Axial Compression Behaviour Analysis of Insulated Concrete Form (ICF) Wall Panel with Fibre Cement Board

2022 ◽  
Vol 1048 ◽  
pp. 387-395
Author(s):  
Joel Joseph Shelton ◽  
Mohammad Izazs ◽  
C. Daniel ◽  
A. Arun Solomon
Keyword(s):  
Axial Compression ◽  
Testing Machine ◽  
Peak Load ◽  
Compressive Loading ◽  
Wall Panel ◽  
Maximum Displacement ◽  
Concrete Form ◽  
Wall Panels ◽  
Fibre Cement ◽  
Cement Board

Nowadays, one of the fastest growing technique is an Insulated Concrete Form (ICF). It has advantages like cost-effective, less maintenance, soundproof, energy-efficient, waterproof and disaster-resistant. ICF wall panels are made by interlocking Fibre Cement Board (FCB) sheet which poured in placed concrete. In this study, the behaviour of the ICF wall panel under axial compression is examined with experimental and analytical methods. ICF wall panels cast with various thickness and dense FCB are tested under axial compression. ICF panels with 1.2gm3/cm dense FCB with changing width of 6mm and 10mm were casted for experimental analysis. The experiments were carried out in an universal testing machine with the capacity of 600 kN. The maximum peak load of 540 kN is observed in FCB of 10mm thick and the maximum displacement of 13mm is observed in FCB80 at the peak load. An analytical investigation is carried with Euler’s crippling load equation and an average variation of 12% is observed between analytical and experimental results. It is concluded that the ICF system of construction provides desirable plastic behaviour against axial compressive loading. Hence ICF is recommended for construction to get the maximum benefits of the wall while it reaches ultimate strain.

BUCKLING OF STEEL FIBRE EXPANDED POLYSTYRENE CONCRETE WALL PANEL

2015 ◽  
Vol 76 (10) ◽  
Author(s):  
Rohana Mamat ◽  
Siti Hawa Hamzah ◽  
Jamilah Abd. Rahim
Keyword(s):  
Steel Fibre ◽  
Lightweight Concrete ◽  
Slenderness Ratio ◽  
Expanded Polystyrene ◽  
Sustained Load ◽  
Wall Panel ◽  
Concrete Wall ◽  
Maximum Displacement ◽  
Load Bearing ◽  
Wall Panels

Steel Fibre Expanded Polystyrene Concrete (SFEPS) wall panel is envisaged as load bearing walls, although it is lightweight by design. The performance of this wall is investigated, incorporating opening to fulfil the demand for ventilation and services conduits or equipments. It focused on the buckling behaviour by comparing the carrying load capacities and deformation profiles of wall panel with and without opening. Primarily, the samples were cast from concrete mixed with expanded polystyrene (EPS) beads, enhanced with hooked end round shaft steel fibre and reinforced with a single layer rectangular steel fabric (BRC) of size B9. The wall panel size is 2000 mm in height (limited due to testing frame allowable height), 1500 mm wide and 100 mm thick which gives the slenderness ratio of 15. The wall falls under the slender wall category for lightweight concrete since the slenderness ratio is greater than 10 [1]. A central opening with a size of 600 mm high by 600 mm wide is created to accommodate the opening criterion. Experimental tests were conducted simulating fixed ends condition. The average compressive strength of SFEPS, fcu is 20.87 N/mm2 with a density, ρ of 1900 kg/m3. These lightweight SFEPS wall panels sustained load between 958.0 kN and 1938.9 kN. Wall panels experienced maximum displacement of 22.3 mm at midheight. The wall panels failed in buckling as it should be for slender wall. There was also concrete crushing at the upper and lower ends of the panels. The SFEPS wall panel is suitable to be used as load bearing structures.

scholarly journals Strengthening of Un-Reinforced Brick Masonry Walls Using Epoxy Mortar

2021 ◽  
Vol 11 (2) ◽  
pp. 101-106
Author(s):  
Rashid Hameed ◽  
Saba Mahmood ◽  
M. Rizwan Riaz ◽  
S. Asad Ali Gillani ◽  
Muhammad Tahir
Keyword(s):  
Axial Compression ◽  
Carrying Capacity ◽  
Lateral Displacement ◽  
Masonry Wall ◽  
Load Test ◽  
Load Carrying Capacity ◽  
Lateral Loads ◽  
Wall Panel ◽  
Load Carrying ◽  
Wall Panels

Abstract This study is carried out to investigate the effectiveness of using externally applied epoxy mortar on joints of masonry wall panels to enhance their load carrying capacity under axial compressive and lateral loads. A total of six 113 mm thick masonry wall panels of size 1200 x 1200 mm were constructed for this study. Four out of six walls were strengthened using locally available CHEMDUR-31 epoxy mortar on joints. The remaining two walls were tested as control specimens. The control and strengthened wall panels were tested under axial compression and lateral loads. In axial compression test, out of plane central deflection and vertical strain at the center of wall panel were recorded while in lateral load test, in-plane lateral displacement of wall and horizontal strain at the center were recorded at each load increment. Failure pattern of each wall panel is also studied to notice its structural behavior. The results of this experimental study showed an increase of 45% and 60% in load carrying capacity under axial compression and lateral bending, respectively by the use of strengthening technique employed in this study.

Shear strength properties of plain and spirally profiled cable bolts

2015 ◽  
Vol 52 (10) ◽  
pp. 1490-1495 ◽  
Author(s):  
Naj Aziz ◽  
Ali Mirzaghorbanali ◽  
Jan Nemcik ◽  
Kay Heemann ◽  
Stefan Mayer
Keyword(s):  
Shear Strength ◽  
Testing Machine ◽  
Peak Load ◽  
Strength Properties ◽  
Shear Displacement ◽  
Vertical Shear ◽  
Cross Sectional ◽  
Cable Bolts ◽  
Strength Capacity ◽  
Cable Bolt

An experimental investigation into the performance of two 22 mm diameter, 60 t tensile strength capacity Hilti cable bolts in shear was conducted using the double-shear testing apparatus at the laboratory of the School of Civil, Mining and Environmental Engineering, Faculty of Engineering and Information Sciences, University of Wollongong. The tested cable bolts were (i) Hilti 19 wire HTT-UXG plain strand and (ii) Hilti 19 wire HTT-IXG spirally profiled (smaller cross-sectional area than the plain one) cable bolt, with indentation only on the surface of the outer strands. These cable bolts are of sealed wire construction type, consisting of an outer 5.5 mm diameter wire layer overlying the middle 3 mm diameter wire strands. Both layers are wrapped around a single solid 7 mm diameter strand wire core. The double-shearing test was carried out in 40 MPa concrete blocks, contained in concrete moulds. Cable bolts were encapsulated in concrete using Orica FB400 pumpable grout. Prior to encapsulation, each cable bolt was pre-tensioned initially to 50 kN axial force. A 500 t capacity servocontrolled compression testing machine was used for both tests, and during each test the vertical shear displacement was limited to 70 mm of travel. The rate of vertical shear displacement was maintained constant at 1 mm/min. The maximum shear load achieved for the plain strand cable was 1024 kN, while the spiral cable peak load was 904 kN, before the cable bolt wires began to individually snap, leading to the cable bolt break-up into two sections. It is apparent that spiral profiles of the outer wires weaken both the tensile and shearing strength. Finally, another set of tests was undertaken using the British Standard single-shear approach, producing lower shear strength values.

The effect of contouring the connecting bar in an acrylic-pin external fixator

2001 ◽  
Vol 14 (04) ◽  
pp. 190-195 ◽  
Author(s):  
E. L. Egger ◽  
G. D. Herndon
Keyword(s):  
Ultimate Strength ◽  
Axial Compression ◽  
External Fixator ◽  
Testing Machine ◽  
Biomechanical Testing ◽  
Catastrophic Failure ◽  
High Stiffness

This studies the effects of contouring of acrylic column when placed in axial compression. Six different angles were studied, 0°, 30°, 45°, 60°, 90° and a 90° with a 2.0 mm connecting bar. Each column was then placed under axial compression using a biomechanical testing machine. As the angle of the contour increased there was a significant decrease in the ultimate stiffness and ultimate strength of the columns. However, the amount of force required to cause catastrophic failure in any of the group was still high (stiffness 300 N/mm ± 70, ultimate strength 1032 N ± 139) which may not be reached in a physiological setting. When using a severe angulation of the column the using of a connecting bar will significantly increase both stiffness and strength of the acrylic.

scholarly journals Analysis of the Seismic Performance of a Two-Span Specially Shaped Column Frame

2019 ◽  
Vol 2019 ◽  
pp. 1-14
Author(s):  
Zhen-chao Teng ◽  
Tian-jia Zhao ◽  
Yu Liu
Keyword(s):  
Finite Element ◽  
Energy Dissipation ◽  
Axial Compression ◽  
Seismic Performance ◽  
Compression Ratio ◽  
Peak Load ◽  
Frame Structure ◽  
Axial Compression Ratio ◽  
Energy Dissipation Capacity ◽  
Specially Shaped Column

In traditional building construction, the structural columns restrict the design of the buildings and the layout of furniture, so the use of specially shaped columns came into being. The finite element model of a reinforced concrete framework using specially shaped columns was established by using the ABAQUS software. The effects of concrete strength, reinforcement ratio, and axial compression ratio on the seismic performance of the building incorporating such columns were studied. The numerical analysis was performed for a ten-frame structure with specially shaped columns under low reversed cyclic loading. The load-displacement curve, peak load, ductility coefficient, energy dissipation capacity, and stiffness degradation curve of the specially shaped column frame were obtained using the ABAQUS finite element software. The following three results were obtained from the investigation: First, when the strength of concrete in the specially shaped column frame structure was increased, the peak load increased, while the ductility and energy dissipation capacity weakened, which accelerated the stiffness degradation of the structure. Second, when the reinforcement ratio was increased in the specially shaped column frame structure, the peak load increased and the ductility and energy dissipation capacity also increased, which increased the stiffness of the structure. Third, when the axial compression ratio was increased in the structure, the peak load increased, while ductility and energy dissipation capacity reduced, which accelerated the degradation of structural stiffness.

Determination of Fracture Toughness by Single and Double Action Tensile Impact Fracture Tests

2016 ◽  
Vol 715 ◽  
pp. 101-106
Author(s):  
Zoltan Major ◽  
Matei Miron ◽  
Imre Kallai
Keyword(s):  
Fracture Toughness ◽  
Fracture Behavior ◽  
Loading Rate ◽  
Testing Machine ◽  
Peak Load ◽  
High Rate ◽  
Test Set ◽  
Data Scatter ◽  
Fracture Tests ◽  
Set Up

The characterization of the loading rate dependence of the fracture behavior of polymers is of prime theoretical and practical interest for supporting demanding engineering applications. To gain more insight into the high rate fracture behavior of polymers, fracture tests were performed under tensile loading conditions up to 12 m/s loading rate using a neat model polymer (PVC grey) in this study. A conventional single actuator test set-up for compact tension C(T) specimens was developed based on the previous experience of the authors and implemented on a new high rate servohydraulic testing machine. In addition, a novel double action test set-up was developed by applying two twin actuators and implemented in a rigid horizontal test frame. The conventional load and force measurement was extended by instrumented test specimens and by a high speed optical strain analysis system for both set-ups. Force based fracture toughness values using the peak load values, KIcPL and displacement based values using the critical crack opening displacement (CTOD) KICCTOD were determined up to a loading rate of 10 m/s. While the KIcPL values decreased up to a loading rate 103 MPam1/2s-1 an increase with a high data scatter was observed above them. Corresponding to the CTOD values the calculated KICCTOD values revealed a slight decrease and moderate data scatter up to the maximal loading rate.

Experimental Study on Local Compression of Concrete-filled Glass Fiber Reinforced Gypsum Wall Panel

2013 ◽  
Vol 671-674 ◽  
pp. 668-673
Author(s):  
Kao Zhong Zhao ◽  
Jian Feng Li ◽  
Feng Wang
Keyword(s):  
Glass Fiber ◽  
Test Results ◽  
Fiber Reinforced ◽  
Wall Panel ◽  
Gypsum Board ◽  
Local Pressure ◽  
Concrete Core ◽  
Glass Fiber Reinforced ◽  
Wall Panels ◽  
Capacity Calculation

The concrete-filled glass fiber reinforced gypsum wall panel is a kind of panel that the inside cavums of the glass fiber hollow gypsum panel is filled with concrete. The experimental results indicate that the concrete-filled glass fiber reinforced gypsum wall panel which has a better performance of the force and can be used to be the bearing wall of a building can form a novel structural system. When the beams supporting the wall panels, the wall panels which under the beams is in local state of compression. It were gained that when the wall panels are in the local compression state , local pressure loads are primarily borne by the concrete core columns and fiber gypsum board will damage in advance through the eighteen experimental wall panel specimens which in local compression. The test results show that the final destruction of the concrete is caused by being crushed and the contribution of the gypsum wall panel to local compression bearing is small. Compressive stress can only spread in the local loading on concrete core columns, cannot be expanded into an adjacent stud. Finally, the local compression bearing capacity calculation formula of the concrete-filled glass fiber reinforced gypsum wall panel is obtained by analysis of the test results.

scholarly journals Innovative Experimentation on Hollow Cylindrical Shells of Reinforced Concrete under Axial Compressive Load

2019 ◽  
Vol 8 (3) ◽  
pp. 2044-2049
Keyword(s):  
Reinforced Concrete ◽  
Axial Compression ◽  
Structural Model ◽  
Testing Machine ◽  
Compressive Load ◽  
Water Tank ◽  
Critical Question ◽  
Axial Compressive Load ◽  
Elevated Water ◽  
Water Tanks

Reinforced concrete elevated water tanks supported on shaft type staging system are popularly constructed now a days for storage of water for water supply schemes. If slip form is used for casting of the shaft staging, the water towers generally require lesser time for construction. Elevated water tanks are top heavy structure especially in the tank full condition. It is often a critical question in structural design that what should be the proper structural model adopted for design of such class of structure. Should the shaft be designed as a hollow cylindrical column subjected to axial compression or is it essentially a R.C. cylindrical shell subjected to membrane forces under axial compression. To better understand it is proposed to cast such R.C. shells and after water curing for 28 days shall be subjected to axial compressive load in a compressive strength testing machine. The failure pattern of the shells shall be observed critically to get a proper understanding of behavior of such R.C shaft supported elevated water tank structures.

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