flexural strengthening of reinforced concrete swiss code
TRANSCRIPT
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Flexural strengthening of reinforced concrete
Swiss Code 166 and other codes/guidelines
ETH Lecture 101-0167-01L
Fibre Composite Materials in Structural Engineering
Christoph Czaderski
3. November 2021
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2ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Overview
Program overview of my lectures and laboratory work
Laboratory competition
Second written intermediate exam
Introduction
Bond between CFRP strip and concrete
Lap-shear test
Slip, Bond shear stress and Bond shear stress-Slip-Relation
Simplified modeling
Debonding failure modes according to SIA 166
End-anchorage
Debonding at shear cracks
Debonding at flexural cracks
Summary, debonding failure modes treated in SIA 166
Example
Several additional topics according to SIA 166
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3ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Program overview of my lectures and laboratory work
Wednesday 03.11.2021, 15:45-17:30 (ETH Hönggerberg)
Lecture on Flexural Strengthening
Preparations for laboratory experiments and intermediate exam
Wednesday 01.12.2021, 15:45 - ca.18:30 (Empa Dübendorf)
Meeting point at Busstation ETH Hönggerberg ETH Link 15:30!!
Application of Externally Bonded FRP Reinforcement
Second written interim exam
Wednesday 15.12.2021, 15:45 – 17:30 (Empa Dübendorf)
Meeting point at Busstation ETH Hönggerberg ETH Link 15:30!!
Laboratory experiments and awarding of lab competition
Empa structural laboratory tour
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4ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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5ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Laboratory Competition
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6ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Concrete
Casting on 24.9.2021
fc,cube28 = 65.5 N/mm2
Steel
fs = 487 N/mm2
ft = 566 N/mm2
CFRP
Ef = 150’000 N/mm2
Test Beam
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7ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Laboratory competition
Lap experiments will be performed on 15.12.2021
Who makes the best prediction ?
Predictions (in kN):
Failure load of Beam
Failure load of Cylinder2
Failure load of Cylinder3
→Submission of the three numbers by email latest by 13.12.2021 to:
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8ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Content of the second exam on
01.12.2021, 15:45 - ca. 18:30!!! at Empa Dübendorf
Topics:
Design of FRP profiles and all FRP structures
Lecture from 20.10.2021, Teacher Dr. M. Shahverdi
Flexural strengthening of RC according to SIA166
Lecture from 03.11.2021, Teacher Dr. C. Czaderski
Column confinement of RC
Lecture from 10.11.2020, Teacher Prof. Dr. M. Motavalli
Externally bonded FRP reinforcement for metallic structures
Lecture from 17.11.2021, Teacher Dr. E. Ghafoori
Conceptual questions on the topics which were presented in the mentioned lectures. Furthermore, some calculations
have to be performed.
Time: 60 Minutes
No laptops, tablets, smart phones etc.
Only a calculator
One A4 – Summary (both sides or two pages one side)
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9ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Introduction
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10ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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11ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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12ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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13ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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14ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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15ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Bond between CFRP strip and concrete
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16ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Lap-shear test
Fl
Bond length lb Fl
strip
adhesive
concrete
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17ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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18ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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19ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Concrete block
CFRP-strip
Image Correlation Measurement System
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20ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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21ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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22ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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23ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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24ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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25ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Active Bond length lb0
slipshifting by
calculation
Active bond length: the length which is actively involved in the force transfer from the strip to the concrete.
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26ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Slip
sf
xx
Slip
sf
sfsf
F
Slip
sf
x
x
Str
aine
Str
aine
x
without connection connection in one point Connection
in several points
x
Fo
rce
pe
r P
oin
t
sf
F
sf
F
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27ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
x
Fo
rce
pe
r C
on
ne
ctio
n P
oin
t
F
Connection Point
Picture taken from http://www.seilziehclub-gonten.ch/images/diverse/Comic1.JPG (displayed mirrored)
rope pulling
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28ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
x
Fo
rce
pe
r C
on
ne
ctio
n P
oin
t
x
Slip
sf
Force F’
per Point
Slip sf
Behavior of the
Connection Point:
sf
F’
F’
F
Connection Point
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29ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
x
Fo
rce
pe
r C
on
ne
ctio
n P
oin
t
x
sf
F’
F’
F
Connection Point S
lip s
fBehavior of the
Connection Point:
Force F’
per Point
Slip sf
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30ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
x
Fo
rce
pe
r C
on
ne
ctio
n P
oin
t
x
sf
F’
F’
F
Connection PointS
lip s
fBehavior of the
Connection Point:
Force F’
per Point
Slip sf
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31ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
x
Fo
rce
pe
r C
on
ne
ctio
n P
oin
t
x
sf
F’
F’
F
Connection PointS
lip s
fBehavior of the
Connection Point:
Force F’
per Point
Slip sf
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32ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
F
F f
Force N
unit area mm2
f
Bond s
he
ar
str
ess
f
Slip sf
Bond shear stress – Slip – Relation
f Bond shear stress
This relation characterizes the bond behavior.
GFb
The area under the bond shear stress – slip – relation
corresponds to the specific fracture energy GFb.
f
sf
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33ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
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34ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Parabolic
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35ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Trigonometric
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36ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Hyperbolic
Trigonometric
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37ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Comparison Modelling - Measurement
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38ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Lap-shear test with strain gauges (SG)
ICS measures slip
SG’s measure strain
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39ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0.0
0.5
1.0
1.5
2.0
2.5
0 50 100 150 200 250
distance [mm]
Str
ain
in
CF
RP
[‰
]
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
0 50 100 150 200 250
distance [mm]
sh
ear
str
ess [
MP
a]
Longitudinal strain
Shear stress between
strip and concrete
hyperbolic shape
hyperbolic shape
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40ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0.0
0.5
1.0
1.5
2.0
2.5
0 50 100 150 200 250
distance [mm]
Str
ain
in
CF
RP
[‰
]
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
0 50 100 150 200 250
distance [mm]
sh
ear
str
ess [
MP
a]
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41ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0.0
0.5
1.0
1.5
2.0
2.5
0 50 100 150 200 250
distance [mm]
Str
ain
in
CF
RP
[‰
]
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
0 50 100 150 200 250
distance [mm]
sh
ear
str
ess [
MP
a]
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42ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0.0
0.5
1.0
1.5
2.0
2.5
0 50 100 150 200 250
distance [mm]
Str
ain
in
CF
RP
[‰
]
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
0 50 100 150 200 250
distance [mm]
sh
ear
str
ess [
MP
a]
trigonometric shape
trigonometric shape
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43ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0.0
0.5
1.0
1.5
2.0
2.5
0 50 100 150 200 250
distance [mm]
Str
ain
in
CF
RP
[‰
]
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
8.0
0 50 100 150 200 250
distance [mm]
sh
ear
str
ess [
MP
a]
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44ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
f
f,mean
sf1
sf
Simplified bond shear stress-slip relation
GFb =f,meansf1
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45ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
F = 5 kN
Ef = 165 GPa, bf = 50mm, tf = 1.2 mm, f,mean = 2.25 MPa
parabolic shape of slip
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46ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
F = 10 kN
Ef = 165 GPa, bf = 50mm, tf = 1.2 mm, f,mean = 2.25 MPa
parabolic shape of slip
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47ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
F = 15 kN
Ef = 165 GPa, bf = 50mm, tf = 1.2 mm, f,mean = 2.25 MPa
parabolic shape of slip
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48ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
F = 20 kN
Ef = 165 GPa, bf = 50mm, tf = 1.2 mm, f,mean = 2.25 MPa
parabolic shape of slip
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49ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
2
ff
f f
xs x =
E t 2
ff
f f
x = xE t
e
f f,meanx =
b0,R
b0
f,mean f
Fl =
b f b0 f1s x=l =s
2
b0,R
f1 2
f f f f,mean
Fs =
2E t b with and we get from Eq. (1) and (3):
(1)
(2)
(3)
and withFb f1 f,meanG =s we get
b0,R f Fb f fF =b 2G E t
(slide 44)
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50ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Bond behavior depends on
Elastic deformation
shear modulus of adhesive and concrete
thickness of adhesive plus a layer of concrete
Bond damage (Entfestigungsbereich, Verbundschädigung)
concrete quality
Additionally, the stiffness (Eftf)
of the strip influences also the
bond behaviour.
GFb
maximum slip
constant (~0.2 mm)
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51ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Comparison with reinforcement
Internal steel reinforcement is surrounded Deflection perpendicular to longitudinal direction is not possible
Normal (confinement) stresses due to interlocking and friction
→ the longer the anchor length, the higher the anchor force up to yielding of the steel reinforcement
Externally applied strip is free on one side Deflection perpendicular to longitudinal direction is possible
→ maximum anchorage force (anchorage resistance) with corresponding length (active bond length)
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52ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
2/3
f0 ct c
4= f =0.4 f
3
g
f0 f0
g
ts =
G
Gg
tg1
f0 = 4.5 MPa
CFRP strip
according to Ulaga:
2/3
s0 ctm ck=2f =0.6 f s0 = 5.8 MPa
s1 = 2.9 MPa
with fck = 30MPa (fc = 38MPa), tg=1mm, Gg=4GPa
sf0 = 0.001 mm
Internal steel reinforcement
according to Sigrist and Marti:
(Skript Stahlbeton Marti 2009)
sf1 ≈ 0.225 mm
GFb = 0.51 N/mm
2/3
s1 ctm ck=f =0.3 f
In SIA262 (2013): fb=1.4fctm
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53ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
ff,max f,mean
f,max
2G=2 =
s
f0 = f,max = 4.1 MPa
CFRP strip
according to Czaderski(Diss ETH No. 20504):
with fck = 30MPa, dmax=32mm
sfo = sf,el = 0.02 mm
sf1 = sf,max = 0.2 mm
2/3 1/4
f ck maxG =0.018 f d [N/mm]
GFb = Gf = 0.41 N/mm
ctHFb ctH
fG = 0.125f
8
2/3
ctH ctm ckf f =0.3 f
CFRP strip
according to SIA 166
with
with fck = 30MPa, dmax=32mm
GFb = 0.36 N/mm
2/3
f0 ctH ck
4= f 0.4 f
3
f0 = 3.9 MPa
2/3
Fb ckG =0.0375 f [N/mm]
(fctH should better be
tested on site)
(SIA D0182)
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54ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Debonding failure modes according to SIA 166
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55ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Debonding failure modes according to SIA 166
concrete
Concept of
SIA166
lb
Fb,R
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56ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Equations for maximum anchorage resistance
ctHb0,R f Fb f f f f f f f f ctH
fF =b 2 G E t =b 2 E t =0.5b E t f
8 SIA 166
fib Bulletin 14 ctmfffbc1maxfa, ftEbkkcαN
k,max b f fd f ctkT =0.5 k b E t f TR55
1
f
bf
b2
bk 1.06b
1400
please note: without safety factors!! See example on slide 66 for the safety concept!!
Italian CodectmckbFkFkffffd ffk.;tE2bF 030
Take care to symbols. They depend on the reference.
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57ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Active bond length
(the length which is actively involved in the force transfer from the strip to the concrete)
b0,R f Fb f fF =b 2 G E t
b0,R
b0
f f,mean
Fl
b
Fb f f
b0
f,mean
2 G E tl
with
If we assume a constant bond shear stress:
Fb f f
2
f,mean
G E t
proportional to
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58ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Equations for active bond length(minimum necessary length for maximum anchor resistance Fb0,R)
SIA 166
fib Bulletin 14
TR55
please note: without safety factors!!
Italian Code
; ;Fb f f f fb0 f0 ctH b02
f0 ctH
G E t E t4 3l 2 f l
2 3 16 f
ctm2
ffmaxb,
fc
tEl
fd ft,max
ctk
E tl =0.7
f
ctm
ffe
f2
tEl
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59ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Units in equations in SIA 166
Equations for maximum anchorage resistance and active bond length
Please note, that the units are not conform!
ctHb0,R f Fb f f f f f f f f ctH
ctH 2
Fb
fF =b 2 G E t =b 2 E t =0.5 b E t f
8
Nf
N mmG =
1mm8
mm
; ;Fb f f f fb0 f0 ctH b02
f0 ctH
G E t E t4 3l 2 f l
2 3 16 f
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60ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Example
ctHFb
f NG
8 mm
f0 ctH
4f MPa
3
b0,R f Fb f fF b 2 G E t 50 2 0.36 165'000 1.2 18.9kN
b0,R
b0,R
f
F315MPa
A
b0,R
b0,R
f
1.91‰E
e
Concrete C30/37
Sika CarboDur S512 tensile strength > 2800 MPa
tensile strain > 17‰
for concrete
C 20/25 to C 50/60
Fb
2.9 NG 0.36
8 mm
f0
42.9 3.9MPa
3
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61ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0
50
100
150
200
250
0
5
10
15
20
25
C12/15 C16/20 C20/25 C25/30 C30/37 C35/45 C40/50 C45/55 C50/60
ac
tive
bo
nd
le
ng
th l
b0
[mm
]
An
ch
ora
ge
re
sis
tan
ce
Fb
0[k
N]
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62ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0
5
10
15
20
25
0 50 100 150 200 250 300
An
ch
ora
ge r
esis
tan
ce F
[kN
]
bond length l [mm]
C50/60
C45/55
C40/50
C35/45
C30/37
C25/30
C20/25
C16/20
C12/15
b b0
2 2
f0 bb,R f Fb f f
Fb f f
if l l :
lF b 2 G E t sin
2 G E t
use radiant in the calculator for sin()
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63ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Design philosopy of preventing end anchorage failure
SIA166: anchorage in the uncracked zone
ACI:
If Vu > 0.67 Vc at strip end, then transverse reinforcement is necessary (they give a design equation
for U-wrap reinforcement Af,anchor)
or (instead of detailed analysis)
for simply supported beams: length ldf after last crack
Elastic solutions for calculating shear and normal stresses at strip end
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64ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
End anchorage, normal stresses at strip end
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65ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Shear and normal stresses at strip end
B4
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0 10 20 30 40
Distance from plate end (mm)
Sh
ear
stre
ss (
MP
a)
Closed-form solution
FEM2(nonlinear)
FEM2(linear)
FEM1
B4
-0.20
-0.10
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0 10 20 30 40
Distance from plate end (mm)
No
rmal
str
ess
(MP
a)
Closed-form solution
FEM2(nonlinear)
FEM2(linear)
see:
Aram, M.R., C. Czaderski, and M. Motavalli, Debonding failure modes of flexural FRP-
strengthened RC beams. Composites Part B: Engineering, 2008. 39(5): pp. 826-841.
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66ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Safety concept
Example: concrete tensile strength at the concrete surface
Mean value from tests fctH = 4.0 GPa
Characteristic value (5% fractile) fctH,k = 3.2 GPa
Design value:
𝑓𝑐𝑡𝐻,𝑑 =𝑓𝑐𝑡𝐻,𝑘𝛾𝑀
=3.2
1.5= 2.1𝑀𝑃𝑎 gM = 1.5 (Tabelle 3 in SIA166, see slide 114)
𝐺𝑓𝑏𝑑 =𝑓𝑐𝑡𝐻,𝑑8
=2.1
8= 0.26𝑁/𝑚𝑚
Design value of fracture energy:
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67ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Debonding failure modes
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68ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
b0,R
b0,R
f
1.91‰E
e
Example
b0,R f Fb f fF b 2 G E t 50 2 0.36 165'000 1.2 18.9kN
Concrete C30/37
Sika CarboDur S512 tensile strength > 2800 MPa
tensile strain > 17‰
According to SIA166,
the maximum allowed strain is 8‰!
??
b0,R
b0,R
f
F315MPa
A
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69ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Figure 38 of PhD Thesis of C.Czaderski (Diss ETH No. 20504):
Global bond shear stress Local bond shear stress
→ bond length constant,
bond shear stress increases
→ bond length increases,
bond shear stress constant
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70ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Figure 38 of PhD Thesis of C.Czaderski (Diss ETH No. 20504):
Global bond shear stress Local bond shear stress
→ bond length constant,
bond shear stress increases
→ bond length increases,
bond shear stress constant
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71ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Simple supported plate
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72ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
-3
-2
-1
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Str
ain
in
co
nc
rete
an
d C
FR
P [
‰]
10kN/m
10kN/m
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73ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
-3
-2
-1
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Str
ain
in
co
nc
rete
an
d C
FR
P [
‰]
10kN/m
20kN/m
10kN/m
20kN/m
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74ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
-3
-2
-1
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Str
ain
in
co
nc
rete
an
d C
FR
P [
‰]
10kN/m
20kN/m
25kN/m
10kN/m
20kN/m
25kN/m
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75ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
-3
-2
-1
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Str
ain
in
co
nc
rete
an
d C
FR
P [
‰]
10kN/m
20kN/m
25kN/m
26kN/m
10kN/m
20kN/m
25kN/m
26kN/m
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76ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
-3
-2
-1
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Str
ain
in
co
nc
rete
an
d C
FR
P [
‰]
10kN/m
20kN/m
25kN/m
26kN/m
27kN/m
10kN/m
20kN/m
25kN/m
26kN/m
27kN/m
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77ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
-3
-2
-1
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Str
ain
in
co
nc
rete
an
d C
FR
P [
‰]
10kN/m
20kN/m
25kN/m
26kN/m
27kN/m
30kN/m
10kN/m
20kN/m
25kN/m
26kN/m
27kN/m
30kN/m
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78ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0
10
20
30
40
50
60
70
80
90
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Te
ns
ile
Fo
rce
in
on
e C
FR
P P
late
[k
N]
30kN/m
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79ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
-100
-80
-60
-40
-20
0
20
40
60
80
100
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Te
ns
ile
Fo
rce
CH
AN
GE
in
on
e C
FR
P p
late
[N
/mm
']
30kN/m
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80ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Maximum Tensile Force CHANGE
according to SIA 166
ff,lim l
R
f,lim c ck
Fb
x
2.5 2.5 0.3 f
(c from SIA 262)
Example
Concrete C30/37
Sika CarboDur S512
ff,lim f
R
f,lim c
Fb 205N mm
x
2.5 2.5 0.3 30 4.1MPa
/
please note: without safety factors!!
f0
42.9 3.9MPa
3 In comparison, the local maximum bond shear stress (Slide 53):
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81ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
0
1
2
3
4
5
6
C12/15 C16/20 C20/25 C25/30 C30/37 C35/45 C40/50 C45/55 C50/60
Sh
ea
r s
tre
ss
l,
lim
[M
Pa
]
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82ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Shear stress limitations, other guidelines
3.7MPa2.90.71.8f1.8f ctkcb
fib Bulletin 14 (approach 3)
TR55
fib Bulletin 14 (approach 2) f (between cracks …)
please note: without safety factors!!
cbb f
lim,c ctk0.8f outside yield zone
lim,y ctk4.5f
fmax fy y
t f ctk
ed
Mt 7.8 1.1- f
x M
in the yield zonem= mean shear stress sc=additional shear stress
due to stress concentration
at flexural cracks
add f f
cs a
h-xV α A
I b
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83ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Debonding failure modes
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84ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Maximum strain in the strip according to SIA 166
Local debonding due to compatibility problems between strip and
concrete at flexural cracks
f,lim,d 8‰e
supplier of the material
f,R f f f,lim f f fuF A E A Ee e
fue
design value!
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85ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Maximum strain in strip, other guidelines
8.5‰6.5lim,f efib Bulletin 14 (approach 1)
TR55
Italian Code
ACI
b ck ctm
fdd cr
f f
0.06k f fk
E te
With kcr = 3.0
scfmax fd
fd f
0.114E t
e e
please note: without safety factors!!
'
cfd
f f
f0.41
n E te
in SI units
(equation for DFM 2 and 3)
(equation for DFM 2 and 3)
sc=localised strain increase at flexural cracks
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86ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Cross-section analysis
Cross-section analysis to determine the strains in the CFRP strips
so that the debonding failure modes 1, 2 and 3 according to
SIA 166 can be verified.
Bond factor according to SIA166: ks=0.7, kf=0.9
''e
ek
Equilibrium with e’’
Compatibility with e
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87ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
es’
Equations for cross-section analysis
'' ''
c s' s fC=T F +F =F F
c f
c c
=x h-x
e eec
es
ef
h
xc
Equilibrium:
Compatibility:
→ one equation with unknowns ec and xc
'' '' s fs f s s f f
s f
T=F F = E A + E Ae e
k k
cF = next slides
d
c s
c c
=x d-x
e e
s' s' s s'F = E Ae
Tensile force:
Compression force:
ds’
c s'
c s' c
=x d -x
e e
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88ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Cross-section analysis
Excel
Mathlab
Software programs e.g. FAGUS
…
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89ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Summary of calculation procedure: first step
Cross-section analysis to determine the strain and forces along the
structure for an assumed maximum load
-3
-2
-1
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Str
ain
in
co
ncre
te a
nd
CF
RP
[‰
]
Length of beam / plate [m]
30kN/m
30kN/m
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90ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Check debonding failure mode 1:
end strip failure
Determine the location of last crack and define anchorage zone
Compare the existing force in the strip at the last crack with anchorage
resistance which can be anchored in the anchorage zone
I: uncracked cross-section
II: cracked cross-section, internal steel in elastic state
III: cracked cross-section, internal steel in yielding state
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91ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Calculation of shear stress between strip and concrete
(force change) and comparison with bond shear strength
ff
f
F
x b
Check debonding failure mode 2:
Debonding at strong strain increase in strip
-100
-80
-60
-40
-20
0
20
40
60
80
100
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Ten
sile F
orc
e C
HA
NG
E in
on
e C
FR
P p
late
[N
/mm
']
30kN/m
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92ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Check debonding failure mode 3:
at flexural cracks
Compare maximum existing strain with maximum admissible strain
0
1
2
3
4
5
6
7
8
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Str
ain
in
co
ncre
te a
nd
CF
RP
[‰
]
30kN/m
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93ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Calculation procedure for a four point beam
1. Calculation crackmoment Mcr and yieldmoment My with cross-section analysis (CSA)- Strip strain at last crack and at the point of steel yielding
2. Assumption of a failure load Pult (larger as Py), then:- with CSA calculation of the maximum strain in the strip
- calculation of the location of the last crack lcr and the location of My (ly und x)
- with this ef and f
3. The three SIA verifications and assumption of a new failure load Pult etc.
fe
M
P
crM
crl
yl
P
x
fyefcre
f,Loade
f ff
f
E A
x b
e
f f,Load fye e e
yM
M P
f
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94ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Summary of the Equations from SIA
ctHFb
f NG
8 mm
f0 ctH
4f MPa
3
2/3
ctH ctm ckf f =0.3 f
b0,R f Fb f fF =b 2G E t
b b0
2 2
f0 bb,R f Fb f f
Fb f f
if l l :
lF b 2 G E t sin
2 G E t
use radiant in the calculator for sin()
; ;Fb f f f fb0 f0 ctH b02
f0 ctH
G E t E t4 3l 2 f l
2 3 16 f
𝜏𝑓,𝑙𝑖𝑚 = 2.5 ⋅ 𝜏𝑐 = 2.5 ⋅ 0.3 ⋅ 𝑓𝑐𝑘
Δ𝐹𝑓
Δ𝑥𝑅
= 𝜏𝑓,𝑙𝑖𝑚 ⋅ 𝑏𝑓
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95ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Summary of the three SIA 166 verifications
1. End strip debonding failure at the last crack
2. Debonding at strong strain increase in strip
3. Debonding at flexural cracks
0
10
20
30
40
50
60
70
80
90
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Length of beam / plate [m]
Te
ns
ile
Fo
rce i
n o
ne C
FR
P P
late
[kN
]
30kN/m
12
3
𝐹𝑓𝑐𝑟 ≤ 𝐹𝑏,𝑅
Δ𝐹𝑓
Δ𝑥≤
Δ𝐹𝑓
Δ𝑥𝑅
= 𝜏𝑓,𝑙𝑖𝑚 ∙ 𝑏𝑓
𝜀𝑓 ≤ 𝜀𝑓,𝑙𝑖𝑚,𝑑 = 8‰
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96ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Note: SIA166 is under revision, a new approach for
debonding mode verifications
Combination of debonding
failure modes 2 and 3
with one verification:
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97ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Example
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98ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Concrete C30/37
Cylinder compressive strength fck = 30 MPa
Tensile strength fctm=2.9 MPa
CFRP
Elastic modulus Ef= 170 GPa
Tensile strength ff = 3000 MPa
Reinforcing steel B500
fsk=500 MPa
Es =205 GPa
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99ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Mcr = 11.8 kNm
εf,cr=1.49‰
Crack
Moment
Calculation with FAGUS from Company Cubus
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100ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
My = 24.0 kNm
εf,y=3.14‰
Yielding
Moment
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101ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Mmax = 42.9 kNm
εf,max=8.00‰
Maximum
Moment
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102ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
1. Step: evaluation of the end anchorage force capacity with
the SIA equations (see slide 94)
ctHFb
f NG
8 mm
f0 ctH
4f MPa
3
b0,R f Fb f fF =b 2G E tTensile strength fctm=2.9 MPa
b b0
2 2
f0 bb,R f Fb f f
Fb f f
if l l :
lF b 2 G E t sin
2 G E t
use radiant in the calculator for sin()
; ;Fb f f f fb0 f0 ctH b02
f0 ctH
G E t E t4 3l 2 f l
2 3 16 f
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103ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Mcr =11.8 kNm
εf,cr=1.49‰
My = 24.0 kNm
εf,y=3.14‰
Mmax =42.9 kNm
(with F=28.6kN)
εf,max=8.0‰
from QSA:
2. Step:
F=28.6kN
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104ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Notes
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105ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Notes
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106ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Several additional topics according to
Swiss Code 166 “Externally bonded reinforcement”
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107ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Design philosophy
Ultimate limit state (ULS)
Serviceability (SLS)
Stresses
Deflections
Accidential situation
Check of deformation capacity
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108ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Ultimate limit state
dd RE
Design value of effects of action ≤ Design value of ultimate resistance
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109ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Hazard Scenario (Gefährdungsbild)
ddki0ik1Q1kPkGd a,X,Q,Q,P,GEE ggg
Ed effects of actions (Auswirkungen)
E actions (Einwirkungen)
Gk permanent actions
Pk prestressing
Qk1 leading action (Leiteinwirkung)
Qki accompanying actions (Begleiteinwirkungen)
Xd material properties
ad geometry
→ see Swiss Code 166
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110ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Accidential design situation:
Hazard Scenario → failure of EBR
Vandalism
High temperature
Impact
Chemical exposure
Fire
…
ddki2idkkd a,X,Q,A,P,GEE
Failure of strip: Ad=0 but reduced resistance of cross-section
Ad: accidential load
→ see Swiss Code 166
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111ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Accidential design situation:
Hazard Scenario → failure of EBR
You have to prove, that the structure does not fail in the case of a
failure of the EBR!
→ remaining safety factor >1.0
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112ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Determination of action effects M and V (Schnittkräfte)
Plastic rotation capacity is reduced!
→ Elastic determination of action effects if FRP are used, e.g. two span beam
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113ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Ultimate resistance
g
d
M
kd a,
XRR ddlim,d a,RR e
Xk = characteristic value of material property
Depending on failure in strengthening material or
bond failure:
= conversion factor
gM = resistance factor
→ see Table 3 in SIA166
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114ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Table 3 in SIA 166
Failure of EBR
Steel strip gM = 1.05 = 1.0
FRP strip gM = 1.30 = 0.8
FRP fabric gM = 1.30 = 0.8
Bond failure
in adhesive gM = 1.50 = 0.8
in concrete gM = 1.50 : see SIA 262
in timber gM, : see SIA 265
in masonry gM, : see SIA 266
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115ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Characteristic values
FRP:
el
f
ffd
efud
Ef
1
→specifications from seller
company, ask also for fractile
values
→CFRP (carbon fibers) might
have an increase of elastic
modulus with loading
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116ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
SLS and evenness
SIA 166: Serviceability (SLS)
Stresses in the internal reinforcement should not exceed 90% of yield strength.
Deflections should be checked
Evenness of concrete surface
for 2 m measurement length (Messlatte): max. 5 mm tolerance
for 0.3 m measurement length (Messlatte): max. 1 mm tolerance
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117ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Deflections
If the strains at top and bottom side along the beam is calculated,
the curvature can be obtained.
By two times integrating, the deflection can be calculated. (consider
also boundary condition: j(L/2)=0)
top bottom
h
e e
0
dxL
22
m m
1w =L -
8 6
Simplified calculation for 4-point beam
(see e.g. Ulaga 2003): L
m = curvature between loads
L
0
dxL
w
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118ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Glass transition temperature Tg
a) b)
Loading Specimen
Supports
Data aquisition
RSA III
Nitrogen supply
Testing chamber
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119ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Glass transition temperature Tg
The Tg of the used epoxies defines the maximum allowable service temperature of the
structure.
fib Bulletin 90:
maximum allowable service temperature Tser ≤ Tg – (10°C to 20°C)
Tg should be larger as 40°C
Tg should be determined according to EN12614
Consider that age, temperature and moisture can influence Tg
SIA 166: the feasibility of the adhesive has to be demonstrated. Beside many other points,
the maximum service temperature has to be declared.
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120ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Deformation capacity
SIA 166 and 262:
For mainly bending load: compression zone x/d ≤ 0.35 what limits reinforcement ratio
on the basis of similar limitation, minimal values of strain in EBR and reinforcement at
ultimate are given in fib Bulletin 14
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121ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Assessment, some remarks
Consider existing stresses and deflections in the structure before strengthening
Internal reinforcement
Good assessment: geometry, strength
Minimum value (brittle behaviour)
Risk of premature concrete crushing if steel is neglected in calculations
Concrete property (tensile strength good enough?)
Static system
…
See also SIA166 chapter 2.1
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122ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Longitudinal force from shear force
Generally, longitudinal force due to shear force shall be carried from
internal steel
If it yields, see SIA 166
and do not forget:
‘Normal’ design as usual
Concrete crushing
Bending resistance in the unstrengthened region
Shear resistance of cross-section
etc.
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123ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Recommendations for durability
For a good long-term behavior of EBR:
No direct UV radiation (also not indirect from snow or water)
No water wetting (exposition classes X0, XC1(dry) and XC3)
For other exposition classes: special measures such as coatings
Moderate sustained loading (prestressing, load)
Service temperatures ≤ ca. 20° lower as Tg
→ new durability concept in the new SIA166, which is currently under revision.
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124ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Literature: Codes/Guidelines
fib (2001) Externally bonded FRP reinforcement for RC structures - Bulletin 14. International Federation for Structural
Concrete (fib), Switzerland.
fib (2019) Externally applied FRP reinforcement for concrete structures - Bulletin 90. International Federation for
Structural Concrete (fib), Switzerland.
SIA166 (2004) Klebebewehrungen (Externally bonded reinforcement). Schweizerischer Ingenieur- und
Architektenverein SIA.
SIA (2004) D 0209, Dokumentation, Klebebewehrung, Einführung in die Norm SIA 166.
CNR (2004) Guide for the Design and Construction of Externally Bonded FRP Systems for Strengthening Existing
Structures, CNR-DT 200/2004. CNR - Advisory Committee on Technical Recommendations for Construction, Rome,
Italy.
ACI (2008) ACI440.2R-08, Guide for the design and construction of externally bonded FRP systems for strengthening
concrete structures. American Concrete Institute.
TR55 (2012) Design guidance for strengthening concrete structures using fibre composite materials, Third Edition.
Technical Report No. 55 of the Concrete Society, UK.
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125ETH Lecture «Fibre Composite Materials in Structural Engineering», C. Czaderski, 3. November 2021
Literature
PhD Theses (can freely be downloaded from www.research-collection.ethz.ch )
Ulaga T (2003) Dissertation ETH Nr. 15062, Betonbauteile mit Stab- und Lamellenbewehrung: Verbund- und
Zuggliedmodellierung, http://dx.doi.org/10.3929/ethz-a-004525392
Czaderski C (2012) Dissertation ETH No. 20504, Strengthening of reinforced concrete members by prestressed,
externally bonded reinforcement with gradient anchorage, http://dx.doi.org/10.3929/ethz-a-007569614
Book chapters
Motavalli, M., C. Czaderski, A. Schumacher, and D. Gsell, Fibre reinforced polymer composite materials for building
and construction, in Textiles, polymers and composites for buildings, G. Pohl, Editor. 2010, Woodhead Publishing
Limited: Cambridge UK. p. 69-128.
Czaderski C., Flexural and Shear Strengthening of Reinforced Concrete Structures, in The International Handbook of
FRP Composites in Civil Engineering, CRC Press, 2013.
p. 235-252