mm Cavity 90mm Cavity 90mr
wall solid wall solid wall solid wall solid wall solid wall solid wall solid wall solid wall solid
( ;
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wall wall wall wall wall wall wall wall wall
m m' m' m' m' m' m' m' m' m' m' m' m' m' m' m' m' m' m'
1 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
2 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
3 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
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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
4 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'
'"""' !
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Mortar designation (i) (ii) and (iv) (i) (ii) and (iv)
(iii) (iii)
' !
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 ' J
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 ' I
For single-leaf wall of length Land height H, with adequate lateral restraint. calculate
the minimum thickness required from the graph:
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Note: ' J
This graph only applies
where significant
internal wind pressures
J
cannot occur.
20 40 60 80 100 120 140
Length I thickness ratio 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
Wind zone Max. ratio of height (above Max. ratio of height {above
lateral restraint): actual d.p.c.t): actual thickness
thickness
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1 8.5 6.4
2 7.5 5.6
3 6.5 4.9
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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 '
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'-" Recommended Vertical Joints in Masonry
Material Max. joint spacing (m)t Joint width (mm) Max. aspect ratio*
r 1
r ' 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
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Storey-high At head of wall Allow 1mm per metre
t Consider also other requirements for joint (acoustic and thermal insulation, weathertightness, fire separation, etc)
when selecting joint filler.
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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 ARUIP
' )
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 Recommendation
Weathertightness Wall thickness 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 Material, strength, See Table 13 BS 5628: Part 3. ' j
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 2 15 [7] N/mm' in (iii) mortar; ~ J
grade to satisfy Concrete blocks (any strength) in (iii), [iv] mortar*.
durability For internal walls and inner leaves of cavity walls: ~
I,
Fired-clay units - any in (i)-(iv) mortar; l
I )
Calcium silicate units- classes 2-7 in (iii) or (iv) mortar;
Concrete bricks - 7N/mm' in (iv) mortar;
2
170mm thickness);
Hollow concrete blocks with gravel or natural stone aggregate (limestone OK)-
min. 200mm thickness with vermiculite-gypsum plaster. Pay attention to joints
I )
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
'i
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I
avoidance of walls may be a problem on multi-storey loadbearing wall construction. Applied ' }
condensation) insulation in cavity or on inner [or outer] face may be used. This must be
resolved with architect/service engineer EARLY in design. ,...,
Sound absorption Material, strength, See Building Regulations Approved Document E1
I
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and noise thickness Airborne sound resistance where necessary (e.g. between dwellings) is typically
reduction achieved by:
Single leaf walls- 215mm plastered brickwork (min. density 1610kg/m 3 ) or I
dense blockwork (min. density 1840kg/m 3 ), or 190mm unplastered concrete l )
3
(min. density 2200kg/m );
Health and safety Thickness of unit Units weighing more than 20kg should not be used if one-man laying is intended ,...,
3
(which is normal). E.g. max. thickness dense blockwork at 2000kg/m is 105mm i
l )
(standard 440x215 block). Consider collar-jointed wall or blocks laid on side t if
thicker wall required ( tcheck strength with manufacturer).
,...,
4.8 ALUMINIUM
Non-
5083 0 Sheet, plate 0.2-80 105 [105] 150 [150] 65 [65]
I-< heat- A
(N8) H22 Sheet, plate 0.2-6 235 [105] 270 [121] 140 [63]
treatable
( '
\__.
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
r
Note : A material factor up to 1.3 must be used with these numbers
I-<
Figures in square brackets [] apply to all material within 25mm of a weld zone.
For durability see corrosion protection table below.
r
'--'
4.8.2 DURABILITY (General corrosion protection of aluminium structures)
1
r
I P = Protection is required (see BS 8118 Part 2)
I-<
Alloy Material Protection needed according to environment
durability thickness
r 1
rating (mm)
Atmospheric Immersed
B <3 None p p p p p p p
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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 ARUJP
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4.8.4 DESIGN
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--
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For structural use with high resistance to corrosion use austenitic or duplex stainless steels
r ' Suggested grades for atmospheric applications
Location
Steel
Rural Urban Industrial Marine
I
grade
L M H L M H L M H L M H
duplex 0 0 0 0 0 0 0 0 ,/ 0 0 ,/
2205
I '
I 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 1
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 Material 0.2% proof stress UTS Elongation(%)
designation number (N/mm') (N/mm 2 )
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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<t<20mm a material safety factor of 1.05 should be used.
Alternatively based on tensile tests Py=o0 _i1.1 where 0 0 _2 is the average test value of the 0.2%
proof stress. If mill certificates are used Py=Omo.i1.2 where omo. 2 is the average value of the ' )
0.2% proof stress as given on the mill certificate or release note.
I
4.9.5 ELASTIC PROPERTIES ' )
over)
' J
304L 200 000 200 000 76 900 2.22 7.50 2.22 5.50
316L 195 000 190 000 74 000 2.05 8.00 2.00 6.00
duplex 2205 205 000 200 000 77 900 0.91 4.00 0.89 4.00
1
' )
Deflection calculations
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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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.....,
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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.
4.9.7 REFERENCES
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5. Foundations (1/7)
All foundations should be taken down to an adequate bearing stratum, which ensures
the settlement under load will be acceptable to the structure.
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 engineer-
preferably 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.
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. oence nrui1Ugreatdepth '. .. -It r< . . ..
' . . . .
Lbti., boOW,.Udop~"
for conventional foundation needs.
A deep foundation such as piles
could be required if uplift forces
were to act.
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e -
o.. ~_ -
overstress the soft clay. If
- settlements become excessive
_ - _ - Finn clay - _ - _ -
3m- . . - deep foundation might be required.
a.. ~-
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L auger piles.
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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
ARUJP
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ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR
-
!
5. Foundations (3/7)
I }
APPROPRIATE FOUNDATION TYPE
SOIL CONDITIONS AND LOCATION DESIGN COMMENTS
firm 16m
consider mat or floating
foundation.
' )
.....
-
stiff/dense glacial till ... . Negative skin frcition should be
r , considered
r r r R~ck r r
f '
I 10. Deep foundations penetrating
L...
~
Miscellaneous loose Made Ground
Dm
2.5rrr .
.-~- ..
through fill are appropriate. With
piles or piers consider stopping in
I. ~
: :' .. ~.: . ~ _:.-.~:.<: :/.>-. . -, . / :~N~~r~tiii~~~'iriem<)"': upper zone of sand layer to limtt
L .;-' ... _~. : :':,. . />" :,-:: .. .., 'fill well comp.acted _, .. consolidation of clay layer. Also
>/ ldeilii.mdenseeli~::> ,. . ' '
. :-:::<:, .->
'. , ;. ~- .,. ::. ..;- .:
,... consider replacing poor fill wtth
;.., ,: ,. "<.,-~: . .. . . :. .. : .. ..
12.:n,.-'::_ >L_.-:_~ ---~- -:: j:.
'.... : <- .. <-:._:-. :. -~~-: .:,... new imported, compacted, fill, then
(
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' ~ use spread footings in the new fill.
.....
I Calculate settlements due to
consolidation of clay under
complete load of new structure.
r .
i Firm Clay
L...
Rock
Rock
r .
r
~~
r.
r.
1.
L...
5. Foundations (5/7)
AND LOCATION
....,
If foundation loads are not too I ;
M!rlr Rock
For light to
medium heavy loading
For heavy
loading
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12.
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5. Foundations (6/7)
......
' 5.3 PRESUMED ALLOWABLE BEARING VALUES UNDER STATIC, NON-
ECCENTRIC STATIC LOADING
f
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'I Bearing values relate to characteristic loads.
i-
Further values are given in BS8004.
This information is given for preliminary assessment purposes only.
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Description of soil N-value in standard Presumed bearing value
L penetration test (kN/m' or kgf/cm' x 100)
for foundation of width
r ,
1m 2m 4m
L
Very dense sands and gravels >50 600 500 400
f '
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Dense sands and gravals 30-50 350-600 300-500 250-400
r l
The allowable bearing pressure is defined as that causing 25mm settlement under the
foundation width.
r , 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.
f '
Foundations in conhesive soils at a minimum depth of 1m below ground level
I
I
i-
Description Cohesive strength Presumed bearing value (kN/m2 or kgf/cm2 x
(kN/m' or kgf/cm' 100) for foundation of width
r,
X 100)
1m 2m 4m
Hard boulder clays, hard fissured clays >300 800 600 400
('
(e.g. deeper London and Gault clays)
Very stiff boulder clay, very stiff 'blue' 150-300 400-800 300-500 150-250
London Clay
r ,
Stiff fissured clays (e.g. stiff 'blue' and 75-150 200-400 150-250 75-125
.....
I
brown London clay), stiff weathered
boulder clay
r ,
Firm normally consolidated clays (at 40-75 100-200 75-100 50-75
depth), fluvio-glacial and lake clays, upper
weathered 'brown' London clay
I '
Soft normally consolidated alluvial clays 20-40 50-100 25-50 Negligible
(e.g. marine, river and estuarine clays)
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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 3.1/March 99 ARUP
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5. Foundations (7/7)
Chart for estimating allowable bearing pressure for foundations in sands '
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0 1 2 3 4 5 6 '"l
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Width offoundation B (m) ' J
l_ J
Area offoundation _ __:C:.:..h:.::a::...:ra::.:c:..:.te::.:fi.:..:is:..::tJ:..:..c:.:..lo:..:a::.:d:___
Allowable bearing pressure
l J
5.5 PILED FOUNDATIONS
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).
\_ _j
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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 ' J
Notes for the Design of Straight Shafted Piles in London Clay (1996)
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Minimum thickness
L Preferred minimum thickness of walls and slabs: 300mm
f 1
Where thicker consider surface zones of 200mm each face for reinforcement to control
i
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
L or T12@ 150 c/c in both faces and in both directions
Standard cover
r ,
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
L These can vary even for the same type of space. Tables 6.1 and 6.2 (from CIRIA Report
139) will help.
: 1
Establish {for example}: a). Does small amount of leaking {liquid) matter (for people and
contents)?
b). Do stains matter? (aesthetics)
I 1 c). What level of (vapour) ingress is acceptable/tolerable (for
i
people and contents)?
Note. Some of the requirements for a particular performance will not be within our control
r 1 {heating, ventilation etc).
L
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ARUJP
THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
L ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
! 1
Ver 3.1 I January 99
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Structural concrete can prevent ingress of liquid water, except at joints and cracks.
It will not, generally, prevent the passage of moisture vapour. I J
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. I .J
Cut & cover . Allows easy inclusion of membrane . Deep basements not easy '
I
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...
external to the structure Not always sufficient room (e.g.
~
Enhanced quality of concrete elements inner city sites) I
Continuous construction
I j
. Good finish
Straightness of line of walls
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... . I j
Diaphragm wall Provides restraint to the ground Difficult to install a membrane on
&
Secant piles
Provides some restraint to water flow
Can build deep basements . external face of structure
Allows water through the joints
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I
..
connection with the slab I j
. Poor appearance
Expensive
Table 6.2 (from CIRIA report 139) gives examples of types of basement.
Tanking (Type A)
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)
Watertight walls 25 5
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6.8 REFERENCES
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i THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
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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 3.1 I January 99 ARUJP
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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) ""'"'\
i
Grade of Basement Performance level Form of protection Commentary on Table 1 of 858102: 1990 I J
basement usage
Grade 1 (basic Car parking; Some seepage Type B. Reinforced Unless there is good ventilation, or local drainage,
utility) plant rooms
(excluding
electrical
and damp patches
tolerable
concrete design in
accordance with
BS8110
visible water may not be acceptable even for the
suggested uses. l I J
equipment);
workshops
Calculated crack widths less than 0.3 mm to BS8110
Part 2 ,..,
BS8110: Part 1 contains only limited guidance on i
I '
crack control and lacks consideration of early
thermal movement. Using Part 1 may result in the
formation of cracks with widths unacceptable in ""'"'\
I
permeable ground. There is no guidance on control I
of thermal cracking in BS8110. I J
Groundwater should be checked for chemicals,
which may have a deleterious effect on the structure
or internal finishes.
I j
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 I
3 (habitable) environment. l J
Grade 2 Workshops No water Type A Membranes may be applied in multiple layers with
(better utility) and penetration but Type B. Reinforced well-lapped joints.
Plantrooms moisture vapour concrete design in
requiring tolerable accordance with The performance level assumes no serious defects
drier BS8007 in workmanship, although these may be masked in
environment dry conditions or impermeable ground.
; retail
storage Groundwater should be checked as for Grade 1.
areas
A high level of supervision of all stages of i
I I
construction is necessary.
Grade3 Ventilated Dry environment Type A. As Grade 2
(habitable) residential Type B. With
and working reinforced concrete In highly permeable ground multi-element systems
areas design to BS8007. (possibly including active precautions) will probably I j
including Type C. with wall be necessary.
offices, and floor cavity and
restaurants DPM
etc., leisure
centres I )
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I ' Table 6.2 Guidance on the functional environments requirements for basement usage (Table 2.2 of CIRIA 139)
Performance level
Grade of Relative Temperature Dampness
I Wetness
basement humidity
Grade 1 (basic >65% normal Car parks: atmospheric Visible damp patches Minor seepage may be
utility) UK external may be acceptable acceptable
( ' range Workshops: 15- 29C.
Mechanical plantrooms: 32C max,
at ceilina level
Grade 2 (better 35-50% Retail storage: 15C max No visible damp None acceptable
i \ utility) patches, construction
Electrical plantrooms 42C max materials to contain
less than the air-dry
moisture content
L tapes
-
(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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THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
ARUJP
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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.
I '
Ver 3.1 I January 99
1.
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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)
should be followed
Masonry, reinforced Reinforced concrete Reinforced concrete
masonry, plain or box (Type B) box (type B) plus
reinforced (pre-cast or in- protection tanking vapour
situ) concrete or steel barrier (Type A) or
sheet piling drained (type C)
protection 1"""'"1
Shallow (with permanent Masonry, plain or Masonry, plain or Masonry or plain Reinforced concrete I
hydrostatic pressure) reinforced concrete box reinforced concrete concrete plus box (type B) with
construction plus tanking box construction tanking (vapour tanking (vapour
Masonry, reinforced (Type A) or drained plus tanking (Type barrier, Type A) and barrier, Type A), plus
masonry, plain or (Type C) protection A) or drained (type drained (Type C) drained (Type C)
reinforced (pre-cast or in- C) protection protection protection
situ) concrete or steel
\ I
sheet piling Reinforced concrete box
(Type B) protection Reinforced concrete Reinforced concrete Passive precautions
box (Type B) box (Type B) plus alone are not likely to
protection tanking (vapour be sufficient
Steel sheet piling in barrier, Type A) or J
conjunction plus drained drained (Type C)
(Type C) protection protection
Deep (with permanent Reinforced concrete box Reinforced concrete Concrete piling or Concrete piling or
hydrostatic pressure) (Type B) protection box (Type B) reinforced concrete reinforced concrete
protection box (Type B) plus an box (Type B) plus J
Reinforced concrete internal vapour tanking (vapour
including piled or in-site Concrete piled wall barrier (Type A) or barrier, Type A) and
perimeter wall. possibly requiring Concrete piled wall drained (Type C) drained (Type C)
drained cavity (type C) or reinforced protection protection
protection concrete box (Type
B) plus drained Passive precautions Achieved only at high
(Type C) protection alone are not likely cost
to be sufficient
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 1"""'"1
(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. I
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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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'"'""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 3.1 I January 99 ARUJP . )
I J
( '
i
i_,
I -
I 7. Fire (1 /3)
7. FIRE
( '
r , Table A2 from the approved document 8 to Building Regulations (1991). Other British Standards or
Local Acts may set higher standards.
I ;
Basement storey( ) Ground or upper storey
including floor over
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
r ,
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:
(a) Institutional(-) 1Y. 1 %* 1 1Y. 2#
(b) other residential 1Y. 1 %* 1 1Y. 2#
c '
3. Office: not
- not sprinklered 1Y. 1 %* 1 1Y. permitted
- sprinklered (2) 1 1 %* %* 1 2#
6. Industrial: not
1
\,...I - not sprinklered 2 1Y. 1 1Y. 2 permitted
- sprinklered(2) 1 1 %* 1 1Y. 2#
I '
7. Storage & other non-residential:
a. building or part not described above: not
- not sprinklered 2 1Y. 1 1Y. 2 permitted
- sprinklered (2) 1Y. 1 %* 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.
* Increased to a minimum of 1 hour for compartment walls separating buildings
I 1
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
- Multi-storey hospitals designed in accordance with the NHS Firecode documents should have a minimum 1 hour standard
I '
7. Fire (2/3)
160
1.5 hr ' j
25\l~bo\--- 140
/:/
Board systems
Note: some systems
120 ' I
70
' J
60
-
' I
40
0.5 hr Unprotected column
in simple construction
' J
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))
' J
' )
r,
I
'-"'
r 7. Fire (3/3)
( '
(82) Spread of flame
I
i..- (83- (1)) Period of fire resistance
r ., Spread of flame
I
I
The Regulations define spread of flame classes for walls and ceilings for various building
L.. 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
rI ' 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.
f \
I Period of fire resistance
1....1 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
Alternatively, the fire resistance of the members themselves may be calculated by the method
r , given in BS 5268: Part 4; Section 4.1, based on charring rates. Timber will ignite when
I subjected to temperatures of around 270C, 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
( \
I
timber burns at a predictable speed, known as the 'charring rate', which, for common
I..-
softwoods with a density of about 450kg/m' is defined in section 4.1 as 20mm (or 25mm for
columns), in 30 minutes.
r, The reduced section (ie. the full section minus the charred zone) is checked for strength and
i
.......
I 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.
r,
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
r . the component lies with the residual section, or that it is suitably protected by a fire resistant
I cladding or sacrificial timber.
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.
( 1
I
I
w
( '
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
I
I
.._.
( \
I
I )
tan (A B) =
1 +tan A tanB ,...,
. A . . A+B A-B . A . B A+B . A-B
sm -sm = 2 cos--sm-- i
sm +smB= 2 sm--cos-- 2 2 ' J
2 2
. A+B . A-B
A+B A-B cos A - cosB =- 2sm-- sm--
cos A+ cos B = 2 cos-- cos-- 2 2 '"""':
2 2 I
I
' J
sin A sin B = ![cos(A- B)- cos(A+ B)] cos A cosB = ![cos(A +B)+ cos(A- B)]
2
2
4 ' J
sin 3 x =..!_[3 sinx- sin3x]
4
' j
A.2 Hyperbolic functions
I I
ex +e-x 0 ex- ex I J
coshx=--- smhx=---
2 2
cosh ix = cos x cos ix = cosh x
sinhix = isinx sin ix = i sinh x
2 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 ' J
1 I
' J
I J
' )
I )
( '
Appendix A - Mathematical formulae (2/5)
( . ~a2 -x2
sin- 1 (~) or X)
-cos -1( ~
\
!,_.,
h-1( -X) ln(x + ~ x + a 2 )
sm or 2
( '
~x2 + a2 a
~x2- a2
cosh-1 (~) or 1n(x+~x 2 -a 2)
r .
1
~tan
X)
-1(~
x 2 +a 2
'! '
!
A.4 Standard substitutions for integration
If the integrand is a function of : Substitute:
or of the form:
{(ax+b}~t px+q=u 2
( '
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
' J
e =-
Xt-.
I ~
X 2 x 3
/aa=bh /4
3
apex= bh 2 /24 ~
b f--b-JTLI 3 1.
:1...
/bb =bh 112 zyy = hb 2 124 ' J
3
/xx=bd /12 2
h 3
Zxx =bd /6 ~ I
A=bd e =- I yy =db !12
x 2 Zyy =db /6
2
3
/bb =bd 13
' j
d--'
x~x A=bd
6J
b2d2
:a~ z,, = b2 + d2
' J
j,.. oxls T
On di0!/0110/
I,,= . )
I
2 3 2/
d(a +a b+ab +b )
z -~v
= ---'2:..
b
48
' J
bd 3 bd 2
d
I=-
xx 48 z XX
=-
24
A= bd e =-
2 x 2 db 3 2
I=-
J:v 48 zyy =db24- ' J
Section Position of
Area Moments of inertia Section Moduli
centroid
r l
v~
'~ev
I
T' I A= 0.8284d 2 d zxx = zyy
~ X-'tl ~ X
s = 0.4142d
ex =l I"'= IYY =Ivy
= 0.1095d3
r' 0
t)
1 :'. ~ ev = 0.541d = 0.0547d
4
Zvv = 0.10lld
3
i ;.s.o~\
l....J :... v
n sirle:s '1.
A= ns' cotB
~
r ' e =ror R /1 =I,
4
2
A=nr tanB depending on = A(6R' -s 2 )
24
A= nR'sin2B the axis and 2 2
2
= A(12r + s )
\ ''t. value of n 48
Regultlf' liguf'e
@ A= ;rr 2 7r d4 7r d3
L
d 1=-- Z=--
A= 0.7854d 2 e =r=- 64 32
2
I= 0.7854r 4 Z = 0.7854r 3
r,
!
'- u
(1)
z" =
.!:= 2 !XX = 0.1098r 4 base= 0.2587r 3
u I
A= 1.5708r ex= 0.424r
I yy = 0.3927r 4 crown= O.I907r 3
L ~
if.) Zw = 0.3927r 3
r . I" = ~(Jteo
16 90
-sinze) zxx
I A= base= Ixx I e1
l....i 11 20r 4 (1- cos B)'
8 r'(Jt8
Z180o -sine
) Jt8-180sin8 crown=~
b.()
(1) e b-e1
t_r~~:-
( l if.) ex =eo- rcos-
2 I,. =
48 8sinB+sin2B
J z = 2Ivy
c
. vv
360 B 4r 4 z,,,
I =l ---sin 2 - -
( ' 2 c .u
0
87t 2 9 centre=
1
eo 2 e =-r- x:r:
e,
A=--7rr
360
x 3 a
r 2c
I
yy
=.C("8 180
8
o -sineJ
crown=~
e =- r-e.t
{
I
' x 3A
r'("(}
! 0 = - -+sin()
8 180
0
J
l....
4 Minimum Values
I xx =IYY = 0.0549r
r ' 2
ex= 0.424r 4 zxx = zyy = 0.0953r 3
Ihh = 0.1963r
! A= 7rr ev = 0.6r Z,, = 0.1 009r
3
4 I,, = 0.0714r 4
e, = 0.707r Zw = 0.064r 3
Ivy = 0.0384r 4
r '
ex= 0.777r Minimum Values
4
ev = l.098r I xx =IYJ' = 0.0076r
A= 0.2146r 2 Zxx = z,. = 0.0097r 3
r , e, = 0.707r !,, = 0.012r 4
Z,, =0.017r 3
e" = 0.316r Ivy= 0.003Ir 4
eh = 0.391r Zw = 0.0079r 3
:1.. I Y'tJ
( 1
r ,
\
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Length
= 0.9842 ton 1 ton = 1.016 tonne 1 N/m2
1 kgf/m2
1 N/m2
= 0.102 kgf!d
= 0.2048lbf/ff
= 0.02089 lbf/ft2
1 kgf/m2
1 lbf/ft2
1 lbf/ft2
= 9.807N/m2
= 4.882 kgf/m2
=47.88 N/m 2
-....
~
'"I ~
.... '"I
~
~=~
"'Q
m<C1
1 tonf/ft2
2 ~
;umo lmm = 0.03937 in 1 in = 25.40 mm 1 kN/m
2
= 0.009324 tonf/ft2 = 107.3 kN/m ..... ~
m)>"U
c;:g;t; lm = 3.281 ft 1 ft = 0.3048 m 1 N/mm2 = 0.06475 tonf/in2 1 tonf/in2 = 15.44 N/mm
2 .........
'"I
f)
f)
Q
~-uG) lm = 1.094 yd 1 yd = 0.9144 m f) '"I
c-ui
-u)>-i
o::U)>
z-iz
Area Strip Loading =
<
Q
~
"'
CJ!fio 1 mm2 = 0.00155 in2 1 in2 = 645.2 mm2 1 N/m = 0.102 kgf/m 1 kgf/m = 9.807N/m
...."'
'"I
-<;u(ii = 0.09290m2
1m2 = 10.76 ~ 1 ft 2 1 kgf/m = 0.6720 lbf/ft 1 lbf/ft = 1.488 kgf/m Q
)>cn-u
z~c
-<-uCJ 1m2 = 1.196 yd
2
1 yd2 = 0.8361 m 2 1 kN/m = 68.53 lbf/ft 1 lbf/ft = 0.0146 kN/m =
;'
-i:....C 1 tonf/ft = 32.69 kN/m f)
I-icn Volume 1 kN/m = 0.03059 tonf/ft .....
;;J(iiffi Q
0 zo '"I
-uo,., 1 mm3 = 0.000061 in3 1 in3 = 16390mm3 Moment "'
)>-iO
;u_;u 1m3 = 35.32 w 1 ft 3 = 0.02832 m3 lNm = 0.102 kgf.m 1 kgf.m =9.807Nm
.~~0
m- 1m3 = 1.308 yd3 1 yd3 = 0.7646m 3 llbf.in = 0.01152 kgf.m
zen 1 kgf.m = 86.80 lbf.in
o-i
m;:Q lNm = 8.85llbf.in llbf.in = 0.1130Nm
oCJ Density
,.,c lNm = 0.7376lbf.ft 1 lbf.in = 1.356 Nm ~
o::! "C
;uO
z 3 3 3 3 lkNm = 3.951 tonf.in 1 tonf.in = 0.2531 kNm "C
1 kg/m = 0.06242 lb/ft 1 lb/ft = 16.02 kg/m (I)
:s
1 tonne/m3 = 0.7524 ton/yd3 1 ton/yd3 = 1.329 tonne/m3 Modulus of Elasticity a.
)("
2 2 3 2 ~
Force 1 N/mm2 = 145.00 lbf/in llbf/in = 6.895 X 10- N/mm I
>
IN = 0.102 kgf 1 kgf (I)
IN
1 kN
= 0.2248lbf
= 0.1004 tonf
llbf
1 tonf
=4.448 N
= 9.964 kN
1 mm 3
= 61.01 X
6
10- in 3
1 in 3
= 16390 mm 3
-
3
Ill
(;"
!!!..
~
Second Moment of Area
0'
..,
10-6 in4 1m
. 4 =416200mm4
1 mm4 = 2.403 X 3
s:::
iii
--
(I)
~
~ -9
:_J ___ ] J 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
a M 1 1
-=-=EK curvature-change K=---
y I R R0
I '
S = F f dA = F As y
L I JA/ I
per unit length of beam.
I ,
L
r , B.2 Elastic torsion formulae
I
i
'-' T __ T __ Gd.
Round shafts: - 'f/ where ~ is the angle of twist per unit length
r , r J
i
I.....
and J = Jr 2 dA is the polar moment of area.
I ' 7r R4
I Circular area, radius R: J = - -
'-' 2
Thin circular tube, radius R thickness t: J = 2 1r R 3 t
( '
l_;
( '
r ,
I '
I
I
'
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 ARUlP
L
'
'
' I
ff[!Jr
M, = cable elongation due to c. Tmax =HJI+16n
2
temperature change, t
32 4
A = area of cable d. L=s(l+%n'-
5
n + ... )
E = modulus of elasticity of cable '
'
J
2
Uniformly loaded cables a. y = : { (sx- x ) Triangular loading on cables
with inclined chords 2
b.H= ps 1~8f_ _ _.,.
with horizontal chords
a.y=.f
(
I-s;,') ' )
V~illi.I.!:...:;:=--D!II[WWIWiv~Tmo~Tm~ =(JI+I836n'
=
' ) )
d: L~s( 1+~ sec(} I / ' J
e. ,1Ls = AE +
1 2 1
1 -3s-ec2-(} sec(} ~ ! e. L\L, ~ ; ; I+ 3: n'
1""'1
I
I
J
2
..t
2 f.&, ~&t{1+-3s-8e:-:-(}}ecB s .f.L\L, ~&IS(!+ 158n')
Hh ps
g.VR =--_;-+] i
' J
B.4 Vibration
!
Simply supported
Mass concentrated in centre
f = 15.8
JY
' j
z
' J
Simply Supported !=~
E Mass and stiffness distributed JY
l
~
I )
Cantilever f- 15.8
Mass concentrated at end -JY
~ Cantilever
Mass and stiffness distributed
f-
-JY
19.7
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 3.2 I Dec 04 ARUJP \ J
i
I I
r ,
A~:a
Span L Soln L a
0
...----- ___ ____ _.. b _..,.:c
TFtangular Load = w
b =
Triaf111ular Load = w
........ ---------
I
1
L '
RA w RA w
"A r---.
I.._.W!!!!l.!.!:!!!!!IIIWIIIIIIII------i MA =-~a MA =-~L
'
I
'
&c: wa {L!!)
=15EI 6c =
WL'
r ' 4 i5Ei
I
-
I
I
! '
a = 'C
Wa'
= 12EI ic
WL'
ffii
-
I
I
~;-------.:.---..,
A
I, C b = 0
1
, a B b ;
r-------------;
Po1nt Load =w Point Load = w
=w = w
AA r-~mmmm1mmm1mmnm1 =-WL
=-Wa
I
-
i 3
WL
I i
=m
Wa~ WL~
r ' 18 .. ic =m ic =rer
r '
......
i
~#1&Af?u1f1!uia
Total Uniform Load = W
A w
2
r-------------- 1 ' J
I
== =-~~
A.(-~c
---, :
~_,Ao
WL
'liC
.... ... - - .. ~
r: ~---:~Me WL'
3iiEi
\. J
1111llP'o
ML .Ill" ,_t
E"'4UIJII Me
=- J'!..{L'-6LX+6X'I
12L
at X
=
wx
2iffill-XI
i
from A ' J
~
POINT LOAD AT MID-SPAN BEAM FIXED AT BOTH ENDS I
i
Span = L ' J
Poon1 Load w
w
= 2
RA = Rg
' J
MA =- ~L
Me
WL A. r-il!lllll!!lll!llllllllll\ : ~
at modSPan (Me
= 8
-: l'CIIIill!lli!i!!iilllllllll ~ :A 8 i
6rna
WL'
= i92ei I.----
~.----~-r
r
,,.,.
: ' ;Me
': ~f4X -Ll M ~- ~0 . E'""ij. M
at X from A
between llx =
8
WX'
4iEJf3L-4XI
A. t. - - .l B
l
' )
A&C
wx
= ffifl-2Xl
'X at 0 25L from en her end Mo = Me = 0
I
' j
,.. ---
,
I
X
~--t
.1
Mx
W.a,' Wb 1L 2aiX
=-v I?
2
l j
~ 1
Me
M. 1
t.~
-lllillliJii"" ~-J'M 111 X from A
between llx =
Wb1 X'(3La-ll 2a1XI
_j 8 AlrC 6EJL'
(
Wb 1 X(2La-IL 2a1XI
x = 2EJL' ' j
When a :> b the muimum deflectoon os at X = 2 La 2Wa'b'
l+ 2a &....,.= 3EICL+2al 1
1i
' )
' J
I
I....
I '
!
Appendix B- Analysis formulae (5/8)
A'
:--- ..!.
~
--r.. - w ~
L-.,
.
Point Load =W
w
18 =2
r , ------------
.
o
l '
I
=4
Wt.
R [ ~ Jillllllllllllllllllllll~ :_ 1 wt.'
= 4i'il
: X _111111111111111111111111_ j RB WL'
'A a = 1iii
: ~---------~-~
~UIUIIII!IIIIniiii~M"u
I o .1
at X from A
Mx
=
bet-en ox = 4~;J IlL' -4X'I
A Be centre
(
ix = ,;: 1 IL'-4X'I
rI '
!
1..-1 POINT LOAD AT ANY POSITION SIMPLY SUPPORTED BEAM
Span =L
r . a
Point Load =w W b
A ... ------r--~
RA:~ =~
L
Ra
L + L C
------------ +B
....
r , =~ I
at C L ' I
under load Wa'b' A [_ -.~l!ili!ll!ii!l!ii!i!i!li!i!i!i!-,
,_.
I = 'Jei"L
I '"I
r 1
Wab
'A"' &Eit(L+bl;
I
....
-~.--f
--X - .J
!
\.._,
Wh6en > b
max
a ('"'ax I
I Mtt~ax 1
'- i
IS 81
X fro"' A X
=L
a
W b W a Two Point Loads. each =W
r-----r---T---~
( 1
A! - -
R~~o = Rg =W
._ ___ --~- ---- _.,iB Mmaa owr length II = Wa
a ~= 1 13L'-4a'J
2
I I
I b..,8 at mrdSDan
r ,
Ra[JilDJI Wa'
I
A under tl!ther load = iii 13L-4al
I
Wa
I.... 'A = = ffiiL-al
r .
If a ,. b =j. 6ma,. _ 23 WL3
- iiiii'Er
I
1..-1
r ,
L
I....
"""" 1
I
l J
at md-span
( S Wl> ....,
:.... ~- &max = 384e.
i
' Wl 1
'A a = 24ii l j
.L
Mx =~!L-XI
2L
Let r =- -r--
Q-Sb+c
I
.. c 0 $
,. - - - - - -1.- - - - - - .,
I
....,
X- i
l ' J
SIMPLY SUPPORTED BEAM TRIANGULAR LOAD ON FULL SPAN
Span =L
....,
~ ~ I
,..----------..,
W '
Total Load =W
i J
=~
I
RA Ra
Al~ia =~L
.. ----L--
AA l .
'
JJDnnrrrn,.,
I
I
atmd-span
Mmax
( 6max WL3
= 66Ei
l
l J
t -
' X '"'4UIIIUliiDII".aRe
1 SWl'
~--- = a =--
I 'A
Mx
96EI
= ~ 13L' -4X'I
lJ
I
6L""
at X from A
betWIIIIn &x z _!!L ft6X' -40X't:' +25L'I
480EIL 2
A & centr11 ( I
ix =96EIL:
_!!__ 116X' -24X' C s.: I t I
I
)
' )
r ,
Total Uniform Load w
RA=Iw Ra 1w
8
WL
at A Mmax =-8
r ' at ~L. from A 9
i2ijWL
I
I
at 05785L. from A 6ma><
WL'
iiSEi
at 8 WL'
'8 4iEI
( '
=- ~IL'-5LX+4X'I
8L
at X WX' (3L'-5LX+2X'I
from A 48EIL
( '
! POINT LOAD AT MIDSPAN PROPPED CANTILEVER
L Span = L
Point Load = w
5
( I RA= llw
16
Fla = i6w
3
at A Mmax =- i6WL.
s
32WL
at m!CIspan
3
under load 7WL
768EI
WL.3
at 05528L from A. ~>mao
( ' iOffi
WL 1
at B '8 ffii at ~ l from A. M = 0
( '
1
I
"-'
PROPPED CANTILEVER POINT LOAD AT ANY POSITION
I '
I Span L
\__, Point Load w
Wbl3L 1 -b 1 1 Wa'I2L.+bl
RA::. 2L' Rs = 2L'
r ' M __ WabCL+bl _ Wa'bi2L+bl
Mc- 2L'
A- 2L'
Wa'b
'B "' 4ii'L
( ' AbSolute max deflection WL'
! is under the load lomax max ::. i02Ei'
I
\__,
when a~ b../2 = 05858L
When a>b../2 Wa'b Cl+bl'
max defler;toon is between
AandC
hmax = 3Ef'I3L'-b'l'
I '
' When a<b../2 Wa'b ~
iL. L+b max deflection iS bet-n = 11/n+b
at n = eLlL'-bl from A, M =0 CandB
6ma" 6EI
r :
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 ARUJP
Appendix 8- Analysis formulae (8/8}
I J
[B.8 Design formulae for beams- propped cantilever (cont..)]
a b =m
................ Span L Applied Moment
t. ..... /!~... ;8
~------
L'-3b'
A ""'2C'm a =4;~L 12b-al
'!
I
l )
;'l
I
UNIFORM LOAO ON LENGTH BEYOND PROP PROPPED CANTILEVER ' J
Wa
=-T
Wa ........
IX
"'"'"!
4
I
Wa'S
Dellectron at C )
BET \.
' I
I )
A~~-----L----a~lP,
. --.. . --s -.. --:---.~fC
~ . -:
Pornt Load W
RA=-~
=
2L
,. ................................... .. Wa
X : = -wa
-- JDDI!I""'
I
I )
~-
' .R, 2
A4 : ~ :~rrnm@ii!U:i!ltil!i@liii!!!:.:::;.... 1
Oeflectron at C = ~fs.!)
' ' 4EI \' 3
MAf::prr.r.,.: . . . , MaK. Negative Oeflectron }
WL'a
: ~ :~IIIIIIW-fUV at X :. ~ L = -2ffi J
.. }.. ~----
,M 8
SlOPe at C
3
hneg
= Wa IS+el
l
at X = ~ from A, M =0 c ffi
I J
l
~ J
\. .J
I '
( '
i
I Appendix C- Useful Design Data (1/12)
~
L
C.l Road transport limitations (simplified) (in the UK)
r '
I
I
r
L Movements ofloads within these
parameters do not require Police
rI ' Up to notification etc.
i 4.975m
I...
r ,
L
r! 1
L
r I 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
I
00
r ,
I
L
r )
I '
00 0
L
r 1
r '
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
r 1
i
I
I
c J
I ;
i J
....,,
I j
8
I )
I )
Double gifr/erpend11111 conllOJied cranes tor kNiding class 021o BS 446- BS 2573: PBII 11 11
I
c
I
I
)
1. 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
2. The height oflift, H or hook path dimension, is based upon a standard crab unit. Alternative I
I J
crabs are available in ail capacities for extended heights oflift.
3. Crane weights include the crab.
4. Weights of crane and crab are with unloaded hooks.
5. Wheel loads are for static conditions with maximum working load and minimum crab
approach.
6. Above information is approximate only and is intended for guidance. Exact information should
be obtained from manufactures' publication. 'I
I
I j
....,
THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
ARUJP
!
ONLY WITHIN THE OVE ARUP PARTNERSHIP. IT IS NOT INTENDED FOR
' J
AND SHOULD NOT BE RELIED UPON BY ANY THIRD PARTY.
Ver 3.0 I Aug 98
- J
I
I!
r ,
I
I....
I N
.J
rI '
i
1.... M
r ,
i
I
I.,...
<
r , c:
ru
L C/J
r ,
..
! CD
C>
r '
L
r ,
......
'
r '
'
L
Capacity A B c D E F G H K L M Crab Crane Wheel Wheels
tonnes m mm m m m m m m m m M wt. wt. load in end
( '
'
tonnes tonnes tonnes carriage
'L 10 330 2.6 0.8 4.3 5.5 21.0 30.0
12.5 330 2.6 1.0 4.6 5.8 35.0 32.0
16 330 2.6 1.1 4.7 5.9 30.0 34.2
50/10 1.5 2.0 16 0.6 1.1 20 2
20 340 2.7 1.3 4.9 6.1 35.0 37.0
25 340 2.7 1.4 5.0 6.2 41.0 40.0
32 340 2.7 1.6 5.2 6.4 50.0 43.0
' .
'
' THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
L
! :
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
I
' J
-
AJRL.Jnl~~J"L
i
l j
l J
_,
I
I
'J
r ,
I Appendix C- Useful Design Data (5/12)
,_.
'
L '
/ ~
,,'
1 load curve tor each
given jib lenqth
Radius
in
10.07m
fully
10.07m
to
extended
Boom length
12.50m
to
15.00m
to
17.50m
to
20.00m
to
22.50m
to
~~CII;-----
1
r '
/ \ meters
3.0m
retracted
25.40
12.50m
20.70
15.00m
20.10
17.50m
20.10
20.00m 22.50m 24.57m
L
I ..-"",; 1'
''
......... I .I
I
............... I 7.0m 10.50 10.50 10.50 10.50 10.50 10.50 9.40
I I
, I 8.0m 8.30 8.30 8.30 8.30 8.30 8.30
I
lO.Om 5.35 5.35 5.35 5.35 5.35 5,35
overload 3.85
12.0m 3.85 3.85 3.85 3.85
' '
L THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
r ,
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
ARUJP
l j
I j
C. 7 Standard durbar plate sections
Stiffeners should be used for spans m excess of II OOmm to avmd excessive deflectiOns ....,
i
' J
....,
!
' J
' )
-
I
!
J
L...
( '
i Appendix C- Useful Design Data (7/12)
!...,.
-
r .
L...
r '
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
, I
' j
Width 1220 1250 1300. 1500 1600. 1750 1800. 2000. 2100- 2250- 2500- 2750- 3000- 3050- 3250- 3460- 3500- 3750-
(rum)
Thickness
1250 1300 1500 1600 1750 1800 2000 2100 2250 2500 2750 3000 3050 3250 3460 3500 3750 3960
:
1:
5 12 12 12 12 12 12 12 12 12 12 -
6 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 13.5 12.5 12.5 - - - -
7 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
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 - - -
12.5 19 19 19 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 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
I
30 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 19 ' '
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 I
45 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 . I
50 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 16.3 15.4
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
J
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
100
120
140
-
15.7
13.1
11.2
15.7
13.1
11.2
13.5
11.2
9.6
15.3
11.2
9.6
15.3
12.7
10.9
13.6
12.7
10.9
13.6
11.3
9.7
12.2
11.3
9.7
11.1
10.2
8.7
10.2
9.3
7.9
9.4
8.5
7.3
9.4
7.8
6.7
8.7
7.8
6.7
8.7
7.3
6.2
8.7
7.3
6.2
8.2
6.8
5.8
7.7
6.4 -
' J
I
160
180
200
9.8
8.7
7.9
9.8
8.7
7.9
8.4
7.5
6.7
9.6
7.5
6.7
9.6
8.5
7.6
8.5
8.5
7.6
8.5
7.5
6.8
8.5
7.5
6.8
7.6
6.8
6.1
6.9
6.2
5.6
6.4
5.7
5.1
5.9
5.2
4.7
5.9
5.2
4.7
5.5
4.9
4.4
5.5
4.9
4.4
5.1
4.5
4.1
-' J
250 4 4 4 4 4 4 4 4 3.9 3.5 3.2 - - - -
300 - 4 4 4 4 4 4 3.6 3.6 3.2 -
350 - 4 4 4 4 3.5 3.5 3.1 3.1 - - - -
' )
' J
I
' J
I )
' )
I J
[
L
r '
'
r '
I Appendix C- Useful Design Data (9/12)
I......
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
[ ;
L...
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',
r,
'
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l
L...
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( '
'
'L...
( '
( 1
r,
r ,
r ,
ARUJP
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
Appendix C- Useful Design Data (10/12)
.....,
\
i
)
Length of threads
= 125mm 30 38 46 54 66 78 I
> 125mm and= 200mm 36 44 52 60 72 84 I
>200mm 49 57 65 73 85 97 J
= 125mm (short thread length) - 24 30 36 - -
Dimensions (mm) 'l j
Maximum width across flats 19.0 24.0 30.0 36.0 46.0 55.0
Maximum width across comers 21.9 27.7 34.6 41.6 53.1 63.5
Nominal head depth of bolts 8.0 10.0 13.0 15.0 19.0 23.0
Nominal depth of nuts 10.0 13.0 16.0 19.0 24.0 29.0 1"""1
I
' j
C.13 Fasteners - clearance for tightening
3.2.
l j
bolt
aiameter
.....,
I
\ J
I
Size ofbolt a b c d- power
Ml2 23 27 30 500
' J
Hand Spanner tor Ordinary Bolts Ml6
M20
30
30
46
46
60
60
500
600
M24 36 65 60 600
M30 49 78 70 700
M36 49 97 100 700 l )
I'
Size min.y I J
of v w* to
...,
X
bolt max.y Note that the clearances given are the
M24 65 250 60 82 minimum values for convenient working.
I
500 210 Lesser values than these may be used \ J '
M30 78 270 65 89 where necessary, after consultation with
600 260
M36 97 300 65 89
the equipment manufacturer.
600 260
Torque multiplier for HSFG bolts \ J
-
\
!
-
j
\ J
r 1
I
'-'
[ 1
Appendix C- Useful Design Data (11/12)
1...,.,
Dimensions for high strength friction grip bolts and nuts to BS 4395 parts 1 and 2
( 1
Nominal Diameter of Pitch Width across Depth Thickness of *Dia Diameter of *Dept Thickness of nuts Addition to
diameter unthreaded (coarse flats of hexagon head ofCsk. washer face h of grip length
L shank pitch
series)
washer
face
Head Csk.
Flash
to give
length of
bolt
r, B A c F J G H E required**
Max Min Max Min Max. Min. Max. Min. Max. Min.
mm mm mm
L mm mm mm mm mm mm
mm
mm mm
mm
mm mm
mm
(Ml2) 12.70 I 1.30 1.75 22 21.16 0.4 8.45 7.55 24 22 19.91 2.0 11.55 10.45 22
r , Ml6 16.70 15.30 2.0 27 26.16 0.4 10.45 9.55 32 27 24.91 2.0 15.55 14.45 26
M20 20.84 19.16 2.5 32 31.00 0.4 13.90 12.10 40 32 29.75 3.0 18.55 17.45 30
~ M22 22.84 21.16 2.5 36 35.00 0.4 14.90 13.10 44 36 33.75 3.0 19.65 18.35 34
M24 24.84 23.16 3.0 41 40.00 0.5 15.90 14.10 48 41 38.75 4.0 22.65 21.35 36
M27 27.84 26.16 3.0 46 45.00 0.5 17.90 16.10 54 46 43.75 4.0 24.65 23.35 39
r 1 M30 30.84 29.16 3.5 50 49.00 0.5 20.05 17.95 60 50 47.75 4.5 26.65 25.35 42
M33 34.00 32.00 3.5 55 53.80 0.5 22.05 19.95 66 55 52.55 5.0 29.65 28.35 45
M36 37.00 35.00 4.0 60 58.80 0.5 24.05 21.95 72 60 57.75 5.0 31.80 30.20 48
L
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Po
General grade
0 I
,
A
....
II
'
Length
r.
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0
Higher grade
Pt 2
COUNTERSUNK HEAD
L...
1
{~
c-EJ Grip length General grade Pt 1
( '
E Length countersunk head
L
@
General grade
@
Higher grade
([)
Higher grade Pt 2
Pt 1 Pt 2 countersunk head
r ,
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!
.......
( '
!
ARUJP
THIS DOCUMENT IS COPYRIGHT AND IS PUBLISHED FOR DISTRIBUTION
L 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
L...
r '
' j
~
Appendix C- Useful Design Data (12/12)
I,
' J
.._Riser, ~
.~~:;== where
dr
I
/ applicable ' J
Rise of
Rise stair
-= I
Stairway terms
\ )
Single rung
90 ladders Companion,step
i
75 or ship type ladders I j
II
\ )
50
Exceptional cases only
45
STAIRS
' )
1
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' j
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'
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I
w
r '
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I
1,....1
r ,
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Appendix D- Proprietary Components (1/9)
1,....1
r , APPENDIX D
D .1 Macalloy Bars
18 79 80 36 49 58
20 147
r ' 22 52 71 83
24 92 153
r , 25 241 232
I
u 26.5 270
L 30 138 230
r ~ 40 618 591
I
L. 45 219 303 351
( 1 50 959
I
L 60 398 525 636
r , 72 574 758 918
L 75 2056
r , 90 709 1022
I
i...... 100 892 1286
I '
I '
I
L
r '
!
L
r ,
r '
I .
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 ARlUIP
r '
Appendix D - Proprietary Components (2/9)
A Permanent
-+Temporary
mm
. 5.0 6.7 10.0 . 5.0 6.7 10.0 . 5.0 6.7 10.0 Notes (On tables to left)
I
100 2.55 2.55 2.55 2.55 2.79 2.79 2.79 2.79 3.09 3.09 3.09 3,09 I. *depicts maximum spans when deck used as permanent shuttering only.
2. The spans indicated assume clear span+ IOOmm to the centreline of supports.
120 2.41 2.41 2.41 2.41 2.63 2.63 2.63 2.63 2.92 2.92 2.92 2.92
SINGLE 3. A span to depth ratio of35:1 for normal weight and 30:1 for lightweight concrete is imposed in deriving the above spans.
130 2.35 2.35 2.35 2.35 2.57 2.57 2.57 2.57 2.85 2.85 2.85 2.85 4. For calculating deflections an additional loading of0.5 kN/m2 is included by RLSD Ltd to allow for non-recoverable deflection due to
150 2.23 2.23 2.23 2.23 2.44 2.44 2.44 2.44 2.71 2.71 2.71 2.71
A 1.\ construction personnel. Maximum deflections are limited to span/130 after taking account ofponding.
175 2.12 2.12 2.12 2.12 2.31 2.31 2.31 2.31 2.57 2.57 2.57 2.57 5. All other construction stage design checks include an allowance of 1.5 kN/IW for construction loading.
200 2.02 2.02 2.02 2.02 2.20 2.20 2.20 2.20 2.45 2.45 2.45 2.45 6. Tables are based on grade C30 concrete of wet density 2,400 kglml and 1900 kg/m2 for lightweight.
100 3.00 3.00 3.00 3.00 3.22 3.22 3.22 3.22 3.51 3.51 3.51 3.51 7. The dead weight of the slab has been included in the development of the spans shown. However, consideration should be given to
120 2.82 2.82 2.82 3.07 3.35 finishes, partition walls, etc when reading from these tables.
2.82 3.07 3.07 3.07 3.35 3.35 3.35
MULTIPLE 8. Composite slabs are designed as simply supported irrespective of the deck support configuration. A nominal crack control mesh is
130 2.75 2.75 2.75 2.75 3.00 3.00 3.00 3.00 3.28 3.28 3.28 3.28 required over the supports in accordance with clause 6.7, 6.8 and 6.9 ofBS 5950:Part 4.
150 2.61 2.61 2.61 2.61 2.85 2.85 2.85 2.85 3.14 3.14 3.14 3.14 9. Decking is manufactured from material meeting the following specification: BS EN 10147 designated in accordance with BS EN 10025
A IS 1.\ 175 2.47 2.47 2.47 2.47 2.70 2.70 2.70 2.70 2.99 2.99 2.99 2.99 S280 GD + Z275 NA-C.
200 2.35 2.35 2.35 2.35 2.56 2.56 2.56 2.56 2.84 2.84 2.84 2.84
s----
PROPPED
100
120
130
3.55
4.25
4.60
3.55
4.25
4.60
3.55
4.16
4.33
3.17
3.50
3.65
3.55
4.25
4.60
3.55
4.25
4.60
3.55
4.25
4.53
3.34
3.68
3.83
3.55
4.25
4.60
3.55
4.25
4.60
3.55
4.25
4.60
3.44
4.01
4.18 FIRE SLAB
lified
---
.
mm
A Permanent
-+Temporary
100
.
2.74
5.0
2.74
6.7
2.74
10.0
2.74
.
3.00
5.0
3.00
6.7
3.00
10.0
3.00 3.05
5.0
3.05
6.7
3.05
10.0
3.05
200
105
110 2.77 2.50 2.14
4.10 4.08
2.77 2.50
3.58
2.14
4.10 4.08
2.77 2.50
3.58
2.79 2.50 2.12
2.14 2.83 2.54 2.16
4.10
2.79
2.83
4.02
2.50
2.54
3.63
2.12
2.16
4.10
2.79
2.83
4.10
2.50
2.54
3.63
2.12
2.16
1.5 130 3.30 3.00 2.59 3.30 3.00 2.59 3.30 3.00 2.59 3.41 3.07 2.63 3.90 3.64 3.12 3.90 3.64 3.12
120 2.60 2.60 2.60 2.60 2.84 2.84 2.84 2.84 3.14 3.14 3.14 3.14
SINGLE 130 2.53 2.53 2.53 2.53 2.77 2.77 2.77 2.77 3.08 3.08 3.08 3.08 150 3.42 3.12 2.71 4.06 3.71 3.22 4.06 3.71 3.22 3.50 3.20 2.76 4.10 3.80 3.27 4.10 3.80 3.27
150 2.42 2.42 2.42 2.42 2.65 2.65 2.65 2.65 2.94 2.94 2.94 2.94 175 4.10 3.86 3.38 4.10 3.86 3.38 4.10 3.98 3.44 4.10 3.98 3.44
A 1.\ 200 4.10 4.00 3.52 4.10 4.00 3.52 4.10 4.10 3.59 4.10 4.10 3.59
175 2.30 2.30 2.30 2.30 2.52 2.52 2.52 2.52 2.80 2.80 2.80 2.80
200 2.19 2.19 2.19 2.19 2.40 2.40 2.67 130 3.33 3.00 2.57 3.90 3.60 3.08
2.40 2.40 2.67 2.67 2.67
100 3.05 3.05 3.05 3.D4 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 140 3.30 3.00 2.59 3.30 3.00 2.59 3.40 3.07 2.63 4.08 3.68 3.16
2.0 150 3.35 3.06 2.65 3.98 3.63 3.15 3.46 3.13 2.69 4.10 3.76 3.23 I
120 3.05 3.05 3.05 3.05 3.28 3.28 3.28 3.28 3.57 3.57 3.57 3.57
MULTIPLE 130 2.97 2.97 2.97 2.97 3.21 3.21 3.50 3.50 175 3.48 3.19 2.79 4.10 3.79 3.31 3.50 3.28 2.84 4.10 3.93 3.40
3.21 3.21 3.50 3.50
150 2.83 2.83 2.83 2.83 3.09 3.09 3.09 3.09 3.37 3.37 3.37 3.37 200 3.50 3.30 2.90 4.10 3.93 3.45 3.50 3.41 2.96 4.10 4.09 3.56
A IS 1.\ 175 2.69 2.69 2.69 2.69 2.94 2.94 2.94 2.94 3.22 3.22 3.22 3.22
Notes (on table above)
200 2.56 2.56 2.56 2.56 2.80 2.80 2.80 2.80 3.10 3.10 3.10 3.10
I. The simplified fire design method is based on fire tests on composite slabs incorporating steel meshes with 15-45mm top cover. This
100 3.05 3.05 3.05 3.04 3.05 3.05 3.05 3.05 3.05 3.05 3.05 3.05 method is applicable for any construction where the mesh may act in tension over a supporting beam or wall (negative bending). This
120 3.65 3.65 3.65 3.55 3.65 3.65 3.65 3.64 3.65 3.65 3.65 3.65 includes all end bay conditions.
PROPPED 130 3.95 3.95 3.95 3.71 3.95 3.95 3.95 3.89 3.95 3.95 3.95 3.95 2. All figures in the table are derived strictly in accordance with guidance given in SCI publication 056-'The fire resistance of composite
150 4.55 4.55 4.55 4.55 4.00 4.55 4.55 4.19 4.55 4.55 4.55 4.55 floors with steel decking' (2nd edition), 1991.
A + 1.\ 175
200
5.30
5.21
5.30
5.21
5.12
5.21
4.32
4.61
5.30 5.30
5.62
5.30
5.62
4.52
4.82
5.30
6.05
5.30
6.05
5.30 4.89 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.)
5.62 6.05 5.20
- 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.
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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
) =_j ~--) ~--J ::___) ~---) :_ ___ j J =-J ~----J ~--.J ~---] .J J _j ) _j :_._J --J
=---]
( [ [ r- r- [ r- r- r [ [ -
f ( -- r----: r r- r- [ - r---~
[ --
. . . . .. .. .. . .. .. ..
-(See note 6) (See note6) See note 6) -(see note 6)
.. .. .. ..
Condition) (mm) Size
4.0 6.0 8.0 10.0 12.0 14.0 4.0 6.0 8.0 10.0 12.0 14.0 4.0 6.0 8.0 10.0 12.0 14.0 4.0 6.0 8.0 10.0 14.0
.. .. ...
12.0
.. ..
120 A98 4.19 3.54 3.03 4.20 3.75 4.20 3.91 4.20 3.91
.. .. .. ... ...
A142 4.42 3.78 3.23 4.55 3.99 3.42 4.55 4.15 3.56 4.55 4.15
X
+ X 130
4.00 3.43 4.90 4.21 3.62 3.20 4.90 4.37 3.76 3.33 4.90 4.37 3.76
. ..
140 A142 4.61
oc
150
160
175
A142
A142
A193
4.78
4.94
4.79
4.18
4.33
4.53
3.62
3.79
4.04
3.20
3.36
3.59
. 2.89
3.04
3.25 2.98
5.09
5.25
5.47
4.40
4.61
4.82
3.80
3.98
4.23
3.37
3.53
3.76
3.19
3.41 3.13
5.25
5.53
5.76
4.50
4.78
5.06
3.95
4.13
4.39
3.57
3.67
3.90
3.32
3.54
5.25
5.60
5.98
4.58
4.78
5.06
3.95
4.13
4.38
3.67
3.90 3.54 3.25
X 4' X+ X 200 A193 4.56 4.56 4.40 3.94 3.57 3.27 5.34 5.14 4.61 4.11 3.37 343 6.00 5.40 4.77 4.26 3.87 3.56 6.26 5.47 4.77 4.26 3.87 3.56
A252 4.12 4.12 4.12 4.12 4.12 3.81 4.80 4.80 4.80 4.73 4.31 3.97 5.38 5.38 5.38 4.88 4.45 4.11 5.66
. . . . .
250 5.66 5.42 4.88
. . . . .
4.45 4.11
X
+ +X 200 A193 5.45 4.83 4.40 3.93 3.55 3.27 5.79 6.07 . . . . . 6.32
X+ P++X
or
250 A252 5.91 5.30 4.87 4.52 . . 6.27 5.63. . . 5.15 6.58 5.92. . . 5.42 6.86 . . . .
6.16
Notes: has been limited to that stipulated in BS 5950: Part 4 1994. For the Load based on factored combinations of live loads, finishes, ceilings, 10 Deck must lie flat on all support beams. Point only contact
1 All tabulated figures include the self weight of the slab. purpose of calculating the span/depth ratio, the distance between the services and partitions, divided by a load factor of 1.60 (excluding will affect design loading.
2 All tabulated figures include a construction allowance of centre-lines of the supports of an end span may be used. slab self weight).
1.5kN/m1 for spans of 3m and over, or 4.5/span kN/m1 for 4 Minimum reinforcement mesh sizes provide 0.1% of the 7 Temporary supports should remain in place until the concrete
spans less than 3m in accordance with the recommendations gross cross-sectional areas of the concrete at the support. has achieved its 28 day cub strength.
ofBS 5950: Part4l994. The composite slabs should meet the requirements ofBS The addition of props gives no further benefit in these cases.
The suggested maximum ratios of slab span to slab depth are 5950; Part 4 1994 with regard to their composite behaviour Propped loads assume props are equally spaced.
30 for LWC and 35 for NWC to control deflections. under normal imposed loads.
Deflection under construction loading (wet concrete etc.) Total applied load referred to in the above table is a working
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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
Appendix D - Proprietary Components (3/9)
. .. .. .. .. . .. .. .. . . .. .. .. . .. .. .. ..
Condition) fmml Size -(See note 6) (See note 6) See note 61_ _(See note~_
4.0 6.0 8.0 10.0 12.0 14.0 4.0 6.0 8.0 10.0 12.0 14.0 4.0 6.0 8.0 10.0 12.0 14.0 4.0 6.0 8.0 10.0 12.0 14.0
.. .. . .. .. ..
120 A98 3.66 3.95
. .. .. .. ...
3.79 3.60 3.90
130 A142 3.92 3.89 4.05 3.53 3.90 3.66 4.21 3.90
K ... K 3.90 4.15
. .
140 Al42 4.20 4.13 3.55 4.31 3.74 3.33 4.20 3.88 3.43 4.47 4.20
. ..
4.20 4.41
or
150
160
175
A142
Al42
Al93
4.50
4.94
5.25
4.32
4.80
4.71
. 3.76
4.48
4.23
3.30
3.95
3.72
3.48
3.35 .
4.56
4.81
5.25
4.47
4.77
5.01
3.95
4.14
4.42
3.47
3.65
3.90
3.29
3.51 3.21
4.67
4.92
5.28
4.50
4.80
5.25
4.10
4.30
4.58
3.61
3.79
4.04 3.65 3.34
4.73
4.98
5.35
4.50
4.80
5.24
4.10
4.30
4.57
3.79
4.03 3.63
X+ X+ X 200
250
A193
A252
4.95
4.50
4.95
4.50
4.55
4.50
4.11
4.50
3.70
4.20
3.38
3.71
5.84 5.31 4.82 4.29 3.87 3.54 5.98 5.63 5.01
5.66
4.44
5.14
4.01
4.52
3.67 6.00
6.20
5.82
6.20
5.01
5.76
4.43
5.12
4.01
4.65
3.67
4.11
. . . . . . . . . . . . . . .
5.92 5.92 4.00
K ... ... K 200 A193 5.76 5.05 6.00 5.36 4.83 4.28 3.87 3.54 6.00
K... P+Of'K
or
250 A252 6.30 5.59 5.06. . 4.68 6.51 5.93 5.38 4.97 4.37 3.87 7.02 6.23. . . . . . .
5.65 7.32 6.50
L__
-- - ... -
NOTES L WC and 35 for NWC to control deflection. Deflection under Minimum reinforcement mesh sizes provide 0.1% of the gross Temporary supports should remain in place until the
I All tabulated figures include the self weight of the slab. construction loading (wet concrete etc. ) has been limited to that cross -sectional area of the concrete at the support. concrete has achieved its 28 day cube strength.
2 All tabulated figures include a construction allowance of stipulated inBS5950: Part 4 1994. For purpose of calculating the The composite slabs should meet the requirements ofBS *The addition of props gives no further benefit in these
1.5kN/rrt for spans of 3m and over, or 4.5kN/m2 for spans span 5950: Part 4 1994 with regard to their composite behaviour cases.
less than 3m in accordance with the recommendations of /depth ratio, the distance between the centre-lines of the supports of under normal imposed loads. 9 Propped loads assume props are equally spaced.
855950: Part 4 1994. an end span may be used. Total applied load referred to in the above table is a working 10 Deck must lie flat on all support beams. Point only contact
The suggested maximum ratios of slab span to slab depth are load based on factored combinations oflive loads, ceilings, will affect design loading.
30 for finished, services and partitions, divided by a load factor of
1.60 (excluding slab self weight).
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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
~-- _j J __ j ~--~J J __ j
J _] ] J J J J -J __ ] __j ~---J J :_____ __ ] =---J
[ ~ r~~~ [ ~-~-= r- r --~ c--~
c r l r~-~ r- r r r- r- r--= r ----= r---~ r~--: r----
Fire ratin2: 1.5 hour s Fire ratine: 2.0 hour s - end span Fire rating: 2.0 hour(s internal span
Slab Min Total Applied Load (kN/m 2) Total Applied Load (kN/m 2) Total Applied Load (kN/m 2) Total Applied Load (kN/m 2)
Depth Mesh See note 6 (page 8) See note 6 (page 8) See note 6 (page 8) See note 6 (page 8)
(mm) Size
4.00 6.00 8.00 10.00 12.00 4.00 6.00 8.00 10.00 12.00 4.00 6.00 8.00 10.00 12.00 4.00 6.00 8.00 10.00 12.00
130 142 3.85 3.43 3.15 2.92 2.73
130 193 4.18 3.74 3.41 3.16 2.96
130 252 4.51 4.03 3.68 3.41 3.20
140 142 4.01 3.60 3.30 3.06 2.87 3.63 3.25 2.98 2.77 2.60
140 193 4.36 3.91 3.58 3.32 3.12 3.95 3.54 3.25 3.02 2.83
140 252 4.71 4.23 3.87 3.59 3.37 4.28 3.84 3.51 3.26 3.06
!50 142 4.06 3.67 3.37 3.14 2.95 3.78 3.40 3.13 2.91 2.73 3.13 2.82 2.59 2.41 2.27 3.73 3.36 3.09 2.87 2.70
!50 193 4.44 3.99 3.66 3.41 3.20 4.13 3.72 3.41 3.17 2.98 3.48 3.14 2.88 2.68 2.52 4.16 3.75 3.44 3.20 3.01
!50 252 4.80 4.32 3.97 3.69 3.46 4.47 4.02 3.69 3.43 3.22 3.85 3.47 3.18 2.96 2.78 4.60 4.14 3.80 3.53 3.31
160 142 4.13 3.73 3.43 3.20 3.00 3.89 3.52 3.23 3.01 2.83 3.26 2.95 3.72 2.53 2.38 3.95 3.56 3.28 3.06 2.87
!60 193 4.49 4.05 3.72 3.47 3.26 4.26 3.85 3.54 3.29 3.10 3.65 3.30 3.03 2.83 2.66 4.42 3.99 3.67 3.42 3.21
!60 252 4.86 4.39 4.03 3.75 3.53 4.62 4.17 3.83 3.57 3.36 4.03 3.64 3.35 3.12 2.93 4.87 4.40 4.04 3.75 3.54
175 142 4.19 3.80 3.51 3.27 3.08 3.95 3.58 3.31 3.09 2.91 3.38 3.07 2.83 2.65 2.49 4.15 3.76 3.47 3.24 3.05
175 193 4.55 4.13 3.81 3.55 3.35 4.33 3.92 3.62 3.38 3.18 3.78 3.43 3.17 2.96 2.79 4.66 4.22 3.90 3.64 3.43
175 252 4.93 4.47 4.12 3.84 3.62 4.69 4.25 3.92 3.65 3.45 4.19 3.80 3.50 3.27 3.08 5.15 4.67 4.31 4.02 3.78
200 *142 4.29 3.92 3.63 3.40 3.21 4.04 3.69 3.42 3.21 3.03 3.45 3.15 2.92 2.74 2.59 4.31 3.94 3.65 3.42 3.23
200 193 4.65 4.25 3.94 3.69 3.48 4.42 4.03 3.74 3.50 3.31 3.86 3.53 3.27 3.06 2.89 4.86 4.44 4.11 3.85 3.64
200 252 5,03 4.59 4.25 3.98 3.76 4.79 4.38 4.05 3.80 3.58 4.28 3.90 3.62 3.39 3.20 5.40 4.93 4.56 4.27 4.03
250 *142 4.44 4.10 3.83 3.60 3.42 4.18 3.86 3.60 3.39 3.22 3.53 3.26 3.05 2.87 2.73 4.55 4.20 3.92 3.70 3.50
250 *193 4.81 4.43 4.14 3.90 3.70 4.56 4.21 3.93 3.70 3.51 3.96 3.66 3.41 3.22 3.05 5.15 4.75 4.44 4.18 3.96
250 252 5.19 4.79 4.47 4.21 3.99 4.95 4.56 4.26 4.01 3.80 4.39 4.05 3.78 3.56 3.38 5.74 5.30 4.94 4.65 4.41
ciGHTWEIGHT CONCRETE MAXIMUM PERMISSIBLE SPAN m
Fire ratine: 1.0 houris Fire ratine: l.S hour s Fire rating: 2.0 houris -end soan Fire rating: 2.0 hour s internal span
Slab Min Total Applied Load (kN/m2) Total Applied Load (kN/m2) Total Applied Load (kN/m 2) Total Apptied Load (kN/m 2)
Depth Mesh See note 6 (page 8) See note 6 (page 8) See note 6 (page 8) Sec note 6 (page 8)
(mm) Size
4.00 6.00 8.00 10.00 12.00 4.00 6.00 8.00 10.00 12.00 4.00 6.00 8.00 10.00 12.00 4.00 6.00 8.00 10.00 12.00
120 142 3.60 3.43 3.11 2.87 2.68
120 193 3.60 3.60 3.39 3.12 2.91
120 252 3.60 3.60 3.60 3.37 3.14
130 142 3.90 3.63 3.30 3.04 2.84 3.63 3.22 2.92 2.70 2.52
130 193 3.90 3.90 3.60 3.32 3.10 3.90 3.54 3.22 2.97 2.77
130 252 3.90 3.90 3.89 3.59 3.35 3.90 3.87 3.52 3.25 3.03
140 142 4.20 3.77 3.43 3.17 2.97 3.83 3.40 3.10 2.86 2.68 3.39 3.01 2.74 2.54 2.38 4.09 3.63 3.31 3.06 2.86
140 193 4.20 4.12 3.75 3.46 3.24 4.20 3.75 3.42 3.16 2.96 3.80 3.38 3.07 2.84 2.66 4.20 4.08 3.72 3.43 3.21
140 252 4.20 4.20 4.07 3.76 3.51 4.20 4.11 3.74 3.46 3.23 4.20 3.73 3.40 3.14 2.94 4.20 4.20 4.11 3.80 3.55
!50 142 4.31 3.84 3.50 3.24 3.04 3.93 3.50 3.19 2.96 2.77 3.56 3.17 2.90 2.68 2.51 4.35 3.87 3.53 3.27 3.06
!50 193 4.50 4.19 3.82 3.54 3.31 4.35 3.88 3.53 3.27 3.06 4.00 3.56 3.25 3.01 2.82 4.50 4.37 3.98 3.68 3.45
!50 252 4.50 4.50 4.14 3.83 3.59 4.50 4.25 3.88 3.59 3.36 4.43 3.95 3.60 3.34 3.12 4.50 4.50 4.42 4.09 3.82
160 142 4.37 3.91 3.57 3.31 3.10 3.97 3.56 3.25 3.01 2.82 3.63 3.25 2.97 2.76 2.58 4.48 4.01 3.66 3.39 3.18
160 193 4.76 4.26 3.89 3.60 3.38 4.40 3.93 3.59 3.33 3.12 4.09 3.66 3.34 3.10 2.90 4.80 4.53 4.14 3.83 3.59
160 252 4.80 4.62 4.22 3.91 3.66 4.80 4.31 3.94 3.65 3.42 4.53 40.5 3.70 3.43 3.21 4.80 4.80 4.59 4.25 3.96
175 *142 4.45 3.99 3.66 3.40 3.19 4.04 3.62 3.32 3.08 2.89 3.67 3.30 3.03 2.81 2.64 4.59 4.12 3.77 3.51 3.29
175 193 4.84 4.35 3.98 3.70 3.47 4.45 4.00 3.67 3.41 3.20 4.14 3.72 3.41 3.16 2.97 5.17 4.67 4.27 3.97 3.72
175 252 5.19 4.71 4.31 4.01 3.76 4.89 4.39 4.02 3.74 3.50 4.59 4.12 3.77 3.50 3.29 5.25 5.17 4.75 4.40 4.13
200 *142 4.57 4.13 3.80 3.54 3.33 4.13 3.73 3.44 3.20 3.01 3.74 3.39 3.12 2.91 2.73 4.76 4.30 3.96 3.68 3.46
200 193 4.97 4.49 4.13 3.85 3.61 4.56 4.12 3.79 3.53 3.32 4.21 3.81 3.50 3.27 3.07 5.40 4.87 4.48 4.17 3.92
200 252 5.38 4.86 4.47 4.16 3.91 5.00 4.52 4.15 3.87 3.64 4.67 4.22 3.88 3.62 3.40 5.00 5.43 4.99 4.64 4.36
250 *142 4.76 4.34 4.03 3.77 3.56 4.28 3.91 3.62 3.39 3.21 3.85 3.52 3.26 3.06 2.89 5.02 4.58 4.24 3.97 3.75
250 *193 5.16 4.71 4.37 4.09 3.86 4.72 4.31 3.99 3.74 3.53 4.33 3.95 3.66 3.43 3.24 5.70 5.21 4.82 4.51 4.26
250 252 5.58 5.10 4.72 4.42 4.17 5.17 4.72 4.37 4.09 3.86 4.80 4.38 4.06 3.80 3.59 6.37 5.81 5.38 5.04 4.75 I
Spans of3.5m and over are based on 12mm deck only. For single span conditions use the Ward Multideck Software (see page 6) or contact Ward Technical Services.
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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
....,
i
!
~ J
202.Z.IS
202.Z.I6
4.21
4.49
10.13
11.23
1.56
1.73
1.30
1.44
1.04
1.15
0.87
0.96
0.78
0.86
0.65
0.72
11.80
12.56
5.90
6.28
16.59
18.36
7.85
8.47
16.59
18.36
16.59
18.36
202.Z.I8 5.03 13.32 2.05 1.71 1.37 1.14 1.02 0.85 14.06 7.03 21.75 9.62 21.75 21.75
] 202.Z.20 5.57 15.20 2.34 1.95 1.56 1.30 1.17 0.97 15.55 7.78 24.96 10.68 24.96 24.96
f il 232.Z.l6 5.11 13.51 2.08 1.73 !.39 1.15 1.04 0.87 18.61 9.30 22.08 12.19 22.08 22.0!1 :
~ 232.Z.I8 5.37 16.39 2.52 2.10 1.68 1.40 1.26 1.05 20.85 10.42 26.74 14.311 26.74 26.74 ' :
~
. ~ ] 202.Z.IS 4.21 1.34 1.12 0.89 0.74
SPAN7.0m
0.67 0.56 10.27 5.13 15.40 15.40 15.40
"' 9.37 7.11
l{
0.!12
~ ] <ll
'll
202.Z.16 4.49 10.39 1.4!1 1.24 0.99 0.74 0.62 10.92 5.46 17.05 7.67 17.05 17.05
,;; ~ 202.Z.I8 5.03 11.!19 1.70 1.41 1.13 0.94 0.!15 0.71 12.23 6.12 20.20 8.71 20.20 20.20
g. ] 232.Z.I6 5.11 12.51 1.79 1.49 1.19 0.99 0.89 0.74 16.19 8.10 lO.SO 11.02 20.50 lO.SO
~ 232.Z.18 5.73 15.17 2.17 !.HI 1.45 1.20 1.08 0.90 18.14 9.07 24.83 13.02 24.113 24.83
~
-5
:~ ~
~ f . li
232.Z.20
262.Z.I!I
6.34
6.25
17.75
17.45
2.54
2.49
2.11
2.08
1.69
!.66
1.41
1.39
1.27
1.25
1.06
1.04
20.07
24.43
10.04
12.22
29.01
28.53
15.00
13.90
29.01
28.53
29.01
28.53
~ g ] ] SPAN7.5m
j
~
g .9 202.Z.I6 4.49 9.26 1.23 !.03 0.82 0.69 0.62 0.51 5.59 4 .. 79 15.92 15.92 15.92
] ] ""] "li ] .g 202.Z.IR 5.03 10.37 1.38 1.15 0.92 0.77 0.69 0.58 10.74 5.37 18.85 18.85 18.85
"li 1 1
.;' .9
j cl
5.11 11.63 1.55 1.29 1.03 0.116 0.78 0.65 14.22 7.11 19.13 19.13 19.13
~
.... ~
"" ~ ~
5.73 14.12 1.811 !.57 1.25 1.05 0.94 0.78 15.94 7.97 23.17 23.17 23.17
l ."' Q 6.34 16.51 2.20 ).83 1.47 1.1"' 1.10 0.9' 17.63 11.82 27.08 27.08 27.08
232.Z.III 5.73 13.19 ).65 1.37 1.10 0.92 0.82 0.69 14.11 7.06 21.73 21.73 21.73 I )
262.Z.18 6.25 15.17 1.90 l.S8 1.26 1.05 0.95 0.79 19.03 9.51 24.96 24.96 24.96
262.Z.20 6.92 17.92 2.24 1.87 1.49 1.24 1.12 0.93 21.06 10.53 29.43 29.43 29.43
262.Z.23 7.92 21.83 2.73 2.27 1.82 1.52 1.36 1.14 24.08 12.04 35.80 35.110 35.08
262.Z.25 8.59 24.32 3.04 2.53 2.03 1.69 1.52 1.27 26.07 13.03 39.85 39.85 39.85
SPAN8.5m
232.Z.I!I 5.73 12.11 1.42 1.19 0.95 0.79 0.71 11.59 12.59 6.29 20.45 20.45 20.45
232.Z.20 6.34 13.40 1.58 1.31 !.OS 0.88 11.79 0.66 13.93 6.96 23.89 23.89 23.89
262.Z.I8 6.25 14.23 1.67 1.39 1.12 0.93 0.84 0.70 16.98 8.49 23.49 23.49 23.49
262.Z.20 6.92 16.81 1.98 1.65 1.32 1.10 0.99 0.82 1879 9.39 27.70 27.70 27.70
262.Z.23 7.92 2CJ.48 2.41 2.01 1.61 1.34 1.211 1.00 21.48 10.74 33.70 33.70 33.70
262.Z.25 8.59 22.55 2.65 2.21 1.77 1.47 1.33 1.11 23.26 11.63 37.51 37.51 37.51
SPAN9.0m
232.Z.l8 5.73 10.79 1.20 1.00 0.80 0.67 0.60 0.50 11.30 5.65 19.31 19.31
232.Z.20 6.34 11.94 !.33 1.11 0.88 0.74 0.66 0.55 12.50 6.25 22.56 22.56 I j'
262.Z.18 6.25 13.38 1.49 1.24 0.99 11.!13 0.74 11.62 15.24 7.62 22.19 22.19
262.Z.20 6.92 1582 1.76 1.46 1.17 0.98 0.8!1 0.73 16.87 8.44 26.16 26.16
262.Z.23 7.92 18.59 2.07 1.72 1.38 1.15 1.03 0.86 19.29 9.64 31.82 31.82
262.Z.25 8.59 20.13 2.24 1.86 1.49 1.24 1.12 0.93 20.89 10.44 35.42 .. 35.42
302.Z.23 9.04 23.84 2.65 2.21 1.77 1.47 1.32 1.10 28.63 14.31 39.26 39.26 39.26
302.Z.25 9.80 26.86 2.98 2.49 1.99 1.66 1.49 1.24 31.111 15.51 44.18 44.18 44.18
SPAN9.5m
262.2.111 6.25 12.63 1.33 1.11 0.89 11.74 0.66 0.55 13.76 6.88 21.02 21.02 ' )
262.Z.20 6.92 14.59 ).54 1.211 1.02 O.KS 0.77 0.64 15.23 7.62 24.79 24.79
262.2.23 7.92 16.68 !.76 1.46 1.17 0.98 0.88 0.73 17.42 8.71 30.15 30.15
262.Z.25 8.59 18.06 1.90 1.58 1.27 1.06 0.95 0.79 18.K6 9.43 33.56 33.56
302.Z.23 9.04 22.51 'l.37 1.97 1.58 1.32 1.18 0.99 25.86 12.93 37.19 37.19 37.19
302.Z.25 9.80 25.36 2.67 2.22 1.7!1 1.48 1.33 1.11 2K.02 14.01 41.85 41.85 41.85
SPANlO.Om
262.Z.I8 6.25 11.88 1.19 11.99 0.79 0.66 0.59 0.49 12.49 6.25 19.97 19.97
262.Z.20 6.92 13.15 1.31 1.10 0.88 0.73 0.66 11.55 13.83 6.91 23.55 23.55
262.Z.23 7.92 15.03 !.50 1.25 1.00 0.84 0.75 11.63 15.81 7.90 28.64 28.64
262.Z.25 8.59 16.27 1.63 1.36 1.08 0.90 0.81 0.68 17.12 8.56 31.88 31.88
302.Z.23 9.114 21.31 2.13 1.78 1.42 1.18 1.07 11.89 23.4S 11.74 35.33 35.33 35.33
302.Z.25 9.80 "4.01 2.40 2.00 1.60 1.33 1.20 1.00 25.44 12.72 39.76 39.76 39.76
SPANlO.Sm
7.92 13.60 1.29 1.08 0.86 0.72 0.65 0.54 14.41 7.21 27.28 27.28
8.59 14.72 1.40 1.17 0.93 0.78 0.70 0.58 15.61 7.80 30.36 30.36
' J
9.04 20.22 !.93 1.60 1.28 1.07 0.96 11.80 21.42 10.71 33.65 33.65 33.65
1302.Z.25 9.80 22.20 2.11 1.76 1.41 1.17 1.06 0.88 23.21 11.611 37.87 37.87 37.87
342.Z.25 10.98 27.24 2.59 2.16 1.73 1.44 1.30 1.08 32.69 16.35 45.16 45.16 45.16
SPANll.Om ~
262.Z.25 8.59 13.36 1.21 1.01 0.81 0.67 0.61 0.51 14.29 7.14 28.98 28.98
302.Z.23 9.04 18.64 1.69 1.41 1.13 0.94 0.85 0.71 19.62 9.81 32.12 32.12 32.12
302.Z.25 9.80 20.20 1.84 1.53 1.22 1.02 0.92 0.77 21.25 10.63 36.15 36.15 36.15
I j
342.Z.25 10.98 25.91 2.36 1.96 1.57 1.31 1.18 0.98 29.65 14.98 43.11 43.11 43.11
342.Z.29 12.68 32.02 2.91 2.43 1.94 1.62 1.46 1.21 34.54 17.27 53.15 5315 53.15
....,
I )
' j
....,
I
I
l.....i
I ,
Appendix D - Proprietary Components (7/9)
142.2.14 3.16 6.99 1.75 1.46 !.Hi 0.97 0.87 0.73 7.11 3.56 12.21 7.25 12.21 12.21
142.Z.15 3.38 7.42 1.85 1.55 1.24 1.03 0.93 0.77 7.55 3.77 13.55 8.07 13.55 13.55
142.Z.l6 3.60 7.94 1.98 1.65 1.32 1.10 0.99 O.K3 K.08 4.04 14.83 8.84 14.83 14.83
r . 142.2.18 4.03 8.87 222 1.85 1.48 1.23 1.11 0.92 9.03 4.52 17.25 10.24 16.98 16.98
SPAN4.5m
! 142.2.15 3.38 5.82 1.29 1.08 0.86 0.72 0.65 0.54 5.97 2.98 12.05 7.20 12.05
\...., ] 172.2.14 3.60 8.39 1.86 J.S5 1.24 1.04 0.93 0.78 9.22 4.61 13.65 7.40 13.65
12.05
13.65
:;; 172.2.15 3.85 9.40 2.09 1.74 1.39 1.16 1.04 0.87 9.85 4.93 15.27 8.32 15.27 15.27
~ 172.2.16 4.11 10.30 2.29 1.91 l.S3 1.27 1.)4 0.95 10.48 5.24 16.84 9.20 16.84 16.84
.g 172.2.14 3.60 7.29 1.46 1.21 0.97 0.81
SPANS.Om
0.73 0.61 7.47 3.73 12.28 6.65 12.28 12.2K
.9 172.2.15 3.85 7.79
fl
1.56 1.30 1.04 0.87 0.78 0.65 7.98 3.99 13.75 7.49 13.75 13.75
172.2.16 4.11 K.29 1.66 1.38 1.11 0.92 0.83 0.69 8.49 4.25 15.15 8.28 15.15 15.15
202.2.15 4.21 9.99 2.00 1.67 1.33 1.\1 1.00 0.83 11.62 5.81 16.28 7.94 16.2K 16.28
] ] 202.2.16 4.49 11.07 2.21 1>5 1.48 1.23 1.11 0.92 12.37 6.18 18.02 8.83 Ut02
~
" u 202.2.18 5.03 13.13 2.63 2.19 1.75 1.46 1.31 1.09 13.85 6.92 21.35 10.49 21.35
18.02
21.35
~
:E
1
i
~ lI ~ 172.2.14 3.60 5.98 1.09 0.91 0.72 0.60
SPANS.Sm
0.54 0.45 6.17 3.09 11.17 6.02 11.17 11.17
L
- 172.2.15 3.K5 6.39 1.16 0.97 0.77 0.65 0.58 OAK 6.60 3.30 12.50 6.77 12.50 12.50
~ ~
172.2.16 4.11 6.80 1.24 1.03 0.82 0.69 0.62 0.51 7.02 3.51 13.78 7.49 13.78 13.7K
:fe ~
-~
I] .,~ ~
B
102.2.15
202.2.16
4.21
4.49
9.05
9.98
1.65
1.81
1.37
1.51
1.10
1.21
0.91
1.01
0.82
0.91
0.69
0.76
9.61
10.22
4.80
5.11
14.80
16.38
7.18
7.98
14.80
16.38
14.80
16.3K
]
] ] .g
g B
j 202.2.18 5.03 11.17 2.03 \.69 1.35 1.13 1.02
SPAN6.0m
0.85 11.44 5.72 19.41 9.48 19.21 19.41
"
= ] ] ] ] '0
~
202.2.15 4.21 7.82 1.30 1.09 0.87 0.72 0.65 0.54 8.07 4.04 13.57 6.52 13.32 13.57
"'
c
Cl
202.2.18
232.2.16
232.2.18
5.03
5.11
5.73
9.32
11.D2
13.37
1.55
1.114
2.23
1.29
1.53
1.86
1.04
1.22
1.49
0.86
1.02
1.24
0.78
0.92
1.11
0.65
0.77
0.93
9.62
12.94
14.50
4.81
6.47
7.25
17.19
18.05
21.87
8.62
8.39
10.22
15.78
18.05
21.87
17.43
18.05
21.87
232.2.20 6.34 15.64 2.61 2.17 1.74 1.45 1.30 1.09 16.04 8.02 25.55 11.92 25.55 25.55
SPAN6.5m
202.2.18 5.03 7.78 1.21 1.01 0.81 0.67 0.61 0.50 lU9 4.10 16.42 7.87 12.89 14.91
r, 202.2.20
232.2.16
5.57
5.11
8.71
10.13
1.34
1.56
1.12
1.30
0.89
1.04
0.74
0.87
0.67
0.78
0.56
0.65
9.06
11.03
4.53
5.51
18.85
16.67
9.00
7.69
14.24
16.67
16.45
16.67
132.2.18 5.73 11.99 1.84 1.54 1.23 1.02 0.92 0.77 12.36 6.18 20.19 9.37 20.19 20.19
I 262.2.1K 6.25 14.15 2.18 1.81 1.45 1.21 1.09 0.91 16.90 !1.45 23.19 10.03 23.19 23.19
'-' 262.2.20 6.92 16.71 2.57 2.14 1.71 1.43 1.29 1.07 18.70 9.35 27.35 11.83 27.35 27.35
SPAN7.0m
232.2.16 5.11 9.16 1.31 1.09 0.117 0.73 0.65 0.55 9.51 4.75 15.4!1 7.07 15.25 15.48
231.2.18 5.73 10.26 1.47 1.22 0.9!1 0.81 0.73 0.61 10.65 5.33 18.74 8.63 17.06 1!1.74
r , 262.2.18 6.25 13.08 1.87 1.56 1.25 1.04 0.93 0.78 14.57 7.28 21.53 9.24 21.40 21.53
262.2.20 6.92 15.46 2.21 1.84 1.47 1.23 1.10 0.92 16.13 8.06 25.39 10.90 23.64 25.39
I!
5.73 8.86 l.l8 0.98 0.79 0.66 0.59 0.49 9.28 4.64 17.49 14.26 16.67
6.25 12.16 1.62 1.35 1.08 0.90 0.81 0.68 12.69 6.35 20.10 8.54 17.97 20.10
6.92 13.54 1.81 1.50 1.20 1.00 0.90 0.75 14.05 7.02 23.70 10.08 19.85 22.94
7.92 15.48 2.06 1.72 138 1.15 1.03 0.86 16.06 8.03 28.83 12.15 22.59 26.11
r .
262.2.25 8.59 16.76 2.23 1.116 1.49 1.24 1.12 0.93 17.39 8.70 32.09 13.39 24.43 28.22
SPANB.Om
L 6.25
6.92
10.66
11.80
L33
1.48
1.11
1.23
0.89
0.98
0.74
O.H2
0.67
0.74
0.56
0.61
11.15
12.35
5.58
6.17
llt84
22.22
15.12
16.72
Ut01
19.89
7.92 13.49 1.69 1.41 1.12 0.94 0.84 0.70 14.12 7.06 27.03 190.3 22.62
S.59 14.61 un J.S1 1.22 1.01 0.91 0.76 15.28 7.64 30.09 20.59 24.45
302.2.23 9.04 20.22 2.53 2.11 1.68 1.40 1.26 1.05 21.31 10.65 33.34 13.31 29.73 33.34
( ! SPAN8.5m
262.2.20 6.92 10.36 1.22 1.02 0.!11 0.68 0.61 0.51 10.94 5.47 20.91 14.16 17.18
262.2.23 7.92 11.84 L39 1.16 0.93 0.77 0.70 0.58 12.50 6.25 25.44 16.13 19.54
l.....i 262.2.25 8.59 12.K2 1.51 1.26 1.01 0.84 0.75 0.63 13.54 6.77 28.32 17.46 21.11
302.2.23 9.04 18.12 2.13 1.78 1.42 1.18 1.07 0.89 18.87 9.44 31.38 25.43 29.64
302.2.25 9.80 19.63 2.31 1.92 1.54 1.211 1.15 0.96 20.45 10.22 35.31 27.38 31.95
SPAN9.0m
262.2.25 8.59 11.32 1.26 1.05 0.84 0.70 0.63 0.52 12.08 6.04 26.74 18.24
262.2.29 9.90 13.03 1.45 1.21 0.97 0.80 0.72 0.60 13.90 6.95 31.96 20.83
302.2.23 9.04 16.04 1.78 1.48 1.19 0.99 0.89 0.74 16.84 H.42 29.64 21.82 26.05
302.2.25 9.80 17.37 1.93 1.61 1.29 1.07 0.97 o.so IR.24 9.12 33.35 23.50 28.06
SPAN9.5m
302.2.23 9.04 14.27 1.50 1.25 t.no 0.83 0.75 0.63 15.11 7.56 28.08 18.81 22.84
302.2.25 9.80 15.46 1.63 1.36 1.08 0.90 0.81 0.68 16.37 8.18 31.60 20.27 24.60
r. 342.2.25
342.2.29
10.98
12.68
22.3H
25.80
2.36
2.72
1.96
2.26
1.57
1.81
1.31
1.51
1.18
1.36
0.98
1.13
23.40
26.98
11.70
13.49
37.68
46.45
29.95
34.29
35.28
40.40
SPAN lO.Om
L 302.2.23
302.2.25
9.04
9.80
12.75
13.81
1.28
1.38
1.06
1.15
0.85
0.92
0.71
0.77
0.64
0.69
0.53
0.5S
13.64
14.77
6.82
7.39
26.67
30.02
1&.31
17.58
10.04
11.57
342.2.25 10.98 20.04 2.00 1.67 1.34 1.11 1.00 0.84 21.11 10.56 35.80 26.07 31.32
342.2.29 12.68 23.11 2.31 1.93 1.54 1.28 1.16 0.96 24.35 12.17 44.13 29.H7 35.S5
342.2.32 13.94 25.38 2.54 2.11 1.69 1.41 1.27 1.06 26.74 13.37 50.o7 32.H4 39.34
r , SPANlO.Sm
302.2.25 9.80 12.39 1.18 0.98 0.79 0.66 0.59 0.49 13.40 6.70 28.59 15.34 18.96
L 342.2.25
342.2.29
342.2.32
10.98
12.68
13.94
18.02
20.78
22.82
1.72
1.98
2.17
1.43
1.65
1.81
1.14
1.32
1.45
0.95
1.10
1.21
0.86
0.99
1.09
0.72
O.K2
0.91
19.16
22.09
24.26
9.58
11.04
12.13
34.09
42.03
47.69
22.80
26.1J
28.74
27.77
31.77
34.88
SPANll.Om
342.2.25 10.98 16.27 1.48 1.23 0.99 0.82 0.74 0.62 17.45 8.73 32.54 20.03 24.64
r ' 342.2.29 12.6S 18.76 1.71 1.42 1.14 0.95 0.85 0.71 20.12 10.06 40.12 22.96 28.19
I 342.2.32 13.94 20.60 1.87 1.56 1.25 1.04 0.94 0.78 22.10 11.05 45.52 25.28 30.95
L 342.2.25
342.2.29
10.98
12.68
14.73
16.98
1.28
1.4K
1.07
1.23
0.85
0.98
0.71
0.82
SPANll.Sm
0.64
0.74
0.53
0.62
15.97
18.41
7.98
9.21
31.13
38.38
17.68
20.28
21.90
25.06
342.2.32 13.94 18.65 1.62 1.35 1.08 0.90 0.81 0.6S 20.22 10.11 43.54 22.34 27.52
SPAN n.om
( ., 342.Z.29 12.68 15.42 1.28 1.07 0.86 0.71 0.64 0.54 16.91 8.45 36.78 18.00 22.33
I 342.2.32 13.94 16.93 1.41 1.18 0.94 0.78 0.71 0.59 18.57 9.29 41.73 19.83 24.53
L.
-
10.1
' J
250 200 2 Hours or 4 Hours 4.1 10.5 9.8 9.6 9.3 8.9 8.5 6.9 6.0
300 250 2 Hours 4.5 12.0 11.6 11.3 11.0 10.7 10.1 9.6 7.9 6.8
375 300 2 Hours 5.7 14.2 13.7 13.4 13.2 12.9 12.4 12.0 10.3 9.2
i
425 350 2 Hours 6.2 15.7 15.2 14.9 14.6 14.3 13.7 13.3 11.5 10.3 I
475 400 2Hours 6.6 16.7 16.2 15.9 15.6 15.3 14.7 14.2 12.4 11.1 ' j
525 450 2 Hours 7.1 18.0 17.4 17.1 16.8 16.5 15.9 15.4 13.4 12.1
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.
uooo
50 or 75 rnm ' j
-
Composite depth
200mm 150mm Thick
250mm 200111111 !
300mm 250mm
_________ j __
Composite depth 75 mm l
' J
375 mm
425mm
475 mm
525mm
I
300mm Thick
I
-
1<Minimum slructur.d ' 1 350mm
deplh 50mm at cemre '
4!Klmm
of span. Ovemll
thickness at bearing 450mm
must tak~ account of [
the camh:r of tl~ slab. I
-
I j
___L_ _ _ _ __
l )
-
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
i
I j
~-------------~------------
I
' J
50111111
Nominal 50 mm
;\'I in. hearing hearing ror 'I
pn:cast clcmcnls I !
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L
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-
Bolt material: 8.8, ISO 898 Tl
Galvanised to min 5 )lm FatJgueJ
Versions:
Hilti HSLB heavy-duty anchor with inspection control Bolt/rod material
Features: -Automatic torque control HSLG 8.8, ISO 898 Tl, galvanised to min 5 )lm
Hilti HSLG heavy-duty anchor with threaded rod HSLG-R: X5CrNi Mol810, 1,4401, A4-70 DIN 267 Til
Feature: -Various threaded rod lengths
r , (stainless steel)
L Settine; Details
Setting details
I
Anchor M 8/20 I M 8/40 M 10/20 IM 10/40 M 12/25 I M 12/50 M 16/251M 16/50 M 20/30 I M 20/60 M 24/301M 24/60
" torque:~
25 50 80 200 380 500
T;n,1(Nm) T
1g h
temng HGSGL-R
120 200
L
Max. gap mm 4 5 8 9 12 16
HSL 13 17 19 24 30 36
Sw (mm) Width across flats
HSLB 24 30 36 41
dh nun Max. clearance hole 14 17 20 26 31 35
dw mm Washer diameter 20 25 30 40 45 50
h mm) Min. base material thickness 120 140 160 180 220 270
r , Drill bit TE-C-12/20 TE-C-15/25 TE-C-18/20 TE-C-24125 TE-Y-28/37 TE-Y-32137
TE-Y-12/34 TE-Y-15/34 TE-Y-18/34 TE-Y-24132
I....... Drilling system TEIO, TEI4, TE24, TE54, TE54, TE74
TE18-M TE 14, TE 18-M, TE24 TE74 TE54, TE74
TE24, TE54 TE54
r '
I Recommended load F,o, in kN, non-cracked Recommended load for specific application:
\..- Concrete f = N/mm', V= 3 0 F"~ = F30 fa fr fA fR
"
Anchor size M8 MIO Ml2 Ml6 M20 M24 Influence of concrete strength fs
Tensile N 0 6.9 10.4 15.0 25.7 34.6 45.5
Fa= I+ 0.02 (I -a/90) (f"'"- 30)
L
30 7.9 12.5 18.2 31.3 42.6 55.9
Combined 45 8.4 13.6 19.8 34.2 46.6 61.1 For (20 ~ f""'' ~ 55)
Load 60 8.8 14.6 21.3 37.0 50.6 66.2
Influence of depth embedment fT
ShearV 90 9.8 16.7 24.5 42.6 58.6 76.6 fT =h!!f!
hnom
L 195
225
240
1.0 0.94
1.0
0.91
0.97
1.0
0.82
0.87
0.89
0.80
0.82
0.87
0.73
0.76
0.78
187
200
225
1.0 0.96
1.0
1.0
0.85
0.88
0.92
0.78
0.80
0.84
0.74
0.75
0.79
1.0 0.92
1.0
1.0
0.66
0.72
0.83
0.50
0.55
0.64
0.39
0.43
0.51
275 1.0 0.94 0.89 0.81 265 1.0 0.91 0.84 1.0 0.79 0.63
r, 315
350
1.0 0.94
1.0
0.85
0.88
275
300
1.0
1.0
0.92
0.96
0.85
0.88
1.0
1.0
0.82
0.91
0.66
0.73
i 395 0.92 325 1.0 0.92 1.0 0.81
...... 430
470
0.96
1.0
350
390
1.0 0.95
1.0
1.0 0.89
1.0
lI
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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