Proceedings of the 3rd International Conference on Advances in Concrete, Structural, and Geotechnical Engineering—Volume 2

Table of Contents

1. Frontmatter

2. Seismic Pounding Response of Tall Buildings Installed with Fluid Viscous Dampers

   Aditi Khurd, Suhasini Madhekar

   Abstract

   Seismic pounding is defined as the collision of structures of different dynamic characteristics during earthquakes. It is an instance of rapid strong pulsation like hammering and repeated heavy blows. Pounding of closely spaced buildings can be largely seen in densely populated urban areas. IS 1893 (2016) (in IS 1893 (Part 1), Criteria for earthquake resistant design of structures—general provisions and buildings, 2016) has included seismic separation gap requirement clauses for adjacent structures. However, since large parts of the metropolitan cities in seismically active regions of India were built before such requirements were introduced, the seismic separation gap requirements have not been fulfilled. Pounding can be catastrophic and even more dangerous than the effect of earthquake on a single building. Thus, the act of seismic pounding of buildings needs to be mitigated to avoid loss of life and property. The problem of pounding is common in many cities in India, where due to various socio-economic factors and land usage requirements, buildings are often constructed very close to each other. This paper is focused on the study of the seismic pounding between two reinforced concrete (RC) buildings with different dynamic characteristics. A systematic study of response of seismic pounding between two adjacent buildings and seismic hazard mitigation practices like effect of different separation distances, and effect of providing dampers, are investigated using ETABS software (in CSI Analysis Reference Manual, Computers & Structures, Inc., California, USA, 2017). A 12-storey and a 16-storey building have been considered for the study. Time history analysis is carried out for seven real earthquake ground motions on the models with varying separation gaps. The parameters considered are pounding force and contact point displacements. It is revealed that with increasing separation distance pounding effect is reduced significantly. Further, the pounding forces between the adjacent buildings are seen to be decreasing considerably due to the provision of dampers at suitable locations; as compared to the case of adjacent buildings without dampers. The study confirms that the pounding effect can be mitigated considerably by installing dampers between adjacent structures. Fluid viscous dampers modeled in this study prove to be effective in reducing the displacement and acceleration response in the range of 20–30%.

3. Causes and Mechanism of Bridge Failure

   Neelima Varma, Swati Ajay Kulkarni, Gopal Rai

   Abstract

   Bridges are well thought-out as the crucial element in the current scenario of transportation infrastructure system as they regulate the volume of the traffic structure. If we don’t want to compromise the safety and integrity of our bridges, then it is extremely essential to strike a balance between traffic system and cost of construction. Bridge failure, is usually associated with serious loss to life and property. It is obvious that failure is the inability of one or more components of bridge to perform its functional requirement. This paper presents review of typical characteristics causes and mechanism of bridge failures. Main causes can be divided into natural disasters and unnatural disasters or human-made issues. Causes of bridge failures are strictly associated with topography type of structure, type of material, type of use, and age of bridge. Natural calamities including floods, scour, wind, earthquakes, landslides, debris in streams, and squall surges can occasionally become unavoidable and are the main reason why most bridges fall. Bridge collapses can also be caused by man-made factors, such as poor design and construction techniques, natural disasters, and some unnatural risks including vehicle overloading, fire, enemy or extremist attacks, poor inspection and maintenance, etc. Sufficient rigidity and flexibility are essential for all kinds of bridges in order to lower the likelihood of bridge failure caused by severe weather conditions.

4. Cracking Potential of Internally Cured Self Compacting Concrete with Fly Ash

   J. Shanmuga Priya, K. Chinnaraju, A. Chithambar Ganesh

   Abstract

   Self-Compacting Concrete owing to its improved workability flows and fills the formwork without any external vibration. The workability is generally enhanced by several methods such as the addition of supplementary cementitious materials, including viscosity-enhancing agents, etc. The usage of supplementary cementitious materials for improved workability is more popular. However, this imposes a problem of shrinkage cracking. This study focuses on the reduction of shrinkage cracking in Self Compacting Concrete with Fly ash employing internal curing. SCC mixes with different percentages (30–50%) of fly ash have been selected for the study and two internal curing materials namely Super Absorbent Polymers (SAP) and Lightweight Expanded Clay Aggregates (LECA). The cracking potential of the specimens under restrained conditions was studied according to ASTM C 1581-04. The results have shown that the SCC specimens without internal curing have shown a higher potential for cracking and the specimens with internal curing materials has been found to be moderate-low. It was also found out that the presence of fly ash delayed the net cracking time of mixes under all curing conditions.

5. Design of Intze Tank Using Indian Code (IS:3370, IS:456), American Code (ACI:318 and ACI:350), and British Code (BS:8007 and BS:8110) of Practice

   Shivam Choudhary, Rajendra Khapre, Bhavesh Sahni

   Abstract

   A storage container is designed to hold water supplies at a specified height to pressurize the water distribution system. Underground, ground-rested, and elevated storage are all options for storing liquids. However, while constructing inexpensive and effective structures from the standpoint of safety and serviceability, structural engineers must adhere to major countries’ codes of practice when designing various types of water tanks. The analysis of an Intze tank in STAAD Pro software for tank full and tank empty conditions using the worst possible load combinations from the Indian code (IS:3370, IS:456), American code (ACI:318 and ACI:350), and British code (BS:8007 and BS:8110) with an equivalent static method using seismic zone-III IS:1893(Part 1):2016 is presented in this paper. Depending on the study results, an Intze tank is designed using software and manual calculations depending on the provided code. When compared to the British and Indian standards, the ACI code predicts a lower strength value and a higher factored load value, resulting in a high building cost. As the cross-section size expands, so does the area of reinforcement and the overall cost. A higher factor of safety value is connected with less trust in the in-situ conditions and workmanship. As a result, the British code is found to be most economical in the design of an Intze tank, followed by the Indian and American codes of practice.

6. Dynamic Amplification Factor of Plate Girder Bridge

   Yaash Rajani, Avin Reji, Rohith Renil, K. Rajesh, Anjaly J. Pillai

   Abstract

   Dynamic Amplification Factor (DAF) is a key factor used for the design of highway bridges. Considering its importance in the design phase, this paper aims to understand the effect of different vehicle and bridge parameters on a plate girder bridge with simply supported and continuous supports. The analysis of the bridge is done using CSI bridge software. Validation has been done for simply supported plate girder bridge by comparing the DAF using Influence Line Diagram and using the software. Various factors which affect DAF have been discussed which include the vehicle velocity, axle weight of the vehicle and bridge span. It was observed that DAF is dependent on vehicle velocity and bridge span and is not affected by change in axle weight. Further, DAF obtained has been compared with the codal provisions of different countries such as IRC 6 (2017), BSI (2006) and AASHTO (2017).

7. Dynamic Analysis of Tall Buildings Considering Different Plan Aspect Ratio

   Sonukumar V. Mevada, Yogesh D. Patil, Prakash A. Singh

   Abstract

   The number of high-rise buildings has increased significantly over the last 50 years. Companies have traditionally used high-rise buildings as office space, but residential use is growing in popularity. Due to the increased demand for new construction, there is a limited supply of land that can be used for construction. As a result, it is necessary to construct a structure using the resources at our disposal. This study focuses on the behavior of tall buildings under different aspects of wind loading. As per guidelines of Indian standards, the tall buildings plan aspect ratio should not be greater than 5. This study investigates the effect of different plan aspect ratios of tall buildings exposed to wind and seismic loading. Previous research has shown that the longer side of the building will be more affected by wind loading. Therefore, using CFD Analysis, dynamic wind analysis is performed for tall buildings and Different parameters are compared to study wind behavior in both along and across directions of the building. A gust factor is evolved to determine the along-wind and across-wind forces on the building. The result obtained was used in software to analyze and design the building. Five different plan aspect ratios (1:4, 1:5, 1:6, 1:7, 1:8) were considered for the study. The results from CFD analysis show that as the plan aspect ratio increases from 1:4 to 1:8, the parameters like Suction velocity (15.74%), Eddy Viscosity (12.6%), Turbulence Kinetic Energy (12.87%), Negative pressure on the leeward side (7.49%), Maximum positive pressure on the building face (12.32%) and Reattachment Length of wind flow (29.22%) have also increased by the corresponding percentage. The pressure coefficient also varies depending on the behavior of the wind and flow separation at different points along the building height.

8. Dynamic Wind Analysis for High Rise Building—Typical Observations

   P. M. Belekar, P. S. Patankar, R. N. Khapre

   Abstract

   In high-rise structures, wind is a critically load that must be thoroughly considered to ensure the safety and serviceability of the building. Various codes of practice are utilizing in different countries to design tall buildings, considering wind loads. However no single book comprehensively covers the static and dynamic behavior of the structure at a particular height. Moreover, it is essential to compute the critical effects and assess the dynamic behavior of the structure in accordance with the relevant modified provision in IS 875-2015 (part 3). This study aims to investigate the dynamic wind analysis for a G+33 building by generating an excel sheet for both static and dynamic analyses. The analysis will be conducted for different terrain categories (i.e., terrain category I, II, III & IV) and wind speed (i.e., 33, 44, 55 m/s). The structures are designed to withstand wind forces in compliance with IS 875 (Part 3): 2015. Unless the structures have large openings, all the wind forces are applied to the exterior surface of the building. In static analysis, the openings are taken into consideration for analysis. In general, static effects of wind are sufficient in the low-rise buildings. In tall building, dynamic and aerodynamic effects along with the static effects are required to be analyzed. The dynamic analysis using gust factor method is used. Furthermore, it has been observed that the building can be designed up to a height of 20–25 m based on static analysis for terrain category IV, beyond this height, the structure should be designed considering dynamic analysis. It is noteworthy that the lateral forces from dynamic analysis are significantly higher than those obtained from static analysis. Additionally, it has been noted that the wind pressure is influenced by the base dimension. The wind pressure exerts a greater effect along the shorter direction compared to the longer base dimension. When considering wind dynamic effects, the base dimension takes on greater significance.

9. Effect of CaO—Based Expansive Agent on Strength of ECC

   Reshmi Thampy, Shashi Kant Sharma

   Abstract

   Engineered Cementitious Composites (ECC) or Strain Hardening Cementitious Composites belong to the family of fibre reinforced concrete. They are known for their tensile strain capacity of 2–8% which is several hundred times that of normal concrete. This ductile nature of ECC makes them suitable for use in a wide range of applications, but they face the disadvantage of high shrinkage values (1200–1800 μℇ) which limits its applications. Normal shrinkage reducing agents work by reducing surface tension of pore solution. Shrinkage compensating agents on the other hand, allow for the growth of expansive crystals. Usual expansive agents (EA) also increase water requirement, which is unavailable in mixes with low water-cement ratios. This fact makes the selection and use of EA important. MgO—based expansive agents (EA) react in later stages whereas CaO based EAs react very fast and generate expansive effect in early stages when the composite has not achieved significant strength, and therefore won’t generate cracking stresses or durability problems. Even though the effect of expansive agents has been studied in the past, there is very little knowledge about their effect on strength. The aim of the study is to investigate the effect of CaO—based EA addition on compressive strength of ECC. The mix is incorporated with different dosages (2.5, 5, 7.5, 10%) of the agent, and compared to the reference mix. Compressive strength, and Ultra Pulse Velocity (UPV) tests were conducted to gain an understanding about the strength and homogeneity of the composite. The results were reflective of minor effect of CaO addition on strength (4–10%).

10. Effect of Dissimilar Cover to Reinforcement on Different Faces of Reinforced Concrete Section

    Saha Dauji, P. K. Srivastava, Kapilesh Bhargava

    Abstract

    For achieving the desired strength, serviceability and durability of the individual members, as well as for the overall performance of the reinforced concrete structures, clear cover to reinforcement is very important. Depending on the type of member, exposure conditions, fire rating, and other factors, various codes stipulate the values of clear cover for respective countries. Being sheltered from the direct action of sun and rain, the internal exposure conditions can be less harsh compared to the external one. This paper examines the implications of providing dissimilar cover on different faces of concrete members based on the aforementioned premise. It is concluded from the results of two typical case studies that, if internal chloride concentration is higher than 50–60% of the external ones, corrosion cracks would appear on the internal faces earlier to the external ones. This will prevent the early warning, and timely intervention for maintaining the structural health. Furthermore, the provision of dissimilar clear cover on various faces of the same member would render the detailing and execution of such job laborious, time-consuming, as well as prone to mistakes. The authors suggest providing same clear cover on all faces of concrete members, decided based on the worst exposure conditions encountered by the structure—as a conservative but straightforward solution to this debate.

11. Effect of Stirrup Spacing on Estimation of Modulus of Elasticity of RC Beams

    A. Mamatha, Sumant Kulkarni

    Abstract

    Reinforced concrete is a composite material comprising of two materials namely concrete and steel reinforcement. The behaviour of both concrete and steel materials is well documented by past researchers which is considered as a benchmark for analysis and design of structural elements like slabs, beams, columns and footings. In reality, reinforced concrete is a composite material and quantifying its behaviour is relatively difficult due to its complex nature. The parameters affecting its behaviour are concrete grade, percentage of tension and compression reinforcement, stirrup spacing. The aim of present work is to study the effect of stirrup spacing analytically on modulus of elasticity of a beam of cross-section. The beam is of size 200 × 300 × 1850 mm with 2 bars of 10 mm diameter in tension and compression. The variation in spacing of stirrups is adopted as per IS:456-2000 for the cross-section under consideration. The FE analysis of beam models with different stirrup spacing is carried out in ANSYS software.

12. Enhancement of Seismic Behaviour of Slender Flanged RC Structural Wall Using Extended Boundary Element at Web Tip

    Nilanjan Samanta, Kaustubh Dasgupta

    Abstract

    RC structural walls have been extensively used for decades in medium to high-rise buildings in regions susceptible to earthquakes as incorporating RC structural walls enhances the seismic performance of moment-resisting frames at the global level. Due to the requirement of functionality and aesthetic reasons, very often in buildings rectangular RC structural wall segments are combined to form an unsymmetrical flanged structural wall that has significantly different behaviour compared to rectangular structural walls. From previous studies, it was observed that for web parallel flange-in-tension bending mode, T-shaped flanged RC structural walls exhibit lower ultimate drift and smaller displacement ductility. In the present study one T-shaped RC structural wall (T1) is designed and detailed as per the conventional methodology and for the other T-shaped RC structural wall (T2), the horizontal extent of the boundary element is extended at the web tip. Results of the analyses reveal that T2 configuration shows a relatively higher ultimate drift capacity for web parallel flange-in-tension bending mode as compared to T1. In the case of the ultimate drift, for web parallel flange-in-compression bending mode both configurations exhibit comparable levels of ultimate drift capacity. It is also observed from the results that the T2 configuration has higher displacement ductility capacity compared to the T1 configuration for web parallel flange-in-tension bending mode. For web parallel flange-in-compression bending mode both T1 and T2 configuration exhibit comparable ductility capacity.

13. Nonlinear Behavior of Infill Structures

    Rachana Manoj Bajaj, Dinesh W. Gawatre

    Abstract

    In India, the strengthening and stiffness of infill walls are ignored. We add in-fill walls considerably in multistoried buildings. Frequency analysis were performed to compare the seismic response of models with cross, up and down V bracings with various earthquake zones like I, II, III and IV. During the excitation of the structure, the RC frame begins to deform, and initially the first cracks appear on the plaster along the line of contact of the masonry infill with the frame. As the deformation increases it penetrate into the masonry and are manifested by the detachment of the masonry infill from the frame. The main reason of failure is the stiffening effect of in-filled frame that changes the nature of buildings during earthquake and creates new failure mechanisms. In this we will compare the structural action of infill panel and strut frames subjected to earthquake, in order to establish response spectra of the most significant parameters characterizing the behavior of structures. Steel braced RCF combination plays a crucial role in determining the overall response of structures.

14. Evaluation of Tensile Stress and Strain Capacity Using UM Method

    Preethy Mary Arulanandam, S. B. Singh, Madappa V. R. Sivasubramanian

    Abstract

    As an emerging advanced construction material, Engineered Cementitious Composites (ECC) have seen increasing in the field applications recently to take advantage of its unique tensile strain hardening behavior. Yet existing uniaxial tensile test method of ECC are relatively complicated and sometimes difficult to implement for quality control purposes in field applications. Hence, alternate methods are developed to evaluate the tensile stress and stress capacities of ECC. One such method is University of Michigan (UM) method developed by Qian and Li (Qian and Li in J Adv Concr Technol 6:353–363, 2008 [1]). In this study the tensile strain stress–strain behavior of ECC is evaluated using the four-point bending test as prescribed by UM method. At first, four-point bending test is conducted of beam specimen 356 × 50 × 76 mm, from which the load and load-point deflection are obtained. Then, by using the proposed equations in UM method the obtained load and load-point deflection are converted to tensile stress and strain capacity. Finally, the obtained results are compared against the University of Michigan, Heriot-Watt University (HWU) and Sepuluh Nopember Institute of Technology (ITS) methods using the virtual platform. Further, from the results it is understood that the UM method is more convenient and robust for evaluating the tensile stress and strain capacities.

15. A Numerical Study on SMA U-Shaped Metallic Yielding Dampers Under Cyclic Loading

    Apurwa Rastogi, Anant Parghi, Jay Gohel

    Abstract

    The energy dissipation devices play a crucial role to mitigate the impact of dynamic loads on structures. This study investigates a superelastic shape memory alloy U-shaped damper (SMA-UD) with a self-centering (SC) function. The working principle of the SMA-UD in both active and passive states is elucidated, highlighting the conversion of shear deformation between parallel legs into flexural deformation under cyclic loading. Two finite element tools, ABAQUS 6.14 and SAP 2000, are employed for a comprehensive analysis. A three-dimensional finite-element (FE) numerical simulation was conducted, demonstrating close agreement with existing experimental and numerical results. Mechanical properties of SMA-UD including ultimate force and energy-dissipation capability were compared using the two problem-solving tools under identical cyclic loading conditions. The numerical findings reveal stable flag-shaped hysteresis loops and excellent self-centering (SC) ability in both solvers, with nearly symmetrical strength observed in positive and negative loading directions. This study contributes valuable insights into the performance of SMA-UDs, emphasizing their potential for self-centering applications in structural engineering.

16. Experimental Evaluation of Adhesive Characteristics of Bonded Rolled Steel Section With Basalt Fibre Reinforced Polymer

    Vidya M. Patil, Mahesh M. Awati, Sandip S. Ahankari, Abhijeet C. Lande, Piyush G. Chandak

    Abstract

    Adhesive bonding is widely embraced method for the act of uniting materials in various industries, including aerospace, automotive, construction, and electronics. Peel test is a type of mechanical test that is widely utilized to evaluate the strength and quality of adhesive bonds. This paper experimentally examines the bonding strength between mild steel section and basalt fibre bonded with epoxy resin peeled with the help of UTM. This test is performed for various adhesive combination. As the bottom adhered is hard and the upper adhered is flexible, the 90° peel test is utilised. The average bond strength of the specimens utilizing blue fix resin was determined to be 15.5 MPa. In contrast, the mean bond strength for the specimens incorporating Araldite epoxy resin was found to be 21.2 MPa, while the use of polyester resin yielded a strength of 17.1 MPa. As observation of results there is 26.88% more strength gives Araldite epoxy resin to blue fix hardener while considering the bonding strength by peel testing and 19.33% more strength with polyester resin. More resins like Vinyl Ester Resin, Cyanoacrylate Adhesive, Methacrylate Adhesive, Urethane Adhesive and Acrylic Adhesive are available for bonding. The predominant failure mode observed in the specimens was cohesive failure within the adhesive layer. It was discovered that the surface preparation significantly affected the bond strength, with smoother and cleaner surfaces producing stronger bonds. The results indicate that Araldite Epoxy Resin offers excellent flexural strength, making it well-suited for applications requiring high stiffness and load-bearing capacity.

17. Experimental Investigation on Concrete Filled Double Skinned Steel Tubular (CFDST) Column with Concrete Imperfections

    Arth J. Patel, Sharadkumar P. Purohit

    Abstract

    Concrete Filled Double Skinned Steel Tubular (CFDST) composite column is an extended form of Concrete Filled Steel Tube composite column (CFST) for enhancement of strength owing to the improved confinement of concrete over CFST column sections. CFDST column has a higher strength-to-weight ratio and reduced space utilization. However, the casting of CFDST columns offers a challenge in both vertical and horizontal casting positions leading to concrete imperfections; circumferential and rectangular or spherical. This might lead to an overestimation of load carrying capacity of the column section and premature local buckling of the outer steel tube. In the present study, 09 nos. of CFDST column test specimens including non-concrete imperfection CFST and Hollow Steel Tube (HST) are fabricated to investigate the influence of parameters like circumferential concrete imperfection gap ratios (1.1% and 2.2%), rectangular concrete imperfection gap ratios (4.4% and 8.8%) and shape of inner steel tube (square and circular) on ultimate load carrying capacity, confinement of concrete, ductility, and behaviour of CFDST column. It is observed that concrete imperfection leads to a ~ 19% moderate reduction in load-carrying capacity of CFDST column test specimens vis-à-vis non-concrete imperfection column test specimens.

18. Experimental Investigation on Mechanical Properties of Light Weight Concrete with Light Weight Expanded Clay Aggregates (LECA) Exposed to Fire

    M. S. Adarsh, N. Anand, Varun Sabu Sam, Diana Andrushia

    Abstract

    This study presents an experimental investigation into the mechanical properties of lightweight concrete (LWC) made with lightweight expanded clay aggregate (LECA) when exposed to fire. The investigation focuses on two distinct lightweight concrete mixes, each incorporating partial replacements of 15 and 20% of coarse aggregate with LECA. Additionally, a uniform inclusion of 1% steel fibers was applied to all concrete blends. The primary objective is to assess impacts of fire exposure on the mechanical attributes of these lightweight concrete compositions. The study methodology encompassed the examination of mechanical parameters in a comprehensive range. The objectives are evaluating the reduction in mass, compressive strength, bending tensile strength and split tensile strength at normal temperature conditions and temperatures of 250, 500, and 750 °C. Notably, the mechanical responses of the two distinct lightweight concrete mixtures were compared against those of normal weight concrete (NWC). The results unveiled significant insights into the behaviour of lightweight concrete under fire conditions. Both lightweight mixes demonstrated a reduction in mass as the temperature accelerated. Compressive strength, a crucial mechanical indicator, was found to diminish with increasing temperatures. The investigation highlighted that the reduction in compressive strength was less pronounced in lightweight concrete compared to normal weight concrete, signifying the advantageous attributes of LECA incorporation. Furthermore, the study addressed the behaviour of the lightweight concrete blends in terms of their modulus of rupture, split tensile strength, under varying temperatures. These findings contribute to a deeper comprehension of how LECA-based lightweight concrete maintains its structural integrity when exposed to fire-induced conditions. Overall, this experimental investigation advances an understanding of the mechanical characteristics of lightweight concrete, particularly the influence of LECA and steel fiber on enhancing the fire-resistant of LWC.