In this project, a progressive collapse assessment was carried out for a typical ten-story reinforced concrete framed structure, with and
without a masonry infill wall, designed according to codes for minimum design loads for buildings and other structures.
Three different types of analysis were carried out namely linear static analysis, nonlinear static analysis and nonlinear dynamic analysis
using SAP2000.
It was found for the studied case that, the infilled masonry walls have a valuable contribution in mitigating progressive collapse of the
reinforced concrete framed structures.
Influence line diagram for model arch bridgekunalsahu9883
It mainly deals with the graphical representation of the influence line daigram of the reaction forces, Bending moment and displacement. The material and section properties are used as mention in design and modeling of the bridge. The modeling and analysis was of the “Lupu bridge” in the MIDAS Civil2014 software. This presentation provides a critical analysis of The Lupu Bridge in Shanghai.
Cyclic Elastoplastic Large Displacement Analysis and Stability Evaluation of ...drboon
This paper deals with the cyclic elastoplastic large displacement analysis and stability evaluation of steel tubular braces subjected to axial tension and compression. The inelastic cyclic performance of cold-formed steel braces made of circular hollow sections is examined through finite element analysis using the commercial computer program ABAQUS. First some of the most important parameters considered in the practical design and ductility evaluation of steel braces of tubular sections are presented. Then the details of finite element modeling and numerical analysis are described. Later the accuracy of the analytical model employed in the analysis is substantiated by comparing the analytical results with the available test data in the literature. Finally the effects of some important structural and material parameters on cyclic inelastic behavior of steel tubular braces are discussed and evaluated.
Influence line diagram for model arch bridgekunalsahu9883
It mainly deals with the graphical representation of the influence line daigram of the reaction forces, Bending moment and displacement. The material and section properties are used as mention in design and modeling of the bridge. The modeling and analysis was of the “Lupu bridge” in the MIDAS Civil2014 software. This presentation provides a critical analysis of The Lupu Bridge in Shanghai.
Cyclic Elastoplastic Large Displacement Analysis and Stability Evaluation of ...drboon
This paper deals with the cyclic elastoplastic large displacement analysis and stability evaluation of steel tubular braces subjected to axial tension and compression. The inelastic cyclic performance of cold-formed steel braces made of circular hollow sections is examined through finite element analysis using the commercial computer program ABAQUS. First some of the most important parameters considered in the practical design and ductility evaluation of steel braces of tubular sections are presented. Then the details of finite element modeling and numerical analysis are described. Later the accuracy of the analytical model employed in the analysis is substantiated by comparing the analytical results with the available test data in the literature. Finally the effects of some important structural and material parameters on cyclic inelastic behavior of steel tubular braces are discussed and evaluated.
STATIC AND DYNAMIC ANALYSIS OF CABLE-STAYED SUSPENSION HYBRID BRIDGE & VALIDA...IAEME Publication
The requirement of long span bridge is increase with development of infrastructure facility in every nation. Long span bridge could be achieved with use of high strength materials and innovative techniques for analysis of bridge. Generally, cable supported bridges comprise both suspension and cable-stayed bridge. Cable supported bridges are very flexible in behavior. These flexible systems are susceptible to the dynamic effects of wind and earthquake loads. The cable-stayed bridge could provide more rigidity due to presence of tensed cable stays as a force resistance element. The suspension bridge could assigned more span in the field of bridge. So, combination of above two structural system the innovative form of cable-stayed suspension hybrid bridge could be the better option to provide more span. Here, attempt is made to analyse long span cable-stayed suspension hybrid bridge. The literature survey on the topic of analysis of cable-stayed suspension hybrid bridge is presented in the current paper. Modeling of cable-stayed suspension hybrid bridge in SAP2000 software and its validation is carried out. The nonlinear static analysis and modal time history analysis of cable-stayed suspension hybrid bridge is carried out in SAP2000 software. The time period of bridge for different mode shape is presented to compare the result of research paper with Sap 2000 software.
we select cantilever beam having I,C,T section and we select material cast iron, stainless steel, steel and analyze base upon modal and static analysis.we see here deformation,stress ,strain and based upon it we conclude.
BRIDGE CONSTRUCTION ATLAS TE ENSEÑA TODO TIPO DE PUENTES GIGANTES QUE HAY EN TODO EL MUNDO PERO SON MUY CAROS TODOS MAYOR DE 100 MILLONES DE DOLARES A 1 000 MILLONES DE DOLARES CADA UNO.
Design and analysis of stress ribbon bridgeseSAT Journals
Abstract
A stressed ribbon bridge (also known as stress-ribbon bridge or catenary bridge) is primarily a structure under tension. The tension cables form the part of the deck which follows an inverted catenary between supports. The ribbon is stressed such that it is in compression, thereby increasing the rigidity of the structure where as a suspension spans tend to sway and bounce. Such bridges are typically made RCC structures with tension cables to support them. Such bridges are generally not designed for vehicular traffic but where it is essential, additional rigidity is essential to avoid the failure of the structure in bending. A stress ribbon bridge of 45 meter span is modelled and analyzed using ANSYS version 12. For simplicity in importing civil materials and civil cross sections, CivilFEM version 12 add-on of ANSYS was used. A 3D model of the whole structure was developed and analyzed and according to the analysis results, the design was performed manually.
Keywords: Stress Ribbon, Precast Segments, Prestressing, Dynamic Analysis, Pedestrian Excitation.
presentation gives data on "how Modeling procedure and Case study of ‘Gocheok Sky Dome’ was done" and how mathematics and finite elemental analysis are useful for as a part of analysis of stresses strain,wind loading..ect.
Progressive Collapse Analysis of RC Framed StructuresAmit Devar
The term progressive collapse defined as the
spread of local damage, from an initiating event, from
element to element resulting, eventually, in the collapse of an
entire structure or a disproportionately large part of it is
known as progressive collapse. The progressive collapse of
structures during severe loading caused by earthquakes,
blasts, and other effects causes catastrophic loss of life. Such
collapse is typically caused by the inability of the structural
system to redistribute its loads following the failure of one or
more structural members to carry gravity loads. In reinforced
concrete (RC) structures, the loss of gravity load carrying
capacity in column.
STATIC AND DYNAMIC ANALYSIS OF CABLE-STAYED SUSPENSION HYBRID BRIDGE & VALIDA...IAEME Publication
The requirement of long span bridge is increase with development of infrastructure facility in every nation. Long span bridge could be achieved with use of high strength materials and innovative techniques for analysis of bridge. Generally, cable supported bridges comprise both suspension and cable-stayed bridge. Cable supported bridges are very flexible in behavior. These flexible systems are susceptible to the dynamic effects of wind and earthquake loads. The cable-stayed bridge could provide more rigidity due to presence of tensed cable stays as a force resistance element. The suspension bridge could assigned more span in the field of bridge. So, combination of above two structural system the innovative form of cable-stayed suspension hybrid bridge could be the better option to provide more span. Here, attempt is made to analyse long span cable-stayed suspension hybrid bridge. The literature survey on the topic of analysis of cable-stayed suspension hybrid bridge is presented in the current paper. Modeling of cable-stayed suspension hybrid bridge in SAP2000 software and its validation is carried out. The nonlinear static analysis and modal time history analysis of cable-stayed suspension hybrid bridge is carried out in SAP2000 software. The time period of bridge for different mode shape is presented to compare the result of research paper with Sap 2000 software.
we select cantilever beam having I,C,T section and we select material cast iron, stainless steel, steel and analyze base upon modal and static analysis.we see here deformation,stress ,strain and based upon it we conclude.
BRIDGE CONSTRUCTION ATLAS TE ENSEÑA TODO TIPO DE PUENTES GIGANTES QUE HAY EN TODO EL MUNDO PERO SON MUY CAROS TODOS MAYOR DE 100 MILLONES DE DOLARES A 1 000 MILLONES DE DOLARES CADA UNO.
Design and analysis of stress ribbon bridgeseSAT Journals
Abstract
A stressed ribbon bridge (also known as stress-ribbon bridge or catenary bridge) is primarily a structure under tension. The tension cables form the part of the deck which follows an inverted catenary between supports. The ribbon is stressed such that it is in compression, thereby increasing the rigidity of the structure where as a suspension spans tend to sway and bounce. Such bridges are typically made RCC structures with tension cables to support them. Such bridges are generally not designed for vehicular traffic but where it is essential, additional rigidity is essential to avoid the failure of the structure in bending. A stress ribbon bridge of 45 meter span is modelled and analyzed using ANSYS version 12. For simplicity in importing civil materials and civil cross sections, CivilFEM version 12 add-on of ANSYS was used. A 3D model of the whole structure was developed and analyzed and according to the analysis results, the design was performed manually.
Keywords: Stress Ribbon, Precast Segments, Prestressing, Dynamic Analysis, Pedestrian Excitation.
presentation gives data on "how Modeling procedure and Case study of ‘Gocheok Sky Dome’ was done" and how mathematics and finite elemental analysis are useful for as a part of analysis of stresses strain,wind loading..ect.
Progressive Collapse Analysis of RC Framed StructuresAmit Devar
The term progressive collapse defined as the
spread of local damage, from an initiating event, from
element to element resulting, eventually, in the collapse of an
entire structure or a disproportionately large part of it is
known as progressive collapse. The progressive collapse of
structures during severe loading caused by earthquakes,
blasts, and other effects causes catastrophic loss of life. Such
collapse is typically caused by the inability of the structural
system to redistribute its loads following the failure of one or
more structural members to carry gravity loads. In reinforced
concrete (RC) structures, the loss of gravity load carrying
capacity in column.
Progressive Collapse Analysis of RC Buildings with consideration of Effect of...ijsrd.com
To study the effect of failure of load carrying elements i.e. columns on the entire structure; 15 storey moment resistant RC buildings is considered. The buildings are modeled and analyzed for progressive collapse using the structural analysis and design software SAP2000. Normally it has been considered only the failure of primary load carrying members like columns, beams, struts, foundations etc. to understand the progressive collapse scenario. This paper involves the effect of slabs in progressive collapse with the failure of column.
seismic response of multi storey building equipped with steel bracingINFOGAIN PUBLICATION
Steel bracing has proven to be one of the most effective systems in resisting lateral loads. Although its use to upgrade the lateral load capacity of existing Reinforced Concrete (RC) frames has been the subject of numerous studies, guidelines for its use in newly constructed RC frames still need to be developed. In this paper the study reveals that seismic performance of moment resisting RC frames with different patterns of bracing system. The three different types of bracings were used i.e. X - bracing system, V - bracing system and Inverted V - bracing system. This arrangement helped in reducing the structural response (i.e. displacement, interstorey drift, Shear Forces & Bending Moments) of the designed building structure. An (G+6) storey building was modelled and designed as per the code provisions of IS-1893:2002. And linear analysis is been carried out in the global X direction. The analysis was conducted with a view of accessing the seismic elastic performance of the building structure.
Evaluation of the Seismic Response Parameters for Infilled Reinforced Concret...IOSRJMCE
RC frames with unreinforced masonry infill walls are a common form of construction all around the world. Often, engineers do not consider masonry infill walls in the design process because the final distribution of these elements may be unknown to them, or because masonry walls are regarded as non-structural elements. Separation between masonry walls and frames is often not provided and, as a consequence, walls and frames interact during strong ground motion. This leads to structural response deviating radically from what is expected in the design. The presence of masonry infills can result in higher stiffness and strength and it is cheap and built with low cost labor. Under lateral load, Masonry walls act as diagonal struts subjected to compression, while reinforced concrete confining members (Frames) act in tension and/or compression, depending on the direction of lateral earthquake forces. The main objective of this research is to develop a realistic matrix for the response modification factors for medium-rise skeletal buildings with masonry infills. In this study, the contribution of the masonry infill walls to the lateral behavior of reinforced concrete buildings was investigated. For this purpose, a five, seven and ten stories buildings are modelled as bare and infilled frames. The parameters investigated were infill ratio, panel aspect ratio, unidirectional eccentricity, bidirectional eccentricities. A Parametric study was developed on the behavior of medium rise infilled frame buildings under lateral loads to investigate the effect of these parameters as well as infill properties on this behavior
International Journal of Engineering and Science Invention (IJESI) is an international journal intended for professionals and researchers in all fields of computer science and electronics. IJESI publishes research articles and reviews within the whole field Engineering Science and Technology, new teaching methods, assessment, validation and the impact of new technologies and it will continue to provide information on the latest trends and developments in this ever-expanding subject. The publications of papers are selected through double peer reviewed to ensure originality, relevance, and readability. The articles published in our journal can be accessed online.
Smart Village planning for a selected village.
Suggesting basic infrastructures like solar plant, dam, and waste management system.
Performed Economical analysis, Financial Analysis and Environmental Impact Analysis on all three infrastructures.
The project considers the problem of urban planning by finding a suitable alternative for the development by considering basic criteria.
It uses an artificial intelligence approach of the Fuzzy Analytical Hierarchy Process (FAHP) integrated with Geographical Information
Systems (GISs) for planning urban areas.
Four land pieces were considered to develop four different infrastructures.
Water requirements and irrigation scheduling of pearl millet in rajasthankunalsahu9883
In this project, we choose 10 districts of Rajasthan with the highest production of pearl millet.
Found crop water requirements in all the districts.
Used CropWAT to get an irrigation schedule.
Used ArcGIS to project the obtained results
Aims at providing expertise for preparing flood mapping and estimating flood risks.
An integrated AHP and GIS analysis techniques are utilized for the case of Gujarat state.
Use of different flood causing elements like rainfall distribution, elevation, drainage network and density, land use and land cover, and
distance from the river stream.
The index developed is shown with a varying range from high to low with changing colours.
Hearing the concerns about global warming and knowing our dependency on fossil fuels the solar roadways imagined to develop roadways with solar panels.
This innovation is begun in early 2009 and later the company was established by name Solar Roadways in U.S. and awarded a contract by federal government.
The Solar Roadway is a series of structurally-engineered solar panels that are driven upon.
The idea is to replace all current petroleum based asphalt roads, parking lots, and driveways with Solar Road Panels that collect energy to be used by our homes and businesses.
The ultimate goal is to store excess energy in or along-side the Solar Roadways.
The green data center has moved from theoretical to the realistic, with IT leaders being challenged to construct new data centers (or retrofits the existing one) with energy saving features, sustainable materials and other environmental efficiencies in mind.
This project deals with the effects that are caused by the data center. How severe these effects are and how to overcome these. The measures that has been provided are not only in constructional point of view but also focusing on other dimensions.
E-commerce: Algorithm for Calculating Discountkunalsahu9883
Here we are using Hungarian method to solve a discount combination problem. The Hungarian method is a
combinatorial optimization algorithm that solves the assignment problem in polynomial time and which anticipated later primal-dual methods. It was developed and published in 1955 by Harold Kuhn, who gave the name "Hungarian method" because the algorithm was largely based on the earlier works of two Hungarian mathematicians: Dénes Kőnig and Jenő
Egerváry.
Sustainable technology and design in aurovillekunalsahu9883
The topic of sustainability is at the forefront of current international discussions. The rising importance placed on green practices has been prompted by the rapid depletion of natural resources, and the increased anthropogenic interference in the natural climatic balance. Private and public research institutions and bodies are continuously researching and working on innovative technologies and systems which are environmentally viable for the today’s society, and Auroville is a part of this pursuit for a sustainable future. The presentation deals with how the use of sustainable technology and design helps Auroville to have a better life. It shows the different technologies that are used in Auroville which serves as renewable resource, comparing the cost of Compressed Stabilised Earth Block (CSEB) with other types of blocks.
Describe how golden ratio is used in making of finest structures. It present three paradigmatic case studies where Golden Mean rectangles allegedly apply in architecture: (i) The Parthenon in Athens; (ii) The United Nations Secretariat Building in New York City; and (iii) The Great Pyramid of Giza.
Using recycled concrete aggregates (RCA) for pavements is crucial to achieving sustainability. Implementing RCA for new pavement can minimize carbon footprint, conserve natural resources, reduce harmful emissions, and lower life cycle costs. Compared to natural aggregate (NA), RCA pavement has fewer comprehensive studies and sustainability assessments.
Welcome to WIPAC Monthly the magazine brought to you by the LinkedIn Group Water Industry Process Automation & Control.
In this month's edition, along with this month's industry news to celebrate the 13 years since the group was created we have articles including
A case study of the used of Advanced Process Control at the Wastewater Treatment works at Lleida in Spain
A look back on an article on smart wastewater networks in order to see how the industry has measured up in the interim around the adoption of Digital Transformation in the Water Industry.
Saudi Arabia stands as a titan in the global energy landscape, renowned for its abundant oil and gas resources. It's the largest exporter of petroleum and holds some of the world's most significant reserves. Let's delve into the top 10 oil and gas projects shaping Saudi Arabia's energy future in 2024.
NUMERICAL SIMULATIONS OF HEAT AND MASS TRANSFER IN CONDENSING HEAT EXCHANGERS...ssuser7dcef0
Power plants release a large amount of water vapor into the
atmosphere through the stack. The flue gas can be a potential
source for obtaining much needed cooling water for a power
plant. If a power plant could recover and reuse a portion of this
moisture, it could reduce its total cooling water intake
requirement. One of the most practical way to recover water
from flue gas is to use a condensing heat exchanger. The power
plant could also recover latent heat due to condensation as well
as sensible heat due to lowering the flue gas exit temperature.
Additionally, harmful acids released from the stack can be
reduced in a condensing heat exchanger by acid condensation. reduced in a condensing heat exchanger by acid condensation.
Condensation of vapors in flue gas is a complicated
phenomenon since heat and mass transfer of water vapor and
various acids simultaneously occur in the presence of noncondensable
gases such as nitrogen and oxygen. Design of a
condenser depends on the knowledge and understanding of the
heat and mass transfer processes. A computer program for
numerical simulations of water (H2O) and sulfuric acid (H2SO4)
condensation in a flue gas condensing heat exchanger was
developed using MATLAB. Governing equations based on
mass and energy balances for the system were derived to
predict variables such as flue gas exit temperature, cooling
water outlet temperature, mole fraction and condensation rates
of water and sulfuric acid vapors. The equations were solved
using an iterative solution technique with calculations of heat
and mass transfer coefficients and physical properties.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
CW RADAR, FMCW RADAR, FMCW ALTIMETER, AND THEIR PARAMETERSveerababupersonal22
It consists of cw radar and fmcw radar ,range measurement,if amplifier and fmcw altimeterThe CW radar operates using continuous wave transmission, while the FMCW radar employs frequency-modulated continuous wave technology. Range measurement is a crucial aspect of radar systems, providing information about the distance to a target. The IF amplifier plays a key role in signal processing, amplifying intermediate frequency signals for further analysis. The FMCW altimeter utilizes frequency-modulated continuous wave technology to accurately measure altitude above a reference point.
We have compiled the most important slides from each speaker's presentation. This year’s compilation, available for free, captures the key insights and contributions shared during the DfMAy 2024 conference.
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Effect of masonry walls in the progressive collapse of a ten storied rc building
1. Effect of Masonry Walls in the
Progressive Collapse of a Ten
Storied RC Building
Under the Guidance of
Dr. Yamini Sreevalli I
Kunal Sahu 12BCL1034
Nataraj Sai Charan 12BCL1053
Harshit Kumar 12BCL1010
2. Abstract
The collapse that progresses from the failure of a local member to the entire
structure or major portion of the structure is called progressive collapse.
In this project the behaviour of Masonry wall aided structure towards progressive
load, will be studied for a ten storey reinforced concrete OMRF (Ordinary moment),
designed according to Indian standards.
The analysis methods followed for this are Linear Static, Non-Linear Static and
Non-Linear Dynamic analysis. These analysis are done as per the GSA guidelines for
Progressive Collapse Analysis.
3. Introduction
The propagation of damage occurred in a
local member of a structure to a majority or
complete structure is known as progressive
collapse.
Many events including overload due to
change in utility of structure, structural
modifications, deterioration and degradation
of structural member, accidents or attacks like
impact or explosion can trigger the local
damage which may lead to progressive
collapse.
Fig 1 The Partial Collapse of Ronan Point structure
4. Objectives
The main consideration from the structure perspective to resist progressive collapse is
ductility and redundancy. Generally seismic resistance structure is considered to
behave in a ductile manner during seismic events. Hence the main objective of the
study is:
To compare the behaviour of the structure during linear static analysis, non linear
static analysis and non linear dynamic analysis.
To study the effect of infill on the structure towards resistance of progressive
collapse.
5. Progressive collapse analysis
Guidelines set by different agencies, General Service administration (GSA) and
Department of Defense (DoD), for progressive collapse analysis are threat
independent i.e., the analysis is independent of the cause of local damage.
GSA has provided certain guidelines for the progressive collapse analysis of a
structure which consists of analyzing a structure for different column removal
scenarios. The analysis can be performed as linear static, non linear static, non
linear dynamic for the column removal scenarios.
6. Column removal Scenarios suggested by GSA are as follows:
Instantaneous loss of an exterior column of ground storey located at or near the
middle of the short side of the building.
Instantaneous loss of an exterior column of ground storey at or near the middle of
the long side of the building.
Instantaneous loss of an exterior column of ground storey located at the corner of
the building.
Analyses for the instantaneous loss of one column that exceeds from the floor of
the underground parking area or uncontrolled public ground floor area to the next
floor. The column considered should be interior to the perimeter column line.
8. Design of Building
To achieve the objective a ten storey RC structure was designed according to Indian
Standards IS456 and IS1893. Methodology followed is given below:
Preliminary analysis for gravity and seismic loads using STAAD pro V8i.
Structure is designed according to IS 456.
Load combinations taken from IS1893.
The frames are then modeled in SAP2000.
Linear Static, Non linear Static and Non linear Dynamic analyses is done for various
column removal cases.
9. StaadPro model and Design of Sections
RC structure model is analysed for
different load combinations in
STAADPro V8i, the members are
designed using Limit State method
according to IS 456, as number of
elements designed is very large.
The layout of the structure and
design reinforcement detail for one
column and one beam is shown in
next slide.
Fig. 4 Layout of structure in STAADPro V8i
10. Design of Beam
Fig. 5 Design of Column Fig. 6 Design of Beam
11. Load Cases and Loadings:
Dead Loads:
Self weight of Column 6.25 kN/m2
Self weight of beam 3.5 kN/m2
Self weight of Slab 2.5 kN/m2
Floor Finish 1 kN/m2
Water proofing (terrace) 2 kN/m2
Brick wall 3.5 m high(110 mm thick) 8.99 kN/m2
0.11x19(wall)+2x0.012x20(plaster)
Imposed Loads:
Typical floor 2 kN/m2
Terrace 1.5 kN/m2
12. Linear Static Procedure
The linear static analysis procedure is performed using an amplified (by a factor of
2) combination of service loads, such as dead and live, applied statically, Load = 2
x(DL + 0.25LL).
This analysis procedure is the simplest and easiest to perform. However, it is limited
to relatively simple structures where both nonlinear effects and dynamic response
effects can be easily and intuitively predicted.
Response is evaluated by demand to capacity ratios (DCR), which for our study
shall not exceed a value of 2.
13. This analysis procedure involves the following steps:
1. Build a finite-element computer model;
2. Apply the amplified static load combination as defined by Load = 2 x(DL
+ 0.25LL;
3. Perform static linear analysis, a standard analysis procedure in SAP2000; and
4. Evaluate the results based on demand to capacity ratios (DCR).
Now that the member forces are known, the DCR can be found by taking the ratio of the
maximum moment in the beam to its ultimate capacity as illustrated in equation below:
𝐷𝐶𝑅 =
𝑀𝑚𝑎𝑥
𝑀𝑝
14. Instantaneous loss of an exterior column of ground
storey located at or near the middle of the short side
of the building
15. Mp value is calculated using IS 456-2000 (Annex G). It comes as 253 kNm.
Mmax comes as 802.78 kNm.
So the ratio comes as 3.17, which is more
than 2.
We can conclude that this
structure does not satisfy the GSA
progressive collapse criteria. Additionally,
by examining calculated DCR values, it
can be seen that this structure exceeds by
58.5%.
16. Instantaneous loss of an exterior column of ground
storey at or near the middle of the long side of the
building
22. On adding Infill Masonry Walls
Masonry is the building of structures from individual units laid in and bound
together by mortar; the term masonry can also refer to the units themselves.
The common materials of masonry construction are brick, building stone such as
marble, granite, travertine, and limestone, cast stone, concrete block, glass block,
and cob. Masonry is generally a highly durable form of construction.
The infill walls are usually considered as non-structural elements. In conventional
analysis and design, only considering the non-structural elements as loads, the
stiffness and strengthen are usually ignored throughout the processes.
However, the infill wall may significantly change the collapse resistant potentials
and damage patterns. In addition, most of the practical frames contain infill walls
rather than bare frames.
23. These infilled masonry walls are provided
on the exterior of the structure assuming
that the building will be used for
exhibitions, as an art gallery or show room,
etc., so that there are no walls inside the
building. Only external walls 230 mm thick
with 12 mm plaster on both sides are
considered. The building with infilled
masonry walls model is as shown in Fig. 7.
Fig. 7 Structure with infill masonry walls
24. Instantaneous loss of an exterior column of
ground storey located at or near the middle of
the short side of the building
Mmax comes as 172.23 kNm. So the ratio
comes as 0.685, which is less than 2. We
can conclude that this structure satisfies
the GSA progressive collapse criteria.
Additionally, by examining calculated
DCR values, it can be seen that this
structure has DCR value nearly 4.63 times
less than previous structure.
25. Instantaneous loss of an exterior column of
ground storey at or near the middle of the long
side of the building
Maximum negative bending
moment comes as 172.33, so
the DCR value comes as
0.685. Hence it is safe.
26. Instantaneous loss of an exterior column of
ground storey located at the corner of the
building
Maximum negative
bending moment
comes as 167.94, so
the DCR value comes
as 0.66. Hence it is
safe.
27. Column interior to the perimeter column
line
Maximum negative
bending moment
comes as 282.66, so the
DCR value comes as
1.12. Hence it is safe.
28. Column Location DCR initially DCR with masonry
Exterior Short Side Column 3.17 0.685
Exterior Long Side Column 3.19 0.685
Exterior Corner Column 3.64 0.66
Interior Column 2.26 1.12
DCR values of selected columns
29. 3.17
3.19
3.64
2.26
0 0.5 1 1.5 2 2.5 3 3.5 4
Exterior Short Side
Exterior Long Side
Exterior Corner Column
Interior Column
DCR without infills
0.685
0.685
0.66
1.12
0 0.2 0.4 0.6 0.8 1 1.2
Exterior Short Side
Exterior Long Side
Exterior Corner Column
Interior Column
DCR with infills
30. 4.63
4.66
5.5
2.02
0 1 2 3 4 5 6
Exterior Short Side
Exterior Long Side
Exterior Corner Column
Interior Column
Change in DCR values after introducing infills
3.17
3.19
3.64
2.26
0.685
0.685
0.66
1.12
Exterior Short Side Exterior Long Side Exterior Corner Column Interior Column
Comparison for each column cases
DCR without infills DCR with infills
31. Nonlinear Static Procedure
For progressive collapse analysis, a nonlinear static analysis method implies a
stepwise increase of amplified (by a factor of 2) vertical loads, as prescribed by
given Eq. Load = 2 x(DL + 0.25LL), until maximum amplified loads are attained or
until the structure collapses.
This means that in most cases vertical pushover analysis would be load controlled;
in analysing for progressive collapse potential, structural performance under
amplified service loads is evaluated.
32. Nonlinear static analysis procedure is limited to structures where dynamic behavior patterns
can be easily and intuitively identified and involves the following steps:
1. Build a finite-element computer model;
2. Define and assign nonlinear plastic hinge properties, which involve estimating element
capacities and force-displacement relations;
3. Apply static load combinations, defined by given Eq. Load = 2 x(DL + 0.25LL),
4. Perform nonlinear static analysis, a standard procedure available in ETABS; and
5. Verify and evaluate the results based on the maximum load resisted as well as maximum
ductility and rotation values.
33. Instantaneous loss of an exterior column of
ground storey located at the corner of the
building without infill.
Pushover
curve
34. Instantaneous loss of an exterior column of
ground storey located at the corner of the
building with infill.
35. Instantaneous loss of an exterior column of
ground storey at or near the middle of the long
side of the building without infill.
Pushover
curve
36. Instantaneous loss of an exterior column of
ground storey at or near the middle of the long
side of the building with infill.
37. Instantaneous loss of an exterior column of
ground storey located at or near the middle of
the short side of the building without infill.
Pushover
curve
38. Instantaneous loss of an exterior column of
ground storey located at or near the middle of
the short side of the building with infill.
39. Column interior to the perimeter column
line without infill.
Pushover
Curve
41. The performance of structure under different
column removal case in pushdown analysis with
and without infill.
0
5000
10000
15000
20000
25000
30000
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Base
force
(kN)
Displacement (cm)
Corner Column removed
with infill
without infill
44. 0
5000
10000
15000
20000
25000
30000
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Base
force
(kN)
Displacement (cm)
Short side column removed
with infill
without infill
45. Combined results of the four column
removal cases without infill.
0
5000
10000
15000
20000
25000
30000
0 0.9 1.8 2.7 3.6 4.5 5.4 6.3 7.2 8.1 9 9.9 10.8 11.7 12.6 13.5 14.4 15.3 16.2 17.1 18 18.9 19.8 20.7
Base
force
(kN)
Displacement (cm)
Four column cases without infill
corner column
interior column
long side column
short side column
46. Combined results of the four column
removal cases with infill.
0
5000
10000
15000
20000
25000
30000
35000
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Base
force
(kN)
Displacement (cm)
Four column removal cases with infill
corner column
interior column
long side column
short side column
47. Non Linear Dynamic Procedure
The nonlinear dynamic procedure for progressive collapse is the most thorough
method of analysis in which a primary load-bearing structural element is removed
dynamically and the structural material is allowed to undergo nonlinear behavior. This
allows larger deformations and energy dissipation through material yielding, cracking,
and fracture. Dynamic analysis procedures, especially nonlinear dynamic, are usually
avoided due to the complexity of the analysis.
Nonlinear dynamic analysis is performed similarly to linear dynamic analysis with the
exception that now the structural elements are allowed to enter their inelastic range.
We have used the initial conditions methodology to perform this analysis.
48. The following steps are involved:
1. Build a finite-element computer model.
2. Find the deflected shape of the loaded, undamaged structure.
This involves static analysis of the undamaged structure (i.e., with missing column
present).
3. Apply dynamic load combinations as defined by Eq. Load = DL + 0.25LL
4. Perform nonlinear time history analysis with initial conditions, which is available as a
standard analysis type in SAP2000.
5. Verify and evaluate the results based on the maximum ductility and rotation values.
Verification of nonlinear analysis is a somewhat complicated process and may involve
several computer analysis re-runs with varying nonlinear integration parameters, until
a stable and physically possible solution is found.
49. -0.5
-0.4
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0.4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Displacement
(mm)
Time (sec)
Behaviour of building without Struts
Shorter Side Longer Side Interior Column Corner Column
50. The effects of masonry-infill walls
Masonry is the building of structures from individual units laid in and bound
together by mortar; the term masonry can also refer to the units themselves. The
common materials of masonry construction are brick, building stone such as marble,
granite, travertine, and limestone, cast stone, concrete block, glass block, and cob.
Masonry is generally a highly durable form of construction.
The infill walls are usually considered as non-structural elements. In conventional
analysis and design, only considering the non-structural elements as loads, the
stiffness and strengthen are usually ignored throughout the processes. However, the
infill wall may significantly change the collapse resistant potentials and damage
patterns. In addition, most of the practical frames contain infill walls rather than bare
frames. Unlike many researches on effects of infill walls in the seismic collapse, up to
now, there are only a few of researches had been done on effects of infill wall in the
progressive collapse.
51. -0.6
-0.4
-0.2
0
0.2
0.4
0.6
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Displacement
(mm)
Time (sec)
Behaviour of building with Struts
Shorter Side Longer Side Interior Column Corner Column
52. -0.8
-0.6
-0.4
-0.2
0
0.2
0.4
0.6
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Displacement
(mm)
Time (sec)
Behaviour of building without Adjacent Struts
Shorter Side Longer Side Corner Column
56. -0.8
-0.6
-0.4
-0.2
0
0.2
0.4
0.6
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Displacement
(mm)
Time (sec)
Behaviour of Corner Column
Without Strut Without adjacent Struts With Struts
57. Conclusion
The effect of the infill masonry wall on progressive collapse on a RC building under four
different cases of column loss is evaluated under this study. Compression-strut
elements are used to simulate the brick infills.
Linear static analysis gives the DCR value for different column removal cases. DCR
values has been found with bare frames and with infill masonry walls. It has been
observed that there has been a huge reduction in DCR values of structure with infill
masonry walls as compared to bare frame structure.
Nonlinear dynamic analysis shows the displacement of that joint with respect to time
just after the removal of the column. As we can see in the presented graphs that the
introduction of infills has significantly reduced the displacement of that joint and
provides more stable position in lesser time duration. Combined graphs show that the
interior column is the most stable column as compared to other three columns.
58. Nonlinear static analysis has shown the behavior of the building in presence of the
infill as resistant towards progressive collapse. The analysis results clearly indicates
that on the bare frame without the brick infill has given lesser value of the base
force, more load is required in the case where infill is present which helps to resist
the building towards progressive collapse. Out of all the column cases it is clear
that the loss of corner column may lead to greater damage to the building as it
becomes most vulnerable among the four cases.
So by a careful observation of all the three analysis we can say that the infilled
frame action showed a significant role in collapse resistance. Neglecting
nonstructural masonry walls in progressive collapse analysis may lead to incorrect
structural behavior and uneconomic design.