Seismic resistant design of structures

This book deals with earthquake-resistant structures, such as, buildings, bridges and liquid storage tanks. It contains twenty chapters covering several interesting research topics written by researchers and experts in the field of earthquake engineering. The book covers seismic-resistance design of masonry and reinforced concrete structures to be constructed as well as safety assessment, strengthening and rehabilitation of existing structures against earthquake loads. It also includes three chapters on electromagnetic sensing techniques for health assessment of structures, post earthquake assessment of steel buildings in fire environment and response of underground pipes to blast loads. The book provides the state-of-the-art on recent progress in earthquake-resistant structures. It should be useful to graduate students, researchers and practicing structural engineers.

In the present paper, a performance analysis of an 18 levels IMS system building, built in Santiago de Cuba city, which is classified as very high seismic hazard level for the new Cuban code, is carried out using the static nonlinear analysis method, known as the pushover analysis in the specialized literature. A retrospective of this method and their basic objectives are also given, and his use in Cuba as well. To perform the analysis, a characterization of their components, material used in the time of construction of the building, loads analysis, including the prestressed load was done. To obtain the structure´s response and his corresponding performance level, various artificial earthquakes compatibles with the seismicity of the region, according with the seismic demand levels specified by the Cuban code, were determined and included in the analysis, even the El Centro earthquake, which is recognized as a transcendental earthquake by specialists worldwide.
The potential formations of plastic hinges were defined according to the building´s characteristics, which their occurrence was corroborate according with the structure´s results. Geometric model was obtain using SAP2000 v16 software, and using the program´s capabilities, different  eatures of the structure were determined, including, dynamic response, capacity curve, hinge formation mechanism, story drifts, and
maximum building´s drift, according to different levels of demand. Remarkable results of the performance objectives in the analyzed structure were obtained for each earthquake, as follows: for the earthquakes compatible with the seismicity of the zone, the classification was Fully Operational for the Occasional event, and for the events Rare,
and Very Rare the classification was Operational, fulfilling the objectives established according to the importance of the building.

Monografía de Análisis y diseño sismo-resistente de una edificación de acero de cuatro niveles a base de marcos arriostrados excéntricamente, propuesta de diseño para ejecución del proyecto en la ciudad de Managua, Nicaragua. Mediante Normativas AISC, ASTM, AE-001 Y RNC-07.

The outrigger and belt truss system is one of the efficient systems used to control lateral displacement occurring due to small or medium lateral loads like wind or earthquake. This system minimizes the risk of structural and nonstructural damage. This paper focuses on efficient use of outriggers and belt truss system for high-rise RCC building subjected to earthquake load. The outriggers are provided at different levels along the height of building with X and V types of bracing systems. The modeling and analysis of RCC building is performed using finite element-based software (ETABS) following guidelines of revised IS: 1893 (Part 1)-2016. Seven different models were prepared for different positions of outriggers and responses namely displacement, storey drift and base shear are compared. The results indicate that lateral displacement and maximum storey drift gets reduced by 39.44% and 36.33% respectively compared to conventional building when X-type bracing outriggers are used.

The city of Ahmedabad of Gujarat in western India suffered severe damage during the 2001 M w 7.7 Bhuj earthquake, despite being ∼250 km away from the epicenter. Similar damage patterns were also reported during the 1819 Allah Bund earthquake (M w 7.8). To investigate the probable causes, we employed an integrated approach using multichannel analysis of surface waves (MASW), single and array mi-crotremor measurements, broadband earthquake data, and geotechnical investigations. Significant differences in site characteristics are observed in both the damaged and undamaged areas. The investigations revealed shear-wave velocity values in excess of 320 m=s and less than 220 m=s in the undamaged and damaged areas, respectively, in the top 6 m of the subsurface. The refusal (N 1…60†) values are observed at 6–20 m and 20 m depth onward in the undamaged and damaged areas, respectively. The amplification factor in the damaged areas varies from 3.3 to 6.6 in the 1.5–2.0 Hz frequency range. On the other hand, the amplification factor in the undamaged areas varies from 1.0 to 3.0 in the 0.7–1.5 Hz frequency range. Nevertheless, the damages were mostly restricted to mid-to-high-rise buildings, located in the western side of the Sabarmati River, where the presence of a paleochannel is reported, and in some southeastern parts of the city, along lakes and ponds. The low-rise buildings on the eastern side of the river in the old city area remained almost intact. Our study confirms that local site effects together with the poor quality of construction contributed to the damages. Electronic Supplement: Table of shear-wave velocities, and figures of estimated shear-wave velocity and comparison of standard penetration test (SPT) N 1…60† model at the damaged and undamaged areas.

Kigali, the capital city of Rwanda is a highly sloped region and the construction of roads to reach all remote areas within the city is economically and socially unfeasible. While the population in this city was increasing on daily basis, the problem with people mobility from remote areas has become a burden to the government. As the construction of new roads all around, especially in areas with that hilly topography is realistically quite expensive, both traffic congestion and long queues of people waiting buses remain daily challenges. This study on aerial cable car as alternative transport mode consisted in identification of areas with more mobility problems, analysis of respective topography and proposal of adequate lines. The review of available literature, sites exploration and interview with local people were performed. As results, five metro-cable lines were proposed and respective coordinates (elevation, location, USR, NISR) were collected using GPS. Research established that the system would be cost effective and technically feasible, as the more loaded Line C would cost 14,503,242,000 Rwf (around 14.2M Euro). Also, this transport mode was found to be sustainable as the construction cost of the line C would be covered just after 10 months of its operation.

This is arguably the most comprehensive book on the subject of architectural-structural design decisions that influence the seismic performance of buildings. It explores the intersection between the architecture and the structural design through the lens of earthquake engineering. The book will be invaluable for practicing engineers, architects, students and researches.

The purpose of the book is to incite  a larger dialogue about the ways in which engineering and architecture can be employed to provide a safer environment in earthquake-prone areas.

ISBN 978-9940-9794-0-9

Publication date: 05 December 2016

Earthquakes can cause considerable fatalities, injuries and financial loss. The forces of nature cannot be blamed, as the problem lies with the structures in seismic regions that may not have been designed or constructed to a sufficient degree to resist earthquake actions or they may have design flaws. This Structural Engineering Document (SED) concerns reinforced concrete and masonry buildings together with geotechnical aspects and presents in a concise and practical way the state of the art of current understanding of building failures due to earthquakes. It classifies the different types of seismic failure, explains the reasons for each failure, describes good practices to avoid such failures and also describes seismic retrofitting/upgrading procedures for pre-earthquake strengthening and post-earthquake repair and/or strengthening techniques for deficient buildings. Carefully selected photographs and diagrams illustrate the different failure types. This document could be considered as quite unique, as this is the first time such material concerning characteristic seismic failures of buildings has been presented together in one single document. It is intended to be a valuable educational reference textbook aimed at all levels of experience of engineers. It provides background information, ideas, guidance and reassurance to engineers in earthquake regions faced with the task of building a safer future for the public and to protect lives.

https://www.iabse.org/IABSE/Publications/IABSE_Bulletins/SED_Books/Current/IABSE/publications/Bulletins/SED/Current.aspx

— Background/Objectives: Setback buildings are now increasingly encountered in modern urban construction. Many investigations have been performed to understand the behavior of setback structures and to ascertain method of improving performance. Methods: Based on modal analysis of 90 setback buildings with varying irregularity and height, the goal of this research is to investigate the accuracy of existing code-based equations for estimation of the fundamental period of setback buildings and provide suggestions to improve their accuracy. Findings: Based on the analytical studies, an empirical formula for modification of expression of the time period proposed by existing code is proposed. Application/Improvements: The proposed equation for estimation of fundamental time period can be used in order to achieve more accurate results.

ASEIZMICKO PPROJEKTOVANJE I ARHITEKTURA je prva  knjiga kod nas, koja se bavi orginalnom temom uticaja arhitektonskih rešenja na seizmičko reagovanje objekata. Uloga arhitekture u seizmičkom regovanju objekata nikada nije ozbiljno tretirana u zemljotesnom inženjerstvu. Pažnja je uglavnom usmerena na metode analize i proračuna, zatvarajuči oči pred činjenicom da je objekat trodimenzionalna realnost, koji će tako i reagovati bez obzira na "dubinu" i sofisticiranost metode proračuna.

Međuzavisnost arhitekture i konstrukcije čini neophodnim da se arhitekte više informišu o sizmičkoj problematici i konstrukciji uopšte, dok sa druge strane konstuktori moraju biti više osetljivi na arhitektonske zahteve i spoznati seizmički značaj arhitektonskih rešenja.

Cilj knjige je da opremi studente postimplomskih studija arhitekture, a naročito profesionalne arhitekte i konstruktore, onsovnim znanjima iz oblasti aseizmičkog proejktovanja.

Konceptualni pristup problematici će bez sumnje poslužiti i inženjerima koji se profesionalno bave projektovanjem konstrukcija a koji preferraju praktičniji prilaz problematici.

Ima 356 strana, oko 400 crteža i fotografija, veći broj primera

Abstract: The draft of Bangladesh National Building Code (BNBC)-2012 has been updated the seismic coefficient of 0.28g
(with Zone III) for Chittagong region, which is larger than the previous of 0.15g (with Zone II). Chittagong is the largest port city
and commercial capital of Bangladesh, which has many development activities as like of planned residential areas. Although
BNBC code is up-to-date with earthquake provisions since 1993 with interpreting several new clauses and provisions, but in case
of pre-code revision structures it is quite unsafe. Thus it is quite impossible to reduce earthquake damage without considering the
safety of pre-code revision structures. In this regards earthquake vulnerability of Chandgaon Residential Area(R/A) has been
assessed on the basis of potential structural vulnerability of more than 300 buildings. Initial results reveal that there have large
varieties of construction practices, however, predominantly RCC structures were found. RVS score of these structures reveal that
in general buildings are of minimum quality and further evaluation and strengthening of buildings is recommended. Walk down
evaluation encountered several factors which were responsible for comparatively lower range of vulnerability scores.
Keywords: Chandgaon, BNBC, RVS, FEMA, Soft Story, Short Column

Grand Edge Hotel and Mall building structure, located in Semarang, is designed as a reinforced concrete structure consisting of 13 layers of story. Load resisting stucture consists of a Special Momen Resisting Frames. In the early stages of design, the structure is designed to resist earthquake loading accordance with SNI 03-1726-2002 (Standar Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Gedung), which is based on earthquake with return period of 500 years. Along with the adoption of SNI 03-1726-2012 (Standar Perencanaan Ketahanan Gempa Untuk Struktur Bangunan Gedung dan Non Gedung) which is based on earthquake with return period of 2500 years, so the calculation of earthquake loading must be redesigned. This study has an objective to make a comparison between the two codes, in terms of seismic base shear changes and examination of the structural performance of buildings in terms of drift ratio that occurs. The results of the dynamic analysis using ETASB program v.9.0.0 shows that seismic base shear increase 107% in the X and Y direction. While the results of SNI 2012 equivalent static analysis generates seismic base shear force is 2.5 times greater than the results of SNI 2002. From the requirements of drift ratio, the building structure does not exceed the requirements, according to both SNI 2002 and SNI 2012.

The intense forces seismic in the structures can cause that the materials that integrate them exceed their load capacity, presenting non lineal behavior. For this reason, it is necessary to study the seismic response of inelastic structural systems analytically. In the present paper, three procedures of least-square for the adjustment of parameters of analytic models with base in the model of Ramberg–Osgood without degradation of material and with degradation in the resistance and stiffness are applied. The movement equations and of energy input by seismic for the study of the response of structural systems with devices
dissipating energy, are developed. Finally, a behavior index to evaluate the capacity of the devices to dissipate the energy for earthquake and to reduce the maxim response seismic, are proposed. Of agreement with the obtained results, the analytic model and the proposed adjustment procedure are able to predict reasonably the force-displacement relationship of metallic materials subjected to intense cyclic forces.

There has been a growth in extensive research aimed at examining the effects of seismic events on the performance of a structure. Buildings have a tendency to exhibit inelastic deformation in during seismic activities and post-elastic behavior. Hence, better insights of the performance of structure can be obtained by examining its post-elastic behavior. Non-linear static analysis (also known as Pushover Analysis) is an improved and effective modern way of examining structural performance in the event of potential seismic impact. Such an approach involves horizontally pushing a structure using a predetermined loading pattern which constantly increases over time thereby making it possible to determine the collapse conditions, associated lateral displacement and total applied shear force. It offers a sound Perception of Structural Performance against earthquake as well as damages suffered. Thus, pushover analysis makes it feasible to ascertain the responsive behavior of buildings in non-linear zones which is not catered for by conventional elastic designs.

Between the seventeenth and eighteenth centuries, the discourse about vaults radically changed.  Whereas previously master masons and architects talked about “la force des voûtes” (the strength of vaults), in the eighteenth century this phrase was replaced by reference instead to “la poussée des voûtes” (the thrust of vaults).  This paper explores the meaning of the earlier term, which reveals a broader under-standing of structural behavior than is customarily assumed.  In effect, the idea behind the “strength of vaults” was to find the shape for a vault that gave it the most strength while reducing its thrust.  The first section of this essay addresses the issue of strength derived from the shape of the vault.  Historical and modern buildings discussed include the Romanesque church of St.-Hilaire (c. 1130) in Poitiers, Philibert Delorme’s basket-handle arch wooden laminated beams (1561), Jules-Hardouin Mansart’s vault over the vestibule of the City Hall of Arles (1673-74), and the Berlin Hauptbahnhof (2006). This discussion is followed by a consideration of how the arrangement of stones (appareil) was used to redirect vault thrust in Victor Louis’s Grand Théâtre (1780) in Bordeaux and in the Romanesque church of St.-Philibert in Tournus.  The third part discusses the ancient understanding of the virtue of the inverted catenary as evidenced in the Taq-i-Kisra in ancient Ctesiphon and its relationship to reed structures still built by Marsh Arabs in Iraq.  The pure compression structure of the inverted catenary vault is contrasted with the semicircular vault whose thrust was ingeniously turned into an advantage in buildings such as the Pantheon and Hagia Sophia to brace the thrust of the central dome.  Earthquake protection is also considered.  Part four addresses the subject of the rib vault, offering historical (Delorme) and modern (Jacques Heyman) accounts of the structural function of the rib, while also considering Delorme’s argument about how tiercerons and liernes can contribute to the strength of a vault.  The placement of ash-lar blocks of stone across the groin in cross vaults is also addressed and illustrated with the Mausoleum of Theodoric (c. 526 CE) in Ravenna.  The final section addresses the subject of how people may have learned about structural behavior related to the “strength of vaults” from the body in states of equilibrium or disequilibrium, especially through the action of bodies in opposition in sports.

Resumen
En las últimas décadas ha surgido un creciente interés por el estudio de la arquitectura vernácula debido a sus valores culturales y ambientales. Junto con ello, el conocimiento local que está en su origen, se considera hoy un importante patrimonio inmaterial del cual se pueden extraer importantes lecciones para el habitar contemporáneo.
En lugares altamente sísmicos, el diseño y las soluciones constructivas de la arquitectura tradicional constituyen un valioso “conocimiento vernacular sismorresistente”, el cual de acuerdo a recientes investigaciones se denomina “culturas sísmicas locales”. Siendo Chile uno de los países más sísmicos del mundo, el estudio de su patrimonio arquitectónico vernáculo desde el punto de vista de la sismorresistencia constituye un importante legado a develar.
El presente artículo dará a conocer parte del avance inicial del proyecto FONDECYT de Iniciación 11130628 titulado “Rediscovering Vernacular Earthquake-resistant Knowledge: Identification and analysis of built best practice in Chilean masonry architectural heritage”.

Palabras claves: Arquitectura vernácula, construcción antisísmica, patrimonio arquitectónico, terremotos

Abstract
In recent decades there has been an increasing interest in the study of vernacular architecture due to its environmental and cultural values. Along with this, the local knowledge that is in its origin is now considered an important intangible heritage from which important lessons for contemporary living can be drawn.
In highly seismic areas, the design and building solutions of traditional architecture constitutes a valuable "vernacular knowledge of earthquake resistance", which according to recent studies can be called "local seismic cultures." As Chile is one of the most seismic countries in the world, the study of its vernacular architectural heritage from the point of view of earthquake-resistance, is an important legacy to uncover.
This article aims to show part of the research project FONDECYT Initiationº 11130628 "Rediscovering Vernacular Earthquake-resistant Knowledge: Identification and analysis of built best practice in Chilean masonry architectural heritage".

Keywords: Vernacular architecture, earthquake- resistance constructions, architectural heritage, earthquakes

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Structures constructed in developing world are typically RC frames with masonry infill. These structures
have little resistance for lateral loads caused by earthquake and wind. Even for adequately designed structures
also, due to permissible deformation beyond elastic limits, failure of masonry causes severe loss of life and
property. In the case of structures designed to sustain excessive deformation such as of defence establishments,
functioning and serviceability of machines and equipment installed therein are adversely affected. This co-lateral
damage may be reduced by adopting another design philosophy of structure response control. In this methodology,
a supplementary damping device is incorporated in the primary structure, which absorbs most of the seismic
energy imparted to it, restricting the structural response within serviceable limits. These devices may be passive,
active, semi-active or hybrid types. Other than passive all options are technology-intensive and dependent on
external energy source, not a favourable proposition for developing nations. Among all the passive devices, tuned
liquid dampers (TLDs) promise to be most suitable. Here, existing overhead water tanks (OHWT) may be used
as TLD with slight adjustment and modification. This method will be able to control the structural response
without putting any extra load on the existing or newly-designed buildings. This paper reviews various types of
dampers and discusses evolution of tuned liquid dampers. A method has also been proposed for incorporating
TLDs in existing and new structures. This methodology may be very useful for structures of defence establishment
which are scattered and remotely placed by location, housing important equipments sensitive to vibrations, as it
is free from external power dependence and regular maintenance.

Abstract Steel–timber hybrid construction systems, in particular structures with steel frames, composite steel–timber floors and shear walls with Cross-Laminated Timber (CLT) sheets, combine the industrialized construction technology typical of steel systems with the advantages offered by CLT panels, namely lightness and in-plane stability. The paper proposes some original engineered solutions for joining CLT panels with steel elements. Specifically, it examines connections which allow both prefabrication of the components in the factory and their quick assembly on site. Experimental tests performed on a number of different connections will be presented and discussed. The first Part of the paper addresses some fundamental aspects and potentialities of steel–timber hybrid prefabricated systems. Two innovative steel–timber hybrid components to build floors and shear walls will be described in detail in the companion paper (Part II).

Engineering geologists provide the basic geological and geotechnical recommendations based on certain details analysis and design associated survey. These structures include dam as the major construction project. Explains different aspects related to dams, types of dam and cause of failure. Natural disaster like earthquake, flood, rockslides, and poor design or lack of maintenance affect the dam structure. Failure of dams occur because of overtopping, inadequate spillway capacity, excessive seepage across the body, alkali aggregate reaction, cavitation in energy dissipaters, stresses due to external force, gates of dam not working effectively etc. Excessive scouring below spillway may be dangerous for foundation. Analysis and study of failed dam structure can give reasons behind the failure of any dam.

Seismic RC Diaphragms, Chords and Collectors Outline: Introduction; Overview of Structure Case Study; Input Diaphragms force (ELF, Traditional Diaphragms Force, Alternative Diaphragms Force, and Wind); Overview of Diaphragm Components; Section Cuts (Finite Element Method); Simplified Beam Method; Diaphragm Design (Chords, Collector, Shear Friction, and Shear Rebars); Podium Checking / Backstay Effect; Conclusions;

Post-occurrence consequences of catastrophic natural phenomena produced by a diversity of factors have a negative impact on the quality of life of the general population. Immediate recovery measures are needed to be taken in order to re-establish the minimum living conditions necessary in the least possible time. In this context, modular units for living supply suited to the affected area conditions constitutes an urgent action, this choice must be based on technical and economic criteria, allowing transparent processes for procurement and distribution. Current methods use a country process of soliciting submissions for modular units for living after each major emergency, slowing down the implementation of most of the action plans established in these cases due to a lack of general standards to select the most appropriate alternative, both technical and economic, because of the limited dissemination of information existing in the domestic market about modular construction, its mechanical behavior, and their properties and benefits. This work analyses the structural behavior and thermal comfort levels of two modular systems taken as alternatives for emergency modular units for living, to determine which one has the greatest comparative benefits for implementing it in Piura, the main Peru department concerned by El Niño Costero 2017 climate phenomenon. The study focuses in structural analysis, assessing the effects of static and dynamic loads, vertically and horizontally applied, thermal comfort levels provided by each construction system, and a project cost estimation for each system element. The findings and outcomes of this study allow to conclude which option presents the most favorable indicators for each assessment criteria, based on the project location.

This report presents information and tips on the design and construction of steel parking structures including information related to seismic behavior and design of such parking structures.  Steel parking structures have been used throughout the world particularly in seismic regions such as Japan. This report is prepared to provide the state of the art knowledge of design of steel parking structures in general and particularly design of such structures in seismic regions. First, a summary of issues related to design of parking structures is provided. Then issues specific to design of steel parking structures such as design of deck systems, painting information, and fire resistance are discussed. Finally, notes on seismic design of steel parking structure are presented.

En este estudio se evalúa el comportamiento y diseño sísmico de sistemas de piso en edificios prefabricados de concreto reforzado. Se resumen recomendaciones de diferentes reglamentos, de prácticas de diseño, e investigaciones recientes. Se observa que el firme de concreto puede ser analizado como un panel de concreto sometido a fuerzas de membrana. De esta manera, empleando métodos apropiados para el diseño de estructuras de concreto tipo panel, como son el Método del Puntal y tirante (MPT), el Método de los Elementos Finitos (MEF) y el Método del Stringer y el Panel (MSP), se propone un procedimiento para el diseño sísmico de los sistemas de piso prefabricados. Dicho procedimiento engloba la determinación de las fuerzas inerciales de piso, transformación de estas fuerzas en acciones internas en el diafragma y suministro del refuerzo requerido. El procedimiento propuesto es aplicado para la revisión sísmica del sistema de piso de una estructura a escala, representativa de un edificio prefabricado (factor de escala 1:4), la cual será ensayada en mesa vibradora, para un registro sísmico de suelo duro. El sistema de piso de este edificio se diseña de acuerdo con la práctica mexicana, en la que el refuerzo del sistema de piso consiste solamente en el requerido por temperatura. La resistencia del sistema de piso calculada con el procedimiento propuesto, resulta ser menor que las fuerzas sísmicas actuantes, por lo que se esperaría que el sistema de piso llegue a fallar, durante los estudios en mesa vibradora.
Como resultado de este estudio se concluye que los reglamentos de diseño actuales no cuentan con un procedimiento específico, adecuado para el diseño de los sistemas de piso prefabricados. Así mismo, la obtención de las fuerzas sísmicas de piso a partir de ellos, puede estar del lado de la inseguridad, como se encontró en la revisión sísmica del edificio estudiado.
Finalmente, se intenta validar el modelo analítico para el espécimen prefabricado, para el ensaye en mesa vibradora. Mediante análisis tiempo-historia no lineal y pushover, se concluye que el edificio estará sometido a una ductilidad global de 2, con lo cual los elementos de los marcos resistentes a fuerza sísmica (vigas y columnas) tendrían un buen comportamiento, ya que se considera que el edificio tiene una capacidad de ductilidad mayor que la demanda mencionada.

Le projet « Canopéa, Update 3 » est l’un
des projets développés durant l’année
universitaire 2012-2013, dans le cadre
du master « Architecture et Cultures
Constructives ». Il prolonge la dynamique
de recherche « Canopéa, des nanotours dans
un écosystème urbain », projet vainqueur du
Solar Décathlon Europe 2012, afin d’apporter
des pistes de développement pour concevoir
des logements d’accession à des habitants
aux ressources modérées, éco-responsables,
s’inspirant du projet Canopéa.
Ce projet de fi n d’études a donc pour
ambition de proposer une réfl exion sur
des pistes envisageables et également des
réponses architecturales économiques à
partir du concept de Canopéa, sur un site de
la Presqu’île de Grenoble. Après un examen
du projet Canopéa pour comprendre le
concept core/skin/shell, ou le cœur/la peau /
la double-peau, les principes fondamentaux
du projet et les objectifs visés, la stratégie
énergétique adoptée et la répartition des
coûts, une première analyse des coûts a
permis de déterminer quatre principaux
leviers permettant de réaliser des économies
dans divers domaines : le foncier, la
programmation, la construction et les modes
de production, et enfin la maintenance. Cette
analyse de coûts a constitué une base pour
élaborer des pistes de développement du
projet.
Son approfondissement a débouché sur
le constat que la structure du projet était
déterminante. A partir de là, ont été défi nie
une stratégie économique et une approche
par les systèmes constructifs. Les potentiels
de quatre structures différentes : poteaux poutres
bois, panneaux bois massifs, poteaux poutres
béton et poteaux-poutres acier et
dalle alvéolée, recevant des déclinaisons du
concept Canopéa, ont été explorés.
Les résultats de ces quatre explorations
ont montré que nous pouvons construire
des logements à très haute performance
énergétique, off rant des qualités spatiales.
En plus nous avons prouvé que le coût de
construction de ces projets varie entre
2100€/m² (SHAB) et 2600€/m² (SHAB), la
surface de plancher variant entre 1050€/m²
(SDP) et 1300€/m² (SDP). Ces estimations
ne prenant pas en compte le coût du foncier.
Cette performance est possible avec les
quatre projets que nous avons développés,
construits avec des matériaux ayant leurs
avantages et leurs inconvénients.
Ce PFE a permis d’approfondir les questions
de densité verticale par la nanotour, les
questions de systèmes constructifs en rapport
avec la stratégie thermique du bâtiment,
la qualité de vie et de confort, et surtout la
notion d’économie de la construction.

The « Canopea, Update3 » project is one of
the projects developed during the 2012-2013
academic year, as part of the Master « Architecture
and Constructive Culture ». It extends the
research dynamic made on the project entitled,
« Canopea, an Urban Ecosystem », winner of the
Solar Decathlon 2012. For this project, we are
aiming at providing issues for the development of
the housing design in order to enable his accession
to moderate-income families. Th is graduation
project proposes a refl exion for an economic
architectural answer based on the Canopea
concept, on the site of the Grenoble peninsula.
An analysis made by the “INSEE” in 2006, shows
that most of the French population would like
to live in an individual house; the preference
for this housing typology is causing an urban
sprawl throughout the country. The Canopea
project proposes one solution to avoid that urban
sprawl. Th at solution consists in bringing into
the nanotowers’s apartments located downtown
the qualities of an individual house with all the
benefits of living in the city centre.
We also found four levers on which we could work
to establish our economic strategy in order to
reduce the construction cost of the project. These
levers are, the land use, the project programming,
the building construction process, and at last the
maintenance of the building.
After an analysis of the Canopea project
to understand the costs of the prototype’s
construction, we discovered that the structure
was very expensive and if we wanted to reduce
that cost, we ought to fi nd new ways to build
the nanotowers. Th e potentials of four diff erent
construction systems were then explored: the
timber framework construction, the KLH solid
wood panels, the concrete structure mixed with
a timber framework construction and a steel
framework construction supporting prestressed
concrete hollow core slabs.
This exploration through four construction
systems have showed that we can build a housing
project off ering good space qualities with a very
high performance energy. More over we proved
that the construction cost these projects can be
between 2100€/m² to 2600€/m² of the living
floor surface area. While the total floor area will
be between 1050€/m² and 1300€/m².Th e land
cost is not included in these estimations. Th is
performance is made possible even if we have
different construction materials with their own
advantages and disadvantages.
This graduation project has brought us to develop
further the question of the vertical density made
possible by the nanotowers in the Grenoble
peninsula context taking in consideration the
demands of OPAC69, a local public housing office.
We also studied in a deeper way the question of
the building materials related to their thermal
performance to provide, a good life quality and
a good comfort in the house and more over the
notion of the building construction

El 16/04/2016 a las 18:58 ocurrió un terremoto de M 7.8, a 27 km SSE de Muisne-Ecuador, afectando así a las edificaciones residenciales en Bahía de Caráquez. Se evaluaron daños en el edificio irregular Jalil, de marcos de concreto armado y muros divisorios de mampostería seriamente dañados. Se realizó un análisis sísmico lineal dinámico del edificio aplicando el ASCE 41-13 y se verificaron relaciones demanda/capacidad, resistencia de sus elementos y control de distorsiones. El edificio posee una inadecuada estructuración por falta de rigidez lateral y redundancia, y se propone una rehabilitación estructural para evitar su demolición.

The existing medium height structures, constructed before 1970, are typically RC frames with masonry infill. These structures have been designed for gravity loads only and have little resistance for lateral loads caused by earthquakes. There exist many retrofitting methods for upgrading the seismic performance of such structures. The conventional retrofitting practices are generally invasive in character, to the existing structures and their occupants, hence not very acceptable to the occupancy. The concept of response control with tuned sloshing water dampers (TSWD) is one such promising option for improving the seismic resistance of these structures which is least invasive.
The central to the TSWD based retrofitting, of RC frame masonry infilled structures, is to reduce the displacement of the ES and avoidance of masonry failure during earthquake. The concept has been explained by example of an existing four story residential building. The structure has been discretised for three structural contribution conditions of masonry, i.e full contribution, no contribution and intermediate state where some part of masonry is contributing as diagonal compressive struts. The retrofitting propositions for all these three conditions have been made, analytically, with TSWD systems. It has been explained that for well-defined system subjected to harmonic excitations single frequency TSWDs (STSWD) may be optimally devised. For approximately assessed systems subjected to broad band excitations multiple frequency TSWDs (MTSWD) systems more robust.
The existing procedure for design of retrofitting system is iterative and cumbersome due to involvement of many approximately assessed parameters. Design charts for effectiveness of retrofitting system have been developed to obtain a quick estimate of mass ratio required for desired response reduction. Two simplified non-iterative methods have been developed one for accurately assessed and another for approximately assessed structures. These methods give a quick estimate of required mass ratio for desired performance.
The analytically made retrofitting propositions have been verified experimentally through the shake table tests on scaled model of the ES in coupling with TSWDs. The main feature of the experimental study is that ES has been scaled down dimensionally such that SM≡ES, but dynamic parameters of the structure have not been scaled and SM is equal to ES. The TSWD, tested with SMs in laboratory, is proposed for actual field execution.
The process of experimental validations of SM-TSWD interaction has been accomplished through 157 test runs. The interpretation of these experimental observations has led to simplified empirical correlations between relevant dynamic parameters of TSWD and ES. These empirical relations are valid for harmonic excitations only. However for broad band earthquake excitation the analytically devised propositions are only trend indicative and not valid. The robustness of the MTSWD system over STSWD system against earthquake excitations has been substantiated. An adequate factor of safety may be incorporated for applying the inferences from harmonic excitations to broad band excitations for MTSWD based retrofitting system. This study proposes a factor of safety 3.
Two non-dimensional parameters, as effectiveness ratio quantifying percentage response reduction and specific mass ratio defined as mass ratio required for one percentage effectiveness of the retrofitting system, for evaluating the performance of TSWD based retrofitting system have been introduced.
Since the analytical proposals are not valid for broad band excitations, it is proposed that for real life situations, the TSWD based retrofitting systems, should be designed on the basis of experimental evidence. A Hardware interactive soft path methodology for design of TSWD retrofitting system has been devised. As there is no scaling of dynamic properties between SM and ES and the TSWD used in coupling with SM has to be installed at ES, hence the experimental inferences of SM-TSWD coupling can be extrapolated to retrofitting of the ES, as ES-TSWD coupling. Thus a TSWD based retrofitting system may be designed for desired response reduction of ES.
The required sloshing water mass is to be accommodated in multiple TSWDs with their frequencies distributed around the frequency of ES. The system as a whole behaves as a robust multiple TSWD retrofitting regime with assurance of replicating laboratory performance in real life seismic eventuality.
From experimental observations for 25% effectiveness of TSWD system against broad band excitation the required mass ratio is 2.59% for SM and same is valid for ES also, accordingly an execution scheme has been proposed.
This research presents a simple and non-invasive retrofit scheme utilising tuned sloshing water dampers in RC frame masonry infilled structures. The design approach utilises the theoretical knowledge in conjunction with experimental verifications for TSWD based retrofitting system. The retrofitting with TSWDs may be accomplished by modifying the existing overhead tank and installing additional tanks of optimally tuned geometry for desired response reduction. The installation of TSWD based retrofitting system provides all time preparedness against earthquake, without interfering with the structural, architectural and occupancy requirements. The proposed TSWD based retrofitting system essentially a technique of absorbing seismic energy through sloshing action of water.