CIVE 2700: Civil Engineering Materials Fall 2017

Lab 2: Concrete

Ayebabomo Dambo

Lab Date: 7th November, 2017

CARLETON UNIVERSITY

i

ABSTRACT

Concrete is a versatile construction material used in bridges, houses, commercial buildings,

etc. Megastructures like the Burj Khalifa and the Petronas Twin Towers were designed using

concrete. It has a high compressive strength thus, it can withstand heavy weights on it. However,

its characteristic low tensile strength will cause it to crack easily under tension. This laboratory

experiment consisted of three sessions: (1) mix design of concrete; (2) casting of concrete and; (3)

testing of concrete in tension and compression. Various components were used in producing 3

concrete cylinders with a diameter of 100mm and a height of 200mm while targeting a slump of

75mm and strength of 40 MPa - 45 MPa.

After 28 days of curing, the cylinders underwent tension and compression tests. The

compression test was carried out on two cylinders and the tension test was carried out on two other

cylinders. A fifth cylinder wrapped In FRP (Fibre Reinforced Polymers) was also tested in

compression to illustrate confinement. The cylinders placed under compression had cracks parallel

to the direction of the applied load, which resulted in a cone-shaped failure while the cylinder

placed under tension cracked down the middle into two symmetrical pieces. With the data from

the compressometer which was attached to the cylinders under compression, a stress-strain curve

will be plotted and comparisons between the failure types will be discussed in this report.

ii

TABLE OF CONTENTS

OBJECTIVES ..................................................................................................................................1

THEOERETICAL BACKGROUND ..............................................................................................1

MATERIALS AND EQUIPMENT .................................................................................................4

EXPERIMENTAL PROCEDURE ..................................................................................................5

ANALYSIS OF DATA....................................................................................................................6

DISCUSSION OF RESULTS .........................................................................................................9

CONCLUSION ..............................................................................................................................10

REFERENCES ..............................................................................................................................11

APPENDIX A: SAMPLE CALCULATIONS ..............................................................................12

APPENDIX B: RAW DATA ........................................................................................................14

iii

LIST OF TABLES

Table 1. Compressive Test Strength Results ..................................................................................7

Table 2. Given Specifications for Mix Design ..............................................................................12

Table 3. Raw Data for Compression Test 1 ..................................................................................14

Table 4. Raw Data for Compression Test 2 ..................................................................................16

Table 5. Raw Data for Tension Test 1 ..........................................................................................17

Table 6. Raw Data for Tension Test 2 ..........................................................................................20

Table 7. Raw Data for FRP-wrapped cylinder in compression ....................................................23

iv

LIST OF FIGURES

Figure 1. Image showing the slump of concrete .............................................................................1

Figure 2. Different types of slump ..................................................................................................2

Figure 3. Coarse Aggregate (gravel (3/4’s crushed) ........................................................................4

Figure 4. Fine Aggregate (Sand) ......................................................................................................4

Figure 5. GUL (General Use Portland-Limestone) Cement ............................................................4

Figure 6. Water ................................................................................................................................4

Figure 7. Steps to measure the slump of the concrete .....................................................................5

Figure 8. Graph of Strain vs Stress for first Compression Test ......................................................6

Figure 9. Graph of Stress vs Strain for Second Compression Test .................................................7

Figure 10. Failure Pattern for Compressive Strength Test ..............................................................8

Figure 11. Failure Pattern for FRP-wrapped Cylinder in Compression Test ..................................8

Figure 12. Failure Pattern for Split Tensile Strength Test ...............................................................8

1

OBJECTIVES

The objective of this lab is to understand the compressive and tensile properties of hardened

concrete after 28 days of curing, and to note their failures and differences. This experiment is also

carried out to enable students to understand how the modes of failure in concrete and steel under

compression and tension differ as this knowledge is vital to the design of structures.

THEORETICAL BACKGROUND

Concrete is a composite building material made up of cement, water, fine aggregates (sand,

etc.) and coarse aggregates (gravel, etc.). Depending on the purpose, the constituents of concrete

are mixed in different proportions. This process is known as Concrete Mix Design. The volumetric

mix design method prescribed by the American Concrete Institute’s (ACI) Committee 211 was

used for this lab.

Concrete gains almost 80% of its ultimate strength 28 days after the mixing. The strength

of the concrete is inversely proportional to the water-cement ratio (w/c). Thus, the lower the w/c,

the higher the concrete strength. Air content also affects the strength of concrete. High levels of

air will reduce the concrete strength. Other factors which affect the strength of the concrete are

type of cement used, type of aggregates used and gradation of aggregates [1].

The volumetric mix design method requires the slump, strength, water and air requirements

as well as the aggregate proportions to be determined. The required slump and strength for a given

job is usually given with allowable tolerances. If this is not the case, Table 12-6 and Table 12-1 in

the CAC Design Handbook can be used to determine the slump and strength respectively.

Calculations for the mix design can be seen in Appendix A of this report.

The slump test is carried out on fresh concrete to determine its workability, which is the

ease of placing, consolidating, and finishing freshly mixed concrete. This test requires filling a

truncated cone with concrete, removing the cone and measuring the distance the concrete slumps

(see Figure 1) according to ASTM (American Standard for Testing Materials) C143 [2].

Figure 1. Image showing the slump of concrete [4]

The results of the slump test indicate the water-cement ratio of the concrete:

2

Figure 2. Different types of slump [3]

Zero slump shows that the workability is very low, collapsed slump shows that the

workability is too high and shear slump indicates that concrete needs to be retested as the results

are incomplete. A true slump is the only measurable slump in the test [3].

The water and air content in concrete and its water-cement ratio can also be estimated using

information from the CAC Design Handbook while the gradation of the aggregates can be

estimated knowing that:

NMAS ≤ 15× Narrowest dimension of form or mold

NMAS ≤ 34× Clear space between reinforcement

and for some constrictions,

NMAS ≤ 13× Unreinforced slab on ground thickness

where NMAS is the Nominal Maximum Aggregate Size

The cement weight is calculated using:

(1)

where Wcm is the weight of the cement

Wwater is the weight of water added

and w/c ratio is the water-cement ratio

The coarse aggregate is estimated using:

(2)

where WCoarseGravel is the oven-dry mass of coarse

aggregate for one cubic-meter of concrete

3

𝛾CoarseGravel is the oven-dry bulk density of coarse

aggregate

and 𝑏

𝑏0 is the bulk aggregate of coarse aggregate

per unit volume of concrete

The bulk aggregate is based on the NMAS and fineness moduli of the fine aggregate.

The weight of the fine aggregate is then calculated thus:

(3)

where V = Volume

G = Specific Gravity

𝛾 = Density

This equation is used since fines occupy space not taken by the remaining materials.

4

MATERIALS AND EQUIPMENT

The materials used for the following experiment are shown below:

1) 2)

Fig. 3. Coarse Aggregate Fig. 4. Fine Aggregate (sand)

(gravel (3/4’s crushed))

3) 4)

Fig. 5. GUL (General Use Portland-Limestone) Fig. 6. Water

Cement

5

The equipment required for the completion of this experiment are listed below:

• Compressometer

• Universal loading machine

• Tamping rod

• Metre Rule

• Pan

• Mallet

• Trowel

• Hand scoop

• Shovel

• Wheelbarrow

• Truncated Cone

• Cylinders

• Caps ( to distribute the load over the cylinder)

EXPERIMENTAL PROCEDURE

This laboratory experiment consisted of three sessions: (1) mix design of concrete; (2) casting of

concrete and; (3) testing of concrete in tension and compression.

For the mix design of concrete (ASTM C192), 2.5kg of water was mixed with the cement, sand

and gravel (each having a mass of 6 kg) with 500g added at intervals. The mixture was done by

hand for about 20 minutes using a shovel and wheelbarrow. After mixing the concrete, the slump

test was then carried out.

Slump Test Procedure (ASTM C143) :

To carry out the slump test, the fresh concrete mix was poured into a truncated cone. The cone

was then removed and the slump was measured using a tamping rod and a metre rule as shown in

figure 7 below:

Figure 7. Steps to measure the slump of the concrete [3]

6

After the slump test, the concrete mix was then cast into 4 cylinders using the hand scoop. This

was kept for 28 days in a curing chamber where the humidity is controlled (ASTM C39). After 28

days of curing, the concrete cylinders were removed from their containers and tested in

compression and tension

Compression Test Procedure (ASTM C39):

For the compression test, two concrete cylinders were placed vertically in the Universal Loading

Machine with sulphur caps placed at each end of the cylinder to distribute the load coming from

the Machine and a compressometer to measure the strain. Another concrete cylinder was wrapped

in FRP and placed in the machine with two big plates at each end and with no displacement gauge.

After failure, the concrete cylinders were then crushed to significantly see the failure shape.

Tension Test Procedure (ASTM C39):

Two concrete cylinders were tested in tension. Styrofoam strips were attached transversely on each

cylinder to prevent rolling/slipping in the machine. The cylinders were then placed separately, in

a horizontal manner, into the Universal Loading Machine until failure occurred.

ANALYSIS OF DATA

Figure 8. Graph of Strain vs Stress for first Compression Test

At the first compressive test, the concrete failed at the stress of 48.1 MPa.

0

10000

20000

30000

40000

50000

60000

0 0.001 0.002 0.003 0.004 0.005 0.006 0.007

Stre

ss (

KP

a)

Strain (mm/mm)

Strain - Stress Curve for First Compression Test

y= 2E+07x - 1539.3E = 20MPa

7

Figure 9. Graph of Stress vs Strain for Second Compression Test

At the second compressive test, the concrete failed at stress 47.6 MPa.

Concrete 1 Concrete 2

48.1 MPa 47.16MPa

Table 1. Compressive Test Strength Results

-10000

0

10000

20000

30000

40000

50000

-0.002 0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 0.018

Stre

ss (

KP

a)

Strain (mm/mm)

Strain-Stress Curve for Second Compression Test

y= 2E + 07x +1912.7E = 20MPa

8

Observed Failure Patterns:

Fig. 10. Failure Pattern for Compressive Fig. 11 Failure Pattern for FRP-

Strength Test wrapped Cylinder in Compression Test

Fig. 12 Failure Pattern for Split Tensile

Strength Test

Strain gauge malfunctioned during split tensile strength. As a result, a credible plot showing the

stress-strain relationship could not be done. However, from given data in Appendix B, the failure

stress during the first tension test was 14.5 MPa and that of the second tension test was 11.6

MPa.

The failure stress for the concrete wrapped in FRP is 52.9MPa. This value was obtained from the

data in Appendix B. A stress-strain curve could not be plotted as no displacement gauge was

attached to the concrete.

9

DISCUSSION OF RESULTS

The typical design values for the strength of the concrete and the slump are 40 MPa and

75mm respectively. A slump of 160mm was measured for this experiment. This slump was a

collapse slump indicating a high workability. Compressive strengths of 48.1 MPa and 47.6 MPa

were observed during the two compression tests. These strengths differ moderately from the

typical value of 40MPa. The typical tensile strength of concrete is 2-5 MPa, but in this experiment

the observed tensile strength was 14.483 MPa, and 11.559 MPa which fall completely outside of

the expected values. This might be a result of the wires on the testing mechanism breaking before

the tensile tests were done. The observed compressive strength was much higher than the tensile

strength of the concrete. This is typical of concrete as this material is known to have a good

compressive strength but weak tensile strength.

In lab 1 the compressive strength of two steel members of varying lengths were tested. The

steel members exhibited local and euler buckling respectively whereas concrete exhibited a brittle

fracture. After the compression test, the concrete sheared in a cone-shaped structure while the

concrete in tension cracked down its centre, causing it to split into equal halves. The difference in

the failure mode of each of concrete and steel is as a result of the nature of each material. Steel is

a very ductile material and as a result will stretch, or contract due to the external forces, whereas

concrete is not a brittle material and instead shatters if the external force acting is great enough.

The failure pattern of the concrete varied depending on the type of strength test it was

exposed to. For the compressive test the failure pattern was shear-conic as shown in figures 10 and

11. This failure pattern is close to the expected fail pattern from this experiment. This failure

pattern indicates that the test was done correctly under standardized testing procedures, other fail

patterns such as shear or column indicate that either the concrete was mixed improperly or that the

testing procedure was not followed correctly [5]. The failure pattern in the tensile test was down

the middle, splitting the cylinder in half as shown in figure 12. This failure pattern is also typical

of a splitting tensile strength test, as the force is applied directly along the vertical plane, a different

failure pattern would indicate either an improper mix or the testing procedures not being correctly

followed.

There exists several possible sources of error in this experiment. Although this lab required

adherence to the ASTM C143 standard for slump test, all procedures were not accurately followed.

The measured slump was a source of error in this lab because it was a collapse slump. This was

probably because the water content adjustment due to the natural moisture in the aggregates were

not performed. According to the ASTM C143 standard, two slump tests are to be carried out to

obtain accuracy [6]. This was not done and the value of the collapse slump was used for the

experiment, thereby affecting results. Another source of error is the wire breakage that occurred

while tests were being carried out. Lastly, an error could come from the curing chamber where the

concrete cylinders were held to allow the hydration reaction to occur, if the humidity were to have

not been held constant at all times throughout the curing process the strength of the concrete could

be affected. Due to the presence of all these errors, the concrete produced did not meet the desired

concrete characteristics for the mix design.

10

CONCLUSION

Through the completion of this experiment a better understanding of concrete as a civil

engineering material was established. Through the process of determining the mix design of the

concrete a better knowledge of the process engineers would go through in the field was obtained.

Testing the compressive and tensile strength of the concrete cylinders aided in comprehending the

mechanical properties of concrete and their limitations in real world applications.

11

REFERENCES

[1] Gales, J. (2017). Civil Engineering Materials Lab 2: Concrete Manual [docx].

[2] Mamlouk, M. S., & Zaniewski, J. P. (n.d.). Materials for Civil and Construction Engineers

(3rd ed.). Prentice Hall.

[3] Concrete Slump Test for Workability -Procedure and Results. (n.d.). Retrieved November 13,

2017, from https://theconstructor.org/concrete/concrete-slump-test/1558/

[4] ACI Mix Design [pdf]. (n.d.).

[5] BEZERRA, U. T., ALVES, S. M., BARBOSA, N. P., & TORRES, S. M. (n.d.). Hourglass-

shaped specimen: compressive strength of concrete and mortar (numerical and experimental

analyses). Retrieved November 17, 2017, from

http://www.scielo.br/scielo.php?script=sci_arttext&pid=S1983-41952016000400510

[6] Standard Test Method for Slump of Hydraulic-Cement Concrete. (n.d.). Retrieved November

14, 2017.

12

APPENDIX A: SAMPLE CALCULATIONS

MIX DESIGN CALCULATIONS

Coarse Aggregate Fine Aggregate Cement Type

Maximum Aggregate Size =

9.5mm

Specific Gravity = 2.618 Type = 10 / GUL

Specific Gravity = 2.675 Fine Modulus = 2.98 Specific Gravity = 3.14

Density = 1600 kg/m3

Table 2. Given Specifications for Mix Design

Slump = 75 mm

NMAS = 9.5mm

For Water and Air content (Assuming non-air entrained)

According to Table 12-1 from the CAC Design Handbook,

Water = 228kg, Air = 3%

To find required strength,

f’’c = 40MPa + 10MPa = 50MPa (since exposure conditions do not govern this situation)

To determine w/c ratio

By interpolating data from Table 12-3 in the CAC Design Handbook, 45 − 50

0.38 − (𝑤𝑐 )

= 40 − 45

0.42 − 0.38

𝑤

𝑐= 0.34

To calculate cement weight using (1):

𝑊𝑐𝑒𝑚 = 𝑊𝑤𝑎𝑡𝑒𝑟

𝑤/𝑐

𝑊𝑐𝑒𝑚 = 228𝑘𝑔/𝑚3

0.34= 670.5 𝑘𝑔

To estimate weight of coarse aggregate using (2):

Based on the Fine Modulus = 2.98 and NMAS ≈ 10mm, the bulk aggregate 𝑏

𝑏0 can be

interpolated using Table 12-4 in the CAC Design Handbook 2.98 − 3

𝑏𝑏0

− 0.44=

2.6 − 2.8

0.48 − 0.46

𝑏

𝑏0= 0.442

13

𝑊𝐶𝐴 = 0.442 ×1600𝑘𝑔

𝑚3= 707.2 𝑘𝑔

To estimate weight of fine aggregate using (3):

𝑉𝑠𝑎𝑛𝑑 = 𝑉𝑇 − (𝑉𝑐𝑒𝑚 + 𝑉𝐶𝐴 + 𝑉𝑊 − 𝑉𝑎𝑖𝑟)

= 1𝑚3 −1

1000𝑘𝑔𝑚3

(670.5 𝑘𝑔

3.15+

707.2 𝑘𝑔

2.675+

228 𝑘𝑔

1) −

3

100

= 0.2647𝑚3

𝑊𝑠𝑎𝑛𝑑 = 𝑉𝑠𝑎𝑛𝑑 × 𝑆𝐺𝑠𝑎𝑛𝑑 × 𝛾𝑤

= 0.2647𝑚3 × 2.618 × 1000𝑘𝑔

𝑚3

𝑊𝑠𝑎𝑛𝑑 = 693 𝑘𝑔/𝑚3

14

APPENDIX B: RAW DATA

Table 3. Raw Data for Compression Test 1

Load

(kN)

Platen

Stroke(mm)

Compressometer

deformation

(mm)

Temperature Strain(mm/mm) Stress

(KPa)

-0.01 -0.001 0 0 0 -1.27324

0.001 0 0 0 0 0.127324

0.452 0 0 0 0 57.55044

0.643 0.016 0 0 0 81.86932

0.622 0.053 0 0 0 79.19552

0.629 0.101 0 0 0 80.08678

0.615 0.153 0 0 0 78.30425

0.627 0.229 0 0 0 79.83214

0.622 0.292 0 0 0 79.19552

0.621 0.378 0 0 0 79.06819

0.615 0.449 0 0 0 78.30425

0.637 0.541 0 0 0 81.10538

0.623 0.614 0 0 0 79.32284

0.637 0.702 0 0 0 81.10538

0.653 0.775 0 0 0 83.14256

0.67 0.851 0 0 0 85.30707

0.679 0.925 0 0 0 86.45298

0.683 1.001 0 0 0 86.96228

0.68 1.076 0 0 0 86.58031

0.722 1.156 0 0 0 91.92791

0.72 1.231 0 0 0 91.67327

0.696 1.296 0 0 0 88.61749

0.869 1.385 0 0 0 110.6445

2.106 1.465 0.006 0 0.00003 268.1443

2.41 1.558 0.011 0 0.000055 306.8508

2.762 1.635 0.016 0 0.00008 351.6688

3.232 1.716 0.021 0 0.000105 411.5111

3.624 1.792 0.026 0 0.00013 461.4221

3.786 1.871 0.026 0 0.00013 482.0486

4.021 1.948 0.025 0 0.000125 511.9697

4.279 2.026 0.025 0 0.000125 544.8193

4.546 2.1 0.028 0 0.00014 578.8148

15

4.849 2.175 0.027 0 0.000135 617.394

5.289 2.248 0.027 0 0.000135 673.4165

7.953 2.33 0.03 0 0.00015 1012.608

11.351 2.405 0.034 0 0.00017 1445.255

15.7 2.479 0.036 0 0.00018 1998.987

18.111 2.547 0.038 0 0.00019 2305.965

17.038 2.61 0.037 0 0.000185 2169.346

17.113 2.7 0.037 0 0.000185 2178.895

17.645 2.772 0.038 0 0.00019 2246.632

19.593 2.864 0.04 0 0.0002 2494.659

21.869 2.952 0.044 0 0.00022 2784.448

21.909 3.025 0.043 0 0.000215 2789.541

21.91 3.088 0.043 0 0.000215 2789.668

21.956 3.178 0.043 0 0.000215 2795.525

21.939 3.254 0.043 0 0.000215 2793.361

21.939 3.342 0.042 0 0.00021 2793.361

21.961 3.416 0.043 0 0.000215 2796.162

22.599 3.508 0.044 0 0.00022 2877.395

23.265 3.582 0.044 0 0.00022 2962.192

24.002 3.671 0.046 0 0.00023 3056.03

24.608 3.75 0.047 0 0.000235 3133.189

25.309 3.83 0.049 0 0.000245 3222.443

26.084 3.907 0.05 0 0.00025 3321.119

37.955 3.976 0.059 0 0.000295 4832.582

50.339 4.036 0.072 0 0.00036 6409.362

63.252 4.096 0.085 0 0.000425 8053.496

78.104 4.157 0.102 0 0.00051 9944.512

93.506 4.217 0.118 0 0.00059 11905.56

111.668 4.28 0.137 0 0.000685 14218.01

130.687 4.345 0.157 0 0.000785 16639.59

150.952 4.41 0.194 0 0.00097 19219.81

173.458 4.48 0.23 0 0.00115 22085.36

194.819 4.548 0.286 0 0.00143 24805.13

218.775 4.624 0.332 0 0.00166 27855.3

240.727 4.692 0.365 0 0.001825 30650.32

260.258 4.755 0.399 0 0.001995 33137.08

286.016 4.839 0.447 0 0.002235 36416.7

307.152 4.912 0.497 0 0.002485 39107.82

330.961 5.002 0.559 0 0.002795 42139.27

349.291 5.077 0.607 0 0.003035 44473.12

367.659 5.165 0.683 0 0.003415 46811.81

377.97 5.242 0.759 0 0.003795 48124.65

329.678 5.367 0.984 0 0.00492 41975.92

16

89.832 5.574 1.274 0 0.00637 11437.77

37.053 5.407 1.233 0 0.006165 4717.735

17.655 4.293 1.077 0 0.005385 2247.905

Table 4. Raw Data for Compression Test 2

Load

(kN)

Platen

Stroke

(mm)

Compressometer

Deformation (mm)

Temperature

(°C)

Strain

(mm/mm)

Stress

(KPa)

-0.005 0.001 0 0 0 -0.63662

-0.029 0.002 0 0 0 -3.6924

0.022 0.007 0 0 0 2.801128

0.04 0.035 -0.001 0 0.000005 5.092959

0.109 0.08 0 0 0 13.87831

0.169 0.135 0 0 0 21.51775

0.213 0.198 0 0 0 27.12001

0.225 0.262 0 0 0 28.6479

2.399 0.337 0 0 0 305.4502

2.808 0.407 0 0 0 357.5257

3.114 0.486 0 0 0 396.4869

3.333 0.557 0 0 0 424.3708

3.559 0.621 0 0 0 453.146

3.842 0.71 0 0 0 489.1787

4.106 0.78 0 0 0 522.7923

4.535 0.869 0 0 0 577.4143

5.144 0.943 0.001 0 -5E-06 654.9546

7.584 1.032 0 0 0 965.6251

10.47 1.108 -0.001 0 0.000005 1333.082

15.759 1.191 -0.006 0 0.00003 2006.499

17.664 1.255 -0.008 0 0.00004 2249.051

16.322 1.344 -0.006 0 0.00003 2078.182

16.536 1.421 -0.006 0 0.00003 2105.429

17.489 1.505 -0.008 0 0.00004 2226.769

19.424 1.576 -0.01 0 0.00005 2473.141

21.843 1.669 -0.014 0 0.00007 2781.138

22.346 1.746 -0.02 0 0.0001 2845.182

22.367 1.832 -0.019 0 0.000095 2847.855

22.327 1.913 -0.018 0 0.00009 2842.763

22.574 2.004 -0.012 0 0.00006 2874.212

22.943 2.079 -0.007 0 0.000035 2921.194

23.281 2.169 -0.004 0 0.00002 2964.23

23.677 2.243 -0.003 0 0.000015 3014.65

24.249 2.332 -0.003 0 0.000015 3087.479

24.831 2.405 -0.004 0 0.00002 3161.582

17

25.427 2.498 -0.005 0 0.000025 3237.467

26.244 2.573 -0.005 0 0.000025 3341.491

39.365 2.651 -0.022 0 0.00011 5012.109

51.721 2.713 -0.036 0 0.00018 6585.324

65.746 2.773 -0.046 0 0.00023 8371.042

82.15 2.838 -0.06 0 0.0003 10459.67

98.518 2.898 -0.079 0 0.000395 12543.7

116.528 2.961 -0.101 0 0.000505 14836.81

136.754 3.027 -0.13 0 0.00065 17412.06

156.716 3.091 -0.153 0 0.000765 19953.71

179.421 3.161 -0.186 0 0.00093 22844.6

201.608 3.228 -0.205 0 0.001025 25669.53

229.391 3.312 -0.25 0 0.00125 29206.98

252.437 3.381 -0.302 0 0.00151 32141.28

272.424 3.441 -0.322 0 0.00161 34686.11

298.458 3.518 -0.391 0 0.001955 38000.86

321.557 3.591 -0.444 0 0.00222 40941.92

343.877 3.668 -0.496 0 0.00248 43783.79

362.471 3.741 -0.56 0 0.0028 46151.25

373.53 3.815 -0.651 0 0.003255 47559.33

202.818 3.968 -1.442 0 0.00721 25823.6

91.942 4.12 -2.367 0 0.011835 11706.42

15.256 3.272 -3.308 0 0.01654 1942.455

4.069 2.623 -3.115 0 0.015575 518.0813

Table 5. Raw Data for Tension Test 1

Load

(kN)

Platen

Stroke

(mm)

Compressometer

Deformation (mm)

Temperature

(°C)

Strain

(mm/mm)

Stress

(KPa)

0.033 0.485 0 0 0 3.3

0.027 0.663 -0.001 0 -0.00001 2.7

0.038 0.909 -0.009 0 -0.00009 3.8

0.4 1.112 0 0 0 40

0.785 1.329 0.001 0 0.00001 78.5

1.337 1.544 0.002 0 0.00002 133.7

1.379 1.754 0.002 0 0.00002 137.9

1.498 1.97 0.002 0 0.00002 149.8

1.58 2.162 0.002 0 0.00002 158

1.704 2.434 0.002 0 0.00002 170.4

1.842 2.678 0.002 0 0.00002 184.2

2.04 2.978 0.002 0 0.00002 204

18

2.221 3.221 0.002 0 0.00002 222.1

2.46 3.535 0.003 0 0.00003 246

2.704 3.795 0.002 0 0.00002 270.4

3.048 4.119 0.003 0 0.00003 304.8

3.341 4.401 0.003 0 0.00003 334.1

3.724 4.701 0.003 0 0.00003 372.4

4.161 4.986 0.003 0 0.00003 416.1

4.796 5.265 0.003 0 0.00003 479.6

6.047 5.557 0.003 0 0.00003 604.7

8.209 5.868 0.003 0 0.00003 820.9

11.203 6.154 0.003 0 0.00003 1120.3

16.27 6.425 0.003 0 0.00003 1627

16.81 6.68 0.003 0 0.00003 1681

20.163 6.912 0.002 0 0.00002 2016.3

20.685 7.152 0.003 0 0.00003 2068.5

21.012 7.413 0.003 0 0.00003 2101.2

21.717 7.663 0.003 0 0.00003 2171.7

23.026 7.919 0.002 0 0.00002 2302.6

37.969 8.092 0.003 0 0.00003 3796.9

46.766 8.17 0.003 0 0.00003 4676.6

51.418 8.208 0.002 0 0.00002 5141.8

53.235 8.223 0.003 0 0.00003 5323.5

54.84 8.236 0.002 0 0.00002 5484

56.001 8.244 0.003 0 0.00003 5600.1

57.25 8.251 0.002 0 0.00002 5725

58.297 8.257 0.002 0 0.00002 5829.7

59.424 8.265 0.002 0 0.00002 5942.4

60.376 8.273 0.002 0 0.00002 6037.6

61.323 8.277 0.003 0 0.00003 6132.3

62.305 8.285 0.003 0 0.00003 6230.5

63.363 8.29 0.002 0 0.00002 6336.3

64.32 8.296 0.002 0 0.00002 6432

65.238 8.3 0.002 0 0.00002 6523.8

66.201 8.306 0.003 0 0.00003 6620.1

67.07 8.311 0.002 0 0.00002 6707

68.247 8.317 0.002 0 0.00002 6824.7

69.255 8.323 0.003 0 0.00003 6925.5

70.428 8.33 0.002 0 0.00002 7042.8

71.322 8.335 0.002 0 0.00002 7132.2

72.474 8.343 0.003 0 0.00003 7247.4

73.474 8.346 0.002 0 0.00002 7347.4

74.488 8.351 0.002 0 0.00002 7448.8

75.462 8.358 0.002 0 0.00002 7546.2

19

76.48 8.365 0.003 0 0.00003 7648

77.425 8.368 0.002 0 0.00002 7742.5

78.466 8.374 0.003 0 0.00003 7846.6

79.428 8.379 0.002 0 0.00002 7942.8

80.389 8.385 0.003 0 0.00003 8038.9

81.336 8.388 0.003 0 0.00003 8133.6

82.252 8.395 0.003 0 0.00003 8225.2

83.43 8.401 0.003 0 0.00003 8343

84.411 8.404 0.003 0 0.00003 8441.1

85.582 8.413 0.003 0 0.00003 8558.2

86.595 8.415 0.003 0 0.00003 8659.5

87.761 8.422 0.003 0 0.00003 8776.1

88.761 8.428 0.003 0 0.00003 8876.1

89.892 8.432 0.003 0 0.00003 8989.2

90.9 8.438 0.003 0 0.00003 9090

91.955 8.441 0.003 0 0.00003 9195.5

92.936 8.447 0.003 0 0.00003 9293.6

93.954 8.451 0.003 0 0.00003 9395.4

94.954 8.457 0.003 0 0.00003 9495.4

96.006 8.463 0.003 0 0.00003 9600.6

97.018 8.465 0.003 0 0.00003 9701.8

98.087 8.472 0.003 0 0.00003 9808.7

99.033 8.477 0.003 0 0.00003 9903.3

100.134 8.483 0.003 0 0.00003 10013.4

101.077 8.487 0.003 0 0.00003 10107.7

102.006 8.491 0.003 0 0.00003 10200.6

103.22 8.496 0.003 0 0.00003 10322

104.204 8.499 0.003 0 0.00003 10420.4

105.422 8.505 0.003 0 0.00003 10542.2

106.391 8.509 0.003 0 0.00003 10639.1

107.576 8.516 0.003 0 0.00003 10757.6

108.529 8.52 0.003 0 0.00003 10852.9

109.554 8.524 0.003 0 0.00003 10955.4

110.584 8.53 0.003 0 0.00003 11058.4

111.528 8.533 0.003 0 0.00003 11152.8

112.573 8.537 0.003 0 0.00003 11257.3

113.615 8.542 0.003 0 0.00003 11361.5

114.623 8.547 0.003 0 0.00003 11462.3

115.575 8.551 0.003 0 0.00003 11557.5

116.575 8.556 0.003 0 0.00003 11657.5

117.474 8.559 0.003 0 0.00003 11747.4

118.678 8.564 0.003 0 0.00003 11867.8

119.615 8.569 0.003 0 0.00003 11961.5

20

120.746 8.573 0.003 0 0.00003 12074.6

121.761 8.576 0.003 0 0.00003 12176.1

122.975 8.583 0.003 0 0.00003 12297.5

123.992 8.586 0.003 0 0.00003 12399.2

125.09 8.593 0.003 0 0.00003 12509

126.12 8.596 0.003 0 0.00003 12612

127.158 8.599 0.003 0 0.00003 12715.8

128.111 8.603 0.003 0 0.00003 12811.1

129.176 8.607 0.003 0 0.00003 12917.6

130.201 8.612 0.003 0 0.00003 13020.1

131.227 8.616 0.003 0 0.00003 13122.7

132.256 8.619 0.003 0 0.00003 13225.6

133.326 8.624 0.003 0 0.00003 13332.6

134.314 8.629 0.003 0 0.00003 13431.4

135.305 8.632 0.003 0 0.00003 13530.5

136.309 8.636 0.003 0 0.00003 13630.9

137.184 8.64 0.003 0 0.00003 13718.4

138.322 8.645 0.003 0 0.00003 13832.2

139.337 8.649 0.003 0 0.00003 13933.7

140.556 8.653 0.003 0 0.00003 14055.6

141.437 8.657 0.003 0 0.00003 14143.7

142.624 8.66 0.003 0 0.00003 14262.4

143.635 8.665 0.003 0 0.00003 14363.5

144.836 8.67 0.003 0 0.00003 14483.6

135.996 8.69 0.003 0 0.00003 13599.6

22.588 10.625 -0.003 0 -0.00003 2258.8

21.839 10.661 -0.002 0 -0.00002 2183.9

Table 6. Raw Data for Tension Test 2

Load (kN) Platen

Stroke

(mm)

Compressometer

deformation (mm)

Temperature

(°C)

Stress

(KPa)

Strain

(mm/mm)

-0.007 0.009 0 0 -0.7 0

0.003 0.021 0 0 0.3 0

0.003 0.033 0.004 0 0.3 0.00002

0.466 0.043 0.003 0 46.6 0.000015

0.848 0.06 0.004 0 84.8 0.00002

0.959 0.079 0.005 0 95.9 0.000025

1.259 0.099 0.004 0 125.9 0.00002

1.165 0.135 0.004 0 116.5 0.00002

1.177 0.172 0.004 0 117.7 0.00002

1.199 0.221 0.005 0 119.9 0.000025

21

1.237 0.27 0.004 0 123.7 0.00002

1.267 0.324 0.005 0 126.7 0.000025

1.306 0.393 0.005 0 130.6 0.000025

1.949 0.471 0.005 0 194.9 0.000025

2.48 0.551 0.005 0 248 0.000025

2.442 0.641 0.005 0 244.2 0.000025

2.54 0.734 0.006 0 254 0.00003

2.651 0.83 0.008 0 265.1 0.00004

2.782 0.931 0.008 0 278.2 0.00004

2.906 1.028 0.008 0 290.6 0.00004

3.106 1.168 0.008 0 310.6 0.00004

3.27 1.276 0.008 0 327 0.00004

3.51 1.433 0.008 0 351 0.00004

3.714 1.572 0.008 0 371.4 0.00004

3.959 1.722 0.008 0 395.9 0.00004

4.227 1.873 0.008 0 422.7 0.00004

4.586 2.03 0.008 0 458.6 0.00004

5.105 2.185 0.007 0 510.5 0.000035

5.76 2.339 0.008 0 576 0.00004

6.619 2.499 0.008 0 661.9 0.00004

7.851 2.672 0.007 0 785.1 0.000035

9.489 2.832 0.007 0 948.9 0.000035

11.911 2.994 0.004 0 1191.1 0.00002

14.71 3.122 0.005 0 1471 0.000025

17.119 3.222 0.005 0 1711.9 0.000025

16.051 3.372 0.005 0 1605.1 0.000025

16.396 3.501 0.004 0 1639.6 0.00002

19.659 3.657 0.004 0 1965.9 0.00002

20.347 3.773 0.005 0 2034.7 0.000025

20.893 3.921 0.005 0 2089.3 0.000025

20.859 4.051 0.005 0 2085.9 0.000025

20.909 4.213 0.005 0 2090.9 0.000025

21.062 4.365 0.005 0 2106.2 0.000025

22.982 4.548 0.005 0 2298.2 0.000025

24.439 4.69 0.005 0 2443.9 0.000025

31.434 4.824 0.005 0 3143.4 0.000025

37.065 4.887 0.005 0 3706.5 0.000025

40.797 4.925 0.005 0 4079.7 0.000025

42.741 4.945 0.005 0 4274.1 0.000025

44.365 4.963 0.005 0 4436.5 0.000025

45.493 4.973 0.005 0 4549.3 0.000025

46.75 4.982 0.005 0 4675 0.000025

47.956 4.991 0.005 0 4795.6 0.000025

22

49.057 5 0.005 0 4905.7 0.000025

49.874 5.005 0.005 0 4987.4 0.000025

50.991 5.013 0.005 0 5099.1 0.000025

51.986 5.021 0.005 0 5198.6 0.000025

53.175 5.029 0.005 0 5317.5 0.000025

54.011 5.034 0.005 0 5401.1 0.000025

55.165 5.041 0.005 0 5516.5 0.000025

56.085 5.048 0.005 0 5608.5 0.000025

57.258 5.054 0.005 0 5725.8 0.000025

58.201 5.061 0.005 0 5820.1 0.000025

59.373 5.068 0.005 0 5937.3 0.000025

60.357 5.073 0.005 0 6035.7 0.000025

61.528 5.08 0.005 0 6152.8 0.000025

62.541 5.086 0.005 0 6254.1 0.000025

63.737 5.091 0.005 0 6373.7 0.000025

64.717 5.098 0.005 0 6471.7 0.000025

65.886 5.102 0.005 0 6588.6 0.000025

66.877 5.108 0.005 0 6687.7 0.000025

68.035 5.113 0.005 0 6803.5 0.000025

69.047 5.118 0.005 0 6904.7 0.000025

70.237 5.125 0.005 0 7023.7 0.000025

71.168 5.128 0.005 0 7116.8 0.000025

72.301 5.134 0.005 0 7230.1 0.000025

73.233 5.136 0.005 0 7323.3 0.000025

74.185 5.141 0.005 0 7418.5 0.000025

75.163 5.144 0.005 0 7516.3 0.000025

76.206 5.148 0.005 0 7620.6 0.000025

77.198 5.151 0.005 0 7719.8 0.000025

78.265 5.154 0.005 0 7826.5 0.000025

79.258 5.158 0.005 0 7925.8 0.000025

80.215 5.161 0.005 0 8021.5 0.000025

81.178 5.166 0.005 0 8117.8 0.000025

82.26 5.17 0.005 0 8226 0.000025

83.248 5.174 0.005 0 8324.8 0.000025

84.114 5.177 0.005 0 8411.4 0.000025

85.229 5.18 0.005 0 8522.9 0.000025

86.203 5.183 0.005 0 8620.3 0.000025

87.362 5.188 0.005 0 8736.2 0.000025

88.39 5.191 0.005 0 8839 0.000025

89.542 5.196 0.005 0 8954.2 0.000025

90.465 5.2 0.005 0 9046.5 0.000025

91.568 5.203 0.005 0 9156.8 0.000025

92.527 5.206 0.005 0 9252.7 0.000025

23

93.476 5.21 0.005 0 9347.6 0.000025

94.456 5.217 0.005 0 9445.6 0.000025

95.521 5.218 0.005 0 9552.1 0.000025

96.533 5.222 0.005 0 9653.3 0.000025

97.494 5.224 0.005 0 9749.4 0.000025

98.535 5.23 0.005 0 9853.5 0.000025

99.606 5.235 0.005 0 9960.6 0.000025

100.556 5.239 0.005 0 10055.6 0.000025

101.432 5.241 0.005 0 10143.2 0.000025

102.619 5.247 0.005 0 10261.9 0.000025

103.61 5.251 0.005 0 10361 0.000025

104.829 5.256 0.005 0 10482.9 0.000025

105.725 5.26 0.005 0 10572.5 0.000025

106.908 5.265 0.005 0 10690.8 0.000025

107.938 5.269 0.005 0 10793.8 0.000025

109.138 5.274 0.005 0 10913.8 0.000025

110.113 5.277 0.005 0 11011.3 0.000025

111.296 5.284 0.005 0 11129.6 0.000025

112.336 5.289 0.005 0 11233.6 0.000025

113.523 5.292 0.005 0 11352.3 0.000025

114.544 5.295 0.005 0 11454.4 0.000025

115.559 5.302 0.005 0 11555.9 0.000025

90.659 5.474 0.005 0 9065.9 0.000025

47.31 5.935 0.005 0 4731 0.000025

16.071 5.956 0.005 0 1607.1 0.000025

Table 7. Raw Data for FRP-wrapped Concrete in Compression

Load

(kN)

Platen

Stroke

(mm)

Compression

Deformation

(mm)

Temperature

(°C)

0.017 1.092 0.001 0

0.021 1.358 0.001 0

0.019 1.683 -0.004 0

0.13 2.004 -0.016 0

0.211 2.27 -0.015 0

3.408 2.602 -0.014 0

8.034 2.858 -0.012 0

11.122 3.143 -0.001 0

13.778 3.371 -0.001 0

16.577 3.629 -0.001 0

17.245 3.841 -0.001 0

18.629 4.103 -0.001 0

24

21.472 4.316 -0.001 0

22.583 4.551 -0.001 0

22.557 4.761 -0.001 0

23.069 4.961 -0.001 0

23.921 5.184 -0.001 0

24.569 5.389 -0.001 0

27.022 5.608 -0.001 0

30.498 5.794 -0.001 0

33.726 5.967 0 0

36.884 6.136 -0.001 0

39.628 6.274 0 0

41.628 6.376 -0.001 0

44.34 6.511 -0.001 0

46.386 6.608 -0.001 0

48.471 6.706 -0.001 0

50.257 6.789 -0.001 0

51.859 6.862 0.001 0

53.464 6.932 0.001 0

55.026 6.998 0.001 0

56.443 7.061 0.001 0

57.705 7.113 0.001 0

58.998 7.168 0.001 0

60.189 7.215 0.001 0

61.396 7.266 0.001 0

62.63 7.311 0.002 0

63.83 7.358 0.001 0

65.072 7.404 0.001 0

66.332 7.445 0.001 0

67.729 7.483 0.001 0

69.012 7.517 0.001 0

70.037 7.544 0.001 0

71.383 7.577 0.001 0

72.524 7.604 0.001 0

72.961 7.633 0.001 0

74.301 7.663 0.001 0

75.518 7.692 0.001 0

76.6 7.72 0.001 0

77.651 7.747 0.002 0

78.617 7.773 0.002 0

79.455 7.796 0.001 0

80.614 7.828 0.001 0

81.476 7.854 0.002 0

82.615 7.885 0.001 0

25

83.657 7.912 0.002 0

84.858 7.946 0.001 0

85.893 7.972 0.001 0

87.102 8.002 0.002 0

88.122 8.029 0.001 0

89.193 8.056 0.001 0

90.271 8.083 0.002 0

91.283 8.107 0.001 0

92.346 8.133 0.002 0

93.355 8.157 0.002 0

94.393 8.182 0.001 0

95.376 8.202 0.001 0

96.394 8.225 0.001 0

97.229 8.244 0.001 0

98.444 8.269 0.001 0

99.422 8.292 0.001 0

100.663 8.318 0.001 0

101.71 8.34 0.001 0

102.766 8.361 0.001 0

103.764 8.384 0.001 0

104.739 8.404 0.001 0

105.739 8.426 0.001 0

106.716 8.446 0.002 0

107.736 8.465 0.002 0

108.763 8.487 0.001 0

109.782 8.507 0.001 0

110.899 8.53 0.001 0

111.899 8.55 0.001 0

112.799 8.569 0.002 0

113.968 8.591 0.001 0

114.917 8.609 0.001 0

116.104 8.636 0.001 0

117.135 8.653 0.001 0

118.38 8.678 0.001 0

119.347 8.696 0.001 0

120.557 8.719 0.001 0

121.49 8.739 0.001 0

122.693 8.76 0.001 0

123.711 8.78 0.001 0

124.919 8.804 0.001 0

125.955 8.822 0.001 0

127.184 8.845 0.001 0

128.205 8.864 0.001 0

26

129.269 8.885 0.001 0

130.256 8.904 0.001 0

131.293 8.926 0.001 0

132.346 8.944 0.001 0

133.412 8.963 0.001 0

134.398 8.983 0.001 0

135.388 9.001 0.001 0

136.406 9.021 0.001 0

137.5 9.041 0.001 0

138.498 9.061 0.001 0

139.614 9.081 0.001 0

140.556 9.099 0.001 0

141.446 9.116 0.001 0

142.715 9.14 0.001 0

143.644 9.158 0.001 0

144.771 9.179 0.001 0

145.809 9.198 0.001 0

146.899 9.217 0.001 0

147.893 9.235 0.002 0

148.953 9.257 0.001 0

149.931 9.275 0.001 0

151.008 9.294 0.001 0

152.03 9.314 0.001 0

153.037 9.332 0.001 0

153.984 9.349 0.001 0

154.872 9.368 0.001 0

156.087 9.388 0.001 0

157.051 9.405 0.001 0

158.28 9.428 0.001 0

159.293 9.446 0.001 0

160.527 9.468 0.001 0

161.409 9.486 0.002 0

162.613 9.508 0.001 0

163.611 9.527 0.002 0

164.815 9.548 0.001 0

165.845 9.569 0.001 0

166.918 9.588 0.001 0

167.913 9.607 0.001 0

168.937 9.627 0.002 0

169.985 9.644 0.001 0

171.059 9.667 0.001 0

172.128 9.687 0.001 0

173.14 9.707 0.001 0

27

174.163 9.727 0.001 0

175.244 9.748 0.001 0

176.222 9.767 0.001 0

177.36 9.789 0.001 0

178.349 9.808 0.002 0

179.231 9.828 0.001 0

180.443 9.855 0.001 0

181.436 9.874 0.001 0

182.685 9.902 0.001 0

183.679 9.922 0.001 0

184.891 9.947 0.001 0

185.906 9.969 0.001 0

187.102 9.996 0.002 0

188.131 10.018 0.001 0

189.176 10.042 0.001 0

190.16 10.065 0.001 0

191.097 10.085 0.001 0

188.448 10.138 0.001 0

191.293 10.188 0.001 0

193.32 10.228 0.001 0

194.637 10.258 0.001 0

195.728 10.29 0.001 0

196.797 10.318 0.001 0

197.923 10.347 0.001 0

199.106 10.376 0.001 0

200.007 10.404 0.001 0

200.878 10.426 0.001 0

202.128 10.46 0.001 0

203.119 10.489 0.001 0

204.341 10.521 0.001 0

205.315 10.546 0.001 0

206.532 10.582 0.001 0

207.566 10.609 0.001 0

208.846 10.643 0.001 0

209.835 10.669 0.001 0

211.046 10.704 0.001 0

212.09 10.73 0.001 0

213.297 10.764 0.001 0

214.311 10.791 0.001 0

215.425 10.822 0.001 0

216.494 10.85 0.001 0

217.49 10.876 0.001 0

218.563 10.903 0.001 0

28

219.562 10.929 0.001 0

220.611 10.956 0.001 0

221.875 10.989 0.001 0

222.903 11.016 0.001 0

223.695 11.039 0.001 0

224.935 11.069 0.001 0

225.972 11.095 0.001 0

226.902 11.122 0 0

227.962 11.151 0.001 0

229.015 11.179 0.001 0

230.072 11.205 0.001 0

231.144 11.235 0.001 0

232.186 11.262 0.001 0

233.268 11.289 0.001 0

234.293 11.316 0.001 0

235.377 11.346 0.001 0

236.456 11.373 0.001 0

237.461 11.399 0.001 0

238.537 11.427 0.001 0

239.663 11.456 0.001 0

240.696 11.484 0.001 0

241.479 11.505 0.001 0

242.688 11.542 0.001 0

243.679 11.568 0.001 0

244.781 11.599 0.001 0

245.775 11.629 0.001 0

246.822 11.658 0.001 0

247.903 11.69 0.001 0

248.901 11.717 0.001 0

249.937 11.748 0.001 0

251.03 11.781 0.001 0

252.043 11.809 0.001 0

253.079 11.839 0.001 0

254.063 11.868 0.001 0

254.998 11.895 0.001 0

256.185 11.93 0 0

257.211 11.96 0.001 0

258.45 11.999 0.001 0

259.445 12.028 0.001 0

260.651 12.063 0.001 0

261.659 12.093 0.001 0

262.842 12.126 0.001 0

263.823 12.155 0.001 0

29

264.798 12.184 0.001 0

265.805 12.216 0.001 0

266.884 12.249 0.001 0

267.849 12.28 0.001 0

268.785 12.317 0.001 0

269.904 12.348 0.001 0

270.922 12.38 0.001 0

272.018 12.412 0.001 0

272.833 12.44 0.001 0

274.092 12.48 0.001 0

275.138 12.512 0.001 0

276.394 12.553 0.001 0

277.393 12.584 0.001 0

278.665 12.624 0.001 0

279.748 12.657 0.001 0

280.973 12.696 0.001 0

281.909 12.727 0.001 0

283.09 12.765 0.001 0

284.137 12.797 0.001 0

285.223 12.829 0.001 0

286.323 12.861 0.001 0

287.331 12.891 0.001 0

288.421 12.921 0.001 0

289.44 12.951 0.001 0

290.469 12.981 0.001 0

291.404 13.007 0.001 0

292.55 13.038 0.001 0

293.674 13.07 0.001 0

294.869 13.102 0.001 0

295.928 13.129 0 0

297.036 13.16 0.001 0

298.079 13.187 0.001 0

299.067 13.215 0.001 0

300.169 13.242 0.001 0

301.276 13.271 0.001 0

302.341 13.299 0.001 0

303.155 13.32 0.001 0

304.442 13.351 0.001 0

305.386 13.375 0.001 0

306.495 13.402 0.001 0

307.547 13.427 0.001 0

308.649 13.454 0.001 0

309.688 13.482 0.001 0

30

310.761 13.505 0.001 0

311.754 13.529 0.001 0

312.799 13.554 0.001 0

313.867 13.579 0.001 0

314.974 13.606 0.001 0

316.028 13.628 0.001 0

316.932 13.651 0.001 0

318.201 13.678 0.001 0

319.167 13.7 0.001 0

320.264 13.726 0.001 0

321.346 13.751 0.001 0

322.335 13.772 0.001 0

323.456 13.797 0.001 0

324.512 13.823 0.001 0

325.591 13.847 0.001 0

326.589 13.871 0.001 0

327.695 13.896 0.001 0

328.772 13.92 0.001 0

329.848 13.944 0.001 0

330.766 13.964 0.001 0

331.907 13.992 0.001 0

332.835 14.012 0.001 0

334.105 14.041 0.001 0

335.158 14.063 0.001 0

336.39 14.092 0.001 0

337.39 14.114 0.001 0

338.548 14.14 0.001 0

339.554 14.163 0.001 0

340.564 14.185 0.001 0

341.607 14.209 0.001 0

342.571 14.23 0.001 0

343.541 14.255 0.001 0

344.63 14.281 0 0

345.715 14.305 0.001 0

346.586 14.325 0.001 0

347.769 14.351 0.001 0

348.791 14.373 0.001 0

349.899 14.396 0.001 0

350.869 14.418 0.001 0

352.024 14.444 0.001 0

353.042 14.465 0.001 0

354.142 14.489 0.001 0

355.189 14.51 0.001 0

31

356.286 14.533 0.001 0

357.326 14.553 0.001 0

358.222 14.57 0.001 0

359.541 14.597 0.001 0

360.571 14.616 0.001 0

361.816 14.639 0.001 0

362.879 14.661 0.001 0

364.161 14.683 0 0

365.133 14.703 0 0

366.333 14.725 0.001 0

367.317 14.745 0.001 0

368.436 14.767 0.001 0

369.436 14.788 0.001 0

370.529 14.807 0.001 0

371.581 14.828 0.001 0

372.694 14.847 0.001 0

373.784 14.866 0 0

374.818 14.884 0 0

375.896 14.908 0.001 0

376.758 14.92 0 0

377.949 14.945 0.001 0

378.95 14.961 0.001 0

379.972 14.98 0.001 0

381.079 14.999 0.002 0

382.075 15.018 0.001 0

383.136 15.036 0.001 0

384.13 15.052 0.001 0

385.193 15.071 0 0

386.316 15.094 0.001 0

387.321 15.11 0.002 0

388.269 15.127 0.001 0

389.355 15.148 0.001 0

390.36 15.164 0 0

391.464 15.183 0.001 0

392.527 15.203 0.001 0

393.62 15.222 0 0

394.717 15.241 0.001 0

395.718 15.26 0.001 0

396.747 15.277 0.001 0

397.833 15.298 0.001 0

398.835 15.314 0.001 0

400.008 15.338 0.001 0

401.015 15.354 0.001 0

32

401.862 15.368 0 0

403.095 15.39 0 0

404.155 15.41 0.001 0

405.151 15.43 0.001 0

406.227 15.448 0.001 0

407.356 15.471 0.001 0

408.397 15.488 0.001 0

409.354 15.509 0.001 0

410.384 15.529 0.001 0

411.364 15.547 0 0

412.403 15.571 0.001 0

413.391 15.591 0 0

414.445 15.615 0.001 0

415.432 15.64 0.001 0

316.327 15.759 0.006 0

124.96 19.389 -0.005 0

146.746 23.921 -0.005 0

79.194 24.082 -0.005 0

57.413 23.862 -0.005 0