Does anybody have this ebook ?, if you can upload it's will be very helpful.
Thank you very much
Article/eBook Full Name: Philosophy of Structures
Author(s): Eduardo Torroja
Edition: 1
Publish Date: 1967
ISBN: ASIN: B0007FMC4A
Published By: University of California Press
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Applicability of Nonlinear Multiple-Degree-of-Freedom Modeling for Design
Size: 5.9 MB | Format:PDF | Quality:Unspecified | Publisher: NEHRP Consultants Joint Venture A Partnership of the Applied Technology Council and the Consortium of Universities for Research in Earthquake Engineering | Year: 2010 | pages: 222
Prevailing practice for performance-based seismic design is based largely on products that have been developed under the direction of National Earthquake Hazards Reduction Program (NEHRP) agencies and other key contributors. Many of
these documents recognize and allow several different performance-based analytical methods, but much of their focus is on nonlinear static analysis procedures.
The Federal Emergency Management Agency (FEMA) report, FEMA 440 Improvement of Nonlinear Static Seismic Analysis Procedures (FEMA, 2005), was
commissioned by FEMA to evaluate and develop improvements to nonlinear static
analysis procedures. In FEMA 440, differences between nonlinear static and
nonlinear response history analysis results were attributed to a number of factors
including: (1) inaccuracies in the “equal displacement approximation” in the short
period range; (2) dynamic P-Delta effects and instability; (3) static load vector assumptions; (4) strength and stiffness degradation; (5) multiple-degree-of-freedom effects; and (6) soil-structure interaction effects. Recommendations contained within FEMA 440 resulted in immediate improvement in nonlinear static analysis procedures and were incorporated in the development of the American Society of Civil Engineers (ASCE) standard ASCE/SEI 41-06, Seismic
Rehabilitation of Existing Buildings (ASCE, 2007). The FEMA 440 report, however, also identified certain technical issues needing additional study. These included: (1)
expansion of component and global modeling to include nonlinear degradation of strength and stiffness; (2) improvement of simplified nonlinear modeling to include multiple-degree-of-freedom effects; and (3) improvement of modeling to include soil-foundation-structure interaction effects.
FEMA has since supported further developmental work on the first of these issues, nonlinear degradation of strength and stiffness. The results of this work are
contained in the FEMA P-440A report, Effects of Strength and Stiffness Degradation on Seismic Response (FEMA, 2009a).
Regarding the second of these issues, FEMA 440 concluded that current nonlinear static analysis procedures, which are based on single-degree-of-freedom (SDOF) models, are limited in their ability to capture the complex behavior of structures that experience multiple-degree-of-freedom (MDOF) response, and that improved nonlinear analysis techniques to more reliably address MDOF effects were needed.
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CONCEPT OF STRUCTURAL DESIGN AND EVALUATION OF
MULTYSTORY BUILDING UNDER WIND AND SEISMIC LOADS
By
BASSAM BLAL
Presented to the Faculty of Civil Engineering
Technical University of Engineering – Bucharest – Romania
DISSERTATION
For the Degree
“DOCTOR OF PHILOSOPHY”
In
Structural Design Engineering
In
Technical University of Civil Engineering-Bucharest
Scientific
Prof.univ.dr,ing. Constantin PAVEL
JUNE 2010
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DECISION TREE BASED SEISMIC RETROFIT SELECTION FOR NON-CODE CONFORMING REINFORCED CONCRETE BUILDINGS
Author: Qusay Al-Chatti B.Sc. in Civil Engineering, American University of Sharjah, | Size: 1.5 MB | Format:PDF | Quality:Unspecified | Publisher: Thesis submitted to the Faculty of the Graduate School of the University of Maryland, College Park in partial fulfillment of the requirements for the degree of Master of Science | Year: 2008 | pages: 114
Pacific Earthquake Engineering Research (PEER) Center has developed comprehensive framework for quantitative assessment of performance level of structures.
The framework relies on integrated work of four consecutive stages to provide probabilisticdescription of system level performance in terms of repair cost, downtime, casualties, deaths or any other parameter of interest to engineers and stakeholders. This is for the purpose of communicating behaviour of facility under earthquake in term of identified damage states and expected economic losses, thus treats possible disconnection between engineers andstakeholders on the desired performance target for the facility.Key objective of this dissertation is to present simplified version of the PEERframework to conduct earthquake-related financial loss studies for structures in computationally efficient manner. The presented framework is utilized in this investigation to
examine and compare efficiency of alternative seismic strengthening technique to control earthquake-induced monetary losses of a non-ductile hotel building, representative of 1960s
construction. The framework integrates knowledge obtained by analyzing seismic environment at building site, investigation of structural demand, and quantifying levels of structural damage and consequential financial losses. Damage measures are computed, bygenerating fragility models, to link structural response directly to monetary losses. Seismic- induced economic losses are predicted by converting fragility information (i.e. damage probabilities) into financial losses utilizing inventory and monetary losses data of HAZUS- MH. The economic losses computed in this investigation included direct costs, such as construction cost of retrofit, and repair and replacement cost of the facility. In addition, indirect costs, such as losses due damage of building content and business interruption, as well as consequential losses, such as job and housing losses were also considered. Finally, decision tree model was implemented, as a final component of the framework, to establish decision-assisting platform that enables transparent comparison and selection of the best retrofit option to reduce owner’s susceptibility for financial losses.
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DETERMINING STRENGTH CAPACITY OF DETERIORATED REINFORCED CONCRETE BRIDGE SUBSTRUCTURES
Author: Timothy Kenneth Saad | Size: 10 MB | Format:PDF | Quality:Unspecified | Publisher: Thesis submitted to the Faculty of the Graduate School of the University of Maryland, College Park in partial fulfillment of the requirements for the degree of Master of Science | Year: 2010 | pages: 87
Corrosion of steel reinforcement is a major factor in the deterioration of highway and bridge
infrastructure. Knowing the initiation time of corrosion on a reinforced concrete structure
provides a much needed source of information in evaluating the service life of the structure. To
find the corrosion initiation time the effects of carbonation and chloride are examined.
Furthermore, the different variables that affect the ingress of carbonation and chloride are also
examined and analyzed together. Probabilistic modeling and stochastic design of these variables
will determine the initiation of corrosion, the amount of corrosion, and the strength loss of the
concrete pier. This process will help classify deteriorating structure into the National Bridge
Inventory (NBI) condition ratings from the Federal Highway Administration.
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This guide contains the expertise of numerous individuals who have directly assisted the author on many concrete repair projects or freely shared their concrete repair knowledge whenever requested. Their substantial contributions to the preparation of this guide are acknowledged and appreciated. Some of the material in this guide originated in the various editions of Reclamation’s Concrete Manual. The author edited, revised, or updated this information for inclusion herein. Individuals who have been especially helpful to the author include James E. Backstrom, former Reclamation technician. Dr. Dave Harris, Manager, Materials Engineering and Research Laboratory, obtained much of the funding to prepare this guide; Kurt F. Von Fay, Civil Engineer, Materials Engineering and Research Laboratories, performed the peer review; James E. McDonald, Structures Laboratory, Waterways Experiment Station, U.S. Army Corps of Engineers, provided editorial reviews of selected information and many useful sug-gestions and participated with the author in several cooperative Reclamation—U.S. Corps of Engineers concrete repair programs.
The assistance of these and numerous other engineers and technicians is gratefully acknowledged.
engineer, mentor, and friend,
deceased; Edward M. Harboe,
Reclamation engineer, retired; U.
Marlin Cash, Reclamation technician,
deceased; Dennis O. Arney,
Reclamation technician, retired;
G.W. DePuy, Reclamation engineer,
former
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The assessment of seismic vulnerability of the existing building stock plays a
key role in the development of instruments aimed at the evaluation and the
mitigation of seismic risk. The investigation of seismic vulnerability of existing
Reinforced Concrete (RC) buildings is of fundamental importance since this
building typology represents a large part of the existing building stock in many
areas subjected to high seismic risk; moreover, the seismic behaviour of these
buildings is often affected by deficiencies due to the absence of compliance
with the modern earthquake engineering design principles or, even, to the
absence of a seismic design.
In this thesis, the seismic vulnerability of existing RC buildings is
investigated from different points of view.
First, an overview of literature methods is carried out, illustrating main
empirical and analytical approaches to large scale vulnerability assessment
(Chapter I).
Hence, in Chapter II the seismic behaviour of existing RC buildings is
investigated through experimental and numerical activities focused on the
deformation capacity of substandard RC members, with emphasis on members
with smooth bars. To this aim, code and literature formulations for the
evaluation of deformation capacity of RC members are illustrated and
discussed; then, based on experimental data, a new proposal for the assessment
of deformation capacity of columns with smooth bars is presented. Then, bond
between steel and concrete for this kind of reinforcement is investigated
through an experimental study and the formulation of an analytical model based
on the obtained data. The influence of the absence of proper transverse
reinforcement details is experimentally investigated, too. Finally, the so-called fixed-end rotation mechanism is studied by means of a two-component
numerical model representing a RC element model, including the anchorage
element.
Capacity models for shear-controlled members and for beam-column joints
are briefly reported and discussed, too.
The seismic behaviour of existing RC buildings is also investigated through
an analysis of observed damage to RC buildings in L’Aquila after the 6th April
2009 earthquake.
Seismic behaviour of RC buildings is also strongly influenced by the
presence of infill walls, as highlighted by earthquake damage observation. In
Chapter III, this issue is illustrated through a discussion of local and global
interaction mechanisms between the RC structure and infill elements. Then, an
analytical investigation of the influence of these elements on the elastic period
of vibration of RC buildings is carried out, leading to the formulation of
simplified expressions, which are compared with empirical and numerical data
from literature.
The influence of infills on the seismic capacity of RC buildings has been
widely investigated in literature by different authors. In Chapter IV, these
studies are presented first. Hence, the seismic capacity of a case study Gravity
Load Designed building with different infill configurations (bare, uniformly
infilled or “pilotis”) is investigated by means of Static Push-Over analyses, thus
highlighting through a sensitivity analysis the influence of main material and
capacity parameters on the seismic capacity of the studied building at different
Limit States. A relative comparison is carried out, also by means of fragility
curves, to analyze the influence of different infill arrangements on the seismic
behaviour.
Finally, a seismic capacity assessment of the case study building is carried
out on simplified models based on a Shear Type assumption. Results obtained
from “exact” and simplified models are compared and discussed.
In Chapter V, a procedure is proposed for the simplified seismic
vulnerability assessment of existing RC buildings, based on the described Shear Type assumption. The proposed method employs few data – such as number of
storeys, global dimensions and type of design – to define the structural model
by means of a simulated design procedure. Nonlinear static response of the
structural model, including infill elements, is characterized, and pushover
analysis is carried out in closed-form. Fragility curves and corresponding failure
probability at different Limit States are calculated, once seismic hazard has
been defined. Finally, the proposed method is applied to the Avellino city
(southern Italy), employing data about building stock from a field survey,
including structural typology, global building dimensions and age of
construction. Obtained results show the influence of main characteristics, such
as the number of storeys and type of design, on the seismic vulnerability of the
building stock.
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COMPONENT BASED SEISMIC VULNERABILITY ASSESSMENT PROCEDURE FOR RC BUILDINGS
Author: Kerstin Lang MEng, Imperial College, University of London, England D.E.A., Ecole Nationale des Ponts et Chaussées, Paris, France born 12 November 1971 citizen of Germany | Size: 2 MB | Format:PDF | Quality:Unspecified | Year: 1971
In order to assess the seismic risk for Switzerland, and particularly for the city of Basel,
a joint project on the subject of “Earthquake Scenarios for Switzerland” was launched by
the Swiss Seismological Service (SED) and the Institute of Structural Engineering (IBK)
at the ETH Zurich. The goals of the study are to improve the assessment of seismic hazard,
to investigate the vulnerability of the built environment and finally, to combine the
results to elaborate risk scenarios as the first fundamental step in the mitigation process.
The objective of this work is the evaluation of the seismic vulnerability of existing buildings
with a focus on the residential building stock in the city of Basel. Since no major
damaging earthquake has occurred in Switzerland in recent times, vulnerability functions
from observed damage patterns are not available. A simple evaluation method
based on engineering models of the building structures suitable for the evaluation of a
larger number of buildings is therefore proposed.
First, the general idea of the evaluation method based on nonlinear static procedures is
introduced in Chapter 3 which briefly discusses the two key elements of a vulnerability
analysis, the capacity (strength and deformation capacity) of a building and the seismic
demand. The results are vulnerability functions expressing the expected damage of a
building as a function of the seismic input.
The application of the evaluation method to unreinforced masonry buildings and to reinforced
concrete buildings is discussed in more detail in Chapters 4 and 5 respectively.
Special attention is paid to the frame action due to the coupling of the walls by floors and
spandrels. Comparisons with test results from model buildings in the case of masonry
buildings and with a recently proposed and thoroughly checked deformation orientated
method in the case of reinforced concrete buildings show that the proposed method suitably
forecasts the capacity of a building.
Finally, a comprehensive inventory of the buildings in a small target area in Basel was
established based on plans and a street survey. The inventory comprised a total number
of 87 buildings which were then assessed using the evaluation method. Based on the results
of the assessment, building classes were defined depending on the type of structure
and the number of storeys. Corresponding fragility curves were determined, expressing
the probability of a building belonging to a certain building class of reaching or exceeding
a particular damage grade given a deterministic estimate of the spectral displacement.
The classification of the buildings allows an extrapolation of the results to a larger
area or to the whole city. A statement on the actual seismic risk, however, is not possible
without the knowledge of the local seismic hazard which is not yet available.
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A detailed seismic performance assessment procedure has been developed
for reinforced concrete frame buildings with masonry in-fill walls and reinforced
concrete frames including shear walls. The procedure uses member damage
functions, in terms of inter-story drift ratios, developed for the primary
components: columns, beams, in-fill walls and shear walls. Analytical
investigations carried out to determine the influence of a number of parameters
on the damageability of components were combined with existing experimental
data to develop component damage functions. A new approach has been
developed to combine component damage states to determine the story and
building level performance states. The procedure has been calibrated and
compared with other procedures by predicting the observed performance of
seven buildings exposed to recent earthquakes in Turkey. It was observed that the
damage experienced by most of the components of these buildings was predicted
satisfactorily, and that the observed building damage states were captured. The
procedure can be used for a reliable performance assessment as well as
performance-based design of the RC frame structures.
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