Latest Development in Concrete Code 2004 (Oct 2011)
Transcript of Latest Development in Concrete Code 2004 (Oct 2011)
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Development of the ConcreteCode in Hong Kong
Ir Prof Paul PangBuildings Department
October 2011
1. Background of the structural use of concrete
2. Special features of the Code 2004
3. Ductility
4. 3rd edition or Code 2012
5. Acceptable details
6. Workmanship
Content
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1. Background of theStructural Use of concrete
Structural Use of Concrete
Reinforced Concrete Regulations of the London County Council 1915
London County Council By-laws 1938
London County Council, London Building (Constructional) By-laws 1952
Hong Kong Building (Construction) Regulations 1956
Hong Kong Building (Construction) Regulations 1964
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Structural Use of Concrete
Structural Use of Concrete
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Structural Use of Concrete
Structural Use of Concrete 1987 – working stress method
Structural Use of Concrete 1987 – limit state method (following BS8110:1985 with partial load factors 1.5/1.7)
PNAP 187 issued in 1995 stipulated that RSE could follow BS 8110:1985 with partial load factors 1.4/1.6 but subject to additional coring for strength tests
Structural Use of Concrete
Circular Letter to AP/RSE dated 13 December 2004 for the publication of the Code of Practice for the Structural Use of Concrete 2004 (the Code)
2nd edition of the Code published in December 2008
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Code of Practice for the Structural Use of Concrete
1st edition : December 2004
Technical Committee : January 2008
2nd edition : August 2008
3rd edition or Code 2012 : Drafting stage
Background of the Code 2004
2. Special features of the Code
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Features
a. New stress-strain curve and design formulae
b. Use of high strength concrete
c. Beam-column joint design
d. Serviceability in response to wind loads
e. Ductility detailing
a. New stress-strain curve and simplified stress block
k=0.9 for fcu ≤45 N/mm2
k=0.8 for 45< fcu ≤70 N/mm2, or
k=0.72 for 70< fcu ≤100 N/mm2
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Design formulae are provided for K<=K’ and K>K’ respectively, where Kand K’ are defined as follows:
K = M/ b d 2 fcu
For fcu <= 45 N/mm2
K’ = 0.156 for moment redistribution <= 10%; orK’ = 0.402 (βb - 0.4) - 0.18 (βb - 0.4)2 for moment redistribution > 10%
For 45 < fcu <= 70 N/mm2
K’ = 0.120 for moment redistribution <= 10%; orK’ = 0.375 (βb - 0.5) - 0.143 (βb - 0.5)2 for moment redistribution > 10%
For 70 < fcu <= 100 N/mm2 (for which moment redistribution is not allowed)K’ = 0.094
Corresponding new design formulae
b. Use of high strength concrete
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c. Beam-column joint design
BS8110 and Code of Practice 1987 made an over-simplified assumption that beam-column joints would not fail
Researches and load tests on structural frames indicated that shear stresses can be built up within beam-column joints and lead to failure
It is only since the 1970s that the attention of structural engineers has been drawn to the critical role of beam-column joints in reinforced concrete frames. Park & Paulay, 1993 refers
Clause 6.8.1.2 requires that forces resulting from gravity loads and wind forces acting on a beam-column joint shall be properly designed for
d. Serviceability in Response to Wind Loads
Excessive response to wind loads (7.3.2)
Static or dynamic analysis
Static analysis : H/500
Dynamic analysis : Limits of peak acceleration0.15 m/s2 for residential buildings0.25 m/s2 for office or hotel buildings
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e. Ductility detailing
No such provision under BS8110 and the Concrete Code 1987.
Ductility will complement the strength of a structure and enhance the overall performance
Enhances the probability of survival of a structure under extreme loads
3. Ductility
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Design objectives
3 Main objectives:
Strength
Serviceability
Ductility
Why ductility?
Improve performance of the structures
Structures have a much better chance of survival when subject to loads exceeding their strength capacities, e.g. overloading, accidental impact, earthquake, terrorist attack, etc
Hong Kong is densely populated with people live and work in multi-storey buildings. Collapse or disproportionate failure of structures will have dire consequences, must be prevented
Cost vs benefit
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Ductility - definition
Paulay and Priestley:
The term ductility defines the ability of a structure and selected structural components to deform beyond elastic limit without excessive strength or stiffness degradation.
Ductile behaviour
Deflection
Load
Brittle behaviour
Ductile behaviour – large deformation without excessive strength degradation
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Ductility design objectives
Structure shall not fail in a brittle fashion without warning
Capable of sustaining large deformations at near-maximum load carrying capacity
Gives ample warning of failure
Prevents total collapse and prevents casualties
Material properties
Reinforcing steel Concrete
strainstrain
stre
ss
stre
ss
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Analogy
The strength of a chain is the strength of its weakest link
(Diagram from Paulay and Priestley)
Ductile linkBrittle links Brittle links
n Brittle links
(a)Ductile link
(b)Ductile chain
(c)
1. Select a suitable configuration for plastic mechanism
2. Select suitable locations for plastic hinges
3. Design with suitable strength differentials
Capacity design
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Step 1 : Select suitable configuration for plastic mechanism
AvoidPreferred
appropriately detailed locations (plastic hinges)
plastic deformation at undesirable locations
Plastic hinges :
locations for plastic deformations
energy dissipation – energy is dissipated during the process when plastic hinges are formed, reversed, and so on
should be formed in the beams, or in the connections of the beams to columns, but not in the columns
Step 2 : Select suitable locations for plastic hinges
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Design plastic hinges and other regions with suitable strength differentials
Other regions remain elastic under all feasible actions corresponding to over-strength in the plastic hinges
It is immaterial whether the other regions are ductile or brittle
Step 3 : Design with suitable strength differentials
Code requirements
Weak beams
Strong columns and beam-column joints
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Stress behaviour
Uniaxial stress behaviour
Biaxial stress behaviour
Triaxial stress behaviour
f’cc = f’c + 4.1flwhere
f’cc = axial compressive strength of confined specimen
f’c = axial compressive strength of unconfined specimen
f l = lateral confining pressure
Concrete confinement
By transverse reinforcement
which provides passive confinementmaintains concrete core integrity and prevents longitudinal bar buckling
significantly increases strength and ductility
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Confinement reinforcement
(Diagram from Paulay and Priestley)
(a) Circular hoops or spiral
(b) Rectangular hoops with cross ties
(c) Overlapping rectangular hoops
(e) Confinement by longitudinal bars
(d) Confinement by transverse bars
Unconfined concrete
Stress-strain curves for confined andunconfined concrete
(Diagram from Paulay and Priestley)
Compressive strain, εc
Com
pres
sive
stre
ss, f
c Confined concrete
Unconfined concrete
f’cc
f’c
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Stringent requirements for links
e.g. 135 deg anchorage
e.g. restraint of every column main bars within critical zone
Code requirements
4. 3rd edition or Code 2012
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Add new clauses on structural layout for ductility design
Centre of mass vs centre of rigidity
Simple, regular plans preferred. Avoid articulated plans such as T and L shapes.
Symmetry in plan preferred. Avoid significant torsional response.
Integrated foundation system. Avoid partly on rock and partly on soil
Regularity (in geometry and storey stiffness) in elevation
Preferred and undesirable vertical configuration
Clause 2. Basis of design
Review by Poly U and HKU in collaboration with a number of local concrete suppliers
Results agree with current recommendations in the Code
Clause 3.1.5 Elastic deformation
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Revamp as per local researchOld: εcs = csKLKcKeKj
New:
where (εsh)u is the ultimate shrinkage
kh, εs(fcm), βPV and βRH account for effects of effective thickness, concrete grade, paste volume (or aggregate content) and RH respectively
Cs allows for the significantly larger shrinkage of local concrete
Reference : AKH KWAN et al (2010) Shrinkage of Hong Kong granite aggregate concrete. Magazine of Concrete Research
Clause 3.1.8 Drying shrinkage
7.51.15 – 1.35500C
5.01.08500B
Agt %Rm/ReGrade
CS2 : Current : Grade 460New (not yet published) :Grade 500B & 500C
2 options for update of Concrete Code :Option 1 : Grade 500B + 500C Option 2 : Grade 500C only
Clause 3.2 Reinforcing steel
Reinforcing steel
stre
ss
ReRm
strain
Agt
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Revamp
4.3.1 Normal strength concrete
4.3.2 High strength concrete
Means to mitigate spalling under fire, e.g. guidance given in
EC2 clause 6.2
Clause 4.3 Requirements for fire resistance
Clause 6.2 of BS EN 1992-1-2:2004
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Guidance re ductility design consideration
Possible control :
Change in stiffness
Storey drift
Design with suitable strength differential
Clause 5.5 Transfer structure
AKH KWAN Concrete Code HandbookWONG SHF and KUANG JS (2009) on the design of rc beam-column joints to Hong Kong Concrete Code 2004. The HKIE Transactions
Add guidance on design shear force
Add guidance on detailing
Clause 6.8 Beam-column joints
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Guidance on design shear forces
Column
Beam
Vb’
T’
Mc’
Mc
Vb
Vc’
Vc
Nc’
Nc
Beam
TC’
CVjh
Vjv
Potentialfailure plan
C = T = As1 fyC’ = T’ = As2 fyVjh = T+C’-Vc
Vjv = (hb/hc)Vjh
Instead of :
C = T = 1.25 As1 fyC’ = T’ = 1.25 As2
fy
hc
hb
Vertical joint shear reinforcement
may be provided by straight bars or inverted U-bars with adequate anchorages
surplus capacity of column longitudinal reinforcement may be used to resist all or part of vertical shear force in the joint
Horizontal joint shear reinforcement may be provided by links formed from U-bars with adequate tension lap lengths
Guidance on detailing
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Add 9.7.4 Large diameter bored piles
Clause 9.7 Foundations
Clause 9.7.4 Large diameter bored piles
Longitudinal reinforcement
min 6 bars, diameter ≥ 16 mm
shall be of high yield steel bars and not less than:
(a) 0.5% Ac for Ac ≤ 0.5 m2;
(b) 2500 mm2 for 0.5 m2 < Ac ≤ 1 m2;
(c) 0.25% Ac for Ac > 1.0 m2;
where Ac is the gross cross-sectional area of pile.
Transverse reinforcementshall comply with the requirements for columns as stipulated in clauses 9.9.2.2 and 9.9.2.3.
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Review existing requirements
Add ductility detailing for walls
Options for reinforcement fixing
Add ductility couplers
Clause 9.9 Detailing for ductility
Centre of splice (lap or coupler) may be located within middle ½ (instead of ¼) of storey height
If ΣMc ≥ 1.2ΣMb, clause 9.9.2.1 (d) may be dispensed with, where
ΣMc = sum of moment capacities under appropriate axial load of column sections above and below joint;ΣMb = sum of either clockwise or anti-clockwise moment capacities of beams on both sides of joint, whichever is the greater
Clause 9.9.2.1(d) Column longitudinal reinforcement
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1st paragraphDelete reference to “limited ductile high strength reinforced concrete”
9.9.2.2(b)Indicate that an absolute minimum link spacing of 100 mm is also acceptable
Clause 9.9.2.2 Column – transverse reinforcement within critical region
Ductility couplers
Advantage :
Can be placed in any location provided that :
the couplers in columns are staggered in 2 layers at min 300 mm apart, with the lower layer at min 300 mm above structural floor level
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Ductility couplers
Requirements :
The couplers are tested to AC 133 to establish compliance with Type 2 mechanical splices specified in ACI 318
The splice assembly shall fail in bar-break mode
The splice assembly shall have permanent elongation not exceeding 0.1 mm after loading to 0.6fy in accordance with clause 3.2.8.2 of the Code
Ductility couplers
Test to AC 133 “Acceptance Criteria for Mechanical Connector Systems for Steel Reinforcing Bars” :
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Ductility couplers
Result of test to AC 133 :
Add requirements for ductility couplers
Clause 10 General specification, construction and workmanship
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Review existing requirement that:All structural concrete should be obtained from suppliers certified under QSPSC (Quality Scheme for Production and Supply of Concrete) or equivalent unless works are in remote areas or volume of concrete <50m3
Consider if the requirement could be relaxed for normal strength concrete or concrete lower than a specified strength
Clause 11 Quality assurance and quality control
Review 12.1 Basis of design
Ductility requirements
Clause 12 Prestressed concrete
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Load tests to satisfy strength requirement only
Ductility requirement still need to be complied with
Clause 13 Load tests of structures or parts of structures
Update to align with EC, ACI and GB codes and
standards
Annex A Acceptable standards
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5. Acceptable details
Theory vs practicality
(From Moehle)
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Bar lapping for column
Couplers for column
Ordinary couplers Ductility couplers
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Transverse reinforcement for rectangular column
Transverse reinforcement for circular column
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Horizontal joint shear reinforcement
Horizontal joint shear reinforcement
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can be provided by vertical bars or inverted U-bars with adequate anchorages into column above or below the joint.
Vertical joint shear reinforcement
Shear links in beam
Using close stirrups Using open stirrups with a top locking link
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Torsional links in beam
Torsional links in beam
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6. Workmanship
Strong beam-column joints
Stringent requirements for links
2 main objectives
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Construction teamProper fixing of reinforcementIn particular : All links must be securely fixed to main bars
RSEStringent site control and supervision
BDIncreases audit checkingTakes action if defectively bent or loosely fixed reinforcement is found
Efforts required
End