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 provides guidelines for using the structural analysis software ETABS consistently within Atkins Dubai. It covers topics such as modelling procedures, material properties, element definition and sizing, supports, loading, load combinations, and post-analysis checks. The objective is to complement ETABS manuals and comply with codes such as UBC 97, ASCE 7, and BS codes as well as local authority requirements for Dubai projects. The procedures are based on standard practice in Dubai but can be revised based on specific project requirements.
American Society of Civil Engineers
Minimum Design Loads for Buildings and Other Structures
2010
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Te invito a que visites mis sitios en internet:
_*Canal en youtube de ingenieria civil_*
https://www.youtube.com/@IngenieriaEstructural7
_*Blog de ingenieria civil*_
https://thejamez-one.blogspot.com
Design of column base plates anchor boltKhaled Eid
This document discusses the design of column base plates and steel anchorage to concrete. It covers base plate materials and design for different load cases including axial, moment, and shear loads. It also discusses anchor rod types, materials, and design for tension and shear loading based on calculations of the steel and concrete breakout strengths according to building codes.
This document provides an overview of different seismic analysis methods for reinforced concrete buildings according to Indian code IS 1893-2002, including linear static, nonlinear static, linear dynamic, and nonlinear dynamic analysis. It describes the basic procedures for each analysis type and provides examples of how to calculate design seismic base shear, distribute seismic forces vertically and horizontally, and determine drift and overturning effects. Case studies are presented comparing the results of static and dynamic analysis for regular and irregular multi-storey buildings modeled in SAP2000.
Book for Beginners, RCC Design by ETABSYousuf Dinar
Advancement of softwares is main cause behind comparatively quick and simple
design while avoiding complexity and time consuming manual procedure. However
mistake or mislead could be happened during designing the structures because of not
knowing the proper procedure depending on the situation. Design book based on
manual or hand design is sometimes time consuming and could not be good aids with
softwares as several steps are shorten during finite element modeling. This book may
work as a general learning hand book which bridges the software and the manual
design properly. The writers of this book used linear static analysis under BNBC and
ACI code to generate a six story residential building which could withstand wind load
of 210 kmph and seismic event of that region. The building is assumed to be designed
in Dhaka, Bangladesh under RAJUK rules to get legality of that concern organization.
For easy and explained understanding the book chapters are oriented in 2 parts. Part A
is concern about modeling and analysis which completed in only one chapter. Part B
is organized with 8 chapters. From chapter 1 to 7 the writers designed the model
building and explained with references how to consider during design so that
creativity of readers could not be threated. Chapter 8 is dedicated for estimation. As a
whole the book will help the readers to experience a building construction related all
facts and how to progress in design. Although the volume I is limited to linear static
analysis, upcoming volume will eventually consider dynamic facts to perform
dynamic analysis. Implemented equations are organized in the appendix section for
easy memorizing.
BNBC and other codes are improving and expending day by day, by covering new
and improved information as civil engineering is a vast field to continue the research.
Before designing something or taking decision judge the contemporary codes and
choose data, equations, factors and coefficient from the updated one.
Book for Beginners series is basic learning book of YDAS outlines. Here only
rectangular grid system modeling and a particular model is shown. Round shape grid
is avoided to keep the study simple. No advanced analysis is described and it is kept
simple for beginners. Only two way slab is elaborated with direct design method,
avoiding other procedures. In case of beam, only flexural and shear designs are made.
T- Beam, L- Beam or other shapes are not shown as rectangular beam was enough for
this study. Bi-axial column and foundation design is not shown. During column and
foundation design only pure axial load is considered. Use of interaction diagram is not
shown in manual design. Load centered isolated and combined footing designs are
shown, avoiding eccentric loading conditions. Pile and pile cap design, Mat
foundation design, strap footing design and sand pile concept are not included in this
This document provides an introduction to machine foundation design, which involves structural dynamics, structural engineering, and geotechnical engineering. It discusses the differences between static and dynamic analysis, and covers fundamental concepts in vibration theory like natural frequency, damping, and resonance that are important for machine foundation design. Harmonic motion is described as the simplest form of vibration induced by machines. Different types of vibrating machines are discussed, including reciprocating machines, rotary machines, and impact machines. Machine foundations must be designed to withstand the vibratory loads from machine operation while preventing excessive vibration that could damage the machine or foundation.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
Pushover is a static-nonlinear analysis method where a structure is subjected to gravity loading and a monotonic displacement-controlled lateral load pattern which continuously increases through elastic and inelastic behavior until an ultimate condition is reached. Lateral load may represent the range of base shear induced by earthquake loading, and its configuration may be proportional to the distribution of mass along building height, mode shapes, or another practical means.
The static pushover analysis is becoming a popular tool for seismic performance evaluation of existing and new structures. The expectation is that the pushover analysis will provide adequate information on seismic demands imposed by the design ground motion on the structural system and its components. The purpose of the paper is to summarize the basic concepts on which the pushover analysis can be based, assess the accuracy of pushover predictions, identify conditions under which the pushover will provide adequate information and, perhaps more importantly, identify cases in which the pushover predictions will be inadequate or even misleading.
This document presents the seismic design project of a 12-story steel frame building in Stockton, California. The objectives are to analyze the building using equivalent lateral force (ELF), modal response spectrum, and modal time history analyses in SAP2000, and to compare the results to FEMA 451 examples. The building is irregular in plan and elevation, posing modeling challenges. The analyses determine member forces and drifts. ELF analysis results in story drifts up to 3.58 inches, within code allowables. Modal and time history analyses will provide more accurate force and deformation estimates for design.
Etabs example-rc building seismic load response-Bhaskar Alapati
This document provides step-by-step instructions for performing a modal response spectra analysis and design of a 10-story reinforced concrete building model in ETABS. It describes opening an existing model, defining response spectrum functions and cases based on IBC2000 parameters, running a modal analysis and response spectral analysis, and reviewing results including mode shapes, member forces, and designing concrete frames and shear walls. The objective is to demonstrate modal response spectra analysis and design of the building model according to IBC2000 seismic code provisions.
ANALYSIS & DESIGN OF G+3 STORIED REINFORCED CONCRETE BUILDING Abhilash Chandra Dey
This document provides an analysis and design summary for a G+3 storied reinforced concrete building project. It outlines the aims, requirements, methodology, codes, and steps used for the structural design. Load combinations are defined according to Indian codes for gravity, seismic, and limit state design. Analysis was performed using STAAD Pro software, including modal analysis and equivalent static analysis. Results such as member forces, reactions, and concrete quantities are presented and compared to hand calculations. The summary provides an overview of the process and outcomes of analyzing and designing the main structural elements of the multi-story building.
The document provides step-by-step instructions for modeling, analyzing, and designing a 10-story reinforced concrete building using ETABS. It defines the material properties, section properties, load cases, and equivalent lateral force parameters. The steps include starting a new model, defining section properties for beams, columns, slabs, and walls, assigning the sections, defining load cases, and specifying the analysis and design procedures.
The document discusses ductility and ductile detailing in reinforced concrete structures. It states that structures should be designed to have lateral strength, deformability, and ductility to resist earthquakes with limited damage and no collapse. Ductility allows structures to develop their full strength through internal force redistribution. Detailing of reinforcement is important to avoid brittle failure and induce ductile behavior by allowing steel to yield in a controlled manner. Shear walls are also discussed as vertical reinforced concrete elements that help structures resist earthquake loads in a ductile manner.
This document provides an overview of the design of compression members (columns) in reinforced concrete structures. It discusses various types of columns based on reinforcement, loading conditions, and slenderness ratio. It describes the classification of columns as short or slender. The document also covers effective length, braced vs unbraced columns, codal provisions for reinforcement, and functions of longitudinal and transverse reinforcement. Key points include types of column reinforcement, minimum reinforcement requirements, cover requirements, and assumptions for the limit state of collapse under compression.
This document discusses the earthquake analysis of a 4-storey reinforced concrete building located in seismic zone IV using both manual calculations and STAAD Pro software. Static and dynamic analysis methods are used to calculate the base shear. For the static analysis, the base shear from manual calculations is 99.93 kN while from STAAD it is 87.88 kN. For the dynamic analysis, the manual base shear is 80.93 kN and from STAAD it is 83.89 kN. The results show that static manual calculations provide a more conservative base shear value compared to the other methods. Recommendations are made to further analyze irregular structures and consider nonlinear behavior.
A presentation about the scope of footfall analysis is shown under SCI P354. In tandem with the theory, a case study example of a very thin slab (i.e. Comflor 60 130mm) is also examined on Robot Structural Analysis 2015 under four (4) different structural arrangements. Through the FE approach, the Resonant Response Factors are presented for each case, providing a good reflection of the solution and the mitigation measured that should be sought for slab vibrations under walking load.
This document discusses shear wall analysis and design. It defines shear walls as structural elements used in buildings to resist lateral forces through cantilever action. The document classifies different types of shear walls and discusses their behavior under seismic loading. It outlines the steps for designing shear walls, including reviewing layout, analyzing structural systems, determining design forces, and detailing reinforcement. The document emphasizes the importance of properly locating shear walls in a building to resist seismic loads and minimize torsional effects.
The document provides a 7 step process for modeling a structure in ETABS according to Eurocodes, including:
1) Specifying material properties for concrete.
2) Adding frame sections for columns and beams.
3) Defining slab and wall properties.
4) Specifying the response spectrum function.
5) Adding load cases.
6) Defining equivalent static analysis and load combinations.
7) Specifying the modal response spectrum analysis.
The document discusses machine foundations used in the oil and gas industry. It begins by introducing the different types of machines, such as centrifugal and reciprocating machines, and how they are classified based on speed. It then discusses the various types of foundations used to support these machines, including block foundations and frame foundations. The document outlines the inputs needed for foundation design, which include project specifications, soil parameters, and machine details from the vendor. It describes the process of analyzing machine foundations, including dynamic and static analyses. Key aspects like natural frequencies, displacements, and strength are evaluated.
seismic analysis of multistoryed building by ETABSvishal maurya
1) The document compares the seismic analysis of a 12-storey building with dimensions 20m x 20m using ETABS software and manual calculations according to IS 1893:2002.
2) Both methods were used to analyze a symmetric building with a fixed support condition. The results from both analyses were then compared.
3) Both analyses produced similar mathematical values for the lateral forces distributed to each floor, with the manual calculation values being slightly higher than the ETABS software values.
Basic concepts in indian standard eq design codesdeua2004
The document provides guidelines for ductile detailing of reinforced concrete structures subjected to seismic forces according to Indian Standard IS 13920. Some key points:
1) Flexural members must have at least two longitudinal bars on the top and bottom throughout the member length. Minimum and maximum steel ratios are specified.
2) Anchorage lengths for beam bars in exterior joints must be development length plus 10 bar diameters beyond the inner face of the column.
3) Lap splices are only allowed in the central half of members and must be designed as tension splices with hoops of spacing ≤150mm over the entire splice length. No more than 50% of bars can be spliced at one section.
The document evaluates guidelines for considering soil-structure interaction (SSI) in Indian seismic codes. It analyzes the seismic response of a 150m tall chimney resting on soils with different shear velocities, representing soft to hard strata. The analysis shows that accounting for SSI increases the structure's period while decreasing the base shear and bending moment. Additionally, the shear modulus of soil, and correspondingly the structural response, is significantly impacted in high seismic zones due to soil strain-dependent properties. The document recommends Indian codes incorporate provisions to adjust shear modulus based on seismic intensity.
This document summarizes a study that evaluates the seismic performance of a 10-story reinforced concrete frame building using pushover analysis and the performance-based seismic design procedures from the first, second, and next generations. The building is modeled in SAP 2000 software and subjected to pushover analysis. Performance levels are evaluated based on deformation and damage criteria from each generation of procedures. The study aims to compare the seismic evaluation and performance level results from the different performance-based seismic design procedures.
Pushover analysis was performed on a 12-story building model designed for seismic zones 3 and 5 in India. The analysis assessed damage at different performance levels from immediate occupancy to collapse. For the zone 3 design, yielding initially occurred in beams and then columns. The structure remained within collapse prevention limits, indicating ductile behavior. Similarly, the zone 5 design remained ductile with initial yielding in beams and columns. The structures designed using linear analysis for both seismic zones were found to perform well under pushover analysis and experience damage within acceptable limits.
1. The document discusses modeling and analyzing a 10-story building with different shear wall configurations to determine the optimal layout. 5 models were considered: without shear walls, with center/side shear walls, and with corner shear walls extending different lengths.
2. Model 3, with corner shear walls extending 3m on each side, performed best with the lowest drift, highest stiffness, and least displacement under seismic and wind loads. Proper shear wall positioning improves a building's earthquake resistance.
3. Static analysis yielded higher drifts than response spectrum analysis for all models. Shear walls significantly influence member forces and building performance during seismic events. Model 3 displayed the best structural behavior overall.
Numerical Prediction of the Effect of Cyclonic Wind Pressures on the Solar Pa...IRJET Journal
This document summarizes a numerical study that used finite element analysis to predict the stress on solar panels from cyclonic winds of varying speeds. The study modeled a standard solar panel with 5 sub-layers and subjected it to drag, lift, and wind impact pressures calculated for 5 cyclone categories. It found the highest stresses occurred at the solar cell layer, especially at the panel edges. Stresses were over 10 times higher at the edges than in the middle due to boundary conditions. The research can help design reinforcements for solar panels in high wind areas.
This document summarizes a dissertation analyzing the seismic performance of an irregular 11-story building with AAC blocks using the response spectrum method in ETABS. The objectives were to analyze and design the building economically according to codes while studying the effects of earthquake and wind loads. The methodology involved defining materials, loads, response spectra, and mass/diaphragm in ETABS to analyze and design the building. Results showed maximum displacements of 25.95mm, story shear of 3.138kN, and overturning moment of 75.980kNm. Reinforcement percentages ranged from 3.76% at the base to 0.8% in upper stories. The study concluded the AAC blocks provided a lighter and more econom
Investigation into the effects of delamination parameters of the layered compoIAEME Publication
The document investigates the effects of delamination parameters on layered composite plates subjected to close proximity blast loads. A finite element analysis is conducted to model various delamination scenarios, including position within the plate thickness, delamination area ratio, and explosive charge weight. The analysis finds that the presence of delamination within composite plates decreases their protective capacity against explosive charges. Graphical results are presented showing the effects of different delamination positions, charge masses, and delamination area ratios on the plate response.
This document summarizes a study on using tuned-mass dampers to reduce the seismic response of base-isolated structures. It finds that while tuned-mass dampers may have little effect initially, they can add damping over time to decrease the response. Choosing the proper damper parameters and matching the damper frequency to the excitation frequency are important. An "accelerated tuned-mass damper" is proposed to reduce the maximum isolator deformation caused by earthquakes.
IRJET- Evaluation of R.C. Multi-Storey Building Response under the Effect of ...IRJET Journal
This document evaluates the response of a 12-story reinforced concrete building with and without considering soil-structure interaction (SSI). The building is modeled in ETABS and its raft foundation is modeled in SAFE. Results show that accounting for SSI (modeling the building on flexible soil springs) increases story drift ratios, displacements, and bending moments compared to fixed-base modeling. SSI has an unfavorable effect and should be considered in seismic design for more accurate response evaluation.
Inelastic seismic performance of low-rise multi-story structure in hilly area...IRJET Journal
This document summarizes a study that examines the inelastic seismic response of low-rise multi-story reinforced concrete buildings located on sloping ground in hilly areas. Two structural models are considered - one with independent columns and another with beam-column joints. The models are subjected to bi-directional ground motions from past earthquakes at different slope angles. Nonlinear time-history analyses are performed to evaluate the performance of structural elements. Tuned liquid dampers are also considered as a means of controlling vibrations. Key findings from previous studies on similar structures are discussed. The goal of the study is to better understand seismic behavior and identify mitigation techniques to improve seismic provisions in design codes.
This document presents an analytical model for calculating the vibration period of reinforced concrete structures accounting for soil-structure interaction effects. The model formulates expressions for calculating the fundamental period based on shear, flexural, and rocking modes of vibration considering both the structure and soil as deformable. Finite element analysis is used to analyze the response of various low, medium, and high-rise frames assuming both fixed and flexible base conditions. Results show that accounting for soil-structure interaction increases the calculated vibration period, with greater effects for softer soil types. The proposed model provides results that correlate well with other established methods for different soil conditions and building heights.
IRJET- Design of Optimum Parameters of Tuned Mass Damper for a G+8 Story Resi...IRJET Journal
This document summarizes a parametric study to optimize tuned mass dampers (TMDs) for vibration control of an 8-story residential building. The building is modeled and analyzed using time history analysis in ETABS software. Natural frequencies and mode shapes are calculated. TMD design steps include calculating floor masses, fundamental natural period, lateral stiffness, and eigen values/vectors. Mass, stiffness and damping ratios are parameters considered to observe TMD effectiveness in reducing structural response. An example illustrates the TMD design procedure. Comparative studies are done for different mass ratios to control the fundamental mode of vibration.
Effect of foundation flexibility on dynamic behaviour of asymmetric building ...eSAT Journals
Abstract In general the seismic design of building frame structures the designers will consider only the results of fixed base condition the effect of flexibility is ignored. In post-earthquake study the framed structure reveals that the interaction of soil and foundation plays an important role in damage of the building frame structures. In this regard a literature survey has been done on frame structures supported on various foundations such as isolated, combined, raft & pile foundations. To examine the literature revels the few investigations were done on asymmetric building frame structure is supported on isolated footing. So in this paper is an attempt to the study of dynamic behavior of asymmetric building frame structure is supported on isolated footings. The modeling and analysis is done by using “finite element method software” SAP2000 VERSION 14, by considering the different soil conditions, (soft, medium, hard) different soil parameters (passion’s ratio, young’s modulus, dynamic shear modulus) different height ratio’s, different span ratio’s & fixed base conditions. The response of the building frame structure is obtained in terms of fundamental natural period, lateral displacement and seismic base shear. Keywords: Soil structure interaction, Fundamental natural period, Base shear, Lateral displacement….
This document discusses the parametric investigation of the effect on base shear of multistoried reinforced concrete frames. It presents the formulation used to estimate base shear values for bare and infilled frames using free vibration analysis in SAP2000 and pseudostatic analysis from Indian code IS 1893. Sample calculations are shown for a four bay, five story frame to determine seismic weight, natural period, and design base shear. Results from the analysis of single bay frames from one to ten stories are presented in a table and figure, showing that base shear generally increases with additional stories but is higher for infilled frames compared to bare frames.
Multistoried buildings should be designed such that they offer sufficient stiffness against
lateral displacement and should have the strength to resist inertial forces imposed by the ground
motion arising from earth quakes. Seismic forces in buildings are greatest at the base of the building.
Hence one of the key factors to be considered in designing seismic resistant buildings is the base
shear. Base shear is an estimate of the maximum expected lateral force that will occur due to seismic
ground motion at the base of a structure. In this manuscript we perform a detailed study of the values
of base shear for bare frame as well as infilled frame multi bay, multistoried structures using Free
Vibration analysis in SAP 2000 as well as pseudostatic analysis presented in I.S. 1893(Part I)-2002
PERFORMANCE BASED ANALYSIS OF RC STRUCTURE WITH AND WITHOUT CONSIDERING SOIL ...IRJET Journal
This document describes a study analyzing the performance of reinforced concrete structures with and without considering soil-structure interaction. The study uses pushover analysis in ETABS to model an 8-story structure in different seismic zones and soil conditions. Soil-structure interaction is modeled using Winkler springs, with varying spring stiffness values calculated for hard, medium, and soft soils. The results will show how soil properties and soil-structure interaction affect the seismic demand on the structure and its component behavior and failure mechanism.
Experimental Calculation of the Damping Ratio In Buildings Hosting Permanent GPS Stations During the Recent Italian Earthquakes by Marco Gatti* in Open Journal of Civil Engineering
This document summarizes the analysis of a 3B+G+40 story reinforced concrete tall building subjected to wind and earthquake loads according to Indian codes. The building was modeled in 3D using STAAD.Pro software. Dynamic analysis using the response spectrum method was conducted to calculate seismic loads according to IS 1893(Part 1):2002, as the building is over 90m tall and located in seismic zone III. Wind loads were calculated using the gust factor method according to IS 875(Part 3):1987. Safety of the structure against drift, shear, accelerations and displacements was checked against code limits.
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.
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.
SEISMIC VULNERABILITY ASSESSMENT OF RESIDENTIAL BUILDINGS IN AGARTALA CITY US...shankar kumar
This document outlines a methodology for conducting a seismic vulnerability assessment of residential buildings in Agartala City, India using the Rapid Visual Screening (RVS) method. The objectives are to assess seismic vulnerability of residential buildings in Agartala City using the RVS method from FEMA 154 (2015) and to predict expected damage grades from future earthquakes. The methodology involves conducting RVS, which involves visually inspecting buildings to identify seismic deficiencies and assigning scores to determine likely damage from earthquakes. The RVS will screen buildings and identify those requiring more detailed analysis.
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.
In May 2024, globally renowned natural diamond crafting company Shree Ramkrishna Exports Pvt. Ltd. (SRK) became the first company in the world to achieve GNFZ’s final net zero certification for existing buildings, for its two two flagship crafting facilities SRK House and SRK Empire. Initially targeting 2030 to reach net zero, SRK joined forces with the Global Network for Zero (GNFZ) to accelerate its target to 2024 — a trailblazing achievement toward emissions elimination.
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.
Unblocking The Main Thread - Solving ANRs and Frozen FramesSinan KOZAK
In the realm of Android development, the main thread is our stage, but too often, it becomes a battleground where performance issues arise, leading to ANRS, frozen frames, and sluggish Uls. As we strive for excellence in user experience, understanding and optimizing the main thread becomes essential to prevent these common perforrmance bottlenecks. We have strategies and best practices for keeping the main thread uncluttered. We'll examine the root causes of performance issues and techniques for monitoring and improving main thread health as wel as app performance. In this talk, participants will walk away with practical knowledge on enhancing app performance by mastering the main thread. We'll share proven approaches to eliminate real-life ANRS and frozen frames to build apps that deliver butter smooth experience.
Development of Chatbot Using AI/ML Technologiesmaisnampibarel
The rapid advancements in artificial intelligence and natural language processing have significantly transformed human-computer interactions. This thesis presents the design, development, and evaluation of an intelligent chatbot capable of engaging in natural and meaningful conversations with users. The chatbot leverages state-of-the-art deep learning techniques, including transformer-based architectures, to understand and generate human-like responses.
Key contributions of this research include the implementation of a context- aware conversational model that can maintain coherent dialogue over extended interactions. The chatbot's performance is evaluated through both automated metrics and user studies, demonstrating its effectiveness in various applications such as customer service, mental health support, and educational assistance. Additionally, ethical considerations and potential biases in chatbot responses are examined to ensure the responsible deployment of this technology.
The findings of this thesis highlight the potential of intelligent chatbots to enhance user experience and provide valuable insights for future developments in conversational AI.
Conservation of Taksar through Economic RegenerationPriyankaKarn3
This was our 9th Sem Design Studio Project, introduced as Conservation of Taksar Bazar, Bhojpur, an ancient city famous for Taksar- Making Coins. Taksar Bazaar has a civilization of Newars shifted from Patan, with huge socio-economic and cultural significance having a settlement of about 300 years. But in the present scenario, Taksar Bazar has lost its charm and importance, due to various reasons like, migration, unemployment, shift of economic activities to Bhojpur and many more. The scenario was so pityful that when we went to make inventories, take survey and study the site, the people and the context, we barely found any youth of our age! Many houses were vacant, the earthquake devasted and ruined heritages.
Conservation of those heritages, ancient marvels,a nd history was in dire need, so we proposed the Conservation of Taksar through economic regeneration because the lack of economy was the main reason for the people to leave the settlement and the reason for the overall declination.
Understanding Cybersecurity Breaches: Causes, Consequences, and PreventionBert Blevins
Cybersecurity breaches are a growing threat in today’s interconnected digital landscape, affecting individuals, businesses, and governments alike. These breaches compromise sensitive information and erode trust in online services and systems. Understanding the causes, consequences, and prevention strategies of cybersecurity breaches is crucial to protect against these pervasive risks.
Cybersecurity breaches refer to unauthorized access, manipulation, or destruction of digital information or systems. They can occur through various means such as malware, phishing attacks, insider threats, and vulnerabilities in software or hardware. Once a breach happens, cybercriminals can exploit the compromised data for financial gain, espionage, or sabotage. Causes of breaches include software and hardware vulnerabilities, phishing attacks, insider threats, weak passwords, and a lack of security awareness.
The consequences of cybersecurity breaches are severe. Financial loss is a significant impact, as organizations face theft of funds, legal fees, and repair costs. Breaches also damage reputations, leading to a loss of trust among customers, partners, and stakeholders. Regulatory penalties are another consequence, with hefty fines imposed for non-compliance with data protection regulations. Intellectual property theft undermines innovation and competitiveness, while disruptions of critical services like healthcare and utilities impact public safety and well-being.
20CDE09- INFORMATION DESIGN
UNIT I INCEPTION OF INFORMATION DESIGN
Introduction and Definition
History of Information Design
Need of Information Design
Types of Information Design
Identifying audience
Defining the audience and their needs
Inclusivity and Visual impairment
Case study.
A vernier caliper is a precision instrument used to measure dimensions with high accuracy. It can measure internal and external dimensions, as well as depths.
Here is a detailed description of its parts and how to use it.
OCS Training Institute is pleased to co-operate with
a Global provider of Rig Inspection/Audits,
Commission-ing, Compliance & Acceptance as well as
& Engineering for Offshore Drilling Rigs, to deliver
Drilling Rig Inspec-tion Workshops (RIW) which
teaches the inspection & maintenance procedures
required to ensure equipment integrity. Candidates
learn to implement the relevant standards &
understand industry requirements so that they can
verify the condition of a rig’s equipment & improve
safety, thus reducing the number of accidents and
protecting the asset.
9. 7
IS 1893 (Part 4) : 2015
analysis unless a more definite value is
available for use in such condition (see IS 456,
IS 800 and IS 1343).
6.3 Increase in Permissible Stresses
6.3.1 Increase in Permissible Stresses in Materials
When earthquake forces are considered along with
other normal design forces, the permissible stresses in
material, in the working stress method of design, may
be increased by one-third. However, for steels having
a definite yield stress, the stress shall be limited to the
yield stress, for steels without a definite yield point,
the stress shall be limited to 80 percent of the ultimate
strength or 0.2 percent proof stress, whichever is
smaller; and that in pre-stressed concrete members, the
tensile stress in the extreme fibers of the concrete may
be permitted so as not to exceed two-thirds of the
modulus of rupture of concrete.
6.3.2 Increase in Allowable Pressures in Soils
When earthquake forces are included, the allowable
bearing pressure in soils shall be increased as per
Table 1, depending upon type of foundation of the
structure and the type of soil.
In soil deposits consisting of submerged loose sands
and soils falling under classification SP with standard
penetration N values less than 15 in seismic zones III,
IV, V and less than 10 in seismic zone II, the vibration
caused by earthquake may cause liquefaction or
excessive total and differential settlements. For specific
sites, study should be conducted to determine its
liquefaction potential on need basis. Specialist
literature may be referred for liquefaction potential.
Such sites should preferably be avoided while locating
new settlements or important projects. Otherwise, this
aspect of the problem needs to be investigated and
appropriate methods of compaction or stabilization
adopted to achieve suitable N values as indicated in
Note 3 of Table 1. Alternatively, deep pile foundation
may be provided and taken to depths well into the layer,
which is not likely to liquefy. Marine clays and other
sensitive clays arealso known to liquefydue to collapse
of soil structure and will need special treatment
according to site condition.
Specialist literature may be referred for liquefaction
potential, pile lateral and tensile resistance.
7 DESIGN SPECTRUM
7.1 For all-important projects, and all industries
dealing with highly hazardous/toxic chemicals,
evaluation of site-specific spectra for DBE and MCE
is recommended. Such DBE site-specific spectra shall
be considered as design spectra.
NOTE — Standard specific design spectra as per 7.3.2, is
to be taken as minimum for strength design of structures
only. However, for structures with interconnected equipment
at one or more levels, where displacement is a governing
parameter, use of site specific spectra shall be the governing
criteria.
7.2 For all other projects, where site-specific studies
are not carried out, the standard (this code) specific
spectra multiplied with zone factor as per 7.3.2 shall
be considered as design spectra.
NOTES
1 Zone factors are given in Annex A.
2 Standard specific spectra is given in Annex B.
7.3 Design Horizontal Seismic Coefficient
The horizontal seismic coefficient Ah shall be obtained
using the period T, described as under.
7.3.1 When using site specific spectra for DBE, the
seismic coefficient shall be calculated from the
expression:
Ah
= a
S I
g R
where a
S
g
= spectral acceleration coefficient
corresponding to time period T of the structure.
[For evaluation of Time Period ‘T’ of the structure
(see 9.3, 14.1 and 14.2) as applicable].
7.3.2 When using standard specific spectra for DBE,
the seismic co-efficient shall be calculated as under:
Ah
=
2
a
Z S I
g R
where
Z = Zone factor corresponding to each zone is
as given in Table 13 (Zone factors for some
important townsare also listed in Annex D).
Sa/g = Spectral acceleration coefficient value for
rock and soil sites corresponding to period
of structure T as shown in Fig. 1. These
values are for 5 percent damping normalized
to zero period acceleration equal to unity
(ZPA =1).Values for other damping are
obtained by multiplying factors as given in
Table 14 (see Annex A).
I = Importance factors (see Table 3 and Table 9).
R = Response reduction factors (see Table 4
and 10).
NOTE — Ratio (I/R) shall in no case be more than 1.0.
T = Time period of the structure (see 9.3 and
14).
12. 10
IS 1893 (Part 4) : 2015
In the limit state design of reinforced and pre-stressed
concrete structures, the following load combinations
shall be accounted for:
a) 1.5 (DL + SIDL + IL)
b) 1.2 (DL + SIDL + IL ± EL)
c) 1.5 (DL + SIDL ± EL)
d) 1.5 (0.6 DL ± EL)
NOTE — Imposed load (IL) in load combination shall not
include erection load and crane payload.
8.3.2.1 In case of industrial structures, the plan wise
distribution of massandstiffnessof the structural system
may or may not be symmetrical about two lateral
directions that is, X and Y directions (Z axis being
vertical). When responses from the three earthquake
components are to be considered, the response due to
each component may be combined as under.
8.3.2.1.1 Where the plan wise distribution of mass and
stiffness of thestructural system isnotsymmetrical about
two lateral (X and Y) directions, the response due to
each component may be combined using the assumption
that when the maximum response from one component
occurs, the responses from the other two components
are 30 percent of the corresponding maximum.
All possible combinations of the three components
(ELx, ELy, ELz) including variations in sign (plus or
minus) shall be considered. Thus, the response due to
earthquake force (EL) is the maximum of the following
cases:
EL =
0.3 0.3
0.3 0.3
0.3 0.3
x y z
y x z
z x y
EL EL EL
EL EL EL
EL EL EL
As an alternative to the procedure in 8.3.2.1, the
response (EL) due to the combined effect of the three
components can be obtained on the basis of square
root of the sum of the squares (SRSS), that is
EL =
2 2
2
x y z
EL EL EL
8.3.2.1.2 Where the plan wise distribution of mass and
stiffness of the structural system is symmetrical about
two lateral directions that is X and Y directions, the
structure shall be designed for the effects due to full
design earthquake load in one horizontal direction at a
time.
Thus, the response due to earthquake force (EL) is the
maximum of the following cases:
EL =
0.3
0.3
0.3 or 0.3
x z
y z
z x y
EL EL
EL EL
EL EL EL
NOTE — The combination procedures of 8.3.2.1.1 and 8.3.2.1.2
apply to the same response quantity (say, moment in a column
about its major axis, or storey shear in a frame) due to different
components of the ground motion. These combinations are to
be made at the member force/stress levels.
8.4 Seismic Weight
8.4.1 Seismic Weight of Floor
Seismic weight of each floor is its full Dead Load (DL)
+ Superimposed Dead Load (SIDL) + appropriate
amount of Imposed Load (IL). Weight of piping, cable
trays, any other such utility that runs across the floors
shall be included in the seismic weight of upper and
lower floors using law of statics.
8.4.2 Seismic Weight of Structure
Seismic weight of structure is sum of seismic weight
of each floor.
8.5 Importance Factor ( )
It is relative importance assigned to a structure to take
into account consequences of its damage. Importance
factors for structures in different categories are given
in Table 3. Higher importance factor may however be
assigned to different structures at the discretion of the
project authorities.
Table 3 Importance Factor for Various
Categories of Industrial structures
(Clause 8.5)
Sl
No.
Categories of Structures
(see 8.1)
Importance Factor1)
(1) (2) (3)
i) Category 1 2.00
ii) Category 2 1.50
iii) Category 3 1.25
iv) Category 4 1.00
1)
Whenever structures are analyzed for site specific spectra
corresponding to MCE, importance factor shall be considered
as unity for all structures.
8.5.1 Categorization of individual structure and
components applicable to all typical industries are
given in Table 6.
8.6 Response Reduction factor ( )
Response reduction factor, R takes into account the
margins of safety, over strength redundancy and
ductility of the structure. For industrial structures,
response reduction factor is given in Table 4. These
factors shall be used only for steel and RCC structures/
support structures and not for design of equipment.
For equipment (I/R) = 1 is recommended.
9 MATHEMATICAL MODELLING
9.1 Modelling Requirements
The mathematical model of the physical structure/
13. 11
IS 1893 (Part 4) : 2015
and stiffness of the structures as well as mass of
equipment, cable trays and piping system along with
associated accessories. Fifty percent (50 percent) of
the imposed load shall also be included as suitably
distributed mass on the structure.
9.1.1 Soil-Structure Interaction
The soil-structure interaction refers to the effects of
the supporting foundation medium on the motion of
structure. The soil-structure interaction may not be
considered in the seismic analysis for structures
supported on rock or hard soil or rock-like material
(N > 50, Vs = 760 m/s).
9.2 Interaction Effects between Structure and
Equipment
Interaction effects between structure (primary system)
and equipment (secondary system), for Categories 2,
3 and 4 structures, shall be considered as per 9.2.1 and
for Category 1 structures as per 9.2.2.
9.2.1 For Category 2, 3 and 4 structures, interaction
effects between structure and equipment shall be
considered as under:
For the purpose of this clause, the following notations
shall be used:
MS = total mass of the primary system (structural
system) on which the secondary system is
supported,
MR = total mass of all the equipment that are
rigidly mounted at different locations in the
structure, and
MF = total mass of all the equipment that are
flexible mounted (on isolators) at different
locations in the structure.
9.2.1.1 Wherever equipment are rigidly fastened to the
floor, the equipment mass(MR) shall betaken as lumped
mass at appropriate locations. No interaction between
the structures and equipment shall be considered.
9.2.1.2 For flexible mounted equipment, if
F
s R
M
M M
< 0.25 no interaction between the structures
and equipment shall be considered. In such a case MF
should be considered as lumped mass at appropriate
locations (decoupled analysis).
9.2.1.3 If F
s R
M
M M
0.25 interaction between the
isolators (Flexible mount for support of equipment)
and the structure shall be considered by suitably
modeling the isolators support system while
considering the equipment as lumped mass (coupled
analysis).
Table 4 Response Reduction Factor1)
, for
Industrial Structures
(Clause 8.6)
Sl
No.
(1)
Lateral Load Resisting System
(2)
R
(3)
i) Building frame systems:
a) Ordinary RC moment - Resisting frame
(OMRF)2)
3.0
b) Special RC moment - Resisting frame
(SMRF)3)
5.0
c) Steel frame :
1) with concentric braces
2) with eccentric braces
4.0
5.0
3) Special moment resisting frame designed
as per IS 800 without ductile detailing
4) Steel special concentric braced frame
designed as per IS 800 (limit state
design)
3.0
4.5
ii) Building with shear walls4)
:
a) Load bearing masonry wall buildings5)
:
1) Un-reinforced
2) Reinforced with horizontal RC bands
3) Reinforced with horizontal RC bands
and vertical bars at corners of rooms
and jambs of openings
1.5
2.5
3.0
b) Ordinary reinforced concrete shear walls6)
3.0
c) Ductile shear walls7)
4.0
iii) Buildings with dual systems 8)
:
a) Ordinary shear wall with OMRF 3.0
b) Ordinary shear wall with SMRF 4.0
c) Ductile shear wall with OMRF 4.5
d) Ductile shear wall with SMRF 5.0
1)
The values of response reduction factors are to be used for
structures with lateral load resisting elements, and not just for
the lateral load resisting elements built in isolation.
2)
OMRF are those designed and detailed as per IS 456 or IS 800
(see 4.15.1).
3)
SMRF has been defined in 4.15.2.
4)
Buildings with shear walls also include buildings having shear
walls and frames, but where:
a) frames are not designed to carry lateral loads, or
b) frames are designed to carry lateral loads but do not
fulfill the requirements of ‘Dual-System’.
5)
Reinforcement should be as per IS 4326.
6)
Prohibited in Zones IV and V.
7)
Ductile shear walls are those designed and detailed as per IS
13920.
8)
Buildings with dual systems consist of shear walls (or braced
frames) and moment resisting frames such that,
a) the two systems are designed to resist the total design
force in proportion to their lateral stiffness considering
the interaction of the dual system at all floor levels;
and
b) the moment resisting frames are designed to
independently resist at least 25 percent of the design
seismic base shear.
equipment shall include all elements of the lateral
force-resisting system. The model shall also include
the stiffness and strength of elements, which are
significant to the distribution of forces. The model shall
properly represent the spatial distribution of the mass
15. 13
IS 1893 (Part 4) : 2015
10.1.2 Response Spectrum Analysis Method
Response spectrum analysis shall be performed using
the design spectrum.
10.1.3 Sufficiently large number of modes shall be used
for both time history as well as response spectrum
analysis to include the influence of at least 90 percent
of the total seismic mass. The modal seismic mass shall
be calculated as per the provisions of 10.1.4.
10.1.4 Modal Mass
The modal mass Mk in mode ‘k’ is given as:
Mk
=
2
i ik
1
2
i ik
1
n
i
n
i
W
g W
where
g = acceleration due to gravity,
ik = mode shape coefficient at floor i, in mode k,
Wi = seismic weight of floor i of the structure,
and
n = number of floors of the structure.
10.1.5 Modal Combination
The peak response quantities should be combined as
per ‘complete quadratic combination’ (CQC) method
as follows:
=
r r
i ij j
i 1 j 1
where
= peak response quantity;
i = response quantity, in mode i (including
sign);
j = response quantity, in mode j (including
sign);
ij = cross-modal correlation co-efficient;
2 1.5
ij 2
2 2 2
8 (1 )
1 4 1
r = number of modes being considered;
= modal damping coefficient as specified in
9.4;
= frequency ratio = j
i
j = circular frequency, in jth
mode; and
i = circular frequency, in ith
mode.
Alternatively, the peak response quantities may be
combined as follows:
a) If the structure does not have closely-spaced
modes, then the peak response quantity ( )
due to all modes considered shall be obtained
as:
r
2
k
k 1
where
k = absolute value of response quantity, in mode
k; and
r = number of modes being considered
b) If the structure has a few closely-spaced
modes (see 3.1), then the peak response
quantity *
due to these modes shall be
obtained as :
*
c
c
where
c = absolute value of quantity, in closely spaced
mode c (The summation is for the closely
spaced modes only). This peak response
quantity due to the closely spaced modes
( *) is then combined with those of the
remaining well-separated modes by the
method described in 10.1.5 (a).
10.2 Simplified Analysis
Simplified analysis shall be carried out by applying
equivalent static seismic forces along each of the three
principal directions one at a time. The horizontal
seismic coefficient Ah shall be determined in
accordance with 7.3.1 for site specific DBE spectra or
7.3.2 for standard specific spectra as the case may be
using time period T as per 9.3.2.
a) For site specific spectra for DBE,
a
h
S I
A
g R
b) For standard specific spectra, a
h
2
Z S I
A
g R
Vertical acceleration values shall be taken as 2/3 of
horizontal acceleration values.
The seismic force at each node in each of the three
directions shall be equal the product of its mass and
corresponding seismic coefficient.
10.3 – Effect
Structures in all categories and in all zones shall be
analysed to take into account the influence of P –
effect.
16. 14
IS 1893 (Part 4) : 2015
10.4 Torsion
The effect of accidental eccentricity shall be
considered only for structures of category 4 in all
seismic zones.
This effect shall be considered for with rigid floors/
diaphragms. This shall be applied as an additional
torsional moment equal to product of the seismic force
at floor level and 5 percent of the structure dimension
perpendicular to the earthquake direction at the centre
of mass of the floor.
10.4.1 The design eccentricity edi, to be used at floor i,
shall be taken as:
si i
di
si i
( ) 1.5 0.05
( ) 0.05
a e b
e
b e b ;
Analysis is to be done for both the cases and at the
member force level, whichever gives more severe effect
is to be considered.
esi = static eccentricity at floor i, defined as the
distance between center of mass and center
of rigidity
bi = floor plan dimension of floor i perpendicular
to direction of force
The factor 1.5 represents dynamic amplification factor,
while the factor 0.05 represents the extent of accidental
eccentricity.
NOTES
1 For the purpose of this clause, all steel or aluminium flooring
system may be considered as flexible unless properly designed
floor bracings have been provided.
2 RCC flooring systems in steel structures shall be
considered flexible unless properly designed floor bracings
are provided.
3 Reinforced concrete flooring system at a level shall be
considered rigid only, if the total area of all the cut-outs at that
level is less than 25 percent of its plan floor area.
11 DEFORMATIONS
11.1 Drift Limitations
The storey drift in any storey due to the minimum
specified design lateral force, with partial load factor
of 1.0, shall not exceed 0.004 times the storey height.
There shall be no drift limit for single storey
structure which has been designed to accommodate
storey drift.
11.2 Separation Between Adjacent Units
Two adjacent buildings, or adjacent units of the same
structure with separation joint in between shall be
separated by a distance equal to the amount R
(Reduction factor) times the absolute sum of the
maximum calculated storey displacements as per 11.1
of each of them, to avoid damaging contact when the
two units deflect towards each other. When floor levels
of two adjacent units or structures are at the same
elevation levels, separation distance shall be R/2 times
the absolute sum of the maximum calculated storey
displacements +25 mm.
12 MISCELLANEOUS
12.1 Foundations
The stability of foundations vulnerable to significant
differential settlement and or overturning due to ground
shaking shall be checked for structures in Seismic
Zones III, IV and V. In Seismic Zones IV and V,
individual spread footings or pile caps shall be
interconnected with ties (see 5.3.4.1 of IS 4326) except
when individual spread footings are directly supported
on rock. All ties shall be capable of carrying, in tension
and in compression, an axial force equal to Ah/4 times
the larger of the column or pile cap load, in addition to
the otherwise computed forces. Here, Ah is design
horizontal acceleration coefficient evaluated as per 10.1
or 10.2.
12.2 Cantilever Projections
12.2.1 Vertical Projections
Towers, tanks, parapets and other vertical cantilever
projections attached to structures and projecting above
the roof, shall be designed for five times the design
horizontal acceleration spectrum value specified
in 7.3.1 and 7.3.2.
12.2.2 Horizontal Projections
All horizontal projections like cornices and balconies
shall be designed for five times the design vertical
acceleration spectrum value specified in 7.4.
12.2.3 The increased design forces specified in 12.2.1
and 12.2.2 are only for designing the projecting parts
and their connections with the main structures. For the
design of the main structure, such increase shall not
be considered.
18. 16
IS 1893 (Part 4) : 2015
Table 6 — (Concluded)
Sl No. Structures/Equipment Category
(1) (2) (3)
58) Piping 3
59) Process gas compressor 2
60) Pump house (Water and effluents, etc) 3
61) Road/Rail loading gantry handling non-inflammable, 3
non-hazardous material
62) Road/Rail loading gantry handling LPG, hydrocarbon 2
63) Switch-gear building/Substations 3
64) Switchyard structures 3
65) Technological structures in RCC/steel or both 2
66) Transformers and radiator bank 3
67) Wagon tippler 4
68) Water Intake structure 3
69) Water treatment plant 3
70) Water/Effluent Storage tank (dome/cone roof) 3
iii) Storage and handling
(Raw material, Intermediate Product, Final Product,
Bulk Storage of Chemicals):
1) Bagging and palletizing 3
2) Catalyst storage building 2
3) Chemical house 3
4) Cryogenic bulk storage tank (double walled) with 1
refrigerated liquefied gases (e.g. ethylene, LNG,
NH3
etc.)
5) Hazardous chemical house 1
6) Hydrocarbon storage tanks (Cone/ Floating roof) 2
7) Hydrocarbon storage tanks (Dome roof) 2
8) Hydrogen bullet 1
9) LPG storage shed 1
10) Mounded LPG bullet 1
11) Pipe rack 2
12) Process water storage tank 3
13) Product storage sheds/building 3
14) Road/Rail loading gantry handling non- 3
inflammable, non hazardous material
15) Road/Rail loading gantry handling LPG, hydrocarbon 2
16) Sphere/bullets storing hydrocarbon/with liquefied 1
gases
iv) Infrastructure
(Administrative Block, Laboratory Building, Service
Buildings, Road Crossings, etc)
1) Administration building 4
2) Bridges over rivers/canal/drain 2
3) Canteen building 4
4) Communication building/repeater station/ 2
telephone exchange
5) Gate and gate house 4
6) Hospital 2
7) Laboratory building, MCC Room 3
8) Maintenance stores 4
9) Maintenance Workshop 4
10) Medical center/First aid center 2
11) Other non-plant buildings and utility structures 4
12) Service building 4
13) Warehouse 4
NOTES
1 Equipment containing LPG, compressed gas of explosive
nature or any other content whose failure/leakage can lead
directly or indirectly to extensive loss of life/property to
population at large in the areas adjacent to the plant complex.
2 Equipment containing gases of explosive nature or any other
content whose failure/leakage can lead directly or indirectly
to serious fire hazards/extensive damage within the plant
complex. Structures, which are required to handle emergencies
immediately after an earthquake, are also included here.
3 The above recommended category will be applicable to:
Design of equipment (listed above), its supporting structure
and foundation.
4 Forthe structures/equipment not included herein, the category
shall be selected by the designer considering the classification
defined in 8.1
SECTION 2 STACK - LIKE STRUCTURES
13 DESIGN CRITERIA
Stack like structures are those in which the mass and
stiffness is more or less uniformly distributed along
the height. Cantilever structures like reinforced or pre-
stressed cement concrete electric poles; reinforced
concrete brick and steel chimneys (including multi-
flue chimneys), ventilation stacks and refinery vessels
are examples of such structures. Guyed structures are
not covered here.
14 TIME PERIOD OF VIBRATION
Time period of vibration, T of such structures when
fixed at base, shall be calculated using either of the
following two formulae given (see 14.1 and 14.2). The
formulae given at 14.1, is more accurate. Only one of
these two formulae should be used for design. Time
period of structure, if available, through vibration
measurement on similar structure and foundation soil
condition can also be adopted.
14.1 The fundamental time period for stack like
structures, ‘T’ is given by:
t
T
s
W .h
T C
E .A.g
where
CT = coefficient depending upon the slenderness
ratio of the structure given in Table 7,
Wt = total weight of the structure including weight
of lining and contents above the base,
h = height of structure above the base,
Es = modulus of elasticity of material of the
structural shell,
A = area of cross-section at the base of the
structural shell,
For circular sections, A = 2 rt, where r is
the mean radius of structural shell and t is
thickness, and
g = acceleration due to gravity.
NOTE — This formula is only applicable to stack-like structure
in which the mass and stiffness are more or less uniformly
distributed along the height.
14.2 The fundamental time period, T of a stack like
structure can be determined by Rayleigh’s
approximation for fundamental mode of vibration as
follows :
19. 17
IS 1893 (Part 4) : 2015
2
g
T
.
i i
i 1
2
i i
i 1
s
s
W
W
where
Wi = weight lumped at ith
location with the
weights applied simultaneously with the
force applied horizontally,
i = lateral static deflection under its own lumped
weight at ith
location (chimney weight
lumped at 10 or more locations),
n = Number of locations of lumped weight, and
g = Acceleration due to gravity.
NOTES
1 Any elastic analysis procedure like moment area theorem or
matrix method may be used for determining the lateral static
deflection d value.
2 For determining the time period of vibration of structures
resting on frames or skirts like bins, silos, hyperbolic cooling
towers, refinery columns, only the formula given at 14.2 should
be used. Approximate methods may be adopted to estimate
the lateral stiffness of the frame or skirt in order to determine
the lateral static deflection. Dynamic response spectrum modal
analysis will be necessary in such cases.
Table 7 Values of T and v
(Clauses 14.1 and 17.1)
Sl
No.
= / e Coefficient C Coefficient
(1) (2) (3) (4)
i) 5 14.4 1.02
ii) 10 21.2 1.12
iii) 15 29.6 1.19
iv) 20 38.4 1.25
v) 25 47.2 1.30
vi) 30 56.0 1.35
vii) 35 65.0 1.39
viii) 40 73.8 1.43
ix) 45 82.8 1.47
x) 50 or more 1.8 k 1.50
NOTES
1 k = slenderness ratio, and
2 re= radius of gyration of the structural shell at the base section
15 DAMPING
The damping factor to be used in determining Sa/g
depends upon the material and type of construction of
the structure and the strain level. The following
damping factors are recommended as guidance for
different materials for fixed base condition and are
given in the Table 8.
16 HORIZONTAL SEISMIC FORCE
Using the period T, as indicated in 14, the horizontal
seismic coefficient Ah shall be obtained from the
spectrum given in Fig. 1.
The equivalent static lateral loads shall be determined
from design acceleration spectrum value Ah, calculated
from the following equation (for site specific spectra
(see 7.3.1) or standard specific spectra (see 7.3.2), as
the case may be using time period T from 14.1 or 14.2.
For site specific spectra : a
h
g
S I
A
R
For standard specific spectra : a
h
2 g
Z S I
A
R
The horizontal earthquake force shall be assumed to
act alone in one lateral direction at a time.
The effects due to vertical component of earthquakes
are generally small and can be ignored. The vertical
seismic coefficient where applicable may be taken as
2/3 of horizontal seismic coefficient, unless evidence
of factor larger than above is available.
The effect of earthquake and maximum wind on the
structure shall not be considered simultaneously.
Table 9 Importance Factor ( ) Applicable to
Stack Like Structures
(Clauses 7.3.2 and 16)
Sl
No.
Type of Structure Category Importance
Factor
I
(1) (2) (3) (4)
i) Reinforced concrete ventilation
stacks
2 1.5
ii) Reinforced concrete chimneys 2 1.5
iii) Reinforced brick masonry chimney
for industry
2 1.5
iv) Un-reinforced brick masonry
chimney for industry
4 1.0
v) Reinforced concrete T.V. towers 2 1.5
vi) Electric/traffic light poles 4 1.0
vii) Steel stack 2 1.5
viii) Silos 2 1.5
NOTE — The values of importance factor, (I) given in this
table are for guidance. The designer may choose suitable values
depending on the importance based on economy, strategy and
other considerations.
Table 8 Material Damping Factors for Design
Basis Earthquake
(Clause 15)
Sl No. Material For Design
Earthquake
(1) (2) (3)
i) Steel 0.05
ii) Reinforced concrete 0.05
iii) Brick masonry and plain concrete 0.07
21. 19
IS 1893 (Part 4) : 2015
Table 12 Values of m and v
(Clauses 17.1)
Sl
No.
Soil Foundation Condition m v
(1) (2) (3) (4)
i) Fixed base or raft on hard soil
(based on N values)
1 2 4
0 4 0 6
/
x x
. .
h h
1/2 4
1.1 0.75 0.9
x x x
h h h
but 1
ii) Raft on soil
(based on N values)
1/ 2 4
0.6 0.4
x x
h h
1/2 4
1.1 0.75 0.65
x x x
h h h
iii) Pile foundation 1/2 4
0.5 0.5
x x
h h
1/2 4
0.66 0.20 0.54
x x x
h h h
Table 13 Foundation Soil and Foundation Pile Group Stiffness
(Clauses 7.3.2 and 17.1)
Sl No. Type of Foundation Stiffness
(1) (2) (3)
i) Circular raft foundation on soil:
1) Horizontal soil stiffness Kh = 32 (1 – ) Gr0/(7 – 8 )
2) Rocking soil stiffness (full circular raft) K = 8 Gr0
3
/3(1 – )
ii) Annular raft :
1) Friction pile foundation (under reamed piles not covered)
2) Translational stiffness of piles at the base of pile cap Kh = nEpIm/1.2T1
3
+ hd2
/2 and T1 = (EpIm/ h)1/5
where
G = shear modulus of foundation soil = Vs
2 ,
Vs = shear wave velocity of the medium,
= soil density
r0 = radius of circular raft foundation,
= poisson’s ratio of soil,
n = number of piles,
Ep = modulus of elasticity of pile material,
Im = moment of inertia of pile section,
T1 = characteristic length of pile,
d = thickness of pile cap or raft, and
h = modulus of sub-grade reaction of soil in horizontal direction.
NOTES
1 For rectangular foundation effective radius 0
r ab may be taken, where a and b are the dimension of the rectangular foundation.
2 For N values > 50, fixed base condition may be assumed.
3 Classification of soil shall be as per IS 1893 (Part 1).
4 When soil structure interaction effects are to be considered; shear wave velocities are to be determined by suitable methods.
shell), lining mass and foundation modeling (that is
foundation stiffness, soil deformations). The number
of elements should be such as to capture the variation
of stiffness and mass of the system. A minimum of ten
beam elements should in general be sufficient. For axi-
symmetric structures axi-symmetric finite elements
shall be used.
In case of chimneys, no stiffness is considered to be
provided by the lining, however, the mass of lining
above any corbel is assumed to be lumped at the corbel
level.
NOTE — Minimum number of elements should be adequate
to ensure that the model represent the frequencies up to 33 Hz.
18 SPECIAL DESIGN CONSIDERATIONS FOR
REINFORCED CONCRETE STACKS
18.1 The total vertical reinforcement shall not be less
than 0.25 percent of the concrete area. When two layers
of reinforcement are required, the outside vertical
reinforcement shall not be less than 50 percent of the
reinforcement.
18.2 The total circumferential reinforcement shall not
24. 22
IS 1893 (Part 4) : 2015
C-0 For Category 1 structures, decoupling criteria as
given below shall be used for the interaction effects
between primary system (structure) and secondary
system (equipment).
C-1 For the purpose of this clause, the following
notations shall be used.
T
j b
T
j j
j
M U
M = Participation factor for jth
mode
where
M = mass matrix of the structural system.
j = jth
normalized mode shape.
j
T
M j = 1
Ub = Influence vector (displacement vector) of the
structural system when the base is displaced
by unity in the direction of earthquake
motion.
C-2 All combinations of the dominant secondary
system modes and the dominant primary system modes
must be considered and the most restrictive
combination shall be used.
C-3 Coupledanalysisof primarystructureandsecondary
systemshall beperformedwhentheeffectsofinteraction
are significant based on sections C-9 and C-10.
C-4 Coupling is not required, if the total mass of the
equipment or secondary system is 1 percent or less of
the mass of the supporting primary structure. However,
the requirementsof section C-10 regarding the multiple
supports should be considered.
C-5 In applying sections C-9 and C-10, one sub-
system at a time may be considered, unless the
subsystems are identical and located together, in which
case the subsystem masses shall be lumped together.
C-6 When coupling is required, a detailed model of
the equipment or secondary system is not required,
provided that the simple model adequately represents
the major effects of interaction between the two parts.
When a simple model is used, the secondary system
shall be re-analyzed in appropriate detail using the
ANNEX C
(Clause 9.2.2)
output motions from the first analysis as input at the
points of connectivity.
C-7 For applying the criteria of this section to have a
modal mass greater than 20 percent of the total system
mass, the total system mass is defined by:
2
j
1
m
j
M
C-8 When detailed analysis is to be carried out for
structures with equipment attached at a single point,
the coupling criteria shown in Fig. 2 shall be used.
The mass ratio in Fig. 2 is the modal mass ratio
computed as per section C-9 and the frequency ratio is
the ratio of uncoupled modal frequencies of the
secondary and primary systems.
C-9 For a secondary system dominant mode and the
primary system mode i, the modal mass ratio can be
estimated by:
s
ri
pi
M
m
M
where
2
pi
ci
1
M
ci = mode vector value from the primary
system’s modal displacement at the location
where the secondary system is connected,
from the ith
normalized modal vector, ( ci),
ci
T
Mp ci = 1
Mp = mass matrix of the primary system; and
Ms = total mass of the secondary system.
C-10 Multi-support secondary system shall be
reviewed for the possibility of interaction of structure
and equipment stiffness between the support points,
and for the effect of equipment mass distribution
between support points. When these effects can
significantly influence thestructure response, reference
shall be made to specialized literature.