Volume 11, Issue 09 (September 2022)

Square Compression Member Containing UPVC Tubes

DOI : 10.17577/IJERTV11IS090032

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Mohit Menaria , Manoj Kumar Berawa , Dr. Praveen Kumar, 2022, Square Compression Member Containing UPVC Tubes, INTERNATIONAL JOURNAL OF ENGINEERING RESEARCH & TECHNOLOGY (IJERT) Volume 11, Issue 09 (September 2022),

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Square Compression Member Containing UPVC Tubes

Mohit Menaria1, Manoj Kumar Berawa2, Dr. Praveen Kumar3

1PG Scholar, Structural Engineering, University College of Engineering, Kota

2PG Scholar, Structural Engineering, University College of Engineering, Kota

3Professor, Department of Civil Engineering, University College of Engineering, Kota

Abstract: Concrete-filled-tubular (CFT) compression members have been investigated by several researchers in recent years. Further, CFTs reported have been mainly with circular sharpen experiment investigation has been carried out to evaluate the effectiveness of the square compression member with inside UPVC Pipe in concrete columns. Compression behaviour with a tubular core of UPVC pipe at central axis has been investigated. The work consisted of casting and testing of reinforced column specimens of size 100mm x 100mm x 380 mm with hollow as well as filled UPVC Pipe. Column specimens have been casted with 20mm and 40mm diameter UPVC pipe at centre. All columns have longitudinal reinforcement consisting of 4 deformed bars, 12mm diameter Fe 500bars. In addition, 8mm diameter bars

@150 mm lateral spacing have been used as ties.

Keywords: UPVC (Hollow/filled), Confinement, H/D ratio, Ductility ratio, Energy absorption, Energy ratio.

  1. INTRODUCTION

    Concrete filled tubular (CFT) columns have been increasingly used in many modern structures such as dwelling houses, tall buildings. The tubes are used to confine the concrete, whereas, the ordinary longitudinal reinforcing bars are still needed for providing flexural strength of the columns. The tubes can be used as formwork during construction and their after as an integral part of column. Literature suggests that confinement through tubes significantly enhances the axial load carrying capacity and energy absorption capacity of compression members. In initial times, steel tubes were used. However, in recent times, the use of UPVC tubes is also getting acceptance due to being a non-corrosive material. UPVC pipes are readily available in market and it is cheaper than steel tubes and also provides durability, reliability and integrity of the housing/building. Columns are considered as critical members in moment-resisting structural systems. Columns are structural elements which transfer whole building load to foundation, so they have to be designed and detailed adequately. Design of columns need to address many issues. General practice is to use transverse reinforcement to confine the concrete.

  2. REVIEW OF LITERATURE

    [1] Dr. R Kumutha et al. (2016)studied the PVC confinements in concrete columns. The strength characteristics of the plain and reinforced concrete columns under axial compression with and without external confinement using PVC pipes were studied. They

    concluded that the external confinement of concrete columns by PVC pipes results in enhancing compressive strength, ultimate load and energy absorption capacity. Their test results also indicated that as the thickness of PVC pipes increases, the confining pressure also increases which in turn increases the compressive strength of concrete. This increased compressive strength leads to an enhancement in ultimate load carrying capacity of reinforced concrete columns.

    [2]Nameer A. Alwash et al (2013) investigated behaviour of self-compacting concrete Filled Steel Tube (CFST) stub columns strengthened by Carbon Fibre Reinforced Polymer (CFRP) laminates.They casted fourteen specimens with circular cross-sections (100×300) mm and another fourteen specimens with square cross-sections (100x100x300) mm, and each fourteen specimens can be classified into three categories: three hollow steel tube columns, three plain SCC columns, and eight SCC filled steel tube columns, figure2.2 show strengthening system for circular and square columns respectively. They observed that the longitudinal CFRP is more effective than transverse CFRP in square hollow or filled column, vice versa in circular ones and also the ductility of hollow and filled specimens of circular section was much larger than that of the specimens of square section.

    [3] Pramod Kumar Gupta (2013) [4] studied the effectiveness of UPVC tube for confinement of concrete columns. UPVC tubes having 140 mm, 160 mm and 200 mm external diameters were used to confine the concrete having compressive strength 20 MPa, 25 MPa and 40 MPa. It is found that the predicted capacities of columns using different models are within ±6% of the experimental capacities. It is found that UPVC tubes can be effectively used for confinement of the concrete columns and to enhance their load capacity, ductility as well as energy absorbing capacity.

    [4] Sheikh et al. (1993) studied the ductility and strength for confined concrete and they concluded that ductility is more sensitive, than the strength, to amount of transverse steel, and the increase in concrete strength due to confinement was observed to be between 2.1 and 4 times the lateral pressure. For the cases of both active and passive confinement gives a description of the constitutive formulation of the model.

  3. OBJECTIVE OF THE WORK

    An experimental investigation is carried out on Square Compression Member Containing UPVC Tubes to determine the energy absorption capacity of the reinforced concrete column with hollow UPVC tube 20mm dia. and with 40mm diameter UPVC tube. The above one is also compared with unconfined columns for determining the energy absorption capacity of the reinforced concrete column with filled UPVC tube 20mm dia. and with 40mm diameter UPVC tube.

  4. EXPERIMENTAL INVESTIGATION

In this study total 30 specimens were casted. The specimens were casted of 380mm in height having UPVC pipes with hollow and filled column specimens.

Specimen

Outer Dia. UPVC PIPE

(mm)

Inner Dia. UPVC PIPE

(mm)

Thickness of UPVC

Pipe(mm)

Height (mm)

HCCA1

25mm

20mm

2.5mm

380

HCCA2

25mm

20mm

2.5mm

380

HCCA3

25mm

20mm

2.5mm

380

HCCB1

46mm

40mm

3mm

380

HCCB2

46mm

40mm

3mm

380

HCCB3

46mm

40mm

3mm

380

FCCA1

25mm

20mm

2.5mm

380

FCCA2

25mm

20mm

2.5mm

380

FCCA3

25mm

20mm

2.5mm

380

FCCB1

46mm

40mm

3mm

380

FCCB2

46mm

40mm

3mm

380

FCCB3

46mm

40mm

3mm

380

HRCA1

25mm

20mm

2.5mm

380

HRCA2

25mm

20mm

2.5mm

380

HRCA3

25mm

20mm

2.5mm

380

HRCB1

46mm

40mm

3mm

380

HRCB2

46mm

40mm

3mm

380

HRCB3

46mm

40mm

3mm

380

FRCA1

25mm

20mm

2.5mm

380

FRCA2

25mm

20mm

2.5mm

380

FRCA3

25mm

20mm

2.5mm

380

FRCB1

46mm

40mm

3mm

380

FRCB2

46mm

40mm

3mm

380

FRCB3

46mm

40mm

3mm

380

Table-1: Details of Specimens

capacity 2000 KN. The loading was applied continuously without a jerk load. Displacements were measured continuously by dial gauge positioned at the bottom platen of CTM.

Figure 1: Arrangement of Dial gauge with CTM

  1. Experimental Results and Discussion

    Table 2: Compressive Strength of Unconfined Specimens

    Specimen

    Compressive strength (N/mm2)

    CC1

    46

    CC2

    45

    CC3

    44

    CC4

    46.5

    CC5

    45.55

    CC6

    47.87

    Here CC represents for Control column specimens, HCC represents for Hollow concrete column FCC represents Filled concrete column, RC represents the reinforced concrete column, HRC represents Hollow reinforced concrete column, FRC represents Filled reinforced concrete column and A represents 20mm diameter UPVC pipe and B represents 40mm diameter UPVC pipe.

    All materials and strength of samples were tested at materials testing lab of RTU, Kota. Test was performed as per IS 516:1959 to find out the compression strength of concrete after 28 days curing of concrete. At the time of testing, specimen removed from curing, surface water was wiped off by the cloth and any projecting fines removed.

    The tests for compressive strength of cube specimens, unconfined and confined compression members, all were performed on a CTM (Compression Testing Machine) of

    Load and displacement values, for control specimens with energy absorbed (E) values of the ultimate and yield load are computed as the respective areas under the load displacement curve below in Table II.

    Ductility Ratio:- The ratio of the total deflection to the deflection at elastic limit.

    The deflection at elastic limit is the deflection at which strength behaviour can be assumed to change from elastic to plastic.

    u=

    Energy Ratio:- The energy absorption or work done have

    been calculated at peak load, (Pu) by the following formula.

    E = area under the curve

    OR

    E =load x displacement

    u = Eu/Ey

    Table 3: Observed Values of P and for CC1 with E, µ and (w/o reinforcement)

    Yield

    Ultimate

    90%of Ultimate

    80%of Ultimate

    P (kN)

    80

    160

    140

    130

    (mm)

    1.98

    5.2

    7.2

    7.98

    E (Joule)

    85.4

    483.1

    781.3

    886.6

    Ductility Ratios

    Energy Ratios

    µ=u/y

    2.62

    u=Eu/Ey

    5.65

    µ90=90/y

    3.63

    90=E90/Ey

    9.14

    µ80=80/y

    4.03

    80= E80/Ey

    10.38

    Table 6: Observed Values of P and for FCCA2 with E, µ and (w/o reinforcement)

    Yield

    Ultimate

    90%of Ultimate

    80%of Ultimate

    P (kN)

    100

    130

    –

    –

    (mm)

    4

    5.5

    –

    –

    E (Joule)

    200

    372.50

    –

    –

    Ductility Ratios

    Energy Ratios

    µ=u/y

    1.375

    u=Eu/Ey

    1.8625

    µ90=90/y

    –

    90=E90/Ey

    –

    µ80=80/y

    –

    80=E80/Ey

    –

    Table 7: Observed Values of P and for HRCA2 with E, µ and (with reinforcement)

    Yield

    Ultimate

    90%of Ultimate

    80%of Ultimate

    P (kN)

    290

    490

    450

    390

    (mm)

    5.8

    14.5

    16.2

    18.9

    E (Joule)

    781.90

    4413

    5212

    6346

    Ductility Ratios

    Energy Ratios

    µ=u/y

    2.50

    u=Eu/Ey

    5.64

    µ90=90/y

    2.79

    90=E90/Ey

    6.66

    µ80=80/y

    3.25

    80= E80/Ey

    8.11

    Table 4: Observed Values of P and for RC1 with E, µ and (with reinforcement)

    Yield

    Ultimate

    90%of Ultimate

    80%of Ultimate

    P (kN)

    270

    380

    340

    300

    (mm)

    5.89

    11.2

    13

    15.5

    E (Joule)

    753.20

    2460

    3108

    3908

    Ductility Ratios

    Energy Ratios

    µ=u/y

    1.90

    u=Eu/Ey

    3.26

    µ90=90/y

    2.20

    90=E90/Ey

    4.12

    µ80=80/y

    2.63

    80= E80/Ey

    5.18

    Table 8: Observed Values of P and for HRCB1 with E, µ and

    Yield

    Ultimate

    90%of Ultimate

    80%of Ultimate

    P (kN)

    260

    450

    410

    370

    (mm)

    5.3

    12.58

    13.96

    15.74

    E (Joule)

    761.30

    3440.6

    4034

    4728.2

    Ductility Ratios

    Energy Ratios

    µ=u/y

    2.37

    u=Eu/Ey

    4.51

    µ90=90/y

    		 2.63

    90=E90/Ey

    5.29

    µ80=80/y

    2.91

    80= E80/Ey

    6.21

    Table 5: Observed Values of P and for HCCA2 with E, µ

    Yield

    Ultimate

    90%of Ultimate

    80%of Ultimate

    P (kN)

    60

    110

    90

    70

    (mm)

    1.41

    3.86

    4.59

    5.3

    E (Joule)

    45.55

    264.4

    337.65

    398

    Ductility Ratios

    Energy Ratios

    µ=u/y

    2.73

    u=Eu/Ey

    5.80

    µ90=90/y

    3.25

    90=E90/Ey

    7.41

    µ80=80/y

    3.75

    80= E80/Ey

    8.73

    and (w/o reinforcement)

    Table 9: Observed Values of P and for FRCB3 with E, µ and

    Yield

    Ultimate

    90%of Ultimate

    80%of Ultimate

    P (kN)

    220

    520

    480

    440

    (mm)

    4.25

    15.69

    17.5

    19.5

    E (Joule)

    541.30

    5286.80

    6191.80

    7118

    Ductility Ratios

    Energy Ratios

    µ=u/y

    3.69

    u=Eu/Ey

    9.76

    µ90=90/y

    4.11

    90=E90/Ey

    11.43

    µ80=80/y

    4.58

    80= E80/Ey

    13.14

    12.00

    10.00

    8.00

    6.00

    4.00

    2.00

    0.00

    CC

    HHCA HCCB FCCA FCCB RC HRCA HRCB

    FRCA

    Comparison of Ductility Ratio between Hollow and Solid Specimens

    4

    3.5

    3

    2.5

    2

    1.5

    1

    0.5

    0

    Average of Ductility Ratio

    CC HCCA HCCB FCCA FCCB RC HRCA HRCB FRCA FRCB

    Average of Energy Ratio

    Figure 3: Average of Energy Ratios at Peak Load

    Figure 2: Average of Ductility Ratios at Ultimate load

    Comparison of Energy Ratio between Hollow and Solid Specimens

    Observation

    Summary of Effect of using UPVC tubes in columns placed at central core.

    Table 10: Observation Table

    S.NO.

    Properties

    Dr. R. Kumutha [1]

    Present Study

    1.

    Increase in ultimate load

    152 mm , 3mm T – 56%

    152 mm , 4mm T, 68.95% 178 mm , 3mm T – 20%

    178 mm , 4mm T 40%

    20mm , 2.5mm T – 30% 40mm , 3mm T – 17%

    20mm , 2.5mm T – 38% (with RCC) 40mm , 3mm T 45% (with RCC)

    2.

    Deflection

    Reduces

    Reduces

    3.

    Increase in Ductility Ratio

    89.06% (20mm filled without RCC) 188.67% (40mm filled without RCC) 70.5% (20mm filled with RCC)

    83 .5% (40mm filled with RCC)

    4.

    Increase in Energy Ratio

    152 mm , 3mm T, 164.7%

    152 mm , 4mm T, 194.12%

    178 mm , 3mm T, 265.22%

    178 mm , 4mm T,386.95%

    122% (20mm filled without RCC) 189.25% (40mm filled without RCC) 137.78% (20mm filled with RCC) 182.67% (40mm filled with RCC)

    1. CONCLUSIONS

      Based on experimental test results, due to presence of filled and hollow UPVC tube kept inside central core of compression member with and without reinforcement, the following conclusions are drawn:

      1. The ultimate load of compression members due to filled tubes gets enhanced by 30 % and 40 % for the UPVC tube diameter of 20 mm and 40 mm respectively.

      2. The ductility ratio is found to increase upto 70.5% and 83.5% for 20 mm and 40 mm filled UPVC tube column.

      3. The absorbed energy and energy ratios are observed higher with filled UPVC tube specimens than that of specimens containing hollow UPVC tubes.

      4. The ductility ratio gets improved in the filled specimens with increase in thickness of the UPVC tubes.

  1. REFERENCES:

[1] Dr. R. Kumutha and Dr. K. Vijai (2016), External confinement of plain and reinforced concrete columns using pvcpipes 2nd International Conference on Structural Architectural and Civil Engineering 19th – 20th November 2016, in Dubai, U.A.E ISBN: 9788193137376

[2] Saraswati Setia (2013), Behaviour of Reinforced HighPerformance Concrete Filled UPVC Columns MR International Journal of Engineering and Technology, Vol. 5,

No. 1, June, 2013

[3] Nameer A. Alwasp and Hayder I. AL-Salih (2013), Experimental Investigation on Behaviour of SCC Filled Steel Tubular Stub Columns Strengthened with CFRP Construction Engineering (CE) Volume 1 Issue 2, July 2013

[4] Pramod Kumar Gupta (2013), Confinement of concrete columns with unplasticized poly-vinyl chloride tubes International Journal of Advanced Structural Engineering 5-19.

[5] Sheikh, S.A., and Uzumeri, S. M. (1982). Analytical Model for Concrete Confinement in Tied Columns Journal of Structural Engineering, ASCE, V.108, No.ST12, P.2703-2722, December 1982.

[6] Blume, J.A, Newmark, N.M. and Corning L.H. in196 on Design of multi storey reinforced concrete building for earthquake Motions Portland cement association, Chicago.

[7] Mander J.B., Priestly M.J.N. and Park R. (1988), Theoretical stress strain model for confined concrete, Journal of Structural Engineering, ASCE, Vol. 114, No.8, pp. 1804-1825.

[8] Richart F. E., Brandtzaeg, A., and Brown R. L. (1929). The Failure of Plain and Spirally Reinforced Concrete in Compression. Bulletin No. 190, Engineering Station, University of Illinois, Urbana.

[9] GathimbaNaftary K., Oyawa Walter O. Manguriu Geoffrey N (2012). Compressive Strength Characteristics of Concrete Filled Plastic Tubes Short Columns International Journal of Science and Research (IJSR) ISSN (Online): 2319-7064 Impact Factor (2012): 3.358.

[10] Golla R (2012) Experimental investigation into behaviour of concrete filled PVC tubes. M.Tech Dissertation I.I.T Roorkee India

[11] Jun Dong, DePing Chen, Ju Mei Zhao, De Shan Shan, Xin Yue Liu, Gang Liu. (2011) Experimental study on mechanical properties of axially loaded PVC tube short concrete columns, Applied Mechanics and Materials, 99-100, 715-718.

[12] IS 456-2000 Plain and Reinforced concrete code of practice-Bureau of Indian standards New Delhi.

[13] Usha C.M, Dr.H.Eramma (2014), experimental study on concrete filled, unplasticised poly vinyl chloride (UPVC) tubes International Journal of Advanced Technology in

Engineering and Science Volume No.02, Issue No. 07, July 2014

[14] IS 10262-2009 Concrete mix proportion guidelines-Bureau of Indian standards New Delhi.

[15] IS 4985-2008- Manual for Certification of Unplasticised PVC Pipes for Potable Water SuppliesBureau of Indian standards New Delhi.