Justification of Fédération International de Beton, FIB ...
27
Justification of Fédération International de Beton, FIB, 2000 model for elastic modulus of normal and high-performance concrete, HPC Persson, Bertil 2001 Link to publication Citation for published version (APA): Persson, B. (2001). Justification of Fédération International de Beton, FIB, 2000 model for elastic modulus of normal and high-performance concrete, HPC. (Report TVBM (Intern 7000-rapport); Vol. 7159). Division of Building Materials, LTH, Lund University. Total number of authors: 1 General rights Unless other specific re-use rights are stated the following general rights apply: Copyright and moral rights for the publications made accessible in the public portal are retained by the authors and/or other copyright owners and it is a condition of accessing publications that users recognise and abide by the legal requirements associated with these rights. • Users may download and print one copy of any publication from the public portal for the purpose of private study or research. • You may not further distribute the material or use it for any profit-making activity or commercial gain • You may freely distribute the URL identifying the publication in the public portal Read more about Creative commons licenses: https://creativecommons.org/licenses/ Take down policy If you believe that this document breaches copyright please contact us providing details, and we will remove access to the work immediately and investigate your claim.
Transcript of Justification of Fédération International de Beton, FIB ...
LUND UNIVERSITY
PO Box 117221 00 Lund+46 46-222 00 00
Justification of Fédération International de Beton, FIB, 2000 model for elastic modulusof normal and high-performance concrete, HPC
Persson, Bertil
2001
Link to publication
Citation for published version (APA):Persson, B. (2001). Justification of Fédération International de Beton, FIB, 2000 model for elastic modulus ofnormal and high-performance concrete, HPC. (Report TVBM (Intern 7000-rapport); Vol. 7159). Division ofBuilding Materials, LTH, Lund University.
Total number of authors:1
General rightsUnless other specific re-use rights are stated the following general rights apply:Copyright and moral rights for the publications made accessible in the public portal are retained by the authorsand/or other copyright owners and it is a condition of accessing publications that users recognise and abide by thelegal requirements associated with these rights. • Users may download and print one copy of any publication from the public portal for the purpose of private studyor research. • You may not further distribute the material or use it for any profit-making activity or commercial gain • You may freely distribute the URL identifying the publication in the public portal
Read more about Creative commons licenses: https://creativecommons.org/licenses/Take down policyIf you believe that this document breaches copyright please contact us providing details, and we will removeaccess to the work immediately and investigate your claim.
LUND INSTITUTE OF TECHNOLOGYLUND UNIVERSITY
Division of Building Materials
Justification of Fédérationlnternational de Bétoh, FlB, 2000Model for Elastic Modulus ofNormal and High-PerformanceConcrete, HPC
Bertil Persson
ryBM-7159 Lund 2001
Justification of Fédération International de Béton, FIB, 2000 Model forElastic Modulus of Normal and High-Performance Concrete, HPC
B. Persson
Division of Building Materials, Lund Institute of Technology, Lund University, P.O. BoxII8, SE-221 00 Lund, Sweden
ABSTRACT
This article outlines an experimental and theoretical comparison between the FIB 2000 Modelfor Elastic Modulus of Normal Concrete, NC, and HPC and I44 laboratory tests. Twodimensions of specimen were studied (56 and 100 mm) and one climate (20 "C, sealed or withambient relative humidity, P.H, 60Vo). The age dependence did not seem to be well correlatedbetween the derived and the measured elastic modulus. The FIB 2000 Model overestimatedthe elastic modulus of mature concrete, and in contrast, slightly underestimated the elasticmodulus of young NC. However, as a whole, the derived modulus when using the FIB modelwas about 1207o of the elastic modulus measured at loading. A relationship to strength was
found for this diversity with an increasing overestimation of the E-modulus at low strength.
1. FIB 2OOO MODEL FOR NC AND HPC
The model originated from European work in the field over 10 years [1-6]. The elasticmodulus of concrete was derived according to the following formula:
Edt¡=21.5' (f"*(f,^s)1/3' exp((1-(28/t/t¡)05' sD)) (1)
1:_JcmO -f,,,tt1
Jç
10 MPadenotes 28-day strength (MPa)denotes age (days)
=1daydenotes constant given in Table 1
Table 1. Constants in equations (1) and (2)
Type of cement and concrete strength Notification sSlowly hardening, concrete strength < 60 MPa SL
Normal or rapid hardening cement, concrete strength < 60 MPa N, R
Rapid hardening high-strength cement, concrete strength < 60 MPa RS
0.38
0.25
0.20
All types of cements, concrete strength > 60 MPa SL. N. R. RS O.2O
2
2. METHODS
In all 16 concretes were cast of 2 Portland cements, 1 slowly hardening (Degerhamn, SL)and 1 normal hardening (Slite, S), Table 2. wlb varied between 0.24 and 0.80 with 28-daystrength varying between 24 and 141 MPa (100-mm cube). The aggregate content variedbetween 0.7 and 0.75 and consisted of quartzite sandstone, Table 3. Natural sand was used.
The mixed proportions had silica fume, Table 4 [8-16]. After demolding at 1 day's age
measurement points of steel screws were fixed into items cast in the concrete cylinders on
three sides of them. Half of the specimens were sealed with adhesive aluminum foil.For cylinders 56 mm in diameter 3 LVDT gauging devices were mounted on the side of the
cylinder in order to determine the deformation. The loading for the 56-mm cylinders was
applied were rapidly, after about 0.01 s, in order to obtain the "true" modulus of elasticity
[17]. For the 100-mm cylinders the loading was applied in a more traditional way with a rateof about 1 MPa/s (over which period substantial creep took place, especially at young ages
[8]). The observed elastic modulus was smaller at slow loading. Mechanical devices wereused when the deformation was measured on the 100-mm cylinders in turn calibrated tolength by an INVAR rod.
Table 2.The chemical composition of the cements 18-161
Chemical composition (Vo) Normal (S) Slowly hardenine (SL)
CaOsio2AlzO¡FezO:KzONa2OMgoSo¡Ignition losses
COzClinker minerals:CzS
C¡SC¡AC¿AFPhysical propertiesWater demandInitial setting timeDensitySpecific surface
62204.42.3t.40.23.53.12.4t.9
652t.63.54.40.580.050.782.070.470.14
2t5lt.7t3
t4518
7
28Vo
154 min.3122kglmj364 m2lks.
257o
145 min.3214kglm3305 mzlks.
Table 3 - Properties of the aggregate (quartzite sandstone) [71
Compressive strength(MPa)
Split tensile strength(MPa)
Elastic modulus(GPa)
Ignition losses(7o)
333 15 60 0.3
3
Table 4. Mix proportions and strength of concretes, cylinder diameter, d (kg/m3, MPa, cm)Mix Cement, c Cement type Silica fume, s w/b Sand filler Air (Vo) 28-day strength d1
2
J
45
6
7
8
2l3238N38550Ns0s80N80s
460440445455
s30490545500389360400285340250260
2I444523
5051
495550
0.360.340.340.30.280.210.210.240.240.320.380.380.500.500.800.80
4.81.1
40.91.1
1.21
1.3
1.3
12
T2
r.4t33.51.2t.9
6985
698999106
t12t14147554286306I242l
6
6
6
6
6
6
6
6
10
10
10
10
10
10
10
10
495
SLSLSLSLSLSLSLSLSLNNNNNNN
50106
68145JJ
r65
185
3. RBSULTS AND ANALYSES (SEE ALSO APPENDICES)
3.1 ResultsEvaluations according to the FIB 2000 model were plotted versus the measured laboratory
results, Figures 1-2. Cylinders 56-mm with quasi-instantaneous loading were used from Iday' age up to 500 days' age. Loading of air and sealed cured specimens showed no
significant difference between the measured moduli of elasticity, Figure 1. Figure 2 shows an
overestimation with the FIB Model increased with age. Figure 3 shows the ratio of derived tomeasured elastic modulus versus strength. Calculations according to the FIB 2000 Model at
500 days' age showed about 307o larger values compared with the measured value -independent of strength, Figure 3. At 1-3 days' age the elastic modulus was overestimated byabout 207o. At 28 days' age an overestimation by about l)Vo of the E-modulus occurred. InFigure 4 the value of the overestimation with the FIB Model is confirmed also for a moretraditional way of obtaining the E-modulus (a slow loadin g rate of about I MPa/s). The effectof strength level is clear in Figure 4. The overall overestimation with the FIB Model was
about 23Vo.For mature HPC (high strength) the estimated value was more correct, Figure 4.
3.2 AnalysesPreviously a comparison was performed between measured shrinkage of HPC and
shrinkage estimated by the FIB 2000 Model [18]. In the present study on the elastic modulustwo parameters may affect the overestimation and strength dependence of the FIB Model:
o Too alarge exponent for the time dependence of strength, 0.5o In contrast a too low exponent for the strength dependence,ll3
The ratio of the elastic modulus with the FIB 2000 Model, Eç¡¡¡, àîd measured, E*, is shownin Figure 5-6. The number of specimens is given in Table 5. The following loading age, t(days), and 28-day strength,/,- (MPa), dependences were calculated (GPa):
4
60Go.o=50ot,otr;40tr,E'= 30t,Èt20oEI
ul10
60GÀoY50ot,otro40tr
Ë30Ø¿
E20oEI
UJ10
10 20 30 40 50 60
Measured E-modulus (GPa)
trEc(Ð-air(<29d,____)aEc(Q-air(500d,----). Ec(t) - sealed (< 29 d, _ )
Figure 1. FIB model estimation vs measuredresults, 56-mm cyl., air or sealed curing.
'1,80
1,60
1,40
1,20
1,00
0,80
60
10 20 30 40 50
Measured E-modulus (GPa)
o Ec(t) - 1-3 d (_ )
trEc(t) -28d(___)ÂEc(t)-500d(---)
Figure 2. FIB model estimations versus themeasured laboratory results, 56-mm cyl..
X
0 50 100 150
28-day strength (MPa)
xEc(t)-2d (---) xEc(t)-7d (---- )
o Ec(t) - 28 d ( --- ) a Ec(t) - e0 d ( -lFigure 4. Ratio of derived to measuredelastic modulus vs strength, 100-mm cyl..
X
.x
1,80
1,60
1,40
1,20
'1,00
8eolîl¡e8rrE=túloø9=ã=o=rEö9EtrúEr(õo-.e€Eg
e3IIE-c tl.=olEE¡n>tt'=oo=Ediat, 0):EËp9ä'ntbg.9oa!=añ
0,8080 100
28-day strength (MPa)
120
oEc(t)- 1 d (-) xEc(t) -2-3d (---)o Ec(t) - 28 d (___) a Ec(t) - 500 d ( - - - )
Figure 3. Ratio of derived to measuredelastic modulus versus strength, 56-mm cyl..
^2Þ ü,'
{: ,A¿,
'.9oO--<60
8
o^s
X
A
A
A
ã
.E
r-¡_
trx{ x
X
Ax
A
Ax
Xð
tr\ü
xX
-."4
5
Table 5. Elastic modulus with the FIB 2000 Model and measured- number of specimens [8,9].d (mm) E. (GPa) E" (GPa) f". (MPa) Ec(t)-t d Ec(t)-2-z¿ Ec(t)-zd Ec(t)-28 ¿ Ec(t)-eg d Ec(t)-sgg d Ec(t)+otar
JJ56100
Total2l
453l
9360
t6
I6
32t648
16
t632
t6
t6
8064144
I6r6
16
t6
f,^tEqt¡
E-
E4¡y'8*= l'14' to'022e
E4ty'E^ = 2.67' f,^ -0. t 896
denotes the 28-day strength (MPa)denotes the loading age (days),
denotes the elastic modulus with the FIB 2000 Model (GPa)denotes the measured elastic modulus (GPa)
(2)
(3)
0 50 100
28-day s'trength (MPa)
o 56-mm cylinder r 100-mm cylinder
Figure 6. Elastic modulus with the FIBModel to measured vs 28-day strength [8,9].
Ë g 1'5
ËRø9ftrEo 1E#9õËE8eE tt 0,5
9o:E 0)
E6;E-E
Ë*trEestrEtrrr
1,5
ta
0,5
10 100 1000
Loading age (days)
. 56-mm cylinder r 100-mm cylinder
Figure 5. Elastic modulus with the FIBModel to measured vs loading age [8,9]
150
4. SUMMARY AND CONCLUSIONS
An experimental and theoretical comparison between the elastic modulus estimated with the
FIB 2000 Model for Normal and High-Performance Concrete and I44laboratory tests on 16
concretes was performed. Two dimensions of specimen were studied (56 and 100 mm) and
one climate (20 "C, sealed or relative humidity 607o). The following conclusions were drawn:
The age dependence did not seem to be well correlated between the derived and themeasured elastic modulus.The FIB 2000 Model overestimated the elastic modulus of mature concrete, and incontrast, slightly underestimated the elastic modulus of young NC.As a whole, the derived modulus with the FIB model was about 1207o of the elasticmodulus measured at loading.A relationship to strength was found for this diversity with an increasingoverestimation of the E-modulus at low strength.
a
a
IT
TT
I a
a
oTI
'o oo
a
a
6
REFERENCES
1. CEB Bulletin d'Information, 199, Comité Euro-International du Béton, Lausanne (1990).
2. CEB_FIB Model Code 1990, CEB Bulletin d'Information, No. 2l3l2l4 (1993).3. European Committee for Standardization (CEN), ENV 1992-1, Design of Concrete
Structures, Part 1: General Rules and Rules for Buildings (1991).4. H.S. Müllef ,"Znt Vorhersage der Schwindenverformungen von Bauteilen aus Beton", On
the Prediction of Shrinkage of Concrete. Salutation Paper for Prof. Reinhardt (1999).
5. H.S. Müller, C.H. Küttner and V Kvitsel, Issue for RFGC - ACI'Workshop, Paris (1999),
6. H.S. Müller and V. Kvicel, Creep and Shrinkage Model for Normal and HPC - conceptfor a uniform code-type approach, ACI, Paris (2000)
l. M. Hassanzadeh, Fracture Mechanical Properties of HPC, Report M4:05, Lund Inst. ofTechnology, Div. Building Materials, Lund University (1994) 8-13.
8. B. Persson, Quasi-instantaneous and Long-term Deformations of HPC with Some RelatedProperties, Doctoral Thesis, Report TVBM-1016, Lund University, Lund (1998), 500 pp.
9. B. Persson, Deformations of House Construction Concrete - Effect of ProductionMethods on Elastic Modulus, Creep and Shrinkage, TVBM-3088, Lund (1999) 7l pp.
10. B. Persson, Shrinkage and Strength of Self-compacting Concrete with Different Kinds ofFiller, Report U00.13, Division of Buitding Materials, Lund University, Lund (2000) 2 pp.
11. B. Persson, Quasi-instantaneous and Long-term Deformations of HPC with Sealed
Curing, Advanced Cement Based Materials 8 (1998) 1-16.
12.8. Persson, Influence of Maturity on Creep of HPC, Materials and Structures 32 (1999)506-519.
13. B. Persson, Experimental Studies on Shrinkage in HPC, Cement and Concrete Research.
28 (t991) 1023-1036.14. B. Persson, Basic Deformations of HPC at Early Ages, Nordic Concrete Research 20
(1997) s9-74.15. B. Persson, Strength and Shrinkage of Self-compacting Concrete, International'Workshop
on Shrinkage in Concrete, Ed. by V. Baroghel-Bouny and P.-C. Aïtcin (2000) 2l-99.16. B. Persson. Creep, Shrinkage and Elastic Modulus of Self-compacting Concrete. Proc.
First Int. RILEM Symposium, Stockholm, Ed.: Skarendahl and Peterson (1999) 239-250.l7 .P. Acker, Creep and Shrinkage of Concrete, Proc. Fifth International RILEM Symposium
on Creep and Shrinkage in Barcelona. RILEM E & FN Spon. London (1993) 3-I4.18. B. Persson, Validation of Fédération International de Béton, FIB, 2000 Model for
Shrinkage in Normal Concrete and HPC, Report TVBM-7157, Division of BuildingMaterials, Lund Institute of Technology, Lund University, Lund (2001) 108 pp.
7Appe¡dixliþelast
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32,00
24,00
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69,00
26,00
50,00
44,00
86,0043,00
58,0048,00
91,00
46,00
106,00
58,00
111,00
67,00
1 18,00
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83
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1 12,00
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69
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112112112112114114
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27,80
37,2025,90
33,40
23,60
34,2028,80
30,60
32,10
35,8025,40
37,60
33,90
38,1 0
37,00
43,80
35,70
40,70
15,1
25,4
32,5
38,517,9
28,6
34,545
15,3
28
31,6
38,9
29,227
35,640
28,2
34,6
36,546
24,4
30,2
37,946,7
29,5
35
35,547,1
31 ,8
36,2
26,63
31 ,1028,55
33,33
26,63
31 ,1028,99
33,85
30,03
35,07
30,72
35,88
31 ,2936,54
31 ,4836,76
31,10
40,90
33,3343,85
31 ,1040,90
33,8544,52
35,0746,13
35,8847,19
36,54
48,06
36,76
48,35
1,002,00
1,00
2,O0
1,002,00
1,00
2,00
1,00
2,00
1,002,00
1,002,00
1,002,00
2,00
28,00
2,00
28,00
2,00
28,00
2,O0
28,00
2,O0
28,00
2,O0
28,00
2,0028,00
2,00
28,00
1,002,00
3,0028,00
1,00
2,00
3,00
28,00
1,00
2,O0
3,0028,00
1,00
2,00
3,0028,00
1,00
2,003,00
28,00
1,00
2,00
3,00
28,001,00
2,00
3,0028,00
1,00
2,00
S
0,20
0,20
0,20
0,20
0,20
o,20
0,20
0,20
0,20
0,200,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,200,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,200,20
o,20
o,20
0,20
0,20
0,20
0,20
0,20
0,20
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0,20
0,20
0,20
0,20
0,20
0,20
o,20
0,20
0,20o,20
o,20
0,200,200,20
0,20
Ec
40,90
40,90
43,85
43,85
40,90
40,90
44,52
44,52
46,13
46,13
47,1947,19
48,0648,06
48,35
48,35
40,90
40,90
43,85
43,85
40,90
40,90
44,52
44,52
46,13
46,13
47,19
47,19
48,06
48,06
48,35
48,35
40,90
40,9040,90
40,90
43,85
43,85
1,00
1,00
2,00
2,00
3,00
3,004,00
4,00
5,00
5,006,00
6,00
7,007,00
8,00
8,00
1,00
1,00
2,00
2,00
3,00
3,000,00
60,00
5,00
5,00
6,00
6,007,00
7,00
8,00
8,00
1,00
E"1,¡ - air (< 29 d ) EcrLr-air(500d,----) Ecrt) -sealed (<29d,-) t
26,63
31 ,1033,31
40,9028,55
33,33
35,7043,85
26,63
31 ,1033,31
40,90
28,99
33,85
36,2544,52
30,03
35,07
37,56
46,13
30,72
35,88
38,4347,19
31 ,2936,54
39,1448,06
31 ,4836,76
43 85
43 85
40 90
40 9040 9040 90
44 52
44 5244 52
44 5246 13
46 13
46 13
46 13
47 19
47 19
47 19
47 19
48 0648 0648 0648 0648 35
48 35
200
300
400
500
600
700
800
IAppendixliþelast
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69
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129
66,64
114
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92,88
40,5
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33,3
34,2
30,ó37,2
37,5
38, I
43,8
40,7
35,5
34,5
32,8
40,5
40,3
41,4
46,9
41,3
33,21
44,15
47,32
48,0544,15
49,79
50,94
51 ,8852,18
44,15
47,32
48,05
44,15
49,79
50,94
51,88
52,1848,56
39,3748,35
36,28
3,0028,00
s00,00s00,00500,00
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500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
38,49
0,20
0,20
0,200,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
o,20
o,20
0,20
0,20
0,20
48,35
48,35
40,90
43,85
44,52
40,90
46,13
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I
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50
40
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0
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t¡J
35,67
1 1xo'7031
R2 = 0,7384ót
20 40
Measured E-modulus (GPa)
tr Ec(r) - air (< 29 d, ____ )
a Ec(t) - air (500 d, - - - - ). Ec(t) - sealed (< 29 d, _ )
0 60
=ii;!¿i:J,jffiaPR2 = 0,86i
9Appendix fibelastaqe
fc f"t69,00
69,0085,00
85,0069,00
69,00
89,00
89,00
99,00
99,00
106,00
106,00
1 12,00
112,00
1 14,001 14,00
69,00
69,00
85,00
85,00
69,00
69,00
89,00
89,00
99,00
99,00106,00106,00
112,00
112,00
1 14,00
1 14,00
69
69
69
69
85
85
8585
69
69
69
69
89
89
89
89
99
99
99
99106
106
106
106
112112
112112114114
114
Em
18,20
25,7025,70
27,80
23,10
23,30
22,O0
28,60
28,20
31,90
22,50
32,4027,10
35,8027,80
37,2025,90
33,4023,60
34,2028,80
30,60
32,10
35,8025,40
37,6033,90
38,10
37,0043,80
35,7040,70
15,1
25,4
32,5
38,5
17,928,6
34,545
15,3
28
31,6
38,929,2
27
35,6
40
28,2
34,6
36,546
24,4
30,2
37,946,7
29,5
35
35,547,'l
31,8
36,240,5
Ec(r) - 1-3 d (_ ) Ecrrl- 28 d (___ )
26,63
31 ,1028,55
33,3326,63
31,1028,99
33,85
30,03
35,07
30,72
35,88
31,2936,54
31 ,4836,76
31 ,10
Ec(l)-500d(---) t sE"1,00 0,20 40,90
2,00 0,20 40,9023,00
32,0024,00
44,0027,00
30,0023,00
37,00
38,0045,00
30,00
61 ,0036,00
63,00
35,00
69,0026,00
50,0044,O0
86,0043,00
58,00
48,00
91 ,0046,00
106,00
58,00111,00
67,00118,00
65,00118,00
8,526424,01
51 ,8482,81
22,O9
39,69
64114,49
15,21
34,81
47,61
90,25
37,21
33,64
56,25
90,25
38,44
65,61
82,81129,9624,O1
50,41
84,64't27,69
42,2557,76
59,29116,64
46,2457,7682,81
33,33
31 ,10
33,85
35,07
35,88
36,54
36,76
40,90
43,85
40,90
44,52
46,13
47,19
48,06
48,35
40,90
43,85
40,90
44,52
46,1 3
47,19
1,00
1,00
2,002,00
3,00
3,004,00
4,00
5,00
5,00
6,00
6,00
7,00
7,00
8,008,001,00
1,00
2,00
2,00
3,00
3,00
0,00
60,00
5,00
5,00
6,006,00
7,007,00
8,00
8,00
1,00
2,00
3,00
4,00
5,00
6,00
7,00
8,00
0,00
60,00
26,63
31 ,1033,31
1,00 0,20 43,85
2,00 0,20 43,85
1,00 0,20 40,90
2,00 0,20 40,90
1,00 0,20 44,52
2,00 0,20 44,52
1,00 0,20 46,13
2,00 0,20 46,13
1,00 0,20 47,19
2,OO 0,20 47,19
1,00 0,20 48,06
2,00 0,20 48,06
1,00 0,20 48,35
2,00 0,20 48,35
2,00 0,20 40,90
28,00 0,20 40,90
2,OO 0,20 43,85
28,00 0,20 43,85
2,00 0,20 40,90
28,00 0,20 40,90
2,00 0,20 44,52
28,00 0,20 44,52
2,00 0,20 46,13
28,00 0,20 46,13
2,OO O,20 47,19
28,00 0,20 47,19
2,00 0,20 48,06
28,00 0,20 48,06
2,00 0,20 48,35
28,00 0,20 48,35
1,00 0,20 40,90
2,00 0,20 40,90
3,00 0,20 40,90
28,00 0,20 40,90'1,00 0,20 43,85
2,00 0,20 43,85
3,00 0,20 43,85
28,00 0,20 43,85
1,00 0,20 40,90
2,00 0,20 40,90
3,00 0,20 40,90
28,00 0,20 40,90
1,OO 0,20 44,52
2,OO 0,20 44,52
28,55
33,33
35,70
26,63
31 ,1033,31
28,99
33,85
36,25
30,03
35,07
37,56
30,72
35,88
38,43
31 ,2936,5439,1 4
31,4836,7639,37
3,0028,00
1,00
2,OO
3,00
28,001,00
2,003,00
28,00
1,00
2,OO
3,0028,00
1,002,OO
3,00
0,20
0,20
0,200,20o,20
0,20o,20
o,20
0,20o,20
o,20
0,200,20
0,200,200,20o,20
44,52
44,52
46,1346,13
46,13
46,13
47,1947,19
47,19
47,1948,06
48,0648,06
48,06
48,3548,35
48,35
48,06
Aopendix fibelastaoe
134,56
69
8ó
58
91
r0ólll117
I r8ó8B9
69
l0tlróiló121
129
66,63
11469
8589
6999
10ó
112114
69
85
8969
99
t0ó112114
s1,1
33,334,2
30,ó
37,2
37,5
38, t
43,8
40,7
35,5
34,5
32,840,5
40,3
41,4
46,9
41,3
33,21
10
48,35
44,99
44,15
47,32
48,05
44,15
49,79
50,94
51,88
52,1844,15
47,32
48,05
44,15
49,79
50,94
51 ,8852,1848,56
28,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00500,00
500,00
500,00
500,00
500,00
500,00
500,00
38,49
0,20o,20
0,20
0,20
0,20
0,20
0,20
o,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
48,35
40,90
43,85
44,52
40,90
46,13
47,19
48,06
48,3540,90
43,85
44,52
40,90
46,13
47,19
48,06
48,35
44,99
I
2
4Ã
6
7
II
2
4Ã
6
7
I32,97
60õo-oY500)!,oÊ,
õ' 40tr
=óuØEã20oÊI
l¡¡10
10 20 30 40Measured E-modulus (GPa)
o Ec(r) - 1-3 d (_) tr Ec(t) - 28 d (___)aEc(t)-500d(---)
50
AA 4t tr
ooo
11Appendix f ibelaststrenqth
f"23,00
32,0024,0044,00
27,00
30,0023,00
37,00
38,00
45,00
30,00
61 ,0036,00
63,00
35,00
69,0026,00
50,00
44,00
86,00
43,00
58,0048,00
91 ,0046,00
106,00
58,00
111,00
67,00
1 18,00
65,00
1 18,00
8,526424,01
51,84
82,81
22,09
39,6964
1't4,49
15,21
34,81
47,61
90,25
37,21
33,64
56,25
90,2538,44
65,61
82,81
129,96
24,01
50,41
84,64
127,69
42,25
57,7659,29
116,64
46,2457,76
E,18,2025,7025,70
27,80
23,10
23,30
22,00
28,60
28,20
31,9022,50
32,4027,10
35,8027,80
30,60
32,10
35,8025,40
37,6033,90
38,10
37,00
43,80
35,7040,70
15,1
25,4
32,538,517,9
28,6
34,5
45
15,3
28
31,6
38,929,2
27
35,640
28,2
34,636,5
4624,4
30,2
37,9
46,729,5
3535,547,1
31,836,2
f".69,00
69,0085,00
85,00
69,00
69,00
89,00
89,00
99,00
99,00'106,00
106,00
112,00
112,O0
1 14,00
114,00
69,00
69,00
85,00
85,00
69,00
69,00
89,00
89,00
99,0099,00
106,00106,00
112,00
112,00
1 14,00
1 14,00
69
6969
69
8585
85
85
69
69
69
69
89
8989
89
9999
99
99106
106106
106
112112112112114114
1,21
1,20
1,33
1,18
1 ,10
1,11
1,02
0,991,20
1,41
1,08
1,05
1,38
1,06
0,99
1,03
1,002,00
1,002,00
1,00
2,00
1,00
2,00
1,00
2,00'1,00
2,00
1,00
2,00
1,00
2,00
2,00
28,00
2,00
28,00
2,00
28,00
2,00
28,00
2,0028,00
2,00
28,00
2,00
28,00
2,00
28,00
1,00
2,00
3,0028,00
1,002,00
3,0028,00
1,00
2,00
3,00
28,00
1,00
2,00
3,0028,00
1,002,00
3,0028,00
1,00
2,00
3,0028,00
1,00
2,00
3,0028,00
1,002,OO
E"(r) - 1 d (_) Ec(|)-2-3d(_-_)1,46
1 ,11
1 ,15
1,32
1,07
1,37
1 ,15
1,13
Ec(t) -28d(___) Ecr0-500d(---) t
37 20
25 90
33 40
23 60
34 20
28 80
1,22
1,28
1,34
1,24
1,23
1,24
1 ,10
1 ,19
099
1,76
1,59
1,74
1,07
1,26
1,06
1,22
1,O2
1,17
1,03
1,11
1,05
1,25
1,O2
1,01
1,03
1,19
1,01
1,O4
1,10
1,06
0,97
1,05
1,11
1,00
1,01
0,991,02
1,02
12Appendix f ibelaststrenqth
82,81
134,56
69
8ó
58
9lt0ólll117
ì l8ó8
89
69
t01
lrólìó121
129
66,63
40,5
51,1
33,3
34,2
30,ó
37,2
37,538. r
43,840,7
35,5
34,5
32,8
40,5
40,3
41,4
46,9
41,3
33,21
1,60
1,40
1,20
1,00
0,80
114
114ó9
85
89
6999
l0ó112114
ó9
85
89
6999
l0ó112
\1492,88
o,97
1,11
0,9s
1,13
1,33't,38
1,57
1 ,191,331,34
1 ,181,28
1,24
1,37
1,47
1,09
1,24
1,23
1,11
1,26
1,29
3,0028,00
500,00
s00,00
s00,00
500,00
500,00
500,00500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,00
500,001,20
801
1,26
B0 100
28-day strength (MPa)
û2I¡.=.cE=o=EE ¡¡J>ït'Ioo=Edi.t, afc€ç9F¡¡i €Eg.9oËPcñ
60
oEc(t)- 1 d (_) xEc(t) -2-3d (_-_)trEc(t) - 28 d (___) a Ec(r) - 500 d ( - - - )
120
Y=-0,0022x+1,3287R2 = 0,0948
8
-aA\
E
Étr
8A
^
x
13Appendix fibelaststrenqth
0,50
1,50
Ec
40,90 1,0040,90 1,00
43,85 2,O0
43,85 2,00
40,90 3,0040,90 3,0044,52 4,00
44,52 4,00
46,13 s,0046,13 5,00
47,19 6,0047,19 6,00
48,06 7,0048,06 7,OO
48,35 8,00
48,35 8,00
40,90 1,00
40,90 1,00
43,85 2,00
43,85 2,00
40,90 3,00
40,90 3,00
44,52 4,0044,52 4,00
46,13 5,00
46,13 5,00
47,19 6,0047,19 6,0048,06 7,00
48,06 7,00
48,35 8,0048,35 8,0040,90 1,00
40,9040,9040,9043,85 2,00
43,8543,85
43,85
40,90 3,00
s
0,20
0,20o,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,200,20
0,20
0,20
0,20
0,20
0,20
0,20
0,200,20
0,20o,20
0,20
0,20
0,200,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,200,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20o,20
0,20
0,20o,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20o,20
0,20o,200,20
40,9040,9040,9044,52
44,5244,52
44,52
46,1346,1346,1346,1347,1947,1947,1947,1948,0648,0648,0648,0648,3548,35
4,00
5,00
6,00
7,O0
8,00
14
I
2
3
4
5
ó
7
Õ
I
2
3
4
5
6
7
t]
0,20 48,35
0,20 48,35
0,20 40,90
0,20 43,85
o,20 44,52
0,20 40,90
0,20 46,13
0,20 47,19
0,20 48,06
0,20 48,35
0,20 40,90
0,20 43,85
0,20 44,52
0,20 40,90
0,20 46,13
0,20 47,19
0,20 48,06
0,20 48,35
44,99
Appendix fibelastl0015
Ec(r) -2d (_-_) Ec(ù-7d(_--_ ) Ec(r) -28d(___) EcrÐ-90d(---)1,331,09
1,06
1,091,14
1,13
fcó3,00
ó3,00
I10,00103,00
t41,00124,00
158,00
134,00
3ó,00
3ó,0050,00
50,00
59,0054,00
ór,0064,00
45,00
4ó,0046,00
5ó,00
42,00
54,0043,00ó0,00
ó5,00
ó5,00
76,00
79,00
8ó,00
8ó,00
98,0094,00
23,00
23,0027,OO
27,00
30,00
35,00
38,00
38,00
43,0043,00
52,O0
55,00
ór,00ó3,0067,00
67,0014,00
I4,0024,00
24,00
28,00
30,00
32,00
26,O0
18,00
18,0027,O0
27,OO
32,00
32,0034,0035,00
1,09
1,20
1,15
1,29
1,28
1,2'l
1,11
1,07
1,18'1 ,31
1,381,12
1,13
1,17
1,19
1,21
1,07
1,12
1,34
1,42
09
07
E-modul (försegling) fcm29,60 141,00
27,70 124,00
40,80 141,00
38,80 124,00
45,50 141,00
43,90 124,00
47,40 r4r,0044,20 124,00
23,90 59,00
22,10 54,00
27,90 59,002s,30 54,0028,20 59,00
33,60 54,00
39,80 59,00
38,60 54,00
19,30 42,00
19,90 54,00
25,60 42,00
24,50 54,00
27,30 42,00
27,60 54,00
28,30 42,00
30,00 54,0027,60 Bó,00
28,60 8ó,00
29,90 8ó,00
31,90 8ó,00
38,80 8ó,00
37,70 8ó,00
40,00 8ó,00
36,60 8ó,00
14,70 30,00
14,10 35,00
1ó,ó0 30,00
14,70 35,0016,40 30,00
15,20 35,00
25,80 30,00
21,00 35,00
23,40 ó1,00
22,80 ó3,0028,00 ór,0026,80 ó3,00
35,30 ó1,00
32,90 ó3,00
35,80 ó1,00
32,50 ó3,00
I ó,80 28,00
16,30 30,00
21,50 28,00
22,20 30,00
25,80 28,00
23,90 30,00
22,20 28,00
19,60 30,00
ì ó,30 32,00
14,80 32,0021,OO 32,00
18,90 32,0028,50 32,0025,60 32,00
29,90 32,002s,60 32,00
27,43 59,8r
275
082089
1,892,15
1,20
1,29
1,41
1,74
32N
3BN
38S
50N
50s
80N
BOS
27
37
1,10
1,07
1,15
1,20
1,14
1,17
0,85
0,88
0,95
1,05
49
68
20
281,11
1,21
1,17
1,30
1,11
1,24
1 ,181,30
1,55
1,64
180
1,05 1,23 t,3r
1,18
1,39r,33 1,23
16Appendix fibelastl00
0,80
0 50 100 150
1,90
8Eo=$ Et,oot!trÈul'-
5t,+o
=9Eä2 É't'zoioI¡J tr+Go-.o $t,ooES
Ax
A
Ax
ütr
X*
tr
{(
xX
X
r x
xEc(r) -2d (_-_) xEc(t) -7 d(_--_ )
tr Ec(t) - 28 d ( ___ ) a Ec(t) - e0 d ( ---)
17Appendix fibelastl00
t2,00
2,O0
7,00
7,00
28,00
28,00
90,00
90,00
2,OO
2,O0
7,00
7,OO
28,00
28,00
90,00
90,00
2,00
2,00
7,O0
7,00
28,00
28,00
90,00
90,002,OO
2,00
7,00
7,OO
28,00
28,00
90,00
90,002,002,00
7,007,OO
28,00
28,00
90,00
90,002,00
2,00
7,00
7,OO
28,00
28,00
90,00
90,002,OO
2,00
7,00
7,OO
28,00
28,00
90,00
90,002,OO
2,007,00
7,0028,0028,00
90,00
90,00
S
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,38
0,20o,20
0,20
0,20
0,200,20
0,20
0,20
0,38
0,38
0,38
0,380,38
0,380,38
0,38
0,20
0,200,200,200,200,20o,200,200,380,380,380,380,380,380,380,380,380,380,380,380,380,380,380,38
Ec
51,9039,68
47,78
46,74
51 ,9049,72
53,90
51 ,0232,94
32,94
36,74
36,74
38,83
37,70
39,26
39,89
35,48
35,74
35,74
38,1 6
34,67
37,70
34,94
39,0440,10
40,1042,24
42,79
44,02
44,O2
45,97
45,34
28,3728,37
29,93
29,93
31,00
32,63
33,54
33,54
34,94
34,94
37,23
37,93
39,26
39,6840,51
40,51
24,05
24,05
28,78
28,78
30,29
31,0031,6729,55
26,15
26,1 5
29,9329,93
31,6731,67
32,3232,6336,64
l8Appendix fibelasttime
56-mm cylinder1 1,26
2,5 1,11
28 1,13
500 '1,29
2 1,05
7 1,2328 1,31
56-mm cylinder1,22
1,28
1,34
1,24
1,23
1,241,'l
1,'l 9
1,06
0,971,05
1,11
1
1,01
1,02
0,95
1,14
1,13
1,381,12
1,27
1,37'1,1 3
1,'t71,89
2,15
1,11
1,21
1,17
1,3
1,11
1,241,215625
100-mm cylinder
1,05
1,23
1,31
-g
Ë p 1,5
9õ¡=Ìt ofo=P= d 1
Ëe Eor EEOaO E ^tr(õ È vrJtr
-1 1394x0'022e
10 100
Loading age (days)
1 1 000
a 56-mm cylinder r 100-mm cylinder
fcm 100-mm cylinder
1,14
1,13
1,381,'12
1,27
1,37
1,13
1,17
1,89
2,15'1
,11
1,21
1,'t71,3
'l ,11
1,24
69
85
69
89
99106
11211469
85
69
89
99
106
112114141
12459
5442
54
868630
35
61
63283032
32
I o 1,5Ec){iJ=aÃãEfE
Ë* 1
trEE€#Ë 0,5
0 50 100
28-day strength (MPa)
o 56-mm cylinder t 100-mm cylinder
ITt Ila
oIt
fooo oo
1 896
R2 = 0,2877Y=2
76,34375 150
19Appendix 1801
iload J(t,to)m J(r,r0) fcmo fcmtage
4
11
'19
42
71
91
130
178
241
317
342
522
901
1041
1381'161
1
1721
3
l010
41
70
90
129
177
240
3ló381
521
900
t040
I 380'ló10
1720
n(10)
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54't,54
1,54
1,54
1,54
1,54
1,54
1,54
1,54
fi0
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
0,55
f¡RH
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35'1,35
1,35
1,35
1,35
1,35
1,35
1,35'1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
1,35
RHd94 56
94 56
94 56
94 56
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
0,91
betaH
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,50
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
604,60
fi(r,10)
0,00
0,01
o,o2
0,04
0,06
o,o7
0,10
0,13
0, 16
0,'19
0,21
o,26
Ec
0,o42
0,o42
0,o42
o,o42
0,o42
0,o42
0,042
0,042
o,o42
o,o42
0,o42
0,o42
137
t5l152
t&ló0
167
174
175
178
184
t95
ì98
185
198
200
t9s
200
0 33 0,042
0 35 0,042
0 39 0,042
o 40 0,042
o 41 0,042
0 00 0,042
0 00 0,042
0 00 0,042
0 00 0,042
0 00 0,042
0 00 0,042
0 00 0,042
0 00 0,042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
0,00 0 042
bela(t0)beta(fcm)alfal alfaz
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
o,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
0,70 0,90
o,70 0,90
0,70 0,90
0,70 0,90
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
94 56
37
37
38
38
39
40
40
41
42
43
44
45
46
46
46
37
s7
s7
37
37
37
37
37
37
37
37
37
37
37
37
37
37
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
0,45
Ec(t0)
o,o27
o,027
o,027
o,o27
0,027
0,027
0,027
0,027
0,027
0,027
0,027
o,o27
0,027
0,027
0,027
0,027
0,027
0,027
0,o27
o,027
o,o27
0,o27
0,027
0,027
o,o27
o,o27
0,o27
0,o27
o,o27
o,o27
o,o27
o,o27
o,o27
o,o27
o,o27
o,o27
o,o27
o,o27
o,o27
S
0,20
0,20
0,20
0,20
0,20
0,20
o,20
o,20
o,20
o,20
o,20
0,20
o,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
0,20
o,20
0,20
0,20
0,20
0,20
0,20
0,20
o,20
o,20
0,20
0,20
l0 beta(t,t0)
1 0,00
1 0,o2
1 0,03
1 0,06
1 0,10
1 0,13
1 0,16
1 0,23
1 0,28
1 0,34
1 0,39
1 0,46
1 0,60
1 0,63
1 0,70
1 0,73
1 0,74
1 0,00
1 0,00
1 0,00
1 0,00'1 0,00'I 0,00
1 0,00
1 0,00
1 0,00
1 0,00
1 0,00
1 0,00
1 0,00
1 0,00
1 0,00''l 0,00'I 0,00
1 0,00
1 0,00
1 0,00
1 0,00'I 0,00
14 A2
14 82
14 82
14 82
14 A2
14 82
14 82
14 82
14 a2
14 A2
14 A2
'14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 A2
14 82
14 82
14 E2
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
14 82
94 56
94 56
94 56
94 56
ot,o
=oOao(ENCLo=tL9-c -E'=eo=otr.gCL
Eoo
50
45
40
35
30
25
20
15
10
5
0
Y = 1,27xo'67
R2 = 0,82
a
0 50 100 150Measured compl¡ance (mi llionhts/MPa)
200 250
Appendix cdmfc00l
20
Cdmfc00l
Stress/cube strengl Stress/cube strength = 0,323 18,2
32 25,724 25,744 27,827 23,1
30 23,3
23 22
37 28,638 28,2
31,94530 22,5ór 32,43ó 27,1
ó3 35,835 27,869 37,2
2s,92650 33,4
23,6448ó 34,2
43 28,830,ó58
48 32,1
35,89l46 25,4
37,6r0ó58 33,9
lll 38, r
3767llB 43,8
35,7ó5lr8 40,7
E_El
o"l'"tr<\&Å f-- t-
\-*.J rfr-
ffiE
45oi40.?î ss
å0 "^bP""3E 2sJO
EE 20
5; r5
Eq rotoBÂoô
0
0 20 100 120
s Stress/cube strength = 0,3
Stress/cube strength = 0,ó
40 ó0 80
Cube sfenglh (MPo)
Appendix elosl70421
elost704
fcO.5 fc emO.0l em( eml2,92 8,53 l5, t 14 13,3 504,9 24 25,4 24 21,87,2 5l,B 32,5 3l 29,99,1 82,8 38,5 37 35,74,7 22,1 17,9 l5 12,4 90
ó,3 39,7 28,6 25 21,5I 64 34,5 33 31,ó
10,7 114 45 44 42
3,9 15,2 15,3 14 12,7 901
5,9 34,8 28 26 24,86,9 47,6 31,ó 30 29,1
9,5 90,3 38,9 3B 37,1
ó,1 37,2 29,2 26 22,9 90R5,8 33,ó 27 23 20,57,5 5ó,3 35,ó 34 32,39,5 90,3 40 39 37
ó,2 38,4 28,2 26 23,5 ll08,1 ó5,ó 34,6 32 29,49,1 82,8 3ó,5 35 33,8
11,4 130 4ó 45 43,7
4,9 24 24,4 22 19,6 130
7,1 50,4 30,2 26 23,1
9,2 84,6 37,9 37 35,óI 1,3 128 46,7 46 44,2 0,01 5,5 o,447ó,5 42,3 29,5 26 23,9 I 301 0,1 4,3 o,4897,6 57,8 35 3l 28,1 I 3,5 o,5247,7 59,3 35,5 33 31,2
10,8 117 47,1 46 45ó,8 46,2 3 r,B 28 24,8 150
7,6 57,8 36,2 33 29,8
9,1 82,8 40,5 39 37,6I t,ó 135 5l,l 48 45,9
Appendix cdynogel22
Cdynogeì
Edyn - oronulofed silico fume Edyn - silico fume slunv D0.01 - oronuloted silico fume D0.0'l - sillco fume slurry
69 35, l JÓ,J
Bó 3ó,9 34,2Ãa 33,8 30,ó
9l aaa
t0ó 38,4 37,5
ill att 38, I
117 43,8
llB at6 40,7
ó8 3óó eÃÃ
aa 34,5B9aà a eô o69
l0l 40,5
40,3ltó 40,4
lló 40,7 41,4
46,9121 48,9
129 41,4 41,3
48
46
44
8429, 40U'
=?Q=83ó
32
30
E
g
¡ E -.-tLî ,-'! lFIr----r \
I -Æ5 r\'\-\\E f-Ea tj-"- a
) r ,.*-.2-.@-..¡--.' I I
I
r3050
E Edyn - gronuloted silicofume
E Edyn - silico fume slurry
r D0,01 - gronuloted silicofume
tr D0,01 - silico fume sluny
E¡ Estot - gronuloted silicofume
tr Estot - silico fume slurry
70 90 ll0Cube slrenglh (MPo)
o Extension of ModelCode90
Edvn, or Edvn, sl D0.01, sr D0,01, sl
I 35, I ea a
I 36,9 34,2
I 33,8 30,ó
I a'7 a
I 38,4 aaç
I 42,2 38, lI 43,8
40,7l 42,6cà ÃIB sóóeÁ Ft832,8t7 aà a
z4 40,5
l5 40,4 40,31Ò 40.7 41,4
46,9l9 48,9
l3 41,4 41,3
Estol - oronuloied silico fume Estot - silico fume slurrv Exlension of Model Code 9034,2 50 s2.ll35,3 ó0
70 Dt Èõ
37,8 4 80 36,97
36,9 5 90 38,3
40,7 6 'ì00 cô Ãâ
43,8 7 ll0 40,68
4t,7 B 120 41,7 5atra 130 42,7736,7 2eôÃ
40,4 4s9,9 5
41,7 647 7
a1 2 I
Esfot, gr Estot, sl
34,2Òt ô
3237,8
36,940,7
43,8
41,7
35,2
32,540,4
39,941,7
4741,2
Appendix cdynogel23
Cdynogel
50
48
46
44
42
oo-o340alto
tr
f
Y=38.
Y=3øt
ó,tg3xo'0077
ETø
38
Eg
3ó
34
32
30
y = 35,728x0'0158
E;¡
øtET
Y = 40,3ó5xo'oslTøt
0
Y = 40,81lxo'0204
t0 20
Age (months)
30
E Edyn, gr E Edyn, sl
r D0,01, gr E D0,01, sl
øt Estot, gr tr Estot, sl
-Potens
(Estot, Sr) - - - Potens (D0,01, gr)
-Potens (D0.01, sl) - - - - Potens (Estot, sl)
Potens (Edyn, gr)
Appendix bfrcem24
Bfrcem
fc fclfc2S o/fc 802 D02 807 D07 828 D28 890 D90 fc E-modul (förseolin< E-modul (ullorknin<
275 ó3 0,45 0,4 0,78 ó3 29,6ó3 0,51 0,4 0,95 27,7 27,7
ll0 o,78 0,3r 0.8r ll0 40,8
103 0,83 0,4 0,84 103 38,8 38,8141 I 0,1 8 0,62 141 45,5124 I o,2 0,62 124 43,9 43,9
158 1,12 0,19 o,29 158 47,4134 1,08 0,22 0,3ó 134 44,2 44,2
32N 3ó 0.85 0.ó8 1,7' 3ó 23,93ó 0,93 n7 3,7 3ó 22,1 zz, I
50 0,92 0,59 1,83 50 27,9Ã^ 0,97 0,55 3,45 50 ôÃ2 ôtc
59 0,53 1,23 59 28,254 0,ó5 3,25 54 óJ,O 33,ó
ól t,l 0,35 l,l3 ól 39,864 l,l 0,35 1,99 64 38,ó 38,ó
38N 45 0,98 0,79 1,47 45 19,3
46 0,83 0,78 2,82 46 19,9 19,9
46 0,78 1,84 46 25,65ó 0,93 0,62 3,26 5ó 24,5 24,5
42 I 0,7 1,73 42 27,354 I 0,7 3,09 54 27,6 27,6
43 l,l 0,35 0,93 43 28,3ó0 l,l 0,35 1,35 ó0 30 30
Jö5 ó5 0,76 o,4 t,l ó5 27,6AFUJ 0,76 0,4 1,79 ó5 28,6 28,6
76 0,88 0,41 l,l3 76 29,9
79 0,92 0,39 2,28 79 31,9 J t,v8ó I 0,2 1,05 8ó 38,88ó I o,2 1,71 8ó 37,7 37,798 1,14 0,21 o,57 98 4094 l,l 0,2 t,l I 94 36,6 3ó,ó
50N 23 0,77 0,ó9 2,12 23 14,7
23 o,óó 0,ó9 3,ó4 23 14,1 14,1
27 0,9 0,71 1,5ó 27 16,6
27 0,77 0,7 3,ó3 o-7 14.7 14,7
30 I o,7 1,42 30 16,4
35 I 0,ó 3,02 35 15,2 15,2
38 1,27 0,3s 1,27 ea 25,820 t,09 0,35 1 tc aa 21 2l
50s 43 0,7 0,4 1,29 43 23,443 0,66 o,4 2,28 43 22,8 22,8Ãô 0,85 0,41 1,17 52 2855 o,77 0,39 2,45 Etr 26,8 26,8
ói I 0,2 1,3 ól 35.3ó3 I 0,19 2,15 AA 32,9 32,967 I 0,2 1,04 67 35,867 I o,2 1,5 67 32,5 32,5
80N 14 0,5 0,7 I 14 I ó,8l4 0,47 0,7 3 14 I ó,3 I ó,3
24 0,85 0,47 1,02 24 21,524 0,8 0,47 2,15 24 22,2 22,228 I 0,39 0,89 28 25,830 I 0,3ó 1,67 30 23,9 23,9
32 1,14 0,5ó l,ó 32 22,226 l,l5 0,6 2,13 26 19,6 19,ó
80s l8 0,5ó 0,4 1,29 l8 I ó,3l8 0,5ó o,4 2,7 l8 14,8 14,8
27 0,84 o,4 1,33 27 21
27 0,8ó 0,3 3,13 27 18,9 18,9
JZ o,2 1,71 32 28,532 0,2 3,7 4 32 25,6 25,6
34 1,0ó 0,2 0,98 34 29,935 1.09 0. ì9 1,44 35 25,6 25.6
