Abstract (Dutch)
Samengestelde betonnen liggers vervaardigd van prefab voorgespannen- en/of gewapende elementen zijn zeer populair in de huidige praktijk van de civiele techniek. Twee betonnen, samengestelde delen van de ligger worden gestort op verschillende tijdstippen. Verschillende elasticiteitsmoduli, opeenvolgende belastingaanbrenging, en verschillend krimp en kruip veroorzaken een herverdeling van de normaalspanning en ongelijke rekken en spanningen in twee aansluitende vezels in het aansluitvlak.
Dit seminar richt zich op de berekening volgens de EN 1992-1-1 en EN 1992-2. De aannames met betrekking tot de berekening en de controle van de gewapende en/of voorgespannen samengestelde liggers en doorsnedes zal worden toegelicht.
Ook wordt er ingegaan op:
• De spanning/rek respons van de doorsnede belast door normaalkracht en buigende momenten,
• De principes van het gebruik van de “initiële toestand” in berekeningen van de uiterste grenstoestand en de bruikbaarheidsgrenstoestand,
• De controle van dwarskracht en wringing,
• De interactie tussen alle snedekrachten,
• De principes van de controles van de spanningbeperking,
• De achtergrond van de scheurwijdtecontrole
Speciale aandacht zal er worden gegeven aan de berekening van de schuifspanning in het aansluitvlak, en de beschouwing van de invloed van de verschillende leeftijd van de betonnen delen met betrekking tot de schuifspanningen. Een alternatieve berekeningsmethode ten opzichte van de Eurocode 2 zal worden voorgesteld en worden getest.
De praktische voorbeelden volgens de Eurocode 2 zullen worden uitgevoerd met behulp van de IDEA StatiCa software.
1. Genk, Belgium, December 9th, 2014
Dordrecht, Netherlands , December 10th, 2014
Eurocode 2 Design of Composite Concrete
Structures
Assoc. Prof. Jaroslav Navrátil, M.Sc., Ph.D.
2. IDEA RS - Literature 4
Book on Prestressing by J. Navratil
€ 100 eBTW
http://eurocode2-naslagwerken-idea.eventbrite.com
3. 3
Design of composite cross-section
Ultimate Limit States
• Flexure, Shear, Torsion
• Interaction of internal forces
• Fatigue
• Shear in composite joint
4. 4
Shear in composite joint
• Standard EN approach
• Lever arm, factor b, shortcomings
• Alternative approach
• Comparative study
Prestressed composite bridge design
• Comparison and standard EN approach
• Effects of creep and shrinkage
• Comparison of EN 1992-1-1 and EN 1992-2
Scope
6. 6
Prefabricated composite structures
became very popular …
• Reinforced/Prestressed beams with
composite slab
• Floors composed of prefabricated
beams made subsequently monolithic
by cast-in-place concrete
• Filigran type floors
• Permanent shuttering floor systems
• Composite bridge beams
7. Different static systems during construction 7
Construction stages
p
po
pa
p
8
pw pA
pr
pe pT
pr pc ps
peq
peg1
to ta tg1 tq t
8
t
• Different moduli of elasticity
• Consecutive load application
• Change of boundary conditions
• Differential creep and shrinkage
8. 1
2
3
5
4
long-term effects
initial stresses
ini
p
ini
c
composite section
variable load
Different “starting” values of the strain and stress are
used for each fibre of the cross-section
effects
Mq
Nq
ULS - initial state method 8
9. ULS - initial state method 9
Unbalanced stresses
(a) (b) (c)
c(<0)
ini
c1
c(<0)
ini c(<0)
c1
unbalanced
c
ini c(<0)
c3
ini
c4
unbalanced
c(>0)
c(>0)
c
Non-linear method is used to find stress–strain state
with respect to “starting” values of the strain and stress
10. ULS - initial state method 10
Unbalanced forces
unbalanced
stresses
unbalanced forces
unbalanced
resultants
n
Mc
n
Nc
Their resultants of unbalanced forces must be added to
the internal forces due to variable loads
11. ULS - initial state method 11
Composite prestressed section
13. ULS shear design 13
Equilibrium conditions of the truss model
d z
Asw
bw As + Ap
(a)
Fs + Fp
D V
(b)
0,5(Fs + Fp )
c
VE E
s
z * cos
s
A s w * w
s * sin
(c)
c
0,5(Fs + Fp )
14. Design for shear
ULS shear design 14
• Model of cross-section is built in
current time – according to existing
phases of cross-section, and with
respect to age of concrete
• „Initial effects“ of shear force in
individual css phases are not
considered in the calculation
• It is assumed that sum of shear
forces from all previous construction
stages act on current configuration of
css
15. ULS shear design 15
Assumptions and parameters
• Material characteristics of concrete are
considered as the smallest of the one,
which are found in governing part of css
(where bw is identified)
• Dimensions for shear design bw, d, z
• from distribution of total strain on
current css
• from code setup (one set of
dimensions is valid for css with and
without composite slab)
• Resultant of shear forces Vy a Vz is
assessed
16. 16
Strength of stirrups
ULS shear design
• Stirrup will be added into css
model together with first phase,
in which it is located
• Development lengths are
respected in determination of
stirrup strength
• Ultimate force is linearly
interpolated
• place, where stirrup leaves
css
• place, where stirrup is cut
by line perpendicular to
direction of shear force
going through centroid
17. 17
Torsion resistance
Internal forces resisting torsion
T
x
z
y
Asw c
s
longitudinal r.
stirrups
concrete
E
18. ULS design for torsion 18
Equivalent thin-walled section
• Program determines
based on stirrup
effective for torsion
• Program calculates
from ratio of area
and perimeter of css
• User defines specific
values
19. ULS design for torsion 19
Equivalent section from stirrup
Equivalent section is determined
from stirrup and current css model
Part of stirrup outside of current css
• Torsional cracking moment TRd,c is
calculated
• Equivalent thin-walled section is
calculated from ratio of area and
perimeter of css
20. ULS design for torsion 20
Equivalent section from stirrup
... equivalent section is determined from stirrup and current css
model …
Stirrup induces the same equivalent
section in 1. phase of css, and in
total composite css
21. Design for torsion
ULS design for torsion 21
• Model of cross-section is built in current time – according to
existing phases of cross-section, and with respect to age of
concrete
• Sum of torsional moments from all previous construction stages
act on current configuration of css
• Material characteristics of concrete are considered as the
smallest of the one, which are found in equivalent thin-walled
section
22. 22
Ultimate Limit States
Design of composite cross-section
• Flexure
• Shear
• Torsion
• Interaction of internal forces
• Fatigue
• Shear in composite joint
unequal strains and stresses
23. Shear at the Interface According to EC 2 23
Standard EN approach
design value of
v v shear stress
Edi Rdi design shear
resistance
EN 1992-1-1, (6.24) – β factor Edi Ed i v b V / z b
Lever arm
• From ultimate bending
resistance
• From real flexural
stress distribution at
loading considered
24. Lever arm
Shear in joint - standard EN 24
Creep and shrinkage:
Stress-strain
response of the
section is
governed by ULS
conditions
• separate compression and tension zones may appear
questionable interpretation of lever arm
• the use of such lever arm in EN formula would be incorrect
25. Factor b
25
Shear in joint - standard EN
Ratio of the longitudinal force in new concrete
area and the total longitudinal force
Edi Ed i v b V / z b
Edi Ed ,max v b v
V S
I b(z)
y
z y
y
I
y,max
S
z
xz zx
Theory of elasticity - Grasshof
b factor relates shear stress at the interface to the maximum shear stress
b can be used if normal stresses are linear (Grasshof) or non-linear
(joint lies within unbroken zone)
26. 26
Shear in joint - standard EN
Discontinuity in stresses distribution
• consecutive construction
• differential creep and shrinkage
EN formula does not reflect stress redistribution in the cross-section
27. Double bending
27
Shear in joint - standard EN
It is recommended to consider conservative value of b = 1.0 in case
of controversial cases
28. Shear in joint from difference
of normal Forces 28
Shear in joint – alternative approach
dN
Average shear stress at the interface is
v
calculated between two neighboring sections b dx
i
c
Edi
The method reflects stress redistribution due to consecutive construction,
differential creep and shrinkage
29. Comparative study
29
Comparison of standard and
alternative methods
What error is introduced in vEdi by using standard EN formula?
Stress distributions considered in the study
vEdi was determined using:
• EN formula with b factor calculated
• formula with b factor = 1.0 where necessary
• alternative formula
30. Comparative study - results
30
Comparison of standard and
alternative methods
Conclusions
• EN underestimates real shear stress in most cases with almost
60% error for stress distribution (C)
• conservative application of EN overestimate shear stress by 35%
31. Analysis of real-life structure 31
length of beams - 15.8 m
12 prefabricated pretensioned beams (C50/60)
width of the bridge - 12.7 m
32. Composite concrete bridge 32
The analyses:
3D FEM model - equivalent portion of the load resisted by one beam
TDA - time-dependent analysis using beam model.
Construction stages:
• transfer of prestressing,
• storage yard,
• casting of composite slab,
• final supports,
• superimposed dead load,
• service stages,
• end of design working life
33. 33
shear stresses at distance
1.1 m from support
1200
1000
800
600
400
200
0
100 150 200 250 300 350 400
Shear stress [kPa]
Shear force [kN]
β-2 dx-2
β = 1,0
β ≤ 1,0
cracks
β=0,57
34. 34
1200
1000
800
600
400
200
0
β-2 dx-2
β-1-1 dx-1-1
β = 1,0
EN 1992-1-1
100 150 200 250 300 350 400
Shear stress [kPa]
Shear force [kN]
β = 1,0
β ≤ 1,0
cracks
cracks
β=0,57
EN 1992-2
shear stresses at distance
1.1 m from support
35. 35
1200
1000
800
600
400
200
0
dx-1-1 dx-2
β-1-1 β-2
dx no cr-2 dx lin-2
dx lin-1-1
shear stresses at distance
100 150 200 250 300 350 400
Shear stress [kPa]
Shear force [kN]
cracks
cracks
1.1 m from support
36. 36
30
25
20
15
10
5
0
0
-1
-2
-3
σc,b-2
σc,b-1-1
σs,t-2
σs,t-1-1
normal stresses at distance
1.1 m from support
1 10 100 1000 10000 100000
Steel stress [MPa]
Concrete stress [MPa]
Age of prefabricated beam [days]
37. Casting of composite slab after 20 years 37
60
50
40
30
20
10
0
0
-0.5
-1
-1.5
-2
1 10 100 1000 10000 100000
Steel stress [MPa]
Concrete stress [MPa]
Slab age [days]
σc,b-2
σc,b-1-1
σs,t-2
σs,t-1-1
40. Shear in construction joint 40
Conclusions for shear in composite joint
• Eurocode 2 method
• does not reflect stress redistribution caused by
construction and differential creep and shrinkage
• underestimates shear stresses (calculated b factor) or
leads to uneconomic design (conservative b factor)
• Alternative method was proposed and tested numerically
• Shear in construction joint is sensitive to creep and
shrinkage redistribution
• Rhelological effects according to EN 1992-1-1 exhibit
higher effects than according to EN 1992-2
41. SLS crack width 41
Crack width according to EN
k r sm cm w s ,max
s
, ,
0.6
sm cm E E
r p eff s c k k ,max 1 2 , 3.4 0.425 /
s
s
ct eff e p eff
s p eff
t
s
f
k
E
1
,
1.3h x for distance of reinforcement > 5 (c + Ф/2)
Stress in the reinforcement is the basis for crack width
calculation
42. SLS crack width 42
Tension stiffening
Effective embedment zone Zones of tension in concrete
43. SLS crack width 43
Depth of effective embedment zone
hc,ef is influenced by
• total depth of css
• effective depth of css
• depth of compression
zone
coeficient k2
• 0.5 flexure
• 1.0 pure tension
• interpolation for eccentric
tension
45. 45
• Model of cross-section is built in current time – according to
existing phases of cross-section, and with respect to age of
concrete
• Initial effects in individual css phases are respected
• Crack width is calculated in each phase and it is assessed
individually
• Effective embedment tensile zone is determined from
• d, k2 determined from css phases separately
• x from total plane of strain of appropriate css phase
• the direction of in-plane gradient of the load plane (RC) /
strain plane (PC)
SLS crack width
Crack width in composite sections
46. SLS crack width
Crack width in composite sections
46
RC composite T-section
Construction stages
• (1) prefabricated web
• (2) slab tref
• (3) superimposed dead
• (4) variable load
composite section
Crack width at midspan for different „initial“
stress distributions obtained for different tref
47. Crack width in composite sections
47
Casting of slab 7 days after casting of web
SLS crack width
48. SLS crack width 48
Crack width in composite sections
Casting of slab 365 days after casting of web
49. SLS crack width 49
Crack width in composite sections
Casting of slab 10 years after casting of web
50. SLS crack width 50
Crack width in composite sections
Casting of slab 30 years after casting of web
51. SLS crack width
Crack width in composite sections
51
RC composite T-section (after 100 years)
Casting of composite slab [days]
Crack in slab [mm]
Crack in web [mm]
52. IDEA StatiCa Composite Beam 52
Repeated requirement from practice: a tool for design of
composite concrete structures id needed
?
Fast and simple input
Workflow and logic of structural engineer must not be adapted to
the method of analysis
Make it easy & provide correct and complete solution
Focused, simple, and fast tool
instead of
generic and complicated program
53. IDEA RS - Literature 4
Book on Prestressing by J. Navratil
€ 100 eBTW
http://eurocode2-naslagwerken-idea.eventbrite.com
54. Thank you for your attention
www.ideastatica.com www.idea-rs.com
Editor's Notes
The history of construction stages influences the ULS and SLS … and cause unequal strains and stresses in two adjacent fibers of construction joint.
The requirement is to ensure that both parts act fully compositely.
Therefore the level of shear stresses at the interface between two parts must be limited. The objective of the paper is to review the methods for the calculation of shear stresses in construction joint
The history of construction stages influences the ULS and SLS … and cause unequal strains and stresses in two adjacent fibers of construction joint.
The requirement is to ensure that both parts act fully compositely.
Therefore the level of shear stresses at the interface between two parts must be limited. The objective of the paper is to review the methods for the calculation of shear stresses in construction joint
Composite concrete beams made of prefabricated prestressed or non-prestressed element and cast-in-place reinforced concrete slab became very popular in present-day civil engineering practice.
The structures utilize different static systems during their construction.
Different moduli of elasticity
Consecutive load application,
Differential creep and shrinkage,
Change of boundary conditions
The history of construction stages influences the ULS and SLS … and cause unequal strains and stresses in two adjacent fibers of construction joint.
The requirement is to ensure that both parts act fully compositely.
Therefore the level of shear stresses at the interface between two parts must be limited. The objective of the paper is to review the methods for the calculation of shear stresses in construction joint
VEd is the shear force, bi is the width of the interface, and z is the lever arm of composite section.
Lever arm: correct solution: z should reflect the flexural stress distribution in the section and loading considered
We integrate the stresses in all parts of compression zone and in all parts of tension zone resultant forces
lever arm
E.g. tensile zone in the slab moves total resultant in tension towards resultant in compression and therefore decreases lever arm. The use of such lever arm in EN formula would be incorrect.
If the plane of construction joint lies within unbroken either compression or tension zones - beta can be used
Therefore EN formula does not reflect stress redistribution in the cross-section caused by consecutive construction, and differential creep and shrinkage of concrete of both composite parts of cross-section
dNc is the difference of the resultant of normal stresses integrated on one of sectional components in two neighboring sections
dx is the distance between two neighboring sections
bi is the width of the interface
The discontinuities in the distribution of normal stresses are symptomatic for composite concrete sections what err?
Study: various distributions of normal stress were introduced by altering the age tref of first component of cross-section reached at the time of casting of composite component - creep + shrinkage + external load after 100 years.
EC2 method with beta factor calculated underestimates real shear stress in most cases with almost 60% error in the case of stress distribution C
conservative application of EC2 formula may overestimate realistic shear stress, by 35% in the case of stress distribution C
One span concrete composite bridge was analyzed for the effects of dead and superimposed dead loads, construction stages, and moving loads (EN 1991-2). The structure is composed of 12 prefabricated pretensioned beams (C50/60) with composite concrete slab (C30/37). The width of the bridge is 12.7 m, the length of beams is 15.8 m
Normal and shear stresses were evaluated at distance d = 1.1 m from support
For various load combinations with live load resulting shear force
Shear stresses at the interface between two parts
Compression zone is broken conservative value Beta =1,0 in most cases EN 1992-2
For max Vz compression zone is unbroken Beta ≤ 1,0
For dx method - „cracks“ means that whole slab is in tension = it means cracked at ULS conditions
EN 1992-1-1: Beta = 1 for whole range of Vz
Cracks for wider range of Vz: up to 250 KN (caused by higher shrinkage acc 1992-1-1 redistribution tension in slab).
„Softening“ due to cracked slab at ULS conditions leads to the stress redistribution from slab to prefa (slab reinforcement does not take all tension over)
For max Vz – identical shear stress for 1992-1-1 and 1992-2 when calculating acc. dx method (= correct result, because most of shear stress in caused by moving load)
In spite of that – different normal stress distribution for 1992-1-1 and 1992-2
Influence of creep
Influence of ULS conditions (LIN elastic response)
Normal stress redistribution
Normal stress redistribution
Significant influence of stress redistribution of normal stresses due to creep to shear stress in the joint (influence by way of “cracks”).
Compression zone is broken Beta =1,0 for all Vz
For dx method – higher redistribution „cracks“ for larger range of Vz
1-1 is higher redistribution tension in slab „Softening“ due to cracked slab at ULS conditions
20 years even higher
The methods for the calculation of shear stresses in construction joint were reviewed
Shear in construction joint is sensitive to creep and shrinkage redistribution
tension in slab, assuming ULS conditions „Softening“ due to cracked slab leads to the stress redistribution from slab to prefa (slab reinforcement does not take all tension over)
p,eff stupeň vyztužení
k2 součinitel, kterým se zohledňuje rozdělení poměrného přetvoření: = 0,5 pro ohyb; = 1,0 pro prostý tah, pro případy mimostředného tahu ….
x výška tlačené zóny
U žlabu není vůbec zřejmé, jaké hodnoty x, d, uvažovat do výpočtu
k2 zohlednuje rozdeleni poměrného pretvoreni po prurezu
Při ohybovém namáhání desky vznikají tři možnosti pro x,d: buď uvažovat z celkového průřezu (co když deska bude pouze tažená, jaké k2?), nebo z přírůstku (jednoduché k programování, ale nezachycuje trhliny v desce), nebo po komponentách (nejvhodnější, protože průběh napětí na komponentě je lineární)
Šířku trhlin počítáme na každé komponentě zvlášť. Není to sice třeba pro případy, kdy je potrhané vlákno kryto dalším betonem, ale zatím se posuzují všechna vlákna. Měli bychom mít možnost neposuzovat šířku trhlin na styku dvou fází průřezu.
Pozn: směr spádové přímky z roviny zatížení (železobeton), z roviny přetvoření (předpjatý b.)
V železobetonu - kvůli snadné identifikaci vrstvy výztuže a následně vzdáleností mezi vložkami
v předpjatém to nelze vzhledem ke spoustě případů, kdy rozdíl mezi směrem spadové přímky a směrem roviny zatížení byl velký a vycházely nesmyslné výsledky. Proto jsme přijali pro předpjatý beton rozdílné řešení
Výpočet byl proveden pro reálná postupně vznikající zatížení. Průřez je jinak vyztužen než předchozí s ohledem na důležitost rozmístění výztuže pro výpočet trhlin
Posuzovala se šířka trhlin uprostřed rozpětí pro různé „inišly“ - průběhy napětí získané pro různé tref
"d:\IDEA\SVN_docs\Idea\Projects\P26_Spřažený průřez\Lukáš Zvolánek\CompositeBeam_CrackWidth\CompositeBeam_CrackWidth.xlsx"
(x) je vztaženo k výsledné napjatosti celého průřezu – poslední (modrý) obr.
(Δx) je vztaženo k přírůstku napjatosti celého průřezu – zelený obr
(x1/x2) je vztaženo ke komponentě (deska/stojina) IDEA RS - modrý obr., spodní část průřezu … x2 je pouze od neutr. osy po spáru
(x) je vztaženo k výsledné napjatosti celého průřezu, přestože v desce už není tlačená zóna
(Δx) je vztaženo k přírůstku napjatosti celého průřezu
(x1/x2) je vztaženo ke komponentě (deska/stojina) IDEA RS
(x) je vztaženo k výsledné napjatosti celého průřezu, přestože je tlačená zóna „přerušena“ v desce taženou – diskutabilní určení x, EC2 mlčí
(Δx) je vztaženo k přírůstku napjatosti celého průřezu
(x1/x2) je vztaženo ke komponentě (deska/stojina) IDEA RS
(x) je vztaženo k výsledné napjatosti celého průřezu, přestože v desce už není tlačená zóna
(Δx) je vztaženo k přírůstku napjatosti celého průřezu
(x1/x2) je vztaženo ke komponentě (deska/stojina) IDEA RS
IDEA vyhodnocuje horší z x1/x2, parametry jsou jasně dány
Shrnutí všech případů na jednu časovou osu (= čas vzniku spřažené desky). Je zřetelné, že čím větší je diference stáří betonů, tím je širší trhlina jak v desce, tak i ve stojině.
Trhlina v desce se vztahuje k sekundární ose (oranžová), aby byla na grafu vidět.
(x1) je vztaženo ke komponentě – deska
(x2) je vztaženo ke komponentě – stojina