ec seminar march 2015
DESCRIPTION
prestressed concrete designTRANSCRIPT
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Design and detailing of Prestressed Building Floors in
Singapore using Euro Code
March 18th 2015
Max Meyer Group Technical Officer
VSL International
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1. Prestressing
a. Structural effects of prestressing
b. Partial prestressing concept
c. Corrosion protection of prestressing steel
2. Why to prestress building floors
3. Design specifics when designing and detailing prestressed floors in buildings
4. PT hardware for prestressing floors in buildings
5. Design/detailing of a warehouse floor using BS8110 and EC2
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Concrete in Compression
Concrete in Tension
Compression and tension due to normal force
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Concrete in Compression
Concrete in Tension
Concrete in Tension
PRECOMPRESSION
By PRESTRESSING
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Compressive and tensile normal stresses due to bending
Tension
Tension Tension
Load Load
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Tension
Tension Tension
Steel to take tension forces
Passive steel to take tension in concrete
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BALANCING of external loading by prestressing
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Stress-strain diagram RC and pre-stress steel
Flexural strains over cross section: i) Non stressed pre-stressing steel ii) stressed pre-stressing steel iii) RC High strength steel must be stressed to fully utilize its ultimate strength
(Graphs are not to scale)
Prestressing tendons need to be stressed not Just for SLS
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Stress-Strain Diagrams
for prestressing strands and reinforcement
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Main effects of prestressing
1. Precompression
Less cracks higher stiffness
2. Balancing of external loads
Less elastic and creep deformation
Slender members
3. Use of high strength steel
Less congestions
Less material to handle
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1. Prestressing
a. Structural effects of prestressing
b. Partial prestressing concept
c. Corrosion protection of prestressing steel
2. Why to prestress building floors
3. Design specifics when designing and detailing prestressed floors in buildings
4. PT hardware for prestressing floors in buildings
5. Design/detailing of a warehouse floor using BS8110 and EC2
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Partial Prestressing Concept
Magnitude of prestressing force P can vary from P=0 (passively reinforced concrete) to a P large enough to balance with a suitable tendon profile fully bending moments due to a given external loading.
What is a sensible amount of prestressing force P depends on type of structure and on loading.
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Pretensioning Posttensioning
Internal External
TYPES OF PRESTRESSING
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1. Prestressing
a. Structural effects of prestressing
b. Partial prestressing concept
c. Corrosion protection of prestressing steel
2. Why to prestress building floors
3. Design specifics when designing and detailing prestressed floors in buildings
4. PT hardware for prestressing floors in buildings
5. Design/detailing of a warehouse floor using BS8110 and EC2
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Corrosion protection of prestressing steel (internal and bonded prestressing)
Initial approach
Pretensioning strands: by alkaline characteristics of concrete, strands are embedded in
with structural/restraint perimeter cracks (if any) small enough not to comprise corrosion confinement function of concrete.
Posttensioning strands: by alkaline characteristics of grout around strands in tendon
duct and of concrete, tendons are embedded in
with structural/restraint perimeter cracks (if any) small enough not to comprise corrosion confinement function of concrete and grout.
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Corrosion protection of prestressing steel (internal and bonded prestressing)
Todays approach
Pretensioning strands: no improvements. Of particular concern are still the end zones of pretensioned girders, where cracking is a structural necessity during load transfer.
Posttensioning strands: Provision of different hardware configuration for three protection levels (PL 1 to PL 3)
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PL1 (EC): alkaline characteristics of grout around strands in tendon duct and of concrete tendons are embedded in (with structural/restraint perimeter cracks if any small enough not to comprise corrosion confinement function of concrete and grout).
PL2 and PL3 (state of the art PT technology for higher exposure classes and lower structural protection layers): conventional metallic tendon duct is replaced by a leak tight HDPE duct (PT Plus duct) and provision of permanent grout cap for the anchorages.
Increase in concrete cover or provision of compression around tendons is not considered to be an effective and reliable method to improve corrosion protection for internal bonded prestressing strands.
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TYPE OF PRESTRESSING
pretensioning Strand embedded in crack free concrete
PL1
Conventional Posttensioning (EC2)
Grout around strands confined by metallic duct embedded in crack free concrete
PL1
Posttensioning With unbonded monostrands
Grease around strand confined by leak Tight PE tube
PL2
State of the art Posttensioning PL2
Grout around strands confined by leak tight PT Plus duct
PL2
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1. Prestressing
a. Structural effects of prestressing
b. Partial prestressing concept
c. Corrosion protection of prestressing steel
2. Why to prestress building floors
3. Design specifics when designing and detailing prestressed floors in buildings
4. PT hardware for prestressing floors in buildings
5. Design/detailing of a warehouse floor using BS8110 and EC2
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Prestressed Floor Slabs in Buildings A Singapore Success Story
Orchard Tower, 1978 Marina Bay Sands, 2011
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DESIGN ADVANTAGES More for less
Shallow structural depth: flat plates, drop panel slabs and banded beam/1-way slab instead of beam/slab systems:
more number of floors for given height
less enclosed space for given number of floors (less aircon running costs)
Less obstruction for M+E ducting/wiring
Bigger column-free spans without need for excessive structural depth less limitations for future potential change of use
Better crack & deflection control
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CONSTRUCTION ADVANTAGES More for less
Use of high strength steel with 4 x UTS of ordinary reinforcement (less material to be handled)
Simple geometry, which allows to cast entire floor efficiently in situ (precasting of only part of floor does not really improve productivity similar to bridge decks, which are only partially precast)
Less on-site labour
Quicker turn-around of formwork
Faster construction
Labour, time and material savings
Improved productivity
Savings in costs
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Taikooshing Cityplaza 3 & 4
66 m 3
2 m
Pour 1 Pour 2 Pour 3 Pour 4
300
1800 x 500 Edge Beam
Construction sequences/cycles
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Activities
Stressing
Flying forms
Reinforcement
Tendons
Concreting
Curing
Columns
Day 5Day 1 Day 2 Day 3 Day 4
4-Day Construction Cycle
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Day 1 AM: Stressing of PT tendons
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Day 1 PM: Stripping of forms
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Day 1 PM: Flying of table forms
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Day 2 AM: Installation of rebar & tendons
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Day 3 AM: Concreting
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Day 4: Curing of concrete & Casting columns
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Fast-Track Construction Traditional Construction
Earlier access for follow-on trades
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Prestressing of building floors is not a technical necessity as prestressing of concrete bridge girders but a choice for economical reasons.
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1. Prestressing
a. Structural effects of prestressing
b. Partial prestressing concept
c. Corrosion protection of prestressing steel
2. Why to prestress building floors
3. Design specifics when designing and detailing prestressed floors in buildings
4. PT hardware for prestressing floors in buildings
5. Design/detailing of a warehouse floor using BS8110 and EC2
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Structural aspects of prestressed floor slabs in buildings
Made from reinforced and prestressed concrete, which is a non linear composite material.
Part of the overall building frame.
Highly statically in determined.
Activated in numerous stages staggered over long period of time.
Have always significant restraints against free shortening of floors due to prestressing and associated creep.
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Structural aspects of prestressed floor slabs in buildings
Not possible to accurately model concrete floor slabs in buildings.
Need for different models to address different aspects of design and detailing:
Gravity loading
Lateral loading
Shortening due to prestressing
Most important principles:
Equilibrium
Ductility
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Prestressed floor slabs in buildings
Deviation forces more important than compression since difficult to predict precisely (restraint effects).
Different to concrete bridges applied load similar or bigger than dead load.
Prestressing is a choice for economical reasons.
Partial Prestressing is a must!
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Partial prestressing is most economical, if drape for tendon profiles is maximized
minimum permissible concrete cover (magnitude of cover has big impact on
achievable drape for tendon profiles in thin members)
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Design aspects Pre-stressing losses
Friction losses
Elastic shortening, if more than 1 cable is stressed
Relaxation of prestressing steel
Creep
Shrinkage
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External load (self weight)
Prestressing layout
Prestressing load case modelled with externally applied anchor and deviation forces
Deformation of individual spans
Secondary moment due to prestressing moment
Design aspects: Secondary Moment
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1. Prestressing
a. Structural effects of prestressing
b. Partial prestressing concept
c. Corrosion protection of prestressing steel
2. Why to prestress building floors
3. Design specifics when designing and detailing prestressed floors in buildings
4. PT hardware for prestressing floors in buildings
5. Design/detailing of a warehouse floor using BS8110 and EC2
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VSL Slab P-T systems for thin members slabs of building floors
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unbonded bonded bonded
VSL monostrand system VSLab system Vslab system
HDPE duct Metallic galvanized duct HDPE PT Plus duct
Permanent grout cap Permanent grout cap
PL2 PL1 PL2
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VSL multistrand P-T system for deep members beams of floors in buildings
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bonded bonded
VSL Gc System VSL Gc System
Metallic galvanized duct HDPE PT Plus duct
Permanent grout cap
PL1 PL2
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Design and detailing of reinforcement in D region at
tendon anchorages
BS8110 EC2
Local zone reinforcement
Designer PT supplier
General zone reinforcement
Designer Designer
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Local zone reinforcement
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General zone reinforcement
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1. Prestressing
a. Structural effects of prestressing
b. Partial prestressing concept
c. Corrosion protection of prestressing steel
2. Why to prestress building floors
3. Design specifics when designing and detailing prestressed floors in buildings
4. PT hardware for prestressing floors in buildings
5. Design/detailing of a warehouse floor using BS8110 and EC2
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Design/detailing of a warehouse floor using BS8110 and EC2
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Surya Kusuma
Fabian Graber
Design Report prepared by
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Presented example is not an optimized design.
For all items comprehensive sets of formula are given with direct references to the code.
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The Structural Eurocode Programme
EN 1990 Eurocode 0 Basis of structural design
EN 1991 Eurocode 1 Actions on structures
EN 1992 Eurocode 2 Design of concrete structures
EN 1993 Eurocode 3 Design of steel structures
EN 1994 Eurocode 4 Design of composite steel and concrete structures
EN 1995 Eurocode 5 Design of timber structures
EN 1996 Eurocode 6 Design of masonry structures
EN 1997 Eurocode 7 Geotechnical design
EN 1998 Eurocode 8 Design of structures for earthquake resistance
EN 1999 Eurocode 9 Design of aluminium structures
Nationally determined parameters defined in National Annex
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Floor Systems in Buildings
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Structural system
Loading in kN/m2
Light LL=2.5 to 7.5
Medium LL=7.5 to 15
Heavy LL=15 to 30
Flat Slabs L/38 to L/42
Flat Slabs with drop panels
L/37 to L/43 L/30 to L/39 L/28 to L/34
beam slab beam slab beam slab
1-way slab/beam L/25 to L/31
L/32 to L/37
L/15 to L/19
L/27 to L/36
L/12 to L/17
L/16 to L/20
2-way slab/beam L/15 to l/17
L/29 to L/36
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2-way flat slab (RC middle strip)
2-way flat slab
PT layout
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Floor System PT Layout
2-way flat slab with drop panels (RC middle strip)
2-way flat slab with drop panels
PT layout
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Floor System PT Layout
Ribbed beams & slab 1-way slab/beam
PT layout
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Design philosophy for design of floors in buildings
BS8110 EC2
resistance ULS: bending, beam and punching shear, torsion
ULS: Bending, beam and punching shear, torsion (fatigue)
serviceability SLS Crack control Deformation Not covered: Vibration (Fatigue) Durability Fire resistance
SLS Stress limitations in concrete and steel Crack control Deformation Not covered: Vibration
durability Corrosion protection of embedded steel Resistance of concrete to attack
Fire resistance X
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Design philosophy ULS
Effects due to design values of actions=
Effects of (partial load factor) x (characteristic value of actions)
Effects of the corresponding resistance, which is a function of design value of the material
property ({characteristic value of the material property}/{partial factor for material})
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Design philosophy SLS
Effects due to design values of actions
Limiting design values of the relevant serviceability criterion
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Design/detailing of a warehouse floor using BS8100 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Partial factors for actions (ULS) BS8110 EC2
adverse beneficial LC with wind
Adverse (unfavourable)
Beneficial (favourable)
Accompanying variable action
Self weight 1.4 1.0 1.4/1.2/1.0
1.35 or =.925*1.35 = 1.26
1.0 1.35
Superimposed dead load
1.4 1.0 1.4/1.2/1.0
1.35 1.0 1.35
Shrinkage 1.0 1.0 1.0
Prestressing (1.2) 0.9 0.9
Live load 1.6 0 1.2/0 1.5 or o*1.5 = 1.0*1.5 = 1.5
0 1.5*o= 1.5*1.0 / 0
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Partial factors for materials (ULS)
BS8110 EC2
ULS ULS
Persistent/ transient
accidental Persistent/ transient
accidental
Concrete 1.5 (bending/ normal force)
1.3 1.5 1.2
Reinforcement 1.15 1.0 1.15 1.0
Prestressing 1.15 1.0 1.15 1.0
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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BS8110
EC2
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BS8110 (cube)
EC2 (cylinder)
Design compressive stress ULS
17.9Mpa 18.1Mpa
Permissible fibre compressive stress SLS
transfer Min {0.5*25=12.5;0.4*40 = 16} = 12.5Mpa
0.6*20 = 12.0Mpa
service General: 0.33*40 = 13.2Mpa At support: 0.4*40=16Mpa
0.45*32 = 14.4Mpa
Permissible flexural fibre tensile stress SLS
transfer Class 2: 1.8Mpa 2.1Mpa
service Class 2: 2.3Mpa Class 3: 4.0Mpa
3.0Mpa
Hypothetical flexural fibre tensile stress
Class 3, 0.2mm: Slab (275mm): Beam (800mm):
Shear stress (to control compressive stress in inclined compression strut)
5.1Mpa 1.11*0.52*18.1/~2 = 5.2Mpa
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BS8110
EC2
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BS8110 EC2
Minimum reinforcement for crack control
For 16 at 200mm and 0.3mm crack width: 240MPa
Maximum stress level in passive reinforcement in cracked zone
(2.3+4)*0.5/1%= 315MPa 0.8*500 = 400MPa
Stress limitation in reinforcement (SLS)
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BS8110
EC2
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BS8110 EC2
Stressing force 75%*1860 = 1395Pa 90%*1636 = 1472MPa =79%*1860
Maximum force after transfer
70%x1860 = 1302Mpa 85%*1636 = 75%*1860 = 1391MPa
Maximum stress level SLS in cracked zone
Not defined 0.75*1860 = 1395Mpa
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Durability Environment Exposure
conditions
Mild Sheltered from severe rain
Moderate Sheltered from severe rain, exposed to condensation
Severe Severe rain, alternate wetting and drying
Very severe Sea water
Extreme Abrasive actions
Class designation
No risk of corrosion or attack
Xo
carbonation XC1 to XC4
chlorides XD1 to XD3
Chlorides from sea water
XS1 to XS3
Freeze/thaw attack
XF1 to XF4
Chemical attack XA1 to XA3
Nominal cover Minimum cover
Maximum crack width
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Table 7.1N gives recommended values for maximum crack width for different exposure classes
With regard to prestressing recommended values shall be use in absence of more detailed requirements
FIB has defined and published such more detailed requirements, which ensure, that internal prestressing tendons exposed to higher exposure classes are well protected against corrosion without need for increased concrete cover and need for compression (of questionable effect in buildings due to restraint effects).
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Exposure class
Reinforced members
Prestressing
Plastic ducts providing leak tight encapsulation
Steel ducts
Unbonded in plastic ducts
Bonded in PT Plus ducts
Quasi permanent LC Quasi permanent LC
Frequent LC
X0, XC1 0.4mm 0.4mm 0.2mm 0.2mm
XC2, XC3, XC4
0.3mm 0.3mm Compression check
0.2mm
XD1, XD2, XS1, XS2, XS3
Compression check
Compression check
Modified table 7.1N (EC2 1992-1-1 page 119)
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Design/detailing of a warehouse floor using BS8100 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Four storey warehouse building floors do not have to be designed for transfer of horizontal
loading
Design working life: 50 years
Exposure:
Location: Singapore, inland (tropical, but not coastal)
Non air conditioned (average relative humidity in Singapore 85%)
Exposure class XC3 (concrete inside building with high air humidity sheltered from rain)
Loading:
Selfweight: 25kN/m3
SDL: 2kN/m2
LL (warehouse): 15kN/m2
Fire rating: 2 hours
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Design/detailing of a warehouse floor using BS8100 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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BS8110 EC2
Beam Type of PT GC 6-12, PL1 GC 6-12, PL2
Duct Corrugated metal duct, circular 80/87
PT Plus plastic duct, circular 76/81
Friction coefficient 0.18rad-1 0.12rad-1
Wobble factor 0.005m-1 0.005m-1
Slab Type of PT VSLab 6-4 and 6-5, PL1
VSLab 6-4 and 6-5, PL2
Duct Corrugated metal duct, flat 20x90
PT Plus plastic duct, Flat 25x90
Friction coefficient 0.18rad-1 0.12rad-1
Wobble factor 0.005m-1 0.005m-1
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Typical cross-section BS8110
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Typical cross-section EC2
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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tendon profile beam
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tendon profile slab
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BS8110 EC2
Beam Slab Beam Slab
Drape 615mm 180mm 510mm 153mm
Short term losses 13.9% 15.8% 11.4% 12.3%
Shrinkage strain 220 280 260 290
Creep coefficient 2.5 2.5 2.6 2.3
Relaxation 49MPa 49MPa 67MPa 67MPa
Long term losses 14.9% 12.9% 8.9% 8.7%
Uplift/DL 105% 170% 110% 150%
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Equivalent frame analysis
This model is only for the calculation of static forces from vertical loading and for calculation of secondary effects due to primary moment from load case
prestressing.
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beam effective flange width BS8110
beam effective flange width EC2
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Selfweight
Prestressing
T=0
T=inf
Superimposed dead load
Live load (pattern loading)
Loading
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For concrete strength at 20Mpa (fck)
For concrete strength at t=28 days
Concrete fibre stresses
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BS8110 EC2
SLS SLS-1 T0
transfer Fibre stresses
SLS-1 T0
transfer Fibre stresses
SLS-2 Tinf
Pattern loading
Fibre stresses
SLS-2 /SLS-5 Tinf
Charac-teristic LC
Fibre stresses; Check, where sections are crackedreinf. to limit crack width
0.75*LL Deflection SLS-3 Tinf
Quasi-permanent LC
min reinforcement due to crack control; Deflection
SLS-4 Tinf
Quasi-permanent LC
Deflection
ULS-bending Maximum bending
ULS-shear Maximum shear
ULS-torsion Maximum torsion
ULS-support reactions (column loading)
Moment and normal force
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Design/detailing of a warehouse floor using BS8110 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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SLS top fibre stresses for beam BS8110
SLS bottom fibre stresses for beam BS8110
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SLS top fibre stresses for beam EC2
SLS bottom fibre stresses for beam EC2
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SLS top fibre stresses for slab BS8110
SLS bottom fibre stresses for slab BS8110
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SLS top fibre stresses for slab EC2
SLS bottom fibre stresses for slab EC2
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beam BS8110
slab BS8110
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beam EC2
slab EC2
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MULS for beam BS8110
VULS for beam BS8110
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MULS for beam EC2
VULS for beam EC2
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MULS for slab BS8110
VULS for slab BS8110
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MULS for slab EC2
VULS for slab EC2
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Design/detailing of a warehouse floor using BS8100 and EC2
1. Floor systems in buildings and PT layouts
2. Design philosophy
3. Partial factors
4. Material properties
5. Durability
6. Design input
7. Selection of floor system and PT hardware, preliminary sizing of beams and slab
8. Basic rebar and PT layout at support and midspan
9. Definition of PT profile, calculation of PT losses; selection of uplift forces to be achieved by PT
10. Structural analysis
11. Discussion of flexural fibre stress envelopes at SLS, deformations and static forces at ULS
12. ULS checks
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Applied Capacity
BS8100 EC2 BS8100 EC2
Bending [kNm]
Beam support face
-3458 -3572 -4080 -4072
midspan 4347 4055 4825 4623
Slab support face
-1957 -2051 -2459 -2416
midspan 1488 1422 1833 1792
Shear [kN]
Beam support face
2270 2177 Stirrups: 1.89mm
Stirrups: 7.17mm
Slab support face
1860 1827
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THE END
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1. Transfer plates
2. Vertical elements
3. Foundations
Content
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Transfer Plate - Function
Transfer of high concentrated forces Thick plates or beams with high rebar content Shear Controlled
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Layered Construction
Stage 1: Casting 1st layer (~ 1/3 d) Stressing bottom tendons
Stage 2: Casting remaining plate (supported by 1st layer) Stage 3: Stressing middle and top tendons
Stage 4: Construction of floors above can proceed
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020
40
60
80
100
120
Concrete Rebars Fmwk Cost
RC
PT
MATERIAL & COST COMPARISON PT VS RC
TRANSFER PLATE
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Pacific Place
Plate area: 1,400m2
Plate thickness: 4.5m thick
Concrete volume: 6,300m3
Layered construction: 3 x 1.5m thk
Reinforcement ratio: RC @ 480 kg/m3 to 180 kg/m3
PT ratio: 27kg/m3
Technical Paper:
Design of Concrete Slabs for Transverse Shear, Peter Marti, ACI Journal 87-S19
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Arrangement of Load Bearing Wall & Columns
Pacific Place Transfer Plate
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Pacific Place
Completed During Construction
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Design Advantages
Thinner Plate reduced selfweight
Better crack control
Better deflection control
Enhanced shear strength
Reduced shear at support
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Construction Advantages
Thinner Plate - less concrete
Less reinforcement, less congestion
Layered construction
Lighter supporting false work
Faster construction
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1. Transfer plates
2. Vertical elements
3. Foundations
Content
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Special Applications:
ICC: PT Out-Rigger VSL AF6-31
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ELEVATION PLAN
International Commerce Center Hong Kong (ICC)
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Integrated Resort Sands
Singapore
Prestressed shear walls
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Temporary Props Max Cap. 8000kN Prop Length up to ~40m
Temporary Post Tensioning AF 6-19
Integrated Resort Sands
Singapore
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Integrated Resort Sands
Singapore
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1. Transfer plates
2. Vertical elements
3. Foundations
Content
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PT foundation rafts assure load transfer in soft ground and water tightness below water table
Warehouse, Switzerland Raffle City, Singapore
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PT provides material and labour savings, and reduces congestion in 5 m deep raft
10,000 m2 Bur Juman raft, Dubai
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PT raft beats RC raft in competitive bid in Dubai and provides improved serviceability
Note: Conventional raft had up to 5 layers of 50 mm reinforcing bars each way. The PT raft had typically 2 layers of 40 mm, and used 21 kg/m3 PT bonded PT tendons.