VTT RESEA

RCH N

OTES 2276Shear-torsion tests on 200 m

m hollow

core floor

ISBN 951–38–6520–7 (URL: http://www.vtt.fi/inf/pdf/)ISSN 1455–0865 (URL: http://www.vtt.fi/inf/pdf/)

ESPOO 2004 VTT RESEARCH NOTES 2276

To clarify the interaction of shear and torsion, ten service load tests andtwo failure tests on a full-scale 200 mm hollow core floor were carried out.In each test the loading consisted of four closely spaced point loads on thesame line which was perpendicular to the direction of the slab units.

The purpose of the tests was to provide experimental data forverification of computer models. For this reason, as many as 120transducers were used to measure the loads, strains and displacements ofthe floor specimen.

The results were qualitatively as expected: nearly linear response notonly in service load tests but also in failure tests until a high load level.The observed failure loads were considerably higher than what wasobserved in a similar load test on a single slab unit.

Matti Pajari

Shear-torsion tests on 200 mmhollow core floor

VTT TIETOPALVELU VTT INFORMATIONSTJÄNST VTT INFORMATION SERVICEPL 2000 PB 2000 P.O.Box 2000

02044 VTT 02044 VTT FIN–02044 VTT, FinlandPuh. 020 722 4404 Tel. 020 722 4404 Phone internat. + 358 20 722 4404Faksi 020 722 4374 Fax 020 722 4374 Fax + 358 20 722 4374

Pmax = 318 kN

Pmax =236 kN

First observedcrack at P= 201 kN

First observedcrack

Crack at P= 229 kN

FT200:11

FT200:12

VTT TIEDOTTEITA � RESEARCH NOTES 2276

Shear-torsion tests on 200 mm hollow core floor

Matti Pajari VTT Building and Transport

2

ISBN 951�38�6520�7 (URL: http://www.vtt.fi/inf/pdf/) ISSN 1455�0865 (URL: http://www.vtt.fi/inf/pdf/) Copyright © VTT 2004

JULKAISIJA � UTGIVARE � PUBLISHER

VTT, Vuorimiehentie 5, PL 2000, 02044 VTT puh. vaihde (09) 4561, faksi (09) 456 4374

VTT, Bergsmansvägen 5, PB 2000, 02044 VTT tel. växel (09) 4561, fax (09) 456 4374

VTT Technical Research Centre of Finland, Vuorimiehentie 5, P.O.Box 2000, FIN�02044 VTT, Finland phone internat. + 358 9 4561, fax + 358 9 456 4374

VTT Rakennus- ja yhdyskuntatekniikka, Kemistintie 3, PL 1805, 02044 VTT puh. vaihde 020 722 111, faksi 020 722 7007

VTT Bygg och transport, Kemistvägen 3, PB 1805, 02044 VTT tel. växel 020 722 111, fax 020 722 7007

VTT Building and Transport, Kemistintie 3, P.O.Box 1805, FIN�02044 VTT, Finland phone internat. +358 20 722 111, fax +358 20 722 7007

Technical editing Leena Ukskoski

3

Pajari, Matti. Shear-torsion tests on 200 mm hollow core floor. Espoo 2004. VTT Tiedotteita � Research Notes 2276. 55 p. + app. 116 p.

Keywords shear tests, torsion tests, hollow core slabs, floors, testing, test specimens, load testing, failure loads, load distribution, concrete, precast, prestressed, structure

Abstract To clarify the interaction of shear and torsion in prestressed hollow core floors, ten service load tests and two failure tests on a 200 mm hollow core floor were carried out. The floor comprised four slab units. It was 4.8 m in width, 7.0 m in length and provided with an opening at one end. The ends of the slabs were simply supported. In each test the loading consisted of four closely spaced point loads on the same line which was perpendicular to the direction of the slab units.

The purpose of the tests was to provide experimental data for verification of computer models. For this reason, as many as 120 transducers were used to measure the loads, strains and displacements of the floor specimen.

The results were qualitatively as expected: nearly linear response not only in service load tests but also in failure tests until a high load level. The observed failure loads were considerably higher than what was observed in a similar load test on a single slab unit.

It was also observed that the trimmer beam next to the opening carried only a small share of the support reaction due to imposed load on the slab supported on the trimmer beam. The rest of the support reaction was carried by the grouted joints between slab units.

4

Preface In 2002�2004, a European research project named HOLCOTORS was carried out. It aimed at providing numerical methods for analysis and simplified methods for design of prestressed hollow core floors subjected to shear and torsion. The calculation models were developed by Chalmers University of Technology, Sweden. The tests used for verification of the models were carried out and documented by VTT, Finland. The researchers in the involved research institutes were

Helen Broo Chalmers Björn Engström Chalmers Karin Lundgren Chalmers Matti Pajari VTT Mario Plos Chalmers.

In addition to the researchers, the following representatives of the industrial partners participated in the work as members of the steering group and by participating in the workshops organised on the day before the steering group meetings:

Olli Korander Consolis Technology, Finland, Chairman Arnold van Acker Belgium Willem Bekker Echo, Belgium David Fernandez-Ordonez Castelo, Spain Ronald Klein-Holte BVSH (VBI) The Netherlands Gösta Lindström Strängbetong, Sweden Aad van Paassen BVSH (VBI), The Netherlands Nordy Robbens Echo, Belgium Bart Thijs Echo, Belgium Jan de Wit IPHA (Dycore), The Netherlands Javier Zubia Castelo, Spain

Gösta Lindström also worked in close co-operation with the researchers, participated in extra workshops between the steering group meetings and made proposals for the future design practice.

The experimental part of the research project, a part of which is documented in this report, was financed by the Fifth Framework Programme of European Commission (Competitive and Sustainable Growth, Contract Nº G6RD-CT-2001-00641); Inter-national Prestressed Hollow Core Association, Bundesverband Spannbeton-Hohlplatten, Castelo, Consolis, Echo, Strängbetong, and VTT. The test specimens were provided by Parma Betonila, Finland.

5

Contents

Abstract..............................................................................................................................3

Preface ...............................................................................................................................4

1. Introduction..................................................................................................................7

2. Test arrangements ........................................................................................................8

3. Test on trimmer beam ................................................................................................20

4. Results of floor tests...................................................................................................24 4.1 General on floor tests........................................................................................24 4.2 Rate of loading .................................................................................................25 4.3 Cracking pattern and failure load .....................................................................26

4.3.1 Cracking pattern after service tests ......................................................26 4.3.2 Failure load and cracking pattern after failure tests .............................27

4.4 General on measured results.............................................................................28 4.4.1 Deflection.............................................................................................29 4.4.2 Transverse horizontal motion of slab edges.........................................43 4.4.3 Crack width ..........................................................................................44 4.4.4 Settlement of supports..........................................................................44 4.4.5 Tilting and sliding of supporting beams...............................................44 4.4.6 Load carried by the trimmer beam.......................................................45

5. Strength of concrete ...................................................................................................49

6. Analysis of results......................................................................................................51 6.1 Error in measured deflections...........................................................................51 6.2 Evaluation of observed resistance in failure tests.............................................51

7. Discussion..................................................................................................................54

References .......................................................................................................................55

Appendices

A Photographs

B Measured geometry of slabs

C Measured results in test on trimmer beam

D Measured strains and displacements in tests FT200:1�FT200:3 and FT200:12

6

E Measured strains and displacements in tests FT200:47�FT200:11

F Error in vertical displacements

G Measured tilting and sliding of supporting beams

7

1. Introduction The tests documented in this report were planned to clarify the effect of shear and torsion on the deflection and resistance of a floor made of prestressed hollow core slab units. By placing the loads close to the support, bending failure modes were eliminated.

In all figures of this report, the measures are given in millimetres unless otherwise specified.

8

2. Test arrangements Ten tests with service load were carried out. In these tests the floor was subjected to four equal point loads which were increased monotonously until a certain predefined limit load was achieved. After unloading the loads were moved to another position and the same procedure was repeated. All positions of the service point loads are shown in Fig. 1.a.

After the service load tests the floor was loaded to failure in two tests. The location of the loads is illustrated in Fig. 1.b. Some characteristics of the test specimens are given in Table 1. Different tests are identified by symbol FT200:x where x is the number of the test shown in Fig. 1.

12

37

89

5

410

6

a)

12

11

b)

Fig. 1. General view on loading arrangements. a) Location of point load in service load tests FT200:1�FT200:10. b) Location of point loads in failure tests FT200:11 and FT200:12.

Table 1. Characteristics of slab units in test FT200:1�FT200:12.

Thickness mm

Strands Initial prestress MPa

Length mm

Cast (Extruded)

200 7 d 12.5 mm 900 7060 or 6020 10.10.2003

For comparison, a load test called ST200E2M with similar support conditions as in the present floor but with only one slab unit was carried out, see Fig. 2. This test has been reported elsewhere [3].

9

P

e

Fig. 2. Loading arrangements in test ST200E2M [3].

The slabs were cast by Parma Oy at Hyrylä factory. The material data provided by the manufacturer of the slab units are collected in Table 2.

Table 2. Data provided by the slab manufacturer.

Concrete K60 Cement CEM I 52,5 R Cement kg/m3 245 Water l/m3 120 Maximum aggregate size # [mm] 13 Number of aggregates 3 Strands - strength/0.2% yield strength [MPa] - initial prestress [MPa]

1860 / 1640

900

The nominal cross-section of the slab units is given in Fig. 3 and the measured geometry in Appendix C. The measurements show that the real voids were considerably smaller than either the nominal ones or the voids in the slabs used in previous tests [3]. The difference in the real cross-sections must be taken into account when comparing the results of the present and previous tests, see Chapter 6.

When assembling the test specimen, two supporting beams were placed on the floor of the laboratory without any smoothing material. The slab ends were placed on the beams (one end of slab 2 on a trimmer beam). The longitudinal joints were grouted on the 28th of October 2003. On the next day the joints were precracked by wedges, see Figs 4�7 in App. A. The crosswise tie beams on the supporting beams were cast on the 30th of October. The crack widths due to the precracking are shown in Fig. 4. They were measured optically, close to transducers 41�46 and 241�246, on the 11th of November 2003.

10

102 131 187.6 187.6 187.6 187.6 187.6 1311416

1871

3843

102.5

97.5

1200

9

c=3052 172.8 187.6 187.6 187.6 187.6 172.8 52

Chamfer 10x10

155

25

20

Fig. 3. Nominal cross-section and location of strands in slabs. c refers to concrete cover below the strand.

12002450Distance from slab end: Distance from slab end:

241

243

245246

244

242

980 2680

4142

4344

45460.160.26

0.24

0.300.26

0.16

0.220.24

0.240.16

0.280.26

Fig. 4. Crack width due to precracking. For the location of transducers see Figs 16 and 18.

The design of the supporting beams and that of the trimmer beam are shown in Fig. 5 and Figs 6�8, respectively. The support conditions and test arrangements are presented in Figs 9�22.

11

570

400

200 150150

300

200100 100

Rebars d 10 c/c 300

2 d 10 L = 5300

Length of beam = 5200

2 holes

Fig. 5. Design of supporting beams. The grade of concrete was K30.

Rebar d 16

Level of grouting

Fig. 6. Overview on trimmer beam POK200 made by Teräspeikko Oy, Lahti. The slots at the ends of the end plate were made by VTT. They do not belong to the design of POK200.

12

Level of grouting within trimmer beam zone

Fig. 7. Cross-section of slab place on trimmer beam. Note that, to facilitate undisturbed measuring of strains, the grouting level at the ends of the trimmer beam was lower than elsewhere.

Slot in end plate130

508

200

8

10

120

a)

62

100

1190

200 Rebar d 16

b)

Fig. 8. Design of trimmer beam. a) 3-dimensional illustration. b) Side view. Note the slots at the ends of the end plate. The steel plates were made of steel S355JO.

13

1300Distance from slab end:

2

3, 12

1C

C

B

B

B

B

Opening

Vertical transducerHorizontal transducerConcentrated load

1

2

3

4

Fig. 9. Location of loads in tests FT200:1�FT200:3 and FT200:12. For transducers, see Figs 16�17. For sections A�A, B�B and C�C, see Fig. 13.

6

5

4,11

10

8

7

830 2530Distance from slab end:

Distance between slab ends:

A

A

B

B

B

B

B

B

B

B

C

C9

D

D

7060 (Length of slab)

1040

Opening

Vertical transducerHorizontal transducerConcentrated load

1

2

3

4

KK

L L5200

Fig. 10. Location of loads in tests FT200:4�FT200:11. For transducers, see Figs 18�19. For sections K�K and L�L, see Fig. 11.

14

60100

30Thin plasticsheet

2 rebars d=12 L = 5300

Rebars d 10 c/c 300, L = 200+300

200

10070Plywood board

30x50x60under webs,2 pc./s lab end

100

5040100

a)

50 55

b)

Fig. 11. Arrangements at supports of floor. a) Arrangements at supporting beam, section K�K in Fig. 10. b) Arrangements at trimmer beam, section L�L in Fig. 10.

D1

3

2

4

D

a)

120

R100

800

300

Rebar d = 10in each longitudinal joint

The rebar is placed horizontally

b)

Fig. 12. Tie reinforcement in longitudinal joints of floor. a) Plan. b) Section D�D.

15

A A

188 188 188224

36 37636376

B B

188 188 188 36

C C

Fig. 13. Loads in different tests. Sections A�A, B�B and C�C, see Figs 9�10.

0.5P

Gypsum

Roller barSteel plate10x100x100

Gypsum

Bar welded to steel plate

Steel plate10x100x100

a a

Fig. 14. Loading arrangements above outermost web (on the left) and above inner web (on the right).

0.5P

Gypsum

Roller barSteel plate10x100x100

Bar welded to steel plateSteel plate10x100x100

a a

Gypsum

Fig. 15. Loading arrangements above two inner webs.

16

2530 13002500Distance from slab end:Distance from slab end:

500 300

1112

13

14

15

16

17

18

21 (22)23 (24)25 (26)

31 (32)33 (34)35 (36)

41

43

4546

44

42

53(54)

51(52)

57(58)

55(56)

M

MJ

J

2450 1200

EE

Fig. 16. Horizontal transducers 11�18, 21�26, 31�36 and 41�46 in stages I and IV. Numbers in parentheses refer to transducers at a lower level.

2500Distance from slab end:

30

60

1060

98

100

102

97

61

62636465

66

67

686970

71

72

7374

75

7677

78

7980

81

82

99101103

104

106

108110

105

107

109

9092

9496

91

93

95

112114

116

111113

115117

127129

131133135

137

139

121

123

125

141

143

128

130

132134

136

138140

120122

124126

142

14430

H

H

F

F

G

G

Fig. 17. Vertical transducers in stages I and IV.

17

830 2530 13002500Distance from slab end: Distance from slab end:

241

243

245246

244

242

21 (22)23 (24)25 (26)

31 (32)33 (34)35 (36)37 (38)

27 (28)

1112

13

14

15

16

17

18

980 2680

Fig. 18. Horizontal transducers 11�18, 21�28, 31�38 and 241�246 in stages II and III. Numbers in parentheses refer to transducers at a lower level.

1030 2730 1060Distance from slab end:Distance from slab end:

71

72

7374

75

7677

78

7980

81

82

187

189

191193195

197

199

181

183

185

201

203

188

190

192194

196

198200

180182

184186

202

204

158

160

162

157

159

161163

164

166

168170

165

167

169

150152

154156

151

153

155

172174

176

171

173

175177

30

60

61

626364

65

66

67686970

103104

110

111

30

Fig. 19. Vertical transducers in stages II and III.

18

50

870

50

E E

18

17

188

F F

188188188 188 188 3636

564

G G

564 3636

56

H H

376 3636 376376

50

57

58J J

13020

50

23

24M M

13020

Fig. 20. Sections E�E, G�G, H�H, J�J and M�M, see Figs 16 and 17.

19

30

3070

170

2 + 2 strain gauges 2 + 2 strain gauges

Fig. 21. Location of straing gauges 211�218 fixed to trimmer beam. See also Fig. 22.

Opening

215 216

212

213 214

217 218

211

Fig. 22. Location of strain gauges 211�218. Plan view. See also Fig. 21.

20

3. Test on trimmer beam Next to the opening, the end of slab 2 was placed on a trimmer beam, which in its turn was supported on the top of the two neighbouring slabs 1 and 3 as shown in Figs 1�3 and 7 in App. A. Before grouting the joints, the trimmer beam was loaded with the self weight of slab 2, with another slab and with additional weight of material placed on the slab end as shown in Fig. 23. The aim of these measurements was to facilitate interpretation of the strain measurements during the floor tests.

2000 kg2350 kg

2000 kg

1210 kg

No load 0, 11

1, 10, 122, 9

3, 8

4, 5, 6, 7Load step

Fig. 23. Loading arrangements at load steps 0, 1, ... ,12. The trimmer beam supports the right end of the lower slab.

After load step 5, the protruding parts of edges of slabs 1 and 3 close to the trimmer beam, see Fig. 24, were removed by chiseling, and the operation was completed after load step 6. The aim was to eliminate contact between the end plates of the trimmer beam and the edges of slabs 1 and 3. This contact was non-existing before loading, but developed gradually, obviously due to the tapered shape of the trimmer beam and bending of the wings of the trimmer beam.

Removed

Fig. 24. Protruding part of slab edge removed after load step 4

Fig. 25 illustrates the idea behind the measurements. From the strains measured on the surface of the steel plate, the average strain is calculated as the mean of the measured strains. When the average strain is multiplied by the elasticity modulus of the steel and

21

cross-sectional area of the steel plate, an estimate for the normal force carried by the steel plate is obtained provided that the yield strain has not been exceeded anywhere.

The measured strains and loads as well as some additional data are given in App. C. The measured load-strain curves are shown in Fig. 26 and the average strain in Fig. 27.

During the chiseling the strains changed only slightly except the one measured by gauge 213. The behaviour of gauge 213 is difficult to explain unless there has been some error in the measuring devices. The sudden drop between load steps 5 and 6 not only in strain at 213 but also in average strain (Fig. 27) means that, thanks to the chiseling, the load carried by the trimmer beam considerably decreased which is unlogical.

211

Average

212

214

213

Fig. 25. Hypothetical distribution of vertical strain in end plate of trimmer beam. Horizontal cross-section. Strains measured by strain gauges 211�214 and the average strain illustrated by arrows.

22

0

10

20

30

40

50

-4 -2 0 2 4 6

Strain [10-3]

P [k

N]

211212213214215216217218

Fig. 26. Strain measured by strain gauges 211�218.

0

10

20

30

40

50

-100 0 100 200 300 400 500

Average strain [10-6]

P [k

N]

211-214215-218

Fig. 27. Average strain.

The virtual stress curves calculated from σ = (210 GPa)·ε are shown in Fig. 28. The measured stress exceeds the nominal yield strength 355 MPa after load step 2 (P = 21.4 kN). On the other hand, the strains seem to be nearly proportional to the load until the maximum load. The assumption of proportionality in the load-strain relationship seems to work relatively well even after yielding has started because

• a major part of the cross-section did not yield

• the errors in the tensile stresses, calculated ignoring the plastification, are partly counterweighted by errors of the same order in the compressed zone.

23

0

10

20

30

40

50

-700 -350 0 350 700

Stress [MPa]

P [k

N]

211212213214215216217218

Fig. 28. Virtual stress, ascending part of the curves.

Fig. 29 illustrates the load carried by the trimmer beam versus vertical force F in the end plates calculated from the average strain. The sum of forces F should equal P but it equals 2P. No good explanation to this discrepancy could be found. A damage in gauge 213 does not seem likely because in later tests this gauge behaved in a way very similar to that of the other gauges.

0

5

10

15

20

25

0 5 10 15 20 25Force from strain [kN]

P [k

N]

211-214215-218

Fig. 29. Force in end plate of trimmer beam, calculated from stress distribution before yielding.

24

4. Results of floor tests

4.1 General on floor tests

The type and date of each test are given in Table 2. The tests were carried out in the order in which they are mentioned in Table 3.

Table 3. Type of load, weight of loading equipment Peq and date of test.

Test Type of load Peq kN

Nov 2003

FT200:1x, FT200:2x FT200:3x

Service Service

0.70 0.79

11 12

FT200:1 FT200:2, FT200:3

Service Service

0.79 0.79

12 12

FT200:4, FT200:5 Service 0.83 13 FT200:6 FT200:7, FT200:8

Service Service

0.73 0.83

14 14

FT200:9, FT200:10 Service 0.73 17 FT200:11 FT200:12

Failure Failure

0.83 0.79

18 18

The tests were carried out by keeping the rate of elongation of the actuator at a predefined level. When necessary, this level was shifted. The rate of loading is given later in Figs 31�33.

The first three tests (FT200:1x�FT200:3x) were repeated with a slightly different loading arrangements. In the latter three tests (FT200:1�FT200:3) there was a swivel above the actuator, in the first three tests the swivel was missing, see Fig 30. The aim of the swivel with two lubricated spherical surfaces was to eliminate the possible eccentricity of the vertical load. Obviously the role of the swivel was unimportant in these tests because the results were both quantitatively and qualitatively very close to each other in both test series. Therefore, the results obtained without the swivel (i.e. tests FT200:1x�FT200:3x) are not documented and discussed in this report. The swivel was also applied in test FT200:12.

In tests FT200:4�FT200:11 a single actuator with three rotational degrees of freedom at its both ends was used and no extra arrangement to eliminate eccentricity was necessary.

25

PActuator

Piston

2 teflonsheets2 steel

plates

a)

P

Swivel

b)

Fig. 30. Load arrangements above hydraulic actuator. a) Tests FT200:1x�FT200:3x. b) Tests FT200:1�FT200:3 and FT200:12.

4.2 Rate of loading

Before each test the measuring devices were zero-balanced. The load was increased monotonously up to a value which was estimated to be 50% or less of the failure load. Figs 31 and 33 illustrate the rate of loading.

0

20

40

60

80

100

120

0 2 4 6 8 10 12 14Time [min]

P [

kN]

FT:1FT:2FT:3

Fig. 31. FT200:1. Rate of loading in tests FT200:1�FT200:3.

26

0

20

40

60

80

100

120

0 10 20 30 40 50 60 70 80 90Time [min]

P [

kN]

FT:4FT:5FT:6FT:7FT:8FT:9FT:10

Fig. 32. Rate of loading in tests FT200:4�FT200:10.

050

100150200250300350

0 20 40 60 80 100 120 140Time [min]

P [

kN]

FT:11FT:12

Fig. 33. Rate of loading in tests FT200:11�FT200:12.

4.3 Cracking pattern and failure load

4.3.1 Cracking pattern after service tests

Before the tests, the longitudinal joints between adjacent slabs were precracked on purpose and the tie beams were at least partly cracked along the slab ends, obviously due to the shrinkage of the concrete. After the tests the tie beams were cracked throughout along slab ends. No other additional cracks could be seen after the service tests.

27

4.3.2 Failure load and cracking pattern after failure tests

In test FT200:11 the cracking of the soffit obviously started far before cracks could be observed on the top surface. Visually these cracks could not be seen without going below the floor which was not done for safety reasons, but the softening of the load displacement curves and the sounds heard supported the presented conclusion. At actuator load P = 317.1 the floor failed.

In test FT200:12 an inclined shear crack appeared in the edge of slab 3 at actuator load P = 201 kN. When increasing the load, this crack grew in width, other cracks appeared close to the first one and on the top surface. At actuator load P = 235.5 kN the floor failed.

The failure loads are given in Table 4. The cracking patterns after failure are shown in Figs 34�35 and in App. A, Figs 17�44.

Table 4. Actuator load Pact, weight of loading equipment Peq and total load on floor Fobs.

Test Pact kN

Peq kN

Fobs kN

FT200:11 317.1 0.8 317.9 FT200:12 235.5 0.8 236.3

Pmax = 318 kN

Pmax =236 kN

First observedcrack at P= 201 kN

First observedcrack

Crack at P= 229 kN

FT200:11

FT200:12

Fig. 34. Illustration of cracking after failure tests. The continuous lines correspond to cracks on the top surface of floor or at the edges of the opening, the dashed lines those on the soffit.

28

Soffit

FT200:12

FT200:11

Fig. 35. Craks observed after tests FT200:11 and FT200:12. The continuous lines correspond to cracks on the top surface of floor or at the edges of the opening, the dotted lines those on the soffit.

4.4 General on measured results

The measured strains, crack widths and displacements are given graphically in Appendices D and E. Maximum and minimum values of other measured results are collected in Table 5 where the symbol ∆ stresses the fact that the result tells the change of the measured property with respect to the start of the test, not the cumulative change with respect to the start of the whole test series.

29

Table 5. Maximum and minimum of measured results. Absolute value of differential horizontal displacement between upper and lower part of slab measured by transducers 21�38 (∆uhor,edge), horizontal displacement of slab measured by transducers 51�58 (∆uhor,opening), change in crack width (∆wcrack), settlement of supports (∆δsupp,max), maximum deflection (∆δmax) and strain in trimmer beam measured by transducers 211�218 (∆εs).

Test ∆uhor,edge

mm ∆uhor,opening

mm ∆wcrack

mm ∆δsupp,max

mm ∆δmax mm

∆εs 10-6

FT200:1 0.26 -0.04/0.015 -0.02/0.10 5.8 -40/60 FT200:2 0.16 -0.05/0.002 -0.10/0.12 4.3 -70/75 FT200:3 0.12 -0.18/0.02 -0.16/0.12 3.5 -200/200 FT200:4 0.15 -0.07/0.03 -0.07/0.10 2.4 -20/30 FT200:5 0.10 -0.07/0.02 -0.08/0.16 2.1 -40/45 FT200:6 0.25 -0.02/0.04 -0.09/0.20 3.2 -35/30 FT200:7 0.23 -0.14/0.05 -0.07/0.08 4.8 -100/120 FT200:8 0.31 -0.10/0.08 -0.07/0.11 5.2 -50/50 FT200:9 0.17 -0.01/0.06 -0.06/0.18 5.2 -35/45 FT200:10 0.14 -0.01/0.06 -0.05/0.20 3.5 -15/25 FT200:111) 0.70 -0.4/0.4 -0.25/0.07 13 -80/100 FT200:122) 0.40 -0.5/0.2 -0.5/0.3 -0.5/0.3 12 -2000/2000

1) Before yielding 2) Before start of failure (first unloading)

The measured results are discussed in more detail in the following few sections.

4.4.1 Deflection

Figs 36�71 illustrate the measured deflection of the floor along lines transverse to the slab direction. In service load tests the floor seemed to recover well after unloading. The recovering would have been more complete if the measurements with zero load had been continued after unloading.

It is likely that the failure in test FT200:11, taking place locally at a long distance from the load in test FT200:12, affected only slightly the results of the latter test.

30

0

1

2

3

4

5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 36. FT200:1. Deflection measured by transducers 90�117 at 60, 100 and 0 kN.

0

1

2

3

4

5

6

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 37. FT200:1. Deflection measured by transducers 120�144 at 60, 100 and 0 kN.

-0.1

0

0.1

0.2

0.3

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening60 kN

100 kN

0 kN

Fig. 38. FT200:1. Deflection measured by transducers 60�70 at 60, 100 and 0 kN.

31

0

1

2

3

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening100 kN

60 kN

0 kN

Fig. 39. FT200:2. Deflection measured by transducers 90�117 at 60, 100 and 0 kN.

0

1

2

3

4

5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

100 kN

0 kN

Fig. 40. FT200:2. Deflection measured by transducers 120�144 at 60, 100 and 0 kN.

-0.05

0.00

0.05

0.10

0.15

0.20

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening100 kN

0 kN

60 kN

Fig. 41. FT200:2. Deflection measured by transducers 60�70 at 60, 100 and 0 kN.

32

0

1

2

3

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

] Opening60 kN

100 kN

0 kN

Fig. 42. FT200:3. Deflection measured by transducers 90�117 at 60, 100 and 0 kN.

0

1

2

3

4

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

] Opening

100 kN

0 kN

60 kN

Fig. 43. FT200:3. Deflection measured by transducers 120�144 at 60, 100 and 0 kN.

-0.02

0

0.02

0.04

0.06

0.08

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening100 kN

0 kN

60 kN

Fig. 44. FT200:3. Deflection measured by transducers 60�70 at 60, 100 and 0 kN.

33

0.0

0.5

1.0

1.5

2.0

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 45. FT200:4. Deflection measured by transducers 150�177 at 60, 100 and 0 kN.

0.0

0.5

1.0

1.5

2.0

2.5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 46. FT200:4. Deflection measured by transducers 180�204 at 60, 100 and 0 kN.

-0.05

0.00

0.05

0.10

0.15

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN 100 kN

0 kN

Fig. 47. FT200:4. Deflection measured by transducers 71�82 at 60, 100 and 0 kN.

34

0.0

0.5

1.0

1.5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 48. FT200:5. Deflection measured by transducers 150�177 at 60, 100 and 0 kN.

0.0

0.5

1.0

1.5

2.0

2.5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 49. FT200:5. Deflection measured by transducers 180�204 at 60, 100 and 0 kN.

-0.05

0.00

0.05

0.10

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN0 kN

Fig. 50. FT200:5. Deflection measured by transducers 71�82 at 60, 100 and 0 kN.

35

0.0

0.5

1.0

1.5

2.0

2.5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN100 kN

0 kN

Fig. 51. FT200:6. Deflection measured by transducers 150�177 at 60, 100 and 0 kN.

0.00.51.01.52.02.53.03.5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening60 kN

100 kN

0 kN

Fig. 52. FT200:6. Deflection measured by transducers 180�204 at 60, 100 and 0 kN.

-0.1

0.0

0.1

0.2

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 53. FT200:6. Deflection measured by transducers 71�82 at 60, 100 and 0 kN.

36

0.0

0.5

1.0

1.5

2.0

2.5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

50 kN

80 kN

0 kN

Fig. 54. FT200:7. Deflection measured by transducers 150�177 at 50, 80 and 0 kN.

0

1

2

3

4

5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

50 kN

80 kN

0 kN

Fig. 55. FT200:7. Deflection measured by transducers 180�204 at 50, 80 and 0 kN.

0.00

0.05

0.10

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

50 kN

80 kN

0 kN

Fig. 56. FT200:7. Deflection measured by transducers 71�82 at 50, 80 and 0 kN.

37

0.0

0.5

1.0

1.5

2.0

2.5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

50 kN

80 kN

0 kN

Fig. 57. FT200:8. Deflection measured by transducers 150�177 at 50, 80 and 0 kN.

01

234

56

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

50 kN

80 kN

0 kN

Fig. 58. FT200:8. Deflection measured by transducers 180�204 at 50, 80 and 0 kN.

-0.05

0.00

0.05

0.10

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

50 kN

80 kN

0 kN

Fig. 59. FT200:8. Deflection measured by transducers 71�82 at 50, 80 and 0 kN.

38

0.0

0.51.0

1.52.0

2.53.0

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

40 kN

60 kN

0 kN

Fig. 60. FT200:9. Deflection measured by transducers 150�177 at 40, 60 and 0 kN.

0

12

34

56

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

40 kN

60 kN

0 kN

Fig. 61. FT200:9. Deflection measured by transducers 180�204 at 40, 60 and 0 kN.

-0.05

0.00

0.05

0.10

0.15

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

40 kN

60 kN

0 kN

Fig. 62. FT200:9. Deflection measured by transducers 71�82 at 40, 60 and 0 kN.

39

0.0

0.51.0

1.5

2.02.5

3.0

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 63. FT200:10. Deflection measured by transducers 150�177 at 60, 100 and 0 kN.

0

1

2

3

4

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 64. FT200:10. Deflection measured by transducers 180�204 at 60, 100 and 0 kN.

-0.10

0.00

0.10

0.20

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

60 kN

100 kN

0 kN

Fig. 65. FT200:10. Deflection measured by transducers 71�82 at 60, 100 and 0 kN.

40

024

68

1012

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]Opening

250 kN317 kN

0 kN

Fig. 66. FT200:11. Deflection measured by transducers 150�177 at 250, 317 (failure load) and 0 kN.

024

68

1012

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

250 kN

317 kN

0 kN

Fig. 67. FT200:11. Deflection measured by transducers 180�204 at 250, 317 (failure load) and 0 kN.

-0.3-0.2-0.10.00.10.20.30.40.50.6

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening250 kN

317 kN

0 kN

Fig. 68. FT200:11. Deflection measured by transducers 71�82 at 250, 317 (failure load) and 0 kN.

41

0

5

10

15

20

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]Opening

200 kN

236 kN

0 kN

Fig. 69. FT200:12. Deflection measured by transducers 90�117 at 200, 236 (failure load) and 0 kN.

0

5

10

15

20

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening

200 kN

236 kN

0 kN

Fig. 70. FT200:12. Deflection measured by transducers 120�144 at 200, 236 (failure load) and 0 kN.

-0.6

-0.4

-0.2

0.0

0.2

0.4

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

Opening200 kN

236 kN

0 kN

Fig. 71. FT200:12. Deflection measured by transducers 60�70 at loads 200, 236 (failure load) and 0 kN.

42

In Figs 72�75 the deflection measured in failure tests is compared with the deflection measured in service test. Both deflections correspond to the maximum load in service test. The deflections coincide rather well despite the permanent deformations and cracking which had taken place before the failure tests had been started.

0.0

0.5

1.0

1.5

2.0

0 1200 2400 3600 4800

x [mm]D

efle

ctio

n [m

m]

FT200:4FT200:11

Opening

Fig. 72. FT200:4 and FT200:11. Deflection measured by transducers 1500�177 at load 100 kN.

0.00.51.0

1.52.02.53.0

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

FT200:4FT200:11

Opening

Fig. 73. FT200:4 and FT200:11. Deflection measured by transducers 180�204 at load 100 kN.

43

0

1

2

3

4

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]FT200:3FT200:12

Opening

Fig. 74. FT200:3 and FT200:12. Deflection measured by transducers 90�117 at load 100 kN.

0

1

2

3

4

5

0 1200 2400 3600 4800

x [mm]

Def

lect

ion

[mm

]

FT200:3FT200:12

Opening

Fig. 75. FT200:3 and FT200:12. Deflection measured by transducers 120�144 at load 100 kN.

4.4.2 Transverse horizontal motion of slab edges

Fig. 76 illustrates how the horizontal motion of the slab edge was measured. A 30x30 mm2 piece of thin metal sheet was glued to the slab edge. Efforts were made to place the piece as vertical as possible, but it is possible that a deviation of the order of 0.1 mm / 5 mm from the vertical axis remained. This means that the displacements measured by transducers 21�38 cannot be too accurate.

44

Thin metal sheet

Fig. 76. Measuring horizontal motion of slab edge.

4.4.3 Crack width

The changes in crack width during the service load tests remained smaller or equal to the crack width measured after precracking. In the service load tests the change due to the loading disappeared after unloading almost completely which shows that the response of the floor was almost elastic.

Before failure or yielding in the failure tests the crack widths also remained small, not higher than 0.4 mm. This indicates that the tie beams connecting the slab ends worked as intended.

4.4.4 Settlement of supports

The vertical displacement measured at a distance of 30 mm from slab ends is here called settlement of supports. It is affected at least by four major effects:

1) Vertical compressive strain of the grout below the slab end

2) Compression at the interface between the supporting beam and the floor of the laboratory

3) Rotation of slab end around an axis other than the assumed one at a distance of 30 mm from slab

4) Uplift due to concentrated load.

The measured displacements are small but cannot be totally ignored when verifying computer models with the aid of the measured floor response.

4.4.5 Tilting and sliding of supporting beams

When a floor is loaded as in the tests, see Fig. 77, the soffit of the slab tends to elongate. If this elongation is not free, which was the case in the tests, a horizontal force H is induced into the slab. This horizontal force tends to move the supporting beams apart.

45

At the same time, the eccentric support reactions of the floor tend to turn the upper ends of the beams inwards closer to each other. Fig. 77.b illustrates the resulting forces which the beams are subjected to. Since the vertical force on support B is much higher than that on support A, so is also the friction force and if one of the beams slides, it will be beam A. Due to the higher bending moment on beam B, if tilting occurs, it tends to be to the left.

Slab

P

A B

P

A B

BPA

H H

a) b)

Fig. 77. Schematic diagram about behaviour of supporting beams A and B. a) Mechanical model. b) Forces on beams.

The horizontal motion of the supporting beams in the direction of the slabs was measured by transducers 11�18. The results are illustrated in App. G with figures which show the position of the beam with regard to its position before the test at different load levels. These figures show that in all cases the beam at the loaded end of the floor moved inwards, the opposite beam outwards, i.e. both beams moved to the direction from the loaded end of the slab to the unloaded one as expected.

The figures in App. G show that after unloading the lower transducers showed almost zero displacement in all service load tests but this was not the case in failure tests. It can be deduced that there the beams slided along the floor of the laboratory in failure tests, but they did not slide in the service load tests. Even in the failure tests the major part of the horizontal displacements of the supporting beams was attributable to the tilting.

4.4.6 Load carried by the trimmer beam

When considering the behaviour of the trimmer beam, the most interesting tests were FT200:3 and FT200:12 in which slab 2, supported by the trimmer beam, was loaded close to the opening. Since the response of the test specimen in test FT200:3 was very close to that in the initial part of test FT200:12, only the latter test is considered here.

In Figs 78�81 the strain measured by the strain gauges 211�218 in test FT200:12 and in test on trimmer are shown. The strains in test FT200:12 are so small when compared

46

with the strains in trimmer beam test, see Chapter 3 and Fig. 81, that the almost linear relationship between the strains and load observed in the latter test can be used for estimation of the load carried by the trimmer beam in test FT200:12.

0

50

100

150

200

250

-4000 -2000 0 2000 4000 6000

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 78. FT200:12. Strain measured by transducers 211�218 before failure.

0

10

20

30

40

50

-4000 -2000 0 2000 4000 6000

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 79. Test on trimmer beam. Strain measured by transducers 211�218 before unloading.

47

0

50

100

150

200

250

0 50 100 150 200 250 300Strain [10-6]

P [k

N]

211-218211-214215-218

Fig. 80. FT200:12. Average strain measured by transducers 211�218.

0

10

20

30

40

50

-100 0 100 200 300 400 500

Average strain [10-6]

P [k

N] 211-214

215-218211-218

Fig. 81. Test on trimmer beam. Average strain measured by transducers 211�218 before unloading.

To estimate roughly the load carried by the trimmer beam, Figs 80 and 81 are applied using the following assumptions:

1. The reaction force due to the self weight of slab 2 (10 kN) is completely carried by the trimmer beam.

2. The load carried by the trimmer beam follows the measured average strains as curve 211-218 in Fig. 81.

3. In test FT200:12 the average strain corresponding to actuator load P is the one taken from curve 211�218 in Fig. 80.

In this way, Table 6 is obtained. 50% of the total actuator load P was directly on slab 2. The share of 0.5P, carried by the trimmer beam, is illustrated in Fig. 82. This rough

48

estimation shows that the longitudinal joints between slabs carry a major part of the load on the slab supported by the trimmer beam.

Table 6. FT200:12. Actuator load P, average strain εP+G in trimmer beam due to P and self weight of slab G, as well as part of P carried by trimmer beam RP.

P kN

0.5P kN

εP+G 10-6

RP+G kN

RP kN

0 0 40 10 0100 50 50 12 2160 80 68 18 8200 100 105 26 16229 115 160 33 23234 117 225 38 28236 118 280 45 35

0

20

40

60

80

100

120

0 0.1 0.2 0.3 0.4

Share of load carried by trimmer beam

Load

on

slab

2 [k

N]

Fig. 82. FT200:12. Contribution of trimmer beam on the load-carrying mechanism.

49

5. Strength of concrete

The strength of the concrete was measured from 50 x 50 mm cores for the slab units and from 150 mm test cubes for the cast-in-situ concrete. The results are given in Tables 7�9. After drilling the cores were covered with plastic in such a way that they were still wet when tested. The test cubes were kept in the same temperature and relative humidity as the floor test specimen until testing.

Table 7. Strength and density of 50 x 50 mm cores drilled from slab unit 1 and tested on 21th of November 2003.

Specimen Strength MPa

Density kg/m3

L1 56.5 2390 L2 56.0 2400 L3 57.0 2380 L4 52.5 2380 L5 53.5 2370 L6 58.0 2380

Mean x 55.6 2383 Standard deviation s 2.1 10

Characteristic strength fck,C50 = x�1.65s

52.1

Table 8. Strength and density of 150 mm test cubes cast from grouting in the longitudinal joints and tested on 18th of November 2003.

Specimen Strength MPa

Density kg/m3

S2 41.5 2260 S3 40.0 2230 S4 41.0 2240 S5 41.5 2250 S6 42.0 2250

Mean x 41.2 2246 Standard deviation s 0.76

Characteristic strength fck,K150 = x�1.65s

39.9

50

Table 9 . Strength and density of 150 mm test cubes cast from the tie beams and tested on 18th of November 2003.

Specimen Strength MPa

Density kg/m3

P2 34.0 2220 P3 34.5 2240 P4 34.5 2230 P5 34.5 2230 P6 36.0 2250

Mean x 34.7 2234 Standard deviation s 0.76 5

Characteristic strength fck,K150 = x�1.65s

33.4

51

6. Analysis of results

6.1 Error in measured deflections

The deflection of the floor was measured using transducers, a part of which were provided with springs. The transducers were placed on long, relatively flexible steel beams, the ends of which were supported by stands placed on the floor of the laboratory. When the floor was loaded, the spring force in the transducers slightly relaxed and the beam spanning over the floor deflected. In other words, the transducers were fixed to a beam that also moved. Hence they did not measure the absolute deflection of the floor exactly. The error due to this approximation is considered in Appendix F and proved to be small.

6.2 Evaluation of observed resistance in failure tests

It is assumed that the strength measured from 50 mm drilled cores gives directly the cubic strength measured from 150 mm cubes and that the cylinder strength is equal to 85% of the cubic strength. In this way, the lower characteristic cylinder strength fck,C150 (150 x 300 mm cylinders) given in Table 10 is obtained. From this, the mean tensile strength

3/2150,30.0 Cckctm ff = (1)

and the lower characteristic tensile strength

ctmctk ff 70.0= (2)

are obtained according to Eurocode 2 [2].

Table 10. Strength fc,C50 measured from 50 mm cores, corresponding cylinder strength fc,C150 and mean tensile strength fctm.

fc,C50

MPa

fc,C150

MPa

fctm

MPa

FT200 52.1 44.3 3.76

To give an impression about the shear resistance observed in tests FT200:11�FT200:12, a virtual load test FT200V is analysed according to the product standard EN 1168 [1]. In this test a single slab element, identical to those in floor test and with similar support conditions, is loaded with a transverse line load P at a distance of 830 mm from slab end.

52

The cross-sectional characteristics of the slab are calculated from the measured cross-section shown in Fig. 83 with the exception that the measured value 276 mm, see App. B, is used for bw, the sum of the web widths.

143

28

29

1156

200

43.3

Figure 83. Geometry used for calculating A, S and I.

The transfer length lpt is calculated according to Eurocode 2 from

( )( )cCck

pt fl

γ/30.07.02.3)MPa 50)900((mm 12.519.025.1

3/2150,⋅⋅

−⋅⋅⋅= (3)

where fckC,150 , the strength at the release of the prestress, is assumed to be 70% of the cylinder strength 44.3 MPa. It is also assumed that the steel stress after the release is equal to 850 MPa.

Including γc in expression 3 is confusing, because later in the code it is stated that " The design value of transmission length should be taken as the less favourable of two values, depending on the design situation : lpt1 = 0.8lpt or lpt2 = 1.2lpt.� This suggests that the characteristic value for lpt is obtained using a nationally determined safety factor which cannot be tuned for the transfer length only. Due to this confusion, the transfer length is calculated using two values for γc = 1.0 and 1.5. In this way lpt = 391 mm and lpt = 587 mm are obtained.

The results of the calculations are given in Table 10. Two values are obtained for the predicted shear resistance: Vu,pre = 185 kN and 175 kN with transfer length 391 mm and 587 mm, respectively. In Table 11 also the imposed load Pu,pre corresponding to the shear resistance is given.

53

Table 11. Virtual shear test ST200V. Weight of slab per unit length g, distance from centroid of strands to the bottom fibre ep, distance from centroidal axis to bottom fibre e, sum of web widths bw, cross-sectional area A, second moment of area I and first moment of area above centroidal axis S, assumed transfer length lpt, predicted shear resistance Vu,pre and imposed load Pu,pre corresponding to the predicted shear resistance.

g kN/m

ep mm

e mm

bw mm

A mm2

I mm4

S mm3

lb mm

Vu,pre kN

Pu,pre kN

3.28 43 99 276 138200 6.581.108 4.412.106 391 186 196 " " " " " " " 587 176 186

A reference test with one slab unit and with the same shear span, span of slab , support conditions and loading arrangements as for slab 3 in load test FT200:11 was performed after the floor test, see Fig. 84 and the report [3].

130123

133

132

127

127

ca. 130 (after peak load)

Figure 84. Failure pattern in test ST200E2M [3]. The numbers refer to actuator load.

The ultimate load in the reference test was 133.5 kN. In test FT200:11 the ultimate load on one slab was 159 kN = 0.5 · 317.0 kN (actuator load) + 0.5 · 0.83 kN (weight of loading equipment). So, the neighbouring slabs increased the load-carrying resistance by 19% even though one of the neighbours was loaded with a similar load. On the other hand, the ultimate load on one slab in test FT200:11 was 82�86% of the predicted ultimate load for a single slab with uniformly distributed line load. This difference is explained by the eccentricity of the load.

54

7. Discussion

The test specimens seemed to be typical of normal production. The strength of the concrete was high enough and the slippage of the strands was small in all elements. The loading and measuring equipment worked as intended with some insignificant exceptions.

In service load tests the response of the floor was nearly elastic. This can be seen from the nearly linear load-deflection relationship and from the fact that in the failure tests the initial part of the deflection curves followed closely the curve obtained in previous service load test with the same arrangements.

In view of the observed resistance in failure test FT200:11 the maximum loads might have been higher in service load tests FT200:4�FT200:10. On the other hand, the response of the floor was so linear in test FT200:11 far above load 100 kN that increasing the maximum loads in the service load tests would not have affected the observed response in the failure test too much.

There was a 1.0 x 1.2 m2 opening at one end of the floor. A trimmer beam made of steel was used to carry the slab which ended at the opening. Tries were made to measure the contribution of the trimmer beam to the load-carrying mechanism. A rough estimation is that before failure the trimmer beam carried 20% and the grouted joints 80% of the imposed load on the slab.

The deflection of a floor tends to elongate the bottom fibre of the slabs and to push the supporting structures apart. In the present tests the supports were not rigid enough to prevent such an elongation but tilted. The tilting was measured to facilitate the interpretation of numerical simulations.

The main purpose of the tests was to provide experimental data for verification of computer models. In this sense the results look satisfactory.

55

References

1 EN 1168. Precast concrete products � Hollow core slabs. 2005.

2 EN 1992-1-1. Eurocode 2: Design of concrete structures � Part 1: General rules and rules for buildings. 2004.

3 Pajari, M. Shear-torsion interaction tests on single hollow core slabs. Espoo 2004. VTT Research Notes 2275. 76 p. + app. 122 p. http://www.vtt.fi/inf/pdf/tiedotteet/2004/T2275.pdf

A1

Appendix A: Photographs

Fig. 1. Strain gauges on trimmer beam.

Fig. 2. Trimmer beam.

A2

Fig. 3. Notching of slab to eliminate contact between trimmer beam and edge of slab.

Fig. 4. Tie bars and plywood pads below slab at support.

A3

Fig. 5. Tie bar in longitudinal joint. Note also wrapped wedges in the joint used later for precracking of joint.

Fig. 6. Overview on floor before grouting. The vertical objects in the joints are wedges.

A4

Fig. 7. Overview on floor before grouting.

Fig. 8. Overview on floor before first test.

A5

Fig. 9. Transducers for measuring horizontal displacement of outer edges of floor.

Fig. 10. Transducers for measuring transverse horizontal displacements at an edge of the opening.

A6

Fig. 11. FT200x:2. Loading arrangements. Note the two teflon sheets to eliminate horizontal friction between steel plates above the actuators.

Fig. 12. FT200:6. Loading arrangements. Note the orange stands supporting the beam onto which the transducers are supported.

A7

Fig. 13. FT200:4. Loading arrangements.

Fig. 14. FT200:6. Loading arrangements.

A8

Fig. 15. FT200:9. Loading arrangements.

Fig. 16. FT200:12. Loading arrangements.

A9

Fig. 17. FT200:11. Overview on cracks on top surface after failure. Slab 4 on the left.

Fig. 18. FT200:11. Cracks on top surface of slabs 3 and 4 (on the left) after failure.

A10

Fig. 19. FT200:11. Cracks on top surface of slab 3 after failure.

Fig. 20. FT200:11. Uncracked top surface of slab 2 after failure.

A11

Fig. 21. FT200:12. Overview on cracks on top surface after failure. Slab 1 on the left.

Fig. 22. FT200:12. Cracks on top surface of slab 1 after failure.

A12

Fig. 23. FT200:12. Cracks on top surface of slab 2 after failure.

Fig. 24. FT200:12. Cracks on top surface of slab 3 after failure.

A13

Fig. 25. FT200:12. Cracks on top surface of slab 3 after failure.

Fig. 26. FT200:12. Cracks on edge of slab 1 next to opening after failure.

A14

Fig. 27. FT200:12. Cracks on edge of slab 3 after failure.

Fig. 28. FT200:12. Cracks on edge of slab 3 after failure.

A15

Fig. 29. FT200:12. Cracks on soffit of slab 1 after failure.

Fig. 30. FT200:12. Virtually uncracked soffit of slab 2 after failure.

A16

Fig. 31. FT200:12. Cracks on soffit of slab 3 after failure.

Fig. 32. FT200:12. Cracks on soffit of slab 3 after failure.

A17

Fig. 33. FT200:12. Cracks on soffit of slab 3 after failure.

Fig. 34. FT200:11. Cracks on soffit of slab 4 after failure.

A18

Fig. 35. FT200:11. Cracks on soffit of slabs 4 (on the left) and 3 after failure.

Fig. 36. FT200:11. End 2 of slab 4 after demolishing of floor.

A19

Fig. 37. FT200:11. End 2 of slab 4 after demolishing of floor.

Fig. 38. FT200:11. End 2 of slab 4 after demolishing of floor.

A20

Fig. 39. FT200:11. End 2 of slab 3 after removing slab 4.

Fig. 40. FT200:12. End 1 of slab 3 during removal of slab 2.

A21

Fig. 41. FT200:12. End 1 of slab 3 after demolishing of floor.

Fig. 42. FT200:11. End 2 of slab 3 after demolishing of floor.

A22

Fig. 43. FT200:12. End 1 of slab 2 after demolishing of floor.

Fig. 44. FT200:12. End 1 of slab 1 after demolishing of floor.

B1

Appendix B: Measured geometry of slabs

In the following figures prestress refers to the nominal prestress in the strands after pretensioning (initial prestress). The underlined values refer to initial slippage of the strands. The strands were made of seven smooth wires. The cross-sectional area of a strand is 93 mm2.

End 1 of each slab was supported on the beam next to the opening of the floor.

END 2 / EDGE 1 END 2 / EDGE 2

END 1 / EDGE 1 END 1 / EDGE 2

Floor test no 1Lower strands : 7 d 12.5, prestress = 900 MPa Length : 7067 mm

Mass : 2360 kg

1158

19314542 140

27 30

199

59 228 598 787

0,7 0.4

41 40

1146

38

0,5

43

0,6

4847

0.3 0,3

44 43

(1156 at mid-depth)

0.7

31

28

30

29

33

32

32

30

29 28

145143 140140138140145149

139142

202

413 970

1195

41 40 40 40 41

1161

19514640 143

25 28

198

60 230 600 788

0,7 0.4

41 40

1147

37

0,4

43

0,4

4746

0.3 0,3

43 41

(1156 at mid-depth)

0.5

33

28

31

28

33

30

32

29

28 28

146144 140141138142145148

142145

202

415 972

1196

41 38 40 40 40

Fig. 1. Slab1.

B2

END 2 / EDGE 1 END 2 / EDGE 2

END 1 / EDGE 1 END 1 / EDGE 2

Floor test no 2Lower strands : 7 d 12.5, prestress = 900 MPa Length : 6020 mm

Mass : 2000 kg

1158

19614641 144

25 29

198

60 229 599 788

0,5 0.4

42 40

1147

37

0,6

43

0,4

4947

0.5 0,4

44 43

(1157 at mid-depth)

0.7

34

28

30

30

33

30

32

30

32 28

145145 141141140140145148

141145

202

415 971

1195

41 39 39 40 40

1168

19514738 143

25 29

200

60 229 598 786

0,5 0.4

41 40

1145

38

0,6

43

0,5

4845

0.4 0,4

43 40

(1157 at mid-depth)

0.6

33

28

33

28

35

29

34

28

32 30

148145 142142139140146149

140145

201

413 969

1194

40 38 39 40 40

Fig. 2. Slab 2.

B3

END 2 / EDGE 1 END 2 / EDGE 2

END 1 / EDGE 1 END 1 / EDGE 2

Floor test no 3Lower strands : 7 d 12.5, prestress = 900 MPa Length : 7046 mm

Mass : 2330 kg

1159

19514640 142

25 28

200

60 229 599 788

0,6 0.5

40 38

1146

38

0,5

43

0,7

4746

0.4 0,4

44 43

(1157 at mid-depth)

0.7

33

28

33

28

34

28

33

28

32 30

148145 142142138140147149

140146

202

414 970

1195

40 36 38 40 41

1159

19814640 142

25 28

198

60 228 598 787

0,5 0.5

43 40

1146

37

0,6

44

0,4

4845

0.3 0,3

44 43

(1157 at mid-depth)

1,4

32

27

31

27

33

30

32

28

30 29

147142 141142137138145148

140145

200

413 970

1194

40 38 39 41 40

Fig. 3. Slab 3.

B4

END 2 / EDGE 1 END 2 / EDGE 2

END 1 / EDGE 1 END 1 / EDGE 2

Floor test no 4Lower strands : 7 d 12.5, prestress = 900 MPa Length : 7061 mm

Mass : 2330 kg

1159

19614640 143

25 29

200

59 228 597 786

0,5 0.6

42 40

1145

38

0,7

43

0,4

4845

0.4 0,4

44 42

(1157 at mid-depth)

0.6

32

27

30

28

32

30

33

28

30 29

148143 141142137138147149

141146

201

413 969

1194

40 39 39 40 41

1160

19514540 144

24 29

200

60 229 598 787

0,4 0.3

40 40

1145

37

0,4

41

0,5

4845

0.2 0,4

43 41

(1156 at mid-depth)

0,5

32

25

31

28

33

31

33

30

30 28

148143 141142137138147149

140145

200

413 970

1194

40 38 38 40 41

Fig. 4. Slab 4.

C1

Appendix C: Measured results in test on trimmer beam

The trimmer beam was subjected to vertical load P before grouting of the joints on October 27, 2003. P, given at different load steps in Table 1, does not include the self weight of the trimmer beam.

After step 5 the protruding parts of the slab edges at the ends of the trimmer beam were chiseled to make sure that the ends of the trimmer beam were not supported by friction between the trimmer beam and the edge of the hollow core slab. The chiseling was completed after step 6.

Table 1. Measured and average strain.

Strain gauge Average strain Step P 211 212 213 214 215 216 217 218 211-214 215-218

kN 10-6 10-6 10-6 10-6 10-6 10-6 10-6 10-6 10-6 10-6 0 0.00 1 1 -1 0 0 0 -1 -2 0.25 -0.751 9.82 -380 -428 456 520 -656 -807 700 913 42 37.52 21.36 -637 -771 784 956 -1181 -1469 1263 1687 83 753 32.46 -993 -1398 1497 1716 -1785 -2150 1910 2524 205.5 124.754 44.34 -1531 -2235 2546 2729 -2257 -2928 2520 3523 377.25 214.55 44.34 -1588 -2338 2722 2850 -2285 -3030 2551 3624 411.5 2156 44.34 -1679 -2413 1529 2967 -2399 -3353 2720 4013 101 245.257 44.34 -1689 -2422 1482 2975 -2410 -3395 2742 4054 86.5 247.758 32.46 -1474 -2172 1216 2627 -2142 -3109 2425 3694 49.25 2179 21.36 -1244 -1883 924 2239 -1746 -2602 1994 3090 9 184

10 9.82 -922 -1381 406 1626 -1116 -1678 1322 2013 -67.75 135.2511 0.00 -474 -789 127 946 -381 -650 544 848 -47.5 90.2512 9.82 -816 -1214 945 1469 -979 -1428 1183 1739 96 128.75

The fictitious stress, calculated from the measured strain assuming linear relationship and E = 210 GPa, is given in Table 2. It is clear that at least on surface of the trimmer beam the steel exceeded the nominal yield stress 355 MPa at an early stage.

C2

Table 2. Fictitious stress calculated from measured strain.

Stress Average stress Step P 211 212 213 214 215 216 217 218 211-214 211-218

kN MPa MPa MPa MPa MPa MPa MPa MPa MPa MPa 0 0 0 0 0 0 0 0 0 0 0 -0.1 1 -80 -90 96 109 -138 -169 147 192 9 8 21.7 2 -134 -162 165 201 -248 -308 265 354 17 16 43.1 3 -209 -294 314 360 -375 -452 401 530 43 26 90.2 4 -322 -469 535 573 -474 -615 529 740 79 45 161.5 5 -333 -491 572 599 -480 -636 536 761 86 45 171.0 6 -353 -507 321 623 -504 -704 571 843 21 52 94.5 7 -355 -509 311 625 -506 -713 576 851 18 52 91.3 8 -310 -456 255 552 -450 -653 509 776 10 46 72.7 9 -261 -395 194 470 -367 -546 419 649 2 39 52.7

10 -194 -290 85 341 -234 -352 278 423 -14 28 18.4 11 -100 -166 27 199 -80 -137 114 178 -10 19 11.7 12 -171 -255 198 308 -206 -300 248 365 20 27 61.4

D1

Appendix D: Measured strains and displacements in tests FT200:1�FT200:3

and FT200:12

The load P is the actuator load without weight of loading equipment. The following terms are used for different measured displacements:

- deflection: vertical displacement of slab

- transverse horizontal displacement: horizontal displacement perpendicular to the longitudinal xis of the slab

- longitudinal horizontal displacement: horizontal displacement of supporting beam parallel to the longitudinal axis of the slab.

020406080

100120

-0.10 -0.05 0.00 0.05 0.10 0.15 0.20

Displacement [mm]

P [k

N]

1112131415161718

Fig. 1. FT200:1. Longitudinal horizontal displacement. Transducers 11�18.

0

20

40

60

80

100

120

-0.10 -0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

212223242526

Fig. 2. FT200:1. Transverse horizontal displacement. Transducers 21�26.

D2

0

20

40

60

80

100

120

-0.4 -0.3 -0.2 -0.1 0.0 0.1

Displacement [mm]

P [k

N]

313233343536

Fig. 3. FT200:1. Transverse horizontal displacement. Transducers 31�36.

020406080

100120

-0.05 0.00 0.05 0.10

∆(Crack width) [mm]

P [k

N]

414243444546

Fig. 4. FT200:1. Change in crack width. Transducers 41�46.

020406080

100120

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

5152535455565758

Fig. 5. FT200:1. Transverse horizontal displacement. Transducers 51�58.

D3

020406080

100120

-0.10 0.00 0.10 0.20 0.30

Displacement [mm]

P [k

N]

60616263646566

Fig. 6. FT200:1. Settlement of support. Transducers 60�66.

020406080

100120

-0.03 -0.02 -0.01 0.00 0.01

Displacement [mm]

P [k

N]

67686970

Fig. 7. FT200:1. Settlement of support. Transducers 67�70.

020

406080

100120

-0.02 0.00 0.02 0.04 0.06 0.08 0.10

Displacement [mm]

P [k

N]

717273747576

Fig. 8. FT200:1. Settlement of support. Transducers 71�76.

D4

020

406080

100120

-0.01 0.00 0.01 0.02

Displacement [mm]

P [k

N]

777879808182

Fig. 9. FT200:1. Settlement of support. Transducers 77�82.

020406080

100120

0 1 2 3 4 5

Displacement [mm]

P [k

N]

90919293949596

Fig. 10. FT200:1. Deflection. Transducers 90�96.

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

979899100101102103

Fig. 11. FT200:1. Deflection. Transducers 97�103.

D5

0

20

406080

100

120

0.0 0.5 1.0 1.5

Displacement [mm]

P [k

N]

104105106107108109110

Fig. 12. FT200:1. Deflection. Transducers 104�110.

020

4060

80

100120

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6

Displacement [mm]

P [k

N]

111112113114115116117

Fig. 13. FT200:1. Deflection. Transducers 111�117.

0204060

80100

120

0 1 2 3 4 5 6

Displacement [mm]

P [k

N]

120121122123124125126

Fig. 14. FT200:1. Deflection. Transducers 120�126. Behaviour of strain 123 seems erroneous.

D6

020

4060

80100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Displacement [mm]

P [k

N]

127128129130131132133

Fig. 15. FT200:1. Deflection. Transducers 127�133.

0204060

80100

120

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

134135136137138139140

Fig. 16. FT200:1. Deflection. Transducers 134�140.

0204060

80100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2

Displacement [mm]

P [k

N]

141142143144

Fig. 17. FT200:1. Deflection. Transducers 141�144.

D7

020406080

100120

-60 -40 -20 0 20 40 60 80

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 18. FT200:1. Strain in trimmer beam. Strain gauges 211�218.

020406080

100120

-0.1 0.0 0.1 0.2 0.3

Displacement [mm]

P [k

N]

1112131415161718

Fig. 19. FT200:2. Longitudinal horizontal displacement. Transducers 11�18.

0

20

40

60

80

100

120

-0.08 -0.06 -0.04 -0.02 0.00 0.02 0.04

Displacement [mm]

P [k

N]

212223242526

Fig. 20. FT200:2. Transverse horizontal displacement. Transducers 21�26.

D8

0

20

40

60

80

100

120

-0.3 -0.2 -0.1 0.0 0.1

Displacement [mm]

P [k

N]

313233343536

Fig. 21. FT200:2. Transverse horizontal displacement. Transducers 31�36.

0

20

40

60

80

100

120

-0.10 -0.05 0.00 0.05 0.10 0.15

∆(Crack width) [mm]

P [k

N]

414243444546

Fig. 22. FT200:2. Change in crack width. Transducers 41�46.

020406080

100120

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

5152535455565758

Fig. 23. FT200:2. Transverse horizontal displacement. Transducers 51�58.

D9

020406080

100120

-0.05 0.00 0.05 0.10 0.15 0.20

Displacement [mm]

P [k

N]

60616263646566

Fig. 24. FT200:2. Settlement of support. Transducers 60�66.

020406080

100120

-0.02 -0.01 0.00 0.01 0.02

Displacement [mm]

P [k

N]

67686970

Fig. 25. FT200:2. Settlement of support. Transducers 67�70.

020

406080

100120

-0.01 0.00 0.01 0.02 0.03 0.04

Displacement [mm]

P [k

N]

717273747576

Fig. 26. FT200:2. Settlement of support. Transducers 71�76.

D10

020

406080

100120

-0.02 -0.01 0.00 0.01 0.02 0.03

Displacement [mm]

P [k

N]

777879808182

Fig. 27. FT200:2. Settlement of support. Transducers 77�82.

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

90919293949596

Fig. 28. FT200:2. Deflection. Transducers 90�96.

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

979899100101102103

Fig. 29. FT200:2. Deflection. Transducers 97�103.

D11

020

406080

100120

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

104105106107108109110

Fig. 30. FT200:2. Deflection. Transducers 104�110.

020

406080

100120

0.0 0.2 0.4 0.6 0.8

Displacement [mm]

P [k

N]

111112113114115116117

Fig. 31. FT200:2. Deflection. Transducers 111�117.

0204060

80100120

0 1 2 3 4 5

Displacement [mm]

P [k

N]

120121122123124125126

Fig. 32. FT200:2. Deflection. Transducers 120�126.

D12

0204060

80100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Displacement [mm]

P [k

N]

127128129130131132133

Fig. 33. FT200:2. Deflection. Transducers 127�133.

0204060

80100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

134135136137138139140

Fig. 34. FT200:2. Deflection. Transducers 134�140.

0204060

80100120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

Displacement [mm]

P [k

N]

141142143144

Fig. 35. FT200:2. Deflection. Transducers 141�144.

D13

020406080

100120

-100 -50 0 50 100

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 36. FT200:2. Strain in trimmer beam. Strain gauges 211�218.

020406080

100120

-0.10 -0.05 0.00 0.05 0.10 0.15 0.20

Displacement [mm]

P [k

N]

1112131415161718

Fig. 37. FT200:3. Longitudinal horizontal displacement. Transducers 11�18.

0

20

40

60

80

100

120

-0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

P [k

N]

212223242526

Fig. 38. FT200:2. Transverse horizontal displacement. Transducers 21�26.

D14

0

20

40

60

80

100

120

-0.20 -0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

P [k

N]

313233343536

Fig. 39. FT200:3. Transverse horizontal displacement. Transducers 31�36.

0

20

40

60

80

100

120

-0.20 -0.10 0.00 0.10 0.20

∆(Crack width) [mm]

P [k

N]

414243444546

Fig. 40. FT200:3. Change in crack width. Transducers 41�46.

020406080

100120

-0.20 -0.15 -0.10 -0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

5152535455565758

Fig. 41. FT200:3. Transverse horizontal displacement. Transducers 51�58.

D15

020406080

100120

-0.02 0.00 0.02 0.04 0.06 0.08

Displacement [mm]

P [k

N]

60616263646566

Fig. 42. FT200:3. Settlement of support. Transducers 60�66.

020406080

100120

-0.01 0.00 0.01 0.02 0.03 0.04

Displacement [mm]

P [k

N] 67

686970

Fig. 43. FT200:3. Settlement of support. Transducers 67�70.

020406080

100120

-0.01 0.00 0.01 0.02 0.03 0.04

Displacement [mm]

P [k

N]

717273747576

Fig. 44. FT200:3. Settlement of support. Transducers 71�76.

D16

020406080

100120

-0.01 0.00 0.01 0.02 0.03 0.04

Displacement [mm]

P [k

N]

777879808182

Fig. 45. FT200:3. Settlement of support. Transducers 77�82.

020406080

100120

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

90919293949596

Fig. 46. FT200:3. Deflection. Transducers 90�96.

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Displacement [mm]

P [k

N]

979899100101102103

Fig. 47. FT200:3. Deflection. Transducers 97�103.

D17

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Displacement [mm]

P [k

N]

104105106107108109110

Fig. 48. FT200:3. Deflection. Transducers 104�110.

020406080

100120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

111112113114115116117

Fig. 49. FT200:3. Deflection. Transducers 111�117.

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Displacement [mm]

P [k

N]

120121122123124125126

Fig. 50. FT200:3. Deflection. Transducers 120�126.

D18

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Displacement [mm]

P [k

N]

127128129130131132133

Fig. 51. FT200:3. Deflection. Transducers 127�133.

020406080

100120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Displacement [mm]

P [k

N]

134135136137138139140

Fig. 52. FT200:3. Deflection. Transducers 134�140.

020406080

100120

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

141142143144

Fig. 53. FT200:3. Deflection. Transducers 141�144.

D19

020406080

100120

-200 -100 0 100 200 300

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 54. FT200:3. Strain in trimmer beam. Transducers 211�218.

0

50

100

150

200

250

-1.0 -0.5 0.0 0.5 1.0 1.5

Displacement [mm]

P [k

N]

1112131415161718

Fig. 55. FT200:12. Longitudinal horizontal displacement. Transducers 11�18.

0

50

100

150

200

250

-1.4 -1.2 -1.0 -0.8 -0.6 -0.4 -0.2 0.0 0.2

Displacement [mm]

P [k

N]

212223242526

Fig. 56. FT200:12. Transverse horizontal displacement. Transducers 21�26.

D20

0

50

100

150

200

250

-1.0 -0.8 -0.6 -0.4 -0.2 0.0 0.2

Displacement [mm]

P [k

N]

313233343536

Fig. 57. FT200:12. Transverse horizontal displacement. Transducers 31�36.

0

50

100

150

200

250

-1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0

∆(Crack width) [mm]

P [k

N]

414243444546

Fig. 58. FT200:12. Change in crack width. Transducers 41�46.

0

50

100

150

200

250

-4 -3 -2 -1 0 1

Displacement [mm]

P [k

N]

5152535455565758

Fig. 59. FT200:12. Transverse horizontal displacement. Transducers 51�58.

D21

0

50

100

150

200

250

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6

Displacement [mm]

P [k

N]

5152535455565758

Fig. 60. FT200:12. Transverse horizontal displacement. Transducers 51�58.

0

50

100

150

200

250

-0.6 -0.4 -0.2 0.0 0.2

Displacement [mm]

P [k

N]

60616263646566

Fig. 61. FT200:12. Settlement of support. Transducers 60�66.

0

50

100

150

200

250

-0.6 -0.4 -0.2 0.0 0.2 0.4

Displacement [mm]

P [k

N]

67686970

Fig. 62. FT200:12. Settlement of support. Transducers 67�70.

D22

0

50

100

150

200

250

-0.3 -0.2 -0.1 0.0 0.1

Displacement [mm]

P [k

N]

717273747576

Fig. 63. FT200:12. Settlement of support. Transducers 71�76.

0

50

100

150

200

250

-0.10 -0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

777879808182

Fig. 64. FT200:12. Settlement of support. Transducers 77�82.

0

50

100

150

200

250

0 1 2 3 4 5 6 7

Displacement [mm]

P [k

N]

90919293949596

Fig. 65. FT200:12. Deflection. Transducers 90�96.

D23

0

50

100

150

200

250

0 5 10 15 20 25 30

Displacement [mm]

P [k

N]

979899100101102103

Fig. 66. FT200:12. Deflection. Transducers 97�103.

0

50

100

150

200

250

0 2 4 6 8 10 12 14 16

Displacement [mm]

P [k

N]

979899100101102103

Fig. 67. FT200:12. Deflection. Transducers 97�103.

0

50

100

150

200

250

0 5 10 15 20 25 30

Displacement [mm]

P [k

N]

104105106107108109110

Fig. 68. FT200:12. Deflection. Transducers 104�110.

D24

0

50

100

150

200

250

0 2 4 6 8 10 12 14 16

Displacement [mm]

P [k

N]

104105106107108109110

Fig. 69. FT200:12. Deflection. Transducers 104�110. Transducer 108 out of action.

0

50

100

150

200

250

0 1 2 3 4 5 6 7 8 9 10

Displacement [mm]

P [k

N]

111112113114115116117

Fig. 70. FT200:12. Deflection. Transducers 111�117.

0

20

4060

80

100

120

0 1 2 3 4 5 6 7Displacement [mm]

P [k

N]

120121122123124125126

Fig. 71. FT200:12. Deflection. Transducers 120�126.

D25

0

50

100

150

200

250

0 5 10 15 20

Displacement [mm]

P [k

N]

127128129130131132133

Fig. 72. FT200:12. Deflection. Transducers 127�133.

0

50

100

150

200

250

0 5 10 15 20

Displacement [mm]

P [k

N]

134135136137138139140

Fig. 73. FT200:12. Deflection. Transducers 134�140.

0

50

100

150

200

250

0 2 4 6 8 10 12

Displacement [mm]

P [k

N] 141

142143144

Fig. 74. FT200:12. Deflection. Transducers 141�144.

D26

0

50

100

150

200

250

-4000 -2000 0 2000 4000 6000

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 75. FT200:12. Strain in trimmer beam. Transducers 211�218.

E1

Appendix E: Measured strains and displacements in tests FT200:4�FT200:11

The load P is the actuator load without weight of loading equipment. The following terms are used for different measured displacements:

- deflection: vertical displacement of slab

- transverse horizontal displacement: horizontal displacement perpendicular to the longitudinal xis of the slab

- longitudinal horizontal displacement: horizontal displacement of supporting beam parallel to the longitudinal axis of the slab.

020

406080

100120

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6

Displacement [mm]

P [k

N]

1112131415161718

Fig. 1. FT200:4. Longitudinal horizontal displacement. Transducers 11�18.

020

406080

100120

-0.04 -0.02 0.00 0.02 0.04

Displacement [mm]

P [k

N]

2122232425262728

Fig. 2. FT200:4. Transverse horizontal displacement. Transducers 21�28.

E2

0

20

40

60

80

100

120

-0.25 -0.20 -0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

P [k

N]

3132333435363738

Fig. 3. FT200:4. Transverse horizontal displacement. Transducers 31�38.

020

406080

100120

-0.2 -0.1 0.0 0.1 0.2

Displacement [mm]

P [k

N]

60616263646566

Fig. 4. FT200:4. Settlement of support. Transducers 60�66.

020

406080

100120

-0.08 -0.06 -0.04 -0.02 0.00 0.02

Displacement [mm]

P [k

N]

67686970

Fig. 5. FT200:4. Settlement of support. Transducers 67�70.

E3

0

20

40

60

80

100

120

-0.05 0.00 0.05 0.10 0.15

Displacement [mm]

P [k

N]

717273747576

Fig. 6. FT200:4. Settlement of support. Transducers 71�76.

0

20

40

60

80

100

120

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

777879808182

Fig. 7. FT200:4. Settlement of support. Transducers 77�82.

0

20

40

60

80

100

120

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

P [k

N] 103

104110111

Fig. 8. FT200:4. Deflection. Transducers 103, 104, 110 and 111.

E4

020

406080

100120

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 9. FT200:4. Deflection. Transducers 150�156.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 10. FT200:4. Deflection. Transducers 157�163.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 11. FT200:4. Deflection. Transducers 164�170.

E5

0

20

40

60

80

100

120

0.0 0.1 0.2 0.3 0.4 0.5

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 12. FT200:4. Deflection. Transducers 171�177.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 13. FT200:4. Deflection. Transducers 180�186.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 14. FT200:4. Deflection. Transducers 187�193.

E6

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 15. FT200:4. Deflection. Transducers 194�200.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0

Displacement [mm]

P [k

N] 201

202203204

Fig. 16. FT200:4. Deflection. Transducers 201�204.

020

406080

100120

-30 -20 -10 0 10 20 30 40

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 17. FT200:4. Strain in trimmer beam. Strain gauges 211�218.

E7

0

20

40

60

80

100

120

-0.08 -0.06 -0.04 -0.02 0.00 0.02 0.04

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 18. FT200:4. Change in crack width. Transducers 241�246.

0

20

40

60

80

100

120

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6

Displacement [mm]

P [k

N]

1112131415161718

Fig. 19. FT200:5. Longitudinal horizontal displacement. Transducers 11�18.

0

20

40

60

80

100

120

-0.08 -0.06 -0.04 -0.02 0.00 0.02 0.04

Displacement [mm]

P [k

N]

2122232425262728

Fig. 20. FT200:5. Transverse horizontal displacement. Transducers 21�28.

E8

0

20

40

60

80

100

120

-0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

P [k

N]

3132333435363738

Fig. 21. FT200:5. Transverse horizontal displacement. Transducers 31�38.

0

20

40

60

80

100

120

-1.5 -1.0 -0.5 0.0 0.5

Displacement [mm]

P [k

N]

60616263646566

Fig. 22. FT200:5. Settlement of support. Transducers 60�66. Transducer 61 out of action.

0

20

40

60

80

100

120

-0.08 -0.06 -0.04 -0.02 0.00 0.02

Displacement [mm]

P [k

N]

67686970

Fig. 23. FT200:5. Settlement of support. Transducers 67�70.

E9

0

20

40

60

80

100

120

-0.05 0.00 0.05 0.10 0.15

Displacement [mm]

P [k

N]

717273747576

Fig. 24. FT200:5. Settlement of support. Transducers 71�76.

0

20

40

60

80

100

120

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

777879808182

Fig. 25. FT200:5. Settlement of support. Transducers 77�82.

0

20

40

60

80

100

120

-0.2 0.0 0.2 0.4 0.6 0.8

Displacement [mm]

P [k

N] 103

104110111

Fig. 26. FT200:5. Deflection. Transducers 103, 104, 110 and 111.

E10

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 27. FT200:5. Deflection. Transducers 150�156.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 28. FT200:5. Deflection. Transducers 157�163.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 29. FT200:5. Deflection. Transducers 164�170.

E11

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 30. FT200:5. Deflection. Transducers 171�177.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 31. FT200:5. Deflection. Transducers 180�186.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 32. FT200:5. Deflection. Transducers 187�193.

E12

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 33. FT200:5. Deflection. Transducers 194�200.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N] 201

202203204

Fig. 34. FT200:5. Deflection. Transducers 201�204.

0

20

40

60

80

100

120

-60 -40 -20 0 20 40 60

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 35. FT200:5. Strain in trimmer beam. Strain gauges 211�218.

E13

0

20

40

60

80

100

120

-0.10 -0.08 -0.06 -0.04 -0.02 0.00 0.02

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 36. FT200:5. Change in crack width. Transducers 241�246.

0

20

40

60

80

100

120

-0.4 -0.2 0.0 0.2 0.4

Displacement [mm]

P [k

N]

1112131415161718

Fig. 37. FT200:6. Longitudinal horizontal displacement. Transducers 11�18.

0

20

40

60

80

100

120

-0.30 -0.20 -0.10 0.00 0.10

Displacement [mm]

P [k

N]

2122232425262728

Fig. 38. FT200:6. Transverse horizontal displacement. Transducers 21�28.

E14

0

20

40

60

80

100

120

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

3132333435363738

Fig. 39. FT200:6. Transverse horizontal displacement. Transducers 31�38.

0

20

40

60

80

100

120

-0.01 0.00 0.01 0.02 0.03

Displacement [mm]

P [k

N]

60616263646566

Fig. 40. FT200:6. Settlement of support. Transducers 60�66.

0

20

40

60

80

100

120

-0.03 -0.02 -0.01 0.00 0.01 0.02

Displacement [mm]

P [k

N]

67686970

Fig. 41. FT200:6. Settlement of support. Transducers 67�70.

E15

0

20

40

60

80

100

120

-0.10 -0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

717273747576

Fig. 42. FT200:6. Settlement of support. Transducers 71�76.

0

20

40

60

80

100

120

-0.05 0.00 0.05 0.10 0.15 0.20 0.25

Displacement [mm]

P [k

N]

777879808182

Fig. 43. FT200:6. Settlement of support. Transducers 77�82.

0

20

40

60

80

100

120

-0.2 0.0 0.2 0.4 0.6 0.8

Displacement [mm]

P [k

N] 103

104110111

Fig. 44. FT200:6. Deflection. Transducers 103, 104, 110 and 111.

E16

0

20

40

60

80

100

120

0.0 0.1 0.2 0.3 0.4

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 45. FT200:6. Deflection. Transducers 150�156.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 46. FT200:6. Deflection. Transducers 157�163.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 47. FT200:6. Deflection. Transducers 164�170.

E17

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 48. FT200:6. Deflection. Transducers 171�177.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 49. FT200:6. Deflection. Transducers 180�186.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 50. FT200:6. Deflection. Transducers 187�193.

E18

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 51. FT200:6. Deflection. Transducers 194�200.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Displacement [mm]

P [k

N] 201

202203204

Fig. 52. FT200:6. Deflection. Transducers 201�204.

0

20

40

60

80

100

120

-40 -30 -20 -10 0 10 20 30 40

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 53. FT200:6. Strain in trimmer beam. Strain gauges 211�218.

E19

0

20

40

60

80

100

120

-0.020 0.000 0.020 0.040 0.060

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 54. FT200:6. Change in crack width. Transducers 241�246.

0

20

40

60

80

100

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6

Displacement [mm]

P [k

N]

1112131415161718

Fig. 55. FT200:7. Longitudinal horizontal displacement. Transducers 11�18.

0102030405060708090

-0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

P [k

N]

2122232425262728

Fig. 56. FT200:7. Transverse horizontal displacement. Transducers 21�28.

E20

0102030405060708090

-0.30 -0.20 -0.10 0.00 0.10

Displacement [mm]

P [k

N]

3132333435363738

Fig. 57. FT200:7. Transverse horizontal displacement. Transducers 31�38.

0

20

40

60

80

100

-0.02 0.00 0.02 0.04 0.06 0.08

Displacement [mm]

P [k

N]

60616263646566

Fig. 58. FT200:7. Settlement of support. Transducers 60�66.

0

20

40

60

80

100

-0.08 -0.06 -0.04 -0.02 0.00 0.02

Displacement [mm]

P [k

N]

67686970

Fig. 59. FT200:7. Settlement of support. Transducers 67�70.

E21

0

20

40

60

80

100

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

717273747576

Fig. 60. FT200:7. Settlement of support. Transducers 71�76.

0

20

40

60

80

100

-0.02 0.00 0.02 0.04 0.06 0.08

Displacement [mm]

P [k

N]

777879808182

Fig. 61. FT200:7. Settlement of support. Transducers 77�82.

0102030405060708090

-0.5 0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N] 103

104110111

Fig. 62. FT200:7. Deflection. Transducers 103, 104, 110 and 111.

E22

0

20

40

60

80

100

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 63. FT200:7. Deflection. Transducers 150�156.

0102030405060708090

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 64. FT200:7. Deflection. Transducers 157�163.

0102030405060708090

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 65. FT200:7. Deflection. Transducers 164�170.

E23

0102030405060708090

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 66. FT200:7. Deflection. Transducers 171�177.

0102030405060708090

0 1 2 3 4

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 67. FT200:7. Deflection. Transducers 180�186.

0102030405060708090

0 1 2 3 4 5 6

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 68. FT200:7. Deflection. Transducers 187�193.

E24

0102030405060708090

0 1 2 3 4 5 6

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 69. FT200:7. Deflection. Transducers 194�200.

0102030405060708090

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Displacement [mm]

P [k

N] 201

202203204

Fig. 70. FT200:4. Deflection. Transducers 201�204.

0

20

40

60

80

100

-150 -100 -50 0 50 100 150

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 71. FT200:7. Strain in trimmer beam. Strain gauges 211�218.

E25

0102030405060708090

-0.15 -0.10 -0.05 0.00 0.05 0.10

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 72. FT200:7. Change in crack width. Transducers 241�246.

0

20

40

60

80

100

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6

Displacement [mm]

P [k

N]

1112131415161718

Fig. 73. FT200:8. Longitudinal horizontal displacement. Transducers 11�18.

0102030405060708090

-0.10 -0.05 0.00 0.05

Displacement [mm]

P [k

N]

2122232425262728

Fig. 74. FT200:8. Transverse horizontal displacement. Transducers 21�28.

E26

0102030405060708090

-0.5 -0.4 -0.3 -0.2 -0.1 0.0 0.1

Displacement [mm]

P [k

N]

3132333435363738

Fig. 75. FT200:8. Transverse horizontal displacement. Transducers 31�38.

0

20

40

60

80

100

-0.05 0.00 0.05 0.10 0.15

Displacement [mm]

P [k

N]

60616263646566

Fig. 76. FT200:8. Settlement of support. Transducers 60�66.

0

20

40

60

80

100

-0.08 -0.06 -0.04 -0.02 0.00 0.02

Displacement [mm]

P [k

N]

67686970

Fig. 77. FT200:8. Settlement of support. Transducers 67�70.

E27

0

20

40

60

80

100

-0.05 0.00 0.05 0.10 0.15

Displacement [mm]

P [k

N]

717273747576

Fig. 78. FT200:8. Settlement of support. Transducers 71�76.

0

20

40

60

80

100

-0.04 -0.02 0.00 0.02 0.04 0.06

Displacement [mm]

P [k

N]

777879808182

Fig. 79. FT200:8. Settlement of support. Transducers 77�82.

0102030405060708090

-0.5 0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N] 103

104110111

Fig. 80. FT200:8. Deflection. Transducers 103, 104, 110 and 111.

E28

0

20

40

60

80

100

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 81. FT200:8. Deflection. Transducers 150�156.

0

20

40

60

80

100

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 82. FT200:8. Deflection. Transducers 157�163.

0

20

40

60

80

100

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 83. FT200:8. Deflection. Transducers 164�170.

E29

0

20

40

60

80

100

0.0 0.2 0.4 0.6 0.8 1.0

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 84. FT200:8. Deflection. Transducers 171�177.

0

20

40

60

80

100

0 1 2 3 4 5 6

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 85. FT200:8. Deflection. Transducers 180�186.

0

20

40

60

80

100

0 1 2 3 4 5 6

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 86. FT200:8. Deflection. Transducers 187�193.

E30

0

20

40

60

80

100

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 87. FT200:8. Deflection. Transducers 194�200.

0

20

40

60

80

100

0.0 0.5 1.0 1.5 2.0 2.5

Displacement [mm]

P [k

N] 201

202203204

Fig. 88. FT200:8. Deflection. Transducers 201�204.

0

20

40

60

80

100

-60 -40 -20 0 20 40 60

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 89. FT200:8. Strain in trimmer beam. Strain gauges 211�218.

E31

0102030405060708090

-0.10 -0.05 0.00 0.05 0.10

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 90. FT200:8. Change in crack width. Transducers 241�246.

010203040506070

-0.4 -0.2 0.0 0.2 0.4

Displacement [mm]

P [k

N]

1112131415161718

Fig. 91. FT200:9. Longitudinal horizontal displacement. Transducers 11�18.

010203040506070

-0.06 -0.04 -0.02 0.00 0.02 0.04 0.06

Displacement [mm]

P [k

N]

2122232425262728

Fig. 92. FT200:9. Transverse horizontal displacement. Transducers 21�28.

E32

010203040506070

-0.4 -0.3 -0.2 -0.1 0.0 0.1

Displacement [mm]

P [k

N]

3132333435363738

Fig. 93. FT200:9. Transverse horizontal displacement. Transducers 31�38.

010203040506070

-0.05 0.00 0.05 0.10 0.15 0.20

Displacement [mm]

P [k

N]

60616263646566

Fig. 94. FT200:9. Settlement of support. Transducers 60�66.

010203040506070

-0.06 -0.04 -0.02 0.00 0.02

Displacement [mm]

P [k

N]

67686970

Fig. 95. FT200:9. Settlement of support. Transducers 67�70.

E33

010203040506070

-0.05 0.00 0.05 0.10 0.15

Displacement [mm]

P [k

N]

717273747576

Fig. 96. FT200:9. Settlement of support. Transducers 71�76.

010203040506070

-0.04 -0.02 0.00 0.02 0.04

Displacement [mm]

P [k

N]

777879808182

Fig. 97. FT200:9. Settlement of support. Transducers 77�82.

010203040506070

-0.2 0.0 0.2 0.4 0.6 0.8 1.0 1.2

Displacement [mm]

P [k

N] 103

104110111

Fig. 98. FT200:9. Deflection. Transducers 103, 104, 110 and 111.

E34

010203040506070

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 99. FT200:9. Deflection. Transducers 150�156.

010203040506070

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 100. FT200:9. Deflection. Transducers 157�163.

010203040506070

0.0 0.2 0.4 0.6 0.8 1.0 1.2

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 101. FT200:9. Deflection. Transducers 164�170.

E35

010203040506070

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 102. FT200:9. Deflection. Transducers 171�177.

010203040506070

0 1 2 3 4 5 6

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 103. FT200:9. Deflection. Transducers 180�186.

010203040506070

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 104. FT200:9. Deflection. Transducers 187�193.

E36

010203040506070

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 105. FT200:9. Deflection. Transducers 194�200.

010203040506070

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4

Displacement [mm]

P [k

N] 201

202203204

Fig. 106. FT200:9. Deflection. Transducers 201�204.

010203040506070

-40 -20 0 20 40 60

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 107. FT200:9. Strain in trimmer beam. Strain gauges 211�218.

E37

010203040506070

-0.02 0.00 0.02 0.04 0.06

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 108. FT200:9. Change in crack width. Transducers 241�246.

0

20

40

60

80

100

120

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6

Displacement [mm]

P [k

N]

1112131415161718

Fig. 109. FT200:10. Longitudinal horizontal displacement. Transducers 11�18.

0

20

40

60

80

100

120

-0.04 -0.02 0.00 0.02 0.04 0.06

Displacement [mm]

P [k

N]

2122232425262728

Fig. 110. FT200:10. Transverse horizontal displacement. Transducers 21�28.

E38

0

20

40

60

80

100

120

-0.3 -0.2 -0.1 0.0 0.1

Displacement [mm]

P [k

N]

3132333435363738

Fig. 111. FT200:10. Transverse horizontal displacement. Transducers 31�38.

0

20

40

60

80

100

120

-0.05 0.00 0.05 0.10 0.15

Displacement [mm]

P [k

N]

60616263646566

Fig. 112. FT200:10. Settlement of support. Transducers 60�66.

0

20

40

60

80

100

120

-0.05 -0.04 -0.03 -0.02 -0.01 0.00 0.01

Displacement [mm]

P [k

N]

67686970

Fig. 113. FT200:10. Settlement of support. Transducers 67�70.

E39

0

20

40

60

80

100

120

-0.1 0.0 0.1 0.2 0.3

Displacement [mm]

P [k

N]

717273747576

Fig. 114. FT200:10. Settlement of support. Transducers 71�76.

0

20

40

60

80

100

120

-0.06 -0.04 -0.02 0.00 0.02 0.04

Displacement [mm]

P [k

N]

777879808182

Fig. 115. FT200:10. Settlement of support. Transducers 77�82.

0

20

40

60

80

100

120

-0.1 0.0 0.1 0.2 0.3 0.4 0.5 0.6

Displacement [mm]

P [k

N] 103

104110111

Fig. 116. FT200:10. Deflection. Transducers 103, 104, 110 and 111.

E40

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 117. FT200:10. Deflection. Transducers 150�156.

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 118. FT200:10. Deflection. Transducers 157�163.

0

20

40

60

80

100

120

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 119. FT200:10. Deflection. Transducers 164�170.

E41

0

20

40

60

80

100

120

0.0 0.1 0.2 0.3 0.4

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 120. FT200:10. Deflection. Transducers 171�177.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 121. FT200:10. Deflection. Transducers 180�186.

0

20

40

60

80

100

120

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 122. FT200:10. Deflection. Transducers 187�193.

E42

0

20

40

60

80

100

120

0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 123. FT200:10. Deflection. Transducers 194�200.

0

20

40

60

80

100

120

0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

Displacement [mm]

P [k

N] 201

202203204

Fig. 124. FT200:4. Deflection. Transducers 201�204.

0

20

40

60

80

100

120

-20 -10 0 10 20 30

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 125. FT200:10. Strain in trimmer beam. Strain gauges 211�218.

E43

0

20

40

60

80

100

120

-0.01 0.00 0.01 0.02 0.03 0.04 0.05

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 126. FT200:10. Change in crack width. Transducers 241�246.

050

100150200250300350

-2.0 -1.5 -1.0 -0.5 0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

1112131415161718

Fig. 127. FT200:11. Longitudinal horizontal displacement. Transducers 11�18.

050

100150200250300350

-0.20 -0.15 -0.10 -0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

2122232425262728

Fig. 128. FT200:11. Transverse horizontal displacement. Transducers 21�28.

E44

050

100150200250300350

-2.0 -1.5 -1.0 -0.5 0.0 0.5

Displacement [mm]

P [k

N]

3132333435363738

Fig. 129. FT200:11. Transverse horizontal displacement. Transducers 31�38.

050

100150200250300350

-0.3 -0.2 -0.1 0.0 0.1 0.2

Displacement [mm]

P [k

N]

60616263646566

Fig. 130. FT200:11. Settlement of support. Transducers 60�66.

050

100150200250300350

-0.20 -0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

P [k

N]

67686970

Fig. 131. FT200:11. Settlement of support. Transducers 67�70.

E45

050

100150200250300350

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6 0.8

Displacement [mm]

P [k

N]

717273747576

Fig. 132. FT200:11. Settlement of support. Transducers 71�76.

050

100150200250300350

-0.10 -0.05 0.00 0.05 0.10 0.15

Displacement [mm]

P [k

N]

777879808182

Fig. 133. FT200:11. Settlement of support. Transducers 77�82.

050

100150200250300350

0.0 0.5 1.0 1.5 2.0 2.5 3.0

Displacement [mm]

P [k

N]

103104110111

Fig. 134. FT200:11. Deflection. Transducers 103, 104, 110 and 111.

E46

050

100150200250300350

0 2 4 6 8 10 12 14 16

Displacement [mm]

P [k

N]

150151152153154155156

Fig. 135. FT200:11. Deflection. Transducers 150�156.

050

100150200250300350

0 2 4 6 8 10 12 14 16

Displacement [mm]

P [k

N]

157158159160161162163

Fig. 136. FT200:11. Deflection. Transducers 157�163.

050

100150200250300350

0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Displacement [mm]

P [k

N]

164165166167168169170

Fig. 137. FT200:11. Deflection. Transducers 164�170.

E47

050

100150200250300350

0.0 0.5 1.0 1.5 2.0

Displacement [mm]

P [k

N]

171172173174175176177

Fig. 138. FT200:11. Deflection. Transducers 171�177.

050

100150200250300350

0 2 4 6 8 10 12 14 16

Displacement [mm]

P [k

N]

180181182183184185186

Fig. 139. FT200:11. Deflection. Transducers 180�186.

050

100150200250300350

0 2 4 6 8 10 12 14 16

Displacement [mm]

P [k

N]

187188189190191192193

Fig. 140. FT200:11. Deflection. Transducers 187�193.

E48

050

100150200250300350

0 1 2 3 4 5 6 7 8

Displacement [mm]

P [k

N]

194195196197198199200

Fig. 141. FT200:11. Deflection. Transducers 194�200.

050

100150200250300350

0 1 2 3 4

Displacement [mm]

P [k

N]

201202203204

Fig. 142. FT200:11. Deflection. Transducers 201�204.

050

100150200250300350

-100 -50 0 50 100 150

Strain [10-6]

P [k

N]

211212213214215216217218

Fig. 143. FT200:11. Strain in trimmer beam. Strain gauges 211�218.

E49

050

100150200250300350

-0.6 -0.4 -0.2 0.0 0.2 0.4 0.6 0.8 1.0

∆(Crack width) [mm]

P [k

N]

241242243244245246

Fig. 144. FT200:11. Change in crack width. Transducers 241�246.

F1

Appendix F: Error in vertical displacements

Some of the transducers for measuring vertical displacement of the floor were provided with a spring. When starting a test, the spring was in compression. The spring force decreased when the floor deflected. For this reason, the structure which the transducer was fixed to, had to be stiff enough. At the ends of the floor this was no major problem because the beams carrying the transducers 60�70 and 71�82 could be provided with any number of intermediate supports. On the other hand, the beams carrying the transducers 90�144 and 150�204 could only be supported at their ends. Therefore, they had to be quite stiff. The errors due to the flexibility of these beams are considered in the following.

The transducers were fixed to stands carried by supporting beams as shown in Fig. 1. The beam was simply or almost simply supported. (The twisting of the beam at supports had to be prevented. This resulted in some friction in bending hinge.)

A

Support A Support

Stand Supporting beamTransducer

a)

StandTrasnsducer

Supporting beamThin metal sheet

A - A

b)

Fig. 1. a) Arrangement to measure deflection of the floor. b) Section A�A. The transducers provided with springs are shown in Fig. 2. Even though the spring constant was small (= 0.080 N/mm) the flexibility of the supporting beam (EI = 5.7 · 1011) made the beam deflect when the floor was loaded. To monitor the error in measured displacements due to this effect, the absolute (relative to the earth) displacement of the supporting beam itself was also measured by transducer 300 (see Fig. 3). The results are shown in Figs 4�9.

F2

30

60

98

100

102

97

61

62636465

66

67

686970

71

72

7374

75

7677

78

7980

81

82

99101103

104

106

108110

105

107

109

9092

9496

91

93

95

112114

116

111113

115117

127129

131133135

137

139

121

123

125

141

143

128

130

132134

136

138140

120122

124126

142

144

Transducer with springTransducer without spring

a)

71

72

7374

75

7677

78

7980

81

82

187

189

191193195

197

199

181

183

185

201

203

188

190

192194

196

198200

180182

184186

202

204

158

160

162

157

159161163

164

166

168170

165

167

169

150152

154156

151

153

155

172

174

176

171173

175177

30

60

61

626364

65

66

67686970

103104

110

111

Transducer with springTransducer without spring

b)

Fig. 2. a) Type of transducers in tests FT200:1�FT200:3 and FT200:12. b) Type of transducers in other tests.

F3

6

5

4,11

10

8

7

9

2

3, 12

1

Vertical transducerConcentrated load

Tr. 300 in tests 4 and 6 - 11

Tr. 300 in test 5

Tr. 300 in tests1 - 3 and 12

Fig. 3. Location of transducer 300 in different tests.

020406080

100120

-0.10 -0.05 0.00 0.05 0.10Displacement [mm]

P [k

N]

123

Fig. 4. FT:1�FT:3. Deflection of supporting beam measured by transducer 300.

F4

0

20

4060

80

100

120

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

45678910

Fig. 5. FT:4�FT:10. Deflection of supporting beam measured by transducer 300.

020

4060

80100

120

-0.05 0.00 0.05 0.10

Displacement [mm]

P [k

N]

45678910

Fig. 6. FT:4�FT:10. Deflection of supporting beam measured by transducer 300 until maximum load.

050

100150200250300350

-0.06 -0.04 -0.02 0.00

Displacement [mm]

P [k

N]

Fig. 7. FT:11. Deflection of supporting beam measured by transducer 300.

F5

050

100150200250300350

-0.06 -0.04 -0.02 0.00

Displacement [mm]

P [k

N]

Fig. 8. FT:11. Deflection of supporting beam measured by transducer 300 until maximum load.

0

50

100

150

200

250

-0.100 0.000 0.100 0.200 0.300

Displacement [mm]

P [k

N]

Fig. 9. FT:12. Deflection of supporting beam measured by transducer 300.

The measured deflections of the supporting beam are small when compared with the measured displacements of the floor below the beam.

To give an impression about the effect of the spring forces in the transducers on the measured deflection, three load tests are considered. FT200:3, FT200:5 and FT200:12 are chosen because in these tests the load was close to the mid-span of the supporting beam and the absolute error due to the deflection of the supporting beam was at maximum.

The deflection of the floor measured by transducers 90�117 in tests FT200:3 and FT200:12 and that measured by transducers 150�177 in test FT200:5 is similar to that shown in Fig. 10 but Fig. 10 slightly overestimates the real deflection.

F6

1 mm 0.7 mm 3 mm

2 mm 0.8 mm 6 mm

FT200:3 FT200:5 FT200:12P=100 kN P=100 kN P=200 kN

Deflection

Fig. 10. Approximated deflection pattern in tests FT200:3, FT200:5 and FT200:12.

The change in spring force per unit length due to deflection δ is obtained from

δmmmmNq

1200/ 08.07 ⋅=∆

From this and deflection taken from Fig. 10 an upper limit for the deflection of the supporting beam due to the varying spring force is obtained, see Table 1.

Table 1. Maximum deflection of beam supporting transducers above the loaded floor. Observed deflection (vobs) and approximated upper limit for deflection (vappr).

Test vobs

mm vappr mm

vobs / vappr

PT200:3 0.060 0.015 0.250 PT200:5 0.060 0.0081 0.135 PT200:12 0.182 0.0046 0.025

The results show that only a small part of the observed deflection of the supporting beam was caused by the relaxing spring forces in the transducers if the springs worked in an ideal way. Calculations also show that the twist of the supporting beam due to the relaxing spring forces is so small that the deflection due to it is only a small part of the deflection calculated from the bending.

Transducer 300, used for measuring the absolute deflection of the supporting beam, proved to work accurately after the tests. The cables connected to the transducers were too light to cause the observed deflection of the considered beam. Therefore, it remains that some kind of instability in the vertical supports and their connections to the supporting beam have caused the major part of the observed absolute deflection. In any case the errors in the measured deflections of the floor are small, less than 0.23 mm in test FT200:12, less than 0.09 mm in test FT200:2 and less than 0.06 in other serviceability tests. In tests FT200:11, FT200:12 and FT200:1-FT200:10 the maximum error was 0.5%, 1.3% and less than 4% of the maximum measured deflection, respectively.

G1

Appendix G: Measured tilting and sliding of supporting beams

In the following the horizontal displacement of the supporting beams is illustrated in figures which show the tilting and sliding (actually position) with respect to the position before the test:

• at a load which is smaller than the maximum load

• at maximum load and

• after unloading.

The figures on the left and right hand side show the displacement measured by transducers 11�14 and 15�18, respectively. z denotes the distance from the floor of the hall to a transducer.

A positive displacement means that the beam is moving away from the transducer. To facilitate the interpretation, the scale in the figures on the right hand side is in reverse order. Hence, a marker on the right and left from the vertical axis means motion of the beam from its original position to the right and left, respectively.

11 - 12

0

200

400

600

800

1000

-0.20 -0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.050.000.050.100.150.20

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.20 -0.15 -0.10 -0.05 0.00 0.05

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.050.000.050.100.150.20

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

Fig. 1. FT200:1.

G2

11 - 12

0

200

400

600

800

1000

-0.3 -0.2 -0.1 0 0.1

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.10.00.10.20.3

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.3 -0.2 -0.1 0 0.1

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.10.00.10.20.3

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

Fig. 2. FT200:2.

11 - 12

0

200

400

600

800

1000

-0.3 -0.2 -0.1 0.0 0.1

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.10.00.10.20.3

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.30 -0.20 -0.10 0.00 0.10

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.10.00.10.20.3

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

Fig. 3. FT200:3.

G3

11 - 12

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

Fig. 4. FT200:4.

11 - 12

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

Fig. 5. FT200:5.

G4

11 - 12

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

Fig. 6. FT200:6.

11 - 12

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

Fig. 7. FT200:7.

G5

11 - 12

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

50 kN80 kN0 kN

Fig. 8. FT200:8.

11 - 12

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

40 kN60 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

40 kN60 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

40 kN40 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

40 kN60 kN0 kN

Fig. 9. FT200:9.

G6

11 - 12

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

15 - 16

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.2 0.0 0.2 0.4 0.6

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

17 - 18

0

200

400

600

800

1000

-0.6-0.4-0.20.00.2

Displacement [mm]

z [m

m]

60 kN100 kN0 kN

Fig. 10. FT200:10.

11 - 12

0

200

400

600

800

1000

-0.5 0.0 0.5 1.0 1.5 2.0

Displacement [mm]

z [m

m]

250 kN317 kN0 kN

15 - 16

0

200

400

600

800

1000

-2.0-1.5-1.0-0.50.00.5

Displacement [mm]

z [m

m]

250 kN317 kN0 kN

13 - 14

0

200

400

600

800

1000

-0.5 0.0 0.5 1.0 1.5 2.0

Displacement [mm]

z [m

m]

250 kN317 kN0 kN

17 - 18

0

200

400

600

800

1000

-2.0-1.5-1.0-0.50.00.5

Displacement [mm]

z [m

m]

250 kN317 kN0 kN

Fig. 11. FT200:11.

G7

11 - 12

0

200

400

600

800

1000

-1.0 -0.8 -0.6 -0.4 -0.2 0.0

Displacement [mm]

z [m

m]

200 kN236 kN0 kN

15 - 16

0

200

400

600

800

1000

0.00.20.40.60.81.0

Displacement [mm]

z [m

m]

200 kN236 kN0 kN

13 - 14

0

200

400

600

800

1000

-1.0 -0.8 -0.6 -0.4 -0.2 0.0

Displacement [mm]

z [m

m]

200 kN236 kN0 kN

17 - 18

0

200

400

600

800

1000

0.00.20.40.60.81.0

Displacement [mm]

z [m

m]

200 kN236 kN0 kN

Fig. 12. FT200:12.

Published by

Series title, number and report code of publication

VTT Research Notes 2276VTT�TIED�2276

Author(s) Pajari, Matti Title Shear-torsion tests on 200 mm hollow core floor Abstract To clarify the interaction of shear and torsion in prestressed hollow core floors, ten service load tests and two failure tests on a 200 mm hollow core floor were carried out. The floor comprised four slab units. It was 4.8 m in width, 7.0 m in length and provided with an opening at one end. The ends of the slabs were simply supported. In each test the loading consisted of four closely spaced point loads on the same line which was perpendicular to the direction of the slab units. The purpose of the tests was to provide experimental data for verification of computer models. For this reason, as many as 120 transducers were used to measure the loads, strains and displacements of the floor specimen. The results were qualitatively as expected: nearly linear response not only in service load tests but also in failure tests until a high load level. The observed failure loads were considerably higher than what was observed in a similar load test on a single slab unit. It was also observed that the trimmer beam next to the opening carried only a small share of the support reaction due to imposed load on the slab supported on the trimmer beam. The rest of the support reaction was carried by the grouted joints between slab units. Keywords shear tests, torsion tests, hollow core slabs, floors, testing, test specimens, load testing, failure loads, load distribution, concrete, precast, prestressed, structure

Activity unit VTT Building and Transport, Kemistintie 3, P.O.Box 1805, FIN�02044 VTT, Finland

ISBN Project number 951�38�6520�7 (URL: http://www.vtt.fi/inf/pdf/) R2SU00137

Date Language Pages Price December 2004 English 55 p. + app. 116 p. -

Name of project Commissioned by Holcotors EU, Concrete industry, VTT

Series title and ISSN Published by VTT Tiedotteita � Research Notes 1455�0865 (URL: http://www.vtt.fi/inf/pdf/)

VTT Information Service P.O.Box 2000, FIN�02044 VTT, Finland Phone internat. +358 9 456 4404 Fax +358 9 456 4374

VTT RESEA

RCH N

OTES 2276Shear-torsion tests on 200 m

m hollow

core floor

ISBN 951–38–6520–7 (URL: http://www.vtt.fi/inf/pdf/)ISSN 1455–0865 (URL: http://www.vtt.fi/inf/pdf/)

ESPOO 2004 VTT RESEARCH NOTES 2276

To clarify the interaction of shear and torsion, ten service load tests andtwo failure tests on a full-scale 200 mm hollow core floor were carried out.In each test the loading consisted of four closely spaced point loads on thesame line which was perpendicular to the direction of the slab units.

The purpose of the tests was to provide experimental data forverification of computer models. For this reason, as many as 120transducers were used to measure the loads, strains and displacements ofthe floor specimen.

The results were qualitatively as expected: nearly linear response notonly in service load tests but also in failure tests until a high load level.The observed failure loads were considerably higher than what wasobserved in a similar load test on a single slab unit.

Matti Pajari

Shear-torsion tests on 200 mmhollow core floor

VTT TIETOPALVELU VTT INFORMATIONSTJÄNST VTT INFORMATION SERVICEPL 2000 PB 2000 P.O.Box 2000

02044 VTT 02044 VTT FIN–02044 VTT, FinlandPuh. 020 722 4404 Tel. 020 722 4404 Phone internat. + 358 20 722 4404Faksi 020 722 4374 Fax 020 722 4374 Fax + 358 20 722 4374

Pmax = 318 kN

Pmax =236 kN

First observedcrack at P= 201 kN

First observedcrack

Crack at P= 229 kN

FT200:11

FT200:12