non-rigid supported hollow core floor
TRANSCRIPT
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Non-rigid supported hollow core floor
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Ronald KLEIN-HOLTE
IPHA Design CourseHollow core slab and Floor design
Non-rigid supported hollow core floor
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Non-rigid supported hollow core floor
Need for flexible, adaptable space
Introduction
� Reduce the number of columns
� Long spans >> hollow core floor
� With integrated steel, concrete or composite beams
� Minimize the structural depth >> possibilities for an additional storey
� Clear route for services
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Non-rigid supported hollow core floor
Non-rigid supported hollow core floor
Introduction
� Reduce the number of columns
� Long spans >> hollow core floor
� With integrated steel, concrete or composite beams
� Minimize the structural depth >> possibilities for an additional storey
� Clear route for services
![Page 5: Non-rigid supported hollow core floor](https://reader031.vdocument.in/reader031/viewer/2022012102/6169f53d11a7b741a34d40c7/html5/thumbnails/5.jpg)
Non-rigid supported hollow core floor
Integrated beams – Shallow beams
Introduction
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Non-rigid supported hollow core floor
Integrated beams – Shallow beams
Introduction
Preliminary tests showed that the
resisting shear force was influencedby the behaviour of the integrated beam.
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Non-rigid supported hollow core floor
Bending in two directions
Mechanical behaviour
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Non-rigid supported hollow core floor
Bending in two directions
Mechanical behaviour
Due to loading the floor and the beam deflect.
Cracks at the interface of beam and in situ concrete or in situ concrete and end of the hollow core unit.
Longitudinal cracks along strands (A)
Shear deformation of the hollow core slab (B) or
sliding of hollow core slab along the beam (B)
=> non-intended composite action
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Non-rigid supported hollow core floor
Full scale tests
Tests in the 1990’s and 2000’s
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Non-rigid supported hollow core floor
Full scale tests
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Non-rigid supported hollow core floor
Integrated beams – Shallow beams
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Non-rigid supported hollow core floor
Full scale tests
Shear-tension failure
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Non-rigid supported hollow core floor
Publications
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Non-rigid supported hollow core floor
Shows the shear forces in a composite structure when the cracks in b) cannot transfer any stresses.
Design model
fib Bulletin 6Codecard 18CUR/BmS Aanbeveling 104
Roggendorf:
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Non-rigid supported hollow core floor
Design model
The failure is controlled by the tensile principal stress of the concrete, which equals to the design strength value when the failure is assumed to follow.
The principal tensile stress is calculated according to the transformed plane stress condition:
�� = ��� =�
2+
�
2
+ 1 + 2
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Non-rigid supported hollow core floor
Design model
�� = ��� =�
2+
�
2
+ 1 + 2
Where τ2 is shear stress due to the non-intended composite action in the direction of the beam.
Challenge: how to describe/derive τ2 ?
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Non-rigid supported hollow core floor
Design model
Beam model
= � ∙�
� ⋅ ���� = ����� ∙
������������
������
The horizontal shear flow due to the non-intended composite action:
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Non-rigid supported hollow core floor
Design model
Beam model
The shear stress in transverse direction due to the non-intended composite action:
2(�) =3 ∙ ��� ∙ �����
4 ∙ ��"(�) ∙ �#(�)
��"(�) = 2� ≯ ℎ
Distribution:
bcr/2
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Non-rigid supported hollow core floor
Design model
Beam model
bcr
fib Bulletin 6:
��"(�) = 2� ≯ ℎ
Current:
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Non-rigid supported hollow core floor
�� = ��� =�
2+
�
2
+ 1 + 2
Design model
Beam model
τ2 is a function of EStopflangens; respectively a function of beff.
The principal stress included the transverse shear stress:
How to derive beff ?
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Non-rigid supported hollow core floor
Coefficient kcd
Calibration of the design model to the tests
The design width:
where L is the effective span length of the beam (distance between moment zero points)
���� = & ∙ '��
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Non-rigid supported hollow core floor
Design model
Line of failure
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Non-rigid supported hollow core floor
Influence of filled cores
Filled cores prevent the deformation of the hollow core cross section, in care of filled cores the shear stress τ2 can be reduced with a factor β:
Values for β . For filling lengths shorter than depth of the core, linear interpolation may be applied.
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Non-rigid supported hollow core floor
Debonding of strands
Check (ULS) the slab at midspan (highest curvature), when exceeding fctda number of debonded strands should be taken into account.
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Non-rigid supported hollow core floor
Serviceability limit state
Check allowable strain and/or crack width:
(2 =)����� ∙ *
��
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
Slab length: 9.0 meter Self weight: 3.6 kN/m2
Dead load: 1.2 kN/m2
Live load: 5.0 kN/m2
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
Beam: THQ 265.10-240.30-450.20
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
The composite cross section for the calculation of the transverse shear stresses:
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
Loads on the beam:
design load beam due to added load:
The shear force in the beam inducing a transversal shear flow:
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
m
Critical point found:
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Non-rigid supported hollow core floor
Transverse shear stress
Example calculation
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Non-rigid supported hollow core floor
Non-rigid supported hollow core floor
Fire design
For shear resistance in fire:Go down to the shear resistance in fire condition in cracked situation:
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Non-rigid supported hollow core floor
Non-rigid supported hollow core floor
Summary
� The shear tension resistance is influenced by the properties of the beam.
� It is about non-intended composite action.
� For design: use the same approach as for shear tension capacity on rigid support; but add a shear stress due to this possible composite action
� For cracked sections the known shear flexure capacity applies
� In case of fire: cracked section => same design formula as rigid support
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Non-rigid supported hollow core floor
Thank you for your attention