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STUCTURAL FIRE DESIGN Considerations in fire design of steel structures Ioan Both, PhD. Eng Politehnica University of Timisoara Department of Steel Structures and Structural Mechanics Ljubljana, 24 Oct - 3 Nov 2017 Nalobo sofinancirata

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SLIDE 1

STUCTURAL FIRE DESIGN Considerations in fire design of steel structures

Ioan Both, PhD. Eng

Politehnica University of Timisoara Department of Steel Structures and Structural Mechanics

Ljubljana, 24 Oct - 3 Nov 2017

Naložbo sofinancirata Evropska unija iz Evropskega socialnega sklada in Republika Slovenija.

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SLIDE 2

Overview

  • Context. Why fire design?

Materials Actions on structures Fire design considerations Examples Basic design considerations

2

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SLIDE 3
  • Context. Why?
  • Source of energy and heat
  • The cause of material and life loss

Fire effect 1 Fire effect 2 Fire effect 3 Fire effect 4 Fire effect 5 Fire effect 6

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SLIDE 4

Context

Service Engineers Architects

4

Structural Engineers

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SLIDE 5

Materials

  • Structural material is the one which is used in those parts of the

structure which carry loads and give it strength and stiffness

  • Properties of structural materials:

– strength – stiffness – ductility

Structural materials

5

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SLIDE 6

Materials

Ductile materials: able to deform significantly into the inelastic range TENSION or COMPRESSION

Structural materials: ductility

6

0.00E+00 5.00E+07 1.00E+08 1.50E+08 2.00E+08 2.50E+08 3.00E+08 3.50E+08 4.00E+08 0.000 0.050 0.100 0.150 0.200 0.250

Stress-strain

T=20 T=100 T=200 T=300 T=400 T=500 T=600 T=700

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SLIDE 7

Design considerations

7

Actions are classified by their variation in time as follows: – permanent actions (G), e.g. self-weight of structures, fixed equipment and road surfacing, and indirect actions caused by shrinkage and uneven settlements; – variable actions (Q), e.g. imposed loads on building floors, beams and roofs, wind actions or snow loads; – accidental actions (A), e.g. explosions, or impact from vehicles FIRE Several loads  load combinations

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SLIDE 8

Actions on structures

Based on codes

8

General actions Snow Wind Temperature

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SLIDE 9

Design considerations

Design of structures Ultimate limit state (Strength) Serviceability limit state (Deformation) Fire Additional considerations for fire design Temperature dependent materials Thermal properties Fire load Mechanical properties Actions Permanent Imposed Seismic Snow Wind

9

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SLIDE 10

Fire action in design codes

0: Basis of design EN 1990

  • 1: Actions

EN 1991-1-1 EN 1991-1-2

2: Concrete

EN 1992-1-1 EN 1992-1-2

3: Steel

EN 1993-1-1 EN 1993-1-2

4: Composite

EN 1994-1-1 EN 1994-1-2

5: Timber

EN 1995-1-1 EN 1995-1-2

6: Masonry

EN 1996-1-1 EN 1996-1-2

7: Foundations

EN 1997-1-1

  • 8: Earthquake

EN 1998-1-1

  • 9: Aliminium

EN 1999-1-1 EN 1999-1-2 Eurocode Normal temperature Elevated temperature

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SLIDE 11

Resistance (R), Integrity, (E), Insulation(I)

Design considerations

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SLIDE 12
  • The Eurocodes covers the Resistance criterion - the load

bearing capacity of elements and structures. It gives information that allows calculating whether or how long a structure is able to withstand the applied loads during a

  • fire. The design is performed in the ultimate limit state.
  • The EN fire design codes DO NOT relate to the insulation
  • r integrity criteria of structural elements (E or I).

The aim of fire design codes

Design considerations

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SLIDE 13
  • There is no deformation criteria explicitly mentioned in the

Eurocode.

  • Deformation criteria should be applied in two cases:
  • 1. When the fire protection may loose its efficiency in case of

excessive deformations.

  • 2. When separating elements, for example a separating wall,

supported by or located under a structural element may suffer from excessive deformations of this member The aim of fire design codes

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SLIDE 14

Determine mechanical loads and load combinations

Steps of an analysis

Determine fire scenarios Take one fire scenario Calculate the temperatures in the structure Take one load combination Calculate the fire resistance All load combinations considered ? NO All fire scenarios considered ? NO YES YES Results

Fire design considerations

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SLIDE 15

Fire design considerations

Thermal action

15

the fire is represented by a temperature-time curve, i.e. an equation describing the evolution with time of the unique temperature that is supposed to represent the environment in which the structure is located.

  • 1. Standard fire (ISO 834)
  • 2. External curve
  • 3. Hydrocarbon curve
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SLIDE 16

Fire design considerations

Mechanical actions

16

The design against the ultimate limit state is based on the comparison between the RESISTANCE OF THE STRUCTURE calculated with the design values of material properties, and the EFFECTS OF ACTIONS calculated with design value of actions.

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SLIDE 17

Fire design considerations

Design procedures EN1991-1-2 Prescriptive rules Performance

  • based code

Member Part of structure Entire structure Tabulated data Simple calculation models Advanced calculation models Simple calculation models Advanced calculation models Advanced calculation models Member Part of structure Entire structure Simple calculation models (if available) Advanced calculation models Advanced calculation models Advanced calculation models

17

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SLIDE 18

Fire design considerations

Tabulated data: recognised design solutions for the standard fire exposure

18

Columns

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SLIDE 19

Fire design considerations

Simple calculatin models:

  • The resistance is based on analytical relations

19

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SLIDE 20

Introduction

Advanced calculation models

Dedicated FE programs General purpose FE programs

  • SAFIR
  • VULCAN
  • etc.
  • ABAQUS [4]
  • ANSYS
  • etc.

Computational environment is predefined Specific settings should be defined

20

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SLIDE 21

Fire design considerations

Modify the input data

  • Your analysed case

Present the results

  • R / E / I ???

Validate the calculation model Compare the results to a real test

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SLIDE 22

Fire design considerations

ALL CALCULATION MODELS ARE BASED ON THE MATERIAL PROPERTIES DEGRADATION CAUSED BY ELEVATED TEMPERATURE

22

Mechanical properties of steel

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SLIDE 23

Fire design considerations

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Thermal properties of steel Thermal elongation Specific heat Conductivity

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SLIDE 24

Fire design considerations

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Temperature in structural elements Protected steelwork Unprotected steelwork

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Fire design considerations

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Unprotected steelwork temperature development Am/V : section factor Am/V = 1/t

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SLIDE 26

Fire design considerations

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Unprotected steelwork temperature development

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SLIDE 27

Fire design considerations

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Protected steelwork temperature development

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SLIDE 28

Fire design considerations

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Protected steelwork temperature development

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SLIDE 29

Fire design considerations

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Protected steelwork temperature development

Neglecting the specific heat of insulation

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SLIDE 30

Fire design considerations

Simple calculatin models:

  • The resistance is based on analytical relations

30

Tensioned members

NRd - the plastic design resistance of the cross-section for normal temperature design kyθ - the reduction factor giving the effective yield strength of steel at temperature θ reached at time t

Compressed members

Χfi – buckling coefficient A – cross-section area fy – yield limit kyθ - the reduction factor giving the effective yield strength of steel at temperature θ reached at time t

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SLIDE 31

Fire design considerations

Simple calculatin models:

  • The resistance is based on analytical relations

31

Resistance in shear

VRd - the plastic design resistance of the cross-section for normal temperature design kyθ, web - the reduction factor giving the effective yield strength of the web, at temperature θ reached at time t

Resistance in bending

Χfi – buckling coefficient W – Strength modulus fy – yield limit kyθ - the reduction factor giving the effective yield strength of steel at temperature θ reached at time t

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SLIDE 32

Summary quiz?

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1 What are the basic requirements for a building to hold? 2 Which are the main three types of actions? Structural materials and structural elements Permanent, variable and accidental 3 What type of action is fire? Accidental 4 How is the elevated temperature considered? By temperature-time curves (Standard, Exterior and Hydrocarbons) 5 How is the fire resistance established from the structural point of view? Resistance in fire > Load effect in fire

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SLIDE 33

Summary quiz?

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6 What are the three methods to evaluate the fire resistance in prescriptive design? 7 What is the basic cause of structural failure in fire? Tabulated data; Simple calculation models; Advanced calculation models Degradation of mechanical properties 8 What is the main characteristic that influences the temperature development? Section factor Am/V 9 What is the principle of temperature increase for unprotected steel ? Net heat flux (convection and radiation) 10 What is the principle of temperature increase for protected steel ? Temperature difference between insulation and steel

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SLIDE 34

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FRACOF

Benchmark: a standard or reference by which

  • ther(s) can be measured or judged [5]

Number of “benchmark” use

Input and output data should be presented in detail [6]

35

[5]

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SLIDE 36

Events during fire

4: Thermal response

time

R 5: Structural response 6: Failure ???

time

 2: Thermal load 3: Mechanical load

Sarcini

Structural elements

1: Ignition

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SLIDE 37

Reference case

FRACOF fire test [3]

37

Objectives: – To confirm same good performance under long fire duration (at least 90 minutes of ISO fire) – To investigate the impact of different construction details,such as reinforcing steel mesh and fire protection of edge beams – To validate different fire safety engineering tools

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SLIDE 38

Reference case

FRACOF fire test - Setup Grid of a real structure Elements of tested structure [3]

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SLIDE 39

Reference case

FRACOF fire test - Setup Composite floor Real-scale specimen [3]

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SLIDE 40

Reference case

FRACOF fire test Secondary beams IPE300 Primary beams IPE400 Beam to slab connections

Full shear connection !

[3]

40

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SLIDE 41

Reference case

FRACOF fire test - Connections [3]

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SLIDE 42

Reference case

FRACOF fire test - Materials Structural steel: S235 Reinforcing steel mesh: S500 Ø7 / 150x150 Axis distance from top of the slab: 50mm Concrete: C30/37 Steel deck: COFRAPLUS60 - 0.75mm Secondary beams: fy=311 N/mm2 Primary beams: fy=423 N/mm2 Reinforcing steel mesh: fy=594 N/mm2 Concrete cylinder compressive strength: fc=36.7 N/mm2 [7]

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SLIDE 43

Reference case

FRACOF fire test - Loads 15 sand bags x 1512 kg Equivalent uniform load: 390kg/m2 Fire load Mechanical load 120 min of Standard fire curve ISO 834 and a cooling phase [7]

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SLIDE 44

44

Reference case

Unprotected beams Protected beams

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SLIDE 45

Reference case

FRACOF fire test - Results Fire (gas) temperature Heating

  • f

unprotected steel beams [7]

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SLIDE 46

Reference case

FRACOF fire test - Results Heating of protected steel Heating of composite slab [7]

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SLIDE 47

Reference case

FRACOF fire test - Results Temperatures at the unexposed face of slab Deflection of the floor [7]

47

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SLIDE 48

Validation

Displacement with respect to time with respect to temperature Legend:

48

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SLIDE 49

Validation

Temperature with respect to time with respect to temperature Unexposed side of the slab

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SLIDE 50

Benchmark model

Materials properties Mechanical ananlysis

Material Density [kg/m3] Conductivity [W/m K] Specific heat [J/kg K] Steel 7850 40 550 Concrete 2400 0.9 1050

Thermal analysis

Material E [N/m2] ν σy [N/m2] α [1/C] S235 2.1e11 0.3 235.0e6 1.4e-5 S355 2.1e11 0.3 355.0e6 1.4e-5 S500 2.1e11 0.3 500.0e6 1.4e-5

Steel

Material E [N/m2] ν fc [N/m2] ft [N/m2] α [1/C] Concrete 3.3e10 0.2 30.0e6 3.0e6 1.0e-5

Concrete

C30/37

Consideration: only strength of materials is affected by temperature!!! (EN 1994-1-2)

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SLIDE 51

Benchmark model

Materials properties

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SLIDE 52

Benchmark model

Loads

Thermal load:

  • constant temperature for unprotected beams,
  • gradients through protected beams section,
  • imported temperature field for slab

Standard fire curve Mechanical load:

  • sand bags:

3870 N/m2

  • selfweight:

3280 N/m2

7150 N/m2 – uniform pressure on the slab

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SLIDE 53

Numerical model

Heat transfer analysis in Abaqus summary

uncoupled heat transfer analysis sequentially coupled thermal-stress analysis

fully coupled thermal-electric-structural analysis,

fully coupled thermal-stress analysis, adiabatic analysis, coupled thermal-electrical analysis cavity radiation Steady-state Transient Analysis

[4]

  • Basics

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SLIDE 54

Numerical model

Settings

  • Basics

Measurement units are chosen by the user and should be consistent throughout all model(s)

ABAQUS has no settings for units system

For the benchmark the units are: N, m, s, 0C

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SLIDE 55

Numerical model

Temperature field for secondary, unprotected beams

From test uniform temperature Create a 2D heat transfer model for the IPE300 section Define interactions to the environment:

  • convection
  • radiation

Obtain temperature field which will be used in the composite slab model

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SLIDE 56

Numerical model

Temperature field for secondary, unprotected beams

Create part: 2D shell planar

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SLIDE 57

Numerical model

Temperature field for secondary, unprotected beams

Define material:

  • conductivity
  • specific heat
  • density

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SLIDE 58

Numerical model

Temperature field for secondary, unprotected beams

Define section property:

  • Solid

homogeneous

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SLIDE 59

Numerical model

Temperature field for secondary, unprotected beams

Create instances:

  • IPE300

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Numerical model

Temperature field for secondary, unprotected beams

Define steps:

  • Heat transfer

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SLIDE 61

Numerical model

Temperature field for secondary, unprotected beams

Define fire curve:

  • Amplitude

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SLIDE 62

Numerical model

Temperature field for secondary, unprotected beams

Define interactions:

  • Convection

(surface film condition)

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SLIDE 63

Numerical model

Temperature field for secondary, unprotected beams

Define interactions:

  • Radiation

(surface radiation)

63

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SLIDE 64

Numerical model

Temperature field for secondary, unprotected beams

Define mesh:

  • DC2D4

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SLIDE 65

Numerical model

Temperature field for secondary, unprotected beams

Define initial temperature:

  • Predefined

field

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SLIDE 66

Numerical model

Temperature field for secondary, unprotected beams

Create job and run analysis:

  • Jobs
  • Submit

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SLIDE 67

Numerical model

Temperature field for secondary, unprotected beams

Save results:

  • Nodal

temperature

67

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SLIDE 68

Numerical model

Temperature field for secondary, unprotected beams

Save results:

  • Nodal

temperature

68

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SLIDE 69

Numerical model

Temperature field for protected beams

Temperature from test: difference between top and bottom flange It is defined as a predefined field gradient through beam section in the composite slab model (no need for an additional model)

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SLIDE 70

Numerical model

Temperature field for protected beams

Beam elements sections are defined function of a reference line

300 150 120 0.12m 0.30m T [ 0C]

  • Ref. line

Slab Beam

2 1

T2 d2 300 150 114.4 0.155m 0.40m T [ 0C]

  • Ref. line

Slab Beam

2 1

T2 d2

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SLIDE 71

Numerical model

Temperature field for protected beams

Input for predefined field of gradient through beam section:

  • amplitude
  • gradient

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SLIDE 72

Numerical model

Temperature field for protected beams

Amplitude is function of reference line temperature obtained by linear interpolation

300 150 120 0.12m 0.30m T [ 0C]

  • Ref. line

Slab Beam

2 1

T2 d2 300 150 114.4 0.155m 0.40m T [ 0C]

  • Ref. line

Slab Beam

2 1

T2 d2

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SLIDE 73

300 150 120 0.12m 0.30m T [ 0C]

  • Ref. line

Slab Beam

2 1

T2 d2 300 150 114.4 0.155m 0.40m T [ 0C]

  • Ref. line

Slab Beam

2 1

T2 d2

Numerical model

Temperature field for protected beams

x – gradient

θref – temperature at reference line level, d2 – distance from reference line to a point along direction 2; θ2 – temperature at distance d2

2 2

) 1 (      x d

ref

Determination of gradient

x  -3.2757

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SLIDE 74

Numerical model

Temperature field for protected beams

Results

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SLIDE 75

Numerical model

Temperature field for concrete slab

Sequentially coupled thermal-displacement analysis Create a separate heat transfer model (initial model for mechanical analysis – similar coordinates of slab)  It is considered an equivalent thickness of slab according to EN1994-1-2 Annex D

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SLIDE 76

Numerical model

Temperature field for concrete slab

Create the part and partition:

  • 3D shell

planar 

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SLIDE 77

Numerical model

Temperature field for concrete slab

Define material:

  • conductivity
  • specific heat
  • density

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SLIDE 78

Numerical model

Temperature field for concrete slab

Define section:

  • thickness
  • material
  • integration

rule

  • integration

points (without reinforment, yet)

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SLIDE 79

Numerical model

Temperature field for concrete slab

Create instances:

  • slab

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SLIDE 80

Numerical model

Temperature field for concrete slab

Define heat transfer step:

  • transient
  • time

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SLIDE 81

Numerical model

Temperature field for concrete slab

Define interactions:

  • convection for heated

and unheated sides

  • radiation for heated and

unheated side

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SLIDE 82

Numerical model

Temperature field for concrete slab

Define initial temperature:

  • predefined

field – constant through region

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SLIDE 83

Numerical model

Temperature field for concrete slab

Define mesh and finite elements: DS4 (0.3 m)

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SLIDE 84

Numerical model

Temperature field for concrete slab

Run analysis: Create job and submit

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SLIDE 85

Numerical model

Temperature field for concrete slab

Results: Nodal temperatures

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SLIDE 86

Numerical model

Temperature field for concrete slab

Results: Nodal temperatures

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SLIDE 87

Numerical model

Structural analysis of composite slab

Starts from a saved as model of thermal analysis of concrete slab All structural elements, beams and columns, are defined as linear wire element Wireframe Rendered view

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SLIDE 88

Numerical model

Structural analysis of composite slab

Add the reinforcement of the concrete slab

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SLIDE 89

Numerical model

Structural analysis of composite slab

Define “profiles” for the wire elements and

  • rientation

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SLIDE 90

Numerical model

Structural analysis of composite slab

Create “instances” from parts for all elements and “construct” the structure

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SLIDE 91

Numerical model

Structural analysis of composite slab

Define steps for analysis:

  • for mechanical

loading

  • for temperature

influence Both steps are “Static, General”

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SLIDE 92

Numerical model

Structural analysis of composite slab

Define steps for analysis:

  • for mechanical

loading

  • for temperature

influence

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SLIDE 93

Numerical model

Structural analysis of composite slab

Define mechanical interactions between slab and beams: constraints

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SLIDE 94

Numerical model

Structural analysis of composite slab

Define mechanical interactions of connections: connector section “join”

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SLIDE 95

Numerical model

Structural analysis of composite slab

Define Amplitudes :

  • temperature of

unprotected beams,

  • variation of reference

lines for protected primary and secondary beams.

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SLIDE 96

Numerical model

Structural analysis of composite slab

Define Loads :

  • Pressure.

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SLIDE 97

Numerical model

Structural analysis of composite slab

Predefined fields:

  • Initial temperatures

(entire structure)

  • Gradients through

beam section (protected beams)

  • Constant through

region (unprotected beam)

  • From thermal

analysis data base (slab)

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SLIDE 98

Numerical model

Structural analysis of composite slab

Predefined fields:

  • Initial temperatures

(entire structure)

  • Gradients through

beam section (protected beams)

  • Constant through

region (unprotected beam)

  • From thermal

analysis data base (slab)

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SLIDE 99

Numerical model

Structural analysis of composite slab

Predefined fields:

  • Initial temperatures

(entire structure)

  • Gradients through

beam section (protected beams)

  • Constant through

region (unprotected beam)

  • From thermal

analysis data base (slab)

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SLIDE 100

Numerical model

Structural analysis of composite slab

Predefined fields:

  • Initial temperatures

(entire structure)

  • Gradients through

beam section (protected beams)

  • Constant through

region (unprotected beam)

  • From thermal

analysis data base (slab)

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SLIDE 101

Numerical model

Structural analysis of composite slab

Support conditions: Boundary conditions:

  • columns
  • longit. direction
  • transv. direction

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SLIDE 102

Numerical model

Structural analysis of composite slab

Support conditions: Boundary conditions:

  • columns
  • longit. direction
  • transv. direction

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SLIDE 103

Numerical model

Structural analysis of composite slab

Support conditions: Boundary conditions:

  • columns
  • longit. direction
  • transv. direction

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SLIDE 104

Numerical model

Structural analysis of composite slab

Mesh and finite elements:  Slab: S4 (0.3 m) Beams &  columns: B31 (0.3 m)

104

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SLIDE 105

Numerical model - results

Structural analysis of composite slab

Results: Displacements

With respect to time With respect to temperature

105

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SLIDE 106

Numerical model - results

Structural analysis of composite slab

Results, other than obtained in experiment: Axial force

With respect to time With respect to temperature

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SLIDE 107

Numerical model - results

Structural analysis of composite slab

Results, other than obtained in experiment: Vertical shear force

With respect to time With respect to temperature

107

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SLIDE 108

Numerical model - results

Structural analysis of composite slab

Results, other than obtained in experiment: Reinforcement strain

108

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SLIDE 109

Numerical model - results

Structural analysis of composite slab

Deformed shape Axial force

109

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SLIDE 110

Numerical model - results

Mesh sensitivity study

Monitored variable: vertical displacement of the slab centre, U3

Size [m] Variable: U3 [cm] Grid: h Factor r ε Apparent

  • rder: p

Asympt solution Extra-polated value Approximate relative error Extrapolated relative error GCI12 [%] GCI23 [%] 1 0.3 42.03 0.304 1.262 -0.27 4.160 42.20 42.20 0.0064 0.0039 0.49 0.84 2 0.4 41.76 0.383

  • 3

0.5 41.05 0.519 1.354 -0.71 42.04 0.0170 0.0067

 

2 / 1 1

1          

 N i i

A N h

h – representative value N – number of elements Ai – area of element “i” r – refinement ratio (should have close values ε – relative difference A1 – relative error p- order of convergence GCI – grid convergence index

110

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SLIDE 111

Conclusions

  • A benchmark represents a step-by-step procedure for a

thermo-mechanical analysis in a certain FEM computer program, here Abaqus;

  • The procedure used in Abaqus was validated with the

experimental results from the fire test, by means of the same numerical model, for which a complete input data was considered.

111

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SLIDE 112

Bibliography

[1] R. Zaharia, C. Vulcu, O. Vassart, T. Gernay and J.M. Franssen, "Numerical analysis of partially fire protected composite slabs," Steel and Composite Structures, vol. 14, no. 1, pp. 21-39, 2013 [2] Florian Block, Fire Engineering in Practice – State of the Art in Performance- based Design, COST TU904 – 2013 Training School – Naples 7th of June 2013 [3] Fire Behaviour

  • f

Steel and Composite Floor Systems – FRACOF

  • http://www.macsfire.eu/uk-start.html

[4] Abaqus, Documentation Abaqus 6.11 [5] Dictionary.com [6] Wald, F., Burgess, I., Kwasniewski, L., Horova, K. and Caldova, E. (ed.). 2014. Benchmark studies-Verification of numerical models in fire engineering, Prague: CTU Publishing House [7]Bin Zhao, Mohsen Roosefid, and Olivier Vassart, "Full scale test of a steel and concrete composite floor exposed to ISO fire," in Structures in fire (Proceedings of the Fifth International Conference), Singapore, 2008, pp. 539-550 EN 1994-1-2 Eurocode 4 - Design of composite structures - Part 1-2: General rules

  • Structural fire design

112

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SLIDE 113

113

Examples

Tensioned element Compressed element Bended element