It is anticipated that the construction of homes and multiple storey buildings which
incorporate light gauge steel frame I wood panel shear walls as primary lateral load
resisting elements will increase across Canada in coming years. This includes sites
that have a relatively high seismic risk, such as found along the West Coast of
British Columbia and in the Ottawa and St. Lawrence River Valleys. With this rise
in construction activity comes an accompanying increase in the probability that a
light gauge steel frame structure will be subjected to the demands of a severe
earthquake. Currently, guidelines for engineers with which the design of laterally
loaded light gauge steel frame I wood panel shear walls can be carried out are not
available in Canada. For this reason an extensive shear wall research program has
been undertaken at McGill University.
This thesis provides details on the 109 specimen main testing program as well as a
summary of past wood frame and steel frame shear wall research. An extensive
review of existing data interpretation methodologies is presented. The equivalent
energy elastic-plastic (EEEP) technique is chosen as most suitable for the wall
systems under study to deduce key design parameters including the yield wall
resistance, elastic stiffness, and system ductility. It is recommended that the EEEP
methodology be implemented for all future steel frame I wood panel shear wall
data interpretation. The calibration of a resistance factor for use with the limit
states design philosophy consistent with the upcoming draft version of the 2005
National Building Code of Canada (NBCC) is also presented.
It was found that a resistance factor (<l>) of 0.7 provided sufficient reliability and a
reasonable factor of safety under the NBCC wind loading case. Final nominal
strength and unit elastic stiffness values for use in design are presented in tabular
format according to given perimeter fastener schedules. Finally, recommendations
for future research and testing are outlined.
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Blast resistant design in the civil sector is a balancing act of risk assessment versus cost of protection. Modem steel buildings designed under the provisions of current codes and
practices, particularly those in urban environments, are incapable of maintaining structural integrity under the influence of random acts of terrorism. Protective measures should focus on minimizing the level of avoidable deaths during a blast, by ensuring that blast loadings do not contribute to structural failure that is remote from the applied load. In order to achieve a complete level of redundancy, it is necessary to relate local structural behavior to global structural behavior.
A typical 11-story office building has been designed for gravity and wind loads. The structure is subjected to three cases of blast loadings on vulnerable regions of the building complex. Elements are modeled using a single degree of freedom dynamic analysis, whereby they are subjected to failure criteria. Upgrades and reinforcement proposals reflect minimum provisions for the prevention of progressive collapse. It is determined that an additional 10.5% of steel for beams, 13% for columns, 22% for connections, and 8.2% for miscellaneous metal are required for upgrade of the steel frame.
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Approximately thirty to forty percent of all bridges across North America have some
form of deterioration on them. Many organizations/agencies across North America are
investing significant amounts of money on repairing and rehabilitating their bridges. The
reason being, these bridges are deteriorating due to heavy use (overloading from today' s
oversized trucks), old age (many built in late 1950s and 1960s) and environmental and
chemical attacks (deicing salt applications during the winter season).
The purpose of this thesis concentrated on one area, namely bridge decks. To better
understand how these organizations/agencies were dealing with bridge deck deterioration,
a survey containing thirteen questions was developed and sent out throughout North
America, to Department of Transportation, Ministry of Transportation, Municipalities,
Bridge Authorities and Consultants.
The survey was made up of six parts, each focusing on different areas during a bridge
rehabilitation/repair operation. Areas looked at were: Condition Surveys, Concrete
Removal, Rehabilitation Techniques, Environmental Impacts and Service Life.
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Lack of a scientific design approach for repair and rehabilitation of corroding
reinforced concrete infrastructure has resulted in significant financial and social costs.
This experimental program was primarily undertaken to examine the corrosion process in
reinforced concrete repair, which has different characteristics as compared with corrosion
in new construction. The program was designed to gain a deeper understanding of how
certain restoration strategies may lead to problems of electrochemical incompatibility and
result in ineffective corrosion mitigation.
Fifteen specimens, 1m by 1m by 0.2m, were cast to represent a section of a
deteriorating reinforced concrete bridge deck slab. The central portion was uniquely
designed to simulate the deterioration caused by corrosion activity in a bridge deck slab.
After initiating corrosion using wetting and drying cycles with 15 %salt solution, each
specimen was subjected to a unique restoration strategy. The wetting and drying cycles
continued, and a monitoring program was established to observe the corrosion activity of
each specimen.
The results corroborate current research, that patch repairs can trigger the
formation of a macrocell corrosion cell, or a ring of active corrosion surrounding the
repaired zone. In addition, the results from the electrochemical testing revealed sharp
differences in the corrosion behaviour of the different restoration strategies. However, the
physical evidence of minimal corrosion for all four specimens that were demolished at
the end of the testing period, reveals a discrepancy with the electrochemical testing
results.
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Understanding the properties of concrete under high temperature is essential
to enhance the fire resistance of reinforced concrete structures (RCS) and to provide
accurate information for fire design of RCS. Extensive studies on this important topic
were performed previously. However, the properties of concrete under high
temperature have not been fully understood. Even if there are numerous experimental
and theoretical results available in the literature, contradictions among observations
exist and need to be reconciled.
The studies performed in this thesis can be largely classified as four topics.
Among the four topics, two topics are experimental studies and the other two topics
are theoretical models.
The first experimental study is to find the effects of temperature and moisture
on deformation of concrete. Due to the dependency of the moisture on temperature, it
is not easy to distinguish experimentally the effects of temperature and moisture on
the deformation of concrete. Usually, the thermal strain of concrete, which is called
Conventional Thermal Strain (CTS) in this study, is obtained by measuring the
displacement change without moisture control. In this study, CTS, the strain caused
by temperature increase under constant humidity (Pure Thermal Strain: PTS), and the
strain caused by moisture change under constant temperature (Pure Hygro Strain:
PHS) are measured continually over time. From the data analysis based on the
measured strains, the thermo-hygro coupling effect in the temperature is obtained.
Previous experimental studies on concrete under high temperatures have
mainly concentrated on the strength reduction of concrete, even though the loss of
durability of concrete can severely reduce the remaining service life of the structure.
In the second experimental study, the strength, stiffness, and durability performance
of concrete subjected to various heating and cooling scenarios are investigated.
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This research study focuses on evaluating the design of HSC prestressed bridge
girders. Specifically there were three major objectives. First, to determine the current
state of practice for the design of HSC prestressed bridge girders. Second, to evaluate
the controlling limit states for the design of HSC prestressed bridge girders and identify
areas where some economy in design may be gained. Third, to conduct a preliminary
assessment of the impact of raising critical design criteria with an objective of increasing
the economy and potential span length of HSC prestressed girders.
The first objective was accomplished through a literature search and survey. The
literature search included review of design criteria for both the AASHTO Standard and
LRFD Specifications. Review of relevant case studies of the performance of HSC
prestressed bridge girders, as well all as of important design parameters for HSC were
carried out. In addition, a survey was conducted to gather information and document
critical aspect of current design practices for HSC prestressed bridges
The second objective was accomplished by conducting a parametric study for
single span HSC prestressed bridge girders to mainly investigate the controlling limit
states for both the AASHTO Standard (2002) and LRFD (2002) Specifications.
AASHTO Type IV and Texas U54 girder sections were considered. The effects of
changes in concrete strength, strand diameter, girder spacing and span length were
evaluated.
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Author: Robert J. Dinan | Size: 6.77 MB | Format:PDF | Quality:Scanner | Publisher: Robert J. Dinan | Year: 2005 | pages: 149
Steel studs have the desired combination of strength and ductility crucial to the
design of efficient blast resistant wall systems. Designing connection details that utilize
the ductility of the steel studs is critical to the performance of the system. The
development of prediction methodologies and engineering design tools is essential to
provide engineers with a proven method to design these types of blast resistant structural
systems. This research focused on developing a method to use steel studs in blast
resistant exterior wall systems to provide protection to building occupants in case of a
bomb detonation near the structure. A connection method was developed to anchor the
steel studs to the floor and ceiling of the structure to prevent failure at the connections
and allow the stud to absorb energy through plastic deformation. An analytical static
resistance function was developed to predict the midpoint deflection of the steel stud wall
subjected to uniformly distributed loads. This resistance function predicts the response of
the wall as the behavior transitions through several behavior regions: flexural bending,
plastic hinge formation, tension cable behavior, and ultimate failure. The analytical static
resistance function was validated using data from full-scale quasi-static uniform loading
experiments. This resistance function was incorporated into a single degree of freedom
(SDOF) dynamic model, which predicts the response of a steel stud wall system
subjected to blast loads. This dynamic model is used to design a steel stud wall system to
achieve a desired the level of performance under any explosion threat level. A full-scale
validation experiment demonstrated that the analytical model conservatively predicts the
measured experimental results. This dissertation presents the analytical modeling and
experimental evaluation of steel stud wall systems under blast loads.
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Most construction projects are large and costly. Collaborative working involves two or more stakeholders sharing their efforts and resources to complete the project more effectively and efficiently.
Collaborative, integrative and multi-disciplinary teams can tackle the complex issues involved in creating a viable built environment. This tends to be looked at from three interrelated perspectives: the technological, organizational, and social; and of these the key issue is to improve productivity and enable innovation through the empowerment and motivation of people.
This book provides insights for researchers and practitioners in the building and construction industry as well as graduate students, written by an international group of leading scholars and professionals into the potential use, development and limitations of current collaborative technologies and practices. Material is grouped into the themes of advanced technologies for collaborative working, virtual prototyping in design and construction, building information modelling, managing the collaborative processes, and human issues in collaborative working.
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I need new version of these 2 codes and I would be pleased if you help me.
ASTM C618 - 12 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete
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ASTM C311 - 11b Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use in Portland-Cement Concrete
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