azhar ahmad | Universiti Teknologi Malaysia - UTM (original) (raw)

Papers by azhar ahmad

Journal of Thermal Analysis and Calorimetry, 2016

The function of foundation in building system to let the load transfer from the column to the gro... more The function of foundation in building system to let the load transfer from the column to the ground. Cracking and settlement of building are examples of issues that occur in foundation and to avoid that by having a proper design and construction of foundation. The issue that are encountered within the installation of pile cap does not consider within the design of pile cap. The possibility of pile eccentricity is highly to occur through the driven of pile. Therefore, a programme using computer supported was made in this study to solve the issues of design and analysis of pile cap due to the eccentricity. The method that is selected to analyze and design the pile cap is Beam Theory method due to its flexibility which is not limited to specific number of pile used for the foundation. All the design and analysis are done based on practice code EUROCODE MS EN 19921-1 2010. The system is analyzed by equivalent frame method as stated in Clause 9.8.1 in EN 19921-1:2004 (E). The first part...

This paper presents the pile load analysis due to pile eccentricity of a four pile group arrangem... more This paper presents the pile load analysis due to pile eccentricity of a four pile group arrangement. The aim of this study is to evaluate the maximum permissible pile eccentricity such that the redistributed pile loads due to pile eccentricity does not exceed the pile working load. Furthermore the effect of column load N over pile working load capacity n, designated as N/n ratio is also investigated. In this study three levels of N/n ratios were selected to indicate low, medium and high load intensities, namely N/n 3.25, 3.50 and 3.75 respectively. Results from the study show that the maximum permissible pile eccentricity can be translated into a Pile Eccentricity Limit Chart. With this chart each individual pile eccentricity can be identified as either to be in a “safe zone” or beyond, thus resulting in a “Pass/Fail” condition. Results also indicate that the N/n ratio has a direct impact on the maximum permissible pile eccentricity. This is evident when the result of permissible eccentricity at high N/n ratio is plotted against lower N/n ratios, the corresponding “safe zone” becomes narrower, indicating that the higher the intensity of column load N the smaller is the permissible pile eccentricity. A novel addition to this study is the development of a chart that could be used to locate the optimum position of additional pile when pile eccentricity exceeds maximum permissible values, leading to “Fail” condition. Thus, this study has contributed by developing not only a Pile Eccentricity Limit Chart but also an Optimum Pile Location Chart for a four pile group arrangement usually adopted in practice. These charts with the corresponding N/n ratio, can be used to verify a “Pass/Fail” condition using actual pile eccentricities recorded on site as well as to locate optimum additional pile position for “Fail” condition.

This paper presents program undertakes the eccentricity analysis of pile cap system for two colum... more This paper presents program undertakes the eccentricity analysis of pile cap system for two columns combined pile cap under assumption of axial and piles working load. The program is developed by using Microsoft Excel Spreadsheet which involved three phases; analyse combined pile cap subjected to zero and non-zero eccentricity, establish chart for maximum allowable eccentricity for certain amount of loading and procedure for additional pile. For the first phase, the number and arrangements of piles, and centroid of pile group due to zero and non-zero eccentricity is determined. The continuation from the first phase, the maximum allowable eccentricity before pile load exceed pile capacity is determined to produce a chart and the last stage involved procedure in determining number of additional pile required and a chart to determine the optimum location to install the pile is established. From the results, a graph of Net Pile Group Eccentricity Limit Charts for common pile group arrangements is produced for reference to evaluate the safety and reliability of pile caps that has been designed earlier with zero eccentricities against actual pile eccentricities recorded on site. Another graph has been developed which was Optimum Additional Pile Location Chart for additional pile/s if the earlier piles are driven with excessive eccentricity. In overall, the program is made to solve the problem of eccentricity on site during installation of pile and to provide an immediate on-site field solution.

The purpose of this study is to investigate design load case for double T-shaped reinforced concr... more The purpose of this study is to investigate design load case for double T-shaped reinforced concrete column and develop a column interaction diagram for the column. Briefly, column interaction diagram is a parameter that is needed for designing reinforced concrete column. For a range of values of neutral axis depth to height of concrete column, (x/h) , a set of points results, each representing a combination of axial force and moment. Any combination of applied moment and axial force that fall inside this curve is therefore safe against failure. In the recent construction industries, column interaction diagram for rectangular and circular shaped column are practically used for engineering structure. Design charts provided are only referred to a symmetrical square cross section columns. Civil engineers have to take the urges or other approaches in designing this non-uniform shaped column. Therefore, with the implementation of this study it is hoped that the design chart produced will be an additional source of reference for a column design, especially for the double T-shaped cross section. Thus, this study is expected to obtained a column interaction diagram for non-uniform shaped column (double T shaped) so it may beneficial to the industry in designing double T shaped column.

This paper presents the analysis of pile failure for 2 columns combine pile cap. The aim of this ... more This paper presents the analysis of pile failure for 2 columns combine pile cap. The aim of this study is to evaluate the optimum numbers and optimum location of replacement piles.forseveral common piles group arrangements resulting from the failure of a single pile in a pile group using Microsoft Excel. Results from the studyshow that the recommended number of replacement pile depends on the pile group efficiency factor adopted. This factor is applied in cases where the spacing of piles is generally reduced to less than three times the pile dimension due to the insertion of replacement piles within the pile group, thus the overall load carrying capacity of the pile group is reduced. Meanwhile, the optimum location of these replacement piles is directly influenced by the actual location of the failed pile and the initial net pile group eccentricity as well as the net column service load and also the pile spacing adopted. Thus, this study contributes by developing Optimum Replacement Pile Location Charts for several common pile group arrangements that usually adopted in practice. These charts can be used on site to locate the optimum position of replacement piles against actual net pile group eccentricities that recorded on site, as well as taking into account the net column service loads and pile spacing adopted

Pile failures during driving are not uncommon. This may be interpreted as physical deterioration ... more Pile failures during driving are not uncommon. This may be interpreted as physical deterioration of precast piles such as crushing or shattering of the pile head, cracking or fracture of pile shafts or even cracking and spalling of pile toes. This will render pile groups and the subsequent pile caps as 'unsafe' to sustain column loads due to eccentric moments which causes loads distributed to piles to be greater than that of the pile working load capacities! The most practical solution usually adopted on site to rectify this problem is by installing replacement pile/s. This helps to reduce the intensity of loads distributed to all piles to values lower than the pile working load capacities. However questions on the number and location of these replacement piles to be driven for each pile group arrangements such that previous pile cap designs are still safe and applicable, has to be addressed. Moreover does the net pile group eccentricity prior to driving of replacement piles and the net service load of a column supported by a particular pile group arrangement as well as the pile spacing play a role in determining the numbers and optimum location of these replacement piles, is also of concern. Thus against the background of all these uncertainties the primary aim of this study is to evaluate the optimum number and position of replacement piles for several common pile group arrangement resulting from the failure of a single pile in a pile group. Results of this study indicate that the recommended number of replacement pile depends almost entirely on the pile group efficiency factor adopted. This factor is applied in cases where spacing of piles is generally reduced to less than three times the pile dimension due to the insertion of replacement piles within the pile group, thus reducing the overall load carrying capacity of the pile group. Whereas for the optimum location of these replacement piles it is directly influenced by the actual location of the failed pile, the initial net pile group eccentricity as well as the net column service load and also the pile spacing adopted. Thus this study contributes by developing Optimum Replacement Pile Location Charts for several common pile group arrangements usually adopted in practice. These charts can be referred to on site to locate optimum position of replacement piles against actual net pile group eccentricities recorded on site, as well as taking into account the net column service loads and pile spacing adopted. The secondary output of this study is the development of the Safe Zone Of Replacement Pile Position. This chart helps engineers in selecting several other options by providing a range or zone of suitable coordinates for the replacement piles, apart from the optimum position, such that it still yields a safe design.

High Performance and Optimum Design of Structures and Materials, 2014

Applied Mechanics and Materials, 2015

The main objective of this study was to obtain the correlation between the severity of damage to ... more The main objective of this study was to obtain the correlation between the severity of damage to the stiffness of the frame in the format of its intrinsic dynamic properties, the natural frequency of the structural system at damaged and undamaged state. In this research, a laboratory test was performed on the precast post-tension frame of a similar dimension and strength specification to Jabatan Kerja Raya (JKR) school buildings. The modal frame is a reduced in scale of 1 to 5 and subjected to cyclic lateral loadings and monitored its frequency through vibration test. The vibration test was performed at each end of the cycle of a lateral pushover test. The vibration data was recorded by accelerometers due to external forced vibration to assess its natural frequency, mode shapes and damping values of the system. This research found that there is a physical tangible relationship between natural frequency changes and stiffness in the frame. The results showed that as the severity of da...

Journal of Thermal Analysis and Calorimetry, 2016

High Performance and Optimum Design of Structures and Materials, 2014

Applied Mechanics and Materials, 2015

REGIONAL CONFERENCE IN CIVIL ENGINEERING RCCE 2021, 2022

UiTM STUDENT INTERVENTION PROGRAM, 2021

Selection of "PASS/FAIL' criteria for pile groups should be based on pile load distribution after... more Selection of "PASS/FAIL' criteria for pile groups should be based on pile load distribution after taking into account of individual pile eccentricities. These redistributed loads should then be compared to the safe pile working load so as to establish a "PASS OR FAIL" condition.

The mode of driving precast reinforced concrete piles on site is without doubt among the most ‘er... more The mode of driving precast reinforced concrete piles on site is without doubt among the most ‘error prone’ trades of a construction process. The short comings in driving pre-designated piles at pin point accuracy at exactly the correct position on the ground has given rise to the caption of ‘pile eccentricity’. This then raises questions of how safe and reliable are pile caps that has been designed earlier with zero pile eccentricities. Questions of how much an eccentricity limit can be allowed for each pile or rather pile group arrangements such that earlier pile cap designs are still safe and applicable, and does the net service load of a column supported by a particular pile group arrangement as well as the pile spacing play a role on this eccentricity limit, has to be addressed. Thus the primary aim of this short course is to evaluate the maximum allowable pile group eccentricity of several common pile group arrangements. Worked examples will suggests that the critical factor is not the eccentricity of individual piles but rather the overall pile group net eccentricity that governs the safety and reliability of pile group load carrying capacity. Another source of related problem is where eccentricities beyond ‘allowable’ limits occur. This will render pile groups and the subsequent pile caps as ‘unsafe’ to sustain column loads due to eccentric moments which causes loads distributed to piles to be greater than the pile working load capacities! The most practical solution usually adopted on site to rectify this problem is by installing additional or ‘add-on’ pile/s. This helps to reduce the intensity of loads distributed to all piles to values lower than the pile working load capacities. Thus the secondary aim of this short course is to formulate a procedure as to determine the optimum location and number of additional or ‘add-on’ pile/s to be driven, such that the new pile group arrangement, inclusive of earlier piles that has been driven with excessive eccentricities, can be salvaged

The mode of driving precast reinforced concrete piles on site is without doubt among the most ‘er... more The mode of driving precast reinforced concrete piles on site is without doubt among the most ‘error prone’ trades of a construction process. The short comings of driving pre designated piles at pin point accuracy at exactly the correct position on the ground has given rise to the caption of ‘pile eccentricity’ of nearly all individual piles within a pile group.
This then raises questions of integrity or how safe and reliable are pile caps that has been designed earlier with zero pile eccentricities. Questions of how much an eccentricity limit can be allowed for each pile or rather pile group arrangements such that previous pile cap designs are still safe and applicable has to be addressed.
Thus one of the aims of this study is to evaluate the maximum allowable eccentricity of several common pile group arrangements. Results of this study indicates that the norm of adopting a maximum allowable eccentricity value of 75 mm for each individual pile irrespective of pile size, pile working load, pile spacing & column loads is quite misleading and may result in an unsafe pile group performance!
Thus one of the aims of this study is to evaluate the maximum allowable eccentricity of several common pile group arrangements. Results of this study indicates that the norm of adopting a maximum allowable eccentricity value of 75 mm for each individual pile irrespective of pile size, pile working load, pile spacing & column loads is quite misleading and may result in an unsafe pile group performance!
Rather, results from this study suggests that the critical factor is not the eccentricity of individual piles but the overall net pile group eccentricity. This causes eccentric moments to act in the pile group which in turn governs the redistributed load to each individual pile within the pile group. This redistributed loads are then compared to the pile safe working load to establish a ‘Pass-Fail’ criteria.

In this seminar, the compendiums of case studies will be presented by experienced speakers who ar... more In this seminar, the compendiums of case studies will be presented by experienced speakers who are practicing engineers and academicians from different areas of forensic civil engineering. This includes failure investigation, related legal issues, assessment, repair, monitoring, and maintenance in:

Structures, buildings & bridges
Seismic and Earthquake
Geotechnical works

Many failures such as those due to blast, impact, wind pressure and earthquake can be caused by p... more Many failures such as those due to blast, impact, wind pressure and earthquake can be caused by progressive collapse in the structures. This paper will discuss different mitigation methods for progressive collapse corresponding numerical analysis for a 9-storey reinforced concrete structure by SAP2000 following severe initial damage. After removing specified critical columns the demand capacity ratio (DCR) of the members will be measured by the latest revision of Department of Defence of the United States (DOD) guideline, which is one of the most complete sets of criteria in terms of providing useful guidance to the designers in 2013. The structure has a potential of progressive collapse if DCR is more than 2 for symmetrical structure. Two approaches will be presented to diminish the potential of progressive collapse in the structures. They are adequate increase in the size of structural elements throughout the structure and establishing of bracing system at the top level. To gain the best method among all that have been presented for mitigation of progressive collapse, providing Bracing at the top level is the most effective and economical method.

METHODOLOGY IMPACT TO SOCIETY AND INDUSTRY Results indicate a direct correlation between Load N a... more METHODOLOGY IMPACT TO SOCIETY AND INDUSTRY Results indicate a direct correlation between Load N and pile eccentricity ie. ecc"s > 75mm still yields safe results for medium load intensity (N/n=1.50) as opposed to current pile eccentricity specifications that limits safe ecc ≤ 75mm RESULTS CHART #1 CHART #2

Preliminary results of Safe Zones Charts due to pile eccentricities of a 2 pile group is being de... more Preliminary results of Safe Zones Charts due to pile eccentricities of a 2 pile group is being developed to assist engineers in accessing the ‘PASS-FAIL’ criteria on-site.

To analyze the combine pile cap due to single pile failure. To produce a computer program using M... more To analyze the combine pile cap due to single pile failure.
To produce a computer program using Microsoft Excel that can reanalyze failure of 2 column combine pile cap.
To determine the number of replacement pile.
To produce graph that propose the optimum location for replacement pile.

The mode of driving precast reinforced concrete piles on site is without doubt among the most 'er... more The mode of driving precast reinforced concrete piles on site is without doubt among the most 'error prone' trades of a construction process. The inability or short comings of pilers to drive pre designated piles at pin point accuracy at exactly the correct position on the ground has given rise to the caption of 'pile eccentricity' of nearly all individual piles within a pile group. This then raises questions of how safe and reliable are pile caps that has been designed earlier with zero pile eccentrities. Questions of how much an eccentricity limit can be allowed for each pile or rather pile group arrangements such that previous pile cap designs are still safe and applicable, and does the pile spacing and the net service load of a column supported by a particular pile group arrangement play a role on this eccentricity limit, has to be addressed. Thus one of the aims of this study is to evaluate the maximum allowable pile group centroidal eccentricity of several common pile group arrangements. Results of this study indicates that the norm allowable eccentricity value of 75 mm for each individual pile is quite misleading and may result in an unsafe pile cap design. Rather, this study suggests that the critical factor is not the eccentricity of individual piles but the overall pile group centroidal eccentricity that governs the safety and reliability of pile cap designs. This study further contributes by developing Net Pile Group Centroidal Limit Charts and Net Pile Group Eccentricity Limit Charts for several common pile group arrangements usually adopted in practice. These charts can be reffered to evaluate the safety and reliability of pile caps that has been designed earlier by ignoring pile eccentricities againts actual pile eccentricities recorded on site, thus giving immense help for site engineers. Moreover this study has shown that the pile spacing and the ratio of column total service load over pile group load carrying capacity has significant impact on the pile group centroidal and eccentricity limits.

The short comings of driving pre-designated piles at exactly correct position has introduced the ... more The short comings of driving pre-designated piles at exactly correct position has introduced the ‘pile eccentricity’. The issues addressed are:

Does the pile eccentricity influences the overall pile group centroid and reliability of load carrying capacity?
What is the allowable maximum eccentricity for the combined pile cap to be safe and reliable?
What happens when an excessive eccentricities occur?

The short comings of driving pre designated piles at exactly the correct position on the ground h... more The short comings of driving pre designated piles at exactly the correct position on the ground has given rise to the caption of 'pile eccentricity' of nearly all individual piles within a pile group. This then raises questions of how safe and reliable are pile caps that has been designed earlier with zero pile eccentricities. Questions of how much an eccentricity limit can be allowed for each pile or rather pile group arrangements such that previous pile cap designs are still safe and applicable, and does the net service load of a column supported by a particular pile group arrangement as well as the pile spacing play a role on this eccentricity limit, has to be addressed. Thus the primary aim of this study is to evaluate the maximum allowable pile group eccentricity of several common pile group arrangements. Results of this study indicates that the norm adopted maximum eccentricity value of 75 mm for each individual pile is quite misleading and may result in an unsafe pile group performance! Rather, results from this study suggests that the critical factor is not the eccentricity of individual piles but the overall pile group centroidal eccentricity that governs the safety and reliability of pile group load carrying capacity. Thus this study contributes by providing Net Pile Group Eccentricity Limit Charts for several common pile group arrangements usually adopted in practice. These charts can be referred to evaluate the safety and reliability of pile caps that has been designed earlier by ignoring pile eccentricities against actual pile eccentricities recorded on site. Another source of related problem is where eccentricities beyond 'allowable' limits occur. This will render pile groups and the subsequent pile caps as 'unsafe' to sustain column loads due to eccentric moments which causes loads distributed to piles to be greater than the pile working load capacities! The most practical solution usually adopted on site to rectify this problem is by installing additional or 'add-on' pile/s. This helps to reduce the intensity of loads distributed to all piles to values lower than the pile working load capacities. Thus the secondary aim of this study is to formulate a procedure as to determine the optimum location and number of additional or 'add-on' pile/s to be driven, such that the new pile group arrangement, inclusive of earlier piles that has been driven with excessive eccentricities, can be salvaged. This has resulted in the development of the Optimum Additional Pile Location Chart

To develop an integrated Microsoft Excel program for pile cap analysis of 4, 5 & 6 pile groups. T... more To develop an integrated Microsoft Excel program for pile cap analysis of 4, 5 & 6 pile groups.
To develop an integrated Microsoft Excel program for pile eccentricity check related to 4, 5 and 6 pile group and to determine the optimum location of the pile if required for pile eccentricity
To develop an integrated Microsoft Excel program for pile failure check related to 4,5and 6 pile group and to determine the number of pile as well as it optimum location of pile if required.

Example Single (300sq) Pile Workimg Load Capacity = 175 kN (say) Nservice Column = 500 kN (say) N... more Example Single (300sq) Pile Workimg Load Capacity = 175 kN (say) Nservice Column = 500 kN (say) N = 500 x 1.05 (assume self wt pile cap 5% of Nservice) = 525 kN N/n = (525) / (4 x 175) = 0.75 From figure: Net Pile Group Eccentricity (X direction) =-136-91+ 86 + 76 =-65 mm Net Pile Group Eccentricity (Y direction) =-102-92 + 51+ 82 =-61 mm From Chart : With N/n = 0.75 & pile soacing = 3 x pile dim. Point (-65,-61) lies within safe zone…...OK !! Net pile group eccentricity still within LIMITS (loads transferred to all piles < pile working load capacity of 175 kN)-136-92 mm + 76 mm + 51 mm (300x300 mm RC Pile)

Example Single (300sq) Pile Workimg Load Capacity =175 kN (say) Nservice Column = 375 kN (say) N ... more Example Single (300sq) Pile Workimg Load Capacity =175 kN (say) Nservice Column = 375 kN (say) N = 375 x 1.05 (assume self wt pile cap 5% of Nservice) = 393.75 kN N/n = (393.75) / (3 x 175) = 0.75 N/n = 0.75 Pile spacing = 3 x Pile dim. Net Pile Group Eccentricity (X direction) =-121 + 76 + 104= 59 mm Net Pile Group Eccentricity (Y direction) =-101 + 52 + 112= 63mm Point (+59, +63) lies within safe zone…...OK !! Net pile group eccentricity still within LIMITS (loads transferred to all piles < pile working load capacity of 175 kN) (300x300 mm RC Pile)

Single (300mm sq) Pile Workimg Load Capacity = 175 kN (say) Nservice Column = 245 kN (say) N = 24... more Single (300mm sq) Pile Workimg Load Capacity = 175 kN (say) Nservice Column = 245 kN (say) N = 245 x 1.05 (assume self wt pile cap 5% of Nservice) N = 257.5 kN N/n = (257.5) / (2 x 175) = 0.73 (say 0.75) From Chart: N/n = 0.75 Pile spacing = 3 x Pile dim. Maximum allowable net pile group ecc= +130 mm to –130 mm From tabulated pile eccentricity above: Net Pile Group Eccentricity (X direction) =-121+ 24 =-97 mm <-130mm OK !! Net Pile Group Eccentricity (Y direction) = 0 mm Net eccentricity (-97 mm) lies within safe zone (+-130 mm) Net pile group eccentricity still within LIMITS (loads transferred to all piles < pile working load capacity 175 kN) (300x300 mm Square Pile) Typical 2 Pile Group (300 x 300 mm RC Pile) Centre To Centre Pile 3 x Pile Dim.-121 mm 0 mm 0 mm + 24 mm + X mm + Y mm

from classroom to field calculations.....prelim stability analysis of rc retaining wall shows a m... more from classroom to field calculations.....prelim stability analysis of rc retaining wall shows a min fos 1.3 achieved for all 3 parameters ie. overturning, sliding & settlement...thus eliminating need for piles as per original recommendation

An example of redistributed pile load calculation of a 2 pile group due to eccentricities. Intere... more An example of redistributed pile load calculation of a 2 pile group due to eccentricities. Interesting to note that the redistributed pile loads < pile safe working load even though all eccentricities > 75mm.....

Pile load redistribution of a 2 pile group due to pile eccentricity is manually calculated. Inter... more Pile load redistribution of a 2 pile group due to pile eccentricity is manually calculated. Interestingly the recalculated pile loads P1 (336.7 kN) & P2 (262.1 kN) is still below the assumed pile working load of 400 kN even though the hypothetical eccentricity values @ P1 & P2 》75 mm in both X & Y direction!!!

This excercise is to strengthen the understanding of load distribution from slabs to beams. Furth... more This excercise is to strengthen the understanding of load distribution from slabs to beams. Furthermore a sub frame analysis is carried out to evaluate the axial loan N kn and bending moments Mzz & Myy (about major & minor axis of the selected column).

The main objective of this study is to develop an M-N Column Interaction Diagram specifically for... more The main objective of this study is to develop an M-N Column Interaction Diagram specifically for L Shaped RC Columns. All calculations are based on EC 2 recommended Simplified Rectangular Stress Block. A data spread sheet program has been developed to achieve the objective.

The effect of T-shape column on the behaviour of design chart curvature has been investigated in ... more The effect of T-shape column on the behaviour of design chart curvature has been investigated in this study by using Microsoft Excel spreadsheets. Overall, the objectives of this study have been achieved successfully. The solution to identify if the column parameters is below or above curve on the design chart is achieved. Moreover, this program is also able to analyse the number of bar and determine the location of the bar. The development of the T-shape column design chart can be used as a guide for the user to propose the new irregular section column. The outcome of this program is to help the engineer solve the problem of irregular column design without much delay. But, this study can be improve to get more accurate result. To conclude, the objectives of this study has been achieved. INTRODUCTION This study objective are to produce the interaction diagram for non-rectangular column (T-shape) and develop the excel spreadsheet to develop interaction diagram for T-shape column. Generally, T-shape column can increase the aesthetic value and architectural space of building. However, in respect to applicable building height and seismic fortification intensity, rectangular shape columns have strict limitations in seismic behavior, which hampers further generalization and application of special-shaped columns. Due to increase in constraint effect for concrete, non-rectangular columns shape are expected to behave advantages on the strength, ductility and seismic behavior. Due to several factors that been identified above, this study may be used to help in Civil Engineering fields. Thus, this study is also expected to assist in non-rectangular column design procedure. ABSTRACT Design chart is a curvature graph consisting of points representing the ultimate limit state of a given column before it fails or collapse. Points below the curve are considered as safe while points above the curve is considered fails. To ease the design of concrete columns, design charts are made to a better assist in choosing the size of reinforcement from the combination of N/bh and M/bh². However, these design chart are only limited for rectangular section only. Thus, this study was conducted to develop a design chart for irregular column (T-shape). To a better creation of design chart, a spreadsheet using Microsoft Excel was also developed. Generally, the study was conducted by deriving the perimeter of selected section, and the location of neutral axis on the stress and strain block of the section column.Then, the results was used to develop the design chart. As a conclusion, the design chart obtained from this study are compared with normal rectangular design chart from Eurocode2. RESULTS METHODOLOGY In order to develop the interaction diagram, there a few parameters and calculation have to be done. On this poster, the result on the interaction diagram that obtained is used the fix parameters of the column. Above is the flowchart on how the interaction diagram been developed.

The purpose of this study is to investigate design load case for double T-shaped reinforced concr... more The purpose of this study is to investigate design load case for double T-shaped reinforced concrete column and develop a column interaction diagram for the column. Briefly, column interaction diagram is a parameter that is needed for designing reinforced concrete column. For a range of values of neutral axis depth to height of concrete column, (x/h) , a set of points results, each representing a combination of axial force and moment. Any combination of applied moment and axial force that fall inside this curve is therefore safe against failure. In the recent construction industries, column interaction diagram for rectangular and circular shaped column are practically used for engineering structure. Design charts provided are only referred to a symmetrical square cross section columns. Civil engineers have to take the urges or other approaches in designing this non-uniform shaped column. Therefore, with the implementation of this study it is hoped that the design chart produced will be an additional source of reference for a column
design, especially for the double T-shaped cross section. Thus, this study is expected to obtained a column interaction diagram for non-uniform shaped column (double T shaped) so it may beneficial to the industry in designing double T shaped column.

The purpose of this study is to investigate design load case for double T-shaped reinforced conc... more The purpose of this study is to investigate design load case for double T-shaped
reinforced concrete column and develop a column interaction diagram for the column.
Briefly, column interaction diagram is a parameter that is needed for designing reinforced
concrete column. For a range of values of neutral axis depth to height of concrete
column, (x/h) , a set of points results, each representing a combination of axial force and
moment. Any combination of applied moment and axial force that fall inside this curve is
therefore safe against failure. In the recent construction industries, column interaction
diagram for rectangular and circular shaped column are practically used for engineering
structure. Design charts provided are only referred to a symmetrical square cross section
columns. Civil engineers have to take the urges or other approaches in designing this
non-uniform shaped column. Therefore, with the implementation of this study it is hoped
that the design chart produced will be an additional source of reference for a column
design, especially for the double T-shaped cross section. Thus, this study is expected to
obtained a column interaction diagram for non-uniform shaped column (double T shaped)
so it may beneficial to the industry in designing doubleT shaped column.