This document summarizes a study on assessing the seismic vulnerability of residential buildings in Agartala, India using the Rapid Visual Screening (RVS) method. It provides background on Agartala's high seismic risk and growing population/development. The objectives are to assess vulnerability of residential buildings using RVS and predict expected damage grades. The methodology section describes using the RVS procedure from FEMA 154 to conduct visual evaluations of buildings and assign preliminary damage grades. Key factors affecting seismic vulnerability are identified as building structure, height, irregularities, quality, soil conditions, and structural issues like framing, diaphragms, overhangs and columns.
Architectural features have a significant impact on how buildings perform during earthquakes. The overall shape, size, geometry and layout of a building will determine how earthquake forces are distributed throughout the structure. Tall, long, or irregularly shaped buildings with re-entrant corners are more vulnerable, while those with simple geometries generally perform better. Vertical discontinuities like setbacks can also cause damaging increases in seismic forces at specific levels. The spacing between buildings is also important to prevent pounding.
This document discusses earthquakes, including their definition, causes, effects, and precautions. Some key points:
- An earthquake is caused by vibrations beneath the earth's surface due to shifting tectonic plates or other disturbances. They can be measured using seismographs.
- The Richter scale measures an earthquake's magnitude - larger quakes over 8.0 occur about once per year globally.
- Earthquakes generate seismic waves that travel through the earth, including P-waves, S-waves, and L-waves.
- Major effects of earthquakes include damage to buildings and infrastructure, tsunamis, landslides, and cracks in the ground.
- Precautions
TERZAGHI’S BEARING CAPACITY THEORY
DERIVATION OF EQUATION TERZAGHI’S BEARING CAPACITY THEORY
TERZAGHI’S BEARING CAPACITY FACTORS
Download vedio link
https://youtu.be/imy61hU0_yo
1) Strong ground motion refers to the strong earthquake shaking that occurs close to the causative fault (within about 50 km). It is recorded using accelerometers.
2) Starting in 1976, IIT Roorkee operated a network of over 200 analog strong motion accelerographs across northern India to record strong ground motion.
3) Key ground motion parameters used in structural design include peak ground acceleration (PGA), response spectra, and acceleration time histories. PGA measures the largest acceleration, while response spectra show maximum response of structures of varying frequencies.
Analysis and design of multi-storey building using staad.Progsharda123
This document presents a minor project report on the analysis and design of a four-storey building (ground plus three floors) using STAAD Pro software. It was submitted by five civil engineering students at Guru Nanak Dev Engineering College, Punjab, India in partial fulfillment of their Bachelor of Technology degree. The report covers various topics related to structural analysis and design including different analysis methods, design of building elements like slabs, beams, columns, and footings. It also discusses assumptions, design codes, loads, and materials used for the building design.
The document discusses the structure of the Earth and the causes of earthquakes. It describes the three main layers of the Earth - crust, mantle, and core. It explains that earthquakes are caused by the movement of tectonic plates at divergent, convergent, and transform plate boundaries. The document also summarizes methods of earthquake-resistant design, including base isolation devices that separate buildings from the ground and seismic dampers that absorb seismic energy. It notes that while base isolation can be used for existing structures, seismic dampers are more expensive to install. The conclusion emphasizes the importance of earthquake-resistant construction and quality control to ensure public safety.
This document provides information about retaining walls for a civil engineering student's class on reinforced concrete structures. It defines different types of retaining walls including gravity, cantilever, counterfort, and buttress walls. It discusses factors that affect earth pressure on retaining walls like soil type, height of wall, and slope of backfill. Methods for analyzing stability, overturning, sliding, and pressure distribution are presented. Design considerations like proportions, depth of foundation, and structural behavior are also covered.
Seismic Analysis of regular & Irregular RCC frame structuresDaanish Zama
This document discusses seismic analysis of regular and irregular reinforced concrete framed buildings. It analyzes 4 building models - a regular 4-story building, a stiffness irregular building with a soft ground story, and two vertically irregular buildings with setbacks on the 3rd floor and 2nd/3rd floors. Static analysis was performed to compare bending moments, shear forces, story drifts, and joint displacements. Results showed irregular buildings experienced higher seismic demands. The regular building performed best, with the single setback building also performing well. Irregular configurations increase seismic effects and should be minimized in design.
Microzonation of seismic hazards and their applicationArghya Chowdhury
What is Microzonation? How is Microzonation helpful in mitigating Seismic hazards and in civil engineering? Find out all about it in this Presentation.
This presentation compares structural design standards between BNBC 2006 and BNBC 2015. It discusses key changes to load calculations for wind, seismic, and live loads. For wind loads, BNBC 2015 uses analytical methods while BNBC 2006 uses chart-based methods. Seismic load calculation in BNBC 2015 uses spectral acceleration while BNBC 2006 uses zone coefficients. Calculations show wind loads are higher in BNBC 2015 while seismic loads are lower compared to BNBC 2006.
This document discusses foundation settlements and provides methods for estimating different types of settlements. It discusses:
- Immediate/elastic settlement which occurs during or right after construction and can be estimated using elastic theory equations.
- Consolidation settlement, which is time-dependent and occurs over months to years as water is squeezed out of clay soils. It includes primary consolidation from excess pore pressure dissipation and secondary compression from soil reorientation.
- Methods for estimating settlement in sandy soils using a strain influence factor approach.
- Equations for calculating primary and secondary consolidation settlement based on soil properties and changes in effective stress over time.
- Relationships between time factor, degree of consolidation, and rate of consolidation
Geotechnical Engineering-II [Lec #25: Coulomb EP Theory - Numericals]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
The document provides information about slope stability analysis. It defines a slope and describes natural and man-made slopes. It discusses causes of slope failure such as gravitational forces, seepage, erosion, and earthquakes. Methods of slope stability analysis are described including infinite slope analysis, finite slope analysis using wedge failure, friction circle, and Swedish circle methods. Factors of safety are defined with respect to shear strength, cohesion, and friction. The aims of slope stability analysis are to assess stability, understand failure mechanisms, and design preventive measures.
This document describes the standard penetration test (SPT), which is commonly used to evaluate the engineering properties of soils in the field. It discusses the equipment used, including the drilling rig, split spoon sampler, drive weight assembly, and cathead. It outlines the procedures for drilling a borehole, driving the sampler, and handling the recovered soil sample. Corrections are applied to account for factors like overburden pressure and dilatancy. SPT N-values can be used to estimate properties like relative density, friction angle, and unconfined compressive strength. The test provides representative samples and index properties but has limitations for some soil types.
Earthquake resistant analysis and design of multistoried buildingAnup Adhikari
The document describes the seismic analysis and design of a multistoried reinforced concrete building. It discusses the objectives, background, literature review, methodology, and concepts for reducing earthquake effects. The methodology section explains the functional and structural planning, load assessment including gravity and lateral loads, preliminary design of structural elements like slabs, beams and columns. It also discusses drift calculation and load path. The design and detailing section provides details on the design of structural components like slab, beam, column, staircase, footing and basement wall based on Indian codes.
The document discusses reinforced earth walls, which combine earth and linear reinforcing strips to bear large tensile stresses. It describes how Henri Vidal came up with the concept while trying to build a reinforced sandcastle. The key components of reinforced earth walls are the soil, which is strong in compression, reinforcement like steel or concrete that is strong in tension, and a skin or facing to retain the soil. The document outlines design considerations for reinforced earth retaining walls, including checking external stability as a whole structure and internal stability of reinforcement layers.
This document defines soil mechanics and geotechnical engineering. Soil mechanics is the study of soil behavior, providing the theoretical basis for geotechnical engineering. Geotechnical engineering uses soil mechanics, rock mechanics, and engineering geology principles to investigate subsurface conditions, evaluate stability of natural slopes and structures, assess risks from site conditions, and design earthworks and foundations. A typical geotechnical engineering project involves site investigation, determination of material properties, and design of foundations and earthworks for intended structures.
The document summarizes the standard penetration test (SPT), a common in situ geotechnical testing method. It describes the basic procedure, which involves driving a split spoon sampler into subsurface soils using a hammer, and recording the number of blows required for each increment of penetration. Corrections are made to SPT values to account for overburden pressure and dilatancy. Empirical correlations are presented relating SPT values to properties like density, shear strength, and consistency of cohesionless and cohesive soils. Both advantages like being inexpensive and quick, and limitations like lack of precision are discussed.
Module1 1 introduction-tomatrixms - rajesh sirSHAMJITH KM
This document provides an introduction to matrix methods for structural analysis. It discusses flexibility and stiffness matrices, and their application to different types of structures including trusses, beams, frames, grids and space frames. It also covers topics such as static indeterminacy, types of deformations, compatibility conditions, and development of flexibility and stiffness coefficients and matrices. Matrix analysis allows the modeling of complex structural systems and solving for unknown displacements, forces and stresses in an efficient manner.
Id 165-rapid seismic vulnerability evaluation of residential buildings in aga...shankar kumar
This document summarizes a study that evaluated the seismic vulnerability of 350 residential buildings in Agartala City, India using the Rapid Visual Screening (RVS) method from FEMA 154. The study found that 59% of buildings were reinforced concrete, 33% were masonry, and 8% were composite. Both reinforced concrete and masonry buildings were estimated to experience moderate structural damage to collapse in a major earthquake according to the EMS-98 scale. The RVS method considers various parameters that impact seismic performance, such as building type, number of stories, irregularities, and maintenance level, to calculate an overall score estimating expected damage.
SEISMIC ANALYSIS AND DESIGN OF MULTI-STOREY BUILDING IN STAAD PRO FOR ZONE IIIRJET Journal
This document discusses the seismic analysis and design of a 5-storey building in Zone II using STAAD Pro software. It summarizes the objectives of analyzing the building's response to seismic loads by determining base shear and story drift. The methodology used STAAD Pro to model and analyze the building in accordance with Indian code IS 1893. The results showed the building's reaction to seismic loads through characteristics like displacement, base shear, and story drift. This allowed checking that the building design is safe for the specified seismic zone.
IRJET - Study of Seismic Retrofitting TechniquesIRJET Journal
This document discusses techniques for retrofitting existing structures to improve their resistance to seismic activity. It begins with an introduction to seismic effects on structures and why retrofitting is needed. Then it describes the goals and objectives of retrofitting, which include increasing lateral strength, ductility, and integral action while reducing irregularities. The document outlines the typical steps in a retrofitting process and presents various retrofitting strategies. Global strategies discussed include adding shear walls, infill walls, bracing, and base isolation to improve the overall seismic performance of the building. Local retrofitting techniques aim to strengthen individual members.
IRJET- Seismic Analysis and Design of Multistorey Building in Different Seism...IRJET Journal
This document discusses the seismic analysis and design of a multi-storey building (G+10) located in different seismic zones (II-V) in India using the ETABS software. Static analysis was performed to calculate lateral forces, displacements, storey drifts and other parameters. The results show that as the seismic zone increases from II to V, the base shear, displacements and storey drifts also increase significantly. For example, the base shear increases by over 27% and displacements increase by over 27% when going from zone II to V. The study aims to understand how seismic performance of a building varies across zones and ensure the structural safety of the building through static analysis as per Indian codes.
Indian standards on earthquake engineerin gkkਤਨ੍ਹਾ ਮਾਯੂਸ
The document discusses several Indian Standards related to earthquake engineering. It describes the Bureau of Indian Standards and its role in developing standards. Several specific earthquake engineering standards are then summarized, including standards for designing structures to resist seismic forces (IS 1893), industrial structures (IS 1893 Part 4), construction practices (IS 4326), improving resistance of earthen and masonry buildings (IS 13827, 13828), ductile reinforced concrete structures (IS 13920), and evaluating/repairing masonry buildings (IS 13935). The standards provide guidelines for seismic-resistant design, materials, and retrofitting existing structures.
IRJET- Comparative Seismic Analysis of RC G+13 Multistorey Building FrameIRJET Journal
This document summarizes a research paper that analyzes the seismic performance of a reinforced concrete (RC) G+13 multi-story building frame located in different seismic zones and soil conditions using Staad Pro software. The results show that maximum displacements, shear forces, and bending moments occur in zone V on soft soil, while minimum values occur in zone II on hard soil. Displacements increase with higher zones and softer soils. Support reactions are similar for zones II-IV but increase from zone IV to V on soft soil. Displacements also increase with higher stories. Overall, the study evaluates how seismic demands on the building frame vary significantly depending on zone and soil type.
IRJET- Analysis and Design of G+6 Building in Different Seismic Zones by usin...IRJET Journal
This document summarizes the analysis and design of a G+6 commercial building located in different seismic zones and soil types using the ETABS software. The building is modeled and analyzed considering various load combinations including dead, live, and seismic loads according to Indian standards. Twelve building models are created by varying the seismic zone from II to V and soil type from hard to soft. The results of the analysis are interpreted to study the behavior and performance of the building under different seismic conditions and soil properties.
IRJET- Analysis of Design of Multistorey Framed Structures in Different S...IRJET Journal
This document analyzes and compares the design of multi-story reinforced concrete framed structures in different seismic zones of India according to Indian codes. A 5-story and 10-story building are designed for gravity and seismic loads using STAAD.Pro software. Their reinforcement percentages, concrete quantities, loads, moments and shears are compared. The study focuses on how these parameters vary between zones according to IS 1893:2016, which does not specify such variations. Preliminary structural properties, material properties, and seismic zone classifications in India are also defined.
Seismic Analysis of Multi Storied Building in Different Zonesijtsrd
Construction of building requires proper planning and management. Building are subjected to various loads such as dead load, live load ,wind load and seismic load .seismic load has extreme adverse effect on building so it is necessary to perform seismic analysis. This paper describe about the response of building when it is subjected to seismic load , this response can be shown by story drift and base shear .seismic analysis has been performed on (G+8) building which is located in zone 2 & 4 using STAAD Pro software . Analysis has been performed according to IS 1893 PART 1 (2002). Brajesh Kumar Tondon | Dr. S. Needhidasan "Seismic Analysis of Multi Storied Building in Different Zones" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-2 | Issue-2 , February 2018, URL: http://www.ijtsrd.com/papers/ijtsrd9490.pdf http://www.ijtsrd.com/engineering/civil-engineering/9490/seismic-analysis-of-multi-storied-building-in-different-zones/brajesh-kumar-tondon
IRJET- Analysis and Design of Multi Storey Building Subjected to Seismic Load...IRJET Journal
This document analyzes and designs a 3-storey building located in Gangavati, Karnataka, India and subjected to seismic zone 2 loading. The building is modeled and analyzed using ETABS software. Results like storey displacement, storey shear, and storey drift are obtained and compared for the seismic zone. The maximum storey displacement is 13.7mm in the X-direction and 12.5mm in the Y-direction. Manual analysis using Kani's method is also performed to verify the ETABS results.
LITERATURE REVIEW ON RAPID VISUAL SURVEY AND SEISMIC VULNERABILITYijsrd.com
The rapid visual screening procedure (RVS) is a method of survey for an audience, which includes building officials and inspectors, and government agency and private-sector building owners to rank buildings that are seismically hazardous. Although RVS is carried out at a large scale after the 2001 earthquake. We have carried out this survey in a large scale in Ahmedabad and Gandhinagar and looking forward to do it in furthermore cities. In this paper we aim to share our work basics and the methodology we followed.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Probabilstic seismic risk evaluation of rc buildings eSAT Journals
Abstract As more and more emphasis is being laid on non-linear analysis of RC framed structures subjected to earthquake excitation, the research and development on both non-linear static (pushover) analysis as well as nonlinear dynamic (time history)analysis is in the forefront. Due to prohibitive computational time and efforts required to perform a complete nonlinear dynamic analysis, researchers and designers all over the world are showing keen interest in non-linear static pushover analysis. The paper considers two statistical random variables namely characteristic strength of concrete (fck) and yield strength of steel (fy) as uncertainties in strength. Using Monte Carlo simulation 100 samples of each of random variable were generated to quantify effect of uncertainties on prediction of capacity of structure. Based on these generated samples different models were created and static pushover analysis was performed on RC (Reinforced Concrete) Building using SAP2000. Lastly, the main objective of this article is to propose a simplified methodology to assess the expected seismic damage in reinforced concrete buildings from a probabilistic point of view by using Monte Carlo simulation and probability of various damage states were evaluated. Index Terms: Seismic Vulnerability, Probabilistic Seismic Risk Evaluation, Fragility Analysis and Pushover Analysis
Earthquake Analysis of RCC structure by using Pushover AnalysisIRJET Journal
This document summarizes a research paper that analyzes the seismic behavior of reinforced concrete (RCC) structures using pushover analysis. It discusses conducting pushover analysis on RCC building models in Etabs software to evaluate their performance under earthquake loads. The paper analyzes G+10, G+15, G+20, and G+25 story buildings to compare their base shear, story drift, and displacement. It finds that pushover analysis is effective for exploring the nonlinear behavior of structures and that Etabs provides accurate results. The paper concludes that high-rise buildings can be designed to withstand seismic loads based on the pushover analysis results.
IRJET- A Review Paper on Seismic Analysis of Old Masonry Buildings using Equi...IRJET Journal
This document provides a literature review on seismic analysis of old masonry buildings using the equivalent static method. It summarizes 15 previous research papers on topics like visual assessment methods for masonry structures, analytical studies of masonry structures under seismic conditions, low-cost earthquake resistant construction methods, seismic performance analysis of heritage masonry buildings, experimental determination of mechanical properties of masonry walls, and homogenization techniques for masonry building analysis. The document aims to provide background research for analyzing the seismic performance of an old masonry palace in Bhopal, India called Chaman Mahal using the equivalent static method outlined in the Indian code IS 1893:2002.
“STUDY ON SEISMIC BEHAVIOR OF IRREGULAR BUILDING WITH AND WITHOUT SHEAR WALL ...IRJET Journal
The document presents a study on the seismic behavior of irregular buildings compared to regular buildings. It analyzes buildings with square, L, C, and I shapes using dynamic analysis in seismic zones 4.
The objectives are to study the behavior of irregular structures under seismic loads, identify abnormal behavior in high seismic zones, and evaluate structural response parameters like displacement, base shear, story drift, and time period. 12 building models of the different shapes are analyzed for zones 2, 3 and 4 using ETABS software.
The results show that buildings with more irregular shapes experience greater deformations, especially in high seismic zones. Irregular buildings also have higher displacements and story drift compared to regular square buildings. The addition of shear walls
Earth quake risks and its reduction methods for hill regions using dampers tecIAEME Publication
This document discusses earthquake risks in hill regions and methods to reduce risks using damper technology. It summarizes a study that developed and tested friction dampers to control building vibration during earthquakes or strong winds. The study contributed to earthquake preparedness and safe construction practices in hill regions. Recent earthquakes in India have demonstrated the need for assessing seismic risks to buildings, as most are constructed without engineering. The document also outlines ideal and irregular building configurations for earthquake resistance and discusses how irregularities can concentrate loads and damage.
IRJET- Comparative Study & Seismic Anyalysis of Regular and Irregular Geometr...IRJET Journal
This study compares the seismic analysis of regular and irregular high-rise buildings in different seismic zones of India. Finite element software will be used to model and analyze a 10-story regular and irregular building subjected to different seismic zones. Results like deflections, axial forces, and moments will be compared to understand how seismic zone and building geometry affect structural response. The aim is to help improve earthquake-resistant design of high-rise buildings.
IRJET- Study and Comparison of Seismic Assessment Parameters in Different...IRJET Journal
This document presents a study comparing seismic assessment parameters from different international codes, including Eurocode, ACI, and Indian code IS 1893:2016. A 20-story reinforced concrete special moment resisting frame building is modeled in ETABS software. Lateral seismic forces, base shear, story drift, column axial force, bending moments, and reinforcement requirements are calculated and compared according to each code. Results are presented in tables and graphs. In general, Eurocode yields the highest story forces, base shear, drift, and reinforcement requirements, while values from other codes like IS 1893:2016 and ACI are lower. The study aims to explore variations between code specifications and seismic response parameters.
IRJET- Seismic Analysis of a Multi-Storey Building using Steel Braced FramesIRJET Journal
This document summarizes a study that analyzes the seismic performance of a 15-story reinforced concrete building with different bracing systems. The building was modeled and analyzed using ETABS software. Time history analysis was performed to evaluate storey drift, displacement, fundamental period, and stiffness for the building with X, V, inverted V bracing and without bracing. The results showed that braced buildings performed better during seismic activity than unbraced. Among the braced systems, X bracing was most effective at reducing responses like storey drift during earthquakes.
The document appears to be technical specifications or standards for structural design supplied by Apple Supply Bureau under a licensing agreement. It includes repetitive information about the license date and document number.
This document is the Indian Standard (Part 1) for earthquake resistant design of structures. It provides general provisions and criteria for assessing earthquake hazards and designing buildings to resist earthquakes. Some key points:
- It defines seismic zones across India based on past earthquake intensities and establishes design response spectra for each zone.
- It provides minimum design forces for normal structures and notes that special structures may require more rigorous site-specific analysis.
- This revision includes changes such as defining design spectra to 6 seconds, specifying the same spectra for all building materials, including temporary structures, and provisions for irregular buildings and masonry infill walls.
- It establishes terminology used in earthquake engineering and references other relevant Indian Standards for
COMPARISON OF SEISMIC CODES OF CHINA, INDIA, UK AND USA (STRUCTURAL IRREGULA...shankar kumar
This document compares structural irregularities defined in seismic codes of China, India, the UK, and the USA. It defines seven types of plan irregularities and seven types of vertical/elevation irregularities. It compares how each code defines and quantifies these irregularities using multiplication constants. While the types of irregularities covered are largely consistent between codes, the quantification of irregularities differs through the use of different constant values. The document concludes some irregularities are not addressed in all codes and proposes further study on seismic response of irregular plan structures.
1. A metal casing with a shoe tip is driven into the ground using a pile driver hammer, displacing soil laterally.
2. Concrete is poured into the casing to form a cast-in-place pile.
3. The casing may either remain permanently in place or be extracted, leaving the concrete pile.
4. Piles are installed one by one using the pile driver to precisely place each one in the correct location. Proper tools and equipment like casings, shoes, and hammers are required for effective pile driving.
A brand new catalog for the 2024 edition of IWISS. We have enriched our product range and have more innovations in electrician tools, plumbing tools, wire rope tools and banding tools. Let's explore together!
Best Practices of Clothing Businesses in Talavera, Nueva Ecija, A Foundation ...IJAEMSJORNAL
This study primarily aimed to determine the best practices of clothing businesses to use it as a foundation of strategic business advancements. Moreover, the frequency with which the business's best practices are tracked, which best practices are the most targeted of the apparel firms to be retained, and how does best practices can be used as strategic business advancement. The respondents of the study is the owners of clothing businesses in Talavera, Nueva Ecija. Data were collected and analyzed using a quantitative approach and utilizing a descriptive research design. Unveiling best practices of clothing businesses as a foundation for strategic business advancement through statistical analysis: frequency and percentage, and weighted means analyzing the data in terms of identifying the most to the least important performance indicators of the businesses among all of the variables. Based on the survey conducted on clothing businesses in Talavera, Nueva Ecija, several best practices emerge across different areas of business operations. These practices are categorized into three main sections, section one being the Business Profile and Legal Requirements, followed by the tracking of indicators in terms of Product, Place, Promotion, and Price, and Key Performance Indicators (KPIs) covering finance, marketing, production, technical, and distribution aspects. The research study delved into identifying the core best practices of clothing businesses, serving as a strategic guide for their advancement. Through meticulous analysis, several key findings emerged. Firstly, prioritizing product factors, such as maintaining optimal stock levels and maximizing customer satisfaction, was deemed essential for driving sales and fostering loyalty. Additionally, selecting the right store location was crucial for visibility and accessibility, directly impacting footfall and sales. Vigilance towards competitors and demographic shifts was highlighted as essential for maintaining relevance. Understanding the relationship between marketing spend and customer acquisition proved pivotal for optimizing budgets and achieving a higher ROI. Strategic analysis of profit margins across clothing items emerged as crucial for maximizing profitability and revenue. Creating a positive customer experience, investing in employee training, and implementing effective inventory management practices were also identified as critical success factors. In essence, these findings underscored the holistic approach needed for sustainable growth in the clothing business, emphasizing the importance of product management, marketing strategies, customer experience, and operational efficiency.
Profiling of Cafe Business in Talavera, Nueva Ecija: A Basis for Development ...IJAEMSJORNAL
This study aimed to profile the coffee shops in Talavera, Nueva Ecija, to develop a standardized checklist for aspiring entrepreneurs. The researchers surveyed 10 coffee shop owners in the municipality of Talavera. Through surveys, the researchers delved into the Owner's Demographic, Business details, Financial Requirements, and other requirements needed to consider starting up a coffee shop. Furthermore, through accurate analysis, the data obtained from the coffee shop owners are arranged to derive key insights. By analyzing this data, the study identifies best practices associated with start-up coffee shops’ profitability in Talavera. These findings were translated into a standardized checklist outlining essential procedures including the lists of equipment needed, financial requirements, and the Traditional and Social Media Marketing techniques. This standardized checklist served as a valuable tool for aspiring and existing coffee shop owners in Talavera, streamlining operations, ensuring consistency, and contributing to business success.
Exploring Deep Learning Models for Image Recognition: A Comparative Reviewsipij
Image recognition, which comes under Artificial Intelligence (AI) is a critical aspect of computer vision,
enabling computers or other computing devices to identify and categorize objects within images. Among
numerous fields of life, food processing is an important area, in which image processing plays a vital role,
both for producers and consumers. This study focuses on the binary classification of strawberries, where
images are sorted into one of two categories. We Utilized a dataset of strawberry images for this study; we
aim to determine the effectiveness of different models in identifying whether an image contains
strawberries. This research has practical applications in fields such as agriculture and quality control. We
compared various popular deep learning models, including MobileNetV2, Convolutional Neural Networks
(CNN), and DenseNet121, for binary classification of strawberry images. The accuracy achieved by
MobileNetV2 is 96.7%, CNN is 99.8%, and DenseNet121 is 93.6%. Through rigorous testing and analysis,
our results demonstrate that CNN outperforms the other models in this task. In the future, the deep
learning models can be evaluated on a richer and larger number of images (datasets) for better/improved
results.
Natural Is The Best: Model-Agnostic Code Simplification for Pre-trained Large...YanKing2
Pre-trained Large Language Models (LLM) have achieved remarkable successes in several domains. However, code-oriented LLMs are often heavy in computational complexity, and quadratically with the length of the input code sequence. Toward simplifying the input program of an LLM, the state-of-the-art approach has the strategies to filter the input code tokens based on the attention scores given by the LLM. The decision to simplify the input program should not rely on the attention patterns of an LLM, as these patterns are influenced by both the model architecture and the pre-training dataset. Since the model and dataset are part of the solution domain, not the problem domain where the input program belongs, the outcome may differ when the model is trained on a different dataset. We propose SlimCode, a model-agnostic code simplification solution for LLMs that depends on the nature of input code tokens. As an empirical study on the LLMs including CodeBERT, CodeT5, and GPT-4 for two main tasks: code search and summarization. We reported that 1) the reduction ratio of code has a linear-like relation with the saving ratio on training time, 2) the impact of categorized tokens on code simplification can vary significantly, 3) the impact of categorized tokens on code simplification is task-specific but model-agnostic, and 4) the above findings hold for the paradigm–prompt engineering and interactive in-context learning and this study can save reduce the cost of invoking GPT-4 by 24%per API query. Importantly, SlimCode simplifies the input code with its greedy strategy and can obtain at most 133 times faster than the state-of-the-art technique with a significant improvement. This paper calls for a new direction on code-based, model-agnostic code simplification solutions to further empower LLMs.
How to Manage Internal Notes in Odoo 17 POSCeline George
In this slide, we'll explore how to leverage internal notes within Odoo 17 POS to enhance communication and streamline operations. Internal notes provide a platform for staff to exchange crucial information regarding orders, customers, or specific tasks, all while remaining invisible to the customer. This fosters improved collaboration and ensures everyone on the team is on the same page.
1. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
CITY USING RAPID VISUAL SCREENING METHOD
NIT AGARTALA B.TECH PROJECT 2016-17 Page 1
CHAPTER 1 INTRODUCTION
Agartala being a developing city is a commercial and educational hub of Tripura. There has been
a phenomenal increase in population and development program in North East India. This has
resulted to increase vulnerability of human population and physical structures to earthquakes.
Moreover the constructions of buildings here not as per building codes. The contractors here
doesn’t give importance to the building codes so as to earn profit by investing less. They use poor
quality and less durable materials in buildings. So all these factors are responsible for faulty
constructions in the city and as a result making the buildings vulnerable to earthquakes. Agartala
city falls in the highest seismic risk zone (Zone V) in India. Some severe earthquakes have
occurred in this region in the past (notably in 1869, 1918 and latest 2017). Until about 1950 or so,
the typical construction in the entire northeast region comprised simple single storey structures
which possess good earthquake resistant features. With growing urbanization, RC framed
construction has become the standard construction practice in Agartala during the course of the
last five decades. Most of the high-rise constructions in Agartala have come up only in the past 8
years, and they have not yet been tested for their resistance to a high intensity earthquake. Based
on historical occurrence of earthquakes, regions in India are classified into low, moderate, severe
and very severe earthquake prone zones. More than half of the country’s population live in
moderate to very severe zones (refer to the seismic map below Fig 1.1).
Tripura (extends between 22°56'N and 24°32'N latitude and 90°09'E and 92°10'E longitude) is in
the zone of most severe seismic hazard (i.e., zone V; as per Indian standard code of practice for
earthquake-resistant design of structures, IS-1893 2002) in the country. Agartala city falls under
the seismic zone of Zone V, which is a very severe zone i.e most probable to earthquake. So being
in such a high risk zone earthquake resistant design must be adopted to the building construction
in this zone.
Table 1.1 Different seismic zones IS 1893(Part 1):2002
Zone II Low seismic hazard (maximum damage during earthquake may be up to
MSK intensity VI)
Zone III Moderate seismic hazard (maximum damage during earthquake may be up
to MSK intensity VII)
Zone IV High seismic hazard (maximum damage during earthquake may be up to
MSK intensity VIII)
Zone V Very high seismic hazard (maximum damage during earthquake may be of
MSK intensity IX or greater)
2. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
CITY USING RAPID VISUAL SCREENING METHOD
NIT AGARTALA B.TECH PROJECT 2016-17 Page 2
Fig 1.1 Seismic Zoning map of India from IS 1893(part 1):2002 ( Google Image)
3. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
CITY USING RAPID VISUAL SCREENING METHOD
NIT AGARTALA B.TECH PROJECT 2016-17 Page 3
CHAPTER 2 REVIEW OF LITERATURE
2.1 GENERAL BACKGROUND
The subject revealed that many developed and developing countries around the world like Japan,
Turkey, USA, Switzerland, China, India, Bangladesh etc. has adopted various methodologies for
seismic vulnerability assessment in order to analyze defects in existing structures against
earthquake. Seismic vulnerability refers to the susceptibility of those parts of a building that are
required for physical support when subjected to an intense earthquake or other hazard. This
includes foundations, columns, supporting walls, beams and floor slabs. Many researches are
based on the capacity spectrum method (ATC 40) and are intended to provide a methodology for
determining the performance score of the building. Experimental investigation like rebound
hammer test was also used to assess the compressive strength of concrete structural members
wherever access was provided in reinforced concrete structure.
2.2 PREVIOUS RESEARCH
FEMA 154 (1988) revised in 2002 and 2015 reported that the Rapid Visual Screening (RVS)
procedure was used by private-sector organizations and government agencies to evaluate more
than 70,000 buildings nationwide. FEMA 154 provides a procedure that can be rapidly
implemented to identify buildings that are potentially seismically hazardous. In this method
damage grades has been assigned to each of the buildings. FEMA P-154 defines collapse
probability as the probability that the building will suffer partial or complete collapse. In that part
of the building, the gravity load carrying system (such as beams, columns, floors and shear walls)
loses the ability to carry its own weight and weight of whatever else it supports. That failure leads
to severe structural deformation of a potentially life threatening nature, especially falling of all or
portions of a structure. A potentially seismically hazardous building is one where, with in the
accuracy of the RVS procedure, the collapse probability is estimated to be more than 1% in rate
earthquake shaking (using the default cutoff 2.0).
Sinha and Goyal (2003) developed the methodology Rapid Visual Screening of buildings for
potential seismic vulnerability. As wide variety of construction types and building materials are
used in urban areas of India, they include local materials such as mud and straw, semi -engineered
materials such as burnt brick and stone masonry and engineered materials such as concrete and
steel. The RVS procedure has considered 10 different building types. All buildings have been
divided into six vulnerability class, denoted as Class A to Class F based on the European Macro
seismic Scale (EMS-98) recommendations. The buildings in Class A have the highest seismic
vulnerability while the buildings in Class F have lowest seismic vulnerability.
Alam et al. (2010) made a comparison between seismic vulnerability assessment techniques for
buildings to evaluate their suitability for use in seismic risk assessment. The methods considered
are ‘‘Hybrid’’ vulnerability assessment method, FEMA 154 (Rapid Visual Screening), Euro Code
8, New Zealand Guidelines, Modified Turkish method and NRC Guidelines.
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CHAPTER 3 OBJECTIVES OF THE STUDY
Seismic risk in Agartala is increasing with population growth and the encroachment of vulnerable
bultin environment into areas susceptible to seismic hazard. The city lies in zone “V” and is belong
to seven north-eastern states of India. The earthquake resistance of buildings greatly influences
seismic losses. The overwhelming majority of deaths and injuries in earthquakes occur because of
the disintegration and collapse of buildings, and much of the economic loss and social disruption
caused by earthquakes is also attributable to the failure of buildings and other human-made
structures. A Rapid Visual Screening (RVS) survey of residential buildings of Agartala is carried
out to make the general people aware of the faulty constructions in the city and rectify the defects
in the existing buildings thus making it safe against earthquake. In this respect the main objective
of the present study is summarized as follows:
1. To assess the seismic vulnerability of residential buildings in Agartala city using different Rapid
Visual Screening Method proposed by FEMA 154 (2015).
2. To predict the expected damage grade that may be observed in the surveyed buildings in future
severe earthquake.
Fig.3.1 Survey area of Dhaleswar, Agartala
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CHAPTER 4 METHODOLOGY
There is an urgent need to assess the seismic vulnerability of buildings in urban areas of India as
an essential component of a comprehensive earthquake disaster risk management policy. Detailed
seismic vulnerability evaluation is a technically complex and expensive procedure and can only
be performed on a limited number of buildings. It is therefore very important to use simpler
procedures that can help to rapidly evaluate the vulnerability profile of different types of buildings,
so that the more complex evaluation procedures can be limited to the most critical buildings.
India’s national vulnerability assessment methodology, as a component of earthquake disaster risk
management framework should include the following procedures:
1. Rapid visual screening (RVS) procedure requiring only visual evaluation and limited
additional information (Level 1 procedure). This procedure is recommended for all
buildings.
2. Simplified vulnerability assessment (SVA) procedure requiring limited engineering analysis
based on information from visual observations and structural drawings or on-site
measurements (Level 2 procedure). This procedure is recommended for all buildings with
high concentration of people.
3. Detailed vulnerability assessment (DVA) procedure requiring detailed computer analysis,
similar to or more complex than that required for design of a new building (Level 3
procedure). This procedure is recommended for all important and lifeline buildings.
4.1 RAPID VISUAL SCREENING PROCEDURE (RVS)
4.1.1 Introduction
Rapid visual screening was first proposed in US in 1988 in the FEMA 154 report, which was latest
modified in 2015 to incorporate latest technological advancements and lessons from earthquake
disasters in the 1990s. This RVS procedure was originally developed for typical constructions in
US, have also been widely used in many other countries after suitable modifications. The most
important feature of this procedure is that it permits vulnerability assessment based on walk-around
of the building by a trained evaluator.
4.1.2 Importance
The Rapid Visual screening is carried out for all considered buildings. It permits quick visual
vulnerability assessment. The purpose of the Rapid Visual Assessment (RVA) is to determine the
adequacy of the structural facility as to whether the facility will be able to withstand the expected
earthquake. For scenario earthquakes, performance levels for existing building stock need to be
assessed.
4.1.3 Procedure
Rapid vulnerability assessment is the first necessary step but may not be sufficient to establish
building stock performance levels. Necessary information for evaluation of structure is obtained
either by conducting a field survey or from building typology, if available or from both. If plan is
available, then the field party must check and verify the present status of the building. In this
method, buildings are evaluated qualitatively in terms of structural characteristics, structural
configuration, and the degree of deterioration of the building. This method is rapid and inexpensive
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and helps in identifying structures, which are clearly hazardous and the structures for which
detailed hazard evaluation is sought.
4.1.4 Uses
The results from rapid visual screening can be used for a variety of applications that are an integral
part of the earthquake disaster risk management programme of a city or a region. The main uses
of this procedure are:
1. To identify if a particular building requires further evaluation for assessment of its seismic
vulnerability.
2. To rank a city’s or community’s (or organisation’s) seismic rehabilitation needs.
3. To design seismic risk management program for a city or a community.
4. To plan post-earthquake building safety evaluation efforts.
5. To develop building-specific seismic vulnerability information for purposes such as regional
rating, prioritisation for redevelopment etc.
6. To identify simplified retrofitting requirements for a particular building (to collapse
prevention level) where further evaluations are not feasible.
7. To increase awareness among city residents regarding seismic vulnerability of buildings.
4.1.5 Survey parameters
The most pertinent information required to establish rating for building is based on the parameters
of building. These are:
General Information: Type of building, Number of stories, Year of construction, Number
of occupants, Maintenance record.
Structural Irregularities: Vertical irregularities, Plan irregularities.
Apparent building quality: Quality of materials & construction.
Soil conditions.
Frame action
Diaphragm action.
Heavy overhangs, Soft story, Short column.
Pounding effect: Two Adjacent buildings.
Openings: Large openings in wall, irregular openings in walls.
Bands: Horizontal Bands at plinth level, lintel level, sill & roof level.
Falling Hazards.
Wall thickness at ground floor.
Water tank at roof: Capacity and location.
4.1.6 Factors affecting building vulnerability
Seismic vulnerability of a building is the amount of probable damage induced to it by a
particular level of earthquake intensity. It occurs large near the building situated above the focus.
It depends upon mainly:-
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4.1.6.1 Building Structure
Buildings are designed to resist vertical and horizontal forces acting on them. This quantity is
achieved mainly in three ways:
4.1.6.(a) Frame structure: In this type of structure, the entire load acting on the building are
carried out by the frame of reinforced concrete or steel beams, columns and slabs transmitted
through the foundation to the soil beneath.
4.1.6.(b) Load bearing structure: In this structural system the arrangement of masonry units such
as bricks, stones or concrete blocks bonded by mortar transmit all the load acting in the structure.
4.1.6.(c) Composite structure: This is the combination of frame and load bearing structure.
4.1.6.2 Building Height
Building height and natural period of buildings affects the buildings behavior during occurrence
of an earthquake. Apart from the ground vibrating in multiple directions; buildings also vibrate
in different directions and hence have multiple modes. Each of these modes has a period and the
longest period known as the natural frequency. If the ground motion frequency is close or equal
to natural frequency of building, resonance occurs which amplify the building response.
The approximate frequencies of buildings are 10 for a one storied building, 2 for a 3-4
storied building, 0.5 to 1.0 for a tall building and 0.17 for a high-rise building.
4.1.6.3 Structural Irregularities
4.1.6.3(a) Vertical irregularity
Vertical irregularities can be judged from the structural system like Setbacks in elevation. The
vertical irregularities make a building far more vulnerable as compared to the plan irregularities.
Fig.4.1 Vertical irregularity (Image Courtesy Patel, C.N., and Patel, P.V, 2010)
4.1.6.3(b) Plan Irregularity
Irregularity in the plan caused due to various shapes (L, T, U, +) causes torsion during earthquake
and is responsible for major damage.
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Fig.4.2 Irregular Plan Configuration and separation joints (Image Courtesy Patel, C.N.,
and Patel, P.V, 2010)
4.1.6.4 Apparent Quality
Visible Quality of the material used in the construction works is known as apparent quality. It
also depends upon workmanship and materials used during construction.
4.1.6.5 Soil Condition
Soil is classified as hard, medium and soft. The hard soil is considered to be better than any other
type of soil.
4.1.6.6 Frame action
Frame Action is to be present in the RCC buildings to transfer the load uniformly to the ground.
Fig.4.3Complete and Incomplete Frame action (Image Courtesy Patel, C.N., and Patel, P.V,
2010)
4.1.6.7 Diaphragm Action
The main function of a horizontal element is to distribute and transfer horizontal seismic load to
the vertical load-bearing element that is the wall below it.
4.1.6.8 Heavy Overhangs
Heavy overhangs refer to extra projections of a building; can be dangerous because they are
subjected to greater seismic forces during an earthquake.
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Fig 4.4 heavy overhanging (Image Courtesy Patel, C.N., and Patel, P.V, 2010)
4.1.6.9 Soft Stories
Absence of partition walls in ground or any intermediate stories for shops or other commercial
use.
Fig.4.5 Soft Storey (Image Courtesy Patel, C.N., and Patel, P.V, 2010)
4.1.6.10 Short Column Effect
Partial height walls adjoining to columns, give rise to short column effect in RC building. These
short columns are not free to deflect over the entire length.
Fig.4.6 Short Column Effect (Image Courtesy Patel, C.N., and Patel, P.V, 2010)
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4.1.6.11 Pounding Effect
Pounding is the result of irregular response of adjacent building of different heights and different
dynamic characteristics. When two buildings are too close to each other, they may pound on each
other during strong shaking.
Fig.4.7 Pounding Effect (Image Courtesy Patel, C.N., and Patel, P.V, 2010)
4.1.6.12 Large and Asymmetrical Openings
Large openings weaken the masonry walls against vertical as well as soft storey effect for
horizontal seismic load.
4.1.6.13 Structural Bands
4.1.6.13(a) Plinth band: This band is provided at base level for even distribution of the super
structure load to the foundation structure. This is important where soil is soft or uneven.
4.1.6.13(b) Lintel band: This is the most important band and should be provided in all storeys in
buildings.
4.1.6.13(c) Roof band: This band will be required at eave level of trussed roofs and also below or
in level with such floors, which consists of joists and covering elements so as to properly integrate
them at ends and fix into the walls.
4.1.6.14 Water Tank at roof:
It has lot of dead load and if they are placed near the center of plan they may cause large amount
of torsion. They can be classified into three categories:
(a) Doesn’t exist (b) Capacity < 5000 liter (c) Capacity > 5000 liter
4.1.6.15 Falling Hazards
Falling Hazards have contributed more to the causalities than any feature of a building. Towers
and large hoardings that is likely to fall during earthquake.
4.1.6.16 Basement
The buildings without basement suffered higher level of damage as compared to the buildings with
basement. This may be because buildings without basement tend to have significantly larger storey
height in the lowest storey.
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CHAPTER 5 DETAILS OF CASE STUDIES
Agartala, the capital of Tripura has an area of about 58.84 sq. km. And the total Ward Numbers of
Agartala Municipality Council are 17. As in this stipulated time period the buildings of
municipality area cannot be surveyed. So, to assess the vulnerability of buildings of Agartala city
by Rapid visual Screening Method three different areas have been chosen to carryout door to door
survey for collecting the information regarding various parameters. The details of the selected
areas are given below.
5.1 CASE STUDY OF RESIDENTIAL BUILDINGS IN DHALESWAR AREA
In this phase, visual screening was carried out for Dhaleswar area. Dhaleswar, east zone ward no.-
4, Agartala Municipal Council, is located at latitude 23 ̊49’53.57”N & longitude 91 ̊17’44.54”E.
The side walk survey was conducted in a phased manner between 25 August,2016 to 4th April
,2017.The road no’s are respectively – 7,8,9,10,13,14,15,16 and 17, which was surveyed during
this period. From the side walk survey information of the building was collected in data sheet as
given in Table no.5.1 and Table no. 5.2.The time required per building to complete the data sheet
was 20- 30 minutes. A digital photograph was taken after permission of building owner. Total 350
no’s of residential buildings are surveyed. Among them 205 comprise RCC structures, 116
comprise masonry constructions, 29 are Composite structures and the remaining is mixed type.
Our case study of seismic vulnerability of Dhlaeswar area reveals a gloomy picture as few
buildings are not suitable to sustain seismic shocks as those were built approximately 30 to 40
years back and as a result consciousness of people should be increased about the same. This is
very surprising that the the building construct 29 to 35 years ago have a very good appearance and
well design than the building constructed after 2000. Its Also interested that the most of building
are one storey which indicate very less damage during earthquake. During the observation we
observe most of people are hesitating to share the information. Part from that as mass gathering
happens there, structural material condition should also be checked in parallel. So there is an urgent
need to understand the seismic vulnerability of existing buildings and take appropriate measures
to reduce the risk.
The reason for choosing this area is due to
(i) large population and
(ii) large number of residential buildings both RCC and masonry constructions. RVS formats
usually record the important components of seismic vulnerability and propose a scoring system
that forms the basis for classifying buildings in different risk categories.
The RVS format of Masonry building and RCC buildings are shown in the following table:
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Table 5.1 Rapid Visual Survey for Masonry building
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Table 5.2 Rapid Visual Survey for RCC buildings
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5.2 FEMA 154 (2015)
FEMA 154(2015) was published originally in 1988 in US and latest revised in 2015 to categorize
the potentially Seismically hazardous buildings of USA by Rapid visual screening method. It is
relatively a quick procedure in developing a list of potentially risky buildings. The method
considers 17 different building types based on the building materials and construction types
commonly found in urban areas of USA. Five regions of seismicity: low (L), moderate (M),
moderately high (MH) high (H) and Very high (VH) is considered in this guidelines. This Method
also assigns a basic structural score based on the lateral force resisting system of the building. The
number of stories, plan and vertical irregularities, pre-code or post-benchmark code detailing, and
soil type effects the Performance modifiers. The basic scores and the modifiers assigned by FEMA
154 (2015) for moment resisting frame buildings based on 10 scales. It shows a pre-code penalty
and post-benchmark positive attribute for buildings constructed after the significant improvements
in the code. The pre-code and post-benchmark modifiers have been given significant importance
when compared to the basic structural scores.
5.3 Damage Grades
The damage classifications based on the European Macro-seismic Scale (EMS-98) define building
damage to be in Grade 1 to Grade 5 which is shown in Table 5.3. These are used in RVS to predict
potential damage of a building during severe earthquake.
Table 5.3 Predicted damage grades.
RVS Score Damage Potential
S < 0.4 High probability of Grade 5 damage; Very high probability of Grade 4
damage
0.4 ≤ S ≤ 0.9 High probability of Grade 4 damage; Very high probability of Grade 3
damage
1.0 ≤ S ≤ 1.5 High probability of Grade 3 damage; Very high probability of Grade 2
damage
1.6 ≤ S ≤ 2.0 High probability of Grade 2 damage; Very high probability of Grade 1
damage
2.0 < S Probability of Grade 1 damage
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Table 5.4 Classification of damage grade to buildings (EMS-98)
Classification of damage to masonry
buildings
Classification of damage to reinforced concrete
buildings
Grade 1: Negligible to slight damage
(No structural damage, slight non-
structural damage)
Hair-line cracks in very few walls.
Fall of small pieces of plaster only.
Fall of loose stones from upper parts of
buildings in very few cases.
Grade 1: Negligible to slight damage
(No structural damage, slight non-structural
damage)
Fine cracks in plaster over frame members or in
walls at the base.
Fine cracks in partitions and infills.
Grade 2: Moderate damage
(Slight structural damage, moderate
nonstructural damage)
Cracks in many walls.
Fall of fairly large pieces of plaster.
Partial collapse of chimneys and mumptys.
Grade 2: Moderate damage
(Slight structural damage, moderate
nonstructural damage)
Cracks in columns and beams of frames and in
structural walls.
Cracks in partition and infill walls; fall of brittle
cladding and plaster. Falling mortar from the
joints of wall panels.
Grade 3: Substantial to heavy damage
(moderate structural damage, heavy
nonstructural damage)
Large and extensive cracks in most walls.
Roof tiles detach. Chimneys fracture at the
roof line; failure of individual non-structural
elements (partitions, gable walls etc.).
Grade 3: Substantial to heavy damage
(moderate structural damage, heavy
nonstructural damage)
Cracks in columns and beam-column joints of
frames at the base and at joints of coupled walls.
Spalling of concrete cover, buckling of reinforced
bars.
Large cracks in partition and infill walls, failure of
individual infill panels.
Grade 4: Very heavy damage (heavy
structural damage, very heavy non-
structural damage) Serious failure of walls
(gaps in walls); partial structural failure of
roofs and floors.
Grade 4: Very heavy damage (heavy structural
damage, very heavy non-structural damage)
Large cracks in structural elements with
compression failure of concrete and fracture of
rebars; bond failure of beam reinforcing bars;
tilting of columns.
Collapse of a few columns or of a single upper
floor.
Grade 5: Destruction (very heavy
structural damage)
Total or near total collapse of the building.
Grade 5: Destruction (very heavy structural
damage)
Collapse of ground floor parts (e.g. wings) of the
building.
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CHAPTER 6 RESULTS AND DISCUSSIONS
This study presents seismic vulnerability assessment of residential buildings in Agartala city using
RVS methodology. Survey of buildings was conducted and data on various parameters like type
of buildings, age of buildings, number of stories, apparent quality, heavy overhangs, diaphragm
action, horizontal bands, vertical irregularities and plan irregularities have collected. Based on
these data the performance score of each building has calculated from which the predicted damage
grade has assigned for each building. Below mentioned sections shows the results of the present
study in the pie and bar charts for both residential and school buildings.
RESIDENTIAL BUILDINGS OF DHALESWAR
6.1 Type of Structures
Based on survey data, Fig.6.1 shows that a variety of building types exist, however 59% of
buildings are constructed with RCC, 33% of the buildings are masonry types and 8% are composite
structures. The reinforced concrete structural type consists of clay brick bearing walls, confined
with caste in place concrete columns and beams, which imports some ductility. But, URM
structures, which have clay brick bearing walls and no concrete columns, are not contributing any
ductility.
Fig.6.1 Building distribution
6.2 Age of buildings The age of the building is one of the most important factors that should be
taken in account in order to study the seismic vulnerability assessment. Fig 6.2 shows that
maximum number of buildings constructed near about 15 years ago (73 buildings) and 20 years
ago (63 buildings). The minimum number 5 buildings are above 50 years ago constructed.
Buildings are constructed after 2005 are sustainable for Earthquake.
33%
59%
8%
MASONRY RCC COMPOSITE
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Fig.6.2 Age of buildings
6.3 Analysis of stories
The buildings of this area are mostly single or two storied. All the surveyed buildings are
residential type. In the case of masonry buildings, all the buildings in the area are up to 2 storied.
In the case of RCC buildings, all the buildings are below 4 storied or mostly up to 3 storied. General
observation is that most the RCC buildings have been constructed after 2001 and will have
naturally some shear capacity to tolerate low level of seismic shaking. But in the case of masonry
buildings, due to lack of reinforcement, the capacity of resisting the seismic load is quite doubtful.
Fig.6.3 shows the number of stories of buildings.
Fig.6.3 Number of Stories
13
38
53
70
63
39 37
17
9 6 5
0
20
40
60
80
NUMBEROFBUILDINGS
AGE OF BUILDINGS
211
124
12
0
50
100
150
200
250
1ST STOREY 2ND STOREY 3RD STOREY
NUMBEROFBUILDINGS
NUMBER OF STORIES
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6.4 Analysis of apparent quality
Material, workmanship and maintenance create a building’s quality. Fig. 6.4 shows the apparent
quality of buildings. It is observed that 128 buildings are of good quality out of 206 buildings.
Among these good quality buildings some are constructed in recent past and the buildings which
are constructed recently are followed by the guideline of seismic codes and for that reason crack
and dampness are negligible. 78 buildings are of moderate quality, as these are constructed earlier
and are not followed by the guidelines of seismic codes. And the remaining 48 buildings are of
poor quality which is constructed 40 or 60 years ago as a result excessive cracks and dampness are
found
Fig.6.4 Apparent quality
6.5 Analysis of Heavy Overhangs, Plan Irregularity and Vertical Irregularities
The plan irregularities in buildings (L-shaped, T shaped or U-shaped) cause torsion during
earthquake and are responsible for major damage. Among the surveyed buildings most of them
are L shape, and very few are U shape. Vertical irregularities can be judged from the structural
system like Setbacks in elevation. The vertical irregularities make a building far more vulnerable
as compared to the plan irregularities. Fig. 6.5 shows that 80 buildings have heavy overhangs or
horizontal projection, 115 buildings having plan irregularities and 78 buildings are found with
presence of setbacks.
Fig.6.5 Heavy Overhangs, Plan Irregularity and Vertical Irregularities
67
155
128
0
50
100
150
200
BAD MEDIUM GOOD
NUMBEROFBUILDINGS
115
78 80
0
20
40
60
80
100
120
140
HI VI HEAVY OVERHANG
NUMBEROFBUILDINGS
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6.6 Analysis of diaphragm action, soil condition, soft stories and short column
Diaphragm action 37%, in soil having maximum 71% medium condition and many few percentage
buildings constructed on hard soil, 10% buildings having soft stories and 5% building having short
column.
(a) (b)
(c) (d)
Fig.6.6 Showing attributes of buildings, (a) Diaphragm action, (b) Soil condition, (c) Soft
stories and (d) Short column
6.6 Analysis of number of member
The Fig.6.7 shows the maximum number of family have 4 members and minimum having 9
members. The family member varies door to door, which indicate intensity of earthquake varies
with buildings. Average family member in the survey area is 4. 103 buildings having 4 members,
86 building having 3 members, 44 buildings having 5 members etc.
9%
71%
20%
SOFT MEDIUM HARD
7%
56%
37%
EXIST DON'T EXIST DON’T KNOW
10%
90%
EXISTS DON’T EXISTS
5%
95%
EXIST DON'T EXIST
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Fig.6.7 Number of members
6.8 Analysis of falling hazards and ponding
36% buildings having falling hazards and 19% buildings having pounding.
(a) (b)
Fig.6.8 Showing (a) Falling hazards and (b) Ponding
6.9 Analysis of horizontal bands
Fig 6.9 shows that 49% of the total surveyed buildings have three horizontal bands i.e. plinth band,
lintel band and roof band. 32% buildings have two horizontal bands and 12% buildings have only
one horizontal band, whereas surprisingly some very old constructions have no band.
Fig.6.9 Horizontal bands
36%
64%
EXIST DON'T EXIST
6
33
86
103
44
29
10 14
4 6
15
0
50
100
150
1 2 3 4 5 6 7 8 9 10 >10
NUMBEROFBUILDINGS
NUMBER OF MEMBER
19.00%
81.00%
EXIST DON'T EXIST
12%
32%
49%
5%
1 BAND 2 BAND 3 BAND NO BAND
23. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
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NIT AGARTALA B.TECH PROJECT 2016-17 Page 23
6.10 Analysis of RVS Performance Score by FEMA 154-2015
Fig.6.10 shows that the performance scores of the surveyed buildings of Dhaleswar area for both
masonry & RCC structures are predominantly ranging between 0.2 through 1.5. 149 buildings
have performance score greater than 1.0, 88 buildings have also scored between 0.4 to 1.0 and 69
buildings have scored less than 0.4. From the visual assessment, it is seen that these buildings are
in moderate condition and will not get collapse under low seismic action. But there is a need of
further evaluation i.e. preliminary evaluation. Guide Lastly a large number of structures i.e. As per
this line all the building need further evaluation as the performance score of all these buildings are
less than 2 which is considered as cut-off score.
Fig.6.10 FEMA 154-2015 Final level 2 Score
6.11 Damage Grade of residential buildings
In Agartala 350 residential buildings was surveyed during the period of 25 th August 2016 to 4th
April 2017. As R.C.C structures can only be evaluated by the two methods so a representative
sample of 206 buildings was taken out of the total buildings. These buildings had been assigned
different grades of damage (G1: slight damage to G5: collapse) where G1 is slight nonstructural
damage, G2 is slight structural damage, G3 is moderate structural damage, and G4 is severe
structural damage, G5 is collapse. The performance score of these RCC buildings was calculated
by the three methods namely FEMA 154 (2015) Method. In the survey all buildings belong to G3
to G5 grade for both RCC and masonry. Fig 6.11 showing the damage grades.
0
53
0
9
3
28
6
0
28
7
45
0 0
16
13
3
5
18
10
0
7
2
49
0 0
4
0
2
0
10
20
30
40
50
60
0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5
NUMBEROFBULIDINGS
RCC MASONRY
24. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
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Fig.6.11 Damaged grades
6.12 Seismic mapping of RVS score analysis
Seismic mapping shows 49% belongs to G3 grades, 28% G4 grades and remaining 23% G5 grades.
All buildings potential have moderate structural damage to collapse.
Fig.6.12 Seismic mapping
53
46
96
16
42
49
0
20
40
60
80
100
120
G5 G4 G3
NUMBEROFBUILDINGS
RCC MASONRY
25. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
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CHAPTER 7 CONCLUSIONS
Through this project our main objective is to check over the faulty construction of buildings going
on in the city which makes the buildings vulnerable to earthquake and to rectify the defects in that
particular building Recently a rising trend is observed in constructing a Residential building that
building codes are not being followed properly which is a practice code for design of the building
components such as to providing ductility or special confining reinforcement and thus is a major
aspect in case of an earthquake. So we undertook an initiative to create awareness among people
regarding these faulty constructions to prevent the risk of vulnerability of the building and its users
to earthquake. Thus, we suggest the people to mandatorily consult a structural engineer in case of
constructing a new building regarding its plan, design and construction. The main results of this
present study are as below
1. In light of above results and discussions it has been seen that out of total surveyed 350 buildings
more than half of the buildings (59%) are RCC structures, 33% are load bearing walls, 8%
composite structures building.
2. It is observed that 21% buildings constructed about 25 years ago are not suitable to sustain the
strong seismic shock. Moreover 11% buildings constructed about 30-35 years back are obviously
masonry buildings should be strengthened immediately.
3. It is seen that 23% buildings have Vertical Irregularities and 33% buildings have Plan
irregularities. Fortunately the percentage of Vertical irregularities is less than Plan irregularities,
as the former is much more vulnerable than the latter. Lastly 23% buildings have heavy overhangs
in buildings.
4. The performance score of the residential buildings is calculated by FEMA 154 (2015). it is seen
all the building need further evaluation as the performance score of all these buildings are less than
“2” which is considered as cut-off score. All buildings belong to G3 to G5 grades.
5. Near about 149 buildings may experience G3 type of damage, 88 numbers of buildings may be
experienced G4 type damage and 69 buildings may be experience G5 type damage in severe future
earthquake estimated by FEMA 154 (2015).
26. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
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CHAPTER 8 FUTURE SCOPE OF THE STUDY
The seismic vulnerability assessment of existing structures is very much essential in the city of
Agartala as it is situated in the seismic zone V, the worst zone in India. Accordingly to judge the
vulnerability condition of building in this city, in the present study few areas like Dhaleswar area
has been selected which will not show the vulnerability as whole so, in future other municipal area
of Agartala city has to be selected to carry out the same work. All other important building like
hospital, school buildings may be considered for future study. However, the preliminary and detail
study on the few surveyed building can be carry out to judge the findings of RVS methods.
27. SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA
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REFERENCES
Bernardini, A.,Giovinazzi, S.,Lagomarsino, S., Parodi, S. (2007). The vulnerability assessment of
current buildings by a macroseismic approach derived from the EMS-98 scale. 3° National
Congress of Earthquake Engineering, Girona, Spain
Federal Emergency Management Agency (FEMA 154), (1988). Rapid Visual Screening of
Building for Potential Seismic Hazards: A Handbook (FEMA 154, 2015),
Google Earth for valuable image and QGIS
Indian Standard 13920:1993 Code of practice for ductile detailing of reinforced concrete structures
subjected to seismic forces Indian Standards, New Delhi.
Indian Standard 456:2000 Code of practice for plain and reinforced concrete Indian Standards,
New Delhi. Indian Standard 1893 (Part 1): 2002 Criteria for earthquake resistant design of
structures (Fifth Revision) Indian Standards, New Delhi.
Sinha, R., and Goyal, A., (2004). “A National Policy for Seismic Vulnerability Assessment of
Buildings and Procedure for Rapid Visual Screening of Buildings for Potential Seismic
Vulnerability”, Department of Civil Engineering, Indian Institute of Technology Bombay, India.
Wikipedia.